Loading...
HomeMy WebLinkAbout004 Traffic Study November 18, 2022 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 November 18, 2022 Page 2 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_11182022 (11/18/22) ARS/br 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 November 18, 2022 Page 3 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_11182022 (11/18/22) ARS/br 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 November 18, 2022 Page 4 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_11182022 (11/18/22) ARS/br 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 November 18, 2022 Page 5 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_11182022 (11/18/22) ARS/br 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, additional trips were not added to the network. Figure 6 (Appendix A) shows the Future (2027) traffic volume projections. 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 Mr. Will Ralph November 18, 2022 Page 6 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_11182022 (11/18/22) ARS/br 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. 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. This project is currently programmed to begin design in 2026, with construction potentially beginning in 2027. 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. Mr. Will Ralph November 18, 2022 Page 7 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_11182022 (11/18/22) ARS/br 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 North 19th Avenue south of East Valley Center Drive. 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. 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) and Future (2027) 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. No other turn lanes are projected to be warranted in the study area. Auxiliary turn lane warrant worksheets for the Existing Conditions (2022) and Future (2027) scenarios can be found in Appendix E. Traffic Signal Warrants Traffic signal warrants were evaluated at the North 27th Avenue/East Valley Center Road intersection using criteria outlined in the Manual on Uniform Traffic Control Devices (MUTCD) for the Existing Conditions (2022) and Future (2027) traffic volume scenarios. The MUTCD presents several warrants that can be considered based on traffic volumes, school 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. Mr. Will Ralph November 18, 2022 Page 8 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_11182022 (11/18/22) ARS/br 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. This intersection should continue to be monitored as additional development occurs in the area. Traffic signal warrant worksheets for the Existing Conditions (2022) and Future (2027) scenarios can be found in Appendix F. 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 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. Mr. Will Ralph November 18, 2022 Page 9 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_11182022 (11/18/22) ARS/br 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 G, along with the calculation worksheets. 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 in the Future (2027) scenario. 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). 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. The following list of recommendations are based on the analysis results from this study and the professional judgment of the author: Mr. Will Ralph November 18, 2022 Page 10 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_11182022 (11/18/22) ARS/br · 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 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. · 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. Mr. Will Ralph November 18, 2022 Page 11 P:20138.01_EastlakeProfessionalCenter_TrafficLetter_11182022 (11/18/22) ARS/br · 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). 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/br P:20138.01_Eastlake ProfessionalCenter_TrafficLetter_11182022 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 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 AUXILIARY TURN LANE WARRANT WORKSHEETS 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 NO NO TURN LANE WARRANTS Davis Lane & E Valley Center Rd Honor Lane & E Valley Center Rd N 27th Ave & Wellness Way Honor Ln & Site Access 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 Street Existing Traffic Volumes (2022) - Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 269 16 84 N 50 0 PM weekday 282 29 82 N 50 0 AM weekday 31 3 116 N 25 0 PM weekday 81 0 109 N 25 0 AM weekday 32 4 116 N 25 0 PM weekday 40 3 115 N 25 0 AM weekday 31 6 116 N 25 0 PM weekday 104 7 106 N 25 0 AM weekday 23 1 117 N 25 0 PM weekday 78 15 110 N 25 0 AM weekday 77 8 110 N 25 0 PM weekday 97 19 107 N 25 0 AM weekday 200 54 113 N 35 20 PM weekday 260 66 105 N 35 20 AM weekday 388 96 68 Y 60 0 PM weekday 375 129 70 Y 60 0 Existing Traffic Volumes (2022) - Right-Turn Lanes at Unsignalized Intersections on 4-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 155 6 90 N 45 0 PM weekday 248 14 90 N 45 0 AM weekday 257 6 90 N 45 0 PM weekday 260 0 90 N 45 0 Davis & Catamount NB Honor & Valley Center NB Honor & Valley Center SB 27th & Valley Center EB 27th & Wellness NB 27th & Catamount NB 27th & Catamount SB 27th & Cattail SB Davis & Valley Center EB 27th & Wellness SB Future Traffic Volumes (2027) - Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 324 41 77 N 50 0 PM weekday 330 47 76 N 50 0 AM weekday 51 19 113 N 25 0 PM weekday 111 14 105 N 25 0 AM weekday 86 4 109 N 25 0 PM weekday 81 3 109 N 25 0 AM weekday 51 6 113 N 25 0 PM weekday 128 8 103 N 25 0 AM weekday 39 4 115 N 25 0 PM weekday 110 21 105 N 25 0 AM weekday 94 12 107 N 25 0 PM weekday 125 25 103 N 25 0 AM weekday 220 63 111 N 35 20 PM weekday 284 75 102 N 35 20 AM weekday 445 105 61 Y 60 0 PM weekday 429 142 63 Y 60 0 AM weekday 87 38 108 N 25 0 PM weekday 117 16 104 N 25 0 AM weekday 38 29 115 N 25 0 PM weekday 62 23 112 N 25 0 Existing Traffic Volumes (2027) - Right-Turn Lanes at Unsignalized Intersections on 4-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 305 7 90 N 45 0 PM weekday 346 15 90 N 45 0 AM weekday 312 16 90 N 45 0 PM weekday 324 3 90 N 45 0 27th & Cattail SB 27th & Valley Center EB 27th & Wellness NB 27th & Wellness SB 27th & Catamount NB 27th & Catamount SB Honor & Valley Center NB Honor & Valley Center SB Davis & Catamount NB Davis & Valley Center EB 27th & Honor NB Honor & Site WB Guidelines for Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (Figure 28.4A) Existing (2022) Future (2027) Guidelines for Right-Turn Lanes at Unsignalized Intersections on 4-Lane Highways (Figure 28.4B) Existing (2022) Future (2027) Existing Traffic Volumes (2022) - Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Va = Total advancing traffic volume Val = Total left-turn volume in advancing traffic Percent left-turns in Va Vo = Total opposing traffic volume Warranted Left- Turn Lane? (Y/N) Speed Limit at Approach AM weekday 31 5 16.1% 23 N 25 PM weekday 104 29 27.9% 78 N 25 AM weekday 23 2 8.7% 31 N 25 PM weekday 78 11 14.1%104 N 25 AM weekday 58 26 44.8% 77 N 25 PM weekday 213 115 54.0%97 N 25 AM weekday 117 3 2.6% 200 N 35 PM weekday 158 7 4.4%260 N 35 AM weekday 85 12 14.1% 388 N 60 PM weekday 309 15 4.9%375 N 60Davis & Valley Center WB 27th & Catamount NB 27th & Catamount SB 27th & Cattail NB Davis & Catamount SB Future Traffic Volumes (2027) - Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Va = Total advancing traffic volume Val = Total left-turn volume in advancing traffic Percent left-turns in Va Vo = Total opposing traffic volume Warranted Left- Turn Lane? (Y/N) Speed Limit at Approach AM weekday 52 5 9.6% 39 N 25 PM weekday 128 31 24.2% 110 N 25 AM weekday 39 2 5.1% 52 N 25 PM weekday 110 12 10.9%128 N 25 AM weekday 76 28 36.8% 94 N 25 PM weekday 242 124 51.2%125 N 25 AM weekday 126 3 2.4% 220 N 35 PM weekday 171 8 4.7%284 N 35 AM weekday 103 13 12.6% 445 N 60 PM weekday 361 16 4.4%429 N 60 AM weekday 48 9 18.8% 87 N 25 PM weekday 82 3 3.7%117 N 25 AM weekday 47 8 17.0% 38 N 25 PM weekday 19 6 31.6%62 N 25 27th & Honor SB Honor & Site EB 27th & Catamount NB 27th & Catamount SB 27th & Cattail NB Davis & Catamount Davis & Valley Center WB Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (45MPH) (Figure 28.4F) Existing (2022) Future (2027) Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (60MPH) (Figure 28.4c) Existing (2022) Future (2027) APPENDIX F SIGNAL WARRANT WORKSHEETS Existing Volumes (2022) Future Volumes (2027) x x x x x x x x -- -- x x x x x x -- -- Yes No x x N 27th Avenue & E Valley Center Road TRAFFIC SIGNAL WARRANTS 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 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 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 Major Street Total (Both Approaches) Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Project Description: Warrant 1: Eight-Hour Vehicular Volume 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) 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 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 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 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 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 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 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 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 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) 0.05 Total Volume of Major Approaches (vehs) 410 High Minor Approach Volume (vehs) 16 Total Entering Volume (vehs) 426 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 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 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) 0.14 Total Volume of Major Approaches (vehs) 511 High Minor Approach Volume (vehs) 43 Total Volume of Major Approaches (vehs) 554 High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) 771 144 627 0.62 4:45 - 5:45 PM 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 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 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 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 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 Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Jurisdiction: 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 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 APPENDIX G CAPACITY CALCULATIONS – 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 - - -