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HomeMy WebLinkAbout011 Updated Traffic Study May 8, 2023 Mr. Will Ralph VP of Development Braxton Development PO Box 11890 Bozeman, MT 59719 Reference: Traffic Impact Study Update Eastlake Professional Center Subdivision, Bozeman, MT Project No. 20138.01 Dear Will: The purpose of this letter is to provide a traffic impact study (TIS) update for Eastlake Professional Center located on the southeast corner of the intersection of North 27th Avenue/East Valley Center Road in Bozeman, Montana. Figure 1 in the attached Appendix A shows the study area. The original TIS for this subdivision was completed in December 2020 and assumed general office and retail land uses. This update is intended to provide a detailed analysis of the traffic impacts for the proposed new land use of two 107-room hotels on the south side of the site. There is also a 19,822-square-foot ophthalmic clinic and surgery center for Medical Eye Specialists on the north side of the site, which is currently under construction. The location and proposed layout for the two hotels and Medical Eye Specialists building is shown in Figure 2 included in Appendix A. Access is proposed via one approach on North 27th Avenue across from Wellness Way and one approach on Honor Lane. The Medical Eye Specialists building is expected to be completed in December of 2023 and the hotels are anticipated to be completed by mid-2027. Existing Traffic Conditions Traffic counts were collected on Tuesday, October 11, 2022. Raw count data was adjusted for seasonal variation using Montana Department of Transportation (MDT) seasonal adjustment factors. Existing intersection control, speed limits, and street classifications from the City of Bozeman Transportation Master Plan (TMP) are shown in Figure 3 (Appendix A). Existing Conditions (2022) traffic volumes are shown in Figure 4 and detailed traffic count data worksheets are included in Appendix B. Existing Conditions (2022) capacity analysis was performed using Synchro, Version 11. The results showed that all unsignalized intersections currently operate at LOS C or better during both the AM and PM peak hours except for the Davis Lane/East Valley Center Road Mr. Will Ralph May 8, 2023 Page 2 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_5.8.2023 (5/8/23) ARS/jhs intersection, which operates at LOS D during the PM peak hour, although the delay value is only 0.1 second/vehicle over the LOS C cutoff. The three signalized intersections along North 19th Avenue all operate at LOS D or worse on the east and west approaches during both the AM and PM peak hours. Delay is particularly extreme on the eastbound approach at the North 19th Avenue/I-90 EB Ramps intersection during both peak hours, and 95th percentile queuing at that intersection is extreme on the eastbound approach during the AM peak hour and on the northbound approach during the PM peak hour. Queuing is also lengthy at the North 19th Avenue/East Valley Center Road intersection, particularly during the PM peak hour. Figure 4 (Appendix A) also shows the Existing Conditions (2022) LOS results at each intersection. A detailed capacity summary table and capacity calculation worksheets for each of the study area intersections can be found in Appendix C. Crash History Prior crash data analysis used MDT historical crash data for the 5-year period from January 1, 2014 through December 31, 2018. It determined that the historical crash rate was 1.5 and 1.4 times higher than the predicted crash frequency rate for the intersections of North 27th Avenue/Catamount Street and North 19th Avenue/Cattail Street, respectively. Severity index evaluation showed that the index was slightly elevated at the North 19th Avenue/Cattail Street intersection due to 33% of crashes resulting in injuries. Evaluation of types of crashes determined that the North 19th Avenue/Cattail Street intersection had six (6) rear end collisions and the unsignalized area intersections had right-angle crashes. More recent crash data was collected from the City of Bozeman Police Department for three recently constructed intersections, as shown in Table 1 below. The Police Department reported that a crash that occurred when a vehicle swerved to avoid hitting wildlife and collided with a fire hydrant at the North 27th Avenue/Wellness Way intersection. At the East Valley Center Road/Honor Lane intersection there was a sideswipe, same direction crash that occurred when a driver tried to pass a merging vehicle. Table 1: Crash History – Frequency and Severity Statistics Average Crash Frequency (Crash/Yr) Crash Rate (Crash/ MVE) Predicted Average Crash Frequency (Crash/Yr) Predicted Crash Rate (Crash/ MVE) N 27th Ave/Wellness Way 1329 1 1.00 2.06 0.13 0.27 N 27th Ave/Honor Ln 1097 0 0.00 0.00 0.07 0.17 Honor Ln/E Valley Center Rd 4395 1 1.00 0.62 0.38 0.24 1 Daily Entering Volume (DEV) estimated from 2022 peak hour counts and MDT published ADTs 2 Crashes reported from January 1, 2022 to Present 3 Crash rates expressed as crashes per million vehicles entering (MVE) ⁴ Rates calculated using Highway Safety Manual (HSM) 1st Edition predictive methodology HSM Predictions⁴ Intersection Crash Data3 2022 DEV1 Reported Crashes2 Mr. Will Ralph May 8, 2023 Page 3 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_5.8.2023 (5/8/23) ARS/jhs The new intersections were evaluated for predicted crashes using HSM methodologies. These predicted crash rates were compared to the historical crash data from the Bozeman Police Department’s 2022 crash data. The historical crash rates at North 27th Avenue/Wellness Way and East Valley Center Road/Honor Lane were 7.5 and 2.6 times higher than the predicted crash rates; however, this evaluation only includes one year of data. More detailed crash data would need to be collected to determine the exact cause of the crashes and severities, and future years of data would provide a more complete evaluation (typically three to five years after an intersection is in service). It should be noted that the above crash analysis is speculative based on information provided by the City of Bozeman Police Department. More detailed crash information would be needed to determine the exact cause of each collision. Trip Generation An accurate estimate of site-generated traffic must be made to analyze the impacts of a new development. This study utilized Trip Generation, 11th Edition, published by the Institute of Transportation Engineers (ITE), which is the most widely accepted source for determining trip generation projections. For the purposes of this study, Hotel (Lane Use Code 310) and Medical-Dental Office Building (Land Use Code 720) were utilized to estimate trip generation for the Eastlake Professional Center. Table 2 below illustrates the results of the trip generation calculations. The subdivision is projected to generate a total of 2,342 gross average weekday trips with 151 trips (97 entering/54 exiting) generated during the AM peak hour and 182 trips (78 entering/ Table 2: Trip Generation Summary Intensity Units total enter exit total enter exit total enter exit 107 Rooms 855 427 428 49 27 22 63 32 31 Internal Capture Trips**3 0 3 1 0 1 0 0 0 107 Rooms 855 427 428 49 27 22 63 32 31 Internal Capture Trips**2 0 2 0 0 0 0 0 0 19.822 1000 Sq. Ft. 632 316 316 53 43 10 56 14 42 Internal Capture Trips**5 5 0 1 1 0 0 0 0 2342 1170 1172 151 97 54 182 78 104 10 5 5 2 1 1 0 0 0 2332 1165 1167 149 96 53 182 78 104 (1)Hotel - Land Use Code 310*Units = Rooms Average Weekday Average Rate = 7.99 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.46 (56% entering/44% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.59 (51% entering/49% exiting) (2)Medical-Dental Office Building - Land Use Code 720*Units = 1000 SF GFA Average Weekday Average Rate = 31.86 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 2.68 (81% entering/19% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 2.84 (25% entering/75% exiting) *Trip Generation, 11th Edition , Institute of Transportation Engineers, 2021 **Trip Generation Handbook, 3rd Edition, Institute of Transportation Engineers, 2017 Land Use Independent Variable Average Weekday AM Peak Hour Medical Eye Specialists2 West Hotel1 PM Peak Hour Total New External Trips Total Gross Trips Total Internal Capture Trips East Hotel1 Mr. Will Ralph May 8, 2023 Page 4 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_5.8.2023 (5/8/23) ARS/jhs 104 exiting) generated during the PM peak hour. The gross weekday trips account for approximately 73% of what was projected for this site previously. Trip generation projections provide an estimate of the total number of trips that would be generated by a proposed development. However, in order to estimate the net number of new trips made by personal vehicles external to the site, adjustments must often be made to account for internal capture trips, pass-by trips, and trips made by alternate modes. Internal capture (IC) trips are trips that do not have origins or destinations external to a project site and therefore do not have an impact on external traffic operations. IC trips most often occur in mixed-use developments where residential, commercial, and office-related land uses exhibit a high rate of internal trip exchange. IC trips were therefore calculated for the Eastlake Professional Center. Pass-by trips are trips that are made as intermediate stops on the way from a point of origin to a primary trip destination. Pass-by trips are attracted from traffic “passing by” on an adjacent street that offers direct access to the site. They are primarily attracted by commercial type land uses such as restaurants, convenience markets, and gas stations and were therefore not calculated for this study. A portion of the external trips generated by the Eastlake Professional Center could be made by alternate modes (walking, biking, transit), thereby reducing vehicular trips generated. However, alternate mode trips were conservatively assumed to be negligible due to the nature of the land uses on the site and its location. With adjustments made for internal capture trips, the Eastlake Professional Center is projected to generate 2,332 net new external vehicular trips on a typical weekday with 149 trips (96 entering/53 exiting) during the AM peak hour and 182 trips (78 entering/104 exiting) during the PM peak hour. The new total external weekday trips are approximately 8% higher than the external projections in the original analysis for this site due to higher previous IC and pass-by rates, although the previous analysis did not account for the Medical Eye Specialists building. Trip Distribution and Traffic Assignment Trip distribution is an estimate of the routes that site-generated trips will utilize to travel to and from the site, typically expressed on a percentage basis. A trip distribution can be estimated by several methods such as with a computerized travel demand model, calculation of travel time for various available routes, and the inspection of existing traffic patterns within the project area. For this update, distribution percentages were calculated based on existing volumes collected for this study as well as the distribution used for the previous analysis of this site. Mr. Will Ralph May 8, 2023 Page 5 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_5.8.2023 (5/8/23) ARS/jhs Traffic assignment is the procedure whereby site-generated vehicle trips are assigned to study area streets, intersections, and site access driveways based on the anticipated trip distribution and the physical attributes of the site and surrounding roadways. Figure 5 (Appendix A) illustrates the trip distribution and site-generated AM and PM peak hour traffic assignments for Eastlake Professional Center. Future Traffic Volumes The Medical Eye Specialists building is expected to open by the end of 2023, and it was provided by the client that one hotel is anticipated to open in the beginning of 2025 while the other would open mid-2027. Based on this information, a future analysis year of 2027 was selected for the purposes of this study. In addition to the site-generated trips, background traffic volumes are also expected to increase for study area streets and intersections due to general growth in the Bozeman area. To account for that growth, projected volumes in the Bozeman TMP, the “Streets of Bozeman” Story Map, and MDT traffic data was reviewed and, to be consistent with the previous analysis of this site, it was determined that a background growth rate of 2.25 percent would be appropriate to apply to thru movements on North 19th Avenue and East Valley Center Road, with 1.50 percent applied to all other movements. Additional trips were calculated to account for the anticipated opening of the Vance Thompson Vision clinic and surgery center, which is currently under construction southeast of the Eastlake Professional Center between Honor Lane and East Valley Center Road. This building will impact intersections in the study area, particularly on Honor Lane, North 27th Avenue, and East Valley Center Road. Trips from this development were combined with existing traffic volumes, background growth, and Eastlake Professional Center site trips to determine the Future (2027) traffic projections. Phase 1 of Billings Clinic Bozeman recently opened and current volumes are not as high as previously projected. Growth is expected to that site via Wellness Way as it becomes fully operational, but additional trips were not added to the network. Figure 6 (Appendix A) shows the Future (2027) traffic volume projections. Additional analysis was performed at select study intersections and the intersection of Catamount Street/East Valley Center Road for a 15-year Future (2037) horizon, as requested by the City of Bozeman. A growth rate of 2.0 percent was used to model long-range ambient growth, as consistent with long-term analysis performed for other nearby projects. Future (2037) traffic projections were calculated by combining existing traffic volumes, anticipated background growth, site-generated traffic, and trips from other area developments anticipated to be constructed within the 15-year analysis timeline. These include the Vance Thompson Vision clinic, full buildout of Billings Clinic Bozeman, Turnrow Development, and Dairy Queen. Future (2037) traffic volume projections for the requested intersections are shown in Figure 7 (Appendix A). Mr. Will Ralph May 8, 2023 Page 6 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_5.8.2023 (5/8/23) ARS/jhs Future (2027) Intersection Capacity Sanderson Stewart performed capacity calculations for the Future (2027) scenario based on the AM and PM peak hour traffic volume projections presented in Figure 6. All new site access intersections were presumed to be stop-controlled. Peak hour factors (PHFs) for the design year were assumed to be 0.92 for all intersections, per HCM guidelines and common industry practice for future scenarios. The assumed values were utilized to not overestimate future congestion in the study area. Figure 6 also shows the Future (2027) LOS results at each intersection. The results of the Future (2027) intersection capacity calculations showed worsening delay, with all three signalized intersections along North 19th Avenue projected to continue to operate at LOS D or worse on the east and/or west approaches. Particularly extreme delay is projected on the I-90 EB Off Ramp during both peak hours, as well as on the eastbound approaches of East Valley Center Road and Cattail Street at their intersections with North 19th Avenue during the PM peak hour. Projected 95th percentile queuing is extreme on the eastbound and northbound approaches at the North 19th Avenue/I-90 EB Ramps intersection and on East Valley Center Road at its intersection with North 19th Avenue. The Davis Lane/East Valley Center Road intersection is projected to continue to operate at LOS D on the northbound approach during the PM peak hour. All other intersections and approaches, including the new site access intersections, are projected to operate at LOS C or better during both peak hours. A detailed intersection capacity summary table and capacity calculation worksheets for the Future (2027) traffic scenario are included in Appendix D. Future (2037) Intersection Capacity – 15-Year Horizon Capacity calculations were performed for the Future (2037) traffic volume projections at the intersections presented in Figure 7, which also shows LOS results at each intersection. The results showed that operations are expected to worsen at several intersections. The westbound approach at the Honor Lane/East Valley Center Road intersection is projected to operate at LOS D during the AM peak hour, the northbound approach at the North 27th Avenue/East Valley Center Road intersection is projected to operate at LOS F during the PM peak hour, and the minor approaches at the North 27th Avenue/Catamount Street intersection are projected to operate at LOS D or E during both peak hours. The newly added Catamount Street/East Valley Center Road intersection is projected to operate at LOS F on at least one minor approach during both peak hours. The North 27th Avenue/Honor Lane intersection is anticipated to add an eastbound approach upon completion of the Billings Clinic Bozeman development, and both that and the North 27th Avenue/Wellness Way intersections are projected to operate at LOS B or better in the 15-year horizon. A detailed intersection capacity summary table and capacity calculation worksheets for the Future (2037) traffic scenario are included in Appendix E. Mr. Will Ralph May 8, 2023 Page 7 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_5.8.2023 (5/8/23) ARS/jhs Bozeman Transportation Master Plan (TMP) The Bozeman TMP recommends improvements to several streets and intersections in the study area. Corridor improvement recommendations include: 1. East Valley Center Road widened to a three-lane urban principal arterial standard west of North 27th Avenue. 2. Davis Lane widened to a five-lane urban minor arterial standard between Baxter Lane and East Valley Center Road. 3. North 27th Avenue widened to a three-lane urban collector standard between Baxter Lane and East Valley Center Road. The segment from Baxter Lane to Cattail Street is currently programmed for construction in 2025. 4. Cattail Street widened to a three-lane urban collector between North 19th Avenue and North 27th Avenue. There are currently three lanes in this section, but other improvements such as curb and gutter and sidewalk have yet to be completed. Additional improvements are currently scheduled for 2027. Intersection improvements recommended in the Bozeman TMP include: 1. Installation of a single-lane roundabout or traffic signal (with additional geometric improvements) when warrants are met at the intersections of Davis Lane/Catamount Street. 2. Installation of a traffic signal when warrants are met at the intersection of Davis Lane/East Valley Center Road, with a recommended lane configuration to include northbound left and right-turn bays, a westbound left-turn bay, and an eastbound right- turn lane. 3. Installation of a traffic signal at North 27th Avenue/East Valley Center Road (with additional geometric improvements) when warrants are met, with potential lane configuration modifications including the addition of an eastbound right-turn lane. Pedestrian/bicycle improvements in the study area that are recommended in the Bozeman TMP include: 1. Installation of bike lanes on Davis Lane, Catamount Street east of North 27th Avenue, North 19th Avenue south of East Valley Center Drive, and North 27th Avenue north of Honor Lane. Mr. Will Ralph May 8, 2023 Page 8 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_5.8.2023 (5/8/23) ARS/jhs 2. Installation of a shared use path along East Valley Center Road between North 19th Avenue and Catamount Street. Some sections of this path have been completed but there are still multiple gaps in connectivity. A project to fill in some of these gaps is currently scheduled to occur in 2026. Unless noted above, none of these improvement projects are designed or programmed for construction as of this writing. As such, the baseline condition for analysis was that the improvements will not be in place by 2027 or the 15-year Future (2037) horizon. However, the recommended project improvements were considered as potential mitigation alternatives. Auxiliary Turn Lane Warrants Auxiliary right- and left-turn lane warrants were evaluated based on the methodology outlined in the MDT Traffic Engineering Manual (November 2007) for the Existing Conditions (2022), Future (2027), and 15-year Future (2037) analysis scenarios. It was found that an eastbound right-turn lane is warranted at the Davis Lane/East Valley Center Road intersection based on Existing Conditions (2022) volumes. In the 15-year Future (2037) scenario, an eastbound right- turn lane is projected to be warranted at the North 27th Avenue/East Valley Center Road intersection, a southbound right-turn lane is projected to be warranted at the North 27th Avenue/Wellness Way intersection, and a northbound left-turn lane is projected to be warranted at the North 27th Avenue/Catamount Street intersection. No other turn lanes are projected to be warranted in the study area. Auxiliary turn lane warrant worksheets for the Existing Conditions (2022), Future (2027) and 15-year Future (2037) scenarios can be found in Appendix F. Multi-Way Stop Control Installation of multi-way stop signs at the North 27th Avenue/Catamount Street intersection was considered based on guidance presented in Section 2B.07 of the Manual on Uniform Traffic Control Devices (MUTCD). The MUTCD provides criteria for considering multi-way stop control based on crash trends and minimum entering volumes. Multi-way stop-control is also often implemented as an interim measure to control traffic in locations where a traffic signal is warranted but has not yet been installed. Multi-way stop control is projected to become warranted at the North 27th Avenue/ Catamount Street intersection in the 15-year Future (2037) timeframe. Multi-way stop warrant worksheets can be found in Appendix G. Traffic Signal Warrants Traffic signal warrants were evaluated using criteria outlined in the MUTCD for the Existing Conditions (2022), Future (2027), and 15-year Future (2037) traffic volume scenarios. The MUTCD presents several warrants that can be considered based on traffic volumes, school Mr. Will Ralph May 8, 2023 Page 9 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_5.8.2023 (5/8/23) ARS/jhs crossings, crash history, and others. For the purposes of this analysis, Warrants 5 and 9 (School Crossing and Intersection Near a Grade Crossing) were not evaluated because there are no nearby school or railroad crossings. Additionally, satisfaction of the Peak Hour Warrant alone should not be considered as warranting a signal, as it is primarily meant for application at office complexes, manufacturing plants, or other high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time. At the North 27th Avenue/East Valley Center Road intersection, it was found that no signal warrants are currently met for the Existing Conditions (2022) scenario or projected to be met in the Future (2027) scenario, although the Eight-Hour and Four-Hour Vehicular Volume warrants are both becoming close in the Future (2027) scenario. A signal is projected to become warranted by the 15-year Future (2037) scenario. No signal warrants are projected to be met at the Catamount Street/North 27th Avenue intersection in the 15-year Future (2037) scenario. At the Honor Lane/East Valley Center Road and Catamount Street/East Valley Center Road intersections, four total hours of traffic data were collected so not all warrants were fully evaluated. The Peak Hour warrant is projected to be met at the Honor Lane/East Valley Center Road intersection in the 15-year horizon. The Four-Hour, Peak Hour, and Roadway Network warrants are projected to be met at the Catamount Street/East Valley Center Road intersection in the 15-year horizon. All of the above intersections should be monitored as additional development occurs in the area and after North 27th Avenue is extended between Baxter Lane and Cattail Street, as this connection could have a substantial impact on traffic patterns. Traffic signal warrant worksheets for the Existing Conditions (2022), Future (2027), and 15-year Future (2037) scenarios can be found in Appendix H. Improved Intersection Capacity North 19th Avenue/I-90 EB Ramps: The addition of a second eastbound right-turn lane, plus signal timing and coordination improvements was shown to improve overall intersection delay to LOS C during both peak hours. With these improvements, eastbound delay is projected to improve to LOS D during the AM peak hour and LOS E during the PM peak hour, with substantially shorter queues. By optimizing coordination offsets, the northbound queue was also greatly reduced during the PM peak hour. North 19th Avenue/East Valley Center Road: It was found that providing separate eastbound left-turn, thru, and right-turn lanes, a southbound right-turn overlap phase, and optimized signal timing and coordination would improve delay and queuing particularly during the PM peak hour. Eastbound delay is projected to be LOS D and westbound delay is projected to be LOS E during both peak hours, although the westbound delay would be experienced by a Mr. Will Ralph May 8, 2023 Page 10 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_5.8.2023 (5/8/23) ARS/jhs very small number of vehicles. Eastbound left-turning volumes should be monitored as volumes increase to determine if dual turn lanes may become necessary. North 19th Avenue/Cattail Street: Providing separate eastbound left-turn, thru, and right- turn lanes, an eastbound right-turn overlap phase, and signal timing and coordination optimization was shown to improve operations at the intersection. Eastbound delay is projected to be LOS D during both peak hours and westbound delay is projected to be LOS D during the AM peak hour and LOS E during the PM peak hour, but delay on that approach would be experienced by only a small number of vehicles. The need for dual northbound left- turn lanes should be monitored as northbound left-turning volumes continue to increase, and the intersection should also be reevaluated upon completion of the North 27th Avenue connection between Baxter Lane and Cattail Street, as that connection may result in reduced volumes at the North 19th Avenue/Cattail Street intersection. Davis Lane/East Valley Center Road: Installation of the warranted eastbound right-turn lane is projected to improve capacity to LOS C at this intersection during the PM peak hour. Providing separate northbound left-turn and right-turn lanes is projected to further improve delay. A traffic signal, as recommended in the Bozeman TMP, is also projected to operate at LOS B or better during both peak hours. Any further improvements to capacity at the signalized intersections would likely require an additional thru lane in each direction on North 19th Avenue, which would require an extensive lane expansion/corridor widening project. The results of the improved capacity calculations for the Future (2027) scenario are shown in a detailed capacity summary table which can be found in Appendix I, along with the calculation worksheets. Improved Future (2037) Intersection Capacity – 15-Year Horizon Honor Lane/East Valley Center Road: A signal is not projected to be warranted at this intersection in the 15-year horizon. The anticipated Future (2037) delay is not projected to exceed LOS D, and it is only experienced by a limited number of westbound vehicles during the AM peak hour, so further improvements to the intersection were not considered. North 27th Avenue/East Valley Center Road: Installation of the warranted eastbound right-turn lane along with the two-way left-turn lane (TWLTL) recommended in the Bozeman TMP, which would allow for two-stage northbound left turns, was shown to improve minor leg operations to LOS C or better in the Future (2037) scenario. A traffic signal would operate at LOS B or better at this intersection. North 27th Avenue/Wellness Way: The warranted southbound right-turn lane is not projected to have a notable impact on capacity, and the intersection is projected to operate at LOS B or better without it. Mr. Will Ralph May 8, 2023 Page 11 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_5.8.2023 (5/8/23) ARS/jhs North 27th Avenue/Catamount Street: This intersection was evaluated assuming the recommended three-lane section is constructed on North 27th Avenue, including northbound and southbound left-turn lanes. With two-way stop control the minor approaches are still projected to operate at LOS D and E, but with all-way stop control the intersection is projected to operate at LOS C or better. A traffic signal or roundabout is projected to operate at LOS A, although a traffic signal was not found to be warranted. Implementation of any of these traffic control changes may also reduce right-angle crashes at the intersection. Catamount Street/East Valley Center Road: The warranted traffic signal is projected to operate at LOS C or better in the Future (2037) scenario. The results of the improved capacity calculations for the 15-year Future (2037) scenario are shown in a detailed capacity summary table which can be found with the calculation worksheets in Appendix J. Conclusions and Recommendations The preceding analysis has shown that the updated Eastlake Professional Center development plan is projected to generate approximately 2,332 new external vehicle trips upon full buildout. A prior crash analysis was performed and the intersections of North 27th Avenue/Catamount Street and North 19th Avenue/Cattail Street had historical crash rates that were slightly higher than HSM predicted crash rates. The new intersections had two crashes in 2022 (1 sideswipe, same direction and 1 fixed object), with a higher historical crash rate than predicted by HSM methodologies; however, evaluation should be updated in three to five years with more complete data. With the projected Eastlake Professional Center trips added to the roadway network along with background growth and other nearby developments, the Future (2027) scenario capacity calculations showed that existing capacity deficiencies are projected to worsen at all three signalized intersections with severe delay and queuing projected particularly on the I-90 EB Off Ramp and on East Valley Center Road. The stop-controlled Davis Lane/East Valley Center Road intersection is also projected to remain at LOS D in the Future (2027) scenario. An eastbound right-turn lane was found to be warranted at the Davis Lane/East Valley Center Road intersection based on Existing Conditions (2022) volumes, and no traffic signal warrants are projected to be met at the North 27th Avenue/East Valley Center Road intersection in the Future (2027). Additional analysis was performed at select intersections for a 15-year Future (2037) horizon. Capacity results of LOS D or worse are projected at several intersections in this timeframe. It was found that turn lanes are warranted at the North 27th Avenue/East Valley Center Road, North 27th Avenue/Wellness Way, and North 27th Avenue/Catamount Street intersections. Mr. Will Ralph May 8, 2023 Page 12 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_5.8.2023 (5/8/23) ARS/jhs Multi-way stop control is considered warranted at the North 27th Avenue/Catamount Street intersection in the Future (2037). Traffic signals are also projected to become warranted at the North 27th Avenue/East Valley Center Road and Catamount Street/East Valley Center Road intersections in the 15-year Future (2037) scenario. A mitigations analysis found that improvements to signal timing and phasing as well as coordination offset optimization could improve operations at the signalized intersections along the North 19th Avenue corridor. Additional turn lanes on the I-90 EB Off Ramp, East Valley Center Road, and Cattail Street would further improve operations, although the east and west approaches are still projected to operate at LOS D and E. A third thru lane for northbound and southbound traffic on North 19th Avenue would further improve capacity but would require major road reconstruction. Other improvements warranted in the 15-year Future (2037) analysis were found to improve capacity to acceptable levels at most intersections. Operations and traffic volumes along North 27th Avenue and East Valley Center Road should be monitored upon completion of the connection of North 27th Avenue to Baxter Lane, as this new route may alter traffic patterns in the area and result in the need for different mitigation solutions. The following list of recommendations are based on the analysis results from this study and the professional judgment of the author: · Stop signs (R1-1) should be installed for all private site access approaches on public streets. · The warranted eastbound right-turn lane at the Davis Lane/East Valley Center Road intersection should be considered for installation to improve capacity and safety metrics. Separate northbound left- and right-turn lanes should also be considered to further improve capacity. · The signal coordination offsets along North 19th Avenue should be optimized to reduce queuing and delay along the corridor. A long-term option to improve corridor operations would require adding an additional thru lane in each direction, which would require an extensive corridor widening project. · In the long term, installation of a second eastbound right-turn lane should be considered at the North 19th Avenue/I-90 EB Ramps intersection. This configuration would match that used on the eastbound off-ramp at the North 7th Avenue interchange. In the shorter term, delineation changes could be made to allow right turns from the existing eastbound right-turn lane to move freely. This could be accomplished by providing additional striping and/or signage to guide the southbound thru movement into the eastern southbound receiving lane, creating an opportunity for free-flowing eastbound Mr. Will Ralph May 8, 2023 Page 13 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_5.8.2023 (5/8/23) ARS/jhs right turns to utilize the western southbound receiving lane. A new eastbound signal head with a right-turn arrow would also facilitate this change. These improvements may improve safety and capacity at the intersection. · Installation of separate eastbound left-turn, thru, and right-turn lanes should be considered at the North 19th Avenue/East Valley Center Road intersection. Recommended signal timing improvements include eastbound protected/permissive left- turn phasing and a southbound right-turn overlap phase. Eastbound left-turning volumes should be monitored to determine if dual turn lanes become necessary. · Installation of a dedicated eastbound right-turn lane with an overlap phase should be considered at the North 19th Avenue/Cattail Street intersection. Northbound left- turning volumes should be monitored to determine if dual turn lanes and/or protected- only phasing may become necessary. · The warranted eastbound right-turn lane at the North 27th Avenue/East Valley Center Road intersection should be considered for installation, and volumes should be monitored to determine if this turn lane should be installed in conjunction with a traffic signal. · The warranted northbound left-turn lane at the North 27th Avenue/Catamount Street intersection should be considered for installation and could be constructed in conjunction with the TMP recommendation to provide a 3-lane section on North 27th Avenue. Operations should also be monitored in the future to determine if and when a higher form of traffic control, such as all-way stop-control or a traffic signal may become warranted. · Operations at the Catamount Street/East Valley Center Road intersection should be monitored in the future to determine if and when a traffic signal may become warranted. · Any other network improvements should be constructed as consistent with recommendations in the Bozeman Transportation Master Plan (2017). If the buildout of any of these improvements is deemed necessary by the City prior to CIP funding, contribution percentages should be calculated on based proportional shares of impacting area developments. · All transportation-related improvements shall be designed in accordance with City of Bozeman and/or MDT standards (where applicable) and the Manual on Uniform Traffic Control Devices (MUTCD). Mr. Will Ralph May 8, 2023 Page 14 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_5.8.2023 (5/8/23) ARS/jhs The above recommendations should be considered for implementation in the study area to encourage safe and efficient operations. If you have any questions about this assessment, or if additional analysis is required, please feel free to contact me at 406-922-4306 or jstaszcuk@sandersonstewart.com. Sincerely, Joey Staszcuk, PE, PTOE, RSP1 Associate | Community Transportation Studio Manager ARS/jhs P:20138.01_Eastlake ProfessionalCenter_TrafficLetter_5.8.2023 APPENDIX A FIGURES 27TH AVEDAVIS LNI- 9 0 E B R A M P S E V A L L E Y C E N T E R R D WE L L N E S S W A Y HONOR LN CATAMOUNT ST N 19TH AVECATTAIL ST EASTLAKEPROFESSIONAL CENTER DEAD MANS GULCH CATT AI L S T FIGURE 1: STUDY AREA 27TH AVEWELLNESS WAY HONOR LN E V A L L E Y C E N T E R R D FIGURE 2: SITE LAYOUT LEGEND Bozeman Existing Functional Classifications INTERSTATE MINOR ARTERIAL COLLECTOR PRINCIPAL ARTERIAL 27TH AVEDAVIS LNI-90 EB RAMPS E V A L L E Y C E N T E R R D WE L L N E S S W A Y HONOR LN CATAMOUNT ST N 19TH AVECATTAIL ST DEAD MANSGULCH CATT AI L S T FIGURE 3: STREET & INTERSECTION CHARACTERISTICS AM Peak Hour PM Peak Hour LOS A (A)LOS AM (PM) KEY XX (XX) 1 5 6 9 4 7 8 10 12 (15) 26 (23) LOS A (A) 127 (172) LOS A (A) (246) 292 (129) 96 73 (294) 1 LOS C (D) LOS A (A) 64 (55) 54 (66) LOS B (B) 5 (7) 146 (194) (151) 1145 (7) 3 LOS A (A) LOS A (A) LOS A (A) 16 (10) 4 (10) LOS A (A) 12 (70) LOS A (A) (253) 253 (29) 16 125 (235) 2 LOS B (B) LOS A (A)0 (1) 3 (0) LOS A (A) 2 (5) 14 (9) 14 (72) (37) 25 (3) 4 LOS A (A) (2) 1 (0) 0 (23) 5 0 (0) 3 (0) 3 LOS A (A) LOS A (A) LOS A (A) 3 (15) 6 (7) LOS A (B) 9 (10) 5 (29) 20 (68) (52) 20 (15) 1 LOS B (B) (8) 26 (38) 92 (15) 17 37 (65) 6 (11) 2 LOS A (A) LOS A (A) LOS A (A) 26 (115) 32 (98) (78) 69 (19) 8 LOS A (B) (31) 24 (98) 78 9 LOS A (A) LOS A (A) LOS A (A) 14 (10) 6 (14) LOS B (B) 3 (12) 8 (2) 141 (232) (256) 250 (0) 6 LOS A (B) (6) 0 (3) 0 (6) 0 0 (0) 4 (4) 1 LOS A (A) LOS A (A) LOS A (A) 258 (315) 483 (855) (575) 439 LOS F (F) (34) 43 (4) 2 (458) 619 7 (40) 80 LOS B (B) LOS A (A) LOS F (E)2 (4) 3 (6) LOS D (D) 9 (21) 85 (226) 508 (793) (621) 795 (358) 202 LOS D (E) (349) 229 (4) 0 (243) 233 3 (0) 8 (15) 10 LOS A (A) LOS A (B) LOS B (C) 2 (6) 3 (2) LOS D (E) 13 (57) 86 (293) 585 (1044) (855) 939 (49) 22 LOS E (F) (87) 49 (15) 5 (269) 153 3 (15) 10 (19) 34 LOS A (A) LOS A (B) LOS B (C) 2 3 27TH AVEDAVIS LNI- 9 0 E B R A M P S E V A L L E Y C E N T E R R D WE L L N E S S W A Y HONOR LN CATAMOUNT ST N 19TH AVECATTAIL STCATT AI L S T FIGURE 4: EXISTING CONDITIONS (2022) 0 (0)0(0)0(0)(12) 14(0) 08 (16)13 (5)5(4)0 (0)0(0)(0)05(0)029 (23)16(31)8(16)(0) 0(12) 140 (0)27 (13)16(14)24 (47)0(0)0(0)(0)0(0)0(0) 0(0) 0(0) 00 (0)3(35)430 (0)0(0)0 (0)0(0)19(16)(21)11(5)3(4) 5(0) 0(0) 00 (0)6(0)00(0)14(12)(16)8(5)3(4) 5(0) 090 (0)0(0)0 (0)29(23)29(23)(11)16(0)0(0) 0(0) 0(31) 150 (0)4(0)05(10)13(26)(18)24(0) 0(0) 0(8) 107(0)00 (0)0(0)0 (0)24(20)0(0)(0)0(26)34(36) 18(0) 0(26)130 (0)8(0)00 (0)0(0)0 (0)14(12)24(20)(26)13(0)0(0) 0(0) 0(16) 80 (0)10(0)0(13)7(6) 8(0) 00 (0)12(31)157 (13)8(6)0 (0)16(14)(13)711(0)0KEYXX(XX)[XX%]AM Peak HourPM Peak HourDistributionXX(XX)[XX%]AM Peak HourPM Peak HourDistributionKEY[15%][5%][40%] [5%]29 (23)123[10%][10%][25%]E VALLEY CENTER RD10478N 19TH AVE I-90 EB RAMPSCATTAIL STCATTAIL ST927TH AVE 6CATAMOUNT ST5DAVIS LN WELLNESS WAYHONOR LN1112FIGURE 5:TRIP DISTRIBUTION& ASSIGNMENT 123E VALLEY CENTER RD10478N 19TH AVE I-90 EB RAMPSCATTAIL STCATTAIL ST927TH AVE 6CATAMOUNT ST5DAVIS LN WELLNESS WAYHONOR LN1112AM Peak HourPM Peak HourLOS A (A)LOS AM (PM)KEYXX(XX)13 (16)29(25)LOSA (A)139(189)LOSA (A)(287) 340(142) 10590 (345)1LOS C (D)LOSA (A)72 (64)63(75)LOSB (B)5 (8)157(209)(163)1235(8)3LOS A (A)LOS A (A)LOSA (A)47 (34)20(42)LOSA (A)23(102)LOSA (A)(283) 283(47) 41140 (263)2LOS B (C)LOSA (A)7 (14)19(14)LOSA (A)26 (52)15(10)17(87)(43)36(3)4LOSA (A)(2) 1(0) 0(23) 50 (0)3(35)46LOS A (A)LOS A (A)LOSA (A)3 (16)6(8)LOSA (B)10 (11)5(31)41(89)(77)33(21)4LOSB (B)(13) 33(41) 99(16) 1840 (70)6(12)2LOS A (A)LOS A (A)LOSA (A)28(124)48(118)(100)82(25)12LOSA (B)(37) 31(106) 849LOS A (A)LOS A (A)LOSA (A)15 (11)7(15)LOSC (B)3 (13)111(49)187(282)(317)295(3)16LOSA (B)(16) 2(3) 0(109) 330 (0)4(4)1LOS A (A)LOS A (A)LOSA (A)288(356)553(982)(661)515LOSF (F)(37) 47(4) 2(511) 6897(44)88LOS B (B)LOS A (A)LOSF (F)2 (4)3(7)LOSD (D)10 (23)119(273)568(886)(694)889(426)260LOSD (F)(426) 274(4) 0(298) 2733 (0)8(16)11LOS A (A)LOS B (B)LOSB (D)2 (7)3(2)LOSD (E)14 (63)108(334)678(1187)(982)1062(54)24LOSE (F)(95) 54(16) 5(311) 1763 (16)10(21)37LOS A (A)LOS B (B)LOSB (C)14 (43)38(16)LOSA (A)2 (9)49(101)(79)3911(3)9LOS A (A)LOS A (A)LOSA (A)29 (23)(13)7LOSA (A)(6) 8(13) 399 (39)12(31)15LOS A (A)LOSA (A)LOSA (A)FIGURE 6:FUTURE (2027)VOLUMES 23E VALLEY CENTER RD4N 19TH AVE I-90 EB RAMPSCATTAIL STCATTAIL ST 27TH AVE 6CATAMOUNT STDAVIS LN WELLNESS WAYHONOR LN11AM Peak HourPM Peak HourLOS A (A)LOS AM (PM)KEYXX(XX)4 (22)8(11)LOSC (E)14 (20)104(105)197(200)(235)108(31)6LOSD (D)(17) 46(102) 157(120) 7794 (130)6(22)7LOS A (A)LOS A (A)LOSC (C)14 (43)38(16)LOSB (B)2 (11)82(166)(119)8011(5)9LOS A (A)LOS A (A)LOSA (A)FIGURE 7:15-YEAR (2037)VOLUMES19 (16)4(35)LOSF (F)4 (3)129(227)590(529)(716)569(34)9LOSB (F)(31) 5(12) 1(200) 1860 (5)13(19)3LOS A (A)LOS A (A)LOSA (B)13122 (76)49(114)LOSA (A)49(181)LOSA (A)(492) 445(93) 109321 (444)2LOS C (F)LOSA (C)7 (14)20(14)LOSA (B)27 (54)35(35)29(128)(72)65(64)118LOSB (B)(113) 44(0) 0(38) 180 (0)3(35)47LOS A (A)LOS A (A)LOSA (A)19 (13)8(19)LOSD (C)4 (16)162(73)443(488)(581)484(19)17LOSB (C)(32) 2(4) 0(157) 500 (0)4(5)1LOS A (A)LOS A (A)LOSA (A)101(47)(0)0LOSB (B)(0) 0(47) 17(96) 3649 (23) APPENDIX B TRAFFIC VOLUME DATA Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 0 82 19 0 101 53 121 0 0 174 150 0 10 0 160 0 0 0 0 0 435 7:45 AM 0 120 27 0 147 78 133 0 0 211 166 0 11 0 177 0 0 0 0 0 535 8:00 AM 0 149 26 0 175 71 116 0 0 187 136 1 9 0 146 0 0 0 0 0 508 8:15 AM 0 88 8 0 96 56 113 0 0 169 167 1 13 0 181 0 0 0 0 0 446 Grand Total 0 439 80 0 519 258 483 0 0 741 619 2 43 0 664 0 0 0 0 0 1924 Medium Truck %0.0 3.0 0.0 0.0 2.5 2.7 1.9 0.0 0.0 2.2 3.6 0.0 20.9 0.0 4.7 0.0 0.0 0.0 0.0 0.0 Heavy Truck %0.0 1.1 1.3 0.0 1.2 0.8 2.7 0.0 0.0 2.0 1.0 0.0 0.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0 Total Truck %0.0 4.1 1.3 0.0 3.7 3.5 4.6 0.0 0.0 4.2 4.5 0.0 20.9 0.0 5.6 0.0 0.0 0.0 0.0 0.0 Total %0.0 22.8 4.2 0.0 27.0 13.4 25.1 0.0 0.0 38.5 32.2 0.1 2.2 0.0 34.5 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.89 0.89 0.89 0.88 0.88 0.88 0.94 0.94 0.94 1.00 1.00 1.00 0.90 RT TH LT U 0 439 80 0 0RT0TH0LT0UU0LT43TH2RT6190 0 483 258 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street:N 19th Ave AM Peak Hour (7:30 - 8:30 AM) 20138.01Project Number: Southbound N 19th Ave Northbound I-90 EB On Ramp Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 19th Ave & I-90 EB On RampCounted By:I-90 EB On RampI-90 EB On Ramp664Bozeman, MT /MDTTuesday, October 11, 2022Date Performed: Count Time Period: Eastlake TIS Update N 19th Ave I-90 EB On Ramp I-90 EB On Ramp Vehicle Volumes and Adjustments N 19th Ave 741 InOut 1058In0 In0Out340Total Entering 1924OutN 19th Ave In Out 519 526 NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:45 PM 0 120 7 0 127 62 221 0 0 283 107 0 13 0 120 0 1 0 0 1 531 5:00 PM 0 134 12 0 146 80 208 0 0 288 120 0 9 0 129 0 0 0 0 0 563 5:15 PM 0 173 11 0 184 93 200 0 0 293 118 1 7 0 126 0 0 0 0 0 603 5:30 PM 0 148 10 0 158 80 226 0 0 306 113 3 5 0 121 0 0 0 0 0 585 Grand Total 0 575 40 0 615 315 855 0 0 1170 458 4 34 0 496 0 1 0 0 1 2282 Medium Truck %0.0 2.1 2.5 0.0 2.1 2.5 1.3 0.0 0.0 1.6 2.8 0.0 11.8 0.0 3.4 0.0 0.0 0.0 0.0 0.0 Heavy Truck %0.0 0.0 0.0 0.0 0.0 1.0 0.4 0.0 0.0 0.5 0.0 0.0 2.9 0.0 0.2 0.0 0.0 0.0 0.0 0.0 Total Truck %0.0 2.1 2.5 0.0 2.1 3.5 1.6 0.0 0.0 2.1 2.8 0.0 14.7 0.0 3.6 0.0 0.0 0.0 0.0 0.0 Total %0.0 25.2 1.8 0.0 27.0 13.8 37.5 0.0 0.0 51.3 20.1 0.2 1.5 0.0 21.7 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.84 0.84 0.84 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 0.95 RT TH LT U 0 575 40 0 0RT1TH0LT0UU0LT34TH4RT4580 0 855 315 U LT TH RT Agency/Company:Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By:Gannon Chamberlain N 19th Ave & I-90 EB On Ramp North/South Street:N 19th Ave I-90 EB On Ramp Date Performed:Tuesday, October 11, 2022 Bozeman, MT /MDT Count Time Period:PM Peak Hour (4:45 - 5:45 PM) Project Number:20138.01 Eastlake TIS Update East/West Street:I-90 EB On RampOut1Vehicle Volumes and Adjustments N 19th Ave N 19th Ave I-90 EB On Ramp I-90 EB On Ramp Southbound Northbound Eastbound Westbound In496359OutN 19th Ave 1InI-90 EB On RampTotal Entering 2282 1033 1170 Out In N 19th Ave In Out 615 889 NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0 1.00 1.00 1.00 1.00 0 7:30 AM 29 178 2 0 209 0 117 21 0 138 61 0 47 0 108 5 2 1 0 8 463 7:45 AM 53 213 3 0 269 0 156 23 0 179 67 0 74 0 141 2 1 1 0 4 593 8:00 AM 73 199 1 0 273 1 114 18 0 133 53 0 51 0 104 0 0 0 0 0 510 8:15 AM 47 205 4 0 256 2 121 23 0 146 52 0 57 0 109 2 0 0 0 2 513 Grand Total 202 795 10 0 1007 3 508 85 0 596 233 0 229 0 462 9 3 2 0 14 2079 Medium Truck %5.9 2.8 0.0 0.0 3.4 0.0 2.6 12.9 0.0 4.0 3.4 0.0 1.3 0.0 2.4 0.0 0.0 0.0 0.0 0.0 Heavy Truck %0.5 1.3 0.0 0.0 1.1 0.0 1.8 1.2 0.0 1.7 0.9 0.0 0.0 0.0 0.4 55.6 33.3 0.0 0.0 42.9 Total Truck %6.4 4.0 0.0 0.0 4.5 0.0 4.3 14.1 0.0 5.7 4.3 0.0 1.3 0.0 2.8 55.6 33.3 0.0 0.0 42.9 Total %9.7 38.2 0.5 0.0 48.4 0.1 24.4 4.1 0.0 28.7 11.2 0.0 11.0 0.0 22.2 0.4 0.1 0.1 0.0 0.7 100.0 PHF 0.94 0.94 0.94 0.83 0.83 0.83 0.82 0.82 0.82 0.88 0.88 0.88 0.88 RT TH LT U 202 795 10 0 9RT3TH2LT0UU0LT229TH0RT2330 85 508 3 U LT TH RT N 19th Ave In Out 1007 746 In290In14Out13Total Entering 2079Out N 19th Ave 596 InOut 1030E Valley Center RdRest Stop462Bozeman, MT /MDTTuesday, October 11, 2022Date Performed: Count Time Period: Eastlake TIS Update N 19th Ave Rest Stop E Valley Center Rd Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 19th Ave & Valley Center RdCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street:N 19th Ave AM Peak Hour (7:30 - 8:30 AM) 20138.01Project Number: Southbound N 19th Ave Northbound E Valley Center Rd Eastbound East/West Street: NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0 1.00 1.00 1.00 1.00 0 4:45 PM 72 164 7 0 243 0 203 49 0 252 56 1 74 0 131 5 0 1 0 6 632 5:00 PM 79 137 5 0 221 1 196 62 0 259 62 2 97 0 161 4 0 2 0 6 647 5:15 PM 96 180 2 0 278 2 191 58 0 251 59 1 88 0 148 6 0 1 0 7 684 5:30 PM 111 140 1 0 252 3 203 57 0 263 66 0 90 0 156 6 0 0 0 6 677 Grand Total 358 621 15 0 994 6 793 226 0 1025 243 4 349 0 596 21 0 4 0 25 2640 Medium Truck %2.8 2.3 0.0 0.0 2.4 0.0 2.0 0.9 0.0 1.8 0.8 0.0 0.6 0.0 0.7 0.0 0.0 0.0 0.0 0.0 Heavy Truck %0.3 0.0 0.0 0.0 0.1 0.0 0.8 0.0 0.0 0.6 0.0 25.0 0.3 0.0 0.3 0.0 0.0 0.0 0.0 0.0 Total Truck %3.1 2.3 0.0 0.0 2.5 0.0 2.8 0.9 0.0 2.3 0.8 25.0 0.9 0.0 1.0 0.0 0.0 0.0 0.0 0.0 Total %13.6 23.5 0.6 0.0 37.7 0.2 30.0 8.6 0.0 38.8 9.2 0.2 13.2 0.0 22.6 0.8 0.0 0.2 0.0 0.9 100.0 PHF 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89 0.97 RT TH LT U 358 621 15 0 21RT0TH4LT0UU0LT349TH4RT2430 226 793 6 U LT TH RT N 19th Ave In Out 994 1163 N 19th Ave 25InRest StopTotal Entering 2640 868 1025 Out InE Valley Center RdOut584Vehicle Volumes and Adjustments N 19th Ave N 19th Ave E Valley Center Rd Rest Stop Southbound Northbound Eastbound Westbound In59625OutNorth/South Street:N 19th Ave E Valley Center Rd Date Performed:Tuesday, October 11, 2022 Bozeman, MT /MDT Count Time Period:PM Peak Hour (4:45 - 5:45 PM) Project Number:20138.01 Eastlake TIS Update East/West Street: Agency/Company:Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By:Gannon Chamberlain N 19th Ave & Valley Center Rd NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 6 224 8 0 238 0 143 19 0 162 50 1 9 0 60 3 1 0 0 4 464 7:45 AM 6 250 8 0 264 2 165 17 0 184 30 0 12 0 42 3 1 2 0 6 496 8:00 AM 4 245 8 0 257 0 138 21 1 160 33 0 14 0 47 5 0 0 0 5 469 8:15 AM 6 220 9 1 236 1 139 28 0 168 40 4 14 0 58 2 1 0 0 3 465 Grand Total 22 939 33 1 995 3 585 85 1 674 153 5 49 0 207 13 3 2 0 18 1894 Medium Truck %0.0 2.3 6.1 0.0 2.4 0.0 2.6 5.9 0.0 3.0 1.3 0.0 0.0 0.0 1.0 23.1 0.0 0.0 0.0 16.7 Heavy Truck %4.5 1.0 3.0 0.0 1.1 0.0 1.7 1.2 0.0 1.6 0.7 40.0 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 Total Truck %4.5 3.3 9.1 0.0 3.5 0.0 4.3 7.1 0.0 4.6 2.0 40.0 0.0 0.0 2.4 23.1 0.0 0.0 0.0 16.7 Total %1.2 49.6 1.7 0.1 52.5 0.2 30.9 4.5 0.1 35.6 8.1 0.3 2.6 0.0 10.9 0.7 0.2 0.1 0.0 1.0 100.0 PHF 0.94 0.94 0.94 0.92 0.92 0.92 1.00 1.00 1.00 0.75 0.75 0.75 0.95 RT TH LT U 22 939 33 1 13RT3TH2LT0UU0LT49TH5RT1531 85 585 3 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street:N 19th Ave AM Peak Hour (7:30 - 8:30 AM) 20138.01Project Number: Southbound N 19th Ave Northbound Cattail St Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 19th Ave & Cattail StCounted By:Cattail StDead Mans Gulch Ct207Bozeman, MT /MDTTuesday, October 11, 2022Date Performed: Count Time Period: Eastlake TIS Update N 19th Ave Dead Mans Gulch Ct Cattail St Vehicle Volumes and Adjustments N 19th Ave 674 InOut 1095In110 In18Out41Total Entering 1894OutN 19th Ave In Out 995 648 NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:45 PM 14 204 3 0 221 1 257 73 1 332 68 10 21 0 99 13 7 2 0 22 674 5:00 PM 7 212 2 2 223 0 258 69 0 327 77 2 17 0 96 17 5 4 0 26 672 5:15 PM 16 236 6 0 258 0 264 73 1 338 64 0 20 0 84 17 2 0 0 19 699 5:30 PM 12 203 6 0 221 1 265 76 0 342 60 3 29 0 92 10 1 0 0 11 666 Grand Total 49 855 17 2 923 2 1044 291 2 1339 269 15 87 0 371 57 15 6 0 78 2711 Medium Truck %0.0 1.8 23.5 0.0 2.1 0.0 1.1 1.4 0.0 1.2 0.7 0.0 1.1 0.0 0.8 5.3 0.0 16.7 0.0 5.1 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck %0.0 1.8 23.5 0.0 2.1 0.0 1.5 1.4 0.0 1.5 0.7 0.0 1.1 0.0 0.8 5.3 0.0 16.7 0.0 5.1 Total %1.8 31.5 0.6 0.1 34.0 0.1 38.5 10.7 0.1 49.4 9.9 0.6 3.2 0.0 13.7 2.1 0.6 0.2 0.0 2.9 100.0 PHF 0.90 0.90 0.90 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.00 0.97 RT TH LT U 49 855 17 2 57RT15TH6LT0UU0LT87TH15RT2692 291 1044 2 U LT TH RT Agency/Company:Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By:Gannon Chamberlain N 19th Ave & Cattail St North/South Street:N 19th Ave Cattail St Date Performed:Tuesday, October 11, 2022 Bozeman, MT /MDT Count Time Period:PM Peak Hour (4:45 - 5:45 PM) Project Number:20138.01 Eastlake TIS Update East/West Street:Cattail StOut355Vehicle Volumes and Adjustments N 19th Ave N 19th Ave Cattail St Dead Mans Gulch Ct Southbound Northbound Eastbound Westbound In37134OutN 19th Ave 78InDead Mans Gulch CtTotal Entering 2711 1132 1339 Out In N 19th Ave In Out 923 1190 NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 2 58 0 0 60 1 38 3 0 42 0 0 0 0 0 2 0 5 0 7 109 7:45 AM 1 85 1 0 87 1 33 1 0 35 0 0 0 0 0 1 0 4 0 5 127 8:00 AM 1 58 0 0 59 2 32 3 0 37 0 0 0 0 0 0 0 2 0 2 98 8:15 AM 2 49 0 0 51 2 38 1 0 41 0 0 0 0 0 0 0 3 0 3 95 Grand Total 6 250 1 0 257 6 141 8 0 155 0 0 0 0 0 3 0 14 0 17 429 Medium Truck %0.0 1.2 0.0 0.0 1.2 0.0 9.2 0.0 0.0 8.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.1 0.0 5.9 Heavy Truck %0.0 1.2 0.0 0.0 1.2 0.0 1.4 0.0 0.0 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck %0.0 2.4 0.0 0.0 2.3 0.0 10.6 0.0 0.0 9.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.1 0.0 5.9 Total %1.4 58.3 0.2 0.0 59.9 1.4 32.9 1.9 0.0 36.1 0.0 0.0 0.0 0.0 0.0 0.7 0.0 3.3 0.0 4.0 100.0 PHF 0.74 0.74 0.74 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 0.84 RT TH LT U 6 250 1 0 3RT0TH14LT0UU0LT0TH0RT00 8 141 6 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street:E Valley Center Rd AM Peak Hour (7:30 - 8:30 AM) 20138.01Project Number: Southbound E Valley Center Rd Northbound Honor Ln Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information E Valley Center Rd & Honor LnCounted By:Honor LnHonor Ln0Bozeman, MT /MDTTuesday, October 11, 2022Date Performed: Count Time Period: Eastlake TIS Update E Valley Center Rd Honor Ln Honor Ln Vehicle Volumes and Adjustments E Valley Center Rd 155 InOut 264In14 In17Out7Total Entering 429OutE Valley Center Rd In Out 257 144 NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:45 PM 0 53 1 0 54 2 53 0 0 55 2 0 0 0 2 3 0 0 0 3 114 5:00 PM 0 80 0 0 80 5 69 1 0 75 2 0 3 0 5 5 0 0 0 5 165 5:15 PM 0 66 1 0 67 2 58 1 0 61 2 3 1 0 6 2 0 6 0 8 142 5:30 PM 0 57 2 0 59 5 52 0 0 57 0 0 2 0 2 2 0 4 0 6 124 Grand Total 0 256 4 0 260 14 232 2 0 248 6 3 6 0 15 12 0 10 0 22 545 Medium Truck %0.0 1.6 0.0 0.0 1.5 7.1 1.7 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck %0.0 0.8 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck %0.0 2.3 0.0 0.0 2.3 7.1 1.7 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total %0.0 47.0 0.7 0.0 47.7 2.6 42.6 0.4 0.0 45.5 1.1 0.6 1.1 0.0 2.8 2.2 0.0 1.8 0.0 4.0 100.0 PHF 0.81 0.81 0.81 0.82 0.82 0.82 0.75 0.75 0.75 1.00 1.00 1.00 0.82 RT TH LT U 0 256 4 0 12RT0TH10LT0UU0LT6TH3RT60 2 232 14 U LT TH RT Agency/Company:Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By:Gannon Chamberlain E Valley Center Rd & Honor Ln North/South Street:E Valley Center Rd Honor Ln Date Performed:Tuesday, October 11, 2022 Bozeman, MT /MDT Count Time Period:PM Peak Hour (4:45 - 5:45 PM) Project Number:20138.01 Eastlake TIS Update East/West Street:Honor LnOut2Vehicle Volumes and Adjustments E Valley Center Rd E Valley Center Rd Honor Ln Honor Ln Southbound Northbound Eastbound Westbound In1521OutE Valley Center Rd 22InHonor LnTotal Entering 545 272 248 Out In E Valley Center Rd In Out 260 250 NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 0.93 0 0.93 0.93 0.93 0.93 0 7:30 AM 0 0 0 0 0 2 0 3 0 5 2 59 0 0 61 0 35 4 0 39 105 7:45 AM 0 0 0 0 0 0 0 3 0 3 3 85 0 0 88 0 34 0 0 34 125 8:00 AM 0 0 0 0 0 0 0 2 0 2 6 60 0 0 66 0 25 5 0 30 98 8:15 AM 0 0 0 0 0 2 0 4 0 6 5 49 0 0 54 0 31 7 0 38 98 Grand Total 0 0 0 0 0 4 0 12 0 16 16 253 0 0 269 0 125 16 0 141 426 Medium Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.3 0.8 0.0 0.0 1.1 0.0 3.2 56.3 0.0 9.2 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0 1.1 0.0 1.6 0.0 0.0 1.4 Total Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.3 2.0 0.0 0.0 2.2 0.0 4.8 56.3 0.0 10.6 Total %0.0 0.0 0.0 0.0 0.0 0.9 0.0 2.8 0.0 3.8 3.8 59.4 0.0 0.0 63.1 0.0 29.3 3.8 0.0 33.1 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 0.76 0.76 0.76 1.00 1.00 1.00 0.85 125TH16LT0UU0TH253RT160 12 4 U LT RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street:N 27th Ave AM Peak Hour (7:30 - 8:30 AM) 20138.01Project Number: Southbound N 27th Ave Northbound E Valley Center Rd Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 27th Ave & E Valley Center RdCounted By:E Valley Center RdE Valley Center Rd269Bozeman, MT /MDTTuesday, October 11, 2022Date Performed: Count Time Period: Eastlake TIS Update N 27th Ave E Valley Center Rd E Valley Center Rd Vehicle Volumes and Adjustments N 27th Ave 16 InOut 32In137 In141Out257Total Entering 426Out NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 0.93 0 0.93 0.93 0.93 0.93 0 4:45 PM 0 0 0 0 0 3 0 21 0 24 6 56 0 0 62 0 51 2 0 53 139 5:00 PM 0 0 0 0 0 2 0 20 0 22 10 76 0 0 86 0 71 3 1 75 183 5:15 PM 0 0 0 0 0 3 0 19 0 22 11 65 0 0 76 0 61 3 0 64 162 5:30 PM 0 0 0 0 0 2 0 10 0 12 2 56 0 0 58 0 52 1 0 53 123 Grand Total 0 0 0 0 0 10 0 70 0 80 29 253 0 0 282 0 235 9 1 245 607 Medium Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.3 1.2 0.0 0.0 2.1 0.0 0.4 44.4 0.0 2.0 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 Total Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.3 2.0 0.0 0.0 2.8 0.0 0.4 44.4 0.0 2.0 Total %0.0 0.0 0.0 0.0 0.0 1.6 0.0 11.5 0.0 13.2 4.8 41.7 0.0 0.0 46.5 0.0 38.7 1.5 0.2 40.4 100.0 PHF 1.00 1.00 1.00 0.91 0.91 0.91 0.82 0.82 0.82 0.81 0.81 0.81 0.83 235TH9LT1UU0TH253RT290 70 10 U LT RT Agency/Company:Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By:Gannon Chamberlain N 27th Ave & E Valley Center Rd North/South Street:N 27th Ave E Valley Center Rd Date Performed:Tuesday, October 11, 2022 Bozeman, MT /MDT Count Time Period:PM Peak Hour (4:45 - 5:45 PM) Project Number:20138.01 Eastlake TIS Update East/West Street:E Valley Center RdOut305Vehicle Volumes and Adjustments N 27th Ave N 27th Ave E Valley Center Rd E Valley Center Rd Southbound Northbound Eastbound Westbound In282264OutN 27th Ave 245InE Valley Center RdTotal Entering 607 38 80 Out In NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total 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 0 1.00 1.00 1.00 1.00 0 7:30 AM 4 1 1 0 6 1 4 1 0 6 1 0 1 0 2 0 0 0 0 0 14 7:45 AM 0 3 0 0 3 1 3 8 0 12 3 0 0 0 3 0 0 0 0 0 18 8:00 AM 0 9 2 0 11 0 2 2 0 4 1 0 0 0 1 0 0 0 0 0 16 8:15 AM 0 12 0 0 12 1 5 3 0 9 0 0 0 0 0 2 0 0 0 2 23 Grand Total 4 25 3 0 32 3 14 14 0 31 5 0 1 0 6 2 0 0 0 2 71 Medium Truck %0.0 44.0 0.0 0.0 34.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck %0.0 44.0 0.0 0.0 34.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total %5.6 35.2 4.2 0.0 45.1 4.2 19.7 19.7 0.0 43.7 7.0 0.0 1.4 0.0 8.5 2.8 0.0 0.0 0.0 2.8 100.0 PHF 0.67 0.67 0.67 0.86 0.86 0.86 1.00 1.00 1.00 0.25 0.25 0.25 0.77 RT TH LT U 4 25 3 0 2RT0TH0LT0UU0LT1TH0RT50 14 14 3 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street:N 27th Ave AM Peak Hour (7:30 - 8:30 AM) 20138.01Project Number: Southbound N 27th Ave Northbound Wellness Way Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 27th Ave & Wellness WayCounted By:Wellness WayWellness Way6Bozeman, MT /MDTTuesday, October 11, 2022Date Performed: Count Time Period: Eastlake TIS Update N 27th Ave Wellness Way Wellness Way Vehicle Volumes and Adjustments N 27th Ave 31 InOut 30In18 In2Out6Total Entering 71OutN 27th Ave In Out 32 17 NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total 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 0 1.00 1.00 1.00 1.00 0 4:45 PM 0 8 0 0 8 0 23 3 0 26 3 0 0 0 3 2 0 0 0 2 39 5:00 PM 1 12 0 0 13 0 20 3 0 23 10 0 2 0 12 1 0 0 0 1 49 5:15 PM 2 14 0 0 16 0 18 0 0 18 6 0 0 0 6 2 0 1 0 3 43 5:30 PM 0 3 0 0 3 0 11 3 0 14 4 0 0 0 4 0 0 0 0 0 21 Grand Total 3 37 0 0 40 0 72 9 0 81 23 0 2 0 25 5 0 1 0 6 152 Medium Truck %0.0 18.9 0.0 0.0 17.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck %0.0 18.9 0.0 0.0 17.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total %2.0 24.3 0.0 0.0 26.3 0.0 47.4 5.9 0.0 53.3 15.1 0.0 1.3 0.0 16.4 3.3 0.0 0.7 0.0 3.9 100.0 PHF 0.77 0.77 0.77 0.88 0.88 0.88 0.52 0.52 0.52 1.00 1.00 1.00 0.78 RT TH LT U 3 37 0 0 5RT0TH1LT0UU0LT2TH0RT230 9 72 0 U LT TH RT Agency/Company:Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By:Gannon Chamberlain N 27th Ave & Wellness Way North/South Street:N 27th Ave Wellness Way Date Performed:Tuesday, October 11, 2022 Bozeman, MT /MDT Count Time Period:PM Peak Hour (4:45 - 5:45 PM) Project Number:20138.01 Eastlake TIS Update East/West Street:Wellness WayOut12Vehicle Volumes and Adjustments N 27th Ave N 27th Ave Wellness Way Wellness Way Southbound Northbound Eastbound Westbound In250OutN 27th Ave 6InWellness WayTotal Entering 152 61 81 Out In N 27th Ave In Out 40 79 NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total 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 0 1.00 1.00 1.00 1.00 0 7:30 AM 0 2 0 0 2 2 4 1 0 7 5 27 0 0 32 2 5 1 0 8 49 7:45 AM 0 4 0 0 4 2 5 1 0 8 4 26 6 0 36 1 12 1 0 14 62 8:00 AM 1 7 1 0 9 1 4 2 0 7 5 20 9 0 34 1 13 0 0 14 64 8:15 AM 0 7 1 0 8 1 7 1 0 9 3 19 10 1 33 5 7 1 0 13 63 Grand Total 1 20 2 0 23 6 20 5 0 31 17 92 25 1 135 9 37 3 0 49 238 Medium Truck %0.0 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 6.5 5.9 1.1 64.0 0.0 13.3 44.4 0.0 0.0 0.0 8.2 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck %0.0 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 6.5 5.9 1.1 64.0 0.0 13.3 44.4 0.0 0.0 0.0 8.2 Total %0.4 8.4 0.8 0.0 9.7 2.5 8.4 2.1 0.0 13.0 7.1 38.7 10.5 0.4 56.7 3.8 15.5 1.3 0.0 20.6 100.0 PHF 0.64 0.64 0.64 1.00 1.00 1.00 0.99 0.99 0.99 0.88 0.88 0.88 0.93 RT TH LT U 1 20 2 0 9RT37TH3LT0UU1LT25TH92RT170 5 20 6 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street:N 27th Ave AM Peak Hour (7:30 - 8:30 AM) 20138.01Project Number: Southbound N 27th Ave Northbound Catamount St Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 27th Ave & Catamount StCounted By:Catamount StCatamount St135Bozeman, MT /MDTTuesday, October 11, 2022Date Performed: Count Time Period: Eastlake TIS Update N 27th Ave Catamount St Catamount St Vehicle Volumes and Adjustments N 27th Ave 31 InOut 40In44 In49Out100Total Entering 238OutN 27th Ave In Out 23 54 NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total 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 0 1.00 1.00 1.00 1.00 0 4:45 PM 5 6 2 0 13 4 23 5 0 32 4 16 3 0 23 4 8 2 0 14 82 5:00 PM 4 17 3 0 24 1 19 9 0 29 3 9 2 0 14 5 18 4 0 27 94 5:15 PM 4 18 4 0 26 0 18 7 0 25 3 5 1 0 9 1 21 2 0 24 84 5:30 PM 2 11 2 0 15 2 8 8 0 18 5 8 2 0 15 0 18 7 0 25 73 Grand Total 15 52 11 0 78 7 68 29 0 104 15 38 8 0 61 10 65 15 0 90 333 Medium Truck %0.0 0.0 0.0 0.0 0.0 0.0 2.9 0.0 0.0 1.9 0.0 0.0 62.5 0.0 8.2 30.0 0.0 0.0 0.0 3.3 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck %0.0 0.0 0.0 0.0 0.0 0.0 2.9 0.0 0.0 1.9 0.0 0.0 62.5 0.0 8.2 30.0 0.0 0.0 0.0 3.3 Total %4.5 15.6 3.3 0.0 23.4 2.1 20.4 8.7 0.0 31.2 4.5 11.4 2.4 0.0 18.3 3.0 19.5 4.5 0.0 27.0 100.0 PHF 0.81 0.81 0.81 0.90 0.90 0.90 1.00 1.00 1.00 0.83 0.83 0.83 0.89 RT TH LT U 15 52 11 0 10RT65TH15LT0UU0LT8TH38RT150 29 68 7 U LT TH RT Agency/Company:Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By:Gannon Chamberlain N 27th Ave & Catamount St North/South Street:N 27th Ave Catamount St Date Performed:Tuesday, October 11, 2022 Bozeman, MT /MDT Count Time Period:PM Peak Hour (4:45 - 5:45 PM) Project Number:20138.01 Eastlake TIS Update East/West Street:Catamount StOut109Vehicle Volumes and Adjustments N 27th Ave N 27th Ave Catamount St Catamount St Southbound Northbound Eastbound Westbound In6156OutN 27th Ave 90InCatamount StTotal Entering 333 82 104 Out In N 27th Ave In Out 78 86 NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total 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 0 1.00 1.00 1.00 1.00 0 7:30 AM 4 20 0 0 24 0 7 5 0 12 25 0 7 0 32 0 0 0 0 0 68 7:45 AM 3 18 0 0 21 0 8 6 0 14 15 0 5 0 20 0 0 0 0 0 55 8:00 AM 1 17 0 0 18 0 11 9 0 20 20 0 8 0 28 0 0 0 0 0 66 8:15 AM 0 14 0 0 14 0 6 6 0 12 18 0 4 0 22 0 0 0 0 0 48 Grand Total 8 69 0 0 77 0 32 26 0 58 78 0 24 0 102 0 0 0 0 0 237 Medium Truck %0.0 1.4 0.0 0.0 1.3 0.0 6.3 0.0 0.0 3.4 0.0 0.0 4.2 0.0 1.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 Total Truck %0.0 1.4 0.0 0.0 1.3 0.0 6.3 0.0 0.0 3.4 1.3 0.0 4.2 0.0 2.0 0.0 0.0 0.0 0.0 0.0 Total %3.4 29.1 0.0 0.0 32.5 0.0 13.5 11.0 0.0 24.5 32.9 0.0 10.1 0.0 43.0 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.80 0.80 0.80 1.00 1.00 1.00 0.80 0.80 0.80 1.00 1.00 1.00 0.87 RT TH U 8 69 0 U0LT24RT780 26 32 U LT TH Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street:N 27th Ave AM Peak Hour (7:30 - 8:30 AM) 20138.01Project Number: Southbound N 27th Ave Northbound Cattail St Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 27th Ave & Cattail StCounted By:Cattail St102Bozeman, MT /MDTTuesday, October 11, 2022Date Performed: Count Time Period: Eastlake TIS Update N 27th Ave Cattail St Cattail St Vehicle Volumes and Adjustments N 27th Ave 58 InOut 147In34 Total Entering 237OutN 27th Ave In Out 77 56 NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total 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 0 1.00 1.00 1.00 1.00 0 4:45 PM 5 13 0 0 18 0 32 30 0 62 28 0 12 0 40 0 0 0 0 0 120 5:00 PM 6 26 0 0 32 0 21 24 0 45 15 0 2 0 17 0 0 0 0 0 94 5:15 PM 4 16 0 0 20 0 24 26 0 50 25 0 8 0 33 0 0 0 0 0 103 5:30 PM 4 23 0 0 27 0 21 35 0 56 30 0 9 0 39 0 0 0 0 0 122 Grand Total 19 78 0 0 97 0 98 115 0 213 98 0 31 0 129 0 0 0 0 0 439 Medium Truck %0.0 0.0 0.0 0.0 0.0 0.0 3.1 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck %0.0 0.0 0.0 0.0 0.0 0.0 3.1 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total %4.3 17.8 0.0 0.0 22.1 0.0 22.3 26.2 0.0 48.5 22.3 0.0 7.1 0.0 29.4 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.90 0.90 0.90 0.95 0.95 0.95 0.83 0.83 0.83 1.00 1.00 1.00 0.90 RT TH U 19 78 0 U0LT31RT980 115 98 U LT TH Agency/Company:Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By:Gannon Chamberlain N 27th Ave & Cattail St North/South Street:N 27th Ave Cattail St Date Performed:Tuesday, October 11, 2022 Bozeman, MT /MDT Count Time Period:PM Peak Hour (4:45 - 5:45 PM) Project Number:20138.01 Eastlake TIS Update East/West Street:Cattail StOut134Vehicle Volumes and Adjustments N 27th Ave N 27th Ave Cattail St Cattail St Southbound Northbound Eastbound Westbound In129N 27th Ave Total Entering 439 176 213 Out In N 27th Ave In Out 97 129 NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total 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 0 1.00 1.00 1.00 1.00 0 7:30 AM 0 23 1 0 24 5 36 0 0 41 0 0 0 0 0 2 0 15 0 17 82 7:45 AM 0 35 0 0 35 12 47 0 0 59 0 0 0 0 0 3 0 21 0 24 118 8:00 AM 0 38 1 0 39 18 31 0 0 49 0 0 0 0 0 0 0 19 0 19 107 8:15 AM 0 18 1 0 19 19 32 0 0 51 0 0 0 0 0 0 0 9 0 9 79 Grand Total 0 114 3 0 117 54 146 0 0 200 0 0 0 0 0 5 0 64 0 69 386 Medium Truck %0.0 0.0 33.3 0.0 0.9 29.6 0.7 0.0 0.0 8.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck %0.0 0.0 33.3 0.0 0.9 29.6 0.7 0.0 0.0 8.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total %0.0 29.5 0.8 0.0 30.3 14.0 37.8 0.0 0.0 51.8 0.0 0.0 0.0 0.0 0.0 1.3 0.0 16.6 0.0 17.9 100.0 PHF 0.84 0.84 0.84 0.85 0.85 0.85 1.00 1.00 1.00 0.72 0.72 0.72 0.82 TH LT U 114 3 0 5RT64LT0U0 146 54 U TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street:Davis Ln AM Peak Hour (7:30 - 8:30 AM) 20138.01Project Number: Southbound Davis Ln Northbound Catamount St Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Davis Ln & Catamount StCounted By:Catamount StBozeman, MT /MDTTuesday, October 11, 2022Date Performed: Count Time Period: Eastlake TIS Update Davis Ln Catamount St Catamount St Vehicle Volumes and Adjustments Davis Ln 200 InOut 178 In69Out57Total Entering 386 Davis Ln In Out 117 151 NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total 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 0 1.00 1.00 1.00 1.00 0 4:45 PM 0 29 0 0 29 21 40 0 0 61 0 0 0 0 0 1 0 12 0 13 103 5:00 PM 0 43 2 0 45 12 52 0 0 64 0 0 0 0 0 2 0 19 0 21 130 5:15 PM 0 36 2 0 38 17 57 0 0 74 0 0 0 0 0 1 0 11 0 12 124 5:30 PM 0 43 3 0 46 16 45 0 0 61 0 0 0 0 0 3 0 13 0 16 123 Grand Total 0 151 7 0 158 66 194 0 0 260 0 0 0 0 0 7 0 55 0 62 480 Medium Truck %0.0 0.0 0.0 0.0 0.0 9.1 1.0 0.0 0.0 3.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck %0.0 0.0 0.0 0.0 0.0 9.1 1.0 0.0 0.0 3.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total %0.0 31.5 1.5 0.0 32.9 13.8 40.4 0.0 0.0 54.2 0.0 0.0 0.0 0.0 0.0 1.5 0.0 11.5 0.0 12.9 100.0 PHF 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 0.74 0.74 0.74 0.92 TH LT U 151 7 0 7RT55LT0U0 194 66 U TH RT Agency/Company:Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By:Gannon Chamberlain Davis Ln & Catamount St North/South Street:Davis Ln Catamount St Date Performed:Tuesday, October 11, 2022 Bozeman, MT /MDT Count Time Period:PM Peak Hour (4:45 - 5:45 PM) Project Number:20138.01 Eastlake TIS Update East/West Street: Vehicle Volumes and Adjustments Davis Ln Davis Ln Catamount St Catamount St Southbound Northbound Eastbound Westbound 73OutDavis Ln 62InCatamount StTotal Entering 480 206 260 Out In Davis Ln In Out 158 201 NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 0.93 0 0.93 0.93 0.93 0.93 0 7:30 AM 0 0 0 0 0 2 0 38 0 40 23 76 0 0 99 0 20 4 0 24 163 7:45 AM 0 0 0 0 0 10 0 43 0 53 30 95 0 0 125 0 16 3 0 19 197 8:00 AM 0 0 0 0 0 6 0 24 0 30 31 66 0 0 97 0 11 4 0 15 142 8:15 AM 0 0 0 0 0 8 0 22 0 30 12 55 0 0 67 0 26 1 0 27 124 Grand Total 0 0 0 0 0 26 0 127 0 153 96 292 0 0 388 0 73 12 0 85 626 Medium Truck %0.0 0.0 0.0 0.0 0.0 3.8 0.0 0.0 0.0 0.7 1.0 0.7 0.0 0.0 0.8 0.0 4.1 0.0 0.0 3.5 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.8 0.0 0.0 8.3 0.0 1.2 Total Truck %0.0 0.0 0.0 0.0 0.0 3.8 0.0 0.0 0.0 0.7 1.0 1.7 0.0 0.0 1.5 0.0 4.1 8.3 0.0 4.7 Total %0.0 0.0 0.0 0.0 0.0 4.2 0.0 20.3 0.0 24.4 15.3 46.6 0.0 0.0 62.0 0.0 11.7 1.9 0.0 13.6 100.0 PHF 1.00 1.00 1.00 0.72 0.72 0.72 0.77 0.77 0.77 1.00 1.00 1.00 0.80 73TH12LT0UU0TH292RT960 127 26 U LT RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street:Davis Ln AM Peak Hour (7:30 - 8:30 AM) 20138.01Project Number: Southbound Davis Ln Northbound E Valley Center Rd Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Davis Ln & E Valley Center RdCounted By:E Valley Center RdE Valley Center Rd388Bozeman, MT /MDTTuesday, October 11, 2022Date Performed: Count Time Period: Eastlake TIS Update Davis Ln E Valley Center Rd E Valley Center Rd Vehicle Volumes and Adjustments Davis Ln 153 InOut 108In200 In85Out318Total Entering 626Out NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 0.93 0 0.93 0.93 0.93 0.93 0 4:45 PM 0 0 0 0 0 7 0 35 0 42 20 51 0 0 71 0 69 5 0 74 187 5:00 PM 0 0 0 0 0 8 0 43 0 51 39 75 0 0 114 0 84 5 0 89 254 5:15 PM 0 0 0 0 0 5 0 52 0 57 41 73 0 0 114 0 76 2 0 78 249 5:30 PM 0 0 0 0 0 3 0 42 0 45 29 47 0 0 76 0 65 3 0 68 189 Grand Total 0 0 0 0 0 23 0 172 0 195 129 246 0 0 375 0 294 15 0 309 879 Medium Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.7 0.0 1.5 0.0 2.8 0.0 0.0 1.9 0.0 0.7 0.0 0.0 0.6 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 Total Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.7 0.0 1.5 0.0 3.7 0.0 0.0 2.4 0.0 0.7 0.0 0.0 0.6 Total %0.0 0.0 0.0 0.0 0.0 2.6 0.0 19.6 0.0 22.2 14.7 28.0 0.0 0.0 42.7 0.0 33.4 1.7 0.0 35.2 100.0 PHF 1.00 1.00 1.00 0.96 0.96 0.96 0.82 0.82 0.82 0.86 0.86 0.86 0.86 294TH15LT0UU0TH246RT1290 172 23 U LT RT Agency/Company:Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By:Gannon Chamberlain Davis Ln & E Valley Center Rd North/South Street:Davis Ln E Valley Center Rd Date Performed:Tuesday, October 11, 2022 Bozeman, MT /MDT Count Time Period:PM Peak Hour (4:45 - 5:45 PM) Project Number:20138.01 Eastlake TIS Update East/West Street:E Valley Center RdOut466Vehicle Volumes and Adjustments Davis Ln Davis Ln E Valley Center Rd E Valley Center Rd Southbound Northbound Eastbound Westbound In375269OutDavis Ln 309InE Valley Center RdTotal Entering 879 144 195 Out In NNNNNNNNNN APPENDIX C CAPACITY CALCULATIONS – EXISTING CONDITIONS (2022) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 255.4 F 23 292.9 F 12 NB 2.6 A 9 3.8 A 38 SB 15.6 B 12 11.1 B 14 Intersection 93.3 F --68.6 E -- EB 45.4 D 11 75.5 E 20 WB 39.7 D 1 44.2 D 1 NB 9.1 A 4 15.6 B 16 SB 1.2 A 16 3.4 A 12 Intersection 13.5 B --24.8 C -- EB 65.5 E 3 92.0 F 5 WB 44.3 D 2 57.6 E 3 NB 9.9 A 6 13.7 B 14 SB 0.9 A 9 0.9 A 11 Intersection 11.6 B --21.3 C -- EB 0.0 A 0 11.7 B 1 WB 11.1 B 1 10.9 B 1 NB 0.4 A 0 0.1 A 0 SB 0.0 A 0 0.1 A 0 Intersection 0.6 A --0.9 A -- EB 0.0 A 0 0.0 A 0 WB 1.0 A 1 0.4 A 0 NB 11.5 B 1 14.4 B 1 Intersection 0.8 A --2.1 A -- EB 8.6 A 0 8.7 A 1 WB 8.4 A 0 8.9 A 0 NB 3.3 A 0 0.8 A 0 SB 0.7 A 0 0.0 A 0 Intersection 2.7 A --2.2 A -- EB 10.3 B 1 10.9 B 1 WB 9.5 A 1 11.4 B 1 NB 1.2 A 0 2.1 A 1 SB 0.6 A 0 1.0 A 0 Intersection 8.0 A --6.0 A -- EB 9.5 A 1 10.5 B 1 NB 3.3 A 1 4.1 A 1 SB 0.0 A 0 0.0 A 0 Intersection 4.9 A --5.1 A -- WB 11.3 B 1 11.7 B 1 NB 0.0 A 0 0.0 A 0 SB 0.2 A 0 0.3 A 0 Intersection 2.1 A --1.6 A -- EB 0.0 A 0 0.0 A 0 WB 1.2 A 0 0.4 A 0 NB 16.2 C 2 25.1 D 4 Intersection 4.1 A --5.7 A -- Intersection Control Intersection Approach Existing (2022) AM Peak PM Peak Signalized North 19th Avenue & Cattail Street Intersection Control Signalized North 19th Avenue & East Valley Center Road Intersection Control Signalized North 27th Avenue & Cattail Street North 19th Avenue & I-90 EB Ramps Intersection Control One-Way Stop-Control (EB) North 27th Avenue & East Valley Center Road Intersection Control Two-Way Stop Control (EB/WB) North 27th Avenue & Catamount Street Intersection Control One-Way Stop Control (NB) Intersection Control Two-Way Stop Control (EB/WB) Honor Lane & East Valley Center Road Intersection Control Two-Way Stop Control (EB/WB) North 27th Avenue & Wellness Way Davis Lane & East Valley Center Road Intersection Control One-Way Stop Control (WB) Davis Lane & Catamount Street Intersection Control One-Way Stop Control (NB) Queues 3: I-90 EB Ramp & N 19th Ave 11/09/2022 AM Peak Eastlake 2:24 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 1 Lane Group EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 50 688 537 287 89 488 v/c Ratio 0.11 0.95 0.67 0.34 0.24 0.51 Control Delay 27.8 41.7 29.6 5.1 12.5 18.2 Queue Delay 0.0 0.0 0.1 0.0 0.0 0.0 Total Delay 27.8 41.7 29.7 5.1 12.5 18.2 Queue Length 50th (ft) 25 260 393 47 32 246 Queue Length 95th (ft) 58 #562 215 32 50 298 Internal Link Dist (ft) 520 556 867 Turn Bay Length (ft) 250 300 Base Capacity (vph) 480 736 796 833 473 1003 Starvation Cap Reductn 0 0 11 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.93 0.68 0.34 0.19 0.49 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 3: I-90 EB Ramp & N 19th Ave 11/09/2022 AM Peak Eastlake 2:24 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 2 619 0 0 0 0 483 258 80 439 0 Future Volume (veh/h) 43 2 619 0 0 0 0 483 258 80 439 0 Initial Q (Qb), veh 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 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1463 1750 1695 0 1682 1695 1736 1695 0 Adj Flow Rate, veh/h 48 2 688 0 537 287 89 488 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 21 0 4 0 5 4 1 4 0 Cap, veh/h 516 21 462 0 873 746 474 990 0 Arrive On Green 0.32 0.32 0.32 0.00 1.00 1.00 0.04 0.58 0.00 Sat Flow, veh/h 1603 67 1437 0 1682 1437 1654 1695 0 Grp Volume(v), veh/h 50 0 688 0 537 287 89 488 0 Grp Sat Flow(s),veh/h/ln 1670 0 1437 0 1682 1437 1654 1695 0 Q Serve(g_s), s 2.5 0.0 38.6 0.0 0.0 0.0 2.9 20.2 0.0 Cycle Q Clear(g_c), s 2.5 0.0 38.6 0.0 0.0 0.0 2.9 20.2 0.0 Prop In Lane 0.96 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 537 0 462 0 873 746 474 990 0 V/C Ratio(X) 0.09 0.00 1.49 0.00 0.61 0.38 0.19 0.49 0.00 Avail Cap(c_a), veh/h 537 0 462 0 873 746 670 990 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.97 0.97 1.00 1.00 0.00 Uniform Delay (d), s/veh 28.5 0.0 40.7 0.0 0.0 0.0 11.4 14.6 0.0 Incr Delay (d2), s/veh 0.1 0.0 231.2 0.0 3.1 1.5 0.2 1.8 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 %ile BackOfQ(50%),veh/ln 1.0 0.0 43.0 0.0 0.8 0.3 1.0 7.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.5 0.0 271.9 0.0 3.1 1.5 11.6 16.3 0.0 LnGrp LOS C A F A A A B B A Approach Vol, veh/h 738 824 577 Approach Delay, s/veh 255.4 2.6 15.6 Approach LOS F A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.8 68.2 44.0 76.0 Change Period (Y+Rc), s 3.0 5.9 5.4 5.9 Max Green Setting (Gmax), s 19.0 48.1 38.6 70.1 Max Q Clear Time (g_c+I1), s 4.9 2.0 40.6 22.2 Green Ext Time (p_c), s 0.1 4.8 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 93.3 HCM 6th LOS F Queues 6: N 19th Ave & E Valley Center Rd 11/09/2022 AM Peak Eastlake 2:24 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 260 265 2 13 97 580 11 903 230 v/c Ratio 0.83 0.46 0.01 0.05 0.44 0.29 0.12 0.56 0.28 Control Delay 63.3 23.4 30.0 17.5 73.3 9.6 60.0 21.7 3.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.3 23.4 30.0 17.5 73.3 9.6 60.0 21.7 3.5 Queue Length 50th (ft) 191 121 1 2 41 71 8 204 9 Queue Length 95th (ft) 258 161 7 16 69 95 m12 m378 m25 Internal Link Dist (ft) 1455 190 1373 556 Turn Bay Length (ft) 150 230 320 325 Base Capacity (vph) 415 612 235 335 306 1983 124 1619 824 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 9 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.63 0.43 0.01 0.04 0.32 0.29 0.09 0.56 0.28 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 6: N 19th Ave & E Valley Center Rd 11/09/2022 AM Peak Eastlake 2:24 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 229 0 233 2 3 9 85 508 3 10 795 202 Future Volume (veh/h) 229 0 233 2 3 9 85 508 3 10 795 202 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 1736 1750 1695 1750 1300 986 1559 1695 1750 1750 1695 1668 Adj Flow Rate, veh/h 260 0 265 2 3 10 97 577 3 11 903 230 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 1 0 4 0 33 56 14 4 0 0 4 6 Cap, veh/h 358 0 384 97 58 192 139 1989 10 21 1808 794 Arrive On Green 0.22 0.00 0.22 0.22 0.22 0.22 0.10 1.00 1.00 0.03 1.00 1.00 Sat Flow, veh/h 1365 0 1437 1132 263 878 2880 3286 17 1667 3221 1414 Grp Volume(v), veh/h 260 0 265 2 0 13 97 283 297 11 903 230 Grp Sat Flow(s),veh/h/ln 1365 0 1437 1132 0 1141 1440 1611 1692 1667 1611 1414 Q Serve(g_s), s 21.2 0.0 19.9 0.2 0.0 1.1 3.9 0.0 0.0 0.8 0.0 0.0 Cycle Q Clear(g_c), s 22.3 0.0 19.9 22.5 0.0 1.1 3.9 0.0 0.0 0.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.77 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 358 0 384 97 0 250 139 975 1024 21 1808 794 V/C Ratio(X) 0.73 0.00 0.69 0.02 0.00 0.05 0.70 0.29 0.29 0.52 0.50 0.29 Avail Cap(c_a), veh/h 503 0 529 212 0 365 312 975 1024 125 1808 794 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.98 0.98 0.98 0.55 0.55 0.55 Uniform Delay (d), s/veh 45.9 0.0 39.5 56.2 0.0 37.1 53.3 0.0 0.0 58.1 0.0 0.0 Incr Delay (d2), s/veh 3.1 0.0 2.2 0.1 0.0 0.1 6.0 0.7 0.7 10.2 0.5 0.5 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 7.6 0.0 7.2 0.1 0.0 0.3 1.5 0.2 0.2 0.4 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.0 0.0 41.8 56.3 0.0 37.1 59.4 0.7 0.7 68.3 0.5 0.5 LnGrp LOS D A D E A D E A A E A A Approach Vol, veh/h 525 15 677 1144 Approach Delay, s/veh 45.4 39.7 9.1 1.2 Approach LOS D D A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.5 79.6 32.8 12.8 74.4 32.8 Change Period (Y+Rc), s 6.0 7.0 6.6 7.0 7.0 6.6 Max Green Setting (Gmax), s 9.0 53.0 38.4 13.0 48.0 38.4 Max Q Clear Time (g_c+I1), s 2.8 2.0 24.3 5.9 2.0 24.5 Green Ext Time (p_c), s 0.0 3.6 2.0 0.1 8.4 0.0 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B Queues 9: Cattail St & N 19th Ave 11/09/2022 AM Peak Eastlake 2:24 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 5 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 52 166 2 17 91 619 36 988 23 v/c Ratio 0.30 0.61 0.01 0.21 0.23 0.26 0.06 0.43 0.02 Control Delay 48.4 18.2 39.5 33.1 4.4 6.5 3.4 6.8 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.4 18.2 39.5 33.1 4.4 6.5 3.4 6.8 0.0 Queue Length 50th (ft) 39 4 2 2 6 58 1 54 0 Queue Length 95th (ft) 68 70 9 26 32 143 m13 211 m0 Internal Link Dist (ft) 1624 371 960 1373 Turn Bay Length (ft) 150 70 400 170 160 Base Capacity (vph) 207 483 226 332 497 2404 636 2312 1248 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 0.25 0.34 0.01 0.05 0.18 0.26 0.06 0.43 0.02 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 9: Cattail St & N 19th Ave 11/09/2022 AM Peak Eastlake 2:24 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 5 153 2 3 13 86 585 3 34 939 22 Future Volume (veh/h) 49 5 153 2 3 13 86 585 3 34 939 22 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 1750 1204 1723 1750 1750 1436 1654 1695 1750 1627 1709 1695 Adj Flow Rate, veh/h 52 5 161 2 3 14 91 616 3 36 988 23 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 40 2 0 0 23 7 4 0 9 3 4 Cap, veh/h 314 6 179 91 40 185 459 2100 10 527 2041 953 Arrive On Green 0.04 0.18 0.18 0.00 0.15 0.15 0.04 0.64 0.64 0.06 1.00 1.00 Sat Flow, veh/h 1667 31 994 1667 269 1255 1576 3287 16 1550 3247 1437 Grp Volume(v), veh/h 52 0 166 2 0 17 91 302 317 36 988 23 Grp Sat Flow(s),veh/h/ln 1667 0 1025 1667 0 1524 1576 1611 1693 1550 1624 1437 Q Serve(g_s), s 3.1 0.0 19.0 0.1 0.0 1.2 2.4 10.0 10.0 1.0 0.0 0.0 Cycle Q Clear(g_c), s 3.1 0.0 19.0 0.1 0.0 1.2 2.4 10.0 10.0 1.0 0.0 0.0 Prop In Lane 1.00 0.97 1.00 0.82 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 314 0 185 91 0 225 459 1029 1081 527 2041 953 V/C Ratio(X) 0.17 0.00 0.90 0.02 0.00 0.08 0.20 0.29 0.29 0.07 0.48 0.02 Avail Cap(c_a), veh/h 422 0 256 253 0 381 620 1029 1081 637 2041 953 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.83 0.83 0.83 Uniform Delay (d), s/veh 39.7 0.0 48.1 44.3 0.0 44.1 6.9 9.6 9.6 7.3 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 25.1 0.1 0.0 0.1 0.2 0.7 0.7 0.0 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 1.3 0.0 6.1 0.1 0.0 0.4 0.8 3.4 3.6 0.3 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.0 0.0 73.2 44.4 0.0 44.2 7.1 10.3 10.3 7.4 0.7 0.0 LnGrp LOS D A E D A D A B B A A A Approach Vol, veh/h 218 19 710 1047 Approach Delay, s/veh 65.3 44.3 9.9 0.9 Approach LOS E D A A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.5 82.6 3.3 27.6 7.8 81.3 7.2 23.7 Change Period (Y+Rc), s 3.0 5.9 3.0 6.0 3.0 5.9 3.0 6.0 Max Green Setting (Gmax), s 12.0 48.1 12.0 30.0 17.0 43.1 12.0 30.0 Max Q Clear Time (g_c+I1), s 3.0 12.0 2.1 21.0 4.4 2.0 5.1 3.2 Green Ext Time (p_c), s 0.0 3.8 0.0 0.6 0.1 8.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 11.6 HCM 6th LOS B HCM 6th TWSC 10: Davis Ln & E Valley Center Rd 11/09/2022 AM Peak Eastlake 2:24 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 4.1 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 292 96 12 73 127 26 Future Vol, veh/h 292 96 12 73 127 26 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 2 1 8 4 0 4 Mvmt Flow 365 120 15 91 159 33 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 485 0 546 425 Stage 1 - - - - 425 - Stage 2 - - - - 121 - Critical Hdwy - - 4.18 - 6.4 6.24 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.272 - 3.5 3.336 Pot Cap-1 Maneuver - - 1047 - 502 625 Stage 1 - - - - 664 - Stage 2 - - - - 909 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1047 - 494 625 Mov Cap-2 Maneuver - - - - 494 - Stage 1 - - - - 664 - Stage 2 - - - - 895 - Approach SE NW NE HCM Control Delay, s 0 1.2 16.2 HCM LOS C Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 512 1047 - - - HCM Lane V/C Ratio 0.374 0.014 - - - HCM Control Delay (s) 16.2 8.5 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 1.7 0 - - - HCM 6th TWSC 12: N 27th Ave & E Valley Center Rd 11/09/2022 AM Peak Eastlake 2:24 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 0.8 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 12 4 253 16 16 125 Future Vol, veh/h 12 4 253 16 16 125 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 50 - - 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 0 0 2 6 56 5 Mvmt Flow 14 5 298 19 19 147 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 493 308 0 0 317 0 Stage 1 308 - - - - - Stage 2 185 - - - - - Critical Hdwy 6.4 6.2 - - 4.66 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.704 - Pot Cap-1 Maneuver 539 737 - - 993 - Stage 1 750 - - - - - Stage 2 852 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 529 737 - - 993 - Mov Cap-2 Maneuver 529 - - - - - Stage 1 750 - - - - - Stage 2 836 - - - - - Approach NB SE NW HCM Control Delay, s 11.5 0 1 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT SET SER Capacity (veh/h) 529 737 993 - - - HCM Lane V/C Ratio 0.027 0.006 0.019 - - - HCM Control Delay (s) 12 9.9 8.7 - - - HCM Lane LOS B A A - - - HCM 95th %tile Q(veh) 0.1 0 0.1 - - - HCM 6th TWSC 14: N 27th Ave & Catamount St 11/09/2022 AM Peak Eastlake 2:24 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 26 92 17 3 37 9 5 20 6 2 20 1 Future Vol, veh/h 26 92 17 3 37 9 5 20 6 2 20 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 64 1 6 0 0 44 0 10 0 0 0 0 Mvmt Flow 28 99 18 3 40 10 5 22 6 2 22 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 87 65 23 120 62 25 23 0 0 28 0 0 Stage 1 27 27 - 35 35 - - - - - - - Stage 2 60 38 - 85 27 - - - - - - - Critical Hdwy 7.74 6.51 6.26 7.1 6.5 6.64 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.74 5.51 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.74 5.51 - 6.1 5.5 - - - - - - - Follow-up Hdwy 4.076 4.009 3.354 3.5 4 3.696 2.2 - - 2.2 - - Pot Cap-1 Maneuver 769 828 1042 860 833 942 1605 - - 1599 - - Stage 1 853 875 - 986 870 - - - - - - - Stage 2 816 865 - 928 877 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 731 825 1042 765 830 942 1605 - - 1599 - - Mov Cap-2 Maneuver 731 825 - 765 830 - - - - - - - Stage 1 850 874 - 983 867 - - - - - - - Stage 2 768 862 - 808 876 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.3 9.5 1.2 0.6 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1605 - - 826 844 1599 - - HCM Lane V/C Ratio 0.003 - - 0.176 0.062 0.001 - - HCM Control Delay (s) 7.3 0 - 10.3 9.5 7.3 0 - HCM Lane LOS A A - B A A A - HCM 95th %tile Q(veh) 0 - - 0.6 0.2 0 - - HCM 6th TWSC 15: Catamount St & Davis Ln 11/09/2022 AM Peak Eastlake 2:24 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 10 Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 64 5 146 54 3 114 Future Vol, veh/h 64 5 146 54 3 114 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 0 0 1 30 33 0 Mvmt Flow 78 6 178 66 4 139 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 358 211 0 0 244 0 Stage 1 211 - - - - - Stage 2 147 - - - - - Critical Hdwy 6.4 6.2 - - 4.43 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.497 - Pot Cap-1 Maneuver 644 834 - - 1161 - Stage 1 829 - - - - - Stage 2 885 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 641 834 - - 1161 - Mov Cap-2 Maneuver 641 - - - - - Stage 1 829 - - - - - Stage 2 881 - - - - - Approach WB NB SB HCM Control Delay, s 11.3 0 0.2 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 652 1161 - HCM Lane V/C Ratio - - 0.129 0.003 - HCM Control Delay (s) - - 11.3 8.1 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.4 0 - HCM 6th TWSC 17: Wellness Way & N 27th Ave 11/09/2022 AM Peak Eastlake 2:24 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 12 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 5 0 0 2 14 14 3 3 25 4 Future Vol, veh/h 1 0 5 0 0 2 14 14 3 3 25 4 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 - - - - - - 50 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 77 77 77 77 77 77 77 77 77 77 77 77 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 44 0 Mvmt Flow 1 0 6 0 0 3 18 18 4 4 32 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 101 101 35 102 101 20 37 0 0 22 0 0 Stage 1 43 43 - 56 56 - - - - - - - Stage 2 58 58 - 46 45 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 885 793 1044 884 793 1064 1587 - - 1607 - - Stage 1 976 863 - 961 852 - - - - - - - Stage 2 959 851 - 973 861 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 873 782 1044 869 782 1064 1587 - - 1607 - - Mov Cap-2 Maneuver 873 782 - 869 782 - - - - - - - Stage 1 965 860 - 950 843 - - - - - - - Stage 2 946 842 - 964 858 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.6 8.4 3.3 0.7 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1587 - - 1011 1064 1607 - - HCM Lane V/C Ratio 0.011 - - 0.008 0.002 0.002 - - HCM Control Delay (s) 7.3 - - 8.6 8.4 7.2 0 - HCM Lane LOS A - - A A A A - HCM 95th %tile Q(veh) 0 - - 0 0 0 - - HCM 6th TWSC 20: Honor Ln & E Valley Center Rd 11/09/2022 AM Peak Eastlake 2:24 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 13 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 14 0 3 8 141 6 1 250 6 Future Vol, veh/h 0 0 0 14 0 3 8 141 6 1 250 6 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 - - 110 - - - 260 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 0 0 0 7 0 0 0 11 0 0 2 0 Mvmt Flow 0 0 0 17 0 4 10 168 7 1 298 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 408 499 153 343 499 88 305 0 0 175 0 0 Stage 1 304 304 - 192 192 - - - - - - - Stage 2 104 195 - 151 307 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.64 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.64 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.64 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.57 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 533 476 872 574 476 959 1267 - - 1414 - - Stage 1 686 667 - 777 745 - - - - - - - Stage 2 896 743 - 822 665 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 528 472 872 570 472 959 1267 - - 1414 - - Mov Cap-2 Maneuver 528 472 - 570 472 - - - - - - - Stage 1 681 666 - 771 739 - - - - - - - Stage 2 886 737 - 821 664 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 11.1 0.4 0 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1267 - - - - 614 1414 - - HCM Lane V/C Ratio 0.008 - - - - 0.033 0.001 - - HCM Control Delay (s) 7.9 - - 0 0 11.1 7.5 - - HCM Lane LOS A - - A A B A - - HCM 95th %tile Q(veh) 0 - - - - 0.1 0 - - HCM 6th TWSC 21: Cattail St & N 27th Ave 11/09/2022 AM Peak Eastlake 2:24 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 14 Intersection Int Delay, s/veh 4.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 24 78 26 32 69 8 Future Vol, veh/h 24 78 26 32 69 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 1 0 6 1 0 Mvmt Flow 28 90 30 37 79 9 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 181 84 88 0 - 0 Stage 1 84 - - - - - Stage 2 97 - - - - - Critical Hdwy 6.44 6.21 4.1 - - - Critical Hdwy Stg 1 5.44 - - - - - Critical Hdwy Stg 2 5.44 - - - - - Follow-up Hdwy 3.536 3.309 2.2 - - - Pot Cap-1 Maneuver 804 978 1520 - - - Stage 1 934 - - - - - Stage 2 922 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 788 978 1520 - - - Mov Cap-2 Maneuver 788 - - - - - Stage 1 915 - - - - - Stage 2 922 - - - - - Approach EB NB SB HCM Control Delay, s 9.5 3.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1520 - 925 - - HCM Lane V/C Ratio 0.02 - 0.127 - - HCM Control Delay (s) 7.4 0 9.5 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 - 0.4 - - Queues 3: I-90 EB Ramp & N 19th Ave 11/09/2022 PM Peak Eastlake 4:26 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 1 Lane Group EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 40 482 900 332 42 605 v/c Ratio 0.19 0.93 0.72 0.30 0.12 0.45 Control Delay 53.2 41.0 20.6 2.2 5.5 8.3 Queue Delay 0.0 0.0 1.8 0.0 0.0 0.0 Total Delay 53.2 41.0 22.4 2.2 5.5 8.3 Queue Length 50th (ft) 34 130 717 13 8 190 Queue Length 95th (ft) 67 280 929 m63 22 329 Internal Link Dist (ft) 520 556 867 Turn Bay Length (ft) 250 300 Base Capacity (vph) 320 595 1247 1107 396 1336 Starvation Cap Reductn 0 0 194 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.81 0.85 0.30 0.11 0.45 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 3: I-90 EB Ramp & N 19th Ave 11/09/2022 PM Peak Eastlake 4:26 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 34 4 458 0 0 0 0 855 315 40 575 0 Future Volume (veh/h) 34 4 458 0 0 0 0 855 315 40 575 0 Initial Q (Qb), veh 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 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1545 1750 1709 0 1723 1695 1723 1723 0 Adj Flow Rate, veh/h 36 4 482 0 900 332 42 605 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 15 0 3 0 2 4 2 2 0 Cap, veh/h 328 36 315 0 1137 948 392 1219 0 Arrive On Green 0.22 0.22 0.22 0.00 1.00 1.00 0.03 0.71 0.00 Sat Flow, veh/h 1507 167 1448 0 1723 1437 1641 1723 0 Grp Volume(v), veh/h 40 0 482 0 900 332 42 605 0 Grp Sat Flow(s),veh/h/ln 1675 0 1448 0 1723 1437 1641 1723 0 Q Serve(g_s), s 2.9 0.0 32.6 0.0 0.0 0.0 1.2 23.8 0.0 Cycle Q Clear(g_c), s 2.9 0.0 32.6 0.0 0.0 0.0 1.2 23.8 0.0 Prop In Lane 0.90 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 364 0 315 0 1137 948 392 1219 0 V/C Ratio(X) 0.11 0.00 1.53 0.00 0.79 0.35 0.11 0.50 0.00 Avail Cap(c_a), veh/h 364 0 315 0 1137 948 478 1219 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.86 0.86 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.1 0.0 58.7 0.0 0.0 0.0 6.9 9.9 0.0 Incr Delay (d2), s/veh 0.1 0.0 254.5 0.0 4.9 0.9 0.1 1.4 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 %ile BackOfQ(50%),veh/ln 1.2 0.0 34.1 0.0 1.6 0.2 0.4 8.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.2 0.0 313.2 0.0 4.9 0.9 7.0 11.3 0.0 LnGrp LOS D A F A A A A B A Approach Vol, veh/h 522 1232 647 Approach Delay, s/veh 292.9 3.8 11.1 Approach LOS F A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.1 104.9 38.0 112.0 Change Period (Y+Rc), s 3.0 5.9 5.4 5.9 Max Green Setting (Gmax), s 12.0 91.1 32.6 106.1 Max Q Clear Time (g_c+I1), s 3.2 2.0 34.6 25.8 Green Ext Time (p_c), s 0.0 10.3 0.0 4.3 Intersection Summary HCM 6th Ctrl Delay 68.6 HCM 6th LOS E Queues 6: N 19th Ave & E Valley Center Rd 11/09/2022 PM Peak Eastlake 4:26 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 364 251 4 22 233 824 15 640 369 v/c Ratio 0.81 0.31 0.02 0.03 0.67 0.50 0.19 0.50 0.47 Control Delay 58.8 12.3 30.5 0.1 70.4 21.4 80.9 32.8 3.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0 Total Delay 58.8 12.3 30.5 0.1 70.4 21.6 80.9 32.8 3.0 Queue Length 50th (ft) 323 78 3 0 103 271 15 261 16 Queue Length 95th (ft) #490 128 11 0 134 399 m25 277 m21 Internal Link Dist (ft) 1455 190 1373 556 Turn Bay Length (ft) 150 230 320 325 Base Capacity (vph) 447 953 233 695 681 1743 99 1275 789 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 21 0 292 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.26 0.02 0.03 0.34 0.57 0.15 0.50 0.47 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 6: N 19th Ave & E Valley Center Rd 11/09/2022 PM Peak Eastlake 4:26 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 349 4 243 4 0 21 226 793 6 15 621 358 Future Volume (veh/h) 349 4 243 4 0 21 226 793 6 15 621 358 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 1736 1409 1736 1750 1750 1750 1736 1709 1750 1750 1723 1709 Adj Flow Rate, veh/h 360 4 251 4 0 22 233 818 6 15 640 369 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 25 1 0 0 0 1 3 0 0 2 3 Cap, veh/h 362 3 555 48 0 429 282 1865 14 26 1588 703 Arrive On Green 0.29 0.29 0.29 0.29 0.00 0.29 0.18 1.00 1.00 0.03 0.97 0.97 Sat Flow, veh/h 1085 12 1471 1142 0 1483 3208 3304 24 1667 3273 1448 Grp Volume(v), veh/h 364 0 251 4 0 22 233 402 422 15 640 369 Grp Sat Flow(s),veh/h/ln 1097 0 1471 1142 0 1483 1604 1624 1705 1667 1637 1448 Q Serve(g_s), s 41.8 0.0 19.2 0.0 0.0 1.6 10.5 0.0 0.0 1.3 1.4 2.3 Cycle Q Clear(g_c), s 43.4 0.0 19.2 43.4 0.0 1.6 10.5 0.0 0.0 1.3 1.4 2.3 Prop In Lane 0.99 1.00 1.00 1.00 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 365 0 555 48 0 429 282 917 962 26 1588 703 V/C Ratio(X) 1.00 0.00 0.45 0.08 0.00 0.05 0.82 0.44 0.44 0.58 0.40 0.52 Avail Cap(c_a), veh/h 365 0 555 48 0 429 684 917 962 100 1588 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.89 0.89 0.89 0.70 0.70 0.70 Uniform Delay (d), s/veh 56.8 0.0 35.1 75.0 0.0 38.4 60.7 0.0 0.0 72.2 1.2 1.2 Incr Delay (d2), s/veh 46.3 0.0 0.6 0.7 0.0 0.0 5.4 1.4 1.3 13.6 0.5 2.0 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 18.5 0.0 7.1 0.2 0.0 0.6 4.1 0.3 0.3 0.7 0.5 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 103.1 0.0 35.6 75.7 0.0 38.5 66.1 1.4 1.3 85.8 1.7 3.1 LnGrp LOS F A D E A D E A A F A A Approach Vol, veh/h 615 26 1057 1024 Approach Delay, s/veh 75.5 44.2 15.6 3.4 Approach LOS E D B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.3 91.7 50.0 20.2 79.8 50.0 Change Period (Y+Rc), s 6.0 7.0 6.6 7.0 7.0 6.6 Max Green Setting (Gmax), s 9.0 78.0 43.4 32.0 54.0 43.4 Max Q Clear Time (g_c+I1), s 3.3 2.0 45.4 12.5 4.3 45.4 Green Ext Time (p_c), s 0.0 5.6 0.0 0.7 6.3 0.0 Intersection Summary HCM 6th Ctrl Delay 24.8 HCM 6th LOS C Queues 9: Cattail St & N 19th Ave 11/09/2022 PM Peak Eastlake 4:26 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 5 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 90 292 6 74 302 1078 20 881 51 v/c Ratio 0.39 0.64 0.06 0.55 0.61 0.46 0.07 0.43 0.05 Control Delay 56.5 14.5 48.2 37.2 10.7 10.7 7.1 17.2 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.5 14.5 48.2 37.2 10.7 10.7 7.1 17.2 0.5 Queue Length 50th (ft) 78 13 5 14 68 225 3 163 0 Queue Length 95th (ft) 123 110 18 67 130 341 m10 261 3 Internal Link Dist (ft) 1624 371 960 1373 Turn Bay Length (ft) 150 70 400 170 160 Base Capacity (vph) 236 519 155 343 647 2355 344 2027 1139 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 0.38 0.56 0.04 0.22 0.47 0.46 0.06 0.43 0.04 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 9: Cattail St & N 19th Ave 11/09/2022 PM Peak Eastlake 4:26 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 87 15 269 6 15 57 293 1044 2 19 855 49 Future Volume (veh/h) 87 15 269 6 15 57 293 1044 2 19 855 49 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 1736 1750 1736 1518 1750 1682 1736 1723 1750 1422 1723 1750 Adj Flow Rate, veh/h 90 15 277 6 15 59 302 1076 2 20 881 51 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 0 1 17 0 5 1 2 0 24 2 0 Cap, veh/h 286 15 284 64 47 183 549 2194 4 286 1912 951 Arrive On Green 0.06 0.20 0.20 0.01 0.15 0.15 0.09 0.65 0.65 0.04 1.00 1.00 Sat Flow, veh/h 1654 77 1418 1446 310 1220 1654 3352 6 1355 3273 1483 Grp Volume(v), veh/h 90 0 292 6 0 74 302 525 553 20 881 51 Grp Sat Flow(s),veh/h/ln 1654 0 1495 1446 0 1530 1654 1637 1722 1355 1637 1483 Q Serve(g_s), s 6.7 0.0 29.1 0.5 0.0 6.5 10.5 24.5 24.5 0.9 0.0 0.0 Cycle Q Clear(g_c), s 6.7 0.0 29.1 0.5 0.0 6.5 10.5 24.5 24.5 0.9 0.0 0.0 Prop In Lane 1.00 0.95 1.00 0.80 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 286 0 299 64 0 230 549 1071 1127 286 1912 951 V/C Ratio(X) 0.32 0.00 0.98 0.09 0.00 0.32 0.55 0.49 0.49 0.07 0.46 0.05 Avail Cap(c_a), veh/h 323 0 299 169 0 306 810 1071 1127 369 1912 951 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.90 0.90 0.90 Uniform Delay (d), s/veh 48.4 0.0 59.7 55.0 0.0 56.9 9.0 13.2 13.2 12.4 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.0 45.5 0.6 0.0 0.8 0.9 1.6 1.5 0.1 0.7 0.1 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 2.9 0.0 14.8 0.2 0.0 2.6 3.7 9.0 9.5 0.3 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.1 0.0 105.2 55.6 0.0 57.7 9.9 14.8 14.7 12.5 0.7 0.1 LnGrp LOS D A F E A E A B B B A A Approach Vol, veh/h 382 80 1380 952 Approach Delay, s/veh 92.0 57.6 13.7 0.9 Approach LOS F E B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.8 104.1 4.1 36.0 16.4 93.5 11.6 28.5 Change Period (Y+Rc), s 3.0 5.9 3.0 6.0 3.0 5.9 3.0 6.0 Max Green Setting (Gmax), s 12.0 78.1 12.0 30.0 37.0 53.1 12.0 30.0 Max Q Clear Time (g_c+I1), s 2.9 26.5 2.5 31.1 12.5 2.0 8.7 8.5 Green Ext Time (p_c), s 0.0 8.2 0.0 0.0 0.9 7.3 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 21.3 HCM 6th LOS C HCM 6th TWSC 10: Davis Ln & E Valley Center Rd 11/09/2022 PM Peak Eastlake 4:26 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 5.7 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 246 129 15 294 172 23 Future Vol, veh/h 246 129 15 294 172 23 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 4 0 0 1 2 0 Mvmt Flow 286 150 17 342 200 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 436 0 737 361 Stage 1 - - - - 361 - Stage 2 - - - - 376 - Critical Hdwy - - 4.1 - 6.42 6.2 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.2 - 3.518 3.3 Pot Cap-1 Maneuver - - 1134 - 386 688 Stage 1 - - - - 705 - Stage 2 - - - - 694 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1134 - 379 688 Mov Cap-2 Maneuver - - - - 379 - Stage 1 - - - - 705 - Stage 2 - - - - 681 - Approach SE NW NE HCM Control Delay, s 0 0.4 25.1 HCM LOS D Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 400 1134 - - - HCM Lane V/C Ratio 0.567 0.015 - - - HCM Control Delay (s) 25.1 8.2 0 - - HCM Lane LOS D A A - - HCM 95th %tile Q(veh) 3.4 0 - - - HCM 6th TWSC 12: N 27th Ave & E Valley Center Rd 11/09/2022 PM Peak Eastlake 4:26 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 2.1 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 70 10 253 29 10 235 Future Vol, veh/h 70 10 253 29 10 235 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 50 - - 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 0 0 2 10 44 0 Mvmt Flow 84 12 305 35 12 283 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 630 323 0 0 340 0 Stage 1 323 - - - - - Stage 2 307 - - - - - Critical Hdwy 6.4 6.2 - - 4.54 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.596 - Pot Cap-1 Maneuver 449 723 - - 1018 - Stage 1 738 - - - - - Stage 2 751 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 444 723 - - 1018 - Mov Cap-2 Maneuver 444 - - - - - Stage 1 738 - - - - - Stage 2 742 - - - - - Approach NB SE NW HCM Control Delay, s 14.4 0 0.4 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT SET SER Capacity (veh/h) 444 723 1018 - - - HCM Lane V/C Ratio 0.19 0.017 0.012 - - - HCM Control Delay (s) 15 10.1 8.6 - - - HCM Lane LOS C B A - - - HCM 95th %tile Q(veh) 0.7 0.1 0 - - - HCM 6th TWSC 14: N 27th Ave & Catamount St 11/09/2022 PM Peak Eastlake 4:26 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 38 15 15 65 10 29 68 7 11 52 15 Future Vol, veh/h 8 38 15 15 65 10 29 68 7 11 52 15 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 62 0 0 0 0 30 0 3 0 0 0 0 Mvmt Flow 9 43 17 17 73 11 33 76 8 12 58 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 279 241 67 267 245 80 75 0 0 84 0 0 Stage 1 91 91 - 146 146 - - - - - - - Stage 2 188 150 - 121 99 - - - - - - - Critical Hdwy 7.72 6.5 6.2 7.1 6.5 6.5 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.72 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.72 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 4.058 4 3.3 3.5 4 3.57 2.2 - - 2.2 - - Pot Cap-1 Maneuver 568 664 1002 690 661 908 1537 - - 1526 - - Stage 1 788 823 - 861 780 - - - - - - - Stage 2 693 777 - 888 817 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 500 643 1002 629 641 908 1537 - - 1526 - - Mov Cap-2 Maneuver 500 643 - 629 641 - - - - - - - Stage 1 770 816 - 841 762 - - - - - - - Stage 2 605 759 - 821 810 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.9 11.4 2.1 1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1537 - - 677 660 1526 - - HCM Lane V/C Ratio 0.021 - - 0.101 0.153 0.008 - - HCM Control Delay (s) 7.4 0 - 10.9 11.4 7.4 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0.1 - - 0.3 0.5 0 - - HCM 6th TWSC 15: Catamount St & Davis Ln 11/09/2022 PM Peak Eastlake 4:26 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 10 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 55 7 194 66 7 151 Future Vol, veh/h 55 7 194 66 7 151 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 1 9 0 0 Mvmt Flow 60 8 211 72 8 164 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 427 247 0 0 283 0 Stage 1 247 - - - - - Stage 2 180 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 588 797 - - 1291 - Stage 1 799 - - - - - Stage 2 856 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 584 797 - - 1291 - Mov Cap-2 Maneuver 584 - - - - - Stage 1 799 - - - - - Stage 2 850 - - - - - Approach WB NB SB HCM Control Delay, s 11.7 0 0.3 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 602 1291 - HCM Lane V/C Ratio - - 0.112 0.006 - HCM Control Delay (s) - - 11.7 7.8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.4 0 - HCM 6th TWSC 17: Wellness Way & N 27th Ave 11/09/2022 PM Peak Eastlake 4:26 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 12 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 23 1 0 5 9 72 0 0 37 3 Future Vol, veh/h 2 0 23 1 0 5 9 72 0 0 37 3 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 - - - - - - 50 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 78 78 78 78 78 78 78 78 78 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 19 0 Mvmt Flow 3 0 29 1 0 6 12 92 0 0 47 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 168 165 49 180 167 92 51 0 0 92 0 0 Stage 1 49 49 - 116 116 - - - - - - - Stage 2 119 116 - 64 51 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 800 731 1025 786 729 971 1568 - - 1515 - - Stage 1 969 858 - 894 803 - - - - - - - Stage 2 890 803 - 952 856 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 790 725 1025 759 723 971 1568 - - 1515 - - Mov Cap-2 Maneuver 790 725 - 759 723 - - - - - - - Stage 1 961 858 - 887 797 - - - - - - - Stage 2 877 797 - 925 856 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.7 8.9 0.8 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1568 - - 1001 928 1515 - - HCM Lane V/C Ratio 0.007 - - 0.032 0.008 - - - HCM Control Delay (s) 7.3 - - 8.7 8.9 0 - - HCM Lane LOS A - - A A A - - HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - - HCM 6th TWSC 20: Honor Ln & E Valley Center Rd 11/09/2022 PM Peak Eastlake 4:26 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 13 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 3 6 10 0 12 2 232 14 4 256 0 Future Vol, veh/h 6 3 6 10 0 12 2 232 14 4 256 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 - - 110 - - - 260 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, % 0 0 0 0 0 0 0 2 7 0 2 0 Mvmt Flow 7 4 7 12 0 15 2 283 17 5 312 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 468 626 156 464 618 150 312 0 0 300 0 0 Stage 1 322 322 - 296 296 - - - - - - - Stage 2 146 304 - 168 322 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 483 403 868 486 408 876 1260 - - 1273 - - Stage 1 670 655 - 694 672 - - - - - - - Stage 2 848 667 - 823 655 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 473 401 868 477 406 876 1260 - - 1273 - - Mov Cap-2 Maneuver 473 401 - 477 406 - - - - - - - Stage 1 669 652 - 693 671 - - - - - - - Stage 2 833 666 - 808 652 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.7 10.9 0.1 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1260 - - 446 868 635 1273 - - HCM Lane V/C Ratio 0.002 - - 0.025 0.008 0.042 0.004 - - HCM Control Delay (s) 7.9 - - 13.3 9.2 10.9 7.8 - - HCM Lane LOS A - - B A B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0 0.1 0 - - HCM 6th TWSC 21: Cattail St & N 27th Ave 11/09/2022 PM Peak Eastlake 4:26 pm 11/08/2022 Existing Conditions (2022)Synchro 11 Report Page 14 Intersection Int Delay, s/veh 5.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 31 98 115 98 78 19 Future Vol, veh/h 31 98 115 98 78 19 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 3 0 0 Mvmt Flow 34 109 128 109 87 21 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 463 98 108 0 - 0 Stage 1 98 - - - - - Stage 2 365 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 561 963 1495 - - - Stage 1 931 - - - - - Stage 2 707 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 510 963 1495 - - - Mov Cap-2 Maneuver 510 - - - - - Stage 1 846 - - - - - Stage 2 707 - - - - - Approach EB NB SB HCM Control Delay, s 10.5 4.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1495 - 794 - - HCM Lane V/C Ratio 0.085 - 0.181 - - HCM Control Delay (s) 7.6 0 10.5 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.3 - 0.7 - - APPENDIX D CAPACITY CALCULATIONS – FUTURE (2027) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 304.4 F 30 387.9 F 24 NB 3.3 A 16 9.7 A 51 SB 16.8 B 15 12.7 B 18 Intersection 108.9 F --90.9 F -- EB 44.0 D 13 136.5 F 32 WB 37.3 D 1 43.7 D 1 NB 10.6 B 5 15.9 B 10 SB 1.2 A 16 5.6 A 13 Intersection 13.8 B --41.0 D -- EB 69.0 E 3 145.3 F 6 WB 41.8 D 2 58.9 E 3 NB 12.2 B 8 16.0 B 19 SB 1.3 A 11 1.3 A 15 Intersection 13.0 B --29.8 C -- EB 9.8 A 1 10.8 B 1 WB 15.4 C 1 12.9 B 1 NB 3.0 A 1 1.1 A 1 SB 0.0 A 0 0.1 A 0 Intersection 2.3 A --2.6 A -- EB 0.0 A 0 0.0 A 0 WB 2.1 A 1 0.9 A 1 NB 11.9 B 1 15.4 C 2 Intersection 1.6 A --3.2 A -- EB 8.8 A 0 8.8 A 1 WB 8.9 A 1 9.5 A 1 NB 2.1 A 0 0.7 A 0 SB 3.9 A 1 3.2 A 1 Intersection 4.5 A --4.2 A -- EB 10.8 B 1 11.6 B 1 WB 9.8 A 1 12.1 B 1 NB 0.7 A 0 1.8 A 1 SB 0.4 A 0 0.8 A 0 Intersection 7.5 A --5.7 A -- EB 9.7 A 1 11.1 B 1 NB 2.7 A 1 4.0 A 1 SB 0.0 A 0 0.0 A 0 Intersection 4.6 A --5.0 A -- WB 11.2 B 1 12.2 B 1 NB 0.0 A 0 0.0 A 0 SB 0.2 A 0 0.4 A 0 Intersection 2.1 A --1.8 A -- EB 0.0 A 0 0.0 A 0 WB 1.1 A 0 0.4 A 0 NB 15.9 C 2 30.2 D 5 Intersection 3.9 A --6.6 A -- WB 9.2 A 1 9.8 A 1 NB 0.0 A 0 0.0 A 0 SB 1.4 A 0 0.3 A 0 Intersection 1.4 A --2.1 A -- EB 1.2 A 0 2.3 A 0 WB 0.0 A 0 0.0 A 0 SB 8.9 A 1 9.0 A 1 Intersection 2.4 A --3.5 A -- North 27th Avenue & Honor Lane Intersection Control One-Way Stop Control (SB) Honor Lane & Site Access Davis Lane & Catamount Street Intersection Control One-Way Stop Control (NB) Davis Lane & East Valley Center Road Intersection Control One-Way Stop Control (WB) North 27th Avenue & Catamount Street Intersection Control One-Way Stop-Control (EB) North 27th Avenue & Cattail Street Intersection Control One-Way Stop Control (WB) North 27th Avenue & East Valley Center Road Intersection Control Two-Way Stop Control (EB/WB) North 27th Avenue & Wellness Way Intersection Control Two-Way Stop Control (EB/WB) North 19th Avenue & Cattail Street Intersection Control Two-Way Stop Control (EB/WB) Honor Lane & East Valley Center Road Intersection Control One-Way Stop Control (NB) North 19th Avenue & I-90 EB Ramps Intersection Control Signalized North 19th Avenue & East Valley Center Road Intersection Control Signalized Intersection Approach Future (2027) AM Peak PM Peak Intersection Control Signalized Queues 3: I-90 EB Ramp & N 19th Ave 11/10/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 1 Lane Group EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 53 749 601 313 96 560 v/c Ratio 0.11 1.05 0.79 0.39 0.32 0.60 Control Delay 28.9 69.7 33.7 4.9 13.5 20.7 Queue Delay 0.0 0.0 0.5 0.0 0.0 0.0 Total Delay 28.9 69.7 34.1 4.9 13.5 20.7 Queue Length 50th (ft) 29 ~482 431 29 30 259 Queue Length 95th (ft) 61 #727 381 39 53 360 Internal Link Dist (ft) 520 556 867 Turn Bay Length (ft) 250 300 Base Capacity (vph) 502 716 764 812 411 992 Starvation Cap Reductn 0 0 22 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.11 1.05 0.81 0.39 0.23 0.56 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 3: I-90 EB Ramp & N 19th Ave 11/10/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 47 2 689 0 0 0 0 553 288 88 515 0 Future Volume (veh/h) 47 2 689 0 0 0 0 553 288 88 515 0 Initial Q (Qb), veh 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 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1491 1750 1709 0 1695 1709 1736 1709 0 Adj Flow Rate, veh/h 51 2 749 0 601 313 96 560 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 19 0 3 0 4 3 1 3 0 Cap, veh/h 517 20 466 0 876 749 448 998 0 Arrive On Green 0.32 0.32 0.32 0.00 1.00 1.00 0.04 0.58 0.00 Sat Flow, veh/h 1607 63 1448 0 1695 1448 1654 1709 0 Grp Volume(v), veh/h 53 0 749 0 601 313 96 560 0 Grp Sat Flow(s),veh/h/ln 1670 0 1448 0 1695 1448 1654 1709 0 Q Serve(g_s), s 2.7 0.0 38.6 0.0 0.0 0.0 3.1 24.3 0.0 Cycle Q Clear(g_c), s 2.7 0.0 38.6 0.0 0.0 0.0 3.1 24.3 0.0 Prop In Lane 0.96 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 537 0 466 0 876 749 448 998 0 V/C Ratio(X) 0.10 0.00 1.61 0.00 0.69 0.42 0.21 0.56 0.00 Avail Cap(c_a), veh/h 537 0 466 0 876 749 640 998 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.95 0.95 1.00 1.00 0.00 Uniform Delay (d), s/veh 28.5 0.0 40.7 0.0 0.0 0.0 11.5 15.4 0.0 Incr Delay (d2), s/veh 0.1 0.0 283.3 0.0 4.1 1.6 0.2 2.3 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 %ile BackOfQ(50%),veh/ln 1.1 0.0 50.0 0.0 1.0 0.3 1.1 9.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.6 0.0 324.0 0.0 4.1 1.6 11.7 17.7 0.0 LnGrp LOS C A F A A A B B A Approach Vol, veh/h 802 914 656 Approach Delay, s/veh 304.5 3.3 16.8 Approach LOS F A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 8.1 67.9 44.0 76.0 Change Period (Y+Rc), s 3.0 5.9 5.4 5.9 Max Green Setting (Gmax), s 19.0 48.1 38.6 70.1 Max Q Clear Time (g_c+I1), s 5.1 2.0 40.6 26.3 Green Ext Time (p_c), s 0.2 5.6 0.0 3.8 Intersection Summary HCM 6th Ctrl Delay 108.9 HCM 6th LOS F Queues 6: N 19th Ave & E Valley Center Rd 11/10/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 298 297 2 14 129 620 12 966 283 v/c Ratio 0.87 0.49 0.01 0.05 0.51 0.33 0.13 0.63 0.34 Control Delay 66.1 23.8 29.0 16.5 71.6 11.9 58.1 25.2 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.1 23.8 29.0 16.5 71.6 11.9 58.1 25.2 4.1 Queue Length 50th (ft) 218 140 1 2 55 88 9 314 14 Queue Length 95th (ft) 314 196 8 17 88 110 m12 m389 m28 Internal Link Dist (ft) 1455 190 1373 556 Turn Bay Length (ft) 150 230 320 325 Base Capacity (vph) 414 642 212 345 317 1859 124 1537 823 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 27 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.46 0.01 0.04 0.41 0.34 0.10 0.63 0.34 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 6: N 19th Ave & E Valley Center Rd 11/10/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 274 0 273 2 3 10 119 568 3 11 889 260 Future Volume (veh/h) 274 0 273 2 3 10 119 568 3 11 889 260 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 1736 1750 1709 1750 1300 1068 1614 1709 1750 1750 1709 1682 Adj Flow Rate, veh/h 298 0 297 2 3 11 129 617 3 12 966 283 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 3 0 33 50 10 3 0 0 3 5 Cap, veh/h 396 0 441 97 60 220 176 1913 9 23 1701 747 Arrive On Green 0.25 0.00 0.25 0.25 0.25 0.25 0.12 1.00 1.00 0.03 1.00 1.00 Sat Flow, veh/h 1368 0 1448 1099 244 895 2981 3314 16 1667 3247 1425 Grp Volume(v), veh/h 298 0 297 2 0 14 129 302 318 12 966 283 Grp Sat Flow(s),veh/h/ln 1368 0 1448 1099 0 1139 1491 1624 1706 1667 1624 1425 Q Serve(g_s), s 24.3 0.0 21.5 0.2 0.0 1.1 5.0 0.0 0.0 0.9 0.0 0.0 Cycle Q Clear(g_c), s 25.4 0.0 21.5 25.6 0.0 1.1 5.0 0.0 0.0 0.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.79 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 396 0 441 97 0 280 176 937 985 23 1701 747 V/C Ratio(X) 0.75 0.00 0.67 0.02 0.00 0.05 0.73 0.32 0.32 0.52 0.57 0.38 Avail Cap(c_a), veh/h 502 0 549 179 0 364 323 937 985 125 1701 747 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.96 0.96 0.96 0.40 0.40 0.40 Uniform Delay (d), s/veh 44.3 0.0 36.5 56.1 0.0 34.6 52.0 0.0 0.0 58.0 0.0 0.0 Incr Delay (d2), s/veh 4.8 0.0 2.3 0.1 0.0 0.1 5.6 0.9 0.8 7.2 0.6 0.6 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 8.8 0.0 7.9 0.1 0.0 0.3 1.9 0.2 0.2 0.4 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.1 0.0 38.8 56.2 0.0 34.7 57.6 0.9 0.8 65.2 0.6 0.6 LnGrp LOS D A D E A C E A A E A A Approach Vol, veh/h 595 16 749 1261 Approach Delay, s/veh 44.0 37.3 10.6 1.2 Approach LOS D D B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.6 76.3 36.1 14.1 69.9 36.1 Change Period (Y+Rc), s 6.0 7.0 6.6 7.0 7.0 6.6 Max Green Setting (Gmax), s 9.0 53.0 38.4 13.0 48.0 38.4 Max Q Clear Time (g_c+I1), s 2.9 2.0 27.4 7.0 2.0 27.6 Green Ext Time (p_c), s 0.0 3.9 2.0 0.2 9.5 0.0 Intersection Summary HCM 6th Ctrl Delay 13.8 HCM 6th LOS B Queues 9: Cattail St & N 19th Ave 11/10/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 5 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 59 196 2 18 117 740 40 1154 26 v/c Ratio 0.33 0.65 0.01 0.21 0.34 0.31 0.08 0.51 0.02 Control Delay 48.9 17.7 39.0 32.2 5.8 7.4 3.5 8.1 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.9 17.7 39.0 32.2 5.8 7.4 3.5 8.1 0.0 Queue Length 50th (ft) 44 4 2 2 8 74 1 54 0 Queue Length 95th (ft) 74 75 9 26 42 181 m14 251 m0 Internal Link Dist (ft) 1624 371 960 1373 Turn Bay Length (ft) 150 70 400 170 160 Base Capacity (vph) 209 506 226 337 442 2367 578 2273 1232 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 0.28 0.39 0.01 0.05 0.26 0.31 0.07 0.51 0.02 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 9: Cattail St & N 19th Ave 11/10/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 54 5 176 2 3 14 108 678 3 37 1062 24 Future Volume (veh/h) 54 5 176 2 3 14 108 678 3 37 1062 24 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 1750 1204 1723 1750 1750 1463 1668 1709 1750 1641 1709 1695 Adj Flow Rate, veh/h 59 5 191 2 3 15 117 737 3 40 1154 26 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 40 2 0 0 21 6 3 0 8 3 4 Cap, veh/h 355 5 208 90 44 218 406 2020 8 449 1930 910 Arrive On Green 0.04 0.21 0.21 0.00 0.17 0.17 0.05 0.61 0.61 0.06 1.00 1.00 Sat Flow, veh/h 1667 26 998 1667 254 1268 1589 3317 14 1563 3247 1437 Grp Volume(v), veh/h 59 0 196 2 0 18 117 361 379 40 1154 26 Grp Sat Flow(s),veh/h/ln 1667 0 1024 1667 0 1522 1589 1624 1707 1563 1624 1437 Q Serve(g_s), s 3.4 0.0 22.5 0.1 0.0 1.2 3.4 13.4 13.4 1.2 0.0 0.0 Cycle Q Clear(g_c), s 3.4 0.0 22.5 0.1 0.0 1.2 3.4 13.4 13.4 1.2 0.0 0.0 Prop In Lane 1.00 0.97 1.00 0.83 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 355 0 213 90 0 262 406 989 1040 449 1930 910 V/C Ratio(X) 0.17 0.00 0.92 0.02 0.00 0.07 0.29 0.36 0.36 0.09 0.60 0.03 Avail Cap(c_a), veh/h 456 0 256 252 0 380 558 989 1040 557 1930 910 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.77 0.77 0.77 Uniform Delay (d), s/veh 37.1 0.0 46.5 42.3 0.0 41.6 8.1 11.8 11.8 9.0 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 32.1 0.1 0.0 0.1 0.4 1.0 1.0 0.1 1.1 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 1.4 0.0 7.6 0.1 0.0 0.5 1.1 4.8 5.0 0.4 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.4 0.0 78.6 42.4 0.0 41.7 8.5 12.8 12.8 9.0 1.1 0.0 LnGrp LOS D A E D A D A B B A A A Approach Vol, veh/h 255 20 857 1220 Approach Delay, s/veh 69.0 41.8 12.2 1.3 Approach LOS E D B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.7 79.0 3.3 31.0 8.5 77.2 7.7 26.6 Change Period (Y+Rc), s 3.0 5.9 3.0 6.0 3.0 5.9 3.0 6.0 Max Green Setting (Gmax), s 12.0 48.1 12.0 30.0 17.0 43.1 12.0 30.0 Max Q Clear Time (g_c+I1), s 3.2 15.4 2.1 24.5 5.4 2.0 5.4 3.2 Green Ext Time (p_c), s 0.0 4.7 0.0 0.5 0.2 10.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B HCM 6th TWSC 10: Davis Ln & E Valley Center Rd 11/10/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 3.9 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 340 105 13 90 139 29 Future Vol, veh/h 340 105 13 90 139 29 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 1 8 3 0 3 Mvmt Flow 370 114 14 98 151 32 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 484 0 553 427 Stage 1 - - - - 427 - Stage 2 - - - - 126 - Critical Hdwy - - 4.18 - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.272 - 3.5 3.327 Pot Cap-1 Maneuver - - 1048 - 498 625 Stage 1 - - - - 662 - Stage 2 - - - - 905 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1048 - 491 625 Mov Cap-2 Maneuver - - - - 491 - Stage 1 - - - - 662 - Stage 2 - - - - 892 - Approach SE NW NE HCM Control Delay, s 0 1.1 15.9 HCM LOS C Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 510 1048 - - - HCM Lane V/C Ratio 0.358 0.013 - - - HCM Control Delay (s) 15.9 8.5 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 1.6 0 - - - HCM 6th TWSC 12: N 27th Ave & E Valley Center Rd 11/10/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 1.6 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 23 20 283 41 47 140 Future Vol, veh/h 23 20 283 41 47 140 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 50 - - 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 3 19 4 Mvmt Flow 25 22 308 45 51 152 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 585 331 0 0 353 0 Stage 1 331 - - - - - Stage 2 254 - - - - - Critical Hdwy 6.4 6.2 - - 4.29 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.371 - Pot Cap-1 Maneuver 477 715 - - 1117 - Stage 1 732 - - - - - Stage 2 793 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 455 715 - - 1117 - Mov Cap-2 Maneuver 455 - - - - - Stage 1 732 - - - - - Stage 2 757 - - - - - Approach NB SE NW HCM Control Delay, s 11.9 0 2.1 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT SET SER Capacity (veh/h) 455 715 1117 - - - HCM Lane V/C Ratio 0.055 0.03 0.046 - - - HCM Control Delay (s) 13.4 10.2 8.4 - - - HCM Lane LOS B B A - - - HCM 95th %tile Q(veh) 0.2 0.1 0.1 - - - HCM 6th TWSC 14: N 27th Ave & Catamount St 11/10/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 7.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 99 18 3 40 10 5 41 6 2 33 4 Future Vol, veh/h 33 99 18 3 40 10 5 41 6 2 33 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 52 1 5 0 0 40 0 5 0 0 0 0 Mvmt Flow 36 108 20 3 43 11 5 45 7 2 36 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 128 104 38 165 103 49 40 0 0 52 0 0 Stage 1 42 42 - 59 59 - - - - - - - Stage 2 86 62 - 106 44 - - - - - - - Critical Hdwy 7.62 6.51 6.25 7.1 6.5 6.6 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.62 5.51 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.62 5.51 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.968 4.009 3.345 3.5 4 3.66 2.2 - - 2.2 - - Pot Cap-1 Maneuver 742 788 1025 804 791 922 1583 - - 1567 - - Stage 1 859 862 - 958 850 - - - - - - - Stage 2 812 845 - 905 862 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 700 785 1025 704 788 922 1583 - - 1567 - - Mov Cap-2 Maneuver 700 785 - 704 788 - - - - - - - Stage 1 856 861 - 955 847 - - - - - - - Stage 2 759 842 - 776 861 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.8 9.8 0.7 0.4 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1583 - - 786 805 1567 - - HCM Lane V/C Ratio 0.003 - - 0.207 0.072 0.001 - - HCM Control Delay (s) 7.3 0 - 10.8 9.8 7.3 0 - HCM Lane LOS A A - B A A A - HCM 95th %tile Q(veh) 0 - - 0.8 0.2 0 - - HCM 6th TWSC 15: Catamount St & Davis Ln 11/10/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 10 Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 72 5 157 63 3 123 Future Vol, veh/h 72 5 157 63 3 123 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 1 25 33 0 Mvmt Flow 78 5 171 68 3 134 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 345 205 0 0 239 0 Stage 1 205 - - - - - Stage 2 140 - - - - - Critical Hdwy 6.4 6.2 - - 4.43 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.497 - Pot Cap-1 Maneuver 656 841 - - 1166 - Stage 1 834 - - - - - Stage 2 892 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 654 841 - - 1166 - Mov Cap-2 Maneuver 654 - - - - - Stage 1 834 - - - - - Stage 2 889 - - - - - Approach WB NB SB HCM Control Delay, s 11.2 0 0.2 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 664 1166 - HCM Lane V/C Ratio - - 0.126 0.003 - HCM Control Delay (s) - - 11.2 8.1 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.4 0 - HCM 6th TWSC 17: Wellness Way & N 27th Ave 11/10/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 12 Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 5 7 0 26 15 17 19 46 36 4 Future Vol, veh/h 1 0 5 7 0 26 15 17 19 46 36 4 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 - - - - - - 50 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 31 0 Mvmt Flow 1 0 5 8 0 28 16 18 21 50 39 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 216 212 41 205 204 29 43 0 0 39 0 0 Stage 1 141 141 - 61 61 - - - - - - - Stage 2 75 71 - 144 143 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 745 689 1036 757 696 1052 1579 - - 1584 - - Stage 1 867 784 - 955 848 - - - - - - - Stage 2 939 840 - 864 782 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 702 660 1036 729 667 1052 1579 - - 1584 - - Mov Cap-2 Maneuver 702 660 - 729 667 - - - - - - - Stage 1 858 759 - 945 840 - - - - - - - Stage 2 905 832 - 832 757 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.8 8.9 2.1 3.9 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1579 - - 960 962 1584 - - HCM Lane V/C Ratio 0.01 - - 0.007 0.037 0.032 - - HCM Control Delay (s) 7.3 - - 8.8 8.9 7.3 0 - HCM Lane LOS A - - A A A A - HCM 95th %tile Q(veh) 0 - - 0 0.1 0.1 - - HCM 6th TWSC 20: Honor Ln & E Valley Center Rd 11/10/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 13 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 33 15 0 3 111 187 7 1 295 16 Future Vol, veh/h 2 0 33 15 0 3 111 187 7 1 295 16 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 - - 110 - - - 260 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 7 0 0 0 9 0 0 2 0 Mvmt Flow 2 0 36 16 0 3 121 203 8 1 321 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 676 785 169 612 789 106 338 0 0 211 0 0 Stage 1 332 332 - 449 449 - - - - - - - Stage 2 344 453 - 163 340 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.64 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.64 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.64 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.57 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 343 327 852 367 325 934 1232 - - 1372 - - Stage 1 661 648 - 546 576 - - - - - - - Stage 2 650 573 - 809 643 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 316 295 852 325 293 934 1232 - - 1372 - - Mov Cap-2 Maneuver 316 295 - 325 293 - - - - - - - Stage 1 596 647 - 492 520 - - - - - - - Stage 2 584 517 - 774 642 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.8 15.4 3 0 HCM LOS A C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1232 - - 316 852 365 1372 - - HCM Lane V/C Ratio 0.098 - - 0.007 0.042 0.054 0.001 - - HCM Control Delay (s) 8.2 - - 16.5 9.4 15.4 7.6 - - HCM Lane LOS A - - C A C A - - HCM 95th %tile Q(veh) 0.3 - - 0 0.1 0.2 0 - - HCM 6th TWSC 21: Cattail St & N 27th Ave 11/10/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 14 Intersection Int Delay, s/veh 4.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 31 84 28 48 82 12 Future Vol, veh/h 31 84 28 48 82 12 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 1 0 5 1 0 Mvmt Flow 34 91 30 52 89 13 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 208 96 102 0 - 0 Stage 1 96 - - - - - Stage 2 112 - - - - - Critical Hdwy 6.43 6.21 4.1 - - - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.309 2.2 - - - Pot Cap-1 Maneuver 778 963 1503 - - - Stage 1 925 - - - - - Stage 2 910 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 762 963 1503 - - - Mov Cap-2 Maneuver 762 - - - - - Stage 1 906 - - - - - Stage 2 910 - - - - - Approach EB NB SB HCM Control Delay, s 9.7 2.7 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1503 - 899 - - HCM Lane V/C Ratio 0.02 - 0.139 - - HCM Control Delay (s) 7.4 0 9.7 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 - 0.5 - - HCM 6th TWSC 28: N 27th Ave & Honor Ln 11/10/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 15 Intersection Int Delay, s/veh 1.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 14 2 49 38 9 39 Future Vol, veh/h 14 2 49 38 9 39 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 0 0 3 Mvmt Flow 15 2 53 41 10 42 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 136 74 0 0 94 0 Stage 1 74 - - - - - Stage 2 62 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 862 993 - - 1513 - Stage 1 954 - - - - - Stage 2 966 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 856 993 - - 1513 - Mov Cap-2 Maneuver 856 - - - - - Stage 1 954 - - - - - Stage 2 959 - - - - - Approach WB NB SB HCM Control Delay, s 9.2 0 1.4 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 871 1513 - HCM Lane V/C Ratio - - 0.02 0.006 - HCM Control Delay (s) - - 9.2 7.4 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 6th TWSC 29: Honor Ln & Site Access 11/10/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 16 Intersection Int Delay, s/veh 2.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 39 9 29 15 7 Future Vol, veh/h 8 39 9 29 15 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 9 42 10 32 16 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 42 0 - 0 86 26 Stage 1 - - - - 26 - Stage 2 - - - - 60 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1580 - - - 920 1056 Stage 1 - - - - 1002 - Stage 2 - - - - 968 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1580 - - - 914 1056 Mov Cap-2 Maneuver - - - - 914 - Stage 1 - - - - 996 - Stage 2 - - - - 968 - Approach EB WB SB HCM Control Delay, s 1.2 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1580 - - - 955 HCM Lane V/C Ratio 0.006 - - - 0.025 HCM Control Delay (s) 7.3 0 - - 8.9 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 Queues 3: I-90 EB Ramp & N 19th Ave 11/10/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 1 Lane Group EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 44 555 1067 387 48 718 v/c Ratio 0.14 1.03 0.95 0.38 0.29 0.59 Control Delay 48.9 72.2 43.1 5.5 10.4 13.5 Queue Delay 0.0 0.0 43.7 0.6 0.0 0.0 Total Delay 48.9 72.2 86.8 6.1 10.4 13.5 Queue Length 50th (ft) 35 ~340 987 154 12 325 Queue Length 95th (ft) 72 #578 m#1256 m62 24 434 Internal Link Dist (ft) 520 556 867 Turn Bay Length (ft) 250 300 Base Capacity (vph) 322 541 1119 1027 213 1213 Starvation Cap Reductn 0 0 252 320 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.14 1.03 1.23 0.55 0.23 0.59 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 3: I-90 EB Ramp & N 19th Ave 11/10/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 4 511 0 0 0 0 982 356 44 661 0 Future Volume (veh/h) 37 4 511 0 0 0 0 982 356 44 661 0 Initial Q (Qb), veh 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 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1559 1750 1709 0 1723 1709 1723 1723 0 Adj Flow Rate, veh/h 40 4 555 0 1067 387 48 718 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 14 0 3 0 2 3 2 2 0 Cap, veh/h 331 33 315 0 1134 954 336 1219 0 Arrive On Green 0.22 0.22 0.22 0.00 1.00 1.00 0.03 0.71 0.00 Sat Flow, veh/h 1522 152 1448 0 1723 1448 1641 1723 0 Grp Volume(v), veh/h 44 0 555 0 1067 387 48 718 0 Grp Sat Flow(s),veh/h/ln 1674 0 1448 0 1723 1448 1641 1723 0 Q Serve(g_s), s 3.2 0.0 32.6 0.0 0.0 0.0 1.4 31.4 0.0 Cycle Q Clear(g_c), s 3.2 0.0 32.6 0.0 0.0 0.0 1.4 31.4 0.0 Prop In Lane 0.91 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 364 0 315 0 1134 954 336 1219 0 V/C Ratio(X) 0.12 0.00 1.76 0.00 0.94 0.41 0.14 0.59 0.00 Avail Cap(c_a), veh/h 364 0 315 0 1134 954 420 1219 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.76 0.76 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.2 0.0 58.7 0.0 0.0 0.0 6.9 11.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 356.2 0.0 12.9 1.0 0.2 2.1 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 %ile BackOfQ(50%),veh/ln 1.3 0.0 43.0 0.0 4.1 0.3 0.5 11.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.3 0.0 414.9 0.0 12.9 1.0 7.1 13.1 0.0 LnGrp LOS D A F A B A A B A Approach Vol, veh/h 599 1454 766 Approach Delay, s/veh 387.9 9.7 12.7 Approach LOS F A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.3 104.7 38.0 112.0 Change Period (Y+Rc), s 3.0 5.9 5.4 5.9 Max Green Setting (Gmax), s 12.0 91.1 32.6 106.1 Max Q Clear Time (g_c+I1), s 3.4 2.0 34.6 33.4 Green Ext Time (p_c), s 0.0 15.2 0.0 5.6 Intersection Summary HCM 6th Ctrl Delay 90.9 HCM 6th LOS F Queues 6: N 19th Ave & E Valley Center Rd 11/10/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 467 324 4 25 297 971 17 754 463 v/c Ratio 1.00 0.38 0.02 0.04 0.72 0.61 0.22 0.65 0.57 Control Delay 88.3 16.8 34.5 0.1 77.0 22.3 80.6 34.7 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 0.1 Total Delay 88.3 16.8 34.5 0.1 77.0 23.6 80.6 34.7 2.6 Queue Length 50th (ft) 453 136 2 0 124 284 17 278 11 Queue Length 95th (ft) #782 223 13 0 184 241 m22 m303 m28 Internal Link Dist (ft) 1455 190 1373 556 Turn Bay Length (ft) 150 230 320 325 Base Capacity (vph) 466 962 178 692 681 1698 99 1193 827 Starvation Cap Reductn 0 0 0 0 0 0 0 0 19 Spillback Cap Reductn 0 0 0 30 0 482 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.00 0.34 0.02 0.04 0.44 0.80 0.17 0.63 0.57 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 6: N 19th Ave & E Valley Center Rd 11/10/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 426 4 298 4 0 23 273 886 7 16 694 426 Future Volume (veh/h) 426 4 298 4 0 23 273 886 7 16 694 426 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 1736 1409 1736 1750 1750 1750 1736 1723 1750 1750 1723 1723 Adj Flow Rate, veh/h 463 4 324 4 0 25 297 963 8 17 754 463 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 25 1 0 0 0 1 2 0 0 2 2 Cap, veh/h 360 3 585 48 0 429 347 1873 16 28 1522 679 Arrive On Green 0.29 0.29 0.29 0.29 0.00 0.29 0.22 1.00 1.00 0.03 0.93 0.93 Sat Flow, veh/h 1078 9 1471 1069 0 1483 3208 3327 28 1667 3273 1460 Grp Volume(v), veh/h 467 0 324 4 0 25 297 474 497 17 754 463 Grp Sat Flow(s),veh/h/ln 1087 0 1471 1069 0 1483 1604 1637 1718 1667 1637 1460 Q Serve(g_s), s 41.6 0.0 25.5 0.0 0.0 1.8 13.4 0.0 0.0 1.5 4.5 9.1 Cycle Q Clear(g_c), s 43.4 0.0 25.5 43.4 0.0 1.8 13.4 0.0 0.0 1.5 4.5 9.1 Prop In Lane 0.99 1.00 1.00 1.00 1.00 0.02 1.00 1.00 Lane Grp Cap(c), veh/h 362 0 585 48 0 429 347 922 967 28 1522 679 V/C Ratio(X) 1.29 0.00 0.55 0.08 0.00 0.06 0.85 0.51 0.51 0.60 0.50 0.68 Avail Cap(c_a), veh/h 362 0 585 48 0 429 684 922 967 100 1522 679 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.82 0.82 0.82 0.53 0.53 0.53 Uniform Delay (d), s/veh 57.0 0.0 34.9 75.0 0.0 38.5 57.6 0.0 0.0 72.0 3.0 3.1 Incr Delay (d2), s/veh 149.2 0.0 1.1 0.7 0.0 0.1 5.0 1.7 1.6 10.5 0.6 3.0 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 28.8 0.0 9.4 0.2 0.0 0.7 5.0 0.4 0.4 0.7 1.1 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 206.1 0.0 36.0 75.7 0.0 38.6 62.6 1.7 1.6 82.4 3.6 6.1 LnGrp LOS F A D E A D E A A F A A Approach Vol, veh/h 791 29 1268 1234 Approach Delay, s/veh 136.5 43.7 15.9 5.6 Approach LOS F D B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.5 91.5 50.0 23.2 76.8 50.0 Change Period (Y+Rc), s 6.0 7.0 6.6 7.0 7.0 6.6 Max Green Setting (Gmax), s 9.0 78.0 43.4 32.0 54.0 43.4 Max Q Clear Time (g_c+I1), s 3.5 2.0 45.4 15.4 11.1 45.4 Green Ext Time (p_c), s 0.0 7.1 0.0 0.9 8.1 0.0 Intersection Summary HCM 6th Ctrl Delay 41.0 HCM 6th LOS D Queues 9: Cattail St & N 19th Ave 11/10/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 5 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 103 355 8 85 363 1292 23 1067 59 v/c Ratio 0.46 0.70 0.08 0.54 0.71 0.55 0.11 0.62 0.06 Control Delay 58.8 14.9 48.3 32.9 24.1 12.3 9.0 26.0 1.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.8 14.9 48.3 32.9 24.1 12.3 9.0 26.0 1.3 Queue Length 50th (ft) 89 14 7 16 147 312 4 238 1 Queue Length 95th (ft) 138 122 21 69 277 465 m11 366 m5 Internal Link Dist (ft) 1624 371 960 1373 Turn Bay Length (ft) 150 70 400 170 160 Base Capacity (vph) 227 567 159 350 569 2346 272 1716 989 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 0.45 0.63 0.05 0.24 0.64 0.55 0.08 0.62 0.06 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 9: Cattail St & N 19th Ave 11/10/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 95 16 311 7 16 63 334 1187 2 21 982 54 Future Volume (veh/h) 95 16 311 7 16 63 334 1187 2 21 982 54 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 1736 1750 1736 1559 1750 1682 1736 1723 1750 1422 1723 1750 Adj Flow Rate, veh/h 103 17 338 8 17 68 363 1290 2 23 1067 59 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 1 14 0 5 1 2 0 24 2 0 Cap, veh/h 280 14 284 62 44 178 512 2182 3 228 1840 929 Arrive On Green 0.06 0.20 0.20 0.01 0.15 0.15 0.11 0.65 0.65 0.04 1.00 1.00 Sat Flow, veh/h 1654 72 1422 1485 306 1224 1654 3353 5 1355 3273 1483 Grp Volume(v), veh/h 103 0 355 8 0 85 363 630 662 23 1067 59 Grp Sat Flow(s),veh/h/ln 1654 0 1494 1485 0 1530 1654 1637 1722 1355 1637 1483 Q Serve(g_s), s 7.7 0.0 30.0 0.7 0.0 7.5 13.3 32.8 32.8 1.1 0.0 0.0 Cycle Q Clear(g_c), s 7.7 0.0 30.0 0.7 0.0 7.5 13.3 32.8 32.8 1.1 0.0 0.0 Prop In Lane 1.00 0.95 1.00 0.80 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 280 0 299 62 0 222 512 1065 1120 228 1840 929 V/C Ratio(X) 0.37 0.00 1.19 0.13 0.00 0.38 0.71 0.59 0.59 0.10 0.58 0.06 Avail Cap(c_a), veh/h 306 0 299 167 0 306 739 1065 1120 309 1840 929 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.80 0.80 0.80 Uniform Delay (d), s/veh 48.6 0.0 60.0 55.5 0.0 58.0 9.6 14.9 14.9 14.3 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 113.1 0.9 0.0 1.1 1.8 2.4 2.3 0.2 1.1 0.1 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 3.3 0.0 20.8 0.3 0.0 3.0 4.8 12.2 12.8 0.3 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.5 0.0 173.1 56.4 0.0 59.1 11.4 17.3 17.2 14.5 1.1 0.1 LnGrp LOS D A F E A E B B B B A A Approach Vol, veh/h 458 93 1655 1149 Approach Delay, s/veh 145.3 58.9 16.0 1.3 Approach LOS F E B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.1 103.5 4.4 36.0 19.4 90.2 12.7 27.8 Change Period (Y+Rc), s 3.0 5.9 3.0 6.0 3.0 5.9 3.0 6.0 Max Green Setting (Gmax), s 12.0 78.1 12.0 30.0 37.0 53.1 12.0 30.0 Max Q Clear Time (g_c+I1), s 3.1 34.8 2.7 32.0 15.3 2.0 9.7 9.5 Green Ext Time (p_c), s 0.0 10.9 0.0 0.0 1.0 9.6 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 29.8 HCM 6th LOS C HCM 6th TWSC 10: Davis Ln & E Valley Center Rd 11/10/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 6.6 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 287 142 16 345 189 25 Future Vol, veh/h 287 142 16 345 189 25 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 0 0 1 2 0 Mvmt Flow 312 154 17 375 205 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 466 0 798 389 Stage 1 - - - - 389 - Stage 2 - - - - 409 - Critical Hdwy - - 4.1 - 6.42 6.2 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.2 - 3.518 3.3 Pot Cap-1 Maneuver - - 1106 - 355 664 Stage 1 - - - - 685 - Stage 2 - - - - 671 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1106 - 348 664 Mov Cap-2 Maneuver - - - - 348 - Stage 1 - - - - 685 - Stage 2 - - - - 658 - Approach SE NW NE HCM Control Delay, s 0 0.4 30.2 HCM LOS D Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 368 1106 - - - HCM Lane V/C Ratio 0.632 0.016 - - - HCM Control Delay (s) 30.2 8.3 0 - - HCM Lane LOS D A A - - HCM 95th %tile Q(veh) 4.1 0 - - - HCM 6th TWSC 12: N 27th Ave & E Valley Center Rd 11/10/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 3.2 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 102 42 283 47 34 263 Future Vol, veh/h 102 42 283 47 34 263 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 50 - - 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 6 12 0 Mvmt Flow 111 46 308 51 37 286 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 694 334 0 0 359 0 Stage 1 334 - - - - - Stage 2 360 - - - - - Critical Hdwy 6.4 6.2 - - 4.22 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.308 - Pot Cap-1 Maneuver 412 712 - - 1146 - Stage 1 730 - - - - - Stage 2 710 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 399 712 - - 1146 - Mov Cap-2 Maneuver 399 - - - - - Stage 1 730 - - - - - Stage 2 687 - - - - - Approach NB SE NW HCM Control Delay, s 15.4 0 0.9 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT SET SER Capacity (veh/h) 399 712 1146 - - - HCM Lane V/C Ratio 0.278 0.064 0.032 - - - HCM Control Delay (s) 17.5 10.4 8.2 - - - HCM Lane LOS C B A - - - HCM 95th %tile Q(veh) 1.1 0.2 0.1 - - - HCM 6th TWSC 14: N 27th Ave & Catamount St 11/10/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 5.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 41 16 16 70 11 31 89 8 12 77 21 Future Vol, veh/h 13 41 16 16 70 11 31 89 8 12 77 21 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 38 0 0 0 0 27 0 2 0 0 0 0 Mvmt Flow 14 45 17 17 76 12 34 97 9 13 84 23 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 336 296 96 323 303 102 107 0 0 106 0 0 Stage 1 122 122 - 170 170 - - - - - - - Stage 2 214 174 - 153 133 - - - - - - - Critical Hdwy 7.48 6.5 6.2 7.1 6.5 6.47 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.48 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.48 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.842 4 3.3 3.5 4 3.543 2.2 - - 2.2 - - Pot Cap-1 Maneuver 555 619 966 634 613 889 1497 - - 1498 - - Stage 1 802 799 - 837 762 - - - - - - - Stage 2 713 759 - 854 790 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 482 599 966 573 593 889 1497 - - 1498 - - Mov Cap-2 Maneuver 482 599 - 573 593 - - - - - - - Stage 1 783 792 - 817 744 - - - - - - - Stage 2 616 741 - 784 783 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.6 12.1 1.8 0.8 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1497 - - 625 613 1498 - - HCM Lane V/C Ratio 0.023 - - 0.122 0.172 0.009 - - HCM Control Delay (s) 7.5 0 - 11.6 12.1 7.4 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0.1 - - 0.4 0.6 0 - - HCM 6th TWSC 15: Catamount St & Davis Ln 11/10/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 10 Intersection Int Delay, s/veh 1.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 64 8 209 75 8 163 Future Vol, veh/h 64 8 209 75 8 163 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 1 8 0 0 Mvmt Flow 70 9 227 82 9 177 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 463 268 0 0 309 0 Stage 1 268 - - - - - Stage 2 195 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 561 776 - - 1263 - Stage 1 782 - - - - - Stage 2 843 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 557 776 - - 1263 - Mov Cap-2 Maneuver 557 - - - - - Stage 1 782 - - - - - Stage 2 836 - - - - - Approach WB NB SB HCM Control Delay, s 12.2 0 0.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 575 1263 - HCM Lane V/C Ratio - - 0.136 0.007 - HCM Control Delay (s) - - 12.2 7.9 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.5 0 - HCM 6th TWSC 17: Wellness Way & N 27th Ave 11/10/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 12 Intersection Int Delay, s/veh 4.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 25 14 0 52 10 87 14 35 43 3 Future Vol, veh/h 2 0 25 14 0 52 10 87 14 35 43 3 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 - - - - - - 50 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 16 0 Mvmt Flow 2 0 27 15 0 57 11 95 15 38 47 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 278 257 49 263 251 103 50 0 0 110 0 0 Stage 1 125 125 - 125 125 - - - - - - - Stage 2 153 132 - 138 126 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 678 651 1025 694 656 957 1570 - - 1493 - - Stage 1 884 796 - 884 796 - - - - - - - Stage 2 854 791 - 870 796 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 622 630 1025 659 634 957 1570 - - 1493 - - Mov Cap-2 Maneuver 622 630 - 659 634 - - - - - - - Stage 1 878 775 - 878 790 - - - - - - - Stage 2 798 785 - 825 775 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.8 9.5 0.7 3.2 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1570 - - 978 873 1493 - - HCM Lane V/C Ratio 0.007 - - 0.03 0.082 0.025 - - HCM Control Delay (s) 7.3 - - 8.8 9.5 7.5 0 - HCM Lane LOS A - - A A A A - HCM 95th %tile Q(veh) 0 - - 0.1 0.3 0.1 - - HCM 6th TWSC 20: Honor Ln & E Valley Center Rd 11/10/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 13 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 3 109 11 0 13 49 282 15 4 317 3 Future Vol, veh/h 16 3 109 11 0 13 49 282 15 4 317 3 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 - - 110 - - - 260 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 2 7 0 2 0 Mvmt Flow 17 3 118 12 0 14 53 307 16 4 345 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 615 784 174 603 777 162 348 0 0 323 0 0 Stage 1 355 355 - 421 421 - - - - - - - Stage 2 260 429 - 182 356 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 379 327 846 387 330 861 1222 - - 1248 - - Stage 1 641 633 - 586 592 - - - - - - - Stage 2 728 587 - 808 633 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 360 312 846 319 315 861 1222 - - 1248 - - Mov Cap-2 Maneuver 360 312 - 319 315 - - - - - - - Stage 1 613 631 - 561 567 - - - - - - - Stage 2 685 562 - 689 631 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.8 12.9 1.1 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1222 - - 351 846 484 1248 - - HCM Lane V/C Ratio 0.044 - - 0.059 0.14 0.054 0.003 - - HCM Control Delay (s) 8.1 - - 15.9 9.9 12.9 7.9 - - HCM Lane LOS A - - C A B A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 0.5 0.2 0 - - HCM 6th TWSC 21: Cattail St & N 27th Ave 11/10/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 14 Intersection Int Delay, s/veh 5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 37 106 124 118 100 25 Future Vol, veh/h 37 106 124 118 100 25 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 3 0 0 Mvmt Flow 40 115 135 128 109 27 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 521 123 136 0 - 0 Stage 1 123 - - - - - Stage 2 398 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 519 933 1461 - - - Stage 1 907 - - - - - Stage 2 683 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 468 933 1461 - - - Mov Cap-2 Maneuver 468 - - - - - Stage 1 817 - - - - - Stage 2 683 - - - - - Approach EB NB SB HCM Control Delay, s 11.1 4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1461 - 742 - - HCM Lane V/C Ratio 0.092 - 0.209 - - HCM Control Delay (s) 7.7 0 11.1 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.3 - 0.8 - - HCM 6th TWSC 28: N 27th Ave & Honor Ln 11/10/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 15 Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 43 9 101 16 3 79 Future Vol, veh/h 43 9 101 16 3 79 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 0 0 2 Mvmt Flow 47 10 110 17 3 86 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 211 119 0 0 127 0 Stage 1 119 - - - - - Stage 2 92 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 782 938 - - 1472 - Stage 1 911 - - - - - Stage 2 937 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 780 938 - - 1472 - Mov Cap-2 Maneuver 780 - - - - - Stage 1 911 - - - - - Stage 2 935 - - - - - Approach WB NB SB HCM Control Delay, s 9.8 0 0.3 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 803 1472 - HCM Lane V/C Ratio - - 0.07 0.002 - HCM Control Delay (s) - - 9.8 7.5 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.2 0 - HCM 6th TWSC 29: Honor Ln & Site Access 11/10/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 16 Intersection Int Delay, s/veh 3.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 13 39 23 31 13 Future Vol, veh/h 6 13 39 23 31 13 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 7 14 42 25 34 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 67 0 - 0 83 55 Stage 1 - - - - 55 - Stage 2 - - - - 28 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1547 - - - 924 1018 Stage 1 - - - - 973 - Stage 2 - - - - 1000 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1547 - - - 919 1018 Mov Cap-2 Maneuver - - - - 919 - Stage 1 - - - - 968 - Stage 2 - - - - 1000 - Approach EB WB SB HCM Control Delay, s 2.3 0 9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1547 - - - 946 HCM Lane V/C Ratio 0.004 - - - 0.051 HCM Control Delay (s) 7.3 0 - - 9 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.2 APPENDIX E CAPACITY CALCULATIONS – FUTURE (2037) – 15-YEAR HORIZON Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 11.1 B 1 16.4 C 1 WB 33.3 D 1 22.4 C 1 NB 2.4 A 1 1.2 A 1 SB 0.0 A 0 0.1 A 0 Intersection 2.4 A --3.2 A -- EB 0.0 A 0 0.0 A 0 WB 2.6 A 1 1.3 A 1 NB 21.9 C 2 97.3 F 10 Intersection 3.0 A --21.0 C -- EB 11.3 B 1 13.6 B 1 WB 9.3 A 1 10.2 B 1 NB 3.2 A 1 1.5 A 1 SB 1.5 A 1 1.5 A 1 Intersection 4.0 A --5.8 A -- EB 34.1 D 6 32.8 D 5 WB 18.1 C 2 43.3 E 5 NB 2.6 A 1 2.7 A 1 SB 0.4 A 0 0.6 A 1 Intersection 15.1 C --16.1 C -- EB 10.4 B 1 11.4 B 1 WB 13.9 B 1 14.9 B 1 NB 3.4 A 1 1.5 A 1 SB 0.8 A 0 0.3 A 0 Intersection 5.3 A --5.5 A -- EB 13.2 B 2 58.8 F 5 WB 53.9 F 1 214.2 F 3 NB 1.7 A 1 3.2 A 2 SB 0.0 A 0 0.2 A 1 Intersection 3.3 A --12.1 B -- Intersection Approach Future (2037) AM Peak PM Peak Intersection Control Two-Way Stop Control (EB/WB) Honor Lane & East Valley Center Road Intersection Control One-Way Stop Control (NB) North 27th Avenue & Catamount Street North 27th Avenue & East Valley Center Road Intersection Control Two-Way Stop Control (EB/WB) North 27th Avenue & Wellness Way Intersection Control Two-Way Stop Control (EB/WB) North 27th Avenue & Honor Lane Intersection Control Two-Way Stop Control (EB/WB) Catamount Street & East Valley Center Road Intersection Control Two-Way Stop Control (EB/WB) HCM 6th TWSC 12: N 27th Ave & E Valley Center Rd 05/03/2023 AM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years Synchro 11 Report Page 2 Intersection Int Delay, s/veh 3 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 49 49 445 109 122 321 Future Vol, veh/h 49 49 445 109 122 321 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 50 0 - - 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 3 7 2 Mvmt Flow 53 53 484 118 133 349 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1158 543 0 0 602 0 Stage 1 543 - - - - - Stage 2 615 - - - - - Critical Hdwy 6.4 6.2 - - 4.17 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.263 - Pot Cap-1 Maneuver 219 544 - - 951 - Stage 1 586 - - - - - Stage 2 543 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 188 544 - - 951 - Mov Cap-2 Maneuver 188 - - - - - Stage 1 586 - - - - - Stage 2 467 - - - - - Approach NB SE NW HCM Control Delay, s 21.9 0 2.6 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT SET SER Capacity (veh/h) 188 544 951 - - - HCM Lane V/C Ratio 0.283 0.098 0.139 - - - HCM Control Delay (s) 31.5 12.3 9.4 - - - HCM Lane LOS D B A - - - HCM 95th %tile Q(veh) 1.1 0.3 0.5 - - - HCM 6th TWSC 14: N 27th Ave & Catamount St 05/03/2023 AM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years Synchro 11 Report Page 3 Intersection Int Delay, s/veh 15.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 46 157 77 4 94 14 104 197 8 7 108 6 Future Vol, veh/h 46 157 77 4 94 14 104 197 8 7 108 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 37 1 2 0 0 29 0 2 0 0 0 0 Mvmt Flow 50 171 84 4 102 15 113 214 9 8 117 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 640 586 121 709 585 219 124 0 0 223 0 0 Stage 1 137 137 - 445 445 - - - - - - - Stage 2 503 449 - 264 140 - - - - - - - Critical Hdwy 7.47 6.51 6.22 7.1 6.5 6.49 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.47 5.51 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.47 5.51 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.833 4.009 3.318 3.5 4 3.561 2.2 - - 2.2 - - Pot Cap-1 Maneuver 343 424 930 352 426 758 1475 - - 1358 - - Stage 1 789 785 - 596 578 - - - - - - - Stage 2 491 574 - 746 785 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 249 385 930 195 386 758 1475 - - 1358 - - Mov Cap-2 Maneuver 249 385 - 195 386 - - - - - - - Stage 1 720 780 - 544 527 - - - - - - - Stage 2 354 523 - 527 780 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 34.1 18.1 2.6 0.4 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1475 - - 415 396 1358 - - HCM Lane V/C Ratio 0.077 - - 0.733 0.307 0.006 - - HCM Control Delay (s) 7.6 0 - 34.1 18.1 7.7 0 - HCM Lane LOS A A - D C A A - HCM 95th %tile Q(veh) 0.2 - - 5.8 1.3 0 - - HCM 6th TWSC 16: E Valley Center Rd & Catamount St 05/03/2023 AM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years Synchro 11 Report Page 5 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 1 186 19 0 4 129 590 4 3 569 9 Future Vol, veh/h 5 1 186 19 0 4 129 590 4 3 569 9 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 - - 65 - - - 290 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 2 0 0 2 0 Mvmt Flow 5 1 202 21 0 4 140 641 4 3 618 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1230 1554 314 1239 1557 323 628 0 0 645 0 0 Stage 1 629 629 - 923 923 - - - - - - - Stage 2 601 925 - 316 634 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 136 114 688 134 114 679 964 - - 950 - - Stage 1 442 478 - 294 351 - - - - - - - Stage 2 459 351 - 675 476 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 120 97 688 83 97 679 964 - - 950 - - Mov Cap-2 Maneuver 120 97 - 83 97 - - - - - - - Stage 1 378 477 - 251 300 - - - - - - - Stage 2 390 300 - 474 475 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.2 53.9 1.7 0 HCM LOS B F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 964 - - 115 688 98 950 - - HCM Lane V/C Ratio 0.145 - - 0.057 0.294 0.255 0.003 - - HCM Control Delay (s) 9.4 - - 38.2 12.4 53.9 8.8 - - HCM Lane LOS A - - E B F A - - HCM 95th %tile Q(veh) 0.5 - - 0.2 1.2 0.9 0 - - HCM 6th TWSC 17: Wellness Way & N 27th Ave 05/03/2023 AM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years Synchro 11 Report Page 6 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 0 18 7 0 27 35 29 20 47 65 118 Future Vol, veh/h 44 0 18 7 0 27 35 29 20 47 65 118 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 - 75 - - - 25 - - 25 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 17 0 Mvmt Flow 48 0 20 8 0 29 38 32 22 51 71 128 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 371 - 135 366 420 43 199 0 0 54 0 0 Stage 1 237 - - 119 119 - - - - - - - Stage 2 134 - - 247 301 - - - - - - - Critical Hdwy 7.1 - 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 - - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 - - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 - 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 589 0 919 594 528 1033 1385 - - 1564 - - Stage 1 771 0 - 890 801 - - - - - - - Stage 2 874 0 - 761 669 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 547 - 919 555 497 1033 1385 - - 1564 - - Mov Cap-2 Maneuver 547 - - 555 497 - - - - - - - Stage 1 750 - - 866 779 - - - - - - - Stage 2 826 - - 721 647 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.3 9.3 3.2 1.5 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1385 - - 547 919 877 1564 - - HCM Lane V/C Ratio 0.027 - - 0.087 0.021 0.042 0.033 - - HCM Control Delay (s) 7.7 - - 12.2 9 9.3 7.4 - - HCM Lane LOS A - - B A A A - - HCM 95th %tile Q(veh) 0.1 - - 0.3 0.1 0.1 0.1 - - HCM 6th TWSC 20: Honor Ln & E Valley Center Rd 05/03/2023 AM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years Synchro 11 Report Page 7 Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 50 19 0 4 162 443 8 1 484 17 Future Vol, veh/h 2 0 50 19 0 4 162 443 8 1 484 17 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 - - 110 - - - 260 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 5 0 0 0 4 0 0 2 0 Mvmt Flow 2 0 54 21 0 4 176 482 9 1 526 18 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1130 1380 272 1104 1385 246 544 0 0 491 0 0 Stage 1 537 537 - 839 839 - - - - - - - Stage 2 593 843 - 265 546 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.6 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.6 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.6 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.55 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 161 146 732 162 145 760 1035 - - 1083 - - Stage 1 501 526 - 320 384 - - - - - - - Stage 2 464 382 - 709 521 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 139 121 732 130 120 760 1035 - - 1083 - - Mov Cap-2 Maneuver 139 121 - 130 120 - - - - - - - Stage 1 416 525 - 266 319 - - - - - - - Stage 2 383 317 - 656 520 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.1 33.3 2.4 0 HCM LOS B D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1035 - - 139 732 152 1083 - - HCM Lane V/C Ratio 0.17 - - 0.016 0.074 0.164 0.001 - - HCM Control Delay (s) 9.2 - - 31.3 10.3 33.3 8.3 - - HCM Lane LOS A - - D B D A - - HCM 95th %tile Q(veh) 0.6 - - 0 0.2 0.6 0 - - HCM 6th TWSC 28: N 27th Ave & Honor Ln 05/03/2023 AM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years Synchro 11 Report Page 9 Intersection Int Delay, s/veh 5.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 17 36 14 49 2 101 82 38 9 80 0 Future Vol, veh/h 0 17 36 14 49 2 101 82 38 9 80 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 - - - - - - - - - 25 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 2 0 0 2 0 Mvmt Flow 0 18 39 15 53 2 110 89 41 10 87 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 464 457 87 466 437 110 87 0 0 130 0 0 Stage 1 107 107 - 330 330 - - - - - - - Stage 2 357 350 - 136 107 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 512 503 977 510 516 949 1522 - - 1468 - - Stage 1 903 811 - 687 649 - - - - - - - Stage 2 665 636 - 872 811 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 437 461 977 444 473 949 1522 - - 1468 - - Mov Cap-2 Maneuver 437 461 - 444 473 - - - - - - - Stage 1 833 805 - 633 598 - - - - - - - Stage 2 557 586 - 812 805 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.4 13.9 3.4 0.8 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1522 - - 719 474 1468 - - HCM Lane V/C Ratio 0.072 - - 0.08 0.149 0.007 - - HCM Control Delay (s) 7.5 0 - 10.4 13.9 7.5 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q(veh) 0.2 - - 0.3 0.5 0 - - HCM 2010 TWSC 12: N 27th Ave & E Valley Center Rd 05/03/2023 PM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years Synchro 11 Report Page 2 Intersection Int Delay, s/veh 21 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 181 114 492 93 76 444 Future Vol, veh/h 181 114 492 93 76 444 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 50 0 - - 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 3 5 0 Mvmt Flow 197 124 535 101 83 483 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1235 586 0 0 636 0 Stage 1 586 - - - - - Stage 2 649 - - - - - Critical Hdwy 6.4 6.2 - - 4.15 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.245 - Pot Cap-1 Maneuver 197 514 - - 933 - Stage 1 560 - - - - - Stage 2 524 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 179 514 - - 933 - Mov Cap-2 Maneuver ~ 179 - - - - - Stage 1 560 - - - - - Stage 2 477 - - - - - Approach NB SE NW HCM Control Delay, s 97.3 0 1.3 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT SET SER Capacity (veh/h) 179 514 933 - - - HCM Lane V/C Ratio 1.099 0.241 0.089 - - - HCM Control Delay (s) 149.6 14.2 9.2 - - - HCM Lane LOS F B A - - - HCM 95th %tile Q(veh) 9.8 0.9 0.3 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC 14: N 27th Ave & Catamount St 05/03/2023 PM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years Synchro 11 Report Page 3 Intersection Int Delay, s/veh 16.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 102 120 22 130 20 105 200 11 22 235 31 Future Vol, veh/h 17 102 120 22 130 20 105 200 11 22 235 31 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 29 0 0 0 0 15 0 2 0 0 0 0 Mvmt Flow 18 111 130 24 141 22 114 217 12 24 255 34 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 853 777 272 892 788 223 289 0 0 229 0 0 Stage 1 320 320 - 451 451 - - - - - - - Stage 2 533 457 - 441 337 - - - - - - - Critical Hdwy 7.39 6.5 6.2 7.1 6.5 6.35 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.39 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.39 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.761 4 3.3 3.5 4 3.435 2.2 - - 2.2 - - Pot Cap-1 Maneuver 251 330 772 265 326 785 1284 - - 1351 - - Stage 1 638 656 - 592 574 - - - - - - - Stage 2 485 571 - 599 645 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 137 290 772 141 287 785 1284 - - 1351 - - Mov Cap-2 Maneuver 137 290 - 141 287 - - - - - - - Stage 1 573 642 - 532 515 - - - - - - - Stage 2 307 513 - 403 631 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 32.8 43.3 2.7 0.6 HCM LOS D E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1284 - - 379 271 1351 - - HCM Lane V/C Ratio 0.089 - - 0.685 0.69 0.018 - - HCM Control Delay (s) 8.1 0 - 32.8 43.3 7.7 0 - HCM Lane LOS A A - D E A A - HCM 95th %tile Q(veh) 0.3 - - 4.9 4.6 0.1 - - HCM 2010 TWSC 16: E Valley Center Rd & Catamount St 05/03/2023 PM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years Synchro 11 Report Page 5 Intersection Int Delay, s/veh 12.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 12 200 16 5 3 227 529 35 19 716 34 Future Vol, veh/h 31 12 200 16 5 3 227 529 35 19 716 34 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 - - 65 - - - 290 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 2 0 0 2 0 Mvmt Flow 34 13 217 17 5 3 247 575 38 21 778 37 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1623 1946 408 1526 1945 307 815 0 0 613 0 0 Stage 1 839 839 - 1088 1088 - - - - - - - Stage 2 784 1107 - 438 857 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 70 66 598 82 66 695 821 - - 976 - - Stage 1 331 384 - 234 294 - - - - - - - Stage 2 357 288 - 573 377 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 48 45 598 31 45 695 821 - - 976 - - Mov Cap-2 Maneuver 48 45 - 31 45 - - - - - - - Stage 1 231 376 - 164 206 - - - - - - - Stage 2 242 201 - 344 369 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 58.8 214.2 3.2 0.2 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 821 - - 47 598 38 976 - - HCM Lane V/C Ratio 0.301 - - 0.994 0.364 0.686 0.021 - - HCM Control Delay (s) 11.3 - - 265.5 14.4 214.2 8.8 - - HCM Lane LOS B - - F B F A - - HCM 95th %tile Q(veh) 1.3 - - 4.2 1.7 2.5 0.1 - - HCM 2010 TWSC 17: Wellness Way & N 27th Ave 05/03/2023 PM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years Synchro 11 Report Page 6 Intersection Int Delay, s/veh 5.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 113 0 38 14 0 54 35 128 14 35 72 64 Future Vol, veh/h 113 0 38 14 0 54 35 128 14 35 72 64 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 - 75 - - - 25 - - 25 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 10 0 Mvmt Flow 123 0 41 15 0 59 38 139 15 38 78 70 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 441 - 113 433 447 147 148 0 0 154 0 0 Stage 1 189 - - 223 223 - - - - - - - Stage 2 252 - - 210 224 - - - - - - - Critical Hdwy 7.1 - 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 - - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 - - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 - 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 530 0 945 537 509 905 1446 - - 1439 - - Stage 1 817 0 - 784 723 - - - - - - - Stage 2 757 0 - 797 722 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 476 - 945 493 483 905 1446 - - 1439 - - Mov Cap-2 Maneuver 476 - - 493 483 - - - - - - - Stage 1 796 - - 764 704 - - - - - - - Stage 2 689 - - 742 703 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.6 10.2 1.5 1.5 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1446 - - 476 945 772 1439 - - HCM Lane V/C Ratio 0.026 - - 0.258 0.044 0.096 0.026 - - HCM Control Delay (s) 7.6 - - 15.2 9 10.2 7.6 - - HCM Lane LOS A - - C A B A - - HCM 95th %tile Q(veh) 0.1 - - 1 0.1 0.3 0.1 - - HCM 2010 TWSC 20: Honor Ln & E Valley Center Rd 05/03/2023 PM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years Synchro 11 Report Page 7 Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 4 157 13 0 16 73 488 19 5 581 19 Future Vol, veh/h 32 4 157 13 0 16 73 488 19 5 581 19 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 - - 110 - - - 260 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 2 5 0 2 0 Mvmt Flow 35 4 171 14 0 17 79 530 21 5 632 21 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1076 1362 327 1027 1362 276 653 0 0 551 0 0 Stage 1 653 653 - 699 699 - - - - - - - Stage 2 423 709 - 328 663 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 176 149 675 191 149 727 943 - - 1029 - - Stage 1 427 467 - 401 445 - - - - - - - Stage 2 585 440 - 664 462 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 160 136 675 130 136 727 943 - - 1029 - - Mov Cap-2 Maneuver 160 136 - 130 136 - - - - - - - Stage 1 391 465 - 367 408 - - - - - - - Stage 2 523 403 - 489 460 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.4 22.4 1.2 0.1 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 943 - - 157 675 238 1029 - - HCM Lane V/C Ratio 0.084 - - 0.249 0.253 0.132 0.005 - - HCM Control Delay (s) 9.2 - - 35.4 12.1 22.4 8.5 - - HCM Lane LOS A - - E B C A - - HCM 95th %tile Q(veh) 0.3 - - 0.9 1 0.5 0 - - HCM 2010 TWSC 28: N 27th Ave & Honor Ln 05/03/2023 PM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years Synchro 11 Report Page 9 Intersection Int Delay, s/veh 5.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 47 96 43 23 11 47 166 16 5 119 0 Future Vol, veh/h 0 47 96 43 23 11 47 166 16 5 119 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 - - - - - - - - - 25 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 2 0 0 2 0 Mvmt Flow 0 51 104 47 25 12 51 180 17 5 129 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 448 438 129 508 430 189 129 0 0 197 0 0 Stage 1 139 139 - 291 291 - - - - - - - Stage 2 309 299 - 217 139 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 524 515 926 479 521 858 1469 - - 1388 - - Stage 1 869 785 - 721 675 - - - - - - - Stage 2 705 670 - 790 785 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 481 493 926 379 499 858 1469 - - 1388 - - Mov Cap-2 Maneuver 481 493 - 379 499 - - - - - - - Stage 1 835 782 - 693 649 - - - - - - - Stage 2 642 644 - 653 782 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.4 14.9 1.5 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1469 - - 719 447 1388 - - HCM Lane V/C Ratio 0.035 - - 0.216 0.187 0.004 - - HCM Control Delay (s) 7.5 0 - 11.4 14.9 7.6 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q(veh) 0.1 - - 0.8 0.7 0 - - APPENDIX F AUXILIARY TURN LANE WARRANT WORKSHEETS AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM EB Right-Turn Lane NO NO YES YES EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NO NO NB Right-Turn Lane NO NO NO NO NO NO NO NO NB Left-Turn Lane NO NO NO NO SB Right-Turn Lane NO NO NO NO NO NO NO NO SB Left-Turn Lane NO NO NO NO EB Right-Turn Lane NO NO YES YES EB Left-Turn Lane NO NO WB Right-Turn Lane NO NO WB Left-Turn Lane NO NO NB Right-Turn Lane NO NO NO NO NO NO NO NO NO NO NB Left-Turn Lane NO NO NO NO SB Right-Turn Lane NO NO NO NO NO NO NO NO SB Left-Turn Lane NO NO NO NO EB Right-Turn Lane YES YES EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NB Right-Turn Lane NO NO NO NO NO NO NO NO NO NO NB Left-Turn Lane YES YES NO NO SB Right-Turn Lane NO NO YES NO NO NO NO NO NO NO SB Left-Turn Lane NO NO 2037 Catamount Street & E Valley Center Rd 2027 2022 N 27th Ave & E Valley Center Rd N 27th Ave & Honor Ln N 27th Ave & Cattail Street N 27th Ave & Catamount Street Davis Lane & Catamount StreetTURN LANE WARRANTS Davis Lane & E Valley Center Rd Honor Lane & E Valley Center Rd N 27th Ave & Wellness Way Honor Ln & Site Access Existing Traffic Volumes (2022) - Right-Turn Lanes at Unsignalized Intersections on 2-Lane HighwaysApproach TimeTotal DHV(veh/hr)Right-Turn Volume During DHV(veh/hr, one direction)Required Right-Turn Volume for Warranted LaneWarranted Right-Turn Lane? (Y/N)Speed Limit at Approach AdjustmentAM weekday 269 16 84 N 50 0PM weekday2822982N500AM weekday 31 3 116 N 25 0PM weekday 81 0 109 N 25 0AM weekday 32 4 116 N 25 0PM weekday403115N250AM weekday 31 6 116 N 25 0PM weekday 104 7 106 N 25 0AM weekday 23 1 117 N 25 0PM weekday7815110N250AM weekday 77 8 110 N 25 0PM weekday9719107N250AM weekday 200 54 113 N 35 20PM weekday26066105N3520AM weekday 388 96 68 Y 60 0PM weekday37512970Y600Existing Traffic Volumes (2022) - Right-Turn Lanes at Unsignalized Intersections on 4-Lane HighwaysApproach TimeTotal DHV(veh/hr)Right-Turn Volume During DHV(veh/hr, one direction)Required Right-Turn Volume for Warranted LaneWarranted Right-Turn Lane? (Y/N)Speed Limit at Approach AdjustmentAM weekday 155 6 90 N 45 0PM weekday 248 14 90 N 45 0AM weekday 257 6 90 N 45 0PM weekday260090N450Davis & Catamount NBHonor & Valley Center NBHonor & Valley Center SB27th & Valley Center EB27th & Wellness NB27th & Catamount NB27th & Catamount SB27th & Cattail SBDavis & Valley Center EB27th & Wellness SB Future Traffic Volumes (2027) - Right-Turn Lanes at Unsignalized Intersections on 2-Lane HighwaysApproach TimeTotal DHV(veh/hr)Right-Turn Volume During DHV(veh/hr, one direction)Required Right-Turn Volume for Warranted LaneWarranted Right-Turn Lane? (Y/N)Speed Limit at Approach AdjustmentAM weekday 324 41 77 N 50 0PM weekday3304776N500AM weekday 51 19 113 N 25 0PM weekday 111 14 105 N 25 0AM weekday 86 4 109 N 25 0PM weekday813109N250AM weekday 51 6 113 N 25 0PM weekday 128 8 103 N 25 0AM weekday 39 4 115 N 25 0PM weekday11021105N250AM weekday 94 12 107 N 25 0PM weekday12525103N250AM weekday 220 63 111 N 35 20PM weekday28475102N3520AM weekday 445 105 61 Y 60 0PM weekday42914263Y600AM weekday 87 38 108 N 25 0PM weekday11716104N250AM weekday 38 29 115 N 25 0PM weekday6223112N250Existing Traffic Volumes (2027) - Right-Turn Lanes at Unsignalized Intersections on 4-Lane HighwaysApproach TimeTotal DHV(veh/hr)Right-Turn Volume During DHV(veh/hr, one direction)Required Right-Turn Volume for Warranted LaneWarranted Right-Turn Lane? (Y/N)Speed Limit at Approach AdjustmentAM weekday 305 7 90 N 45 0PM weekday 346 15 90 N 45 0AM weekday 312 16 90 N 45 0PM weekday324390N450Honor & Valley Center NBHonor & Valley Center SBDavis & Catamount NBDavis & Valley Center EB27th & Honor NBHonor & Site WB27th & Cattail SB27th & Valley Center EB27th & Wellness NB27th & Wellness SB27th & Catamount NB27th & Catamount SB Future Traffic Volumes (2037) - Right-Turn Lanes at Unsignalized Intersections on 2-Lane HighwaysApproach TimeTotal DHV(veh/hr)Right-Turn Volume During DHV(veh/hr, one direction)Required Right-Turn Volume for Warranted LaneWarranted Right-Turn Lane? (Y/N)Speed Limit at Approach AdjustmentAM weekday 554 109 46 Y 50 0PM weekday5859342Y500AM weekday 84 20 109 N 25 0PM weekday 177 14 96 N 25 0AM weekday 230 118 109 Y 25 20PM weekday17164117N2520AM weekday 309 8 79 N 25 0PM weekday 316 11 78 N 25 0AM weekday 121 6 104 N 25 0PM weekday2883182N250AM weekday 221 38 91 N 25 0PM weekday 229 16 89 N 25 0AM weekday 89 0 108 N 25 0PM weekday1240103N250Future Traffic Volumes (2037) - Right-Turn Lanes at Unsignalized Intersections on 4-Lane HighwaysApproach TimeTotal DHV(veh/hr)Right-Turn Volume During DHV(veh/hr, one direction)Required Right-Turn Volume for Warranted LaneWarranted Right-Turn Lane? (Y/N)Speed Limit at Approach AdjustmentAM weekday 613 8 82 N 45 0PM weekday 580 19 84 N 45 0AM weekday 502 17 90 N 45 0PM weekday6051983N450AM weekday 723 4 74 N 45 0PM weekday 791 35 69 N 45 0AM weekday 581 9 84 N 45 0PM weekday7693471N450Catamount & Valley Center NBCatamount & Valley Center SB27th & Honor SBHonor & Valley Center NBHonor & Valley Center SB27th & Valley Center EB27th & Wellness NB27th & Wellness SB27th & Catamount NB27th & Catamount SB27th & Honor NB Guidelines for Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (Figure 28.4A)Existing (2022)Future (2027)Future (2037)Guidelines for Right-Turn Lanes at Unsignalized Intersections on 4-Lane Highways (Figure 28.4B)Existing (2022)Future (2027)Future (2037) Existing Traffic Volumes (2022) - Left-Turn Lanes at Unsignalized Intersections on 2-Lane HighwaysApproach TimeVa = Total advancing traffic volumeVal = Total left-turn volume in advancing trafficPercent left-turns in VaVo = Total opposing traffic volumeWarranted Left-Turn Lane? (Y/N)Speed Limit at ApproachAM weekday 31 5 16.1% 23 N 25PM weekday 104 29 27.9% 78 N 25AM weekday 23 2 8.7% 31 N 25PM weekday781114.1%104N25AM weekday 58 26 44.8% 77 N 25PM weekday21311554.0%97N25AM weekday 117 3 2.6% 200 N 35PM weekday15874.4%260N35AM weekday 85 12 14.1% 388 N 60PM weekday309154.9%375N60Davis & Valley Center WB27th & Catamount NB27th & Catamount SB27th & Cattail NBDavis & Catamount SB Future Traffic Volumes (2027) - Left-Turn Lanes at Unsignalized Intersections on 2-Lane HighwaysApproach TimeVa = Total advancing traffic volumeVal = Total left-turn volume in advancing trafficPercent left-turns in VaVo = Total opposing traffic volumeWarranted Left-Turn Lane? (Y/N)Speed Limit at ApproachAM weekday 52 5 9.6% 39 N 25PM weekday 128 31 24.2% 110 N 25AM weekday 39 2 5.1% 52 N 25PM weekday1101210.9%128N25AM weekday 76 28 36.8% 94 N 25PM weekday24212451.2%125N25AM weekday 126 3 2.4% 220 N 35PM weekday17184.7%284N35AM weekday 103 13 12.6% 445 N 60PM weekday361164.4%429N60AM weekday 47 8 17.0% 38 N 25PM weekday19631.6%62N2527th & Catamount NB27th & Catamount SB27th & Cattail NBDavis & CatamountDavis & Valley Center WBHonor & Site EB Future Traffic Volumes (2037) - Left-Turn Lanes at Unsignalized Intersections on 2-Lane HighwaysApproach TimeVa = Total advancing traffic volumeVal = Total left-turn volume in advancing trafficPercent left-turns in VaVo = Total opposing traffic volumeWarranted Left-Turn Lane? (Y/N)Speed Limit at ApproachAM weekday 309 104 33.7% 121 Y 25PM weekday 316 105 33.2% 288 Y 25AM weekday 121 7 5.8% 309 N 25PM weekday288227.6%316N25AM weekday 221 101 45.7% 89 N 25PM weekday2294720.5%124N2527th & Catamount NB27th & Catamount SB27th & Honor NB Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (45MPH) (Figure 28.4F)Existing (2022)Future (2027)Future (2037) Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (60MPH) (Figure 28.4c)Existing (2022)Future (2027) APPENDIX G MULTI-WAY STOP CONTROL WARRANT WORKSHEETS Sanderson Stewart 5/3/2023 20138.01 Eastlake Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case:Future (2037) Hour Begin NB SB EB WB 0:00 5 8 3 10 13 13 1:00 5 4 5 4 9 9 2:00 0 4 0 2 4 2 3:00 0 8 11 0 8 11 4:00 5 8 5 2 13 7 5:00 14 4 50 8 18 58 6:00 88 97 156 22 185 178 7:00 148 101 241 63 249 304 8:00 171 186 230 92 357 322 9:00 148 215 127 31 363 158 10:00 162 162 143 76 324 219 11:00 231 170 106 74 401 180 12:00 278 138 101 133 416 234 13:00 361 251 138 84 612 222 14:00 380 247 156 102 627 258 15:00 394 267 177 121 661 298 16:00 426 267 164 151 693 315 17:00 486 320 177 204 806 381 18:00 329 69 138 112 398 250 19:00 157 53 87 114 210 201 20:00 106 16 26 88 122 114 21:00 88 12 21 53 100 74 22:00 42 12 16 41 54 57 23:00 19 12 16 35 31 51 TOTAL 4043 2631 2294 1622 6674 3916 B Condition B - 5 or more crashes in 12 months that are susceptible to correction No (1 crash) C.1 & C.2 Condition C.1 & C.2 - Minimum Vehicular Volume (85th Percentile Speed<40mph): Yes (9 hrs) Minor Street Average Delay of at least 30 seconds per vehicle?Yes (43.3 s/veh) D Combination of Conditions B, C.1, & C.2 (80% Values): 4 or more crashes in 12 months No (1 crash) Major Street Total > 240 and Minor Street Total > 160 for 8 hours?Yes (11 hrs) Minor Street Average Delay of at least 24 seconds per vehicle?Yes (43.3 s/veh) Multi-Way Stop Control Warrant Satisfied?Yes Major Street Total > 300 and Minor Street Total > 200 for 8 hours? Minor Street Total (Both Aproaches) Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Multi-Way Stop Application General Information Agency/Company: Date: Project Number: APPENDIX H SIGNAL WARRANT WORKSHEETS Existing Volumes (2022) Future Volumes (2027) x x --*x --* x x x x  x x  x  x x -- x x x -- -- -- -- -- -- x x x x x x x x x x x x x x x x  -- -- -- -- -- -- Yes   No x x x x *Eight-Hour Vehicular Volume warrant was not evaluated, as 4 total hours of traffic volume data was collected during the AM and PM peak periods 8. Roadway Network N 27th Avenue & E Valley Center Road Signals Warranted 1. Eight-Hour Vehicular Volume 2. Four-Hour Vehicular Volume 3. Peak Hour 4. Pedestrian Volume 5. School Crossing 6. Coordinated Signal System 7. Crash History 9. Intersection Near a Grade Crossing N 27th Avenue & E Valley Center Road Catamount Street & North 27th Avenue Catamount Street & E Valley Center Road N 27th Avenue & E Valley Center Road TRAFFIC SIGNAL WARRANTS Honor Lane & E Valley Center Road Future Volumes (2037) Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Honor Ln (2 lanes) Analysis Year/Case: Future (2037) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 0 0 0 0 0 0 7:00 502 459 45 22 961 45 8:00 609 469 50 11 1078 50 9:00 0 0 0 0 0 0 10:00 0 0 0 0 0 0 11:00 0 0 0 0 0 0 12:00 0 0 0 0 0 0 13:00 0 0 0 0 0 0 14:00 0 0 0 0 0 0 15:00 0 0 0 0 0 0 16:00 552 526 116 25 1078 116 17:00 573 614 206 30 1187 206 18:00 0 0 0 0 0 0 19:00 0 0 0 0 0 0 20:00 0 0 0 0 0 0 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 2236 2068 417 88 4304 417 Condition A - Minimum Vehicular Volume (70% Columns): No (1 hrs) Condition B - Interruption of Continuous Traffic (70% Columns): No (2 hrs) Combination of Conditions A & B (56% Columns): No (2 hrs) No (2 hrs) Warrant 1 Satisfied?N/A Major Street Total > 420 and Higher Minor Street Total > 140 for 8 hours? Major Street Total > 630 and Higher Minor Street Total > 70 for 8 hours? Major Street Total > 336 and Higher Minor Street Total > 112 for 8 hours? Major Street Total > 504 and Higher Minor Street Total > 56 for 8 hours? Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Honor Ln (2 lanes) Analysis Year/Case: Future (2037) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 0 0 0 0 0 0 7:00 502 459 45 22 961 45 8:00 609 469 50 11 1078 50 9:00 0 0 0 0 0 0 10:00 0 0 0 0 0 0 11:00 0 0 0 0 0 0 12:00 0 0 0 0 0 0 13:00 0 0 0 0 0 0 14:00 0 0 0 0 0 0 15:00 0 0 0 0 0 0 16:00 552 526 116 25 1078 116 17:00 573 614 206 30 1187 206 18:00 0 0 0 0 0 0 19:00 0 0 0 0 0 0 20:00 0 0 0 0 0 0 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 2236 2068 417 88 4304 417 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (2 hrs) Warrant 2 Satisfied?No Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Honor Ln (2 lanes) Analysis Year/Case: Future (2037) Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?No (0.88) High minor approach volume > 150 for peak hour?Yes (193) Total entering volume > 800 for peak hour?Yes (1407) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?Yes Warrant 3 Satisfied?Yes Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.21 Total Volume of Major Approaches (vehs) 1115 High Minor Approach Volume (vehs) 23 Total Volume of Major Approaches (vehs) 1190 High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) 1407 193 1185 0.88 4:45 - 5:45 PM Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Honor Ln (2 lanes) Analysis Year/Case: Future (2037) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?No Is Condition B criterion met for 56% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Honor Ln (2 lanes) Analysis Year/Case: Future (2037) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanesN/A over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A General Information Agency/Company: Date: Project Number: Project Description: Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Sanderson Stewart 11/11/2022 20138.01 Eastlake City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Existing (2022) Hour Begin NB SB EB WB 0:00 1 0 15 4 19 1 1:00 0 0 2 1 3 0 2:00 0 0 4 2 6 0 3:00 0 0 7 1 8 0 4:00 0 0 11 12 23 0 5:00 7 0 47 27 74 7 6:00 17 0 113 68 181 17 7:00 23 0 239 119 358 23 8:00 21 0 256 136 392 21 9:00 15 0 221 104 325 15 10:00 32 0 199 137 336 32 11:00 49 0 241 123 364 49 12:00 59 0 257 181 438 59 13:00 51 0 230 194 424 51 14:00 63 0 235 178 413 63 15:00 76 0 247 172 419 76 16:00 92 0 259 229 488 92 17:00 68 0 286 241 527 68 18:00 54 0 230 142 372 54 19:00 36 0 113 115 228 36 20:00 14 0 67 87 154 14 21:00 8 0 34 52 86 8 22:00 2 0 23 26 49 2 23:00 2 0 5 17 22 2 TOTAL 690 0 3341 2368 5709 690 Condition A - Minimum Vehicular Volume (70% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (70% Columns): No 0 Combination of Conditions A & B (56% Columns): No 0 No 3 Warrant 1 Satisfied?No Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Major Street Total (Both Approaches) Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total > 350 and Higher Minor Street Total > 140 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 70 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 112 for 8 hours? Major Street Total > 420 and Higher Minor Street Total > 56 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 11/11/2022 20138.01 Eastlake City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2027) Hour Begin NB SB EB WB 0:00 2 0 18 5 23 2 1:00 0 0 2 1 3 0 2:00 0 0 5 3 8 0 3:00 0 0 8 1 9 0 4:00 0 0 13 15 28 0 5:00 14 0 56 34 90 14 6:00 33 0 134 85 219 33 7:00 45 0 284 149 433 45 8:00 41 0 304 171 475 41 9:00 29 0 262 130 392 29 10:00 62 0 236 172 408 62 11:00 95 0 286 154 440 95 12:00 115 0 305 227 532 115 13:00 99 0 273 243 516 99 14:00 123 0 279 223 502 123 15:00 148 0 293 216 509 148 16:00 179 0 307 287 594 179 17:00 132 0 339 302 641 132 18:00 105 0 273 178 451 105 19:00 70 0 134 144 278 70 20:00 27 0 80 109 189 27 21:00 16 0 40 65 105 16 22:00 4 0 27 33 60 4 23:00 4 0 6 21 27 4 TOTAL 1343 0 3964 2968 6932 1343 Condition A - Minimum Vehicular Volume (70% Columns): Hrs No 2 Condition B - Interruption of Continuous Traffic (70% Columns): No 3 Combination of Conditions A & B (56% Columns): No 5 Yes 8 Warrant 1 Satisfied?No Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Major Street Total > 350 and Higher Minor Street Total > 140 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 70 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 112 for 8 hours? Major Street Total > 420 and Higher Minor Street Total > 56 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) Hour Begin NB SB EB WB 0:00 4 0 31 10 41 4 1:00 0 0 4 2 6 0 2:00 0 0 8 5 13 0 3:00 0 0 14 2 16 0 4:00 0 0 23 30 53 0 5:00 29 0 97 67 164 29 6:00 70 0 234 170 404 70 7:00 94 0 494 297 791 94 8:00 86 0 529 339 868 86 9:00 61 0 457 259 716 61 10:00 131 0 411 342 753 131 11:00 201 0 498 307 805 201 12:00 242 0 531 452 983 242 13:00 209 0 475 484 959 209 14:00 258 0 486 444 930 258 15:00 311 0 511 429 940 311 16:00 377 0 535 571 1106 377 17:00 278 0 591 601 1192 278 18:00 221 0 475 354 829 221 19:00 147 0 234 287 521 147 20:00 57 0 138 217 355 57 21:00 33 0 70 130 200 33 22:00 8 0 48 65 113 8 23:00 8 0 10 42 52 8 TOTAL 2825 0 6904 5906 12810 2825 Condition A - Minimum Vehicular Volume (70% Columns): Hrs Yes 9 Condition B - Interruption of Continuous Traffic (70% Columns): Yes 11 Combination of Conditions A & B (56% Columns): Yes 10 Yes 13 Warrant 1 Satisfied?Yes Major Street Total > 420 and Higher Minor Street Total > 56 for 8 hours? Higher Volume Minor Approach Major Street Total > 350 and Higher Minor Street Total > 140 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 70 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 112 for 8 hours? Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 11/11/2022 20138.01 Eastlake City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Existing (2022) Hour Begin NB SB EB WB 0:00 1 0 15 4 19 1 1:00 0 0 2 1 3 0 2:00 0 0 4 2 6 0 3:00 0 0 7 1 8 0 4:00 0 0 11 12 23 0 5:00 7 0 47 27 74 7 6:00 17 0 113 68 181 17 7:00 23 0 239 119 358 23 8:00 21 0 256 136 392 21 9:00 15 0 221 104 325 15 10:00 32 0 199 137 336 32 11:00 49 0 241 123 364 49 12:00 59 0 257 181 438 59 13:00 51 0 230 194 424 51 14:00 63 0 235 178 413 63 15:00 76 0 247 172 419 76 16:00 92 0 259 229 488 92 17:00 68 0 286 241 527 68 18:00 54 0 230 142 372 54 19:00 36 0 113 115 228 36 20:00 14 0 67 87 154 14 21:00 8 0 34 52 86 8 22:00 2 0 23 26 49 2 23:00 2 0 5 17 22 2 TOTAL 690 0 3341 2368 5709 690 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 11/11/2022 20138.01 Eastlake City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2027) Hour Begin NB SB EB WB 0:00 2 0 18 5 23 2 1:00 0 0 2 1 3 0 2:00 0 0 5 3 8 0 3:00 0 0 8 1 9 0 4:00 0 0 13 15 28 0 5:00 14 0 56 34 90 14 6:00 33 0 134 85 219 33 7:00 45 0 284 149 433 45 8:00 41 0 304 171 475 41 9:00 29 0 262 130 392 29 10:00 62 0 236 172 408 62 11:00 95 0 286 154 440 95 12:00 115 0 305 227 532 115 13:00 99 0 273 243 516 99 14:00 123 0 279 223 502 123 15:00 148 0 293 216 509 148 16:00 179 0 307 287 594 179 17:00 132 0 339 302 641 132 18:00 105 0 273 178 451 105 19:00 70 0 134 144 278 70 20:00 27 0 80 109 189 27 21:00 16 0 40 65 105 16 22:00 4 0 27 33 60 4 23:00 4 0 6 21 27 4 TOTAL 1343 0 3964 2968 6932 1343 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (2 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) Hour Begin NB SB EB WB 0:00 4 0 31 10 41 4 1:00 0 0 4 2 6 0 2:00 0 0 8 5 13 0 3:00 0 0 14 2 16 0 4:00 0 0 23 30 53 0 5:00 29 0 97 67 164 29 6:00 70 0 234 170 404 70 7:00 94 0 494 297 791 94 8:00 86 0 529 339 868 86 9:00 61 0 457 259 716 61 10:00 131 0 411 342 753 131 11:00 201 0 498 307 805 201 12:00 242 0 531 452 983 242 13:00 209 0 475 484 959 209 14:00 258 0 486 444 930 258 15:00 311 0 511 429 940 311 16:00 377 0 535 571 1106 377 17:00 278 0 591 601 1192 278 18:00 221 0 475 354 829 221 19:00 147 0 234 287 521 147 20:00 57 0 138 217 355 57 21:00 33 0 70 130 200 33 22:00 8 0 48 65 113 8 23:00 8 0 10 42 52 8 TOTAL 2825 0 6904 5906 12810 2825 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?Yes (11 hrs) Warrant 2 Satisfied?Yes Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 11/11/2022 20138.01 Eastlake City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Existing (2022) Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?No (0.32) High minor approach volume > 150 for peak hour?No (80) Total entering volume > 650 for peak hour?No (607) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (70% thresholds)?No Warrant 3 Satisfied?No High Minor Approach Volume (vehs) 80 Total Entering Volume (vehs) 607 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.32 Total Volume of Major Approaches (vehs) 527 Total Volume of Major Approaches (vehs) 410 High Minor Approach Volume (vehs) 16 Total Entering Volume (vehs) 426 AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.05 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 11/11/2022 20138.01 Eastlake City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2027) Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?No (0.62) High minor approach volume > 150 for peak hour?No (144) Total entering volume > 650 for peak hour?Yes (771) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No 771 144 627 0.62 4:45 - 5:45 PM High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) Total Volume of Major Approaches (vehs) 511 High Minor Approach Volume (vehs) 43 Total Volume of Major Approaches (vehs) 554 AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.14 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?Yes (7.97) High minor approach volume > 150 for peak hour?Yes (295) Total entering volume > 650 for peak hour?Yes (1400) Category A warrant satisfied?Yes Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?Yes Warrant 3 Satisfied?Yes Total Volume of Major Approaches (vehs) 1105 High Minor Approach Volume (vehs) 295 Total Entering Volume (vehs) 1400 Total Entering Volume (vehs) 1095 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 7.97 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.60 Total Volume of Major Approaches (vehs) 997 High Minor Approach Volume (vehs) 98 Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 11/11/2022 20138.01 Eastlake City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2027) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 23 0 1:00 3 0 2:00 8 0 3:00 9 0 4:00 28 0 5:00 90 0 6:00 219 0 7:00 433 0 8:00 475 0 9:00 392 0 10:00 408 0 11:00 440 0 12:00 532 0 13:00 516 0 14:00 502 0 15:00 509 0 16:00 594 0 17:00 641 0 18:00 451 0 19:00 278 0 For each of any 4 hours of an average day, do the plotted points representing 20:00 189 0 representing the vehicles per hour on the major street and the corresponding 21:00 105 0 pedestrians per hour crossing the major street fall above the curve in 22:00 60 0 Figure 4C-5?No 23:00 27 0 TOTAL 6,932 0 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 11/11/2022 20138.01 Eastlake City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Existing (2022) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?No Is Condition B criterion met for 56% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 11/11/2022 20138.01 Eastlake City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2027) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?No Is Condition B criterion met for 56% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?Yes Is Condition B criterion met for 56% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Sanderson Stewart 11/11/2022 20138.01 Eastlake City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Existing (2022) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Sanderson Stewart 11/11/2022 20138.01 Eastlake City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2027) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?Yes This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) Hour Begin NB SB EB WB 0:00 5 8 3 10 13 10 1:00 5 4 5 4 9 5 2:00 0 4 0 2 4 2 3:00 0 8 11 0 8 11 4:00 5 8 5 2 13 5 5:00 14 4 50 8 18 50 6:00 88 97 156 22 185 156 7:00 148 101 241 63 249 241 8:00 171 186 230 92 357 230 9:00 148 215 127 31 363 127 10:00 162 162 143 76 324 143 11:00 231 170 106 74 401 106 12:00 278 138 101 133 416 133 13:00 361 251 138 84 612 138 14:00 380 247 156 102 627 156 15:00 394 267 177 121 661 177 16:00 426 267 164 151 693 164 17:00 486 320 177 204 806 204 18:00 329 69 138 112 398 138 19:00 157 53 87 114 210 114 20:00 106 16 26 88 122 88 21:00 88 12 21 53 100 53 22:00 42 12 16 41 54 41 23:00 19 12 16 35 31 35 TOTAL 4043 2631 2294 1622 6674 2527 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 4 Condition B - Interruption of Continuous Traffic (100% Columns): No 1 Combination of Conditions A & B (80% Columns): No 6 No 5 Warrant 1 Satisfied?No Major Street Total >500 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 750 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) Hour Begin NB SB EB WB 0:00 5 8 3 10 13 10 1:00 5 4 5 4 9 5 2:00 0 4 0 2 4 2 3:00 0 8 11 0 8 11 4:00 5 8 5 2 13 5 5:00 14 4 50 8 18 50 6:00 88 97 156 22 185 156 7:00 148 101 241 63 249 241 8:00 171 186 230 92 357 230 9:00 148 215 127 31 363 127 10:00 162 162 143 76 324 143 11:00 231 170 106 74 401 106 12:00 278 138 101 133 416 133 13:00 361 251 138 84 612 138 14:00 380 247 156 102 627 156 15:00 394 267 177 121 661 177 16:00 426 267 164 151 693 164 17:00 486 320 177 204 806 204 18:00 329 69 138 112 398 138 19:00 157 53 87 114 210 114 20:00 106 16 26 88 122 88 21:00 88 12 21 53 100 53 22:00 42 12 16 41 54 41 23:00 19 12 16 35 31 35 TOTAL 4043 2631 2294 1622 6674 2527 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (1 hrs) Warrant 2 Satisfied?No Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (2.18) High minor approach volume > 100 for peak hour?Yes (239) Total entering volume > 800 for peak hour?Yes (1015) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 2.65 Total Volume of Major Approaches (vehs) 430 High Minor Approach Volume (vehs) 280 Total Volume of Major Approaches (vehs) 822 High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) 1015 239 604 2.18 4:45 - 5:45 PM Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 13 0 1:00 9 0 2:00 4 0 3:00 8 0 4:00 13 2 5:00 18 1 6:00 185 2 7:00 249 1 8:00 357 7 9:00 363 6 10:00 324 2 11:00 401 6 12:00 416 4 13:00 612 3 14:00 627 7 15:00 661 2 16:00 693 2 17:00 806 2 18:00 398 4 19:00 210 2 For each of any 4 hours of an average day, do the plotted points representing 20:00 122 1 representing the vehicles per hour on the major street and the corresponding 21:00 100 0 pedestrians per hour crossing the major street fall above the curve in 22:00 54 2 Figure 4C-5?No 23:00 31 0 TOTAL 6,674 56 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A General Information Agency/Company: Date: Project Number: Project Description: Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Future (2037) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 0 0 0 0 0 0 7:00 552 532 194 23 1084 194 8:00 695 489 149 12 1184 149 9:00 0 0 0 0 0 0 10:00 0 0 0 0 0 0 11:00 0 0 0 0 0 0 12:00 0 0 0 0 0 0 13:00 0 0 0 0 0 0 14:00 0 0 0 0 0 0 15:00 0 0 0 0 0 0 16:00 644 691 197 16 1335 197 17:00 755 702 243 32 1457 243 18:00 0 0 0 0 0 0 19:00 0 0 0 0 0 0 20:00 0 0 0 0 0 0 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 2646 2414 783 83 5060 783 Condition A - Minimum Vehicular Volume (70% Columns): No (4 hrs) Condition B - Interruption of Continuous Traffic (70% Columns): No (4 hrs) Combination of Conditions A & B (56% Columns): No (4 hrs) No (4 hrs) Warrant 1 Satisfied?N/A Major Street Total > 420 and Higher Minor Street Total > 140 for 8 hours? Major Street Total > 630 and Higher Minor Street Total > 70 for 8 hours? Major Street Total > 336 and Higher Minor Street Total > 112 for 8 hours? Major Street Total > 504 and Higher Minor Street Total > 56 for 8 hours? Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Future (2037) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 0 0 0 0 0 0 7:00 552 532 194 23 1084 194 8:00 695 489 149 12 1184 149 9:00 0 0 0 0 0 0 10:00 0 0 0 0 0 0 11:00 0 0 0 0 0 0 12:00 0 0 0 0 0 0 13:00 0 0 0 0 0 0 14:00 0 0 0 0 0 0 15:00 0 0 0 0 0 0 16:00 644 691 197 16 1335 197 17:00 755 702 243 32 1457 243 18:00 0 0 0 0 0 0 19:00 0 0 0 0 0 0 20:00 0 0 0 0 0 0 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 2646 2414 783 83 5060 783 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?Yes (4 hrs) Warrant 2 Satisfied?Yes Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Future (2037) Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?No (3.97) High minor approach volume > 150 for peak hour?Yes (243) Total entering volume > 800 for peak hour?Yes (1827) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?Yes Warrant 3 Satisfied?Yes Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.70 Total Volume of Major Approaches (vehs) 1304 High Minor Approach Volume (vehs) 192 Total Volume of Major Approaches (vehs) 1519 High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) 1827 243 1560 3.97 4:45 - 5:45 PM Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Future (2037) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 0 0 1:00 0 0 2:00 0 0 3:00 0 0 4:00 0 0 5:00 0 0 6:00 0 0 7:00 1084 0 8:00 1184 3 9:00 0 0 10:00 0 0 11:00 0 0 12:00 0 0 13:00 0 0 14:00 0 0 15:00 0 0 16:00 1335 2 17:00 1457 2 18:00 0 0 19:00 0 0 For each of any 4 hours of an average day, do the plotted points representing 20:00 0 0 representing the vehicles per hour on the major street and the corresponding 21:00 0 0 pedestrians per hour crossing the major street fall above the curve in 22:00 0 0 Figure 4C-5?No 23:00 0 0 TOTAL 5,060 7 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Future (2037) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 5/3/2023 20138.01 Eastlake City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Future (2037) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?Yes This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A General Information Agency/Company: Date: Project Number: Project Description: Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network APPENDIX I CAPACITY CALCULATIONS – FUTURE (2027) IMPROVEMENTS Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 50.1 D 8 71.7 E 5 NB 3.1 A 19 12.4 B 21 SB 16.7 B 14 14.3 B 14 Intersection 22.7 C --25.5 C -- EB 40.2 D 11 45.2 D 19 WB 58.7 E 1 77.9 E 1 NB 10.6 B 7 19.1 B 21 SB 1.7 A 19 21.1 C 18 Intersection 13.3 B --26.2 C -- EB 47.9 D 4 45.4 D 9 WB 48.7 D 2 55.5 E 3 NB 8.6 A 7 18.1 B 17 SB 0.9 A 5 1.5 A 26 Intersection 9.2 A --17.2 B -- Intersection Control EB 0.0 A 0 0.0 A 0 WB 1.1 A 0 0.4 A 0 NB 13.8 B 2 22.6 C 3 Intersection 3.4 A --5.0 A -- EB 6.2 A 5 6.1 A 4 WB 4.8 A 2 6.5 A 6 NB 10.5 B 3 11.6 B 4 Intersection 7.0 A --7.4 A -- Intersection Control Signalized, EB RT, NB LT/RT Lanes One-Way Stop Control (NB), EB RT, NB LT/RT Lanes Davis Lane & East Valley Center Road North 19th Avenue & Cattail Street Intersection Control Signalized, EB LT/Thru/RT Lanes North 19th Avenue & East Valley Center Road Davis Lane & East Valley Center Road Intersection Control Signalized, 2nd EB RT Lane Intersection Control Signalized, EB LT/Thru/RT Lanes Intersection Approach Future (2027) - Improvements AM Peak PM Peak North 19th Avenue & I-90 EB Ramps Queues 3: I-90 EB Ramp & N 19th Ave 11/14/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 1 Lane Group EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 53 749 601 313 96 560 v/c Ratio 0.20 0.85 0.57 0.31 0.20 0.46 Control Delay 38.8 25.1 16.3 3.2 6.8 10.2 Queue Delay 0.0 0.0 0.2 0.0 0.0 0.0 Total Delay 38.8 25.1 16.5 3.2 6.8 10.2 Queue Length 50th (ft) 35 115 339 23 18 161 Queue Length 95th (ft) 63 176 465 36 48 331 Internal Link Dist (ft) 520 556 867 Turn Bay Length (ft) 250 300 Base Capacity (vph) 524 1253 1056 1023 492 1218 Starvation Cap Reductn 0 0 78 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.60 0.61 0.31 0.20 0.46 Intersection Summary HCM 6th Signalized Intersection Summary 3: I-90 EB Ramp & N 19th Ave 11/14/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 47 2 689 0 0 0 0 553 288 88 515 0 Future Volume (veh/h) 47 2 689 0 0 0 0 553 288 88 515 0 Initial Q (Qb), veh 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 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1491 1750 1709 0 1695 1709 1736 1709 0 Adj Flow Rate, veh/h 51 2 749 0 601 313 96 560 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 19 0 3 0 4 3 1 3 0 Cap, veh/h 514 20 816 0 881 752 448 1001 0 Arrive On Green 0.32 0.32 0.32 0.00 1.00 1.00 0.04 0.59 0.00 Sat Flow, veh/h 1607 63 2549 0 1695 1448 1654 1709 0 Grp Volume(v), veh/h 53 0 749 0 601 313 96 560 0 Grp Sat Flow(s),veh/h/ln 1670 0 1275 0 1695 1448 1654 1709 0 Q Serve(g_s), s 2.7 0.0 33.9 0.0 0.0 0.0 3.1 24.2 0.0 Cycle Q Clear(g_c), s 2.7 0.0 33.9 0.0 0.0 0.0 3.1 24.2 0.0 Prop In Lane 0.96 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 535 0 816 0 881 752 448 1001 0 V/C Ratio(X) 0.10 0.00 0.92 0.00 0.68 0.42 0.21 0.56 0.00 Avail Cap(c_a), veh/h 621 0 947 0 881 752 476 1001 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.90 0.90 1.00 1.00 0.00 Uniform Delay (d), s/veh 28.6 0.0 39.3 0.0 0.0 0.0 11.4 15.3 0.0 Incr Delay (d2), s/veh 0.1 0.0 12.4 0.0 3.8 1.5 0.2 2.3 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 %ile BackOfQ(50%),veh/ln 1.1 0.0 11.8 0.0 0.9 0.3 1.1 9.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.7 0.0 51.7 0.0 3.8 1.5 11.6 17.6 0.0 LnGrp LOS C A D A A A B B A Approach Vol, veh/h 802 914 656 Approach Delay, s/veh 50.1 3.1 16.7 Approach LOS D A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.9 68.2 43.8 76.2 Change Period (Y+Rc), s 3.0 5.9 5.4 5.9 Max Green Setting (Gmax), s 7.0 54.1 44.6 64.1 Max Q Clear Time (g_c+I1), s 5.1 2.0 35.9 26.2 Green Ext Time (p_c), s 0.0 5.6 2.5 3.8 Intersection Summary HCM 6th Ctrl Delay 22.7 HCM 6th LOS C Queues 6: N 19th Ave & E Valley Center Rd 11/14/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 3 Lane Group EBL EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 298 297 2 14 129 620 12 966 283 v/c Ratio 0.70 0.51 0.02 0.23 0.51 0.32 0.16 0.60 0.24 Control Delay 46.9 25.7 55.0 39.7 59.8 12.9 59.5 29.8 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.9 25.7 55.0 39.7 59.8 12.9 59.5 29.8 1.8 Queue Length 50th (ft) 218 162 2 2 50 83 9 297 16 Queue Length 95th (ft) 257 181 11 25 83 168 m18 463 24 Internal Link Dist (ft) 190 1373 556 Turn Bay Length (ft) 250 150 230 320 325 Base Capacity (vph) 522 612 85 61 317 1959 75 1599 1241 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 0.57 0.49 0.02 0.23 0.41 0.32 0.16 0.60 0.23 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 6: N 19th Ave & E Valley Center Rd 11/14/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 274 0 273 2 3 10 119 568 3 11 889 260 Future Volume (veh/h) 274 0 273 2 3 10 119 568 3 11 889 260 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 1736 1750 1709 1750 1300 1068 1614 1709 1750 1750 1709 1682 Adj Flow Rate, veh/h 298 0 297 2 3 11 129 617 3 12 966 283 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 3 0 33 50 10 3 0 0 3 5 Cap, veh/h 413 460 466 106 10 37 176 1892 9 18 1644 990 Arrive On Green 0.19 0.00 0.26 0.04 0.04 0.04 0.12 1.00 1.00 0.02 1.00 1.00 Sat Flow, veh/h 1654 1750 1448 1099 244 895 2981 3314 16 1667 3247 1425 Grp Volume(v), veh/h 298 0 297 2 0 14 129 302 318 12 966 283 Grp Sat Flow(s),veh/h/ln 1654 1750 1448 1099 0 1139 1491 1624 1706 1667 1624 1425 Q Serve(g_s), s 19.9 0.0 21.0 0.2 0.0 1.4 5.0 0.0 0.0 0.9 0.0 0.0 Cycle Q Clear(g_c), s 19.9 0.0 21.0 0.2 0.0 1.4 5.0 0.0 0.0 0.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.79 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 413 460 466 106 0 47 176 927 974 18 1644 990 V/C Ratio(X) 0.72 0.00 0.64 0.02 0.00 0.30 0.73 0.33 0.33 0.66 0.59 0.29 Avail Cap(c_a), veh/h 584 633 609 109 0 51 323 927 974 56 1644 990 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.96 0.96 0.96 0.67 0.67 0.67 Uniform Delay (d), s/veh 41.6 0.0 34.7 55.2 0.0 55.8 52.0 0.0 0.0 58.5 0.0 0.0 Incr Delay (d2), s/veh 2.6 0.0 1.4 0.1 0.0 3.4 5.6 0.9 0.9 23.5 1.0 0.5 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 8.1 0.0 7.6 0.1 0.0 0.5 1.9 0.2 0.2 0.5 0.2 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.2 0.0 36.1 55.3 0.0 59.2 57.6 0.9 0.9 81.9 1.0 0.5 LnGrp LOS D A D E A E E A A F A A Approach Vol, veh/h 595 16 749 1261 Approach Delay, s/veh 40.2 58.7 10.6 1.7 Approach LOS D E B A Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.3 75.5 38.2 14.1 67.7 26.6 11.6 Change Period (Y+Rc), s 5.0 7.0 6.6 7.0 7.0 4.0 * 6.6 Max Green Setting (Gmax), s 4.0 54.0 43.4 13.0 43.0 35.0 * 5.4 Max Q Clear Time (g_c+I1), s 2.9 2.0 23.0 7.0 2.0 21.9 3.4 Green Ext Time (p_c), s 0.0 3.9 0.9 0.2 9.4 0.7 0.0 Intersection Summary HCM 6th Ctrl Delay 13.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 9: Cattail St & N 19th Ave 11/14/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 59 5 191 2 18 117 740 40 1154 26 v/c Ratio 0.38 0.05 0.50 0.01 0.22 0.32 0.29 0.07 0.48 0.02 Control Delay 53.7 51.0 13.7 42.5 32.6 4.7 6.0 2.4 5.2 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.7 51.0 13.7 42.5 32.6 4.7 6.0 2.4 5.2 0.0 Queue Length 50th (ft) 44 4 20 2 2 8 75 3 95 0 Queue Length 95th (ft) 79 17 83 9 26 33 154 m8 114 m0 Internal Link Dist (ft) 1624 371 960 1373 Turn Bay Length (ft) 150 150 70 400 170 160 Base Capacity (vph) 157 406 427 158 433 411 2511 548 2388 1234 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.01 0.45 0.01 0.04 0.28 0.29 0.07 0.48 0.02 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 9: Cattail St & N 19th Ave 11/14/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 54 5 176 2 3 14 108 678 3 37 1062 24 Future Volume (veh/h) 54 5 176 2 3 14 108 678 3 37 1062 24 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 1750 1204 1723 1750 1750 1463 1668 1709 1750 1641 1709 1695 Adj Flow Rate, veh/h 59 5 191 2 3 15 117 737 3 40 1154 26 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 40 2 0 0 21 6 3 0 8 3 4 Cap, veh/h 264 174 271 193 27 135 430 2232 9 505 2152 1011 Arrive On Green 0.04 0.14 0.14 0.00 0.11 0.11 0.04 0.67 0.67 0.06 1.00 1.00 Sat Flow, veh/h 1667 1204 1460 1667 254 1268 1589 3317 14 1563 3247 1437 Grp Volume(v), veh/h 59 5 191 2 0 18 117 361 379 40 1154 26 Grp Sat Flow(s),veh/h/ln 1667 1204 1460 1667 0 1522 1589 1624 1707 1563 1624 1437 Q Serve(g_s), s 3.7 0.4 14.7 0.1 0.0 1.3 2.8 11.2 11.2 1.0 0.0 0.0 Cycle Q Clear(g_c), s 3.7 0.4 14.7 0.1 0.0 1.3 2.8 11.2 11.2 1.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.83 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 264 174 271 193 0 162 430 1093 1149 505 2152 1011 V/C Ratio(X) 0.22 0.03 0.71 0.01 0.00 0.11 0.27 0.33 0.33 0.08 0.54 0.03 Avail Cap(c_a), veh/h 293 391 534 285 0 495 524 1093 1149 548 2152 1011 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.79 0.79 0.79 Uniform Delay (d), s/veh 43.5 44.1 45.8 47.7 0.0 48.5 5.6 8.2 8.2 6.0 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.1 3.4 0.0 0.0 0.3 0.3 0.8 0.8 0.1 0.8 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 1.6 0.1 5.6 0.1 0.0 0.5 0.9 3.8 3.9 0.3 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.0 44.2 49.2 47.7 0.0 48.8 6.0 9.1 9.0 6.1 0.8 0.0 LnGrp LOS D D D D A D A A A A A A Approach Vol, veh/h 255 20 857 1220 Approach Delay, s/veh 47.9 48.7 8.6 0.9 Approach LOS D D A A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.7 86.7 3.3 23.3 7.9 85.4 7.9 18.8 Change Period (Y+Rc), s 3.0 5.9 3.0 6.0 3.0 5.9 3.0 6.0 Max Green Setting (Gmax), s 7.0 49.1 7.0 39.0 12.0 44.1 7.0 39.0 Max Q Clear Time (g_c+I1), s 3.0 13.2 2.1 16.7 4.8 2.0 5.7 3.3 Green Ext Time (p_c), s 0.0 4.7 0.0 0.6 0.1 10.4 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 9.2 HCM 6th LOS A Queues 10: Davis Ln & E Valley Center Rd 11/14/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 7 Lane Group SET SER NWT NEL NER Lane Group Flow (vph) 370 114 112 151 32 v/c Ratio 0.37 0.13 0.12 0.38 0.09 Control Delay 8.2 2.3 6.6 14.7 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 8.2 2.3 6.6 14.7 5.7 Queue Length 50th (ft) 43 0 11 23 0 Queue Length 95th (ft) 107 17 34 63 13 Internal Link Dist (ft) 514 2806 3587 Turn Bay Length (ft) 250 100 Base Capacity (vph) 1499 1301 1385 818 727 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.25 0.09 0.08 0.18 0.04 Intersection Summary HCM 6th Signalized Intersection Summary 10: Davis Ln & E Valley Center Rd 11/14/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 8 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Volume (veh/h) 340 105 13 90 139 29 Future Volume (veh/h) 340 105 13 90 139 29 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 1723 1736 1641 1709 1750 1709 Adj Flow Rate, veh/h 370 114 14 98 151 32 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 1 8 3 0 3 Cap, veh/h 631 539 213 570 255 221 Arrive On Green 0.37 0.37 0.37 0.37 0.15 0.15 Sat Flow, veh/h 1723 1471 80 1558 1667 1448 Grp Volume(v), veh/h 370 114 112 0 151 32 Grp Sat Flow(s),veh/h/ln 1723 1471 1638 0 1667 1448 Q Serve(g_s), s 3.8 1.2 0.0 0.0 1.9 0.4 Cycle Q Clear(g_c), s 3.8 1.2 1.0 0.0 1.9 0.4 Prop In Lane 1.00 0.12 1.00 1.00 Lane Grp Cap(c), veh/h 631 539 783 0 255 221 V/C Ratio(X) 0.59 0.21 0.14 0.00 0.59 0.14 Avail Cap(c_a), veh/h 2501 2137 2454 0 1316 1144 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 5.6 4.8 4.7 0.0 8.7 8.1 Incr Delay (d2), s/veh 0.9 0.2 0.1 0.0 2.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.0 0.0 0.5 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 6.5 5.0 4.8 0.0 10.9 8.4 LnGrp LOS A A A A B A Approach Vol, veh/h 484 112 183 Approach Delay, s/veh 6.2 4.8 10.5 Approach LOS A A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 14.1 8.0 14.1 Change Period (Y+Rc), s 6.0 4.6 6.0 Max Green Setting (Gmax), s 32.0 17.4 32.0 Max Q Clear Time (g_c+I1), s 3.0 3.9 5.8 Green Ext Time (p_c), s 0.5 0.4 2.2 Intersection Summary HCM 6th Ctrl Delay 7.0 HCM 6th LOS A HCM 6th TWSC 10: Davis Ln & E Valley Center Rd 11/14/2022 AM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.4 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 340 105 13 90 139 29 Future Vol, veh/h 340 105 13 90 139 29 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 250 - - 0 100 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 1 8 3 0 3 Mvmt Flow 370 114 14 98 151 32 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 484 0 496 370 Stage 1 - - - - 370 - Stage 2 - - - - 126 - Critical Hdwy - - 4.18 - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.272 - 3.5 3.327 Pot Cap-1 Maneuver - - 1048 - 537 673 Stage 1 - - - - 703 - Stage 2 - - - - 905 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1048 - 529 673 Mov Cap-2 Maneuver - - - - 529 - Stage 1 - - - - 703 - Stage 2 - - - - 892 - Approach SE NW NE HCM Control Delay, s 0 1.1 13.8 HCM LOS B Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SER Capacity (veh/h) 529 673 1048 - - - HCM Lane V/C Ratio 0.286 0.047 0.013 - - - HCM Control Delay (s) 14.5 10.6 8.5 0 - - HCM Lane LOS B B A A - - HCM 95th %tile Q(veh) 1.2 0.1 0 - - - Queues 3: I-90 EB Ramp & N 19th Ave 11/14/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 1 Lane Group EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 44 555 1067 387 48 718 v/c Ratio 0.32 0.85 0.80 0.33 0.15 0.50 Control Delay 66.9 24.0 17.6 2.7 3.6 5.8 Queue Delay 0.0 0.0 0.6 0.2 0.0 0.0 Total Delay 66.9 24.0 18.3 2.9 3.6 5.8 Queue Length 50th (ft) 41 47 287 35 5 156 Queue Length 95th (ft) 77 116 #513 57 19 340 Internal Link Dist (ft) 520 556 867 Turn Bay Length (ft) 250 300 Base Capacity (vph) 392 1014 1337 1177 319 1429 Starvation Cap Reductn 0 0 69 255 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.55 0.84 0.42 0.15 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 3: I-90 EB Ramp & N 19th Ave 11/14/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 4 511 0 0 0 0 982 356 44 661 0 Future Volume (veh/h) 37 4 511 0 0 0 0 982 356 44 661 0 Initial Q (Qb), veh 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 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1559 1750 1709 0 1723 1709 1723 1723 0 Adj Flow Rate, veh/h 40 4 555 0 1067 387 48 718 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 14 0 3 0 2 3 2 2 0 Cap, veh/h 358 36 600 0 1104 928 330 1188 0 Arrive On Green 0.24 0.24 0.24 0.00 1.00 1.00 0.03 0.69 0.00 Sat Flow, veh/h 1522 152 2549 0 1723 1448 1641 1723 0 Grp Volume(v), veh/h 44 0 555 0 1067 387 48 718 0 Grp Sat Flow(s),veh/h/ln 1674 0 1275 0 1723 1448 1641 1723 0 Q Serve(g_s), s 3.1 0.0 31.9 0.0 0.0 0.0 1.4 33.3 0.0 Cycle Q Clear(g_c), s 3.1 0.0 31.9 0.0 0.0 0.0 1.4 33.3 0.0 Prop In Lane 0.91 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 394 0 600 0 1104 928 330 1188 0 V/C Ratio(X) 0.11 0.00 0.93 0.00 0.97 0.42 0.15 0.60 0.00 Avail Cap(c_a), veh/h 442 0 673 0 1104 928 359 1188 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.73 0.73 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.0 0.0 56.1 0.0 0.0 0.0 7.8 12.4 0.0 Incr Delay (d2), s/veh 0.1 0.0 17.7 0.0 16.5 1.0 0.2 2.3 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 %ile BackOfQ(50%),veh/ln 1.3 0.0 11.7 0.0 5.1 0.3 0.5 12.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.2 0.0 73.8 0.0 16.5 1.0 8.0 14.7 0.0 LnGrp LOS D A E A B A A B A Approach Vol, veh/h 599 1454 766 Approach Delay, s/veh 71.7 12.4 14.3 Approach LOS E B B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.3 102.0 40.7 109.3 Change Period (Y+Rc), s 3.0 5.9 5.4 5.9 Max Green Setting (Gmax), s 7.0 89.1 39.6 99.1 Max Q Clear Time (g_c+I1), s 3.4 2.0 33.9 35.3 Green Ext Time (p_c), s 0.0 15.2 1.4 5.6 Intersection Summary HCM 6th Ctrl Delay 25.5 HCM 6th LOS C Queues 6: N 19th Ave & E Valley Center Rd 11/14/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 3 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 463 4 324 4 25 297 971 17 754 463 v/c Ratio 0.78 0.01 0.41 0.06 0.10 0.77 0.57 0.25 0.61 0.39 Control Delay 49.0 25.0 18.4 71.5 0.9 67.8 24.0 75.6 42.5 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 Total Delay 49.0 25.0 18.4 71.5 0.9 67.8 24.0 75.6 42.5 5.7 Queue Length 50th (ft) 360 2 139 4 0 142 367 16 347 93 Queue Length 95th (ft) 475 10 202 18 0 #208 507 m32 433 159 Internal Link Dist (ft) 1455 190 1373 556 Turn Bay Length (ft) 250 150 230 320 325 Base Capacity (vph) 652 597 804 67 240 403 1722 69 1270 1220 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 268 Spillback Cap Reductn 3 0 0 0 5 0 7 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.71 0.01 0.40 0.06 0.11 0.74 0.57 0.25 0.59 0.49 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 6: N 19th Ave & E Valley Center Rd 11/14/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 426 4 298 4 0 23 273 886 7 16 694 426 Future Volume (veh/h) 426 4 298 4 0 23 273 886 7 16 694 426 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 1736 1409 1736 1750 1750 1750 1736 1723 1750 1750 1723 1723 Adj Flow Rate, veh/h 463 4 324 4 0 25 297 963 8 17 754 463 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 25 1 0 0 0 1 2 0 0 2 2 Cap, veh/h 538 482 658 84 0 49 336 1741 14 28 1360 1019 Arrive On Green 0.28 0.34 0.34 0.03 0.00 0.03 0.21 1.00 1.00 0.02 0.55 0.55 Sat Flow, veh/h 1654 1409 1471 1069 0 1483 3208 3327 28 1667 3273 1460 Grp Volume(v), veh/h 463 4 324 4 0 25 297 474 497 17 754 463 Grp Sat Flow(s),veh/h/ln 1654 1409 1471 1069 0 1483 1604 1637 1718 1667 1637 1460 Q Serve(g_s), s 39.1 0.3 23.4 0.5 0.0 2.5 13.5 0.0 0.0 1.5 22.3 19.0 Cycle Q Clear(g_c), s 39.1 0.3 23.4 0.5 0.0 2.5 13.5 0.0 0.0 1.5 22.3 19.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 1.00 Lane Grp Cap(c), veh/h 538 482 658 84 0 49 336 856 899 28 1360 1019 V/C Ratio(X) 0.86 0.01 0.49 0.05 0.00 0.51 0.88 0.55 0.55 0.60 0.55 0.45 Avail Cap(c_a), veh/h 678 595 776 86 0 53 385 856 899 56 1360 1019 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.83 0.83 0.83 0.71 0.71 0.71 Uniform Delay (d), s/veh 47.0 32.5 29.4 70.3 0.0 71.3 58.4 0.0 0.0 72.8 24.6 7.4 Incr Delay (d2), s/veh 9.0 0.0 0.6 0.2 0.0 7.8 16.4 2.1 2.0 13.8 1.2 1.0 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 17.0 0.1 8.5 0.2 0.0 1.1 5.6 0.5 0.5 0.7 7.9 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.0 32.5 30.0 70.6 0.0 79.1 74.8 2.1 2.0 86.6 25.8 8.5 LnGrp LOS E C C E A E E A A F C A Approach Vol, veh/h 791 29 1268 1234 Approach Delay, s/veh 45.2 77.9 19.1 20.1 Approach LOS D E B C Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.5 85.5 58.0 22.7 69.3 46.4 11.6 Change Period (Y+Rc), s 4.0 7.0 6.6 7.0 7.0 4.0 * 6.6 Max Green Setting (Gmax), s 5.0 64.0 63.4 18.0 48.0 55.0 * 5.4 Max Q Clear Time (g_c+I1), s 3.5 2.0 25.4 15.5 24.3 41.1 4.5 Green Ext Time (p_c), s 0.0 7.1 1.1 0.3 7.1 1.2 0.0 Intersection Summary HCM 6th Ctrl Delay 26.2 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 9: Cattail St & N 19th Ave 11/14/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 103 17 338 8 85 363 1292 23 1067 59 v/c Ratio 0.50 0.07 0.47 0.05 0.59 0.66 0.54 0.11 0.65 0.06 Control Delay 62.5 56.9 18.3 50.3 36.9 23.3 11.0 14.8 45.4 9.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.5 56.9 18.3 50.3 36.9 23.3 11.0 14.8 45.4 9.7 Queue Length 50th (ft) 91 15 127 7 16 151 290 8 397 1 Queue Length 95th (ft) 145 40 214 22 72 278 410 m25 632 m33 Internal Link Dist (ft) 1624 371 960 1373 Turn Bay Length (ft) 150 150 70 400 170 160 Base Capacity (vph) 211 630 713 153 529 553 2385 219 1634 948 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.03 0.47 0.05 0.16 0.66 0.54 0.11 0.65 0.06 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 9: Cattail St & N 19th Ave 11/14/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 95 16 311 7 16 63 334 1187 2 21 982 54 Future Volume (veh/h) 95 16 311 7 16 63 334 1187 2 21 982 54 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 1736 1750 1736 1559 1750 1682 1736 1723 1750 1422 1723 1750 Adj Flow Rate, veh/h 103 17 338 8 17 68 363 1290 2 23 1067 59 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 1 14 0 5 1 2 0 24 2 0 Cap, veh/h 308 386 491 217 51 204 506 2113 3 217 1759 891 Arrive On Green 0.06 0.22 0.22 0.01 0.17 0.17 0.11 0.63 0.63 0.04 1.00 1.00 Sat Flow, veh/h 1654 1750 1471 1485 306 1224 1654 3353 5 1355 3273 1483 Grp Volume(v), veh/h 103 17 338 8 0 85 363 630 662 23 1067 59 Grp Sat Flow(s),veh/h/ln 1654 1750 1471 1485 0 1530 1654 1637 1722 1355 1637 1483 Q Serve(g_s), s 7.5 1.1 29.8 0.7 0.0 7.4 14.2 34.7 34.7 1.1 0.0 0.0 Cycle Q Clear(g_c), s 7.5 1.1 29.8 0.7 0.0 7.4 14.2 34.7 34.7 1.1 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.80 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 308 386 491 217 0 255 506 1031 1085 217 1759 891 V/C Ratio(X) 0.33 0.04 0.69 0.04 0.00 0.33 0.72 0.61 0.61 0.11 0.61 0.07 Avail Cap(c_a), veh/h 336 630 697 272 0 500 617 1031 1085 252 1759 891 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.82 0.82 0.82 Uniform Delay (d), s/veh 46.1 46.0 43.2 51.2 0.0 55.1 10.9 16.7 16.7 16.1 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.0 1.7 0.1 0.0 0.8 3.1 2.7 2.6 0.2 1.3 0.1 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 3.2 0.5 11.1 0.3 0.0 2.9 5.4 13.1 13.8 0.4 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.8 46.1 44.9 51.2 0.0 55.9 14.0 19.4 19.2 16.3 1.3 0.1 LnGrp LOS D D D D A E B B B B A A Approach Vol, veh/h 458 93 1655 1149 Approach Delay, s/veh 45.4 55.5 18.1 1.5 Approach LOS D E B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.1 100.4 4.4 39.1 20.0 86.5 12.5 31.0 Change Period (Y+Rc), s 3.0 5.9 3.0 6.0 3.0 5.9 3.0 6.0 Max Green Setting (Gmax), s 7.0 64.1 7.0 54.0 27.0 44.1 12.0 49.0 Max Q Clear Time (g_c+I1), s 3.1 36.7 2.7 31.8 16.2 2.0 9.5 9.4 Green Ext Time (p_c), s 0.0 9.6 0.0 1.3 0.8 9.4 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 17.2 HCM 6th LOS B Queues 10: Davis Ln & E Valley Center Rd 11/14/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 7 Lane Group SET SER NWT NEL NER Lane Group Flow (vph) 312 154 392 205 27 v/c Ratio 0.33 0.17 0.42 0.46 0.06 Control Delay 8.7 2.4 9.6 15.2 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 8.7 2.4 9.6 15.2 5.8 Queue Length 50th (ft) 38 0 50 30 0 Queue Length 95th (ft) 99 22 129 87 12 Internal Link Dist (ft) 514 2806 3587 Turn Bay Length (ft) 250 100 Base Capacity (vph) 1445 1288 1441 835 775 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.22 0.12 0.27 0.25 0.03 Intersection Summary HCM 6th Signalized Intersection Summary 10: Davis Ln & E Valley Center Rd 11/14/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 8 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Volume (veh/h) 287 142 16 345 189 25 Future Volume (veh/h) 287 142 16 345 189 25 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 1709 1750 1750 1736 1723 1750 Adj Flow Rate, veh/h 312 154 17 375 205 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 0 0 1 2 0 Cap, veh/h 619 537 175 607 289 261 Arrive On Green 0.36 0.36 0.36 0.36 0.18 0.18 Sat Flow, veh/h 1709 1483 31 1678 1641 1483 Grp Volume(v), veh/h 312 154 392 0 205 27 Grp Sat Flow(s),veh/h/ln 1709 1483 1709 0 1641 1483 Q Serve(g_s), s 3.3 1.7 0.0 0.0 2.7 0.4 Cycle Q Clear(g_c), s 3.3 1.7 4.3 0.0 2.7 0.4 Prop In Lane 1.00 0.04 1.00 1.00 Lane Grp Cap(c), veh/h 619 537 782 0 289 261 V/C Ratio(X) 0.50 0.29 0.50 0.00 0.71 0.10 Avail Cap(c_a), veh/h 2308 2003 2437 0 1315 1189 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 5.7 5.2 6.0 0.0 8.9 7.9 Incr Delay (d2), s/veh 0.6 0.3 0.5 0.0 3.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.1 0.1 0.0 0.8 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 6.4 5.5 6.5 0.0 12.1 8.1 LnGrp LOS A A A A B A Approach Vol, veh/h 466 392 232 Approach Delay, s/veh 6.1 6.5 11.6 Approach LOS A A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 14.3 8.6 14.3 Change Period (Y+Rc), s 6.0 4.6 6.0 Max Green Setting (Gmax), s 31.0 18.4 31.0 Max Q Clear Time (g_c+I1), s 6.3 4.7 5.3 Green Ext Time (p_c), s 2.0 0.5 2.0 Intersection Summary HCM 6th Ctrl Delay 7.4 HCM 6th LOS A HCM 6th TWSC 10: Davis Ln & E Valley Center Rd 11/14/2022 PM Peak Eastlake 3:31 pm 11/10/2022 Future (2027)Synchro 11 Report Page 1 Intersection Int Delay, s/veh 5 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 287 142 16 345 189 25 Future Vol, veh/h 287 142 16 345 189 25 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 250 - - 0 100 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 0 0 1 2 0 Mvmt Flow 312 154 17 375 205 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 466 0 721 312 Stage 1 - - - - 312 - Stage 2 - - - - 409 - Critical Hdwy - - 4.1 - 6.42 6.2 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.2 - 3.518 3.3 Pot Cap-1 Maneuver - - 1106 - 394 733 Stage 1 - - - - 742 - Stage 2 - - - - 671 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1106 - 387 733 Mov Cap-2 Maneuver - - - - 387 - Stage 1 - - - - 742 - Stage 2 - - - - 658 - Approach SE NW NE HCM Control Delay, s 0 0.4 22.6 HCM LOS C Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SER Capacity (veh/h) 387 733 1106 - - - HCM Lane V/C Ratio 0.531 0.037 0.016 - - - HCM Control Delay (s) 24.3 10.1 8.3 0 - - HCM Lane LOS C B A A - - HCM 95th %tile Q(veh) 3 0.1 0 - - - APPENDIX J CAPACITY CALCULATIONS – FUTURE (2037) 15-YEAR HORIZON IMPROVEMENTS Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 0.0 A 0 0.0 A 0 WB 2.6 A 1 1.3 A 1 NB 14.8 B 1 24.4 C 4 Intersection 2.4 A --5.6 A -- EB 4.4 A 5 6.2 A 8 WB 4.9 A 3 6.5 A 7 NB 11.7 B 2 12.7 B 5 Intersection 5.3 A --7.7 A -- EB 10.7 B 1 13.1 B 1 WB 9.3 A 1 10.1 B 1 NB 3.2 A 1 1.5 A 1 SB 1.5 A 1 1.5 A 1 Intersection 3.9 A --5.6 A -- EB 33.3 D 6 31.9 D 5 WB 17.8 C 2 41.6 E 5 NB 2.6 A 1 2.7 A 1 SB 0.4 A 0 0.6 A 1 Intersection 14.8 B --15.6 C -- EB 14.9 B 3 15.4 C 3 WB 10.2 B 1 12.9 B 2 NB 14.1 B 3 17.3 C 4 SB 10.3 B 1 15.7 C 4 Intersection 13.3 B --15.7 C -- EB 5.4 A 2 6.4 A 2 WB 5.3 A 1 5.9 A 1 NB 6.6 A 2 6.0 A 2 SB 4.5 A 1 6.8 A 2 Intersection 5.7 A --6.3 A -- EB 6.4 A 4 7.6 A 3 WB 5.3 A 2 7.0 A 3 NB 6.5 A 3 6.1 A 3 SB 5.8 A 2 5.9 A 3 Intersection 6.2 A --6.6 A -- EB 16.0 B 2 22.7 C 3 WB 10.4 B 1 16.7 B 2 NB 6.0 A 3 7.0 A 6 SB 5.5 A 3 5.5 A 4 Intersection 7.1 A --8.6 A -- Signalized North 27th Avenue & Catamount Street Intersection Control Signalized Catamount Street & East Valley Center Road Intersection Control Signalized, EB RT lane North 27th Avenue & East Valley Center Road Intersection Control All-Way Stop-Control North 27th Avenue & Catamount Street North 27th Avenue & Wellness Way Intersection Control Two-Way Stop Control (EB/WB), TWLTL N/S North 27th Avenue & Catamount Street Intersection Control Roundabout North 27th Avenue & Catamount Street Intersection Control Intersection Control One-Way Stop Control (NB), EB RT lane, TWLTL North 27th Avenue & East Valley Center Road Intersection Control Two-Way Stop Control (EB/WB), SB RT lane Intersection Approach Future (2037) - Improvements AM Peak PM Peak HCM 6th TWSC 12: N 27th Ave & E Valley Center Rd 05/04/2023 AM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 2 Intersection Int Delay, s/veh 2.4 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 49 49 445 109 122 321 Future Vol, veh/h 49 49 445 109 122 321 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 50 0 - 300 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 3 7 2 Mvmt Flow 53 53 484 118 133 349 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1099 484 0 0 602 0 Stage 1 484 - - - - - Stage 2 615 - - - - - Critical Hdwy 6.4 6.2 - - 4.17 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.263 - Pot Cap-1 Maneuver 237 587 - - 951 - Stage 1 624 - - - - - Stage 2 543 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 204 587 - - 951 - Mov Cap-2 Maneuver 334 - - - - - Stage 1 624 - - - - - Stage 2 467 - - - - - Approach NB SE NW HCM Control Delay, s 14.8 0 2.6 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT SET SER Capacity (veh/h) 334 587 951 - - - HCM Lane V/C Ratio 0.159 0.091 0.139 - - - HCM Control Delay (s) 17.8 11.7 9.4 - - - HCM Lane LOS C B A - - - HCM 95th %tile Q(veh) 0.6 0.3 0.5 - - - HCM 6th TWSC 14: N 27th Ave & Catamount St 05/04/2023 AM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 3 Intersection Int Delay, s/veh 14.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 46 157 77 4 94 14 104 197 8 7 108 6 Future Vol, veh/h 46 157 77 4 94 14 104 197 8 7 108 6 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 - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 37 1 2 0 0 29 0 2 0 0 0 0 Mvmt Flow 50 171 84 4 102 15 113 214 9 8 117 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 640 586 121 709 585 219 124 0 0 223 0 0 Stage 1 137 137 - 445 445 - - - - - - - Stage 2 503 449 - 264 140 - - - - - - - Critical Hdwy 7.47 6.51 6.22 7.1 6.5 6.49 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.47 5.51 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.47 5.51 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.833 4.009 3.318 3.5 4 3.561 2.2 - - 2.2 - - Pot Cap-1 Maneuver 343 424 930 352 426 758 1475 - - 1358 - - Stage 1 789 785 - 596 578 - - - - - - - Stage 2 491 574 - 746 785 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 252 389 930 198 391 758 1475 - - 1358 - - Mov Cap-2 Maneuver 252 389 - 198 391 - - - - - - - Stage 1 728 780 - 550 533 - - - - - - - Stage 2 359 530 - 527 780 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 33.3 17.8 2.6 0.4 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1475 - - 419 401 1358 - - HCM Lane V/C Ratio 0.077 - - 0.726 0.304 0.006 - - HCM Control Delay (s) 7.6 - - 33.3 17.8 7.7 - - HCM Lane LOS A - - D C A - - HCM 95th %tile Q(veh) 0.2 - - 5.7 1.3 0 - - HCM 6th TWSC 17: Wellness Way & N 27th Ave 05/04/2023 AM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 6 Intersection Int Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 0 18 7 0 27 35 29 20 47 65 118 Future Vol, veh/h 44 0 18 7 0 27 35 29 20 47 65 118 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 - 75 - - - 25 - - 25 - 50 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 17 0 Mvmt Flow 48 0 20 8 0 29 38 32 22 51 71 128 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 307 - 71 366 420 43 199 0 0 54 0 0 Stage 1 173 - - 119 119 - - - - - - - Stage 2 134 - - 247 301 - - - - - - - Critical Hdwy 7.1 - 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 - - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 - - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 - 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 649 0 997 594 528 1033 1385 - - 1564 - - Stage 1 834 0 - 890 801 - - - - - - - Stage 2 874 0 - 761 669 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 602 - 997 556 497 1033 1385 - - 1564 - - Mov Cap-2 Maneuver 602 - - 556 497 - - - - - - - Stage 1 811 - - 866 779 - - - - - - - Stage 2 826 - - 722 647 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.7 9.3 3.2 1.5 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1385 - - 602 997 878 1564 - - HCM Lane V/C Ratio 0.027 - - 0.079 0.02 0.042 0.033 - - HCM Control Delay (s) 7.7 - - 11.5 8.7 9.3 7.4 - - HCM Lane LOS A - - B A A A - - HCM 95th %tile Q(veh) 0.1 - - 0.3 0.1 0.1 0.1 - - HCM 6th AWSC 14: N 27th Ave & Catamount St 05/04/2023 AM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 13.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 46 157 77 4 94 14 104 197 8 7 108 6 Future Vol, veh/h 46 157 77 4 94 14 104 197 8 7 108 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 37 1 2 0 0 29 0 2 0 0 0 0 Mvmt Flow 50 171 84 4 102 15 113 214 9 8 117 7 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 14.9 10.2 14.1 10.3 HCM LOS B B B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 34% 16% 4% 6% Vol Thru, % 64% 56% 84% 89% Vol Right, % 3% 28% 12% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 309 280 112 121 LT Vol 104 46 4 7 Through Vol 197 157 94 108 RT Vol 8 77 14 6 Lane Flow Rate 336 304 122 132 Geometry Grp 1 1 1 1 Degree of Util (X) 0.509 0.502 0.194 0.21 Departure Headway (Hd) 5.459 5.935 5.734 5.744 Convergence, Y/N Yes Yes Yes Yes Cap 658 606 623 622 Service Time 3.508 3.982 3.793 3.804 HCM Lane V/C Ratio 0.511 0.502 0.196 0.212 HCM Control Delay 14.1 14.9 10.2 10.3 HCM Lane LOS B B B B HCM 95th-tile Q 2.9 2.8 0.7 0.8 Queues 12: N 27th Ave & E Valley Center Rd 05/04/2023 AM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 7 Lane Group NBL NBR SET SER NWL NWT Lane Group Flow (vph) 53 53 484 118 133 349 v/c Ratio 0.10 0.10 0.44 0.12 0.27 0.32 Control Delay 11.8 5.5 6.5 1.7 6.5 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.8 5.5 6.5 1.7 6.5 5.5 Queue Length 50th (ft) 7 0 48 0 11 31 Queue Length 95th (ft) 29 18 114 13 38 75 Internal Link Dist (ft) 397 2806 1260 Turn Bay Length (ft) 50 300 400 Base Capacity (vph) 1218 1105 1616 1366 749 1616 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.05 0.30 0.09 0.18 0.22 Intersection Summary HCM 6th Signalized Intersection Summary 12: N 27th Ave & E Valley Center Rd 05/04/2023 AM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 8 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Volume (veh/h) 49 49 445 109 122 321 Future Volume (veh/h) 49 49 445 109 122 321 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 1750 1750 1723 1709 1654 1723 Adj Flow Rate, veh/h 53 53 484 118 133 349 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 2 3 7 2 Cap, veh/h 173 154 883 742 538 883 Arrive On Green 0.10 0.10 0.51 0.51 0.51 0.51 Sat Flow, veh/h 1667 1483 1723 1448 785 1723 Grp Volume(v), veh/h 53 53 484 118 133 349 Grp Sat Flow(s),veh/h/ln 1667 1483 1723 1448 785 1723 Q Serve(g_s), s 0.7 0.8 4.8 1.1 3.5 3.1 Cycle Q Clear(g_c), s 0.7 0.8 4.8 1.1 8.3 3.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 173 154 883 742 538 883 V/C Ratio(X) 0.31 0.34 0.55 0.16 0.25 0.40 Avail Cap(c_a), veh/h 1253 1115 2133 1793 1107 2133 HCM Platoon Ratio 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 Uniform Delay (d), s/veh 10.5 10.5 4.2 3.3 7.0 3.8 Incr Delay (d2), s/veh 1.0 1.3 0.5 0.1 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.2 0.1 0.0 0.2 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.5 11.8 4.7 3.4 7.2 4.1 LnGrp LOS B B A A A A Approach Vol, veh/h 106 602 482 Approach Delay, s/veh 11.7 4.4 4.9 Approach LOS B A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 18.7 6.6 18.7 Change Period (Y+Rc), s 5.7 4.0 5.7 Max Green Setting (Gmax), s 31.3 19.0 31.3 Max Q Clear Time (g_c+I1), s 10.3 2.8 6.8 Green Ext Time (p_c), s 2.6 0.2 3.1 Intersection Summary HCM 6th Ctrl Delay 5.3 HCM 6th LOS A Queues 14: N 27th Ave & Catamount St 05/04/2023 AM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 9 Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 305 121 113 223 8 124 v/c Ratio 0.54 0.20 0.26 0.36 0.02 0.20 Control Delay 10.5 6.7 10.0 10.0 7.9 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.5 6.7 10.0 10.0 7.9 8.4 Queue Length 50th (ft) 25 9 11 22 1 11 Queue Length 95th (ft) 85 35 44 74 7 43 Internal Link Dist (ft) 2123 1283 1828 982 Turn Bay Length (ft) 50 50 Base Capacity (vph) 1328 1476 1004 1447 918 1472 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.08 0.11 0.15 0.01 0.08 Intersection Summary HCM 6th Signalized Intersection Summary 14: N 27th Ave & Catamount St 05/04/2023 AM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 46 157 77 4 94 14 104 197 8 7 108 6 Future Volume (veh/h) 46 157 77 4 94 14 104 197 8 7 108 6 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 1245 1736 1723 1750 1750 1354 1750 1723 1750 1750 1750 1750 Adj Flow Rate, veh/h 50 171 84 4 102 15 113 214 9 8 117 7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 37 1 2 0 0 29 0 2 0 0 0 0 Cap, veh/h 253 313 139 186 462 66 663 491 21 576 489 29 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 162 997 441 21 1468 211 1287 1641 69 1176 1635 98 Grp Volume(v), veh/h 305 0 0 121 0 0 113 0 223 8 0 124 Grp Sat Flow(s),veh/h/ln 1600 0 0 1701 0 0 1287 0 1710 1176 0 1732 Q Serve(g_s), s 0.9 0.0 0.0 0.0 0.0 0.0 1.5 0.0 2.2 0.1 0.0 1.1 Cycle Q Clear(g_c), s 3.3 0.0 0.0 1.1 0.0 0.0 2.6 0.0 2.2 2.3 0.0 1.1 Prop In Lane 0.16 0.28 0.03 0.12 1.00 0.04 1.00 0.06 Lane Grp Cap(c), veh/h 705 0 0 714 0 0 663 0 512 576 0 518 V/C Ratio(X) 0.43 0.00 0.00 0.17 0.00 0.00 0.17 0.00 0.44 0.01 0.00 0.24 Avail Cap(c_a), veh/h 2257 0 0 2379 0 0 1832 0 2065 1644 0 2092 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 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 6.0 0.0 0.0 5.2 0.0 0.0 6.5 0.0 5.8 6.8 0.0 5.5 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.6 0.0 0.0 0.2 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 0.5 0.0 0.0 0.2 0.0 0.0 0.2 0.0 0.4 0.0 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 6.4 0.0 0.0 5.3 0.0 0.0 6.6 0.0 6.4 6.8 0.0 5.7 LnGrp LOS A A A A A A A A A A A A Approach Vol, veh/h 305 121 336 132 Approach Delay, s/veh 6.4 5.3 6.5 5.8 Approach LOS A A A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 10.2 10.5 10.2 10.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 25.0 27.0 25.0 27.0 Max Q Clear Time (g_c+I1), s 4.6 5.3 4.3 3.1 Green Ext Time (p_c), s 1.6 1.9 0.6 0.6 Intersection Summary HCM 6th Ctrl Delay 6.2 HCM 6th LOS A Queues 16: E Valley Center Rd & Catamount St 05/04/2023 AM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 11 Lane Group EBT EBR WBT NBL NBT SBL SBT Lane Group Flow (vph) 6 202 25 140 645 3 628 v/c Ratio 0.02 0.44 0.08 0.33 0.33 0.01 0.33 Control Delay 12.2 6.3 2.1 8.6 5.7 5.0 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.2 6.3 2.1 8.6 5.7 5.0 5.7 Queue Length 50th (ft) 1 0 0 12 30 0 28 Queue Length 95th (ft) 8 37 5 48 68 3 66 Internal Link Dist (ft) 1283 57 1455 742 Turn Bay Length (ft) 65 290 250 Base Capacity (vph) 621 787 624 694 3123 683 3121 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.26 0.04 0.20 0.21 0.00 0.20 Intersection Summary HCM 6th Signalized Intersection Summary 16: E Valley Center Rd & Catamount St 05/04/2023 AM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 1 186 19 0 4 129 590 4 3 569 9 Future Volume (veh/h) 5 1 186 19 0 4 129 590 4 3 569 9 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 1750 1750 1750 1750 1750 1750 1750 1723 1750 1750 1723 1750 Adj Flow Rate, veh/h 5 1 202 21 0 4 140 641 4 3 618 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 0 0 2 0 0 2 0 Cap, veh/h 423 64 267 392 18 37 523 1582 10 515 1564 25 Arrive On Green 0.18 0.18 0.18 0.18 0.00 0.18 0.47 0.47 0.47 0.47 0.47 0.47 Sat Flow, veh/h 1143 356 1483 966 99 203 810 3335 21 798 3296 53 Grp Volume(v), veh/h 6 0 202 25 0 0 140 315 330 3 307 321 Grp Sat Flow(s),veh/h/ln 1499 0 1483 1268 0 0 810 1637 1719 798 1637 1713 Q Serve(g_s), s 0.0 0.0 3.9 0.0 0.0 0.0 4.1 3.8 3.8 0.1 3.7 3.7 Cycle Q Clear(g_c), s 0.1 0.0 3.9 0.4 0.0 0.0 7.8 3.8 3.8 3.9 3.7 3.7 Prop In Lane 0.83 1.00 0.84 0.16 1.00 0.01 1.00 0.03 Lane Grp Cap(c), veh/h 487 0 267 446 0 0 523 776 815 515 776 813 V/C Ratio(X) 0.01 0.00 0.76 0.06 0.00 0.00 0.27 0.41 0.41 0.01 0.40 0.40 Avail Cap(c_a), veh/h 951 0 732 834 0 0 1058 1857 1951 1042 1857 1944 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 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 10.3 0.0 11.8 10.4 0.0 0.0 7.7 5.2 5.2 6.5 5.2 5.2 Incr Delay (d2), s/veh 0.0 0.0 4.3 0.1 0.0 0.0 0.3 0.3 0.3 0.0 0.3 0.3 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 0.0 0.0 1.3 0.1 0.0 0.0 0.4 0.4 0.4 0.0 0.4 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.3 0.0 16.2 10.4 0.0 0.0 8.0 5.5 5.5 6.5 5.5 5.5 LnGrp LOS B A B B A A A A A A A A Approach Vol, veh/h 208 25 785 631 Approach Delay, s/veh 16.0 10.4 6.0 5.5 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 20.9 9.5 20.9 9.5 Change Period (Y+Rc), s 6.5 4.0 6.5 4.0 Max Green Setting (Gmax), s 34.5 15.0 34.5 15.0 Max Q Clear Time (g_c+I1), s 9.8 5.9 5.9 2.4 Green Ext Time (p_c), s 4.6 0.4 3.6 0.0 Intersection Summary HCM 6th Ctrl Delay 7.1 HCM 6th LOS A MOVEMENT SUMMARY Site: 101 [27th & Catamount 2037 AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.3.210 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: N 27th Ave 3 L2 All MCs 113 3.0 113 3.0 0.320 6.6 LOS A 1.7 42.9 0.47 0.29 0.47 31.4 8 T1 All MCs 214 3.0 214 3.0 0.320 6.6 LOS A 1.7 42.9 0.47 0.29 0.47 31.9 18 R2 All MCs 9 3.0 9 3.0 0.320 6.6 LOS A 1.7 42.9 0.47 0.29 0.47 31.7 Approach 336 3.0 336 3.0 0.320 6.6 LOS A 1.7 42.9 0.47 0.29 0.47 31.7 East: Catamount St 1 L2 All MCs 4 3.0 4 3.0 0.136 5.3 LOS A 0.6 14.6 0.49 0.36 0.49 32.6 6 T1 All MCs 102 3.0 102 3.0 0.136 5.3 LOS A 0.6 14.6 0.49 0.36 0.49 33.2 16 R2 All MCs 15 3.0 15 3.0 0.136 5.3 LOS A 0.6 14.6 0.49 0.36 0.49 32.9 Approach 122 3.0 122 3.0 0.136 5.3 LOS A 0.6 14.6 0.49 0.36 0.49 33.1 North: N 27th Ave 7 L2 All MCs 8 3.0 8 3.0 0.124 4.5 LOS A 0.5 13.8 0.38 0.23 0.38 32.9 4 T1 All MCs 117 3.0 117 3.0 0.124 4.5 LOS A 0.5 13.8 0.38 0.23 0.38 33.5 14 R2 All MCs 7 3.0 7 3.0 0.124 4.5 LOS A 0.5 13.8 0.38 0.23 0.38 33.3 Approach 132 3.0 132 3.0 0.124 4.5 LOS A 0.5 13.8 0.38 0.23 0.38 33.5 West: Catamount St 5 L2 All MCs 50 3.0 50 3.0 0.261 5.4 LOS A 1.3 34.5 0.33 0.16 0.33 32.3 2 T1 All MCs 171 3.0 171 3.0 0.261 5.4 LOS A 1.3 34.5 0.33 0.16 0.33 32.9 12 R2 All MCs 84 3.0 84 3.0 0.261 5.4 LOS A 1.3 34.5 0.33 0.16 0.33 32.6 Approach 304 3.0 304 3.0 0.261 5.4 LOS A 1.3 34.5 0.33 0.16 0.33 32.7 All Vehicles 893 3.0 893 3.0 0.320 5.7 LOS A 1.7 42.9 0.41 0.25 0.41 32.5 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2023 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, May 4, 2023 11:33:40 AM Project: P:\20138_01_Eastlake_TIS_Update\TRAFFIC\Capacity Calcs\Future (2037) - 15 years\27th_Catamount_roundabout.sip9 HCM 6th TWSC 12: N 27th Ave & E Valley Center Rd 05/04/2023 PM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 2 Intersection Int Delay, s/veh 5.6 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 181 114 492 93 76 444 Future Vol, veh/h 181 114 492 93 76 444 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 50 0 - 300 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 3 5 0 Mvmt Flow 197 124 535 101 83 483 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1184 535 0 0 636 0 Stage 1 535 - - - - - Stage 2 649 - - - - - Critical Hdwy 6.4 6.2 - - 4.15 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.245 - Pot Cap-1 Maneuver 211 549 - - 933 - Stage 1 591 - - - - - Stage 2 524 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 192 549 - - 933 - Mov Cap-2 Maneuver 327 - - - - - Stage 1 591 - - - - - Stage 2 477 - - - - - Approach NB SE NW HCM Control Delay, s 24.4 0 1.3 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT SET SER Capacity (veh/h) 327 549 933 - - - HCM Lane V/C Ratio 0.602 0.226 0.089 - - - HCM Control Delay (s) 31.3 13.5 9.2 - - - HCM Lane LOS D B A - - - HCM 95th %tile Q(veh) 3.7 0.9 0.3 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 14: N 27th Ave & Catamount St 05/04/2023 PM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 3 Intersection Int Delay, s/veh 15.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 102 120 22 130 20 105 200 11 22 235 31 Future Vol, veh/h 17 102 120 22 130 20 105 200 11 22 235 31 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 - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 29 0 0 0 0 15 0 2 0 0 0 0 Mvmt Flow 18 111 130 24 141 22 114 217 12 24 255 34 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 853 777 272 892 788 223 289 0 0 229 0 0 Stage 1 320 320 - 451 451 - - - - - - - Stage 2 533 457 - 441 337 - - - - - - - Critical Hdwy 7.39 6.5 6.2 7.1 6.5 6.35 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.39 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.39 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.761 4 3.3 3.5 4 3.435 2.2 - - 2.2 - - Pot Cap-1 Maneuver 251 330 772 265 326 785 1284 - - 1351 - - Stage 1 638 656 - 592 574 - - - - - - - Stage 2 485 571 - 599 645 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 140 295 772 144 292 785 1284 - - 1351 - - Mov Cap-2 Maneuver 140 295 - 144 292 - - - - - - - Stage 1 581 644 - 539 523 - - - - - - - Stage 2 314 520 - 405 633 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 31.9 41.6 2.7 0.6 HCM LOS D E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1284 - - 384 276 1351 - - HCM Lane V/C Ratio 0.089 - - 0.677 0.677 0.018 - - HCM Control Delay (s) 8.1 - - 31.9 41.6 7.7 - - HCM Lane LOS A - - D E A - - HCM 95th %tile Q(veh) 0.3 - - 4.8 4.5 0.1 - - HCM 6th TWSC 17: Wellness Way & N 27th Ave 05/04/2023 PM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 6 Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 113 0 38 14 0 54 35 128 14 35 72 64 Future Vol, veh/h 113 0 38 14 0 54 35 128 14 35 72 64 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 - 75 - - - 25 - - 25 - 50 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 10 0 Mvmt Flow 123 0 41 15 0 59 38 139 15 38 78 70 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 406 - 78 433 447 147 148 0 0 154 0 0 Stage 1 154 - - 223 223 - - - - - - - Stage 2 252 - - 210 224 - - - - - - - Critical Hdwy 7.1 - 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 - - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 - - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 - 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 559 0 988 537 509 905 1446 - - 1439 - - Stage 1 853 0 - 784 723 - - - - - - - Stage 2 757 0 - 797 722 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 502 - 988 494 483 905 1446 - - 1439 - - Mov Cap-2 Maneuver 502 - - 494 483 - - - - - - - Stage 1 831 - - 764 704 - - - - - - - Stage 2 689 - - 744 703 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.1 10.1 1.5 1.5 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1446 - - 502 988 773 1439 - - HCM Lane V/C Ratio 0.026 - - 0.245 0.042 0.096 0.026 - - HCM Control Delay (s) 7.6 - - 14.5 8.8 10.1 7.6 - - HCM Lane LOS A - - B A B A - - HCM 95th %tile Q(veh) 0.1 - - 1 0.1 0.3 0.1 - - HCM 6th AWSC 14: N 27th Ave & Catamount St 05/04/2023 PM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 15.7 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 102 120 22 130 20 105 200 11 22 235 31 Future Vol, veh/h 17 102 120 22 130 20 105 200 11 22 235 31 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 29 0 0 0 0 15 0 2 0 0 0 0 Mvmt Flow 18 111 130 24 141 22 114 217 12 24 255 34 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 15.4 12.9 17.3 15.7 HCM LOS C B C C Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 33% 7% 13% 8% Vol Thru, % 63% 43% 76% 82% Vol Right, % 3% 50% 12% 11% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 316 239 172 288 LT Vol 105 17 22 22 Through Vol 200 102 130 235 RT Vol 11 120 20 31 Lane Flow Rate 343 260 187 313 Geometry Grp 1 1 1 1 Degree of Util (X) 0.58 0.474 0.338 0.527 Departure Headway (Hd) 6.083 6.562 6.517 6.058 Convergence, Y/N Yes Yes Yes Yes Cap 591 548 550 595 Service Time 4.134 4.613 4.576 4.108 HCM Lane V/C Ratio 0.58 0.474 0.34 0.526 HCM Control Delay 17.3 15.4 12.9 15.7 HCM Lane LOS C C B C HCM 95th-tile Q 3.7 2.5 1.5 3.1 Queues 12: N 27th Ave & E Valley Center Rd 05/04/2023 PM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 7 Lane Group NBL NBR SET SER NWL NWT Lane Group Flow (vph) 197 124 535 101 83 483 v/c Ratio 0.39 0.23 0.53 0.11 0.20 0.47 Control Delay 16.2 5.0 10.0 2.1 8.1 9.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.2 5.0 10.0 2.1 8.1 9.1 Queue Length 50th (ft) 32 0 73 0 9 63 Queue Length 95th (ft) 105 31 188 16 35 161 Internal Link Dist (ft) 397 2806 1260 Turn Bay Length (ft) 50 300 400 Base Capacity (vph) 962 913 1409 1204 575 1437 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.14 0.38 0.08 0.14 0.34 Intersection Summary HCM 6th Signalized Intersection Summary 12: N 27th Ave & E Valley Center Rd 05/04/2023 PM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 8 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Volume (veh/h) 181 114 492 93 76 444 Future Volume (veh/h) 181 114 492 93 76 444 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 1750 1750 1723 1709 1682 1750 Adj Flow Rate, veh/h 197 124 535 101 83 483 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 2 3 5 0 Cap, veh/h 315 280 842 708 439 855 Arrive On Green 0.19 0.19 0.49 0.49 0.49 0.49 Sat Flow, veh/h 1667 1483 1723 1448 773 1750 Grp Volume(v), veh/h 197 124 535 101 83 483 Grp Sat Flow(s),veh/h/ln 1667 1483 1723 1448 773 1750 Q Serve(g_s), s 3.3 2.2 6.9 1.2 2.7 5.9 Cycle Q Clear(g_c), s 3.3 2.2 6.9 1.2 9.6 5.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 315 280 842 708 439 855 V/C Ratio(X) 0.63 0.44 0.64 0.14 0.19 0.56 Avail Cap(c_a), veh/h 1052 936 1791 1506 865 1820 HCM Platoon Ratio 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 Uniform Delay (d), s/veh 11.2 10.8 5.7 4.2 9.3 5.4 Incr Delay (d2), s/veh 2.0 1.1 0.8 0.1 0.2 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.6 0.6 0.1 0.2 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.3 11.9 6.5 4.3 9.5 6.0 LnGrp LOS B B A A A A Approach Vol, veh/h 321 636 566 Approach Delay, s/veh 12.7 6.2 6.5 Approach LOS B A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 20.4 9.7 20.4 Change Period (Y+Rc), s 5.7 4.0 5.7 Max Green Setting (Gmax), s 31.3 19.0 31.3 Max Q Clear Time (g_c+I1), s 11.6 5.3 8.9 Green Ext Time (p_c), s 3.1 0.8 3.3 Intersection Summary HCM 6th Ctrl Delay 7.7 HCM 6th LOS A Queues 14: N 27th Ave & Catamount St 05/04/2023 PM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 9 Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 259 187 114 229 24 289 v/c Ratio 0.46 0.35 0.22 0.27 0.04 0.33 Control Delay 7.8 9.2 7.9 7.2 6.4 7.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.8 9.2 7.9 7.2 6.4 7.5 Queue Length 50th (ft) 14 16 9 18 2 23 Queue Length 95th (ft) 57 54 36 59 11 73 Internal Link Dist (ft) 2123 1283 1828 982 Turn Bay Length (ft) 50 50 Base Capacity (vph) 1442 1483 950 1587 1004 1601 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.13 0.12 0.14 0.02 0.18 Intersection Summary HCM 6th Signalized Intersection Summary 14: N 27th Ave & Catamount St 05/04/2023 PM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 17 102 120 22 130 20 105 200 11 22 235 31 Future Volume (veh/h) 17 102 120 22 130 20 105 200 11 22 235 31 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 1354 1750 1750 1750 1750 1545 1750 1723 1750 1750 1750 1750 Adj Flow Rate, veh/h 18 111 130 24 141 22 114 217 12 24 255 34 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 29 0 0 0 0 15 0 2 0 0 0 0 Cap, veh/h 183 202 219 209 373 54 589 607 34 640 567 76 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.38 0.38 0.38 0.38 0.38 0.38 Sat Flow, veh/h 56 733 795 114 1354 196 1107 1617 89 1170 1512 202 Grp Volume(v), veh/h 259 0 0 187 0 0 114 0 229 24 0 289 Grp Sat Flow(s),veh/h/ln 1584 0 0 1664 0 0 1107 0 1707 1170 0 1714 Q Serve(g_s), s 0.1 0.0 0.0 0.0 0.0 0.0 2.0 0.0 2.2 0.3 0.0 2.9 Cycle Q Clear(g_c), s 3.2 0.0 0.0 2.0 0.0 0.0 4.9 0.0 2.2 2.6 0.0 2.9 Prop In Lane 0.07 0.50 0.13 0.12 1.00 0.05 1.00 0.12 Lane Grp Cap(c), veh/h 605 0 0 636 0 0 589 0 640 640 0 643 V/C Ratio(X) 0.43 0.00 0.00 0.29 0.00 0.00 0.19 0.00 0.36 0.04 0.00 0.45 Avail Cap(c_a), veh/h 1880 0 0 1949 0 0 1479 0 2011 1580 0 2020 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 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 7.2 0.0 0.0 6.7 0.0 0.0 7.2 0.0 5.2 6.1 0.0 5.4 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.3 0.0 0.0 0.2 0.0 0.3 0.0 0.0 0.5 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 0.0 0.0 0.4 0.0 0.0 0.3 0.0 0.4 0.0 0.0 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.6 0.0 0.0 7.0 0.0 0.0 7.4 0.0 5.5 6.1 0.0 5.9 LnGrp LOS A A A A A A A A A A A A Approach Vol, veh/h 259 187 343 313 Approach Delay, s/veh 7.6 7.0 6.1 5.9 Approach LOS A A A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 12.6 10.3 12.6 10.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 27.0 25.0 27.0 25.0 Max Q Clear Time (g_c+I1), s 6.9 5.2 4.9 4.0 Green Ext Time (p_c), s 1.7 1.5 1.8 1.0 Intersection Summary HCM 6th Ctrl Delay 6.6 HCM 6th LOS A Queues 16: E Valley Center Rd & Catamount St 05/04/2023 PM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 11 Lane Group EBT EBR WBT NBL NBT SBL SBT Lane Group Flow (vph) 47 217 25 247 613 21 815 v/c Ratio 0.21 0.52 0.11 0.67 0.31 0.05 0.41 Control Delay 24.7 9.5 22.4 16.9 4.7 3.9 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.7 9.5 22.4 16.9 4.7 3.9 5.4 Queue Length 50th (ft) 9 0 4 33 30 2 44 Queue Length 95th (ft) 51 57 30 126 66 9 94 Internal Link Dist (ft) 1283 57 1455 742 Turn Bay Length (ft) 65 290 250 Base Capacity (vph) 484 662 494 578 3104 705 3109 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.33 0.05 0.43 0.20 0.03 0.26 Intersection Summary HCM 6th Signalized Intersection Summary 16: E Valley Center Rd & Catamount St 05/04/2023 PM Peak Eastlake 2:12 pm 05/03/2023 Future (2037) - 15 years - improved Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 12 200 16 5 3 227 529 35 19 716 34 Future Volume (veh/h) 31 12 200 16 5 3 227 529 35 19 716 34 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 1750 1750 1750 1750 1750 1750 1750 1723 1750 1750 1723 1750 Adj Flow Rate, veh/h 34 13 217 17 5 3 247 575 38 21 778 37 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 0 0 2 0 0 2 0 Cap, veh/h 314 99 278 266 71 29 466 1871 123 565 1910 91 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.60 0.60 0.60 0.60 0.60 0.60 Sat Flow, veh/h 1005 528 1483 769 379 157 681 3117 206 822 3181 151 Grp Volume(v), veh/h 47 0 217 25 0 0 247 302 311 21 400 415 Grp Sat Flow(s),veh/h/ln 1533 0 1483 1304 0 0 681 1637 1686 822 1637 1695 Q Serve(g_s), s 0.0 0.0 6.9 0.0 0.0 0.0 14.9 4.5 4.5 0.6 6.4 6.4 Cycle Q Clear(g_c), s 1.1 0.0 6.9 1.1 0.0 0.0 21.3 4.5 4.5 5.1 6.4 6.4 Prop In Lane 0.72 1.00 0.68 0.12 1.00 0.12 1.00 0.09 Lane Grp Cap(c), veh/h 413 0 278 366 0 0 466 983 1012 565 983 1018 V/C Ratio(X) 0.11 0.00 0.78 0.07 0.00 0.00 0.53 0.31 0.31 0.04 0.41 0.41 Avail Cap(c_a), veh/h 618 0 480 542 0 0 931 2101 2164 1126 2101 2176 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 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.8 0.0 19.1 16.6 0.0 0.0 10.9 4.8 4.8 6.1 5.2 5.2 Incr Delay (d2), s/veh 0.1 0.0 4.8 0.1 0.0 0.0 0.9 0.2 0.2 0.0 0.3 0.3 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 0.0 2.5 0.2 0.0 0.0 1.6 0.8 0.8 0.1 1.1 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.9 0.0 23.9 16.7 0.0 0.0 11.8 5.0 5.0 6.1 5.5 5.5 LnGrp LOS B A C B A A B A A A A A Approach Vol, veh/h 264 25 860 836 Approach Delay, s/veh 22.7 16.7 7.0 5.5 Approach LOS C B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 36.2 13.3 36.2 13.3 Change Period (Y+Rc), s 6.5 4.0 6.5 4.0 Max Green Setting (Gmax), s 63.5 16.0 63.5 16.0 Max Q Clear Time (g_c+I1), s 23.3 8.9 8.4 3.1 Green Ext Time (p_c), s 6.4 0.6 5.4 0.0 Intersection Summary HCM 6th Ctrl Delay 8.6 HCM 6th LOS A MOVEMENT SUMMARY Site: 101 [27th & Catamount 2037 PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.3.210 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: N 27th Ave 3 L2 All MCs 114 3.0 114 3.0 0.302 6.0 LOS A 1.6 41.3 0.38 0.20 0.38 31.7 8 T1 All MCs 217 3.0 217 3.0 0.302 6.0 LOS A 1.6 41.3 0.38 0.20 0.38 32.2 18 R2 All MCs 12 3.0 12 3.0 0.302 6.0 LOS A 1.6 41.3 0.38 0.20 0.38 32.0 Approach 343 3.0 343 3.0 0.302 6.0 LOS A 1.6 41.3 0.38 0.20 0.38 32.0 East: Catamount St 1 L2 All MCs 24 3.0 24 3.0 0.203 5.9 LOS A 0.9 23.2 0.50 0.36 0.50 32.1 6 T1 All MCs 141 3.0 141 3.0 0.203 5.9 LOS A 0.9 23.2 0.50 0.36 0.50 32.7 16 R2 All MCs 22 3.0 22 3.0 0.203 5.9 LOS A 0.9 23.2 0.50 0.36 0.50 32.5 Approach 187 3.0 187 3.0 0.203 5.9 LOS A 0.9 23.2 0.50 0.36 0.50 32.6 North: N 27th Ave 7 L2 All MCs 24 3.0 24 3.0 0.315 6.8 LOS A 1.6 40.9 0.51 0.33 0.51 31.8 4 T1 All MCs 255 3.0 255 3.0 0.315 6.8 LOS A 1.6 40.9 0.51 0.33 0.51 32.4 14 R2 All MCs 34 3.0 34 3.0 0.315 6.8 LOS A 1.6 40.9 0.51 0.33 0.51 32.1 Approach 313 3.0 313 3.0 0.315 6.8 LOS A 1.6 40.9 0.51 0.33 0.51 32.3 West: Catamount St 5 L2 All MCs 18 3.0 18 3.0 0.269 6.4 LOS A 1.3 33.0 0.50 0.34 0.50 32.0 2 T1 All MCs 111 3.0 111 3.0 0.269 6.4 LOS A 1.3 33.0 0.50 0.34 0.50 32.6 12 R2 All MCs 130 3.0 130 3.0 0.269 6.4 LOS A 1.3 33.0 0.50 0.34 0.50 32.4 Approach 260 3.0 260 3.0 0.269 6.4 LOS A 1.3 33.0 0.50 0.34 0.50 32.4 All Vehicles 1103 3.0 1103 3.0 0.315 6.3 LOS A 1.6 41.3 0.46 0.30 0.46 32.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2023 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, May 4, 2023 11:33:46 AM Project: P:\20138_01_Eastlake_TIS_Update\TRAFFIC\Capacity Calcs\Future (2037) - 15 years\27th_Catamount_roundabout.sip9