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011 - Appendix K - Traffic Impact Study
TURNROW DEVELOPMENT TRAFFIC IMPACT STUDY 22396 Virga Venture II LLC 211 East Oak St. #2B Bozeman, MT 59715 April 2023 Turnrow Development TIS i TABLE OF CONTENTS INTRODUCTION ..................................................................................................................................... 1 SITE LOCATION & DESCRIPTION ............................................................................................................. 1 SITE DEVELOPMENT PLAN ....................................................................................................................... 1 EXISTING CONDITIONS .......................................................................................................................... 1 Streets .............................................................................................................................................. 1 Intersections ...................................................................................................................................... 5 Bicycle/Pedestrian Facilities ................................................................................................................ 5 Traffic Volumes.................................................................................................................................. 5 Intersection Capacity ......................................................................................................................... 7 Crash History .................................................................................................................................... 7 TRIP GENERATION .................................................................................................................................. 9 TRIP DISTRIBUTION ............................................................................................................................... 11 TRAFFIC ASSIGNMENT .......................................................................................................................... 11 TRAFFIC IMPACTS ................................................................................................................................. 12 Traffic Volumes................................................................................................................................ 12 Intersection Capacity ....................................................................................................................... 12 Mitigation Alternatives ..................................................................................................................... 17 CONCLUSIONS & RECOMMENDATIONS .............................................................................................. 22 Conclusions .................................................................................................................................... 22 Recommendations ........................................................................................................................... 23 APPENDICES APPENDIX A – TRAFFIC VOLUME DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2022) APPENDIX C – CAPACITY CALCULATIONS – PHASE 1 (2026) APPENDIX D – CAPACITY CALCULATIONS – FUTURE (2037) APPENDIX E – AUXILIARY TURN LANE WARRANT WORKSHEETS APPENDIX F – MULTI-WAY STOP CONTROL WARRANT WORKSHEETS APPENDIX G – TRAFFIC SIGNAL WARRANT WORKSHEETS APPENDIX H – CAPACITY CALCULATIONS – IMPROVEMENTS – PHASE 1 (2026) & FUTURE (2037) Turnrow Development TIS ii LIST OF TABLES TABLE 1: CRASH HISTORY – FREQUENCY AND SEVERITY STATISTICS ....................................................... 8 TABLE 2: CRASH HISTORY – COLLISION TYPE .......................................................................................... 9 TABLE 3: TRIP GENERATION SUMMARY ................................................................................................. 10 LIST OF FIGURES FIGURE 1: STUDY AREA .......................................................................................................................... 2 FIGURE 2: SITE LAYOUT .......................................................................................................................... 3 FIGURE 3: STREET AND INTERSECTION CHARACTERISTICS ...................................................................... 4 FIGURE 4: EXISTING CONDITIONS (2022) PEAK HOUR TRAFFIC VOLUMES .............................................. 6 FIGURE 5: PHASE 1 (2026) TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY .............................. 13 FIGURE 6: FUTURE (2037) TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ............................... 14 FIGURE 7: PHASE 1 (2026) TRAFFIC PROJECTIONS ................................................................................ 15 FIGURE 8: FUTURE (2037) TRAFFIC PROJECTIONS ................................................................................. 16 Turnrow Development TIS 1 INTRODUCTION This traffic impact study (TIS) assesses the traffic-related impacts associated with the proposed Turnrow Development in Bozeman, Montana on the surrounding transportation system. This report also provides recommendations to mitigate any such impacts. The methodology and analysis procedures used in this study employ the latest technology and nationally accepted standards in the areas of site development and transportation impact assessment. Recommendations made in this report are based on professional judgment and these principles. SITE LOCATION & DESCRIPTION The Turnrow Development site is located south of East Valley Center Road between Davis Lane and Stubbs Lane in Bozeman, Gallatin County, Montana. The site is bordered by East Valley Center Road to the north, undeveloped land to the south, Davis Lane to the east, and residential lots to the west. Figure 1 on the following page depicts the study area. SITE DEVELOPMENT PLAN The Turnrow Development plan proposes total construction of 137 single-family detached homes, 212 build-to-rent single-family detached homes, 86 two-story townhomes, 66 three-story duet units, and 624 apartments for 1,125 total residential units. A total of 69,000 square-feet of commercial space is also proposed, including an estimated 39,000 square-feet of retail and 30,000 square-feet of office space. Phase1 is proposed to include 36 single-family detached homes, 63 two-story townhomes, and 66 three-story duet units for 165 total residential units. Additionally, an estimated 20,000 square-feet of retail and 15,000 square-feet of office space is proposed in Phase 1. Primary access to the development is proposed at two locations on East Valley Center Road and one location on Davis Lane. The easternmost access on East Valley Center Road is anticipated to be restricted to ¾ access, with left turns out of the site prohibited. Additional access to the site may be constructed via connections to existing residential streets to the west and potential future development to the south. Figure 2 on page 3 illustrates the proposed site layout and lot configuration. EXISTING CONDITIONS Streets Figure 3 on page 4 shows Montana Department of Transportation (MDT) street classifications and speed limits on the study area streets. The City of Bozeman classifies nearly all study streets differently in its Transportation Master Plan (TMP) compared to MDT; East Valley Center Road is classified as a principal arterial, Davis Lane and Catamount Street are minor arterials, and North 27th Avenue, Cattail Street, Valley Spur Road, and Hidden Valley Road are classified as collectors. Additional conditions of existing streets within the study area are described in the following paragraph. There are existing center two-way left-turn lanes (TWLTL) on Catamount Street for 900 feet west of East Valley Center Road, North 27th Avenue north of Honor Lane, and East Valley Center Road between Valley Spur Road and Hidden Valley Road. East Valley Center Road is median separated with two travel lanes in the southeast direction beginning east of North 27th Avenue with two travel lanes in the northwest direction south of Honor Lane. All other streets in the study area have one travel lane in each direction with turn lanes at some intersections. Turnrow Development TIS 2 Figure 1: Study Area Turnrow Development TIS 3 Figure 2: Site Layout Turnrow Development TIS 4 Figure 3: Street and Intersection Characteristics Turnrow Development TIS 5 There is curb and gutter on Catamount Street, North 27th Avenue, Cattail Street west of North 27th Avenue, Davis Lane beginning at Cattail Lake, and East Valley Center Road west of Valley Spur Road. Intersections Figure 3 on page 4 also shows the traffic control utilized at each study area intersection. Additional conditions of study area intersections are described in the following paragraphs. The East Valley Center Road/Valley Spur Road intersection has an eastbound left-turn lane, westbound right-turn lane, and separate southbound left- and right-turn lanes. The traffic signal is fully actuated and operates with permissive phasing for all movements. The Frontage Road/Valley Spur Road intersection has an eastbound right-turn lane and a westbound left-turn lane. The traffic signal is fully actuated and operates with permissive phasing for all movements. There is a second stop bar and mast arm with signal heads for northbound traffic to prevent queuing on the railroad crossing. All other study intersections are stop-controlled. There are westbound left-turn lanes on East Valley Center Road at its intersections with Hidden Valley Road and North 27th Avenue. North 27th Avenue has separate northbound left- and right-turn lanes at its intersection with East Valley Center Road and a northbound left-turn lane at Wellness Way. The remaining study area intersections do not have any dedicated turn lanes. Bicycle/Pedestrian Facilities There is sidewalk along the east side of Davis Lane south of Cattail Pond, the north side of Cattail Street between North 27th Avenue and North 19th Avenue, and the south side of East Valley Center Road west of Valley Spur Road. There is sidewalk along both sides of North 27th Avenue, Cattail Street west of North 27th Avenue, and Catamount Street except for missing sections on the north side just east and west of North 27th Avenue. There are existing bike lanes on North 27th Avenue south of Honor Lane that tie into shared use paths north of Honor Lane. Catamount Street also has bike lanes west of North 27th Avenue. The Bozeman Transportation Master Plan (TMP) recommends that the northern portion of North 27th Avenue have bicycle lanes which would allow complete connectivity of the future active transportation network. There is a planned project to complete a connection of the shared use path on East Valley Center Road between Catron Street and North 19th Avenue. The Visionary Active Transportation Network recommends completing bike lane and/or shared use path connections along East Valley Center Road, Davis Lane, Frontage Road, Valley Spur Road, and Cattail Street. Traffic Volumes Weekday AM and PM peak hour turning movement counts were collected on Tuesday, October 11, 2022, Thursday, January 5, 2023, and Tuesday, January 10, 2023. The traffic data was collected using Miovision Scout video-based systems. In general, the weekday peak hour periods were found to occur from 7:30 to 8:30 AM and 4:45 to 5:45 PM. Raw count data was adjusted for seasonal variation using Montana Department of Transportation (MDT) seasonal adjustment factors. Figure 4 on the following page summarizes the calculated Existing Conditions (2022) peak hour turning movement volumes for the AM and PM peak hours. Detailed traffic count data worksheets are included in Appendix A. Turnrow Development TIS 6 Figure 4: Existing Conditions (2022) Peak Hour Traffic Volumes Turnrow Development TIS 7 Intersection Capacity Intersection capacity calculations for Existing Conditions (2022) were performed for all study area intersection using Synchro, Version 11, which is based on the Highway Capacity Manual, 6th Edition (Transportation Research Board, 2016). Level of service (LOS) is defined as a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, comfort, and convenience. LOS is a qualitative measure of the performance of an intersection with values ranging from LOS A, indicating good operation and low vehicle delays, to LOS F, which indicates congestion and longer vehicle delays. LOS C is generally considered the minimum acceptable performance level for planning and design purposes, though exceptions are made in certain cases. The results of the Existing Conditions (2022) intersection capacity calculations showed that all study intersections and approaches currently operate at LOS C or better during both the AM and PM peak hours with two exceptions. The northbound approach at the Davis Lane/East Valley Center Road intersection and the westbound approach at the Davis Lane/Cattail Street intersection both operate at LOS D during the PM peak hour, although the delay values for both are within 0.5 seconds/vehicle over the LOS C cutoff. Figure 4 on page 6 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 B. Crash History Historical crash data was obtained from MDT for the 5-year period from January 1, 2014 through December 31, 2018, due to the limited availability of City of Bozeman crash data beyond 2018. The data was analyzed for the purposes of calculating intersection crash and severity rates and evaluating collision type trends. Tables 1 and 2 on pages 8 and 9 illustrate the results of that analysis. Intersection crash rates were calculated on the standard basis of crashes per million vehicles entering (MVE) for each intersection. The MVE metric was estimated based on 2023 peak hour traffic counts and published historical ADT volumes from the MDT website. Note that there were no MDT reported crashes at the intersections of Davis Lane/Catamount Street, North 27th Avenue/East Valley Center Road, and North 27th Avenue/Cattail Street. The study intersection of North 27th Avenue/Wellness Way was built since 2018 and therefore is not included in the crash analysis. The intersections of Valley Spur Road/East Valley Center Road and Frontage Road/Valley Spur Road have been signalized since the end of the crash data analysis period, so historical crash data may not reflect current trends. Crash rates for the study area intersections ranged from 0.00 crashes/MVE to 1.14 crashes/MVE. As a means of evaluating the historical crash frequency rates, Sanderson Stewart calculated expected rates using the predictive crash rate formulas in the American Association of State Highway Transportation Officials (AASHTO) Highway Safety Manual (HSM). The process involves calculating the number of crashes predicted in a year based on traffic demand (AADTs) and various physical and traffic environment-based conditions, such as lane configurations and traffic control. Sanderson Stewart then back-calculated a frequency rate on the basis of million vehicles entering for the sake of comparison with the actual historical crash rate. The results of the HSM comparison calculations for this study show that the historical crash rate was over 4 times higher than the predicted crash frequency for the intersections of East Valley Center Road/Valley Spur Road and Frontage Road/Valley Spur Road when they operated as stop-controlled intersections. The historical crash rate at the Hidden Valley Road/East Valley Center Road intersection was 2 times higher than the predicted rate. At the North 27th Avenue/Catamount Street intersection the historical crash rate was Turnrow Development TIS 8 over 1.5 times higher than the predicted crash frequency, and the historical rate at the Davis Lane/Cattail Street intersection was 1.1 times higher than the predicted rate. For the remaining study area intersections that were analyzed, the predicted HSM rates were greater than or equal to the historical crash rates. The HSM rate predictions and 5-year crash totals for each intersection are summarized in Table 1 below. Severity indexes were also calculated for the study area intersections. The severity index gives an indication of relative crash severity for a location based on the number of fatal, injury, and property damage only (PDO) crashes. Severity indexes for study area intersections were in this case found to be relatively low, or artificially elevated due to low total crash numbers. For example, at the Davis Lane/East Valley Center Road intersection the severity index was 1.67 but only 3 total crashes occurred at the intersection, one of which resulted in an injury. At the Davis Lane/Cattail Street intersection the index was 2.0 due to 3 of 6 total crashes resulting in injuries. The Frontage Road/Valley Spur Road intersection also had a severity index of 2.0, but at this intersection there were 19 total crashes with 6 resulting in injuries and 1 fatal crash. Severity rate calculation results are also summarized in Table 1 above. Sanderson Stewart also performed an analysis of collision classification to determine if any patterns could be identified. Table 2 on the following page illustrates the results of that analysis. During the crash data analysis period, the intersections of East Valley Center Road/Valley Spur Road and Frontage Road/Valley Spur Road each had 10 right angle collisions. Both intersections were signalized in late 2019 which should improve safety and reduce this collision type. In addition to right angle collisions, the intersection of Frontage Road/Valley Spur Road had 4 rear end and 3 left turn opposite direction crashes prior to signalization. The intersection of East Valley Center Road/Valley Spur Road reported right turn opposite direction, sideswipe opposite direction, left turn opposite direction, and head on collisions prior to the addition of signalization and auxiliary lanes, all countermeasures which should help improve safety. The intersection of Hidden Valley Road/East Valley Center Road had 3 fixed object crashes. One collision involved icy roadways, and two collisions occurred in dark, lighted conditions. Prior to the 3 fixed object crashes, the individual vehicles were traveling northbound, southbound, and westbound. More data would need to be evaluated to determine exact causes of crashes and potential safety countermeasures. Table 1: Crash History – Frequency and Severity Statistics PDO Injury Fatality Average Crash Frequency (Crash/Yr) Crash Rate (Crash/ MVE) Severity Index Predicted Average Crash Frequency (Crash/Yr) Predicted Crash Rate (Crash/ MVE) Davis Lane/ E Valley Center Road 8493 3 2 1 0 0.60 0.19 1.67 0.69 0.22 Davis Lane/Catamount Street 3837 0 0 0 0 0.00 0.00 0.00 0.35 0.25 Davis Lane/Cattail Street 6252 6 3 3 0 1.20 0.53 2.00 1.09 0.48 North 27th Ave/E Valley Center Rd 18874 0 0 0 0 0.00 0.00 0.00 0.10 0.01 N 27th Ave/Catamount St 3533 3 2 1 0 0.60 0.47 1.67 0.39 0.30 N 27th Ave/Cattail St 1640 0 0 0 0 0.00 0.00 0.00 0.17 0.28 E Valley Center Rd/Valley Spur Rd 8653 18 15 3 0 3.60 1.14 1.33 0.78 0.25 Frontage Road/Valley Spur Rd 10376 19 12 6 1 3.80 1.00 2.00 0.92 0.24 Hidden Valley Rd/E Valley Center Rd 6096 3 3 0 0 0.60 0.27 1.00 0.32 0.14 1 Daily Entering Volume (DEV) estimated from 2023 peak hour counts and 2014 through 2018 MDT published ADTs 2 Crashes reported from January 1, 2014 to December 31, 2018 3 Crash rates expressed as crashes per million vehicles entering (MVE) ⁴ Rates calculated using Highway Safety Manual (HSM) 1st Edition predictive methodology using SPICE tool Intersection Crash Data3Crash Type 2014-2018 DEV1 Reported Crashes2 HSM Predictions⁴ Turnrow Development TIS 9 Three unsignalized study area intersections, Davis Lane/East Valley Center Road, Davis Lane/Cattail Street, and North 27th Avenue/Catamount Street had 2 right-angle crashes each. Right-angle crashes typically occur at unsignalized intersections when drivers stop at a stop sign but then proceed when it is unsafe to do so. Often these crashes are caused by sight distance issues, drivers detecting speeds of approaching vehicles incorrectly, and/or high speeds on the main roadway. At the intersection of Davis Lane/East Valley Center Road the 2 right-angle crashes occurred with wet and icy pavement conditions during the daylight. Glare was noted as a possible contributing figure in one crash. The intersection of Davis Lane/Cattail Street had two right angle collisions that occurred on dry pavement during daylight conditions and involved eastbound and southbound vehicles, suggesting it may be due to bad judgement about vehicular gaps. The crashes reported at the intersection of North 27th Avenue/Catamount Street occurred during daylight with good pavement conditions which suggests they may also be due to bad judgement about vehicular gaps. It should be noted that the above crash analysis is speculative based on information provided by MDT. More detailed crash information would be needed to determine the exact cause of each collision. TRIP GENERATION 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. These projections are used to analyze the impacts of a new development on the surrounding area. For the purposes of this study, Single-Family Detached Housing (Land Use Code 210), Single-Family Attached Housing (LU 215), Multifamily Housing (Low-Rise) (LU 220), General Office Building (Land Use Code 710), and Strip Retail Plaza (Land Use Code 822) were used to estimate trip generation for the Turnrow Development. Table 3 on page 10 illustrates the results of the trip generation calculations for the site. Phase 1 of the Turnrow Development is projected to generate a total of 2,520 gross average weekday trips with 157 trips (70 entering/87 exiting) generated during the AM peak hour and 262 trips (135 entering/127 exiting) generated during the PM peak hour. At full buildout, the Turnrow Development is projected to generate a total of 11,040 gross average weekday trips with 705 trips (234 entering/471 exiting) generated during the AM peak hour and 1,033 trips (594 entering/439 exiting) generated during the PM peak hour. Table 2: Crash History – Collision Type Rear End Right Angle RT, OD SS, OD Head On LT, OD Backing Vehicle Rollover Fixed Object Jack knife Total Davis Lane/ E Valley Center Road 1 2 3 Davis Lane/Catamount Street 0 Davis Lane/Cattail Street 2 1 1 2 6 North 27th Ave/E Valley Center Rd 0 N 27th Ave/Catamount St 2 1 3 N 27th Ave/Cattail St 0 E Valley Center Rd/Valley Spur Rd 2 10 1 1 1 2 1 18 Frontage Road/Valley Spur Rd 4 10 3 1 1 19 Hidden Valley Rd/E Valley Center Rd 3 3 Collision Type Turnrow Development TIS 10 Table 3: Trip Generation Summary Intensity Units total enter exit total enter exit total enter exit 36 Dwelling Units 339 170 169 25 6 19 34 21 13 54 29 25 1 0 1 8 5 3 129 Dwelling Units 929 465 464 62 16 46 74 44 30 149 81 68 1 0 1 18 12 6 15 1000 SF GFA 163 82 81 23 20 3 22 4 18 53 33 20 3 2 1 7 3 4 20 1000 SF GFA 1089 545 544 47 28 19 132 66 66 216 93 123 3 2 1 29 11 18 297 154 143 15 9 6 35 19 16 2520 1262 1258 157 70 87 262 135 127 472 236 236 8 4 4 62 31 31 297 154 143 15 9 6 35 19 16 1751 872 879 134 57 77 165 85 80 624 Dwelling Units 4206 2103 2103 250 60 190 318 200 118 199 105 94 3 1 2 22 15 7 349 Dwelling Units 3291 1646 1645 244 61 183 328 207 121 156 82 74 3 1 2 22 15 7 152 Dwelling Units 1094 547 547 73 18 55 87 51 36 51 27 24 2 1 1 7 4 3 30 1000 SF GFA 325 163 162 46 40 6 43 7 36 119 78 41 5 2 3 14 8 6 39 1000 SF GFA 2124 1062 1062 92 55 37 257 129 128 423 182 241 11 6 5 55 20 35 578 299 279 28 17 11 69 37 32 11040 5521 5519 705 234 471 1033 594 439 948 474 474 24 11 13 120 62 58 578 299 279 28 17 11 69 37 32 9514 4748 4766 653 206 447 844 495 349 (1)Multifamily Housing (Low-Rise) - Land Use 220*Units = Dwelling Units Average Weekday:Average Rate = 6.74 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.40 (24% entering/76% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.51 (63% entering/37% exiting) (2)Single-Family Detached Housing - Land Use 210*Units = Dwelling Units Average Weekday:Average Rate = 9.43 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.70 (25% entering/75% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.94 (63% entering/37% exiting) (3)Single-Family Attached Housing - Land Use 215*Units = Dwelling Units Average Weekday:Average Rate = 7.20 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.48 (25% entering/75% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.57 (59% entering/41% exiting) (4)General Office Building - Land Use 710*Units = 1000 SF GFA Average Weekday:Average Rate = 10.84 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 1.52 (88% entering/12% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 1.44 (17% entering/83% exiting) (5)Strip Retail Plaza (<40k) - Land Use 822*Units = 1000 Sq. Ft. GFA Average Weekday:Average Rate = 54.45 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 2.36 (60% entering/40% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 6.59 (50% entering/50% exiting) *Trip Generation, 11th Edition, Institute of Transportation Engineers, 2021 **Trip Generation Handbook, 3rd Edition, Institute of Transportation Engineers, 2017 Total External Gross Trips Total Buildout Internal Capture Trips Total Buildout Pass-By Trips Total Buildout New External Trips Phase 1 Internal Capture Trips** Single-Family Attached Housing3 Internal Capture Trips** Single-Family Detached Housing2 Independent Variable Average Weekday PM Peak HourLand Use AM Peak Hour General Office Building4 Internal Capture Trips** Strip Retail Plaza (<40k)5 Internal Capture Trips** General Office Building4 Internal Capture Trips** Strip Retail Plaza (<40k)5 Internal Capture Trips** Pass-By Trips** (Avg. Rate = 34%) Internal Capture Trips** Single-Family Detached Housing2 Internal Capture Trips** Single-Family Attached Housing3 Internal Capture Trips** Phase 1 Pass-By Trips Phase 1 New External Trips Pass-By Trips** (Avg. Rate = 34%) Total Buildout Multifamily Housing (Low-Rise)1 Phase 1 Gross Trips Phase 1 Internal Capture Trips Turnrow Development TIS 11 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 Turnrow Development. 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. Pass-by trips are primarily attracted by commercial type land uses such as restaurants, convenience markets, and gas stations and were therefore also calculated for this study. A portion of the external trips generated by the Turnrow Development 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 separation of the site from services and lack of multi-modal accommodations. With adjustments made for internal capture and pass-by trips, Phase 1 of the Turnrow Development is projected to generate 1,751 net new external vehicular trips on a typical weekday with 134 trips (57 entering/77 exiting) during the AM peak hour and 165 trips (85 entering/80 exiting) during the PM peak hour. At full buildout the Turnrow Development is projected to generate 9,514 net new external trips on a typical weekday with 653 trips (206 entering/447 exiting) during the AM peak hour and 844 trips (495 entering/349 exiting) during the PM peak hour. TRIP DISTRIBUTION A trip distribution is an estimate of site-generated trip routing, which can be determined by several methods such as computerized travel demand models, calculation of travel time for various available routes and/or simple inspection of existing traffic patterns within the project area. For this study, distribution percentages were calculated based on collected existing volumes and traffic impact studies for adjacent developments. Figures 5 and 6 on pages 13 and 14 present the calculated trip distribution schemes for the Phase 1 (2026) and Future (2037) scenarios. TRAFFIC ASSIGNMENT Traffic assignment is the procedure whereby site-generated vehicle trips are assigned to study area streets, intersections, and site access driveways based on the calculated trip distribution and the physical attributes of the development site. Using this approach, the site-generated trips for Turnrow Development were assigned to the study area street network via the three main access locations previously described for the purposes of projecting future traffic volumes for analysis. The results of the traffic assignment exercises for the Phase 1 (2026) and Future (2037) scenarios are also illustrated in Figures 5 and 6, respectively. Turnrow Development TIS 12 TRAFFIC IMPACTS Traffic Volumes It was provided by the client that Phase 1 is expected to be completed by 2026. In addition to the Phase 1 (2026) analysis, a 15-year Future (2037) horizon for full buildout of the site was also evaluated. 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, historical MDT traffic data was reviewed, and it was determined that a background growth rate of 2.0 percent would be appropriate to model long-range ambient growth in the study area. Additional growth was calculated by adding trips anticipated for the nearby Eastlake, Billings Clinic, and Vance Thompson Vision developments, which are anticipated to be completed concurrently with the Turnrow Development. Trips from these developments were combined with existing traffic volumes, anticipated background growth, and site-generated traffic assignments to determine the Phase 1 (2026) and Future (2037) traffic projections. Figures 7 and 8 on pages 15 and 16 show the Phase 1 (2026) and Future (2037) AM and PM peak hour traffic volume projections, respectively. North 27th Avenue is expected to be connected between Cattail Street and Baxter Lane in 2025 and the City of Bozeman’s ongoing Fowler Avenue Connection project, also expected to be completed in 2025, will connect Fowler Avenue from Huffine Lane to Oak Street where it becomes Davis Lane and continues through the study area to East Valley Center Road. Additionally, Ferguson Avenue is proposed to connect from Cattail Street to East Valley Center Road through the Turnrow site. It is likely that these connections will considerably impact traffic patterns in the study area. Adjustments were not calculated to account for construction of these street segments, as a more in-depth analysis of overall area traffic patterns would need to be performed to determine accurate projections. Intersection Capacity Sanderson Stewart performed capacity calculations for the Phase 1 (2026) and Future (2037) scenarios based on the AM and PM peak hour traffic volume projections presented in Figures 7 and 8. 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. Figures 7 and 8 also show the Phase 1 (2026) and Future (2037) LOS results at each intersection. The results of the Phase 1 (2026) intersection capacity calculations show that the northbound approach at the Davis Lane/East Valley Center Road intersection is projected to worsen to LOS F during the PM peak hour. At the Davis Lane/Cattail Street intersection during the PM peak hour the eastbound approach is expected to worsen to LOS D and the westbound approach is projected to worsen to LOS E. Projected 95th percentile queuing is minimal at all except the two signalized intersections on Valley Spur Road, which are projected to experience moderate queuing. All other intersections and approaches, including the new site access intersections, are projected to operate at LOS C or better during both peak hours. The results of the Future (2037) intersection capacity calculations show severe delay and projected queuing at several study intersections, particularly at intersections along East Valley Center Road, Davis Lane, Catamount Street, and North 27th Avenue. The Frontage Road/Valley Spur Road intersection is projected to operate at LOS D or worse on multiple approaches during both peak hours, with queues on the south leg reaching East Valley Center Road. Turnrow Development TIS 13 Figure 5: Phase 1 (2026) Trip Distribution & Traffic Assignment Summary Turnrow Development TIS 14 Figure 6: Future (2037) Trip Distribution & Traffic Assignment Summary Turnrow Development TIS 15 Figure 7: Phase 1 (2026) Traffic Projections Turnrow Development TIS 16 Figure 8: Future (2037) Traffic Projections Turnrow Development TIS 17 The Davis Lane/East Valley Center Road intersection is projected to operate at LOS F during both peak hours, with extreme delay and queuing values in the PM peak hour. The North 27th Avenue/East Valley Center Road intersection is projected to operate at LOS F during the PM peak hour with a lengthy queue. The intersections of Catamount Street with Davis Lane and North 27th Avenue are both projected to operate at LOS D or worse on a least one approach, although several approaches operate close to the LOS C cutoff value. The Davis Lane/Cattail Street intersection is projected to operate at LOS F on multiple approaches during both peak hours with extreme delay and queuing particularly during the PM peak hour. At the site access intersection of Ferguson Avenue/East Valley Center Road, the minor approach is projected to operate at LOS F during both peak hours. Detailed intersection capacity summary tables and capacity calculation worksheets for the Phase 1 (2026) and Future (2037) traffic scenarios are included in Appendices C and D, respectively. Mitigation Alternatives A variety of potential mitigation improvement options were evaluated to address existing concerns and/or projected impacts for study area streets and intersections. The following paragraphs provide details on that analysis. Bozeman Transportation Master Plan (TMP) The Bozeman TMP recommends improvements to several streets and intersections in the study area. Corridor improvement recommendations include: 1. East Valley Center Road widened to a three-lane urban principal arterial standard west of North 27th Avenue. 2. Davis Lane widened to a five-lane urban minor arterial standard between Baxter Lane and East Valley Center Road. 3. North 27th Avenue widened to a three-lane urban collector standard between Baxter Lane and East Valley Center Road. The segment from Baxter Lane to Cattail Street is currently programmed for construction in 2025. 4. Cattail Street widened to a three-lane urban collector between North 19th Avenue and North 27th Avenue. There are currently three lanes in this section, but other improvements such as curb and gutter and sidewalk have yet to be completed. Additional improvements are currently scheduled for 2027. 5. Ferguson Avenue connected as a collector standard from Cattail Street to East Valley Center Road. 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 and Davis Lane/Cattail 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. Turnrow Development TIS 18 3. Installation of a traffic signal at North 27th Avenue/East Valley Center Road (with additional geometric improvements) when warrants are met, with potential lane configuration modifications including the addition of an eastbound right-turn lane. Pedestrian/bicycle improvements in the study area that are recommended in the Bozeman TMP include: 1. Installation of bike lanes on Davis Lane, Catamount Street east of North 27th Avenue, and North 27th Avenue north of Honor Lane. 2. Installation of a shared use path along the Frontage Road and Valley Spur Road. 3. Installation of a shared use path along East Valley Center Road between North 19th Avenue and Catamount Street and northwest of Honor Lane to Valley Spur Road. 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 in the Phase 1 (2026) and Future (2037) scenarios. However, the recommended project improvements were considered as potential mitigation alternatives. Auxiliary Turn Lanes 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), Phase 1 (2026), and Future (2037) analysis scenarios: · Davis Lane/East Valley Center Road intersection: An eastbound right-turn lane is projected to be warranted based on Existing (2022) conditions and a westbound left-turn lane is projected to be warranted based on the Phase 1 (2026) scenario. · North 27th Avenue/East Valley Center Road intersection: An eastbound right-turn lane is projected to be warranted based on the Future (2037) scenario. · Davis Lane/Catamount Street intersection: Northbound and southbound right-turn lanes are projected to be warranted based on the Future (2037) scenario. · North 27th Avenue/Catamount Street intersection: A northbound left-turn lane is projected to be warranted based on the Future (2037) scenario. · North 27th Avenue/Cattail Street intersection: A northbound left-turn lane is projected to be warranted based on the Future (2037) scenario. · Davis Lane/Cattail Street intersection: Northbound and southbound right-turn lanes are projected to be warranted based on the Existing Conditions (2022) scenario. Additionally, a northbound left-turn lane is Turnrow Development TIS 19 expected to be warranted based on the Phase 1 (2026) scenario, and a southbound left-turn lane is projected to be warranted based on the Future (2037) scenario. · Ferguson Avenue/East Valley Center Road intersection: An eastbound right-turn lane and westbound left-turn lane are expected to be warranted based on the Future (2037) scenario. · Site Access 2/East Valley Center Road intersection: A westbound left-turn lane is expected to be warranted based on the Phase 1 (2026) scenario. Additionally, an eastbound right-turn lane is expected to be warranted based on the Future (2037) scenario. · Site Access 3/Davis Lane intersection: A northbound left-turn lane is expected to be warranted based on the Future (2037) scenario. The final decision to install any turn lanes should be made by MDT and the City of Bozeman after evaluating what impacts they may have to other aspects of the intersections or adjacent intersections. Additionally, the warrant analysis was performed based on the existing roadway geometry. If road sections are reconstructed to include additional lanes, then the turn lane warrants should be updated based on the criteria for a multi-lane road segment. Auxiliary turn lane warrant worksheets for the Existing Conditions (2022), Phase 1 (2026), and Future (2037) scenarios can be found in Appendix E. Multi-Way Stop Control Installation of multi-way stop signs at the North 27th Avenue/Catamount Street intersection was considered based on guidance presented in Section 2B.07 of the Manual on Uniform Traffic Control Devices (MUTCD). The MUTCD provides criteria for considering multi-way stop control based on crash trends and minimum entering volumes. Multi- way stop control is also often implemented as an interim measure to control traffic in locations where a traffic signal is warranted but has not yet been installed. Multi-way stop control is not considered warranted at the North 27th Avenue/Catamount Street intersection based on the Existing Conditions (2022) or Phase 1 (2026) scenarios, but it is warranted based on the Future (2037) traffic projections scenario. Multi-way stop warrant worksheets can be found in Appendix F. Traffic Signals Traffic signal warrants were evaluated using criteria outlined in the MUTCD for the Existing Conditions (2022), Phase 1 (2026), and Future (2037) 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, Warrant 9 (Intersection Near a Grade Crossing) was not evaluated because there are no railroad crossings near any of the evaluated intersections. Warrant 5 (School Crossing) is applicable at the Davis Lane/Cattail Street intersection, but data for this study was counted during the winter when school was not in session, so pedestrian volumes were low. 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. The MUTCD also directs that when the minor approach has a right turn lane present, the engineer should use judgement as to whether all or a portion of those movements should be considered in the traffic signal warrant evaluation. This is because those movements can often be made with minimal Turnrow Development TIS 20 conflict or associated delay. This additional analysis was performed at the North 27th Avenue/East Valley Center Road intersection with 100-percent, 50-percent, and 0-percent of northbound right-turns included in the calculations. · Davis Lane/East Valley Center Road intersection: A traffic signal is expected to be warranted based on the Phase 1 (2025) scenario. Although, it should be noted that the Eight-Hour vehicular volume warrant is one vehicle away from being met and the Four-Hour warrant is also extremely close to being met for the Existing Conditions (2022). It is possible that daily variation in traffic volumes could result in the warrants being met with data collected on another day. · North 27th Avenue/East Valley Center Road intersection: The Eight-Hour warrant is met, and the Four- Hour warrant is extremely close to being met in the Phase 1 (2026) scenario with 100-percent of right turns included, so a traffic signal is considered warranted in that scenario. In the Future (2037) scenario a signal is warranted for the 100-percent, 50-percent, and 0-percent right-turning scenarios. In general, reduction in northbound right-turns did not have a great impact on the analysis due to the low volume of right-turn movements. · Davis Lane/Catamount Street intersection: A traffic signal is not expected to be warranted at this intersection for any of the volume scenarios. It is likely this intersection will not be warranted until development to the west of Davis Lane occurs. · North 27th Avenue/Catamount Street intersection: A traffic signal is not expected to be warranted at this intersection for any of the volume scenarios. · Davis Lane/Cattail Street: A traffic signal is expected to be warranted based on the Future (2037) scenario. It is likely this intersection will be warranted sooner than 2037 if development to the northwest and southwest of this intersection occurs. · Ferguson Avenue/East Valley Center Road intersection: Only the peak hour warrant could be evaluated with the projected volumes at the proposed new site access location, and it is projected to be met in the Future (2037) scenario. It is likely that the additional volume-based warrants would be met in the Future (2037) scenario if projections could be made for 24 hours. The signal warrant analysis was performed based on existing roadway geometry. If road sections are reconstructed to include additional lanes, then the traffic signal warrants should be updated based on the criteria for multi-lane approaches. Signal warrant worksheets for the Existing Conditions (2022), Phase 1 (2026), and Future (2037) scenarios can be found in Appendix G. Improved Intersection Capacity Frontage Road/Valley Spur Road: This intersection is projected to operate with failing capacity on the westbound and northbound approaches in the Future (2037) scenario, with high conflicting volumes between those movements. It is likely that installation of separate northbound left-turn and right-turn lanes could improve operations at this intersection if there is room to do so within the available right-of-way. Any improvements to this intersection should be evaluated by MDT due to the signal operating in conjunction with the adjacent at-grade rail crossing. Turnrow Development TIS 21 Davis Lane/East Valley Center Road: The warranted turn lanes along with separate northbound right- and left-turn lanes are projected to improve minor leg operations to LOS D in the PM peak hour for the Phase 1 (2026) scenario. However, these improvements had a minimal impact on operations in the Future (2037) scenario and a traffic signal is projected to operate at LOS B or better. North 27th Avenue/East Valley Center Road: With the warranted eastbound right-turn lane and the TWLTL recommended on East Valley Center Road in the Bozeman TMP allowing for two-stage northbound left turns, this intersection is projected to operate at LOS C or better in the Future (2037) scenario. A traffic signal would operate at LOS B or better at this intersection. Davis Lane/Catamount Street: With the five-lane section on Davis Lane recommended in the Bozeman TMP, including a southbound left-turn lane, this intersection is projected to operate at LOS C or better in the Future (2037) scenario. A roundabout or traffic signal would also operate at LOS B or better, although a traffic signal was not found to be warranted. North 27th Avenue/Catamount Street: This intersection was evaluated assuming the recommended three-lane section is constructed on North 27th Avenue, including northbound and southbound left-turn lanes. With two-way stop control the minor approaches are still projected to operate at LOS D, but with all-way stop control the intersection is projected to operate at LOS C or better. A traffic signal or roundabout is projected to operate at LOS A or better, although a traffic signal was not found to be warranted. Implementation of any of these traffic control changes may also reduce right-angle crashes at the intersection. North 27th Avenue/Cattail Street: This intersection was evaluated assuming the recommended three-lane section is constructed on North 27th Avenue, which includes a TWLTL allowing for the warranted northbound left-turn lane and two-stage eastbound left turns. The intersection is projected to operate at LOS C or better in the Future (2037) scenario with the TWLTL, but it is also projected to operate at LOS C or better without any improvements. Davis Lane/Cattail Street: With the five-lane section on Davis Lane recommended in the Bozeman TMP, including northbound and southbound left-turn lanes, the intersection is still projected to operate at failing LOS in the Future (2037) scenario without a higher form of traffic control. However, with either a signal or roundabout the intersection is projected to operate at LOS B or better. In the Phase 1 (2026) analysis, the warranted turn lanes are not projected to improve operations beyond LOS D, but a traffic signal or roundabout is projected to operate at LOS A. Ferguson Avenue/East Valley Center Road: With the warranted turn lanes and the TWLTL recommended on East Valley Center Road in the Bozeman TMP allowing for two-stage northbound left turns, this intersection is projected to improve to LOS D on the minor approach in the Future (2037) scenario. A traffic signal would operate at LOS B or better at this intersection. Site Access 2/East Valley Center Road: This intersection is projected to operate at LOS B or better with the warranted turn lanes in both the Phase 1 (2026) and Future (2037) scenarios. However, it should be noted that the intersection is also projected to operate at acceptable levels without the warranted lanes. Davis Lane/Site Access 3: This intersection is projected to operate at LOS C or better both with and without the warranted northbound left-turn lane in the Future (2037) scenario. Turnrow Development TIS 22 The results of the improved capacity calculations for the Phase 1 (2026) and Future (2037) scenarios are shown in detailed capacity summary tables which can be found in Appendix H, along with the calculation worksheets. CONCLUSIONS & RECOMMENDATIONS Conclusions The preceding analysis has shown that the Turnrow Development will generate a moderate volume of new traffic demand for area streets and intersections after construction of Phase 1, with a substantial volume upon Full Buildout. Through the planned development, it is estimated that approximately 1,751 new external trips would be generated on an average weekday in the Phase 1 (2026) scenario, and 9,514 new external daily vehicle trips would be generated in the Future (2037) scenario. The Existing Conditions (2022) traffic scenario analysis showed that at the Davis Lane/East Valley Center Road and Davis Lane/Cattail Street intersections, a single minor approach operates at LOS D during the PM peak hour. However, the delay values on both approaches are within 0.5 second of the LOS C cutoff value. The remaining study intersections currently operate at LOS C or better on all approaches. The crash analysis revealed that the intersections of East Valley Center Road/Valley Spur Road and Frontage Road/Valley Spur Road had historical crash rates that were over four times higher than HSM predicted crash rates before traffic signals were installed. Several other intersections also had elevated crash rates compared to what would be predicted but most crash totals were generally low. Phase 1 (2026) capacity calculations showed that delay is projected to worsen to LOS E and F at the same intersection approaches operating at LOS D under Existing Conditions (2022). All other intersections are projected to continue operating at LOS C or better. Future (2037) scenario capacity calculations showed that half of the study intersections are projected to operate with failing LOS on at least one approach with severe 95th percentile queuing at multiple of those intersections. The site access approach of Ferguson Avenue at East Valley Center Road is projected to operate at LOS F during both peak hours, but the other two site access intersections on East Valley Center Road and Davis Lane are projected to operate at LOS C or better. Auxiliary turn lane warrants were evaluated based on the application of MDT Traffic Engineering Manual criteria and turn lanes were found to be warranted at two study intersections based on Existing Conditions (2022), one additional intersection in Phase 1 (2026), and six additional intersections in the Future (2037) scenario. Multi-way stop control warrants were evaluated at the North 27th Avenue/Catamount Street intersection and it was found that all-way stop control is projected to be warranted in the Future (2037) scenario. Traffic signal warrants were evaluated based on MUTCD criteria and it was found that a signal is very close to being warranted at the Davis Lane/East Valley Center Road intersection under Existing Conditions (2022), and a signal is warranted in the Phase 1 (2026) scenario. Signals are projected to be warranted at the North 27th Avenue/East Valley Center Road and Davis Lane/Cattail Street intersections in the Future (2037) scenario. The site access intersection of Turnrow Development TIS 23 Ferguson Avenue/East Valley Center Road is projected to meet the Peak Hour warrant in the Future (2037) scenario and would likely also meet the other volume-based warrants. The Bozeman Transportation Master Plan (TMP) recommends several improvements to the study area, including widening segments of East Valley Center Road, Davis Lane, and Cattail Street, as well as widening and extending North 27th Avenue from Baxter Lane to East Valley Center Road. Installation of turn lanes and/or potential signalization is recommended at the intersections of Davis Lane/East Valley Center Road, Davis Lane/Catamount Street, Davis Lane/Cattail Street, and North 27th Avenue/East Valley Center Road. Multi-modal recommendations include bike lanes on missing segments of North 27th Avenue, Catamount Street, and Davis Lane, and connection of existing shared use paths along East Valley Center Road to Valley Spur Road and along Frontage Road. The expected future connections of North 27th Avenue from Cattail Street to Baxter Lane, Fowler Avenue from Huffine Lane to Oak Street, and Ferguson Avenue from Cattail Street to East Valley Center Road are likely to considerably impact traffic patterns in the study area. Adjustments were not made to account for these connections, as that would require an in-depth analysis of overall area traffic patterns in order to determine accurate projections. A mitigations analysis found that implementation of warranted turn lanes, all-way stop-control, traffic signals, and Bozeman TMP-recommended improvements are projected to improve capacity to acceptable levels at most intersections. Providing separate northbound left-turn and right-turn lanes at the Frontage Road/Valley Spur Road intersection may improve operations but any improvements at that intersection should be initiated by MDT. Operations in the study area, particularly along Davis Lane, North 27th Avenue, and East Valley Center Road should be monitored upon completion of the connection of North 27th Avenue to Baxter Lane, as this new route may alter traffic patterns in the area and result in the need for different mitigation solutions. Recommendations The following list of recommendations is based on the analysis results from this study and the professional judgment of the author: Short-Term Horizon Recommendations – Existing to Phase 1 (2026) Improvements to Area Transportation Network: · North 27th Avenue: The TMP recommendation to reconstruct North 27th Avenue with a 3-lane section should be considered. This improvement is not programmed in the current CIP for the section north of Cattail Street. · North 27th Avenue/East Valley Center Road: Intersection operations should be monitored in the future to determine when a traffic signal becomes warranted, which is projected to occur in the Phase 1 (2026) timeline. This improvement is unscheduled in the current CIP. · Davis Lane/Cattail Street: The warranted northbound right-turn and left-turn and southbound right-turn lanes should be considered at this intersection, but a higher form of traffic control such as a traffic signal or roundabout may provide for better operations without constructing all warranted lanes. Any warrants should be reevaluated if/when Davis Lane is expanded to a 5-lane section, per TMP recommendations, if improvements have not already been installed. School crossing volumes should be monitored to determine if they meet the Turnrow Development TIS 24 requirements of the school crossing traffic signal warrant. Improvements to this intersection are unscheduled in the current CIP. Improvements Adjacent to Turnrow Subdivision: · Site Access 2/East Valley Center Road & Davis Lane/Site Access 3: Stop signs (R1-1) should be installed for all private site access approaches on public streets. · Davis Lane: Conversion of Davis Lane to a 5-lane roadway should be considered as recommended in the TMP. However, until such time that this improvement becomes necessary and is constructed, any interim improvements should be designed to fit within the existing roadway geometry. Reconstruction of Davis Lane between Cattail Street and East Valley Center Road to a city standard is unscheduled in the current CIP. · East Valley Center Road: The TMP recommendation to reconstruct East Valley Center Road with a 3-lane section west of North 27th Avenue should be considered in order to provide left-turn lanes at Davis Lane and site accesses, as well as an opportunity for two-stage northbound left turns. A 3-lane section was shown to substantially improve capacity at intersections on East Valley Center Road. This improvement is not programmed in the current CIP. · Davis Lane/East Valley Center Road: The warranted eastbound right-turn and westbound left-turn lanes as well as separate northbound left- and right-turn lanes should be considered for installation to improve capacity and safety metrics. The warranted traffic signal should also be considered at this intersection as capacity continues to deteriorate. Improvements to this intersection are unscheduled in the current CIP. · Site Access 2/East Valley Center Road: The warranted westbound left-turn lane should be considered for installation to improve safety at the intersection by separating turning and thru vehicles. The left-turn lane could be constructed in conjunction with the TMP recommendation to provide a 3-lane section along East Valley Center Road, which is not programmed in the current CIP. Long-Term Horizon Recommendations – Phase 1 (2026) to Future (2037) All improvements recommended for the short-term horizon should also be considered in the long-term if they have not yet been implemented. Improvements to Area Transportation Network: · Frontage Road/Valley Spur Road: Improvements should be considered at this intersection as volumes increase and signal operations deteriorate. Separate northbound left-turn and right-turn lanes may improve operations but any improvements at this intersection should be performed by MDT due to the signal operating in conjunction with the adjacent at-grade rail crossing. · North 27th Avenue/East Valley Center Road: The warranted eastbound right-turn lane should be considered for installation at this intersection, and volumes should be monitored to determine if this turn lane should be installed in conjunction with a traffic signal. Improvements at this intersection are unscheduled in the current CIP. Turnrow Development TIS 25 · Davis Lane/Catamount Street: The warranted northbound right-turn and southbound left-turn lanes should be considered for installation with the existing roadway section. The need for these lanes may be reevaluated if/when Davis Lane is expanded to a 5-lane section, per TMP recommendations. No improvements are programmed in the current CIP at this intersection. · North 27th Avenue/Catamount Street: The warranted northbound left-turn lane should be considered for installation and could be constructed in conjunction with the TMP recommendation to provide a 3-lane section on North 27th Avenue. Operations should also be monitored in the future to determine if and when a higher form of traffic control, such as all-way stop-control or a traffic signal may become warranted. No improvements are programmed in the current CIP at this intersection. · North 27th Avenue/Cattail Street: The warranted northbound left-turn lane should be considered for installation, and it could be constructed in conjunction with the TMP recommendations to provide a 3-lane section on North 27th Avenue. No improvements are programmed in the current CIP at this intersection. · Davis Lane/Cattail Street: Operations and school crossing volumes should be monitored at this intersection to determine when a higher form of traffic control such as a traffic signal or roundabout may become warranted. Warranted turn lanes may not need to be constructed and the warrants should be reevaluated if/when Davis Lane is expanded to a 5-lane section, per TMP recommendations, if improvements have not already been installed. Improvements to this intersection are unscheduled in the current CIP. Improvements Adjacent to Turnrow Subdivision: · Ferguson Avenue/East Valley Center Road: The warranted eastbound right-turn and westbound left-turn lanes should be considered for installation to improve safety at the intersection by separating turning and thru vehicles. The left-turn lane could be constructed in conjunction with the TMP recommendation to provide a 3- lane section along East Valley Center Road. Initially, a stop (R1-1) sign should be installed on Ferguson Avenue. A traffic signal may become necessary as the Turnrow Development is fully built out, as well as the future Ferguson Avenue connection is made to Cattail Street. The Ferguson Avenue extension is not programmed in the current CIP, nor are improvements to East Valley Center Road. · Site Access 2/East Valley Center Road: The warranted eastbound right-turn lane should be considered for installation upon full buildout of Turnrow Development to improve safety at the intersection by separating turning and thru vehicles. No improvements at this location are programmed in the current CIP. · Davis Lane/Site Access 3: The warranted northbound left-turn lane should be considered for installation upon full buildout of Turnrow Development and could be implemented before or after Davis Lane is expanded to a 5-lane section, per TMP recommendations. Improvements to Davis Lane are unscheduled in the current CIP, with no specific improvements programmed at this location. General Recommendations · A speed study should be considered along East Valley Center Road, and a speed limit reduction may need to be implemented if traffic signals are constructed at any intersections within the 60-mph section of the road. Turnrow Development TIS 26 · Improvements recommended in the Bozeman Transportation Master Plan (2017) should be constructed based on timelines provided in this report and reevaluated with future area development. If the buildout of any of these improvements is deemed necessary by the City prior to or in lieu of CIP funding, contribution percentages should be calculated based on proportional shares of impacting area developments. · All transportation-related improvements shall be designed in accordance with City of Bozeman and/or MDT standards (where applicable) and the Manual on Uniform Traffic Control Devices (MUTCD). APPENDIX A 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 0 1.03 1.03 1.03 1.03 0 7:30 AM 0 0 0 0 0 52 0 36 0 88 63 75 0 0 138 0 29 27 0 56 282 7:45 AM 0 0 0 0 0 38 0 36 0 74 77 85 0 0 162 0 27 31 0 58 294 8:00 AM 0 0 0 0 0 31 0 22 0 53 43 51 0 0 94 0 23 23 0 46 193 8:15 AM 0 0 0 0 0 33 0 21 0 54 44 61 0 0 105 0 22 36 0 58 217 Grand Total 0 0 0 0 0 154 0 115 0 269 227 272 0 0 499 0 101 117 0 218 986 Medium Truck % 0.0 0.0 0.0 0.0 0.0 2.6 0.0 0.0 0.0 1.5 0.9 2.6 0.0 0.0 1.8 0.0 4.0 1.7 0.0 2.8 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.4 0.0 0.4 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 2.6 0.0 0.9 0.0 1.9 0.9 2.9 0.0 0.0 2.0 0.0 4.0 1.7 0.0 2.8 Total % 0.0 0.0 0.0 0.0 0.0 15.6 0.0 11.7 0.0 27.3 23.0 27.6 0.0 0.0 50.6 0.0 10.2 11.9 0.0 22.1 100.0 PHF 1.00 1.00 1.00 0.91 0.91 0.91 0.77 0.77 0.77 0.94 0.94 0.94 0.84 0RT101TH117LT0UU0LT0TH272RT2270 115 0 154 U LT TH RT Westbound Agency/Company: Dylan Eve Sanderson Stewart North/South Street: Valley Spur Road AM Peak Hour (7:30 - 8:30 AM) 22396Project Number: Southbound Valley Spur Road Northbound Frontage Road Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Valley Spur Road and Frontage RoadCounted By:Frontage RoadFrontage Road499Bozeman, MT /MDTThursday, January 5, 2023Date Performed: Count Time Period: North Bozeman 115 N/A Frontage Road Frontage Road Vehicle Volumes and Adjustments Valley Spur Road 269 InOut 344In216 In218Out426Total Entering 986Out 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 1.03 1.03 1.03 1.03 0 1.03 1.03 1.03 1.03 0 4:45 PM 0 0 0 0 0 30 0 48 0 78 42 41 0 0 83 0 73 29 0 102 263 5:00 PM 0 0 0 0 0 27 0 57 0 84 65 33 0 0 98 5 76 51 0 132 314 5:15 PM 0 0 0 0 0 24 0 50 0 74 54 26 0 0 80 1 109 49 0 159 313 5:30 PM 0 0 0 0 0 35 0 59 0 94 34 29 0 0 63 0 80 58 0 138 295 Grand Total 0 0 0 0 0 116 0 214 0 330 195 129 0 0 324 6 338 187 0 531 1185 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.0 0.3 0.5 2.3 0.0 0.0 1.2 0.0 0.9 1.1 0.0 0.9 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 0.3 0.0 0.0 0.2 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.0 0.3 0.5 2.3 0.0 0.0 1.2 0.0 1.2 1.1 0.0 1.1 Total % 0.0 0.0 0.0 0.0 0.0 9.8 0.0 18.1 0.0 27.8 16.5 10.9 0.0 0.0 27.3 0.5 28.5 15.8 0.0 44.8 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.83 0.83 0.83 0.95 6RT338TH187LT0UU0LT0TH129RT1950 214 0 116 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Dylan Eve Valley Spur Road and Frontage Road North/South Street: Valley Spur Road Frontage Road Date Performed: Thursday, January 5, 2023 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 22396 North Bozeman 115 East/West Street:Frontage RoadOut552Vehicle Volumes and Adjustments N/A Valley Spur Road Frontage Road Frontage Road Southbound Northbound Eastbound Westbound In324245OutValley Spur Road 531InFrontage RoadTotal Entering 1185 382 330 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 1.03 1.03 1.03 1.03 0 1.03 1.03 1.03 1.03 0 7:30 AM 0 0 0 0 0 10 0 0 0 10 2 66 0 0 68 0 38 10 0 48 126 7:45 AM 0 0 0 0 0 8 0 1 0 9 3 93 0 0 96 0 51 18 0 69 174 8:00 AM 0 0 0 0 0 10 0 1 0 11 2 71 0 0 73 0 34 13 0 47 131 8:15 AM 0 0 0 0 0 16 0 0 0 16 1 77 0 0 78 0 38 4 0 42 136 Grand Total 0 0 0 0 0 44 0 2 0 46 8 307 0 0 315 0 161 45 0 206 567 Medium Truck % 0.0 0.0 0.0 0.0 0.0 2.3 0.0 0.0 0.0 2.2 0.0 1.6 0.0 0.0 1.6 0.0 1.2 0.0 0.0 1.0 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 1.9 0.0 0.0 1.5 Total Truck % 0.0 0.0 0.0 0.0 0.0 2.3 0.0 0.0 0.0 2.2 0.0 1.6 0.0 0.0 1.6 0.0 3.1 0.0 0.0 2.4 Total % 0.0 0.0 0.0 0.0 0.0 7.8 0.0 0.4 0.0 8.1 1.4 54.1 0.0 0.0 55.6 0.0 28.4 7.9 0.0 36.3 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 0.82 0.82 0.82 0.74 0.74 0.74 0.81 161TH45LT0UU0TH307RT80 2 44 U LT RT Westbound Agency/Company: Dylan Eve Sanderson Stewart North/South Street: Hidden Valley Rd AM Peak Hour (7:30 - 8:30 AM) 22396Project Number: Southbound Hidden Valley Rd Northbound E Valley Center Rd Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Hidden Valley Rd and Valley Center RdCounted By:E Valley Center RdE Valley Center Rd315Bozeman, MT /MDTThursday, January 5, 2023Date Performed: Count Time Period: North Bozeman 115 Hidden Valley Rd E Valley Center Rd E Valley Center Rd Vehicle Volumes and Adjustments Hidden Valley Rd 46 InOut 53In163 In206Out351Total Entering 567Out 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 1.03 1.03 1.03 1.03 0 1.03 1.03 1.03 1.03 0 4:45 PM 0 0 0 0 0 4 0 1 0 5 4 54 0 0 58 0 97 6 0 103 166 5:00 PM 0 0 0 0 0 8 0 2 0 10 0 61 0 0 61 0 113 11 0 124 195 5:15 PM 0 0 0 0 0 8 0 0 0 8 2 74 0 0 76 0 93 8 0 101 185 5:30 PM 0 0 0 0 0 10 0 3 0 13 2 61 0 0 63 0 102 6 0 108 184 Grand Total 0 0 0 0 0 30 0 6 0 36 8 250 0 0 258 0 405 31 0 436 730 Medium Truck % 0.0 0.0 0.0 0.0 0.0 3.3 0.0 0.0 0.0 2.8 0.0 2.0 0.0 0.0 1.9 0.0 0.7 0.0 0.0 0.7 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 3.3 0.0 0.0 0.0 2.8 0.0 2.4 0.0 0.0 2.3 0.0 0.7 0.0 0.0 0.7 Total % 0.0 0.0 0.0 0.0 0.0 4.1 0.0 0.8 0.0 4.9 1.1 34.2 0.0 0.0 35.3 0.0 55.5 4.2 0.0 59.7 100.0 PHF 1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00 0.88 0.88 0.88 0.94 405TH31LT0UU0TH250RT80 6 30 U LT RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Dylan Eve Hidden Valley Rd and Valley Center Rd North/South Street: Hidden Valley Rd E Valley Center Rd Date Performed: Thursday, January 5, 2023 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 22396 North Bozeman 115 East/West Street:E Valley Center RdOut411Vehicle Volumes and Adjustments Hidden Valley Rd Hidden Valley Rd E Valley Center Rd E Valley Center Rd Southbound Northbound Eastbound Westbound In258280OutHidden Valley Rd 436InE Valley Center RdTotal Entering 730 39 36 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 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 26 0 44 0 70 0 0 0 0 0 0 40 40 0 80 27 23 0 0 50 200 7:45 AM 41 0 75 0 116 0 0 0 0 0 0 62 36 0 98 37 29 0 0 66 280 8:00 AM 38 0 46 0 84 0 0 0 0 0 0 43 38 0 81 24 13 0 0 37 202 8:15 AM 21 0 47 0 68 0 0 0 0 0 0 54 38 0 92 22 21 0 0 43 203 Grand Total 126 0 212 0 338 0 0 0 0 0 0 199 152 0 351 110 86 0 0 196 885 Medium Truck % 1.6 0.0 1.9 0.0 1.8 0.0 0.0 0.0 0.0 0.0 0.0 3.5 0.0 0.0 2.0 0.9 2.3 0.0 0.0 1.5 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 0.0 0.0 1.0 Total Truck % 1.6 0.0 1.9 0.0 1.8 0.0 0.0 0.0 0.0 0.0 0.0 3.5 0.0 0.0 2.0 0.9 4.7 0.0 0.0 2.6 Total % 14.2 0.0 24.0 0.0 38.2 0.0 0.0 0.0 0.0 0.0 0.0 22.5 17.2 0.0 39.7 12.4 9.7 0.0 0.0 22.1 100.0 PHF 0.73 0.73 0.73 1.00 1.00 1.00 0.90 0.90 0.90 0.74 0.74 0.74 0.79 RT TH LT U 126 0 212 0 110RT86TH0LT0UU0LT152TH199RT0Valley Center Rd In Out 338 262 In212In196Out411Total Entering 885Out Valley Spur RdValley Spur Rd351Bozeman, MT /MDTThursday, January 5, 2023Date Performed: Count Time Period: North Bozeman 115 Valley Center Rd Valley Spur Rd Valley Spur Rd Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Valley Center Rd and Valley Spur RdCounted By: Westbound Agency/Company: Dylan Eve Sanderson Stewart North/South Street: Valley Center Rd AM Peak Hour (7:30 - 8:30 AM) 22396Project Number: Southbound N/A Northbound Valley Spur 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 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:45 PM 37 0 35 0 72 0 0 0 0 0 0 31 33 0 64 56 66 0 0 122 258 5:00 PM 56 0 58 0 114 0 0 0 0 0 0 46 30 0 76 52 68 0 0 120 310 5:15 PM 33 0 43 0 76 0 0 0 0 0 0 52 30 0 82 56 73 0 0 129 287 5:30 PM 41 0 43 0 84 0 0 0 0 0 0 41 32 0 73 53 61 0 0 114 271 Grand Total 167 0 179 0 346 0 0 0 0 0 0 170 125 0 295 217 268 0 0 485 1126 Medium Truck % 0.0 0.0 1.1 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 4.1 0.0 0.0 2.4 0.0 1.1 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 0.6 0.0 0.0 0.3 0.5 0.0 0.0 0.0 0.2 Total Truck % 0.0 0.0 1.1 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 4.7 0.0 0.0 2.7 0.5 1.1 0.0 0.0 0.8 Total % 14.8 0.0 15.9 0.0 30.7 0.0 0.0 0.0 0.0 0.0 0.0 15.1 11.1 0.0 26.2 19.3 23.8 0.0 0.0 43.1 100.0 PHF 0.75 0.75 0.75 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 0.91 RT TH LT U 167 0 179 0 217RT268TH0LT0UU0LT125TH170RT0Valley Center Rd In Out 346 342 485InValley Spur RdTotal Entering 1126 Valley Spur RdOut435Vehicle Volumes and Adjustments Valley Center Rd N/A Valley Spur Rd Valley Spur Rd Southbound Northbound Eastbound Westbound In295349OutNorth/South Street: Valley Center Rd Valley Spur Rd Date Performed: Thursday, January 5, 2023 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 22396 North Bozeman 115 East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Dylan Eve Valley Center Rd and Valley Spur 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 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) 22396Project 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: North Bozeman 115 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: 22396 North Bozeman 115 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 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) 22396Project 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: North Bozeman 115 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: 22396 North Bozeman 115 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) 22396Project 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: North Bozeman 115 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: 22396 North Bozeman 115 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 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) 22396Project Number: Southbound Davis Ln Northbound Catamount St Eastbound East/West Street: Date Performed: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Davis Ln & Catamount StCounted By:Catamount StBozeman, MT /MDTTuesday, October 11, 2022 In69Out57Total Entering 386 Davis Ln In Out 117 151 Count Time Period: North Bozeman 115 Davis Ln Catamount St Catamount St Vehicle Volumes and Adjustments Davis Ln 200 InOut 178 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: 22396 North Bozeman 115 East/West Street: Vehicle Volumes and Adjustments Davis Ln Davis Ln Catamount St Catamount St Southbound Northbound Eastbound Westbound 73OutDavis Ln In Out 158 201 Davis Ln 62InCatamount StTotal Entering 480 206 260 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 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) 22396Project 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: North Bozeman 115 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: 22396 North Bozeman 115 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) 22396Project 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: North Bozeman 115 N 27th Ave Cattail St Cattail St Vehicle Volumes and Adjustments InN 27th Ave 58 InOut 14734 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: 22396 North Bozeman 115 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 13 41 0 0 54 6 40 1 0 47 1 5 4 0 10 3 3 13 0 19 130 7:45 AM 24 91 1 0 116 9 50 8 0 67 2 5 13 0 20 2 4 17 0 23 226 8:00 AM 46 53 0 0 99 14 60 21 0 95 6 6 8 0 20 0 6 10 0 16 230 8:15 AM 7 40 1 0 48 19 64 3 0 86 3 8 11 0 22 0 5 7 0 12 168 Grand Total 90 225 2 0 317 48 214 33 0 295 12 24 36 0 72 5 18 47 0 70 754 Medium Truck % 0.0 1.8 0.0 0.0 1.3 0.0 5.1 18.2 0.0 5.8 0.0 12.5 11.1 0.0 9.7 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 1.8 0.0 0.0 1.3 0.0 5.1 18.2 0.0 5.8 0.0 12.5 11.1 0.0 9.7 0.0 0.0 0.0 0.0 0.0 Total % 11.9 29.8 0.3 0.0 42.0 6.4 28.4 4.4 0.0 39.1 1.6 3.2 4.8 0.0 9.5 0.7 2.4 6.2 0.0 9.3 100.0 PHF 0.80 0.80 0.80 0.78 0.78 0.78 0.90 0.90 0.90 1.00 1.00 1.00 0.82 RT TH LT U 90 225 2 0 5RT18TH47LT0UU0LT36TH24RT120 33 214 48 U LT TH RT Westbound Agency/Company: Dylan Eve Sanderson Stewart North/South Street: Davis Ln AM Peak Hour (7:30 - 8:30 AM) 22396Project Number: Southbound Davis Ln Northbound Cattail St Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Davis Ln and Cattail StCounted By:Cattail StCattail St72Bozeman, MT /MDTThursday, January 5, 2023Date Performed: Count Time Period: North Bozeman 115 Davis Ln Cattail St Cattail St Vehicle Volumes and Adjustments Davis Ln 295 InOut 284In141 In70Out74Total Entering 754OutDavis Ln In Out 317 255 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 6 59 0 0 65 37 68 0 0 105 0 4 16 0 20 0 10 21 0 31 221 5:00 PM 10 74 1 0 85 21 65 1 0 87 2 11 8 0 21 0 7 27 0 34 227 5:15 PM 12 78 3 0 93 33 85 3 0 121 1 3 6 0 10 0 11 23 0 34 258 5:30 PM 12 71 1 0 84 35 75 1 0 111 2 4 7 0 13 0 7 18 0 25 233 Grand Total 40 282 5 0 327 126 293 5 0 424 5 22 37 0 64 0 35 89 0 124 939 Medium Truck % 0.0 0.7 0.0 0.0 0.6 0.0 2.7 0.0 0.0 1.9 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 0.7 0.0 0.0 0.6 0.0 2.7 0.0 0.0 1.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 4.3 30.0 0.5 0.0 34.8 13.4 31.2 0.5 0.0 45.2 0.5 2.3 3.9 0.0 6.8 0.0 3.7 9.5 0.0 13.2 100.0 PHF 0.88 0.88 0.88 0.88 0.88 0.88 1.00 1.00 1.00 0.91 0.91 0.91 0.91 RT TH LT U 40 282 5 0 0RT35TH89LT0UU0LT37TH22RT50 5 293 126 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Dylan Eve Davis Ln and Cattail St North/South Street: Davis Ln Cattail St Date Performed: Thursday, January 5, 2023 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 22396 North Bozeman 115 East/West Street:Cattail StOut80Vehicle Volumes and Adjustments Davis Ln Davis Ln Cattail St Cattail St Southbound Northbound Eastbound Westbound In64153OutDavis Ln 124InCattail StTotal Entering 939 376 424 Out In Davis Ln In Out 327 330 NNNNNNNNNN APPENDIX B CAPACITY CALCULATIONS – EXISTING CONDITIONS (2022) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 8.1 A 5 7.6 A 3 WB 9.6 A 3 9.1 A 7 NB 18.8 B 5 18.6 B 7 Intersection 11.3 B --11.3 B -- EB 0.0 A 0 0.0 A 0 WB 1.8 A 1 0.6 A 1 NB 11.1 B 1 10.9 B 1 Intersection 1.6 A --0.9 A -- EB 7.2 A 4 6.8 A 3 WB 6.2 A 2 6.0 A 4 SB 16.4 B 4 16.9 B 4 Intersection 10.5 B --9.6 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 -- 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 -- 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 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 -- EB 19.2 C 1 19.7 C 1 WB 20.3 C 2 25.4 D 3 NB 0.9 A 1 0.1 A 0 SB 0.0 A 0 0.1 A 0 Intersection 4.1 A --4.8 A -- Intersection Control Signalized Frontage Road & Valley Spur Road Intersection Approach Existing (2022) AM Peak PM Peak Intersection Control Signalized Valley Spur Road & East Valley Center Road Intersection Control One-Way Stop Control (NB) Hidden Valley Road & East Valley Center Road Intersection Control One-Way Stop Control (NB) North 27th Avenue & Cattail Street 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) North 27th Avenue & Wellness Way Intersection Control Two-Way Stop Control (EB/WB) Davis Lane & Cattail Street Davis Lane & East Valley Center Road Intersection Control One-Way Stop Control (WB) Davis Lane & Catamount Street Queues1: E Valley Center Rd & Valley Spur Rd02/13/2023AM Peak Turnrow Development 12:59 pm 02/13/2023 Existing Conditions (2022) Synchro 11 ReportPage 1Lane Group EBL EBT WBT WBR SBL SBRLane Group Flow (vph) 192 252 109 139 268 159v/c Ratio 0.35 0.33 0.15 0.19 0.59 0.31Control Delay 11.5 10.4 9.0 3.0 19.5 4.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 11.5 10.4 9.0 3.0 19.5 4.4Queue Length 50th (ft) 29 38 15 0 58 0Queue Length 95th (ft) 68 80 38 18 94 21Internal Link Dist (ft) 1674 2689 544Turn Bay Length (ft) 420 400 100Base Capacity (vph) 921 1290 1278 1161 1065 1008Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.21 0.20 0.09 0.12 0.25 0.16Intersection Summary HCM 6th Signalized Intersection Summary1: E Valley Center Rd & Valley Spur Rd02/13/2023AM Peak Turnrow Development 12:59 pm 02/13/2023 Existing Conditions (2022) Synchro 11 ReportPage 2Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 152 199 86 110 212 126Future Volume (veh/h) 152 199 86 110 212 126Initial Q (Qb), veh 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1750 1695 1682 1736 1723 1723Adj Flow Rate, veh/h 192 252 109 139 268 159Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79Percent Heavy Veh, % 0 4 5 1 2 2Cap, veh/h 686 817 811 709 375 334Arrive On Green 0.48 0.48 0.48 0.48 0.23 0.23Sat Flow, veh/h 1150 1695 1682 1471 1641 1460Grp Volume(v), veh/h 192 252 109 139 268 159Grp Sat Flow(s),veh/h/ln 1150 1695 1682 1471 1641 1460Q Serve(g_s), s 4.6 3.8 1.5 2.2 6.2 3.9Cycle Q Clear(g_c), s 6.1 3.8 1.5 2.2 6.2 3.9Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 686 817 811 709 375 334V/C Ratio(X) 0.28 0.31 0.13 0.20 0.71 0.48Avail Cap(c_a), veh/h 1074 1389 1378 1206 1147 1020HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 7.6 6.5 6.0 6.1 14.7 13.8Incr Delay (d2), s/veh 0.2 0.2 0.1 0.1 2.5 1.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 0.8 0.3 0.4 2.2 1.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 7.9 6.7 6.0 6.3 17.3 14.9LnGrp LOS A A A A B BApproach Vol, veh/h 444 248 427Approach Delay, s/veh 7.2 6.2 16.4Approach LOS A A BTimer - Assigned Phs 2 4 6Phs Duration (G+Y+Rc), s 26.0 15.5 26.0Change Period (Y+Rc), s * 6 6.0 * 6Max Green Setting (Gmax), s * 34 29.0 * 34Max Q Clear Time (g_c+I1), s 8.1 8.2 4.2Green Ext Time (p_c), s 2.1 1.3 1.0Intersection SummaryHCM 6th Ctrl Delay 10.5HCM 6th LOS BNotes* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC3: Davis Lane & E Valley Center Rd02/13/2023AM Peak Turnrow Development 12:59 pm 02/13/2023 Existing Conditions (2022) Synchro 11 ReportPage 3IntersectionInt Delay, s/veh 4.1Movement SET SER NWL NWT NEL NERLane ConfigurationsTraffic Vol, veh/h 292 96 12 73 127 26Future Vol, veh/h 292 96 12 73 127 26Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 80 80 80 80 80 80Heavy Vehicles, % 2 1 8 4 0 4Mvmt Flow 365 120 15 91 159 33 Major/Minor Major1 Major2 Minor1Conflicting Flow All 0 0 485 0 546 425 Stage 1 - - - - 425 - Stage 2 - - - - 121 -Critical Hdwy - - 4.18 - 6.4 6.24Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy - - 2.272 - 3.5 3.336Pot Cap-1 Maneuver - - 1047 - 502 625 Stage 1 - - - - 664 - Stage 2 - - - - 909 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 1047 - 494 625Mov Cap-2 Maneuver - - - - 494 - Stage 1 - - - - 664 - Stage 2 - - - - 895 - Approach SE NW NEHCM Control Delay, s 0 1.2 16.2HCM LOSC Minor Lane/Major Mvmt NELn1 NWL NWT SET SERCapacity (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 TWSC5: Davis Lane & Catamount St02/13/2023AM Peak Turnrow Development 12:59 pm 02/13/2023 Existing Conditions (2022) Synchro 11 ReportPage 4IntersectionInt Delay, s/veh 2.1Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 64 5 146 54 3 114Future Vol, veh/h 64 5 146 54 3 114Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - - - -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 82 82 82 82 82 82Heavy Vehicles, % 0 0 1 30 33 0Mvmt Flow 78 6 178 66 4 139 Major/Minor Minor1 Major1 Major2Conflicting 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 SBHCM Control Delay, s 11.3 0 0.2HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h) - - 652 1161 -HCM Lane V/C Ratio - - 0.129 0.003 -HCM Control Delay (s) - - 11.3 8.1 0HCM Lane LOS - - B A AHCM 95th %tile Q(veh) - - 0.4 0 - HCM 6th TWSC8: Cattail St & Davis Lane02/13/2023AM Peak Turnrow Development 12:59 pm 02/13/2023 Existing Conditions (2022) Synchro 11 ReportPage 5IntersectionInt Delay, s/veh 4.1Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 36 24 12 47 18 5 33 214 48 2 225 90Future Vol, veh/h 36 24 12 47 18 5 33 214 48 2 225 90Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -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 82Heavy Vehicles, % 11 12 0 0 0 0 18 5 0 0 2 0Mvmt Flow 44 29 15 57 22 6 40 261 59 2 274 110 Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 718 733 329 726 759 291 384 0 0 320 0 0 Stage 1 333 333 - 371 371 - - - - - - - Stage 2 385 400 - 355 388 - - - - - - -Critical Hdwy 7.21 6.62 6.2 7.1 6.5 6.2 4.28 - - 4.1 - -Critical Hdwy Stg 1 6.21 5.62 - 6.1 5.5 - - - - - - -Critical Hdwy Stg 2 6.21 5.62 - 6.1 5.5 - - - - - - -Follow-up Hdwy 3.599 4.108 3.3 3.5 4 3.3 2.362 - - 2.2 - -Pot Cap-1 Maneuver 333 336 717 343 338 753 1092 - - 1251 - - Stage 1 662 626 - 653 623 - - - - - - - Stage 2 620 585 - 666 612 - - - - - - -Platoon blocked, %- - - -Mov Cap-1 Maneuver 302 320 717 301 322 753 1092 - - 1251 - -Mov Cap-2 Maneuver 302 320 - 301 322 - - - - - - - Stage 1 632 625 - 624 595 - - - - - - - Stage 2 566 559 - 621 611 - - - - - - - Approach EB WB NB SBHCM Control Delay, s 19.2 20.3 0.9 0HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 1092 - - 341 320 1251 - -HCM Lane V/C Ratio 0.037 - - 0.257 0.267 0.002 - -HCM Control Delay (s) 8.4 0 - 19.2 20.3 7.9 0 -HCM Lane LOS A A - C C A A -HCM 95th %tile Q(veh) 0.1 - - 1 1.1 0 - - HCM 6th TWSC11: N 27th Ave & Catamount St02/13/2023AM Peak Turnrow Development 12:59 pm 02/13/2023 Existing Conditions (2022) Synchro 11 ReportPage 6IntersectionInt Delay, s/veh 8Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 26 92 17 3 37 9 5 20 6 2 20 1Future Vol, veh/h 26 92 17 3 37 9 5 20 6 2 20 1Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage 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 93Heavy Vehicles, % 64 1 6 0 0 44 0 10 0 0 0 0Mvmt Flow 28 99 18 3 40 10 5 22 6 2 22 1 Major/Minor Minor2 Minor1 Major1 Major2Conflicting 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 SBHCM Control Delay, s 10.3 9.5 1.2 0.6HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBRCapacity (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 TWSC12: N 27th Ave & E Valley Center Rd02/13/2023AM Peak Turnrow Development 12:59 pm 02/13/2023 Existing Conditions (2022) Synchro 11 ReportPage 7IntersectionInt Delay, s/veh 0.8Movement SET SER NWL NWT NEL NERLane ConfigurationsTraffic Vol, veh/h 253 16 16 125 12 4Future Vol, veh/h 253 16 16 125 12 4Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - 400 - 0 50Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 85 85 85 85 85 85Heavy Vehicles, % 2 6 56 5 0 0Mvmt Flow 298 19 19 147 14 5 Major/Minor Major1 Major2 Minor1Conflicting Flow All 0 0 317 0 493 308 Stage 1 - - - - 308 - Stage 2 - - - - 185 -Critical Hdwy - - 4.66 - 6.4 6.2Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy - - 2.704 - 3.5 3.3Pot Cap-1 Maneuver - - 993 - 539 737 Stage 1 - - - - 750 - Stage 2 - - - - 852 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 993 - 529 737Mov Cap-2 Maneuver - - - - 529 - Stage 1 - - - - 750 - Stage 2 - - - - 836 - Approach SE NW NEHCM Control Delay, s 0 1 11.5HCM LOSB Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SERCapacity (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 TWSC14: Wellness Way & N 27th Ave02/13/2023AM Peak Turnrow Development 12:59 pm 02/13/2023 Existing Conditions (2022) Synchro 11 ReportPage 8IntersectionInt Delay, s/veh 2.7Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 1 0 5 0 0 2 14 14 3 3 25 4Future Vol, veh/h 1 0 5 0 0 2 14 14 3 3 25 4Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -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 77Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 44 0Mvmt Flow 1 0 6 0 0 3 18 18 4 4 32 5 Major/Minor Minor2 Minor1 Major1 Major2Conflicting 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 SBHCM Control Delay, s 8.6 8.4 3.3 0.7HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBRCapacity (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 0 - 8.6 8.4 7.2 0 -HCM Lane LOS A A - A A A A -HCM 95th %tile Q(veh) 0 - - 0 0 0 - - HCM 6th TWSC17: Cattail St & N 27th Ave02/13/2023AM Peak Turnrow Development 12:59 pm 02/13/2023 Existing Conditions (2022) Synchro 11 ReportPage 9IntersectionInt Delay, s/veh 4.9Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 24 78 26 32 69 8Future Vol, veh/h 24 78 26 32 69 8Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - - - -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 87 87 87 87 87 87Heavy Vehicles, % 4 1 0 6 1 0Mvmt Flow 28 90 30 37 79 9 Major/Minor Minor2 Major1 Major2Conflicting 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 SBHCM Control Delay, s 9.5 3.3 0HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBRCapacity (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 - - Queues20: Valley Spur Rd & Frontage Rd02/13/2023AM Peak Turnrow Development 12:59 pm 02/13/2023 Existing Conditions (2022) Synchro 11 ReportPage 10Lane Group NBL SET SER NWL NWTLane Group Flow (vph) 320 324 270 139 120v/c Ratio 0.65 0.42 0.33 0.31 0.16Control Delay 16.8 11.4 3.0 11.8 9.2Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 16.8 11.4 3.0 11.8 9.2Queue Length 50th (ft) 48 50 0 20 16Queue Length 95th (ft) 101 118 28 60 46Internal Link Dist (ft) 544 2196 2380Turn Bay Length (ft) 600 825Base Capacity (vph) 1201 1480 1318 843 1466Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.27 0.22 0.20 0.16 0.08Intersection Summary HCM 6th Signalized Intersection Summary20: Valley Spur Rd & Frontage Rd02/13/2023AM Peak Turnrow Development 12:59 pm 02/13/2023 Existing Conditions (2022) Synchro 11 ReportPage 11Movement NBL NBR SET SER NWL NWTLane ConfigurationsTraffic Volume (veh/h) 115 154 272 227 117 101Future Volume (veh/h) 115 154 272 227 117 101Initial Q (Qb), veh 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1736 1709 1709 1736 1723 1695Adj Flow Rate, veh/h 137 183 324 270 139 120Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84Percent Heavy Veh, % 1 3 3 1 2 4Cap, veh/h 171 228 789 679 443 783Arrive On Green 0.26 0.26 0.46 0.46 0.46 0.46Sat Flow, veh/h 659 881 1709 1471 823 1695Grp Volume(v), veh/h 321 0 324 270 139 120Grp Sat Flow(s),veh/h/ln 1545 0 1709 1471 823 1695Q Serve(g_s), s 8.4 0.0 5.5 5.2 5.8 1.8Cycle Q Clear(g_c), s 8.4 0.0 5.5 5.2 11.3 1.8Prop In Lane 0.43 0.57 1.00 1.00Lane Grp Cap(c), veh/h 400 0 789 679 443 783V/C Ratio(X) 0.80 0.00 0.41 0.40 0.31 0.15Avail Cap(c_a), veh/h 1212 0 1534 1321 802 1522HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 15.0 0.0 7.7 7.7 11.5 6.8Incr Delay (d2), s/veh 3.8 0.0 0.3 0.4 0.4 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.9 0.0 1.1 1.0 0.7 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 18.8 0.0 8.1 8.1 11.9 6.8LnGrp LOS B A A A B AApproach Vol, veh/h 321 594 259Approach Delay, s/veh 18.8 8.1 9.6Approach LOS B A ATimer - Assigned Phs 2 4 6Phs Duration (G+Y+Rc), s 26.1 17.2 26.1Change Period (Y+Rc), s * 6.1 6.0 * 6.1Max Green Setting (Gmax), s * 39 34.0 * 39Max Q Clear Time (g_c+I1), s 7.5 10.4 13.3Green Ext Time (p_c), s 2.7 1.0 1.4Intersection SummaryHCM 6th Ctrl Delay 11.3HCM 6th LOS BNotes* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC23: Hidden Valley Rd & E Valley Center Rd02/13/2023AM Peak Turnrow Development 12:59 pm 02/13/2023 Existing Conditions (2022) Synchro 11 ReportPage 12IntersectionInt Delay, s/veh 1.6Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Vol, veh/h 307 8 45 161 2 44Future Vol, veh/h 307 8 45 161 2 44Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - 290 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 81 81 81 81 81 81Heavy Vehicles, % 2 0 0 3 0 2Mvmt Flow 379 10 56 199 2 54 Major/Minor Major1 Major2 Minor1Conflicting Flow All 0 0 389 0 695 384 Stage 1 - - - - 384 - Stage 2 - - - - 311 -Critical Hdwy - - 4.1 - 6.4 6.22Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy - - 2.2 - 3.5 3.318Pot Cap-1 Maneuver - - 1181 - 411 664 Stage 1 - - - - 693 - Stage 2 - - - - 748 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 1181 - 392 664Mov Cap-2 Maneuver - - - - 392 - Stage 1 - - - - 693 - Stage 2 - - - - 713 - Approach EB WB NBHCM Control Delay, s 0 1.8 11.1HCM LOSB Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBTCapacity (veh/h) 645 - - 1181 -HCM Lane V/C Ratio 0.088 - - 0.047 -HCM Control Delay (s) 11.1 - - 8.2 -HCM Lane LOS B - - A -HCM 95th %tile Q(veh) 0.3 - - 0.1 - Queues 1: E Valley Center Rd & Valley Spur Rd 02/13/2023 PM Peak Turnrow Development 2:21 pm 02/13/2023 Existing Conditions (2022) Synchro 11 Report Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 137 187 295 238 197 184 v/c Ratio 0.29 0.24 0.36 0.29 0.49 0.37 Control Delay 9.8 8.5 9.4 2.6 18.2 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.8 8.5 9.4 2.6 18.2 5.1 Queue Length 50th (ft) 18 24 40 0 40 0 Queue Length 95th (ft) 54 63 98 29 83 32 Internal Link Dist (ft) 1674 2689 544 Turn Bay Length (ft) 420 400 100 Base Capacity (vph) 816 1341 1394 1243 1129 1079 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.14 0.21 0.19 0.17 0.17 Intersection Summary HCM 6th Signalized Intersection Summary 1: E Valley Center Rd & Valley Spur Rd 02/13/2023 PM Peak Turnrow Development 2:21 pm 02/13/2023 Existing Conditions (2022) Synchro 11 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 125 170 268 217 179 167 Future Volume (veh/h) 125 170 268 217 179 167 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1682 1736 1750 1736 1750 Adj Flow Rate, veh/h 137 187 295 238 197 184 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 5 1 0 1 0 Cap, veh/h 539 849 877 749 317 285 Arrive On Green 0.51 0.51 0.51 0.51 0.19 0.19 Sat Flow, veh/h 885 1682 1736 1483 1654 1483 Grp Volume(v), veh/h 137 187 295 238 197 184 Grp Sat Flow(s),veh/h/ln 885 1682 1736 1483 1654 1483 Q Serve(g_s), s 4.3 2.5 4.0 3.7 4.3 4.5 Cycle Q Clear(g_c), s 8.3 2.5 4.0 3.7 4.3 4.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 539 849 877 749 317 285 V/C Ratio(X) 0.25 0.22 0.34 0.32 0.62 0.65 Avail Cap(c_a), veh/h 852 1444 1491 1273 1211 1086 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.3 5.5 5.8 5.8 14.7 14.8 Incr Delay (d2), s/veh 0.2 0.1 0.2 0.2 2.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.4 0.7 0.6 1.5 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.6 5.6 6.1 6.0 16.7 17.2 LnGrp LOS A A A A B B Approach Vol, veh/h 324 533 381 Approach Delay, s/veh 6.8 6.0 16.9 Approach LOS A A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 26.0 13.6 26.0 Change Period (Y+Rc), s * 6 6.0 * 6 Max Green Setting (Gmax), s * 34 29.0 * 34 Max Q Clear Time (g_c+I1), s 10.3 6.5 6.0 Green Ext Time (p_c), s 1.7 1.2 2.4 Intersection Summary HCM 6th Ctrl Delay 9.6 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 3: Davis Lane & E Valley Center Rd 02/13/2023 PM Peak Turnrow Development 2:21 pm 02/13/2023 Existing Conditions (2022) Synchro 11 Report Page 3 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 5: Davis Lane & Catamount St 02/13/2023 PM Peak Turnrow Development 2:21 pm 02/13/2023 Existing Conditions (2022) Synchro 11 Report Page 4 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 8: Cattail St & Davis Lane 02/13/2023 PM Peak Turnrow Development 2:21 pm 02/13/2023 Existing Conditions (2022) Synchro 11 Report Page 5 Intersection Int Delay, s/veh 4.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 37 22 5 89 35 0 5 293 126 5 282 40 Future Vol, veh/h 37 22 5 89 35 0 5 293 126 5 282 40 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 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 0 0 0 0 0 0 0 3 0 0 1 0 Mvmt Flow 41 24 5 98 38 0 5 322 138 5 310 44 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 762 812 332 758 765 391 354 0 0 460 0 0 Stage 1 342 342 - 401 401 - - - - - - - Stage 2 420 470 - 357 364 - - - - - - - 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 324 315 714 326 336 662 1216 - - 1112 - - Stage 1 677 642 - 630 604 - - - - - - - Stage 2 615 563 - 665 627 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 293 311 714 302 332 662 1216 - - 1112 - - Mov Cap-2 Maneuver 293 311 - 302 332 - - - - - - - Stage 1 673 638 - 626 600 - - - - - - - Stage 2 572 560 - 631 623 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.7 25.4 0.1 0.1 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1216 - - 314 310 1112 - - HCM Lane V/C Ratio 0.005 - - 0.224 0.44 0.005 - - HCM Control Delay (s) 8 0 - 19.7 25.4 8.3 0 - HCM Lane LOS A A - C D A A - HCM 95th %tile Q(veh) 0 - - 0.8 2.1 0 - - HCM 6th TWSC 11: N 27th Ave & Catamount St 02/13/2023 PM Peak Turnrow Development 2:21 pm 02/13/2023 Existing Conditions (2022) Synchro 11 Report Page 6 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 12: N 27th Ave & E Valley Center Rd 02/13/2023 PM Peak Turnrow Development 2:21 pm 02/13/2023 Existing Conditions (2022) Synchro 11 Report Page 7 Intersection Int Delay, s/veh 2.1 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 253 29 10 235 70 10 Future Vol, veh/h 253 29 10 235 70 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 400 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 2 10 44 0 0 0 Mvmt Flow 305 35 12 283 84 12 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 340 0 630 323 Stage 1 - - - - 323 - Stage 2 - - - - 307 - Critical Hdwy - - 4.54 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.596 - 3.5 3.3 Pot Cap-1 Maneuver - - 1018 - 449 723 Stage 1 - - - - 738 - Stage 2 - - - - 751 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1018 - 444 723 Mov Cap-2 Maneuver - - - - 444 - Stage 1 - - - - 738 - Stage 2 - - - - 742 - Approach SE NW NE HCM Control Delay, s 0 0.4 14.4 HCM LOS B Minor Lane/Major Mvmt NELn1NELn2 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: Wellness Way & N 27th Ave 02/13/2023 PM Peak Turnrow Development 2:21 pm 02/13/2023 Existing Conditions (2022) Synchro 11 Report Page 8 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 - - - - - - - - - - - - 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 758 723 971 1568 - - 1515 - - Mov Cap-2 Maneuver 790 725 - 758 723 - - - - - - - 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 0 - 8.7 8.9 0 - - HCM Lane LOS A A - A A A - - HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - - HCM 6th TWSC 17: Cattail St & N 27th Ave 02/13/2023 PM Peak Turnrow Development 2:21 pm 02/13/2023 Existing Conditions (2022) Synchro 11 Report Page 9 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 - - Queues 20: Valley Spur Rd & Frontage Rd 02/13/2023 PM Peak Turnrow Development 2:21 pm 02/13/2023 Existing Conditions (2022) Synchro 11 Report Page 10 Lane Group NBL SET SER NWL NWT Lane Group Flow (vph) 347 136 205 197 362 v/c Ratio 0.67 0.18 0.27 0.39 0.47 Control Delay 20.0 10.4 3.1 13.3 13.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 20.0 10.4 3.1 13.3 13.3 Queue Length 50th (ft) 70 21 0 33 64 Queue Length 95th (ft) 157 61 32 97 162 Internal Link Dist (ft) 544 2196 2380 Turn Bay Length (ft) 600 825 Base Capacity (vph) 1165 1408 1257 952 1422 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 0.30 0.10 0.16 0.21 0.25 Intersection Summary HCM 6th Signalized Intersection Summary 20: Valley Spur Rd & Frontage Rd 02/13/2023 PM Peak Turnrow Development 2:21 pm 02/13/2023 Existing Conditions (2022) Synchro 11 Report Page 11 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Volume (veh/h) 214 116 129 195 187 344 Future Volume (veh/h) 214 116 129 195 187 344 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1736 1723 1750 1736 1736 Adj Flow Rate, veh/h 225 122 136 205 197 362 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 2 0 1 1 Cap, veh/h 279 151 783 674 591 790 Arrive On Green 0.27 0.27 0.45 0.45 0.45 0.45 Sat Flow, veh/h 1033 560 1723 1483 1048 1736 Grp Volume(v), veh/h 348 0 136 205 197 362 Grp Sat Flow(s),veh/h/ln 1598 0 1723 1483 1048 1736 Q Serve(g_s), s 8.9 0.0 2.1 3.8 6.0 6.3 Cycle Q Clear(g_c), s 8.9 0.0 2.1 3.8 8.1 6.3 Prop In Lane 0.65 0.35 1.00 1.00 Lane Grp Cap(c), veh/h 431 0 783 674 591 790 V/C Ratio(X) 0.81 0.00 0.17 0.30 0.33 0.46 Avail Cap(c_a), veh/h 1235 0 1524 1312 1042 1536 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.0 0.0 7.1 7.6 9.5 8.3 Incr Delay (d2), s/veh 3.6 0.0 0.1 0.3 0.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.0 0.4 0.7 0.9 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.6 0.0 7.2 7.8 9.8 8.7 LnGrp LOS B A A A A A Approach Vol, veh/h 348 341 559 Approach Delay, s/veh 18.6 7.6 9.1 Approach LOS B A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 26.1 17.9 26.1 Change Period (Y+Rc), s * 6.1 6.0 * 6.1 Max Green Setting (Gmax), s * 39 34.0 * 39 Max Q Clear Time (g_c+I1), s 5.8 10.9 10.1 Green Ext Time (p_c), s 1.3 1.1 2.9 Intersection Summary HCM 6th Ctrl Delay 11.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 23: Hidden Valley Rd & E Valley Center Rd 02/13/2023 PM Peak Turnrow Development 2:21 pm 02/13/2023 Existing Conditions (2022) Synchro 11 Report Page 12 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 250 8 31 405 6 30 Future Vol, veh/h 250 8 31 405 6 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 290 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 0 0 1 0 3 Mvmt Flow 266 9 33 431 6 32 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 275 0 768 271 Stage 1 - - - - 271 - Stage 2 - - - - 497 - Critical Hdwy - - 4.1 - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.327 Pot Cap-1 Maneuver - - 1300 - 373 765 Stage 1 - - - - 779 - Stage 2 - - - - 615 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1300 - 364 765 Mov Cap-2 Maneuver - - - - 364 - Stage 1 - - - - 779 - Stage 2 - - - - 600 - Approach EB WB NB HCM Control Delay, s 0 0.6 10.9 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 646 - - 1300 - HCM Lane V/C Ratio 0.059 - - 0.025 - HCM Control Delay (s) 10.9 - - 7.8 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.2 - - 0.1 - APPENDIX C CAPACITY CALCULATIONS – PHASE 1 (2026) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 9.0 A 6 9.9 A 4 WB 11.0 B 4 12.3 B 10 NB 18.7 B 6 18.7 B 10 Intersection 12.2 B --13.6 B -- EB 0.0 A 0 0.0 A 0 WB 1.7 A 1 0.5 A 1 NB 11.1 B 1 11.6 B 1 Intersection 1.5 A --0.8 A -- EB 7.7 A 5 8.3 A 4 WB 6.7 A 3 7.3 A 6 SB 16.4 B 5 16.5 B 5 Intersection 10.8 B --10.4 B -- EB 0.0 A 0 0.0 A 0 WB 1.3 A 1 0.6 A 1 NB 18.8 C 3 53.4 F 8 Intersection 5.1 A --13.6 B -- EB 0.0 A 0 0.0 A 0 WB 2.3 A 1 1.2 A 1 NB 12.6 B 1 16.7 C 2 Intersection 1.9 A --3.7 A -- EB 9.8 A 1 10.1 B 1 WB 8.9 A 1 9.5 A 1 NB 2.5 A 0 1.0 A 0 SB 2.9 A 1 2.7 A 1 Intersection 4.3 A --4.6 A -- WB 12.0 B 1 13.3 B 1 NB 0.0 A 0 0.0 A 0 SB 0.6 A 0 0.6 A 0 Intersection 2.3 A --2.1 A -- EB 12.0 B 1 12.4 B 1 WB 10.7 B 1 13.5 B 1 NB 2.1 A 1 2.3 A 1 SB 0.4 A 0 0.8 A 0 Intersection 7.6 A --6.3 A -- EB 10.0 B 1 12.0 B 1 NB 1.7 A 1 3.6 A 1 SB 0.0 A 0 0.0 A 0 Intersection 3.8 A --4.6 A -- EB 21.0 C 2 26.5 D 2 WB 22.1 C 2 40.5 E 4 NB 0.8 A 1 0.1 A 0 SB 0.0 A 0 0.1 A 0 Intersection 4.3 A --7.1 A -- EB 0.0 A 0 0.0 A 0 WB 0.1 A 0 0.1 A 0 NB 11.5 B 1 11.3 B 1 Intersection 0.3 A --0.2 A -- EB 10.7 B 1 11.9 B 1 NB 1.0 A 1 1.1 A 1 SB 0.0 A 0 0.0 A 0 Intersection 2.3 A --2.4 A -- Intersection Control Signalized Intersection Approach Phase 1 (2026) AM Peak PM Peak Frontage Road & Valley Spur Road Intersection Control One-Way Stop Control (NB) Hidden Valley Road & East Valley Center Road Intersection Control Signalized Valley Spur Road & East Valley Center Road Intersection Control One-Way Stop Control (NB) Davis Lane & East Valley Center Road Intersection Control One-Way Stop Control (NB) North 27th Avenue & East Valley Center Road Intersection Control Two-Way Stop Control (EB/WB) North 27th Avenue & Wellness Way Intersection Control One-Way Stop Control (WB) Davis Lane & Catamount Street Intersection Control Two-Way Stop Control (EB/WB) North 27th Avenue & Catamount Street Intersection Control One-Way Stop-Control (EB) Site Access 2 & East Valley Center Road Intersection Control One-Way Stop-Control (EB) Davis Lane & Site Access 3 North 27th Avenue & Cattail Street Intersection Control Two-Way Stop Control (EB/WB) Davis Lane & Cattail Street Intersection Control One-Way Stop-Control (NB) Queues 1: E Valley Center Rd & Valley Spur Rd 03/15/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 179 257 120 170 300 148 v/c Ratio 0.34 0.34 0.16 0.23 0.62 0.28 Control Delay 12.2 11.3 9.8 3.2 19.8 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.2 11.3 9.8 3.2 19.8 4.1 Queue Length 50th (ft) 28 40 17 0 67 0 Queue Length 95th (ft) 82 104 52 29 124 27 Internal Link Dist (ft) 1674 1244 544 Turn Bay Length (ft) 420 400 100 Base Capacity (vph) 890 1271 1259 1144 1040 984 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.20 0.10 0.15 0.29 0.15 Intersection Summary HCM 6th Signalized Intersection Summary 1: E Valley Center Rd & Valley Spur Rd 03/15/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 165 236 110 156 276 136 Future Volume (veh/h) 165 236 110 156 276 136 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1709 1695 1736 1723 1723 Adj Flow Rate, veh/h 179 257 120 170 300 148 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 3 4 1 2 2 Cap, veh/h 646 805 798 693 405 360 Arrive On Green 0.47 0.47 0.47 0.47 0.25 0.25 Sat Flow, veh/h 1106 1709 1695 1471 1641 1460 Grp Volume(v), veh/h 179 257 120 170 300 148 Grp Sat Flow(s),veh/h/ln 1106 1709 1695 1471 1641 1460 Q Serve(g_s), s 4.7 4.0 1.7 2.9 7.2 3.6 Cycle Q Clear(g_c), s 6.4 4.0 1.7 2.9 7.2 3.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 646 805 798 693 405 360 V/C Ratio(X) 0.28 0.32 0.15 0.25 0.74 0.41 Avail Cap(c_a), veh/h 1011 1368 1357 1178 1120 997 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.2 7.0 6.4 6.7 14.8 13.4 Incr Delay (d2), s/veh 0.2 0.2 0.1 0.2 2.7 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.9 0.4 0.5 2.5 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.4 7.2 6.5 6.9 17.4 14.2 LnGrp LOS A A A A B B Approach Vol, veh/h 436 290 448 Approach Delay, s/veh 7.7 6.7 16.4 Approach LOS A A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 26.0 16.5 26.0 Change Period (Y+Rc), s * 6 6.0 * 6 Max Green Setting (Gmax), s * 34 29.0 * 34 Max Q Clear Time (g_c+I1), s 8.4 9.2 4.9 Green Ext Time (p_c), s 2.1 1.4 1.1 Intersection Summary HCM 6th Ctrl Delay 10.8 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 3: Davis Lane & E Valley Center Rd 03/15/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 3 Intersection Int Delay, s/veh 5.1 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 353 116 17 94 179 28 Future Vol, veh/h 353 116 17 94 179 28 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 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 7 3 0 3 Mvmt Flow 384 126 18 102 195 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 510 0 585 447 Stage 1 - - - - 447 - Stage 2 - - - - 138 - Critical Hdwy - - 4.17 - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.263 - 3.5 3.327 Pot Cap-1 Maneuver - - 1030 - 477 609 Stage 1 - - - - 649 - Stage 2 - - - - 894 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1030 - 468 609 Mov Cap-2 Maneuver - - - - 468 - Stage 1 - - - - 649 - Stage 2 - - - - 877 - Approach SE NW NE HCM Control Delay, s 0 1.3 18.8 HCM LOS C Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 483 1030 - - - HCM Lane V/C Ratio 0.466 0.018 - - - HCM Control Delay (s) 18.8 8.6 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 2.4 0.1 - - - HCM 6th TWSC 5: Davis Lane & Catamount St 03/15/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 4 Intersection Int Delay, s/veh 2.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 75 14 190 68 11 147 Future Vol, veh/h 75 14 190 68 11 147 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 25 0 Mvmt Flow 82 15 207 74 12 160 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 428 244 0 0 281 0 Stage 1 244 - - - - - Stage 2 184 - - - - - Critical Hdwy 6.4 6.2 - - 4.35 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.425 - Pot Cap-1 Maneuver 588 800 - - 1160 - Stage 1 801 - - - - - Stage 2 852 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 582 800 - - 1160 - Mov Cap-2 Maneuver 582 - - - - - Stage 1 801 - - - - - Stage 2 843 - - - - - Approach WB NB SB HCM Control Delay, s 12 0 0.6 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 608 1160 - HCM Lane V/C Ratio - - 0.159 0.01 - HCM Control Delay (s) - - 12 8.1 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.6 0 - HCM 6th TWSC 8: Cattail St & Davis Lane 03/15/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 6 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 28 13 54 20 5 36 268 58 2 269 102 Future Vol, veh/h 45 28 13 54 20 5 36 268 58 2 269 102 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, % 8 10 0 0 0 0 16 4 0 0 2 0 Mvmt Flow 49 30 14 59 22 5 39 291 63 2 292 111 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 766 784 348 775 808 323 403 0 0 354 0 0 Stage 1 352 352 - 401 401 - - - - - - - Stage 2 414 432 - 374 407 - - - - - - - Critical Hdwy 7.18 6.6 6.2 7.1 6.5 6.2 4.26 - - 4.1 - - Critical Hdwy Stg 1 6.18 5.6 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.18 5.6 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.572 4.09 3.3 3.5 4 3.3 2.344 - - 2.2 - - Pot Cap-1 Maneuver 312 316 700 318 317 723 1084 - - 1216 - - Stage 1 653 618 - 630 604 - - - - - - - Stage 2 604 569 - 651 601 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 282 301 700 277 302 723 1084 - - 1216 - - Mov Cap-2 Maneuver 282 301 - 277 302 - - - - - - - Stage 1 624 617 - 602 577 - - - - - - - Stage 2 551 543 - 605 600 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 21 22.1 0.8 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1084 - - 317 295 1216 - - HCM Lane V/C Ratio 0.036 - - 0.295 0.291 0.002 - - HCM Control Delay (s) 8.4 0 - 21 22.1 8 0 - HCM Lane LOS A A - C C A A - HCM 95th %tile Q(veh) 0.1 - - 1.2 1.2 0 - - HCM 6th TWSC 11: N 27th Ave & Catamount St 03/15/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 7.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 106 29 3 51 10 30 67 6 3 46 4 Future Vol, veh/h 32 106 29 3 51 10 30 67 6 3 46 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, % 50 1 5 0 0 40 0 7 0 0 0 0 Mvmt Flow 35 115 32 3 55 11 33 73 7 3 50 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 234 204 52 275 203 77 54 0 0 80 0 0 Stage 1 58 58 - 143 143 - - - - - - - Stage 2 176 146 - 132 60 - - - - - - - Critical Hdwy 7.6 6.51 6.25 7.1 6.5 6.6 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.6 5.51 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.6 5.51 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.95 4.009 3.345 3.5 4 3.66 2.2 - - 2.2 - - Pot Cap-1 Maneuver 631 694 1007 681 697 888 1564 - - 1531 - - Stage 1 846 849 - 865 782 - - - - - - - Stage 2 726 778 - 876 849 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 574 677 1007 563 680 888 1564 - - 1531 - - Mov Cap-2 Maneuver 574 677 - 563 680 - - - - - - - Stage 1 827 847 - 846 765 - - - - - - - Stage 2 651 761 - 732 847 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12 10.7 2.1 0.4 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1564 - - 693 699 1531 - - HCM Lane V/C Ratio 0.021 - - 0.262 0.1 0.002 - - HCM Control Delay (s) 7.4 0 - 12 10.7 7.4 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0.1 - - 1 0.3 0 - - HCM 6th TWSC 12: N 27th Ave & E Valley Center Rd 03/15/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 1.9 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 294 53 62 170 26 26 Future Vol, veh/h 294 53 62 170 26 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 - - 400 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 5 15 4 0 0 Mvmt Flow 320 58 67 185 28 28 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 378 0 668 349 Stage 1 - - - - 349 - Stage 2 - - - - 319 - Critical Hdwy - - 4.25 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.335 - 3.5 3.3 Pot Cap-1 Maneuver - - 1113 - 426 699 Stage 1 - - - - 719 - Stage 2 - - - - 741 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1113 - 400 699 Mov Cap-2 Maneuver - - - - 400 - Stage 1 - - - - 719 - Stage 2 - - - - 697 - Approach SE NW NE HCM Control Delay, s 0 2.3 12.6 HCM LOS B Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SER Capacity (veh/h) 400 699 1113 - - - HCM Lane V/C Ratio 0.071 0.04 0.061 - - - HCM Control Delay (s) 14.7 10.4 8.4 - - - HCM Lane LOS B B A - - - HCM 95th %tile Q(veh) 0.2 0.1 0.2 - - - HCM 6th TWSC 14: Wellness Way & N 27th Ave 03/15/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 0 7 7 0 26 19 17 19 46 40 29 Future Vol, veh/h 11 0 7 7 0 26 19 17 19 46 40 29 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, % 0 0 0 0 0 0 0 0 0 0 25 0 Mvmt Flow 12 0 8 8 0 28 21 18 21 50 43 32 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 244 240 59 234 246 29 75 0 0 39 0 0 Stage 1 159 159 - 71 71 - - - - - - - Stage 2 85 81 - 163 175 - - - - - - - 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 714 665 1012 725 660 1052 1537 - - 1584 - - Stage 1 848 770 - 944 840 - - - - - - - Stage 2 928 832 - 844 758 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 670 634 1012 694 629 1052 1537 - - 1584 - - Mov Cap-2 Maneuver 670 634 - 694 629 - - - - - - - Stage 1 836 745 - 931 828 - - - - - - - Stage 2 890 820 - 810 733 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.8 8.9 2.5 2.9 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1537 - - 771 948 1584 - - HCM Lane V/C Ratio 0.013 - - 0.025 0.038 0.032 - - HCM Control Delay (s) 7.4 0 - 9.8 8.9 7.3 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0.1 - - HCM 6th TWSC 17: Cattail St & N 27th Ave 03/15/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 10 Intersection Int Delay, s/veh 3.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 34 84 28 97 105 14 Future Vol, veh/h 34 84 28 97 105 14 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 4 1 0 Mvmt Flow 37 91 30 105 114 15 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 287 122 129 0 - 0 Stage 1 122 - - - - - Stage 2 165 - - - - - 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 701 932 1469 - - - Stage 1 901 - - - - - Stage 2 862 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 686 932 1469 - - - Mov Cap-2 Maneuver 686 - - - - - Stage 1 881 - - - - - Stage 2 862 - - - - - Approach EB NB SB HCM Control Delay, s 10 1.7 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1469 - 845 - - HCM Lane V/C Ratio 0.021 - 0.152 - - HCM Control Delay (s) 7.5 0 10 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.1 - 0.5 - - Queues 20: Valley Spur Rd & Frontage Rd 03/15/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 11 Lane Group NBL SET SER NWL NWT Lane Group Flow (vph) 358 320 297 160 118 v/c Ratio 0.69 0.42 0.36 0.37 0.16 Control Delay 18.4 12.4 3.1 13.5 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 18.4 12.4 3.1 13.5 10.0 Queue Length 50th (ft) 59 53 0 26 17 Queue Length 95th (ft) 140 139 38 83 53 Internal Link Dist (ft) 544 2196 2380 Turn Bay Length (ft) 600 825 Base Capacity (vph) 1160 1425 1283 816 1425 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 0.31 0.22 0.23 0.20 0.08 Intersection Summary HCM 6th Signalized Intersection Summary 20: Valley Spur Rd & Frontage Rd 03/15/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 12 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Volume (veh/h) 146 183 294 273 147 109 Future Volume (veh/h) 146 183 294 273 147 109 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1736 1709 1709 1736 1723 1709 Adj Flow Rate, veh/h 159 199 320 297 160 118 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 3 3 1 2 3 Cap, veh/h 195 244 762 656 417 762 Arrive On Green 0.28 0.28 0.45 0.45 0.45 0.45 Sat Flow, veh/h 685 858 1709 1471 806 1709 Grp Volume(v), veh/h 359 0 320 297 160 118 Grp Sat Flow(s),veh/h/ln 1548 0 1709 1471 806 1709 Q Serve(g_s), s 9.7 0.0 5.7 6.3 7.6 1.8 Cycle Q Clear(g_c), s 9.7 0.0 5.7 6.3 13.3 1.8 Prop In Lane 0.44 0.55 1.00 1.00 Lane Grp Cap(c), veh/h 439 0 762 656 417 762 V/C Ratio(X) 0.82 0.00 0.42 0.45 0.38 0.15 Avail Cap(c_a), veh/h 1174 0 1483 1277 757 1483 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.0 0.0 8.5 8.6 13.0 7.4 Incr Delay (d2), s/veh 3.8 0.0 0.4 0.5 0.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 0.0 1.3 1.2 1.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.7 0.0 8.8 9.1 13.6 7.5 LnGrp LOS B A A A B A Approach Vol, veh/h 359 617 278 Approach Delay, s/veh 18.7 9.0 11.0 Approach LOS B A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 26.1 18.7 26.1 Change Period (Y+Rc), s * 6.1 6.0 * 6.1 Max Green Setting (Gmax), s * 39 34.0 * 39 Max Q Clear Time (g_c+I1), s 8.3 11.7 15.3 Green Ext Time (p_c), s 2.7 1.2 1.5 Intersection Summary HCM 6th Ctrl Delay 12.2 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 23: Hidden Valley Rd & E Valley Center Rd 03/15/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 13 Intersection Int Delay, s/veh 1.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 353 9 49 191 2 48 Future Vol, veh/h 353 9 49 191 2 48 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 290 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 0 0 3 0 2 Mvmt Flow 384 10 53 208 2 52 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 394 0 703 389 Stage 1 - - - - 389 - Stage 2 - - - - 314 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1176 - 407 659 Stage 1 - - - - 689 - Stage 2 - - - - 745 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1176 - 389 659 Mov Cap-2 Maneuver - - - - 389 - Stage 1 - - - - 689 - Stage 2 - - - - 711 - Approach EB WB NB HCM Control Delay, s 0 1.7 11.1 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 641 - - 1176 - HCM Lane V/C Ratio 0.085 - - 0.045 - HCM Control Delay (s) 11.1 - - 8.2 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.3 - - 0.1 - HCM 6th TWSC 25: Access 2 & E Valley Center Rd 03/15/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 14 Intersection Int Delay, s/veh 0.3 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 454 34 3 270 0 15 Future Vol, veh/h 454 34 3 270 0 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 0 0 2 0 0 Mvmt Flow 493 37 3 293 0 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 530 0 - 512 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - 4.1 - - 6.2 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - 2.2 - - 3.3 Pot Cap-1 Maneuver - - 1048 - 0 566 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1048 - - 566 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach SE NW NE HCM Control Delay, s 0 0.1 11.5 HCM LOS B Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 566 1048 - - - HCM Lane V/C Ratio 0.029 0.003 - - - HCM Control Delay (s) 11.5 8.4 0 - - HCM Lane LOS B A A - - HCM 95th %tile Q(veh) 0.1 0 - - - HCM 6th TWSC 28: Davis Lane & Access 3 03/15/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 15 Intersection Int Delay, s/veh 2.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 40 28 25 168 129 4 Future Vol, veh/h 40 28 25 168 129 4 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 2 2 0 Mvmt Flow 43 30 27 183 140 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 379 142 144 0 - 0 Stage 1 142 - - - - - Stage 2 237 - - - - - 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 627 911 1451 - - - Stage 1 890 - - - - - Stage 2 807 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 614 911 1451 - - - Mov Cap-2 Maneuver 614 - - - - - Stage 1 871 - - - - - Stage 2 807 - - - - - Approach EB NB SB HCM Control Delay, s 10.7 1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1451 - 709 - - HCM Lane V/C Ratio 0.019 - 0.104 - - HCM Control Delay (s) 7.5 0 10.7 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.1 - 0.3 - - Queues 1: E Valley Center Rd & Valley Spur Rd 03/15/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 147 223 340 314 262 197 v/c Ratio 0.33 0.29 0.43 0.37 0.58 0.36 Control Delay 11.9 10.1 11.5 2.9 19.6 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.9 10.1 11.5 2.9 19.6 4.5 Queue Length 50th (ft) 22 32 53 0 56 0 Queue Length 95th (ft) 69 88 136 37 119 34 Internal Link Dist (ft) 1674 1244 544 Turn Bay Length (ft) 420 400 100 Base Capacity (vph) 735 1271 1309 1201 1060 1029 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.18 0.26 0.26 0.25 0.19 Intersection Summary HCM 6th Signalized Intersection Summary 1: E Valley Center Rd & Valley Spur Rd 03/15/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 135 205 313 289 241 181 Future Volume (veh/h) 135 205 313 289 241 181 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1695 1736 1750 1736 1750 Adj Flow Rate, veh/h 147 223 340 314 262 197 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 4 1 0 1 0 Cap, veh/h 456 819 839 716 376 337 Arrive On Green 0.48 0.48 0.48 0.48 0.23 0.23 Sat Flow, veh/h 791 1695 1736 1483 1654 1483 Grp Volume(v), veh/h 147 223 340 314 262 197 Grp Sat Flow(s),veh/h/ln 791 1695 1736 1483 1654 1483 Q Serve(g_s), s 6.1 3.2 5.2 5.8 6.0 4.9 Cycle Q Clear(g_c), s 11.3 3.2 5.2 5.8 6.0 4.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 456 819 839 716 376 337 V/C Ratio(X) 0.32 0.27 0.41 0.44 0.70 0.58 Avail Cap(c_a), veh/h 724 1392 1426 1218 1158 1039 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 10.5 6.4 6.9 7.0 14.7 14.3 Incr Delay (d2), s/veh 0.4 0.2 0.3 0.4 2.3 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.7 1.1 1.0 2.1 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.9 6.6 7.2 7.4 17.0 15.9 LnGrp LOS B A A A B B Approach Vol, veh/h 370 654 459 Approach Delay, s/veh 8.3 7.3 16.5 Approach LOS A A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 26.0 15.4 26.0 Change Period (Y+Rc), s * 6 6.0 * 6 Max Green Setting (Gmax), s * 34 29.0 * 34 Max Q Clear Time (g_c+I1), s 13.3 8.0 7.8 Green Ext Time (p_c), s 2.0 1.4 3.0 Intersection Summary HCM 6th Ctrl Delay 10.4 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 3: Davis Lane & E Valley Center Rd 03/15/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 3 Intersection Int Delay, s/veh 13.6 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 295 143 28 341 244 25 Future Vol, veh/h 295 143 28 341 244 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 321 155 30 371 265 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 476 0 830 399 Stage 1 - - - - 399 - Stage 2 - - - - 431 - 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 - - 1097 - 340 655 Stage 1 - - - - 678 - Stage 2 - - - - 655 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1097 - 328 655 Mov Cap-2 Maneuver - - - - 328 - Stage 1 - - - - 678 - Stage 2 - - - - 633 - Approach SE NW NE HCM Control Delay, s 0 0.6 53.4 HCM LOS F Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 344 1097 - - - HCM Lane V/C Ratio 0.85 0.028 - - - HCM Control Delay (s) 53.4 8.4 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 7.7 0.1 - - - HCM 6th TWSC 5: Davis Lane & Catamount St 03/15/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 4 Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 70 20 239 78 16 200 Future Vol, veh/h 70 20 239 78 16 200 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 7 0 0 Mvmt Flow 76 22 260 85 17 217 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 554 303 0 0 345 0 Stage 1 303 - - - - - Stage 2 251 - - - - - 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 497 741 - - 1225 - Stage 1 754 - - - - - Stage 2 795 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 489 741 - - 1225 - Mov Cap-2 Maneuver 489 - - - - - Stage 1 754 - - - - - Stage 2 782 - - - - - Approach WB NB SB HCM Control Delay, s 13.3 0 0.6 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 529 1225 - HCM Lane V/C Ratio - - 0.185 0.014 - HCM Control Delay (s) - - 13.3 8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.7 0 - HCM 6th TWSC 8: Cattail St & Davis Lane 03/15/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 6 Intersection Int Delay, s/veh 7.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 46 25 5 102 40 0 5 347 141 5 344 50 Future Vol, veh/h 46 25 5 102 40 0 5 347 141 5 344 50 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, % 0 0 0 0 0 0 0 3 0 0 1 0 Mvmt Flow 50 27 5 111 43 0 5 377 153 5 374 54 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 896 951 401 891 902 454 428 0 0 530 0 0 Stage 1 411 411 - 464 464 - - - - - - - Stage 2 485 540 - 427 438 - - - - - - - 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 263 262 653 265 280 610 1142 - - 1048 - - Stage 1 622 598 - 582 567 - - - - - - - Stage 2 567 524 - 610 582 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 229 259 653 240 277 610 1142 - - 1048 - - Mov Cap-2 Maneuver 229 259 - 240 277 - - - - - - - Stage 1 618 594 - 579 564 - - - - - - - Stage 2 520 521 - 574 579 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 26.5 40.5 0.1 0.1 HCM LOS D E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1142 - - 249 249 1048 - - HCM Lane V/C Ratio 0.005 - - 0.332 0.62 0.005 - - HCM Control Delay (s) 8.2 0 - 26.5 40.5 8.5 0 - HCM Lane LOS A A - D E A A - HCM 95th %tile Q(veh) 0 - - 1.4 3.7 0 - - HCM 6th TWSC 11: N 27th Ave & Catamount St 03/15/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 6.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 52 38 16 78 13 48 103 8 14 104 19 Future Vol, veh/h 13 52 38 16 78 13 48 103 8 14 104 19 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - 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, % 50 0 0 0 0 25 0 3 0 0 0 0 Mvmt Flow 14 57 41 17 85 14 52 112 9 15 113 21 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 424 379 124 424 385 117 134 0 0 121 0 0 Stage 1 154 154 - 221 221 - - - - - - - Stage 2 270 225 - 203 164 - - - - - - - Critical Hdwy 7.6 6.5 6.2 7.1 6.5 6.45 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.6 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.6 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.95 4 3.3 3.5 4 3.525 2.2 - - 2.2 - - Pot Cap-1 Maneuver 466 556 932 544 552 876 1463 - - 1479 - - Stage 1 747 774 - 786 724 - - - - - - - Stage 2 642 721 - 804 766 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 387 529 932 460 525 876 1463 - - 1479 - - Mov Cap-2 Maneuver 387 529 - 460 525 - - - - - - - Stage 1 719 765 - 756 696 - - - - - - - Stage 2 534 694 - 704 758 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.4 13.5 2.3 0.8 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1463 - - 597 540 1479 - - HCM Lane V/C Ratio 0.036 - - 0.188 0.215 0.01 - - HCM Control Delay (s) 7.6 0 - 12.4 13.5 7.5 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0.1 - - 0.7 0.8 0 - - HCM 6th TWSC 12: N 27th Ave & E Valley Center Rd 03/15/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 3.7 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 305 54 43 279 109 58 Future Vol, veh/h 305 54 43 279 109 58 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 400 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 7 30 0 0 0 Mvmt Flow 332 59 47 303 118 63 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 391 0 759 362 Stage 1 - - - - 362 - Stage 2 - - - - 397 - Critical Hdwy - - 4.4 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.47 - 3.5 3.3 Pot Cap-1 Maneuver - - 1030 - 377 687 Stage 1 - - - - 709 - Stage 2 - - - - 683 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1030 - 360 687 Mov Cap-2 Maneuver - - - - 360 - Stage 1 - - - - 709 - Stage 2 - - - - 652 - Approach SE NW NE HCM Control Delay, s 0 1.2 16.7 HCM LOS C Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SER Capacity (veh/h) 360 687 1030 - - - HCM Lane V/C Ratio 0.329 0.092 0.045 - - - HCM Control Delay (s) 19.8 10.8 8.7 - - - HCM Lane LOS C B A - - - HCM 95th %tile Q(veh) 1.4 0.3 0.1 - - - HCM 6th TWSC 14: Wellness Way & N 27th Ave 03/15/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 4.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 26 0 27 14 0 52 15 86 14 35 47 16 Future Vol, veh/h 26 0 27 14 0 52 15 86 14 35 47 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 - - - - - - - - - - - - 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 15 0 Mvmt Flow 28 0 29 15 0 57 16 93 15 38 51 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 297 276 60 283 277 101 68 0 0 108 0 0 Stage 1 136 136 - 133 133 - - - - - - - Stage 2 161 140 - 150 144 - - - - - - - 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 659 635 1011 673 634 960 1546 - - 1495 - - Stage 1 872 788 - 875 790 - - - - - - - Stage 2 846 785 - 857 782 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 603 612 1011 635 611 960 1546 - - 1495 - - Mov Cap-2 Maneuver 603 612 - 635 611 - - - - - - - Stage 1 862 768 - 865 781 - - - - - - - Stage 2 787 776 - 810 762 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.1 9.5 1 2.7 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1546 - - 759 866 1495 - - HCM Lane V/C Ratio 0.011 - - 0.076 0.083 0.025 - - HCM Control Delay (s) 7.4 0 - 10.1 9.5 7.5 0 - HCM Lane LOS A A - B A A A - HCM 95th %tile Q(veh) 0 - - 0.2 0.3 0.1 - - HCM 6th TWSC 17: Cattail St & N 27th Ave 03/15/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 10 Intersection Int Delay, s/veh 4.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 40 106 124 146 147 28 Future Vol, veh/h 40 106 124 146 147 28 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 43 115 135 159 160 30 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 604 175 190 0 - 0 Stage 1 175 - - - - - Stage 2 429 - - - - - 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 465 874 1396 - - - Stage 1 860 - - - - - Stage 2 661 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 416 874 1396 - - - Mov Cap-2 Maneuver 416 - - - - - Stage 1 769 - - - - - Stage 2 661 - - - - - Approach EB NB SB HCM Control Delay, s 12 3.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1396 - 671 - - HCM Lane V/C Ratio 0.097 - 0.237 - - HCM Control Delay (s) 7.9 0 12 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.3 - 0.9 - - Queues 20: Valley Spur Rd & Frontage Rd 03/15/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 11 Lane Group NBL SET SER NWL NWT Lane Group Flow (vph) 448 152 259 241 404 v/c Ratio 0.76 0.21 0.34 0.50 0.56 Control Delay 23.3 13.0 3.5 18.1 17.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 23.3 13.0 3.5 18.1 17.2 Queue Length 50th (ft) 100 28 0 51 89 Queue Length 95th (ft) 242 84 41 151 229 Internal Link Dist (ft) 544 2196 2380 Turn Bay Length (ft) 600 825 Base Capacity (vph) 1047 1262 1163 841 1275 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 0.43 0.12 0.22 0.29 0.32 Intersection Summary HCM 6th Signalized Intersection Summary 20: Valley Spur Rd & Frontage Rd 03/15/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 12 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Volume (veh/h) 263 149 140 238 222 372 Future Volume (veh/h) 263 149 140 238 222 372 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1736 1723 1750 1736 1736 Adj Flow Rate, veh/h 286 162 152 259 241 404 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 1 2 0 1 1 Cap, veh/h 338 191 716 617 503 722 Arrive On Green 0.33 0.33 0.42 0.42 0.42 0.42 Sat Flow, veh/h 1016 576 1723 1483 983 1736 Grp Volume(v), veh/h 449 0 152 259 241 404 Grp Sat Flow(s),veh/h/ln 1596 0 1723 1483 983 1736 Q Serve(g_s), s 12.6 0.0 2.7 5.9 10.0 8.5 Cycle Q Clear(g_c), s 12.6 0.0 2.7 5.9 12.7 8.5 Prop In Lane 0.64 0.36 1.00 1.00 Lane Grp Cap(c), veh/h 531 0 716 617 503 722 V/C Ratio(X) 0.85 0.00 0.21 0.42 0.48 0.56 Avail Cap(c_a), veh/h 1128 0 1393 1200 889 1404 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.9 0.0 9.0 9.9 13.1 10.7 Incr Delay (d2), s/veh 3.8 0.0 0.1 0.5 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 0.0 0.7 1.3 1.6 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.7 0.0 9.1 10.4 13.8 11.4 LnGrp LOS B A A B B B Approach Vol, veh/h 449 411 645 Approach Delay, s/veh 18.7 9.9 12.3 Approach LOS B A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 26.1 22.0 26.1 Change Period (Y+Rc), s * 6.1 6.0 * 6.1 Max Green Setting (Gmax), s * 39 34.0 * 39 Max Q Clear Time (g_c+I1), s 7.9 14.6 14.7 Green Ext Time (p_c), s 1.6 1.5 3.4 Intersection Summary HCM 6th Ctrl Delay 13.6 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 23: Hidden Valley Rd & E Valley Center Rd 03/15/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 13 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 292 9 34 461 6 32 Future Vol, veh/h 292 9 34 461 6 32 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 290 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 0 0 1 0 3 Mvmt Flow 317 10 37 501 7 35 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 327 0 897 322 Stage 1 - - - - 322 - Stage 2 - - - - 575 - Critical Hdwy - - 4.1 - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.327 Pot Cap-1 Maneuver - - 1244 - 313 717 Stage 1 - - - - 739 - Stage 2 - - - - 567 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1244 - 304 717 Mov Cap-2 Maneuver - - - - 304 - Stage 1 - - - - 739 - Stage 2 - - - - 550 - Approach EB WB NB HCM Control Delay, s 0 0.5 11.6 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 590 - - 1244 - HCM Lane V/C Ratio 0.07 - - 0.03 - HCM Control Delay (s) 11.6 - - 8 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.2 - - 0.1 - HCM 6th TWSC 25: Access 2 & E Valley Center Rd 03/15/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 14 Intersection Int Delay, s/veh 0.2 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 422 51 4 581 0 16 Future Vol, veh/h 422 51 4 581 0 16 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 0 0 2 0 0 Mvmt Flow 459 55 4 632 0 17 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 514 0 - 487 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - 4.1 - - 6.2 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - 2.2 - - 3.3 Pot Cap-1 Maneuver - - 1062 - 0 585 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1062 - - 585 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach SE NW NE HCM Control Delay, s 0 0.1 11.3 HCM LOS B Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 585 1062 - - - HCM Lane V/C Ratio 0.03 0.004 - - - HCM Control Delay (s) 11.3 8.4 0 - - HCM Lane LOS B A A - - HCM 95th %tile Q(veh) 0.1 0 - - - HCM 6th TWSC 28: Davis Lane & Access 3 03/15/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026)Synchro 11 Report Page 15 Intersection Int Delay, s/veh 2.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 50 30 37 219 159 12 Future Vol, veh/h 50 30 37 219 159 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, % 0 0 0 2 2 0 Mvmt Flow 54 33 40 238 173 13 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 498 180 186 0 - 0 Stage 1 180 - - - - - Stage 2 318 - - - - - 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 535 868 1401 - - - Stage 1 856 - - - - - Stage 2 742 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 517 868 1401 - - - Mov Cap-2 Maneuver 517 - - - - - Stage 1 828 - - - - - Stage 2 742 - - - - - Approach EB NB SB HCM Control Delay, s 11.9 1.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1401 - 609 - - HCM Lane V/C Ratio 0.029 - 0.143 - - HCM Control Delay (s) 7.6 0 11.9 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.1 - 0.5 - - APPENDIX D CAPACITY CALCULATIONS – FUTURE (2037) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 18.4 B 10 17.7 B 5 WB 42.4 D 10 35.2 D 13 NB 52.6 D 19 92.3 F 25 Intersection 34.8 C --48.6 D -- EB 0.0 A 0 0.0 A 0 WB 1.5 A 1 0.5 A 1 NB 13.0 B 1 14.5 B 1 Intersection 1.5 A --0.9 A -- EB 13.5 B 8 19.0 B 8 WB 11.7 B 5 16.1 B 11 SB 17.8 B 11 29.0 C 15 Intersection 14.5 B --21.0 C -- EB 0.0 A 0 0.0 A 0 WB 1.4 A 1 0.8 A 1 NB 86.0 F 11 539.8 F 32 Intersection 21.3 C --131.4 F -- EB 0.0 A 0 0.0 A 0 WB 2.6 A 1 1.4 A 1 NB 21.9 C 2 91.8 F 10 Intersection 3.0 A --19.9 C -- EB 11.5 B 1 14.4 B 2 WB 9.3 A 1 10.1 B 1 NB 3.2 A 1 1.5 A 1 SB 1.5 A 1 1.6 A 1 Intersection 4.0 A --6.0 A -- WB 21.2 C 2 29.5 D 4 NB 0.0 A 0 0.0 A 0 SB 1.2 A 1 1.0 A 1 Intersection 3.5 A --4.6 A -- EB 27.2 D 5 27.1 D 5 WB 17.2 C 2 35.2 E 4 NB 2.8 A 1 2.7 A 1 SB 0.5 A 0 0.7 A 1 Intersection 13.0 B --13.8 B -- EB 12.8 B 2 21.9 C 3 NB 0.9 A 1 3.0 A 1 SB 0.0 A 0 0.0 A 0 Intersection 3.3 A --5.4 A -- EB 91.2 F 6 292.7 F 10 WB 94.9 F 6 517.5 F 17 NB 0.7 A 1 0.1 A 0 SB 0.0 A 0 0.1 A 0 Intersection 15.7 C --78.1 F -- EB 0.0 A 0 0.0 A 0 WB 0.3 A 0 0.3 A 1 NB 74.7 F 8 290.5 F 12 Intersection 12.2 B --28.7 D -- EB 0.0 A 0 0.0 A 0 WB 0.3 A 0 0.4 A 1 NB 15.2 C 1 14.0 B 1 Intersection 0.7 A --0.5 A -- EB 15.2 C 2 23.7 C 3 NB 2.0 A 1 3.1 A 1 SB 0.0 A 0 0.0 A 0 Intersection 4.8 A --5.9 A -- Site Access 2 & East Valley Center Road Intersection Control One-Way Stop-Control (EB) Davis Lane & Site Access 3 Intersection Control One-Way Stop-Control (NB) Ferguson Avenue & East Valley Center Road North 27th Avenue & Cattail Street Intersection Control Two-Way Stop Control (EB/WB) Davis Lane & Cattail Street Intersection Control One-Way Stop-Control (NB) Davis Lane & Catamount Street Intersection Control Two-Way Stop Control (EB/WB) North 27th Avenue & Catamount Street 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 & Wellness Way Intersection Control One-Way Stop Control (WB) Valley Spur Road & East Valley Center Road Intersection Control One-Way Stop Control (NB) Davis Lane & East Valley Center Road Intersection Control One-Way Stop Control (NB) Frontage Road & Valley Spur Road Intersection Control One-Way Stop Control (NB) Hidden Valley Road & East Valley Center Road Intersection Control Signalized Intersection Approach Future (2037) AM Peak PM Peak Intersection Control Signalized Queues 1: E Valley Center Rd & Valley Spur Rd 03/16/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 223 367 213 366 486 185 v/c Ratio 0.51 0.54 0.32 0.45 0.78 0.29 Control Delay 19.3 17.7 14.4 3.9 25.3 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.3 17.7 14.4 3.9 25.3 5.0 Queue Length 50th (ft) 53 88 46 0 125 7 Queue Length 95th (ft) 131 190 106 46 273 44 Internal Link Dist (ft) 1674 1244 544 Turn Bay Length (ft) 420 400 100 Base Capacity (vph) 684 1062 1062 1058 869 847 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.35 0.20 0.35 0.56 0.22 Intersection Summary HCM 6th Signalized Intersection Summary 1: E Valley Center Rd & Valley Spur Rd 03/16/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 205 338 196 337 447 170 Future Volume (veh/h) 205 338 196 337 447 170 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1709 1709 1736 1723 1723 Adj Flow Rate, veh/h 223 367 213 366 486 185 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 3 3 1 2 2 Cap, veh/h 423 713 713 614 575 511 Arrive On Green 0.42 0.42 0.42 0.42 0.35 0.35 Sat Flow, veh/h 848 1709 1709 1471 1641 1460 Grp Volume(v), veh/h 223 367 213 366 486 185 Grp Sat Flow(s),veh/h/ln 848 1709 1709 1471 1641 1460 Q Serve(g_s), s 12.3 8.2 4.3 10.0 14.1 4.9 Cycle Q Clear(g_c), s 16.5 8.2 4.3 10.0 14.1 4.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 423 713 713 614 575 511 V/C Ratio(X) 0.53 0.51 0.30 0.60 0.85 0.36 Avail Cap(c_a), veh/h 627 1125 1125 969 921 820 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.5 11.2 10.0 11.7 15.5 12.5 Incr Delay (d2), s/veh 1.0 0.6 0.2 0.9 4.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 2.3 1.2 2.5 5.1 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.5 11.7 10.2 12.6 19.7 12.9 LnGrp LOS B B B B B B Approach Vol, veh/h 590 579 671 Approach Delay, s/veh 13.5 11.7 17.8 Approach LOS B B B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 27.6 24.1 27.6 Change Period (Y+Rc), s * 6 6.0 * 6 Max Green Setting (Gmax), s * 34 29.0 * 34 Max Q Clear Time (g_c+I1), s 18.5 16.1 12.0 Green Ext Time (p_c), s 3.0 2.0 2.3 Intersection Summary HCM 6th Ctrl Delay 14.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 3: Davis Lane & E Valley Center Rd 03/16/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 3 Intersection Int Delay, s/veh 21.3 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 507 227 25 151 243 52 Future Vol, veh/h 507 227 25 151 243 52 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 5 3 0 3 Mvmt Flow 551 247 27 164 264 57 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 798 0 893 675 Stage 1 - - - - 675 - Stage 2 - - - - 218 - Critical Hdwy - - 4.15 - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.245 - 3.5 3.327 Pot Cap-1 Maneuver - - 811 - 315 452 Stage 1 - - - - 510 - Stage 2 - - - - 823 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 811 - 303 452 Mov Cap-2 Maneuver - - - - 303 - Stage 1 - - - - 510 - Stage 2 - - - - 793 - Approach SE NW NE HCM Control Delay, s 0 1.4 86 HCM LOS F Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 322 811 - - - HCM Lane V/C Ratio 0.996 0.034 - - - HCM Control Delay (s) 86 9.6 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 10.9 0.1 - - - HCM 6th TWSC 5: Davis Lane & Catamount St 03/16/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 4 Intersection Int Delay, s/veh 3.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 101 28 326 102 49 292 Future Vol, veh/h 101 28 326 102 49 292 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 15 5 0 Mvmt Flow 110 30 354 111 53 317 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 833 410 0 0 465 0 Stage 1 410 - - - - - Stage 2 423 - - - - - Critical Hdwy 6.4 6.2 - - 4.15 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.245 - Pot Cap-1 Maneuver 341 646 - - 1081 - Stage 1 674 - - - - - Stage 2 665 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 321 646 - - 1081 - Mov Cap-2 Maneuver 321 - - - - - Stage 1 674 - - - - - Stage 2 625 - - - - - Approach WB NB SB HCM Control Delay, s 21.2 0 1.2 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 360 1081 - HCM Lane V/C Ratio - - 0.389 0.049 - HCM Control Delay (s) - - 21.2 8.5 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 1.8 0.2 - HCM 6th TWSC 6: Ferguson Ave & E Valley Center Rd 03/16/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 5 Intersection Int Delay, s/veh 12.2 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 685 69 12 370 168 52 Future Vol, veh/h 685 69 12 370 168 52 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 150 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 0 0 2 0 0 Mvmt Flow 745 75 13 402 183 57 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 820 0 1211 783 Stage 1 - - - - 783 - Stage 2 - - - - 428 - 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 - - 818 - 203 397 Stage 1 - - - - 454 - Stage 2 - - - - 662 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 818 - 199 397 Mov Cap-2 Maneuver - - - - 199 - Stage 1 - - - - 454 - Stage 2 - - - - 649 - Approach SE NW NE HCM Control Delay, s 0 0.3 74.7 HCM LOS F Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SER Capacity (veh/h) 199 397 818 - - - HCM Lane V/C Ratio 0.918 0.142 0.016 - - - HCM Control Delay (s) 93 15.6 9.5 0 - - HCM Lane LOS F C A A - - HCM 95th %tile Q(veh) 7.3 0.5 0 - - - HCM 6th TWSC 8: Cattail St & Davis Lane 03/16/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 6 Intersection Int Delay, s/veh 15.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 69 37 16 71 26 7 44 428 80 3 429 148 Future Vol, veh/h 69 37 16 71 26 7 44 428 80 3 429 148 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, % 5 8 0 0 0 0 10 3 0 0 2 0 Mvmt Flow 75 40 17 77 28 8 48 465 87 3 466 161 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1176 1201 547 1186 1238 509 627 0 0 552 0 0 Stage 1 553 553 - 605 605 - - - - - - - Stage 2 623 648 - 581 633 - - - - - - - Critical Hdwy 7.15 6.58 6.2 7.1 6.5 6.2 4.2 - - 4.1 - - Critical Hdwy Stg 1 6.15 5.58 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.15 5.58 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.545 4.072 3.3 3.5 4 3.3 2.29 - - 2.2 - - Pot Cap-1 Maneuver 166 180 541 167 177 568 917 - - 1028 - - Stage 1 512 505 - 488 491 - - - - - - - Stage 2 469 457 - 503 476 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 133 165 541 123 162 568 917 - - 1028 - - Mov Cap-2 Maneuver 133 165 - 123 162 - - - - - - - Stage 1 473 502 - 450 453 - - - - - - - Stage 2 400 422 - 446 474 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 91.2 94.9 0.7 0 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 917 - - 158 139 1028 - - HCM Lane V/C Ratio 0.052 - - 0.839 0.813 0.003 - - HCM Control Delay (s) 9.1 0 - 91.2 94.9 8.5 0 - HCM Lane LOS A A - F F A A - HCM 95th %tile Q(veh) 0.2 - - 5.6 5.1 0 - - HCM 6th TWSC 11: N 27th Ave & Catamount St 03/16/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 157 77 4 94 14 104 173 8 7 102 5 Future Vol, veh/h 36 157 77 4 94 14 104 173 8 7 102 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 30 1 3 0 0 30 0 5 0 0 0 0 Mvmt Flow 39 171 84 4 102 15 113 188 9 8 111 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 607 553 114 676 551 193 116 0 0 197 0 0 Stage 1 130 130 - 419 419 - - - - - - - Stage 2 477 423 - 257 132 - - - - - - - Critical Hdwy 7.4 6.51 6.23 7.1 6.5 6.5 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.4 5.51 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.4 5.51 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.77 4.009 3.327 3.5 4 3.57 2.2 - - 2.2 - - Pot Cap-1 Maneuver 371 442 936 370 445 782 1485 - - 1388 - - Stage 1 811 791 - 616 593 - - - - - - - Stage 2 520 589 - 752 791 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 273 402 936 211 405 782 1485 - - 1388 - - Mov Cap-2 Maneuver 273 402 - 211 405 - - - - - - - Stage 1 741 786 - 563 542 - - - - - - - Stage 2 378 538 - 533 786 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 27.2 17.2 2.8 0.5 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1485 - - 447 416 1388 - - HCM Lane V/C Ratio 0.076 - - 0.657 0.293 0.005 - - HCM Control Delay (s) 7.6 0 - 27.2 17.2 7.6 0 - HCM Lane LOS A A - D C A A - HCM 95th %tile Q(veh) 0.2 - - 4.6 1.2 0 - - HCM 6th TWSC 12: N 27th Ave & E Valley Center Rd 03/16/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 3 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 442 109 122 321 49 49 Future Vol, veh/h 442 109 122 321 49 49 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 400 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 3 7 3 0 0 Mvmt Flow 480 118 133 349 53 53 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 598 0 1154 539 Stage 1 - - - - 539 - Stage 2 - - - - 615 - Critical Hdwy - - 4.17 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.263 - 3.5 3.3 Pot Cap-1 Maneuver - - 955 - 220 546 Stage 1 - - - - 589 - Stage 2 - - - - 543 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 955 - 189 546 Mov Cap-2 Maneuver - - - - 189 - Stage 1 - - - - 589 - Stage 2 - - - - 468 - Approach SE NW NE HCM Control Delay, s 0 2.6 21.9 HCM LOS C Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SER Capacity (veh/h) 189 546 955 - - - HCM Lane V/C Ratio 0.282 0.098 0.139 - - - HCM Control Delay (s) 31.4 12.3 9.4 - - - HCM Lane LOS D B A - - - HCM 95th %tile Q(veh) 1.1 0.3 0.5 - - - HCM 6th TWSC 14: Wellness Way & N 27th Ave 03/16/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 0 18 7 0 27 35 29 20 47 65 118 Future Vol, veh/h 44 0 18 7 0 27 35 29 20 47 65 118 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - 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 15 0 Mvmt Flow 48 0 20 8 0 29 38 32 22 51 71 128 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 371 367 135 366 420 43 199 0 0 54 0 0 Stage 1 237 237 - 119 119 - - - - - - - Stage 2 134 130 - 247 301 - - - - - - - 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 589 565 919 594 528 1033 1385 - - 1564 - - Stage 1 771 713 - 890 801 - - - - - - - Stage 2 874 792 - 761 669 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 544 529 919 553 494 1033 1385 - - 1564 - - Mov Cap-2 Maneuver 544 529 - 553 494 - - - - - - - Stage 1 749 687 - 865 779 - - - - - - - Stage 2 825 770 - 717 644 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.5 9.3 3.2 1.5 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1385 - - 617 876 1564 - - HCM Lane V/C Ratio 0.027 - - 0.109 0.042 0.033 - - HCM Control Delay (s) 7.7 0 - 11.5 9.3 7.4 0 - HCM Lane LOS A A - B A A A - HCM 95th %tile Q(veh) 0.1 - - 0.4 0.1 0.1 - - HCM 6th TWSC 17: Cattail St & N 27th Ave 03/16/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 10 Intersection Int Delay, s/veh 3.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 52 105 34 265 211 22 Future Vol, veh/h 52 105 34 265 211 22 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 2 1 0 Mvmt Flow 57 114 37 288 229 24 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 603 241 253 0 - 0 Stage 1 241 - - - - - Stage 2 362 - - - - - 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 460 800 1324 - - - Stage 1 797 - - - - - Stage 2 702 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 445 800 1324 - - - Mov Cap-2 Maneuver 445 - - - - - Stage 1 771 - - - - - Stage 2 702 - - - - - Approach EB NB SB HCM Control Delay, s 12.8 0.9 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1324 - 633 - - HCM Lane V/C Ratio 0.028 - 0.27 - - HCM Control Delay (s) 7.8 0 12.8 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.1 - 1.1 - - Queues 20: Valley Spur Rd & Frontage Rd 03/16/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 11 Lane Group NBL SET SER NWL NWT Lane Group Flow (vph) 599 398 434 246 148 v/c Ratio 0.88 0.56 0.50 0.80 0.21 Control Delay 35.6 19.9 3.7 40.7 14.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 35.6 19.9 3.7 40.7 14.8 Queue Length 50th (ft) 214 145 0 103 45 Queue Length 95th (ft) #472 227 49 #230 82 Internal Link Dist (ft) 544 2196 2380 Turn Bay Length (ft) 600 825 Base Capacity (vph) 808 961 1021 415 961 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 0.74 0.41 0.43 0.59 0.15 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 20: Valley Spur Rd & Frontage Rd 03/16/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 12 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Volume (veh/h) 263 288 366 399 226 136 Future Volume (veh/h) 263 288 366 399 226 136 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 1736 1709 1709 1736 1723 1709 Adj Flow Rate, veh/h 286 313 398 434 246 148 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 3 3 1 2 3 Cap, veh/h 296 324 782 673 278 782 Arrive On Green 0.40 0.40 0.46 0.46 0.46 0.46 Sat Flow, veh/h 740 810 1709 1471 660 1709 Grp Volume(v), veh/h 600 0 398 434 246 148 Grp Sat Flow(s),veh/h/ln 1553 0 1709 1471 660 1709 Q Serve(g_s), s 32.1 0.0 14.0 19.3 24.9 4.4 Cycle Q Clear(g_c), s 32.1 0.0 14.0 19.3 38.9 4.4 Prop In Lane 0.48 0.52 1.00 1.00 Lane Grp Cap(c), veh/h 621 0 782 673 278 782 V/C Ratio(X) 0.97 0.00 0.51 0.64 0.88 0.19 Avail Cap(c_a), veh/h 621 0 782 673 278 782 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.9 0.0 16.3 17.7 32.7 13.7 Incr Delay (d2), s/veh 27.6 0.0 0.5 2.1 26.9 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.8 0.0 4.8 5.9 6.9 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.6 0.0 16.8 19.8 59.6 13.8 LnGrp LOS D A B B E B Approach Vol, veh/h 600 832 394 Approach Delay, s/veh 52.6 18.4 42.4 Approach LOS D B D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 45.0 40.0 45.0 Change Period (Y+Rc), s * 6.1 6.0 * 6.1 Max Green Setting (Gmax), s * 39 34.0 * 39 Max Q Clear Time (g_c+I1), s 21.3 34.1 40.9 Green Ext Time (p_c), s 3.5 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 34.8 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 23: Hidden Valley Rd & E Valley Center Rd 03/16/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 13 Intersection Int Delay, s/veh 1.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 483 11 61 297 3 59 Future Vol, veh/h 483 11 61 297 3 59 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 290 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 0 0 3 0 2 Mvmt Flow 525 12 66 323 3 64 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 537 0 986 531 Stage 1 - - - - 531 - Stage 2 - - - - 455 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1041 - 277 548 Stage 1 - - - - 594 - Stage 2 - - - - 643 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1041 - 260 548 Mov Cap-2 Maneuver - - - - 260 - Stage 1 - - - - 594 - Stage 2 - - - - 602 - Approach EB WB NB HCM Control Delay, s 0 1.5 13 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 520 - - 1041 - HCM Lane V/C Ratio 0.13 - - 0.064 - HCM Control Delay (s) 13 - - 8.7 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.4 - - 0.2 - HCM 6th TWSC 25: Access 2 & E Valley Center Rd 03/16/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 14 Intersection Int Delay, s/veh 0.7 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 691 46 12 382 0 43 Future Vol, veh/h 691 46 12 382 0 43 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 0 0 2 0 0 Mvmt Flow 751 50 13 415 0 47 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 801 0 - 776 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - 4.1 - - 6.2 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - 2.2 - - 3.3 Pot Cap-1 Maneuver - - 831 - 0 401 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 831 - - 401 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach SE NW NE HCM Control Delay, s 0 0.3 15.2 HCM LOS C Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 401 831 - - - HCM Lane V/C Ratio 0.117 0.016 - - - HCM Control Delay (s) 15.2 9.4 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 0.4 0 - - - HCM 6th TWSC 28: Davis Lane & Access 3 03/16/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 15 Intersection Int Delay, s/veh 4.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 75 120 75 220 243 9 Future Vol, veh/h 75 120 75 220 243 9 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 2 2 0 Mvmt Flow 82 130 82 239 264 10 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 672 269 274 0 - 0 Stage 1 269 - - - - - Stage 2 403 - - - - - 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 424 775 1301 - - - Stage 1 781 - - - - - Stage 2 679 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 393 775 1301 - - - Mov Cap-2 Maneuver 393 - - - - - Stage 1 724 - - - - - Stage 2 679 - - - - - Approach EB NB SB HCM Control Delay, s 15.2 2 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1301 - 564 - - HCM Lane V/C Ratio 0.063 - 0.376 - - HCM Control Delay (s) 8 0 15.2 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.2 - 1.7 - - Queues 1: E Valley Center Rd & Valley Spur Rd 03/16/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 183 352 484 536 501 245 v/c Ratio 0.68 0.48 0.65 0.57 0.82 0.37 Control Delay 30.7 16.1 19.8 4.0 31.5 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.7 16.1 19.8 4.0 31.5 6.2 Queue Length 50th (ft) 55 95 144 0 156 12 Queue Length 95th (ft) #158 176 260 51 #357 61 Internal Link Dist (ft) 1674 1244 544 Turn Bay Length (ft) 420 400 100 Base Capacity (vph) 362 985 994 1082 806 825 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.51 0.36 0.49 0.50 0.62 0.30 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 1: E Valley Center Rd & Valley Spur Rd 03/16/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 168 324 445 493 461 225 Future Volume (veh/h) 168 324 445 493 461 225 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1723 1736 1750 1736 1750 Adj Flow Rate, veh/h 183 352 484 536 501 245 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 1 0 1 0 Cap, veh/h 266 841 848 724 561 503 Arrive On Green 0.49 0.49 0.49 0.49 0.34 0.34 Sat Flow, veh/h 562 1723 1736 1483 1654 1483 Grp Volume(v), veh/h 183 352 484 536 501 245 Grp Sat Flow(s),veh/h/ln 562 1723 1736 1483 1654 1483 Q Serve(g_s), s 20.2 9.2 13.8 20.2 20.0 9.1 Cycle Q Clear(g_c), s 34.0 9.2 13.8 20.2 20.0 9.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 266 841 848 724 561 503 V/C Ratio(X) 0.69 0.42 0.57 0.74 0.89 0.49 Avail Cap(c_a), veh/h 266 841 848 724 689 618 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.8 11.5 12.6 14.3 21.8 18.2 Incr Delay (d2), s/veh 7.2 0.3 0.9 4.1 12.2 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 2.9 4.5 6.1 9.0 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.0 11.8 13.6 18.3 34.0 18.9 LnGrp LOS C B B B C B Approach Vol, veh/h 535 1020 746 Approach Delay, s/veh 19.0 16.1 29.0 Approach LOS B B C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 40.0 29.6 40.0 Change Period (Y+Rc), s * 6 6.0 * 6 Max Green Setting (Gmax), s * 34 29.0 * 34 Max Q Clear Time (g_c+I1), s 36.0 22.0 22.2 Green Ext Time (p_c), s 0.0 1.7 3.9 Intersection Summary HCM 6th Ctrl Delay 21.0 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 3: Davis Lane & E Valley Center Rd 03/16/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 3 Intersection Int Delay, s/veh 131.4 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 410 226 46 503 336 44 Future Vol, veh/h 410 226 46 503 336 44 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 0 0 1 2 0 Mvmt Flow 446 246 50 547 365 48 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 692 0 1216 569 Stage 1 - - - - 569 - Stage 2 - - - - 647 - 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 - - 912 - ~ 200 525 Stage 1 - - - - 566 - Stage 2 - - - - 521 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 912 - ~ 184 525 Mov Cap-2 Maneuver - - - - ~ 184 - Stage 1 - - - - 566 - Stage 2 - - - - 480 - Approach SE NW NE HCM Control Delay, s 0 0.8 $ 539.8 HCM LOS F Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 199 912 - - - HCM Lane V/C Ratio 2.076 0.055 - - - HCM Control Delay (s) $ 539.8 9.2 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 31.6 0.2 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 5: Davis Lane & Catamount St 03/16/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 4 Intersection Int Delay, s/veh 4.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 100 59 421 106 45 369 Future Vol, veh/h 100 59 421 106 45 369 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 5 0 0 Mvmt Flow 109 64 458 115 49 401 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1015 516 0 0 573 0 Stage 1 516 - - - - - Stage 2 499 - - - - - 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 266 563 - - 1010 - Stage 1 603 - - - - - Stage 2 614 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 250 563 - - 1010 - Mov Cap-2 Maneuver 250 - - - - - Stage 1 603 - - - - - Stage 2 576 - - - - - Approach WB NB SB HCM Control Delay, s 29.5 0 1 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 315 1010 - HCM Lane V/C Ratio - - 0.549 0.048 - HCM Control Delay (s) - - 29.5 8.7 0 HCM Lane LOS - - D A A HCM 95th %tile Q(veh) - - 3.1 0.2 - HCM 6th TWSC 6: Ferguson Ave & E Valley Center Rd 03/16/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 5 Intersection Int Delay, s/veh 28.7 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 655 165 28 776 136 41 Future Vol, veh/h 655 165 28 776 136 41 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 150 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 0 0 2 0 0 Mvmt Flow 712 179 30 843 148 45 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 891 0 1705 802 Stage 1 - - - - 802 - Stage 2 - - - - 903 - 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 - - 769 - ~ 102 387 Stage 1 - - - - 445 - Stage 2 - - - - 399 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 769 - ~ 95 387 Mov Cap-2 Maneuver - - - - ~ 95 - Stage 1 - - - - 445 - Stage 2 - - - - 370 - Approach SE NW NE HCM Control Delay, s 0 0.3 290.5 HCM LOS F Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SER Capacity (veh/h) 95 387 769 - - - HCM Lane V/C Ratio 1.556 0.115 0.04 - - - HCM Control Delay (s) $ 373.4 15.5 9.9 0 - - HCM Lane LOS F C A A - - HCM 95th %tile Q(veh) 11.4 0.4 0.1 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 8: Cattail St & Davis Lane 03/16/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 6 Intersection Int Delay, s/veh 78.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 82 32 7 131 51 0 7 541 180 7 541 83 Future Vol, veh/h 82 32 7 131 51 0 7 541 180 7 541 83 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, % 0 0 0 0 0 0 0 2 0 0 1 0 Mvmt Flow 89 35 8 142 55 0 8 588 196 8 588 90 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1379 1449 633 1373 1396 686 678 0 0 784 0 0 Stage 1 649 649 - 702 702 - - - - - - - Stage 2 730 800 - 671 694 - - - - - - - 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 123 132 483 ~ 124 142 451 923 - - 843 - - Stage 1 462 469 - 432 443 - - - - - - - Stage 2 417 400 - 449 447 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver ~ 83 128 483 ~ 94 138 451 923 - - 843 - - Mov Cap-2 Maneuver ~ 83 128 - ~ 94 138 - - - - - - - Stage 1 455 462 - 425 436 - - - - - - - Stage 2 358 394 - 403 440 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 292.7 $ 517.5 0.1 0.1 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 923 - - 97 103 843 - - HCM Lane V/C Ratio 0.008 - - 1.356 1.921 0.009 - - HCM Control Delay (s) 8.9 0 - 292.7$ 517.5 9.3 0 - HCM Lane LOS A A - F F A A - HCM 95th %tile Q(veh) 0 - - 9.5 16.4 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 11: N 27th Ave & Catamount St 03/16/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 13.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 100 120 20 128 20 105 192 9 22 211 18 Future Vol, veh/h 14 100 120 20 128 20 105 192 9 22 211 18 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, % 50 0 0 0 0 15 0 3 0 0 0 0 Mvmt Flow 15 109 130 22 139 22 114 209 10 24 229 20 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 810 734 239 849 739 214 249 0 0 219 0 0 Stage 1 287 287 - 442 442 - - - - - - - Stage 2 523 447 - 407 297 - - - - - - - Critical Hdwy 7.6 6.5 6.2 7.1 6.5 6.35 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.6 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.6 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.95 4 3.3 3.5 4 3.435 2.2 - - 2.2 - - Pot Cap-1 Maneuver 249 350 805 283 347 794 1328 - - 1362 - - Stage 1 628 678 - 598 580 - - - - - - - Stage 2 459 577 - 625 671 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 143 309 805 158 306 794 1328 - - 1362 - - Mov Cap-2 Maneuver 143 309 - 158 306 - - - - - - - Stage 1 566 664 - 539 523 - - - - - - - Stage 2 296 520 - 429 657 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 27.1 35.2 2.7 0.7 HCM LOS D E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1328 - - 410 295 1362 - - HCM Lane V/C Ratio 0.086 - - 0.62 0.619 0.018 - - HCM Control Delay (s) 8 0 - 27.1 35.2 7.7 0 - HCM Lane LOS A A - D E A A - HCM 95th %tile Q(veh) 0.3 - - 4.1 3.8 0.1 - - HCM 6th TWSC 12: N 27th Ave & E Valley Center Rd 03/16/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 19.9 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 485 91 76 440 179 114 Future Vol, veh/h 485 91 76 440 179 114 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 400 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 4 15 0 0 0 Mvmt Flow 527 99 83 478 195 124 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 626 0 1221 577 Stage 1 - - - - 577 - Stage 2 - - - - 644 - Critical Hdwy - - 4.25 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.335 - 3.5 3.3 Pot Cap-1 Maneuver - - 896 - 200 520 Stage 1 - - - - 566 - Stage 2 - - - - 527 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 896 - ~ 181 520 Mov Cap-2 Maneuver - - - - ~ 181 - Stage 1 - - - - 566 - Stage 2 - - - - 478 - Approach SE NW NE HCM Control Delay, s 0 1.4 91.8 HCM LOS F Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SER Capacity (veh/h) 181 520 896 - - - HCM Lane V/C Ratio 1.075 0.238 0.092 - - - HCM Control Delay (s) 141.3 14.1 9.4 - - - HCM Lane LOS F B A - - - HCM 95th %tile Q(veh) 9.4 0.9 0.3 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 14: Wellness Way & N 27th Ave 03/16/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)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 113 0 38 14 0 54 35 126 14 35 70 64 Future Vol, veh/h 113 0 38 14 0 54 35 126 14 35 70 64 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 10 0 Mvmt Flow 123 0 41 15 0 59 38 137 15 38 76 70 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 437 415 111 429 443 145 146 0 0 152 0 0 Stage 1 187 187 - 221 221 - - - - - - - Stage 2 250 228 - 208 222 - - - - - - - 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 533 531 948 540 512 908 1448 - - 1441 - - Stage 1 819 749 - 786 724 - - - - - - - Stage 2 759 719 - 799 723 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 477 501 948 494 483 908 1448 - - 1441 - - Mov Cap-2 Maneuver 477 501 - 494 483 - - - - - - - Stage 1 795 727 - 763 703 - - - - - - - Stage 2 689 698 - 742 702 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.4 10.1 1.5 1.6 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1448 - - 545 774 1441 - - HCM Lane V/C Ratio 0.026 - - 0.301 0.095 0.026 - - HCM Control Delay (s) 7.6 0 - 14.4 10.1 7.6 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0.1 - - 1.3 0.3 0.1 - - HCM 6th TWSC 17: Cattail St & N 27th Ave 03/16/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 10 Intersection Int Delay, s/veh 5.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 56 130 154 283 330 42 Future Vol, veh/h 56 130 154 283 330 42 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 61 141 167 308 359 46 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1024 382 405 0 - 0 Stage 1 382 - - - - - Stage 2 642 - - - - - 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 263 670 1165 - - - Stage 1 694 - - - - - Stage 2 528 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 218 670 1165 - - - Mov Cap-2 Maneuver 218 - - - - - Stage 1 574 - - - - - Stage 2 528 - - - - - Approach EB NB SB HCM Control Delay, s 21.9 3 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1165 - 412 - - HCM Lane V/C Ratio 0.144 - 0.491 - - HCM Control Delay (s) 8.6 0 21.9 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.5 - 2.6 - - Queues 20: Valley Spur Rd & Frontage Rd 03/16/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 11 Lane Group NBL SET SER NWL NWT Lane Group Flow (vph) 701 189 422 376 503 v/c Ratio 0.96 0.28 0.50 0.85 0.73 Control Delay 47.9 16.2 3.8 39.9 26.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 47.9 16.2 3.8 39.9 26.0 Queue Length 50th (ft) 318 59 0 159 198 Queue Length 95th (ft) #613 102 49 #307 304 Internal Link Dist (ft) 544 2196 2380 Turn Bay Length (ft) 600 825 Base Capacity (vph) 733 868 961 560 877 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 0.96 0.22 0.44 0.67 0.57 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 20: Valley Spur Rd & Frontage Rd 03/16/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 12 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Volume (veh/h) 403 242 174 388 346 463 Future Volume (veh/h) 403 242 174 388 346 463 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1736 1723 1750 1736 1736 Adj Flow Rate, veh/h 438 263 189 422 376 503 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 1 2 0 1 1 Cap, veh/h 398 239 788 679 404 795 Arrive On Green 0.40 0.40 0.46 0.46 0.46 0.46 Sat Flow, veh/h 994 597 1723 1483 817 1736 Grp Volume(v), veh/h 702 0 189 422 376 503 Grp Sat Flow(s),veh/h/ln 1593 0 1723 1483 817 1736 Q Serve(g_s), s 34.0 0.0 5.7 18.3 33.2 18.8 Cycle Q Clear(g_c), s 34.0 0.0 5.7 18.3 38.9 18.8 Prop In Lane 0.62 0.37 1.00 1.00 Lane Grp Cap(c), veh/h 637 0 788 679 404 795 V/C Ratio(X) 1.10 0.00 0.24 0.62 0.93 0.63 Avail Cap(c_a), veh/h 637 0 788 679 404 795 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.5 0.0 14.0 17.5 28.4 17.6 Incr Delay (d2), s/veh 66.8 0.0 0.2 1.8 28.1 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 23.8 0.0 1.9 5.7 10.5 6.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 92.3 0.0 14.2 19.2 56.5 19.2 LnGrp LOS F A B B E B Approach Vol, veh/h 702 611 879 Approach Delay, s/veh 92.3 17.7 35.2 Approach LOS F B D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 45.0 40.0 45.0 Change Period (Y+Rc), s * 6.1 6.0 * 6.1 Max Green Setting (Gmax), s * 39 34.0 * 39 Max Q Clear Time (g_c+I1), s 20.3 36.0 40.9 Green Ext Time (p_c), s 2.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 48.6 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 23: Hidden Valley Rd & E Valley Center Rd 03/16/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 13 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 431 11 42 629 8 40 Future Vol, veh/h 431 11 42 629 8 40 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 290 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 0 0 1 0 3 Mvmt Flow 468 12 46 684 9 43 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 480 0 1250 474 Stage 1 - - - - 474 - Stage 2 - - - - 776 - Critical Hdwy - - 4.1 - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.327 Pot Cap-1 Maneuver - - 1093 - 193 588 Stage 1 - - - - 630 - Stage 2 - - - - 457 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1093 - 185 588 Mov Cap-2 Maneuver - - - - 185 - Stage 1 - - - - 630 - Stage 2 - - - - 438 - Approach EB WB NB HCM Control Delay, s 0 0.5 14.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 431 - - 1093 - HCM Lane V/C Ratio 0.121 - - 0.042 - HCM Control Delay (s) 14.5 - - 8.4 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.4 - - 0.1 - HCM 6th TWSC 25: Access 2 & E Valley Center Rd 03/16/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 14 Intersection Int Delay, s/veh 0.5 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 599 97 35 804 0 37 Future Vol, veh/h 599 97 35 804 0 37 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 0 0 2 0 0 Mvmt Flow 651 105 38 874 0 40 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 756 0 - 704 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - 4.1 - - 6.2 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - 2.2 - - 3.3 Pot Cap-1 Maneuver - - 864 - 0 440 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 864 - - 440 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach SE NW NE HCM Control Delay, s 0 0.4 14 HCM LOS B Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 440 864 - - - HCM Lane V/C Ratio 0.091 0.044 - - - HCM Control Delay (s) 14 9.4 0 - - HCM Lane LOS B A A - - HCM 95th %tile Q(veh) 0.3 0.1 - - - HCM 6th TWSC 28: Davis Lane & Access 3 03/16/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 15 Intersection Int Delay, s/veh 5.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 70 97 181 310 246 26 Future Vol, veh/h 70 97 181 310 246 26 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 2 2 0 Mvmt Flow 76 105 197 337 267 28 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1012 281 295 0 - 0 Stage 1 281 - - - - - Stage 2 731 - - - - - 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 267 763 1278 - - - Stage 1 771 - - - - - Stage 2 480 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 216 763 1278 - - - Mov Cap-2 Maneuver 216 - - - - - Stage 1 625 - - - - - Stage 2 480 - - - - - Approach EB NB SB HCM Control Delay, s 23.7 3.1 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1278 - 370 - - HCM Lane V/C Ratio 0.154 - 0.491 - - HCM Control Delay (s) 8.3 0 23.7 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.5 - 2.6 - - 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 YES YES NO NO EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NO NO NB Right-Turn Lane NO NO NO NO NO YES NB Left-Turn Lane NO NO NO NO NO NO SB Right-Turn Lane NO NO NO NO YES NO SB Left-Turn Lane NO NO NO NO NO NO EB Right-Turn Lane YES YES NO NO NO NO EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NO YES NO YES NB Right-Turn Lane NO NO NO NO NO YES NB Left-Turn Lane NO NO NO NO YES NO NO NO SB Right-Turn Lane NO NO NO NO YES NO NO NO SB Left-Turn Lane NO NO NO NO NO NO EB Right-Turn Lane YES YES YES YES YES YES YES YES EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane YES YES YES YES YES YES NB Right-Turn Lane YES YES NO NO YES YES NB Left-Turn Lane NO YES NO YES YES YES YES YES SB Right-Turn Lane NO NO NO NO YES YES NO NO SB Left-Turn Lane YES YES NO NO YES YES 2037 2026 2022 North 27th Ave & Catamount Street Davis Lane & Site Access 3 Site Access 2 & E Valley Center Rd Ferguson Avenue & E Valley Center Rd Davis Lane & Cattail StreetTURN LANE WARRANTS Davis Lane & Catamount Street Davis Lane & E Valley Center Rd North 27th Ave & Cattail Street North 27th Ave & E Valley Center Rd 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 388 96 68 Y 60 0 PM weekday 375 129 70 Y 60 0 AM weekday 269 16 84 N 50 0 PM weekday 282 29 82 N 50 0 AM weekday 200 54 113 N 35 20 PM weekday 260 66 105 N 35 20 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 295 48 101 N 35 20 PM weekday 424 126 63 Y 35 0 AM weekday 317 90 78 Y 35 0 PM weekday 327 40 76 N 35 0Davis and Cattail SB 27th & Catamount SB Davis & Valley Center EB Davis & Catamount NB 27th & Catamount NB 27th & Cattail SB Davis & Cattail NB 27th & Valley Center EB Future Traffic Volumes (2026) - 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 469 116 57 Y 60 0 PM weekday 438 143 62 Y 60 0 AM weekday 347 53 74 N 50 0 PM weekday 359 54 72 N 50 0 AM weekday 258 68 106 N 35 20 PM weekday 317 78 78 Y 35 0 AM weekday 103 6 106 N 25 0 PM weekday 159 8 99 N 25 0 AM weekday 53 4 113 N 25 0 PM weekday 137 19 102 N 25 0 AM weekday 119 14 104 N 25 0 PM weekday 175 28 97 N 25 0 AM weekday 362 58 72 N 35 0 PM weekday 493 141 54 Y 35 0 AM weekday 373 102 70 Y 35 0 PM weekday 399 50 67 N 35 0 AM weekday 488 34 55 N 60 0 PM weekday 473 51 57 N 60 0 AM weekday 133 4 102 N 35 0 PM weekday 171 12 97 N 35 0 Davis and Cattail SB Access 2 & Valley EB Davis & Access 3 SB Davis & Valley Center EB Davis & Catamount NB 27th & Catamount NB 27th & Catamount SB 27th & Cattail SB Davis & Cattail NB 27th & Valley Center EB Future Traffic Volumes (2037) - 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 737 227 22 Y 60 0 PM weekday 636 226 35 Y 60 0 AM weekday 551 109 47 Y 50 0 PM weekday 576 91 43 Y 50 0 AM weekday 428 102 63 Y 35 0 PM weekday 527 106 50 Y 35 0 AM weekday 285 8 82 N 25 0 PM weekday 306 9 79 N 25 0 AM weekday 114 5 105 N 25 0 PM weekday 251 18 87 N 25 0 AM weekday 233 22 89 N 25 0 PM weekday 372 42 70 N 25 0 AM weekday 552 80 46 Y 35 0 PM weekday 728 180 23 Y 35 0 AM weekday 580 148 43 Y 35 0 PM weekday 631 83 36 Y 35 0 AM weekday 754 69 19 Y 60 0 PM weekday 820 165 11 Y 60 0 AM weekday 737 46 22 Y 60 0 PM weekday 696 97 27 Y 60 0 AM weekday 252 9 86 N 35 0 PM weekday 272 26 84 N 35 0 Davis & Valley Center EB Davis & Catamount NB 27th & Catamount NB 27th & Catamount SB 27th & Cattail SB 27th & Valley Center EB Davis and Cattail SB Ferguson & Valley EB Access 2 & Valley EB Davis & Access 3 SB Davis & Cattail NB Guidelines for Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (Figure 28.4A) Existing (2022) Future (2026) Future (2037) 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 85 12 14.1% 388 N 60 PM weekday 309 15 4.9%375 N 60 AM weekday 117 3 2.6% 200 N 35 PM weekday 157 7 4.5%260 N 35 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 295 33 11.2% 317 N 35 PM weekday 424 5 1.2% 327 N 35 AM weekday 317 2 0.6% 295 N 35 PM weekday 327 5 1.5%424 N 35 Davis & Cattail NB Davis & Cattail SB 27th & Cattail NB Davis & Valley WB Davis & Catamount SB 27th & Catamount NB 27th & Catamount SB Future Traffic Volumes (2026) - 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 111 17 15.3% 469 N 60 PM weekday 369 28 7.6%438 Y 60 AM weekday 159 11 6.9% 258 N 35 PM weekday 219 16 7.3%317 N 35 AM weekday 103 30 29.1% 53 N 25 PM weekday 159 48 30.2% 137 N 25 AM weekday 53 3 5.7% 103 N 25 PM weekday 137 14 10.2%159 N 25 AM weekday 125 28 22.4% 119 N 25 PM weekday 270 124 45.9%175 N 25 AM weekday 362 36 9.9% 373 Y 35 PM weekday 493 5 1.0% 399 N 35 AM weekday 373 2 0.5% 362 N 35 PM weekday 399 5 1.3%493 N 35 AM weekday 273 3 1.1% 488 N 60 PM weekday 585 4 0.7%473 Y 60 AM weekday 193 25 13.0% 133 N 35 PM weekday 256 37 14.5%171 N 35 Davis & Cattail SB Access 2 & Valley WB Davis & Access 3 NB Davis & Valley WB Davis & Catamount SB 27th & Catamount NB 27th & Catamount SB 27th & Cattail NB Davis & Cattail NB Future Traffic Volumes (2037) - 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 176 25 14.2% 734 Y 60 PM weekday 549 46 8.4%636 Y 60 AM weekday 346 49 14.2% 428 Y 35 PM weekday 428 45 10.5%527 Y 35 AM weekday 285 104 36.5% 114 N 25 PM weekday 306 105 34.3% 251 Y 25 AM weekday 114 7 6.1% 285 N 25 PM weekday 251 22 8.8%306 N 25 AM weekday 299 34 11.4% 233 N 25 PM weekday 437 154 35.2%372 Y 25 AM weekday 552 44 8.0% 580 Y 35 PM weekday 728 7 1.0% 631 Y 35 AM weekday 580 3 0.5% 552 Y 35 PM weekday 631 7 1.1%728 Y 35 AM weekday 382 12 3.1% 754 Y 60 PM weekday 804 28 3.5%820 Y 60 AM weekday 394 12 3.0% 737 Y 60 PM weekday 839 35 4.2%696 Y 60 AM weekday 295 75 25.4% 252 Y 35 PM weekday 491 181 36.9%272 Y 35 Davis & Cattail NB Ferguson & Valley WB Access 2 & Valley WB Davis & Access 3 NB Davis & Cattail SB Davis & Valley WB Davis & Catamount SB 27th & Catamount NB 27th & Catamount SB 27th & Cattail NB Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (45MPH) (Figure 28.4F) Existing (2022) Future (2026) Future (2037) Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (60MPH) (Figure 28.4c) Existing (2022) Future (2026) Future (2037) APPENDIX F MULTI-WAY STOP CONTROL WARRANT WORKSHEETS Sanderson Stewart 3/17/2023 22396 Turnrow Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Existing (2022) Hour Begin NB SB EB WB 0:00 1 2 1 5 3 6 1:00 1 1 2 2 2 4 2:00 0 1 0 1 1 1 3:00 0 2 4 0 2 4 4:00 1 2 2 1 3 3 5:00 3 1 19 4 4 23 6:00 19 24 59 11 43 70 7:00 32 25 91 31 57 122 8:00 37 46 87 45 83 132 9:00 32 53 48 15 85 63 10:00 35 40 54 37 75 91 11:00 50 42 40 36 92 76 12:00 60 34 38 65 94 103 13:00 78 62 52 41 140 93 14:00 82 61 59 50 143 109 15:00 85 66 67 59 151 126 16:00 92 66 62 74 158 136 17:00 105 79 67 100 184 167 18:00 71 17 52 55 88 107 19:00 34 13 33 56 47 89 20:00 23 4 10 43 27 53 21:00 19 3 8 26 22 34 22:00 9 3 6 20 12 26 23:00 4 3 6 17 7 23 TOTAL 873 650 867 794 1523 1661 B Condition B - 5 or more crashes in 12 months that are susceptible to correction No (1 crash) C.1 & C.2 Condition C.1 & C.2 - Minimum Vehicular Volume (85th Percentile Speed < 40mph): No (0 hrs) Minor Street Average Delay of at least 30 seconds per vehicle?No (11.4 s/veh) D Combination of Conditions B, C.1, & C.2 (80% Values): 4 or more crashes in 12 months No (1 crash) Major Street Total > 240 and Minor Street Total > 160 for 8 hours?No (0 hrs) Minor Street Average Delay of at least 24 seconds per vehicle?No (11.4 s/veh) Multi-Way Stop Control Warrant Satisfied?No Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Multi-Way Stop Application General Information Agency/Company: Date: Project Number: Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Minor Street Total (Both Aproaches) Major Street Total > 300 and Minor Street Total > 200 for 8 hours? Sanderson Stewart 3/17/2023 22396 Turnrow Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case:Future (2026) Hour Begin NB SB EB WB 0:00 2 4 1 6 6 7 1:00 2 2 3 2 4 5 2:00 0 2 0 1 2 1 3:00 0 4 6 0 4 6 4:00 2 4 3 1 6 4 5:00 6 2 26 5 8 31 6:00 37 45 81 14 82 95 7:00 62 47 125 38 109 163 8:00 72 87 120 55 159 175 9:00 62 100 66 18 162 84 10:00 68 75 74 46 143 120 11:00 97 79 55 44 176 99 12:00 116 64 52 80 180 132 13:00 151 117 72 50 268 122 14:00 159 115 81 62 274 143 15:00 165 124 92 73 289 165 16:00 179 124 85 91 303 176 17:00 204 149 92 123 353 215 18:00 138 32 72 68 170 140 19:00 66 24 45 69 90 114 20:00 45 8 14 53 53 67 21:00 37 6 11 32 43 43 22:00 17 6 8 25 23 33 23:00 8 6 8 21 14 29 TOTAL 1695 1226 1192 977 2921 2169 B Condition B - 5 or more crashes in 12 months that are susceptible to correction No (1 crash) C.1 & C.2 Condition C.1 & C.2 - Minimum Vehicular Volume (85th Percentile Speed<40mph): No (1 hr) Minor Street Average Delay of at least 30 seconds per vehicle?No (13.5 s/veh) D Combination of Conditions B, C.1, & C.2 (80% Values): 4 or more crashes in 12 months No (1 crash) Major Street Total > 240 and Minor Street Total > 160 for 8 hours?No (3 hrs) Minor Street Average Delay of at least 24 seconds per vehicle?No (13.5 s/veh) Multi-Way Stop Control Warrant Satisfied?No Minor Street Total (Both Aproaches) Major Street Total > 300 and Minor Street Total > 200 for 8 hours? Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Multi-Way Stop Application General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 3/17/2023 22396 Turnrow Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case:Future (2037) Hour Begin NB SB EB WB 0:00 4 7 3 10 11 13 1:00 4 4 5 4 8 9 2:00 0 4 0 2 4 2 3:00 0 7 10 0 7 10 4:00 4 7 5 2 11 7 5:00 13 4 49 8 17 57 6:00 83 87 152 22 170 174 7:00 140 90 234 62 230 296 8:00 162 166 224 91 328 315 9:00 140 192 123 30 332 153 10:00 153 145 139 75 298 214 11:00 219 152 103 73 371 176 12:00 263 123 98 131 386 229 13:00 341 224 134 83 565 217 14:00 359 220 152 101 579 253 15:00 372 239 172 119 611 291 16:00 403 239 159 149 642 308 17:00 460 285 172 201 745 373 18:00 311 61 134 111 372 245 19:00 149 47 85 113 196 198 20:00 101 14 26 87 115 113 21:00 83 11 21 52 94 73 22:00 39 11 15 40 50 55 23:00 18 11 15 34 29 49 TOTAL 3821 2350 2230 1600 6171 3830 B Condition B - 5 or more crashes in 12 months that are susceptible to correction No (1 crash) C.1 & C.2 Condition C.1 & C.2 - Minimum Vehicular Volume (85th Percentile Speed<40mph): Yes (8 hrs) Minor Street Average Delay of at least 30 seconds per vehicle?Yes (35.2 s/veh) D Combination of Conditions B, C.1, & C.2 (80% Values): 4 or more crashes in 12 months No (1 crash) Major Street Total > 240 and Minor Street Total > 160 for 8 hours?Yes (10 hrs) Minor Street Average Delay of at least 24 seconds per vehicle?Yes (35.2 s/veh) Multi-Way Stop Control Warrant Satisfied?Yes Project Description: Multi-Way Stop Application General Information Agency/Company: Date: Project Number: Major Street Total > 300 and Minor Street Total > 200 for 8 hours? Minor Street Total (Both Aproaches) Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) APPENDIX G TRAFFIC SIGNAL WARRANT WORKSHEETS 100% NB RTs 50% NB RTs 0% NB RTs x x x x x x x x x x x x x x x x x x x x x x x x x x x -- -- -- -- -- -- -- x x x x x x x x x x x x x x x x x x x x x -- -- -- -- -- -- -- Yes No x x x x x x x 100% NB RTs 50% NB RTs 0% NB RTs x x x x x x x x x x x x x x x x x x x x x x x x -- -- -- -- -- -- -- x x x x x x x x x x x x x x x x x x x x -- -- -- -- -- -- -- Yes No x x x x x 100% NB RTs 50% NB RTs 0% NB RTs x x --* x x --* x x x x x x x x x --* -- -- -- -- -- -- -- --* x x x x x x x --* x x x x x x x --* x x --* -- -- -- -- -- -- -- --* Yes * No x x *Only the Peak Hour warrant can be evalulated with projected volumes at the proposed site access location, but it is likely that additional volume-based warrants would be met N 27th Avenue & E Valley Center Road 6. Coordinated Signal System 7. Crash History 8. Roadway Network TRAFFIC SIGNAL WARRANTS Future (2037) Davis Lane & E Valley Center Road Davis Lane & Catamount Street North 27th Avenue & Catamount Street Davis Lane & Cattail Street Ferguson Avenue & E Valley Center Road 9. Intersection Near a Grade Crossing Signals Warranted 1. Eight-Hour Vehicular Volume 2. Four-Hour Vehicular Volume 3. Peak Hour 4. Pedestrian Volume 5. School Crossing 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 8. Roadway Network 9. Intersection Near a Grade Crossing North 27th Avenue & Catamount Street Davis Lane & Cattail Street N 27th Avenue & E Valley Center RoadTRAFFIC SIGNAL WARRANTS 8. Roadway Network Signals Warranted 1. Eight-Hour Vehicular Volume N 27th Avenue & E Valley Center Road Phase 1 (2026) 7. Crash History 9. Intersection Near a Grade Crossing Davis Lane & E Valley Center Road Existing Volumes (2022) 2. Four-Hour Vehicular Volume 3. Peak Hour 4. Pedestrian Volume 5. School Crossing 6. Coordinated Signal System North 27th Avenue & Catamount Street Davis Lane & Catamount Street Davis Lane & Cattail Street TRAFFIC SIGNAL WARRANTS Davis Lane & E Valley Center Road Davis Lane & Catamount Street Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Davis Ln (1 lane) Analysis Year/Case: Existing (2022) Hour Begin NB SB EB WB 0:00 5 0 17 6 23 5 1:00 0 0 6 3 9 0 2:00 1 0 6 1 7 1 3:00 4 0 8 3 11 4 4:00 17 0 19 10 29 17 5:00 33 0 57 28 85 33 6:00 84 0 151 38 189 84 7:00 153 0 347 81 428 153 8:00 106 0 339 101 440 106 9:00 77 0 257 105 362 77 10:00 71 0 221 136 357 71 11:00 91 0 257 157 414 91 12:00 128 0 278 196 474 128 13:00 116 0 275 199 474 116 14:00 98 0 274 214 488 98 15:00 129 0 300 226 526 129 16:00 144 0 326 297 623 144 17:00 189 0 394 302 696 189 18:00 104 0 264 215 479 104 19:00 58 0 136 152 288 58 20:00 34 0 92 102 194 34 21:00 31 0 55 56 111 31 22:00 14 0 35 26 61 14 23:00 5 0 16 19 35 5 TOTAL 1692 0 4130 2673 6803 1692 Condition A - Minimum Vehicular Volume (70% Columns):Hrs No 7 Condition B - Interruption of Continuous Traffic (70% Columns): No 3 Combination of Conditions A & B (56% Columns): Yes 10 Yes 9 Warrant 1 Satisfied?No Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Major Street Total (Both Approaches) Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total >350 and Higher Minor Street Total > 105 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 53 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 84 for 8 hours? Major Street Total > 420 and Higher Minor Street Total > 42 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Davis Ln (1 lane) Analysis Year/Case: Phase 1 (2026) Hour Begin NB SB EB WB 0:00 7 0 20 7 27 7 1:00 0 0 7 4 11 0 2:00 1 0 7 1 8 1 3:00 5 0 10 4 14 5 4:00 23 0 23 12 35 23 5:00 45 0 68 34 102 45 6:00 115 0 179 46 225 115 7:00 209 0 412 99 511 209 8:00 145 0 403 123 526 145 9:00 105 0 306 128 434 105 10:00 97 0 263 166 429 97 11:00 124 0 306 191 497 124 12:00 175 0 330 239 569 175 13:00 159 0 327 242 569 159 14:00 134 0 326 261 587 134 15:00 176 0 357 275 632 176 16:00 197 0 388 362 750 197 17:00 259 0 468 368 836 259 18:00 142 0 314 262 576 142 19:00 79 0 162 185 347 79 20:00 47 0 109 124 233 47 21:00 42 0 65 68 133 42 22:00 19 0 42 32 74 19 23:00 7 0 19 23 42 7 TOTAL 2312 0 4911 3256 8167 2312 Condition A - Minimum Vehicular Volume (70% Columns): Hrs Yes 10 Condition B - Interruption of Continuous Traffic (70% Columns): Yes 8 Combination of Conditions A & B (56% Columns): Yes 12 Yes 12 Warrant 1 Satisfied?Yes Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total > 420 and Higher Minor Street Total > 42 for 8 hours? Higher Volume Minor Approach Major Street Total >350 and Higher Minor Street Total > 105 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 53 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 84 for 8 hours? Major Street Total (Both Approaches) Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Davis Ln (1 lane) Analysis Year/Case: Future (2037) Hour Begin NB SB EB WB 0:00 10 0 31 11 42 10 1:00 0 0 11 6 17 0 2:00 2 0 11 2 13 2 3:00 8 0 14 6 20 8 4:00 33 0 34 18 52 33 5:00 64 0 102 52 154 64 6:00 163 0 271 70 341 163 7:00 297 0 623 149 772 297 8:00 206 0 609 186 795 206 9:00 149 0 461 193 654 149 10:00 138 0 397 250 647 138 11:00 177 0 461 289 750 177 12:00 248 0 499 361 860 248 13:00 225 0 494 366 860 225 14:00 190 0 492 394 886 190 15:00 250 0 539 416 955 250 16:00 279 0 585 547 1132 279 17:00 367 0 707 556 1263 367 18:00 202 0 474 396 870 202 19:00 113 0 244 280 524 113 20:00 66 0 165 188 353 66 21:00 60 0 99 103 202 60 22:00 27 0 63 48 111 27 23:00 10 0 29 35 64 10 TOTAL 3284 0 7415 4922 12337 3284 Condition A - Minimum Vehicular Volume (70% Columns): Hrs Yes 13 Condition B - Interruption of Continuous Traffic (70% Columns): Yes 12 Combination of Conditions A & B (56% Columns): Yes 14 Yes 13 Warrant 1 Satisfied?Yes Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Major Street Total >350 and Higher Minor Street Total > 105 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 53 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 84 for 8 hours? Major Street Total > 420 and Higher Minor Street Total > 42 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Davis Ln (1 lane) Analysis Year/Case: Existing (2022) Hour Begin NB SB EB WB 0:00 5 0 17 6 23 5 1:00 0 0 6 3 9 0 2:00 1 0 6 1 7 1 3:00 4 0 8 3 11 4 4:00 17 0 19 10 29 17 5:00 33 0 57 28 85 33 6:00 84 0 151 38 189 84 7:00 153 0 347 81 428 153 8:00 106 0 339 101 440 106 9:00 77 0 257 105 362 77 10:00 71 0 221 136 357 71 11:00 91 0 257 157 414 91 12:00 128 0 278 196 474 128 13:00 116 0 275 199 474 116 14:00 98 0 274 214 488 98 15:00 129 0 300 226 526 129 16:00 144 0 326 297 623 144 17:00 189 0 394 302 696 189 18:00 104 0 264 215 479 104 19:00 58 0 136 152 288 58 20:00 34 0 92 102 194 34 21:00 31 0 55 56 111 31 22:00 14 0 35 26 61 14 23:00 5 0 16 19 35 5 TOTAL 1692 0 4130 2673 6803 1692 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (3 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Davis Ln (1 lane) Analysis Year/Case: Phase 1 (2026) Hour Begin NB SB EB WB 0:00 7 0 20 7 27 7 1:00 0 0 7 4 11 0 2:00 1 0 7 1 8 1 3:00 5 0 10 4 14 5 4:00 23 0 23 12 35 23 5:00 45 0 68 34 102 45 6:00 115 0 179 46 225 115 7:00 209 0 412 99 511 209 8:00 145 0 403 123 526 145 9:00 105 0 306 128 434 105 10:00 97 0 263 166 429 97 11:00 124 0 306 191 497 124 12:00 175 0 330 239 569 175 13:00 159 0 327 242 569 159 14:00 134 0 326 261 587 134 15:00 176 0 357 275 632 176 16:00 197 0 388 362 750 197 17:00 259 0 468 368 836 259 18:00 142 0 314 262 576 142 19:00 79 0 162 185 347 79 20:00 47 0 109 124 233 47 21:00 42 0 65 68 133 42 22:00 19 0 42 32 74 19 23:00 7 0 19 23 42 7 TOTAL 2312 0 4911 3256 8167 2312 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?Yes (9 hrs) Warrant 2 Satisfied?Yes Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Davis Ln (1 lane) Analysis Year/Case: Future (2037) Hour Begin NB SB EB WB 0:00 10 0 31 11 42 10 1:00 0 0 11 6 17 0 2:00 2 0 11 2 13 2 3:00 8 0 14 6 20 8 4:00 33 0 34 18 52 33 5:00 64 0 102 52 154 64 6:00 163 0 271 70 341 163 7:00 297 0 623 149 772 297 8:00 206 0 609 186 795 206 9:00 149 0 461 193 654 149 10:00 138 0 397 250 647 138 11:00 177 0 461 289 750 177 12:00 248 0 499 361 860 248 13:00 225 0 494 366 860 225 14:00 190 0 492 394 886 190 15:00 250 0 539 416 955 250 16:00 279 0 585 547 1132 279 17:00 367 0 707 556 1263 367 18:00 202 0 474 396 870 202 19:00 113 0 244 280 524 113 20:00 66 0 165 188 353 66 21:00 60 0 99 103 202 60 22:00 27 0 63 48 111 27 23:00 10 0 29 35 64 10 TOTAL 3284 0 7415 4922 12337 3284 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?Yes (12 hrs) Warrant 2 Satisfied?Yes Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Davis Ln (1 lane) Analysis Year/Case: Existing (2022) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (1.36) High minor approach volume > 100 for peak hour?Yes (195) Total entering volume > 650 for peak hour?Yes (879) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (70% thresholds)?Yes Warrant 3 Satisfied?Yes High Minor Approach Volume (vehs) 195 Total Entering Volume (vehs) 879 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 1.36 Total Volume of Major Approaches (vehs) 684 Total Volume of Major Approaches (vehs) 473 High Minor Approach Volume (vehs) 153 Total Entering Volume (vehs) 626 AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.69 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Davis Ln (1 lane) Analysis Year/Case: Phase 1 (2026) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (3.99) High minor approach volume > 100 for peak hour?Yes (269) Total entering volume > 650 for peak hour?Yes (1076) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (70% thresholds)?Yes Warrant 3 Satisfied?Yes Project Description: Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: High Minor Approach Volume (vehs) 207 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) 1.08 Total Volume of Major Approaches (vehs) 580 Total Entering Volume (vehs) 787 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 3.99 Total Volume of Major Approaches (vehs) 807 High Minor Approach Volume (vehs) 269 Total Entering Volume (vehs) 1076 Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Davis Ln (1 lane) Analysis Year/Case: Future (2037) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?Yes (56.98) High minor approach volume > 100 for peak hour?Yes (380) Total entering volume > 650 for peak hour?Yes (1565) Category A warrant satisfied?Yes Category B: Meets warrant criteria on graph for minimum of one hour (70% thresholds)?Yes Warrant 3 Satisfied?Yes 1565 380 1185 56.98 4:45 - 5:45 PM High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) Total Volume of Major Approaches (vehs) 910 High Minor Approach Volume (vehs) 295 Total Volume of Major Approaches (vehs) 1205 AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 7.05 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Davis Ln (1 lane) Analysis Year/Case: Future (2037) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 42 0 1:00 17 0 2:00 13 0 3:00 20 0 4:00 52 0 5:00 154 0 6:00 341 0 7:00 772 0 8:00 795 0 9:00 654 0 10:00 647 0 11:00 750 0 12:00 860 0 13:00 860 0 14:00 886 0 15:00 955 0 16:00 1132 0 17:00 1263 0 18:00 870 0 19:00 524 0 For each of any 4 hours of an average day, do the plotted points representing 20:00 353 0 representing the vehicles per hour on the major street and the corresponding 21:00 202 0 pedestrians per hour crossing the major street fall above the curve in 22:00 111 0 Figure 4C-5?No 23:00 64 0 TOTAL 12,337 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Davis Ln (1 lane) 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?Yes Is Condition B criterion met for 56% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Davis Ln (1 lane) Analysis Year/Case: Phase 1 (2026) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?Yes Is Condition B criterion met for 56% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Davis Ln (1 lane) Analysis Year/Case: Future (2037) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?Yes Is Condition B criterion met for 56% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Davis Ln (1 lane) Analysis Year/Case: Existing (2022) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Davis Ln (1 lane) Analysis Year/Case: Phase 1 (2026) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?Yes This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Davis Ln (1 lane) Analysis Year/Case: Future (2037) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?Yes This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Existing (2022) - 100% RTs Hour Begin NB SB EB WB 0:00 1 0 14 4 18 1 1:00 0 0 2 1 3 0 2:00 0 0 4 2 6 0 3:00 0 0 6 1 7 0 4:00 0 0 10 11 21 0 5:00 7 0 46 28 74 7 6:00 17 0 111 67 178 17 7:00 23 0 239 119 358 23 8:00 21 0 256 135 391 21 9:00 15 0 221 105 326 15 10:00 32 0 198 136 334 32 11:00 49 0 240 123 363 49 12:00 59 0 257 181 438 59 13:00 51 0 230 193 423 51 14:00 63 0 234 178 412 63 15:00 76 0 247 171 418 76 16:00 92 0 258 229 487 92 17:00 68 0 287 241 528 68 18:00 54 0 228 142 370 54 19:00 36 0 111 116 227 36 20:00 14 0 66 88 154 14 21:00 8 0 34 52 86 8 22:00 2 0 22 25 47 2 23:00 2 0 5 17 22 2 TOTAL 690 0 3326 2365 5691 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Phase 1 (2026) - 100% RTs Hour Begin NB SB EB WB 0:00 2 0 18 6 24 2 1:00 0 0 3 1 4 0 2:00 0 0 5 3 8 0 3:00 0 0 8 1 9 0 4:00 0 0 13 16 29 0 5:00 16 0 59 40 99 16 6:00 39 0 142 96 238 39 7:00 52 0 306 171 477 52 8:00 48 0 328 194 522 48 9:00 34 0 283 151 434 34 10:00 73 0 254 195 449 73 11:00 112 0 308 177 485 112 12:00 135 0 329 260 589 135 13:00 116 0 295 277 572 116 14:00 144 0 300 255 555 144 15:00 173 0 316 245 561 173 16:00 210 0 331 329 660 210 17:00 155 0 368 346 714 155 18:00 123 0 292 204 496 123 19:00 82 0 142 166 308 82 20:00 32 0 85 126 211 32 21:00 18 0 44 75 119 18 22:00 5 0 28 36 64 5 23:00 5 0 6 24 30 5 TOTAL 1574 0 4263 3394 7657 1574 Condition A - Minimum Vehicular Volume (70% Columns):Hrs No 4 Condition B - Interruption of Continuous Traffic (70% Columns): No 6 Combination of Conditions A & B (56% Columns): Yes 8 Yes 9 Warrant 1 Satisfied?Yes Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total > 420 and Higher Minor Street Total > 56 for 8 hours? Higher Volume Minor Approach Major Street Total > 350 and Higher Minor Street Total > 140 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 70 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 112 for 8 hours? Major Street Total (Both Approaches) Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) - 100% RTs Hour Begin NB SB EB WB 0:00 4 0 29 10 39 4 1:00 0 0 4 2 6 0 2:00 0 0 8 5 13 0 3:00 0 0 12 2 14 0 4:00 0 0 20 27 47 0 5:00 29 0 94 70 164 29 6:00 69 0 227 166 393 69 7:00 94 0 489 296 785 94 8:00 86 0 524 335 859 86 9:00 61 0 452 261 713 61 10:00 130 0 405 338 743 130 11:00 200 0 491 306 797 200 12:00 240 0 526 450 976 240 13:00 208 0 470 479 949 208 14:00 257 0 479 442 921 257 15:00 310 0 505 425 930 310 16:00 375 0 528 569 1097 375 17:00 277 0 587 599 1186 277 18:00 220 0 466 353 819 220 19:00 147 0 227 288 515 147 20:00 57 0 135 219 354 57 21:00 33 0 70 129 199 33 22:00 8 0 45 62 107 8 23:00 8 0 10 42 52 8 TOTAL 2813 0 6803 5875 12678 2813 Condition A - Minimum Vehicular Volume (70% Columns):Hrs Yes 9 Condition B - Interruption of Continuous Traffic (70% Columns): Yes 11 Combination of Conditions A & B (56% Columns): Yes 10 Yes 13 Warrant 1 Satisfied?Yes Major Street Total > 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Existing (2022) - 100% RTs Hour Begin NB SB EB WB 0:00 1 0 14 4 18 1 1:00 0 0 2 1 3 0 2:00 0 0 4 2 6 0 3:00 0 0 6 1 7 0 4:00 0 0 10 11 21 0 5:00 7 0 46 28 74 7 6:00 17 0 111 67 178 17 7:00 23 0 239 119 358 23 8:00 21 0 256 135 391 21 9:00 15 0 221 105 326 15 10:00 32 0 198 136 334 32 11:00 49 0 240 123 363 49 12:00 59 0 257 181 438 59 13:00 51 0 230 193 423 51 14:00 63 0 234 178 412 63 15:00 76 0 247 171 418 76 16:00 92 0 258 229 487 92 17:00 68 0 287 241 528 68 18:00 54 0 228 142 370 54 19:00 36 0 111 116 227 36 20:00 14 0 66 88 154 14 21:00 8 0 34 52 86 8 22:00 2 0 22 25 47 2 23:00 2 0 5 17 22 2 TOTAL 690 0 3326 2365 5691 690 Meets warrant criteria on graph for minimum of 4 hours (70% 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Phase 1 (2026) - 100% RTs Hour Begin NB SB EB WB 0:00 2 0 18 6 24 2 1:00 0 0 3 1 4 0 2:00 0 0 5 3 8 0 3:00 0 0 8 1 9 0 4:00 0 0 13 16 29 0 5:00 16 0 59 40 99 16 6:00 39 0 142 96 238 39 7:00 52 0 306 171 477 52 8:00 48 0 328 194 522 48 9:00 34 0 283 151 434 34 10:00 73 0 254 195 449 73 11:00 112 0 308 177 485 112 12:00 135 0 329 260 589 135 13:00 116 0 295 277 572 116 14:00 144 0 300 255 555 144 15:00 173 0 316 245 561 173 16:00 210 0 331 329 660 210 17:00 155 0 368 346 714 155 18:00 123 0 292 204 496 123 19:00 82 0 142 166 308 82 20:00 32 0 85 126 211 32 21:00 18 0 44 75 119 18 22:00 5 0 28 36 64 5 23:00 5 0 6 24 30 5 TOTAL 1574 0 4263 3394 7657 1574 Meets warrant criteria on graph for minimum of 4 hours (70% thresholds)?No (3 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) - 100% RTs Hour Begin NB SB EB WB 0:00 4 0 29 10 39 4 1:00 0 0 4 2 6 0 2:00 0 0 8 5 13 0 3:00 0 0 12 2 14 0 4:00 0 0 20 27 47 0 5:00 29 0 94 70 164 29 6:00 69 0 227 166 393 69 7:00 94 0 489 296 785 94 8:00 86 0 524 335 859 86 9:00 61 0 452 261 713 61 10:00 130 0 405 338 743 130 11:00 200 0 491 306 797 200 12:00 240 0 526 450 976 240 13:00 208 0 470 479 949 208 14:00 257 0 479 442 921 257 15:00 310 0 505 425 930 310 16:00 375 0 528 569 1097 375 17:00 277 0 587 599 1186 277 18:00 220 0 466 353 819 220 19:00 147 0 227 288 515 147 20:00 57 0 135 219 354 57 21:00 33 0 70 129 199 33 22:00 8 0 45 62 107 8 23:00 8 0 10 42 52 8 TOTAL 2813 0 6803 5875 12678 2813 Meets warrant criteria on graph for minimum of 4 hours (70% thresholds)?Yes (11 hrs) Warrant 2 Satisfied?Yes Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Existing (2022) - 100% RTs 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Phase 1 (2026) - 100% RTs Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?No (0.77) High minor approach volume > 150 for peak hour?Yes (167) Total entering volume > 650 for peak hour?Yes (848) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Project Description: Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: High Minor Approach Volume (vehs) 52 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) 0.18 Total Volume of Major Approaches (vehs) 579 Total Entering Volume (vehs) 631 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.77 Total Volume of Major Approaches (vehs) 681 High Minor Approach Volume (vehs) 167 Total Entering Volume (vehs) 848 Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) - 100% RTs Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?Yes (7.47) High minor approach volume > 150 for peak hour?Yes (293) Total entering volume > 650 for peak hour?Yes (1385) Category A warrant satisfied?Yes Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?Yes Warrant 3 Satisfied?Yes Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.60 Total Volume of Major Approaches (vehs) 994 High Minor Approach Volume (vehs) 98 Total Volume of Major Approaches (vehs) 1092 High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) 1385 293 1092 7.47 4:45 - 5:45 PM Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) - 100% RTs 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 39 0 1:00 6 0 2:00 13 0 3:00 14 0 4:00 47 0 5:00 164 0 6:00 393 0 7:00 785 0 8:00 859 0 9:00 713 0 10:00 743 0 11:00 797 0 12:00 976 0 13:00 949 0 14:00 921 0 15:00 930 0 16:00 1097 0 17:00 1186 0 18:00 819 0 19:00 515 0 For each of any 4 hours of an average day, do the plotted points representing 20:00 354 0 representing the vehicles per hour on the major street and the corresponding 21:00 199 0 pedestrians per hour crossing the major street fall above the curve in 22:00 107 0 Figure 4C-5?No 23:00 52 0 TOTAL 12,678 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Existing (2022) - 100% RTs 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Phase 1 (2026) - 100% RTs 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: General Information Agency/Company: Date: Project Number: Project Description: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) - 100% RTs This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?Yes Is Condition B criterion met for 56% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Existing (2022) - 100% RTs 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Phase 1 (2026) - 100% RTs This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) - 100% RTs This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?Yes This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A General Information Agency/Company: Date: Project Number: Project Description: Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Existing (2022) - 50% RTs Hour Begin NB SB EB WB 0:00 1 0 14 4 18 1 1:00 0 0 2 1 3 0 2:00 0 0 4 2 6 0 3:00 0 0 6 1 7 0 4:00 0 0 10 11 21 0 5:00 7 0 46 28 74 7 6:00 15 0 111 67 178 15 7:00 21 0 239 119 358 21 8:00 20 0 256 135 391 20 9:00 14 0 221 105 326 14 10:00 29 0 198 136 334 29 11:00 46 0 240 123 363 46 12:00 57 0 257 181 438 57 13:00 48 0 230 193 423 48 14:00 59 0 234 178 412 59 15:00 72 0 247 171 418 72 16:00 88 0 258 229 487 88 17:00 65 0 287 241 528 65 18:00 51 0 228 142 370 51 19:00 35 0 111 116 227 35 20:00 14 0 66 88 154 14 21:00 7 0 34 52 86 7 22:00 2 0 22 25 47 2 23:00 2 0 5 17 22 2 TOTAL 653 0 3326 2365 5691 653 Condition A - Minimum Vehicular Volume (70% Columns):Hrs No 0 Condition B - Interruption of Continuous Traffic (70% Columns): No 0 Combination of Conditions A & B (56% Columns): No 0 No 3 Warrant 1 Satisfied?No Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Major Street Total (Both Approaches) Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total > 350 and Higher Minor Street Total > 140 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 70 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 112 for 8 hours? Major Street Total > 420 and Higher Minor Street Total > 56 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Phase 1 (2026) - 50% RTs Hour Begin NB SB EB WB 0:00 2 0 18 6 24 2 1:00 0 0 3 1 4 0 2:00 0 0 5 3 8 0 3:00 0 0 8 1 9 0 4:00 0 0 13 16 29 0 5:00 14 0 59 40 99 14 6:00 30 0 142 96 238 30 7:00 42 0 306 171 477 42 8:00 40 0 328 194 522 40 9:00 28 0 283 151 434 28 10:00 58 0 254 195 449 58 11:00 91 0 308 177 485 91 12:00 113 0 329 260 589 113 13:00 95 0 295 277 572 95 14:00 117 0 300 255 555 117 15:00 143 0 316 245 561 143 16:00 175 0 331 329 660 175 17:00 129 0 368 346 714 129 18:00 101 0 292 204 496 101 19:00 70 0 142 166 308 70 20:00 28 0 85 126 211 28 21:00 14 0 44 75 119 14 22:00 4 0 28 36 64 4 23:00 4 0 6 24 30 4 TOTAL 1298 0 4263 3394 7657 1298 Condition A - Minimum Vehicular Volume (70% Columns):Hrs No 2 Condition B - Interruption of Continuous Traffic (70% Columns): No 6 Combination of Conditions A & B (56% Columns): No 5 Yes 9 Warrant 1 Satisfied?No Major Street Total > 420 and Higher Minor Street Total > 56 for 8 hours? Higher Volume Minor Approach Major Street Total > 350 and Higher Minor Street Total > 140 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 70 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 112 for 8 hours? 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) - 50% RTs Hour Begin NB SB EB WB 0:00 3 0 29 10 39 3 1:00 0 0 4 2 6 0 2:00 0 0 8 5 13 0 3:00 0 0 12 2 14 0 4:00 0 0 20 27 47 0 5:00 24 0 94 70 164 24 6:00 52 0 227 166 393 52 7:00 73 0 489 296 785 73 8:00 70 0 524 335 859 70 9:00 49 0 452 261 713 49 10:00 101 0 405 338 743 101 11:00 160 0 491 306 797 160 12:00 199 0 526 450 976 199 13:00 167 0 470 479 949 167 14:00 206 0 479 442 921 206 15:00 251 0 505 425 930 251 16:00 307 0 528 569 1097 307 17:00 226 0 587 599 1186 226 18:00 178 0 466 353 819 178 19:00 122 0 227 288 515 122 20:00 49 0 135 219 354 49 21:00 24 0 70 129 199 24 22:00 7 0 45 62 107 7 23:00 7 0 10 42 52 7 TOTAL 2275 0 6803 5875 12678 2275 Condition A - Minimum Vehicular Volume (70% Columns):Hrs Yes 8 Condition B - Interruption of Continuous Traffic (70% Columns): Yes 11 Combination of Conditions A & B (56% Columns): Yes 9 Yes 12 Warrant 1 Satisfied?Yes Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Major Street Total > 350 and Higher Minor Street Total > 140 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 70 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 112 for 8 hours? Major Street Total > 420 and Higher Minor Street Total > 56 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Existing (2022) - 50% RTs Hour Begin NB SB EB WB 0:00 1 0 14 4 18 1 1:00 0 0 2 1 3 0 2:00 0 0 4 2 6 0 3:00 0 0 6 1 7 0 4:00 0 0 10 11 21 0 5:00 7 0 46 28 74 7 6:00 15 0 111 67 178 15 7:00 21 0 239 119 358 21 8:00 20 0 256 135 391 20 9:00 14 0 221 105 326 14 10:00 29 0 198 136 334 29 11:00 46 0 240 123 363 46 12:00 57 0 257 181 438 57 13:00 48 0 230 193 423 48 14:00 59 0 234 178 412 59 15:00 72 0 247 171 418 72 16:00 88 0 258 229 487 88 17:00 65 0 287 241 528 65 18:00 51 0 228 142 370 51 19:00 35 0 111 116 227 35 20:00 14 0 66 88 154 14 21:00 7 0 34 52 86 7 22:00 2 0 22 25 47 2 23:00 2 0 5 17 22 2 TOTAL 653 0 3326 2365 5691 653 Meets warrant criteria on graph for minimum of 4 hours (70% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Phase 1 (2026) - 50% RTs Hour Begin NB SB EB WB 0:00 2 0 18 6 24 2 1:00 0 0 3 1 4 0 2:00 0 0 5 3 8 0 3:00 0 0 8 1 9 0 4:00 0 0 13 16 29 0 5:00 14 0 59 40 99 14 6:00 30 0 142 96 238 30 7:00 42 0 306 171 477 42 8:00 40 0 328 194 522 40 9:00 28 0 283 151 434 28 10:00 58 0 254 195 449 58 11:00 91 0 308 177 485 91 12:00 113 0 329 260 589 113 13:00 95 0 295 277 572 95 14:00 117 0 300 255 555 117 15:00 143 0 316 245 561 143 16:00 175 0 331 329 660 175 17:00 129 0 368 346 714 129 18:00 101 0 292 204 496 101 19:00 70 0 142 166 308 70 20:00 28 0 85 126 211 28 21:00 14 0 44 75 119 14 22:00 4 0 28 36 64 4 23:00 4 0 6 24 30 4 TOTAL 1298 0 4263 3394 7657 1298 Meets warrant criteria on graph for minimum of 4 hours (70% 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) - 50% RTs Hour Begin NB SB EB WB 0:00 3 0 29 10 39 3 1:00 0 0 4 2 6 0 2:00 0 0 8 5 13 0 3:00 0 0 12 2 14 0 4:00 0 0 20 27 47 0 5:00 24 0 94 70 164 24 6:00 52 0 227 166 393 52 7:00 73 0 489 296 785 73 8:00 70 0 524 335 859 70 9:00 49 0 452 261 713 49 10:00 101 0 405 338 743 101 11:00 160 0 491 306 797 160 12:00 199 0 526 450 976 199 13:00 167 0 470 479 949 167 14:00 206 0 479 442 921 206 15:00 251 0 505 425 930 251 16:00 307 0 528 569 1097 307 17:00 226 0 587 599 1186 226 18:00 178 0 466 353 819 178 19:00 122 0 227 288 515 122 20:00 49 0 135 219 354 49 21:00 24 0 70 129 199 24 22:00 7 0 45 62 107 7 23:00 7 0 10 42 52 7 TOTAL 2275 0 6803 5875 12678 2275 Meets warrant criteria on graph for minimum of 4 hours (70% thresholds)?Yes (9 hrs) Warrant 2 Satisfied?Yes Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Existing (2022) - 50% RTs Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?No (0.31) High minor approach volume > 150 for peak hour?No (75) Total entering volume > 650 for peak hour?No (602) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (70% thresholds)?No Warrant 3 Satisfied?No High Minor Approach Volume (vehs) 75 Total Entering Volume (vehs) 602 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.31 Total Volume of Major Approaches (vehs) 527 Total Volume of Major Approaches (vehs) 410 High Minor Approach Volume (vehs) 14 Total Entering Volume (vehs) 424 AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.05 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Phase 1 (2026) - 50% RTs Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?No (0.68) High minor approach volume > 150 for peak hour?No (138) Total entering volume > 650 for peak hour?Yes (819) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Total Volume of Major Approaches (vehs) 681 High Minor Approach Volume (vehs) 138 Total Entering Volume (vehs) 819 Total Entering Volume (vehs) 618 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.68 High Minor Approach Volume (vehs) 39 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) 579 Project Description: Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) - 50% RTs Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?Yes (7.23) High minor approach volume > 150 for peak hour?Yes (236) Total entering volume > 650 for peak hour?Yes (1328) Category A warrant satisfied?Yes Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?Yes Warrant 3 Satisfied?Yes 1328 236 1092 7.23 4:45 - 5:45 PM High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) Total Volume of Major Approaches (vehs) 994 High Minor Approach Volume (vehs) 74 Total Volume of Major Approaches (vehs) 1068 AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.51 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) - 50% RTs 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 39 0 1:00 6 0 2:00 13 0 3:00 14 0 4:00 47 0 5:00 164 0 6:00 393 0 7:00 785 0 8:00 859 0 9:00 713 0 10:00 743 0 11:00 797 0 12:00 976 0 13:00 949 0 14:00 921 0 15:00 930 0 16:00 1097 0 17:00 1186 0 18:00 819 0 19:00 515 0 For each of any 4 hours of an average day, do the plotted points representing 20:00 354 0 representing the vehicles per hour on the major street and the corresponding 21:00 199 0 pedestrians per hour crossing the major street fall above the curve in 22:00 107 0 Figure 4C-5?No 23:00 52 0 TOTAL 12,678 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Existing (2022) - 50% RTs This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?No Is Condition B criterion met for 56% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Phase 1 (2026) - 50% RTs 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 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. Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) - 50% RTs This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?Yes Is Condition B criterion met for 56% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Existing (2022) - 50% RTs This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Phase 1 (2026) - 50% RTs 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (2 lanes) Analysis Year/Case: Future (2037) - 50% RTs This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?Yes This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (1 lane) Analysis Year/Case: Existing (2022) - 0% RTs Hour Begin NB SB EB WB 0:00 0 0 14 4 18 0 1:00 0 0 2 1 3 0 2:00 0 0 4 2 6 0 3:00 0 0 6 1 7 0 4:00 0 0 10 11 21 0 5:00 7 0 46 28 74 7 6:00 13 0 111 67 178 13 7:00 19 0 239 119 358 19 8:00 19 0 256 135 391 19 9:00 12 0 221 105 326 12 10:00 25 0 198 136 334 25 11:00 42 0 240 123 363 42 12:00 55 0 257 181 438 55 13:00 44 0 230 193 423 44 14:00 54 0 234 178 412 54 15:00 68 0 247 171 418 68 16:00 83 0 258 229 487 83 17:00 61 0 287 241 528 61 18:00 48 0 228 142 370 48 19:00 33 0 111 116 227 33 20:00 14 0 66 88 154 14 21:00 5 0 34 52 86 5 22:00 2 0 22 25 47 2 23:00 2 0 5 17 22 2 TOTAL 606 0 3326 2365 5691 606 Condition A - Minimum Vehicular Volume (70% Columns):Hrs No 0 Condition B - Interruption of Continuous Traffic (70% Columns): No 1 Combination of Conditions A & B (56% Columns): No 0 No 4 Warrant 1 Satisfied?No Major Street Total > 350 and Higher Minor Street Total > 105 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 53 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 84 for 8 hours? Major Street Total > 420 and Higher Minor Street Total > 42 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (1 lane) Analysis Year/Case: Phase 1 (2026) - 0% RTs Hour Begin NB SB EB WB 0:00 0 0 18 6 24 0 1:00 0 0 3 1 4 0 2:00 0 0 5 3 8 0 3:00 0 0 8 1 9 0 4:00 0 0 13 16 29 0 5:00 12 0 59 40 99 12 6:00 21 0 142 96 238 21 7:00 31 0 306 171 477 31 8:00 31 0 328 194 522 31 9:00 20 0 283 151 434 20 10:00 41 0 254 195 449 41 11:00 69 0 308 177 485 69 12:00 91 0 329 260 589 91 13:00 72 0 295 277 572 72 14:00 89 0 300 255 555 89 15:00 112 0 316 245 561 112 16:00 137 0 331 329 660 137 17:00 100 0 368 346 714 100 18:00 79 0 292 204 496 79 19:00 54 0 142 166 308 54 20:00 23 0 85 126 211 23 21:00 8 0 44 75 119 8 22:00 3 0 28 36 64 3 23:00 3 0 6 24 30 3 TOTAL 996 0 4263 3394 7657 996 Condition A - Minimum Vehicular Volume (70% Columns):Hrs No 2 Condition B - Interruption of Continuous Traffic (70% Columns): No 6 Combination of Conditions A & B (56% Columns): No 5 Yes 8 Warrant 1 Satisfied?No Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total > 420 and Higher Minor Street Total > 42 for 8 hours? Higher Volume Minor Approach Major Street Total > 350 and Higher Minor Street Total > 105 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 53 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 84 for 8 hours? Major Street Total (Both Approaches) Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (1 lane) Analysis Year/Case: Future (2037) - 0% RTs Hour Begin NB SB EB WB 0:00 0 0 29 10 39 0 1:00 0 0 4 2 6 0 2:00 0 0 8 5 13 0 3:00 0 0 12 2 14 0 4:00 0 0 20 27 47 0 5:00 19 0 94 70 164 19 6:00 36 0 227 166 393 36 7:00 53 0 489 296 785 53 8:00 53 0 524 335 859 53 9:00 33 0 452 261 713 33 10:00 70 0 405 338 743 70 11:00 117 0 491 306 797 117 12:00 153 0 526 450 976 153 13:00 122 0 470 479 949 122 14:00 150 0 479 442 921 150 15:00 189 0 505 425 930 189 16:00 231 0 528 569 1097 231 17:00 170 0 587 599 1186 170 18:00 133 0 466 353 819 133 19:00 92 0 227 288 515 92 20:00 39 0 135 219 354 39 21:00 14 0 70 129 199 14 22:00 6 0 45 62 107 6 23:00 6 0 10 42 52 6 TOTAL 1686 0 6803 5875 12678 1686 Condition A - Minimum Vehicular Volume (70% Columns):Hrs Yes 8 Condition B - Interruption of Continuous Traffic (70% Columns): Yes 9 Combination of Conditions A & B (56% Columns): Yes 9 Yes 12 Warrant 1 Satisfied?Yes Major Street Total > 350 and Higher Minor Street Total > 105 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 53 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 84 for 8 hours? Major Street Total > 420 and Higher Minor Street Total > 42 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (1 lane) Analysis Year/Case: Existing (2022) - 0% RTs Hour Begin NB SB EB WB 0:00 0 0 14 4 18 0 1:00 0 0 2 1 3 0 2:00 0 0 4 2 6 0 3:00 0 0 6 1 7 0 4:00 0 0 10 11 21 0 5:00 7 0 46 28 74 7 6:00 13 0 111 67 178 13 7:00 19 0 239 119 358 19 8:00 19 0 256 135 391 19 9:00 12 0 221 105 326 12 10:00 25 0 198 136 334 25 11:00 42 0 240 123 363 42 12:00 55 0 257 181 438 55 13:00 44 0 230 193 423 44 14:00 54 0 234 178 412 54 15:00 68 0 247 171 418 68 16:00 83 0 258 229 487 83 17:00 61 0 287 241 528 61 18:00 48 0 228 142 370 48 19:00 33 0 111 116 227 33 20:00 14 0 66 88 154 14 21:00 5 0 34 52 86 5 22:00 2 0 22 25 47 2 23:00 2 0 5 17 22 2 TOTAL 606 0 3326 2365 5691 606 Meets warrant criteria on graph for minimum of 4 hours (70% 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (1 lane) Analysis Year/Case: Phase 1 (2026) - 0% RTs Hour Begin NB SB EB WB 0:00 0 0 18 6 24 0 1:00 0 0 3 1 4 0 2:00 0 0 5 3 8 0 3:00 0 0 8 1 9 0 4:00 0 0 13 16 29 0 5:00 12 0 59 40 99 12 6:00 21 0 142 96 238 21 7:00 31 0 306 171 477 31 8:00 31 0 328 194 522 31 9:00 20 0 283 151 434 20 10:00 41 0 254 195 449 41 11:00 69 0 308 177 485 69 12:00 91 0 329 260 589 91 13:00 72 0 295 277 572 72 14:00 89 0 300 255 555 89 15:00 112 0 316 245 561 112 16:00 137 0 331 329 660 137 17:00 100 0 368 346 714 100 18:00 79 0 292 204 496 79 19:00 54 0 142 166 308 54 20:00 23 0 85 126 211 23 21:00 8 0 44 75 119 8 22:00 3 0 28 36 64 3 23:00 3 0 6 24 30 3 TOTAL 996 0 4263 3394 7657 996 Meets warrant criteria on graph for minimum of 4 hours (70% thresholds)?No (3 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (1 lane) Analysis Year/Case: Future (2037) - 0% RTs Hour Begin NB SB EB WB 0:00 0 0 29 10 39 0 1:00 0 0 4 2 6 0 2:00 0 0 8 5 13 0 3:00 0 0 12 2 14 0 4:00 0 0 20 27 47 0 5:00 19 0 94 70 164 19 6:00 36 0 227 166 393 36 7:00 53 0 489 296 785 53 8:00 53 0 524 335 859 53 9:00 33 0 452 261 713 33 10:00 70 0 405 338 743 70 11:00 117 0 491 306 797 117 12:00 153 0 526 450 976 153 13:00 122 0 470 479 949 122 14:00 150 0 479 442 921 150 15:00 189 0 505 425 930 189 16:00 231 0 528 569 1097 231 17:00 170 0 587 599 1186 170 18:00 133 0 466 353 819 133 19:00 92 0 227 288 515 92 20:00 39 0 135 219 354 39 21:00 14 0 70 129 199 14 22:00 6 0 45 62 107 6 23:00 6 0 10 42 52 6 TOTAL 1686 0 6803 5875 12678 1686 Meets warrant criteria on graph for minimum of 4 hours (70% thresholds)?Yes (9 hrs) Warrant 2 Satisfied?Yes Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (1 lane) Analysis Year/Case: Existing (2022) - 0% RTs Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.29) High minor approach volume > 100 for peak hour?No (70) Total entering volume > 650 for peak hour?No (597) 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) 0.04 Total Volume of Major Approaches (vehs) 410 High Minor Approach Volume (vehs) 12 Total Entering Volume (vehs) 422 High Minor Approach Volume (vehs) 70 Total Entering Volume (vehs) 597 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.29 Total Volume of Major Approaches (vehs) 527 Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (1 lane) Analysis Year/Case: Phase 1 (2026) - 0% RTs Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.60) High minor approach volume > 100 for peak hour?Yes (109) Total entering volume > 650 for peak hour?Yes (790) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Project Description: Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: High Minor Approach Volume (vehs) 26 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) 0.11 Total Volume of Major Approaches (vehs) 579 Total Entering Volume (vehs) 605 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.60 Total Volume of Major Approaches (vehs) 681 High Minor Approach Volume (vehs) 109 Total Entering Volume (vehs) 790 Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (1 lane) Analysis Year/Case: Future (2037) - 0% RTs Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?Yes (7.03) High minor approach volume > 100 for peak hour?Yes (179) Total entering volume > 650 for peak hour?Yes (1271) Category A warrant satisfied?Yes Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?Yes Warrant 3 Satisfied?Yes Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.43 Total Volume of Major Approaches (vehs) 994 High Minor Approach Volume (vehs) 49 Total Volume of Major Approaches (vehs) 1043 High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) 1271 179 1092 7.03 4:45 - 5:45 PM Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (1 lane) Analysis Year/Case: Future (2037) - 0% RTs 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 39 0 1:00 6 0 2:00 13 0 3:00 14 0 4:00 47 0 5:00 164 0 6:00 393 0 7:00 785 0 8:00 859 0 9:00 713 0 10:00 743 0 11:00 797 0 12:00 976 0 13:00 949 0 14:00 921 0 15:00 930 0 16:00 1097 0 17:00 1186 0 18:00 819 0 19:00 515 0 For each of any 4 hours of an average day, do the plotted points representing 20:00 354 0 representing the vehicles per hour on the major street and the corresponding 21:00 199 0 pedestrians per hour crossing the major street fall above the curve in 22:00 107 0 Figure 4C-5?No 23:00 52 0 TOTAL 12,678 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (1 lane) Analysis Year/Case: Existing (2022) - 0% RTs 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (1 lane) Analysis Year/Case: Phase 1 (2026) - 0% RTs 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: General Information Agency/Company: Date: Project Number: Project Description: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (1 lane) Analysis Year/Case: Future (2037) - 0% RTs This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?Yes Is Condition B criterion met for 56% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (1 lane) Analysis Year/Case: Existing (2022) - 0% RTs 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (1 lane) Analysis Year/Case: Phase 1 (2026) - 0% RTs This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 50 mph East Valley Center Road (1 lane) North 27th Avenue (1 lane) Analysis Year/Case: Future (2037) - 0% RTs This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?Yes This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A General Information Agency/Company: Date: Project Number: Project Description: Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Catamount St (1 lane) Analysis Year/Case: Existing (2022) Hour Begin NB SB EB WB 0:00 6 5 0 1 11 1 1:00 2 3 0 2 5 2 2:00 1 1 0 1 2 1 3:00 5 3 0 0 8 0 4:00 17 4 0 7 21 7 5:00 32 13 0 19 45 19 6:00 98 34 0 30 132 30 7:00 173 84 0 65 257 65 8:00 160 98 0 49 258 49 9:00 99 61 0 36 160 36 10:00 88 56 0 24 144 24 11:00 117 56 0 27 173 27 12:00 156 76 0 44 232 44 13:00 141 79 0 54 220 54 14:00 147 77 0 51 224 51 15:00 164 96 0 54 260 54 16:00 208 134 0 54 342 54 17:00 244 159 0 63 403 63 18:00 148 104 0 59 252 59 19:00 88 51 0 31 139 31 20:00 54 30 0 23 84 23 21:00 52 26 0 19 78 19 22:00 28 13 0 11 41 11 23:00 8 12 0 11 20 11 TOTAL 2236 1275 0 735 3511 735 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 0 No 0 Warrant 1 Satisfied?No Major Street Total >500 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 750 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Catamount St (1 lane) Analysis Year/Case: Phase 1 (2026) Hour Begin NB SB EB WB 0:00 8 7 0 1 15 1 1:00 3 4 0 3 7 3 2:00 1 1 0 1 2 1 3:00 6 4 0 0 10 0 4:00 21 5 0 10 26 10 5:00 40 18 0 26 58 26 6:00 123 47 0 41 170 41 7:00 216 115 0 89 331 89 8:00 200 135 0 67 335 67 9:00 124 84 0 49 208 49 10:00 110 77 0 33 187 33 11:00 146 77 0 37 223 37 12:00 195 104 0 60 299 60 13:00 176 109 0 74 285 74 14:00 184 106 0 70 290 70 15:00 205 132 0 74 337 74 16:00 260 184 0 74 444 74 17:00 305 219 0 87 524 87 18:00 185 143 0 81 328 81 19:00 110 70 0 43 180 43 20:00 68 41 0 32 109 32 21:00 65 36 0 26 101 26 22:00 35 18 0 15 53 15 23:00 10 16 0 15 26 15 TOTAL 2796 1752 0 1008 4548 1008 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 0 No 0 Warrant 1 Satisfied?No Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Major Street Total >500 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 750 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours? Major Street Total (Both Approaches) Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) Hour Begin NB SB EB WB 0:00 12 14 0 2 26 2 1:00 4 8 0 5 12 5 2:00 2 3 0 2 5 2 3:00 10 8 0 0 18 0 4:00 35 11 0 16 46 16 5:00 66 37 0 43 103 43 6:00 203 96 0 68 299 68 7:00 359 236 0 146 595 146 8:00 332 276 0 110 608 110 9:00 206 172 0 81 378 81 10:00 183 158 0 54 341 54 11:00 243 158 0 61 401 61 12:00 324 214 0 99 538 99 13:00 293 222 0 122 515 122 14:00 305 217 0 115 522 115 15:00 340 270 0 122 610 122 16:00 432 377 0 122 809 122 17:00 507 448 0 142 955 142 18:00 307 293 0 133 600 133 19:00 183 144 0 70 327 70 20:00 112 84 0 52 196 52 21:00 108 73 0 43 181 43 22:00 58 37 0 25 95 25 23:00 17 34 0 25 51 25 TOTAL 4641 3590 0 1658 8231 1658 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 2 Combination of Conditions A & B (80% Columns): No 6 No 4 Warrant 1 Satisfied?No Major Street Total >500 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 750 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Catamount St (1 lane) Analysis Year/Case: Existing (2022) Hour Begin NB SB EB WB 0:00 6 5 0 1 11 1 1:00 2 3 0 2 5 2 2:00 1 1 0 1 2 1 3:00 5 3 0 0 8 0 4:00 17 4 0 7 21 7 5:00 32 13 0 19 45 19 6:00 98 34 0 30 132 30 7:00 173 84 0 65 257 65 8:00 160 98 0 49 258 49 9:00 99 61 0 36 160 36 10:00 88 56 0 24 144 24 11:00 117 56 0 27 173 27 12:00 156 76 0 44 232 44 13:00 141 79 0 54 220 54 14:00 147 77 0 51 224 51 15:00 164 96 0 54 260 54 16:00 208 134 0 54 342 54 17:00 244 159 0 63 403 63 18:00 148 104 0 59 252 59 19:00 88 51 0 31 139 31 20:00 54 30 0 23 84 23 21:00 52 26 0 19 78 19 22:00 28 13 0 11 41 11 23:00 8 12 0 11 20 11 TOTAL 2236 1275 0 735 3511 735 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Catamount St (1 lane) Analysis Year/Case: Phase 1 (2026) Hour Begin NB SB EB WB 0:00 8 7 0 1 15 1 1:00 3 4 0 3 7 3 2:00 1 1 0 1 2 1 3:00 6 4 0 0 10 0 4:00 21 5 0 10 26 10 5:00 40 18 0 26 58 26 6:00 123 47 0 41 170 41 7:00 216 115 0 89 331 89 8:00 200 135 0 67 335 67 9:00 124 84 0 49 208 49 10:00 110 77 0 33 187 33 11:00 146 77 0 37 223 37 12:00 195 104 0 60 299 60 13:00 176 109 0 74 285 74 14:00 184 106 0 70 290 70 15:00 205 132 0 74 337 74 16:00 260 184 0 74 444 74 17:00 305 219 0 87 524 87 18:00 185 143 0 81 328 81 19:00 110 70 0 43 180 43 20:00 68 41 0 32 109 32 21:00 65 36 0 26 101 26 22:00 35 18 0 15 53 15 23:00 10 16 0 15 26 15 TOTAL 2796 1752 0 1008 4548 1008 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) Hour Begin NB SB EB WB 0:00 12 14 0 2 26 2 1:00 4 8 0 5 12 5 2:00 2 3 0 2 5 2 3:00 10 8 0 0 18 0 4:00 35 11 0 16 46 16 5:00 66 37 0 43 103 43 6:00 203 96 0 68 299 68 7:00 359 236 0 146 595 146 8:00 332 276 0 110 608 110 9:00 206 172 0 81 378 81 10:00 183 158 0 54 341 54 11:00 243 158 0 61 401 61 12:00 324 214 0 99 538 99 13:00 293 222 0 122 515 122 14:00 305 217 0 115 522 115 15:00 340 270 0 122 610 122 16:00 432 377 0 122 809 122 17:00 507 448 0 142 955 142 18:00 307 293 0 133 600 133 19:00 183 144 0 70 327 70 20:00 112 84 0 52 196 52 21:00 108 73 0 43 181 43 22:00 58 37 0 25 95 25 23:00 17 34 0 25 51 25 TOTAL 4641 3590 0 1658 8231 1658 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (1 hrs) Warrant 2 Satisfied?No Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Catamount St (1 lane) Analysis Year/Case: Existing (2022) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.20) High minor approach volume > 100 for peak hour?No (62) Total entering volume > 650 for peak hour?No (480) 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) 0.22 Total Volume of Major Approaches (vehs) 317 High Minor Approach Volume (vehs) 69 Total Entering Volume (vehs) 386 High Minor Approach Volume (vehs) 62 Total Entering Volume (vehs) 480 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.20 Total Volume of Major Approaches (vehs) 418 Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Catamount St (1 lane) Analysis Year/Case: Phase 1 (2026) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.33) High minor approach volume > 100 for peak hour?No (90) Total entering volume > 650 for peak hour?No (623) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Project Description: Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: High Minor Approach Volume (vehs) 89 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) 0.30 Total Volume of Major Approaches (vehs) 416 Total Entering Volume (vehs) 505 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.33 Total Volume of Major Approaches (vehs) 533 High Minor Approach Volume (vehs) 90 Total Entering Volume (vehs) 623 Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (1.30) High minor approach volume > 100 for peak hour?Yes (159) Total entering volume > 650 for peak hour?Yes (1100) 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) 0.76 Total Volume of Major Approaches (vehs) 769 High Minor Approach Volume (vehs) 129 Total Volume of Major Approaches (vehs) 898 High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) 1100 159 941 1.30 4:45 - 5:45 PM Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 26 0 1:00 12 0 2:00 5 0 3:00 18 0 4:00 46 0 5:00 103 0 6:00 299 3 7:00 595 0 8:00 608 0 9:00 378 0 10:00 341 0 11:00 401 0 12:00 538 0 13:00 515 0 14:00 522 0 15:00 610 0 16:00 809 0 17:00 955 0 18:00 600 0 19:00 327 0 For each of any 4 hours of an average day, do the plotted points representing 20:00 196 0 representing the vehicles per hour on the major street and the corresponding 21:00 181 0 pedestrians per hour crossing the major street fall above the curve in 22:00 95 0 Figure 4C-5?No 23:00 51 0 TOTAL 8,231 3 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Catamount St (1 lane) 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 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Catamount St (1 lane) Analysis Year/Case: Phase 1 (2026) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Catamount St (1 lane) 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Catamount St (1 lane) Analysis Year/Case: Phase 1 (2026) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A General Information Agency/Company: Date: Project Number: Project Description: Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Existing (2022) Hour Begin NB SB EB WB 0:00 1 2 1 5 3 5 1:00 1 1 2 2 2 2 2:00 0 1 0 1 1 1 3:00 0 2 4 0 2 4 4:00 1 2 2 1 3 2 5:00 3 1 19 4 4 19 6:00 19 24 59 11 43 59 7:00 32 25 91 31 57 91 8:00 37 46 87 45 83 87 9:00 32 53 48 15 85 48 10:00 35 40 54 37 75 54 11:00 50 42 40 36 92 40 12:00 60 34 38 65 94 65 13:00 78 62 52 41 140 52 14:00 82 61 59 50 143 59 15:00 85 66 67 59 151 67 16:00 92 66 62 74 158 74 17:00 105 79 67 100 184 100 18:00 71 17 52 55 88 55 19:00 34 13 33 56 47 56 20:00 23 4 10 43 27 43 21:00 19 3 8 26 22 26 22:00 9 3 6 20 12 20 23:00 4 3 6 17 7 17 TOTAL 873 650 867 794 1523 1046 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 0 No 0 Warrant 1 Satisfied?No Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Major Street Total (Both Approaches) Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total >500 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 750 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Phase 1 (2026) Hour Begin NB SB EB WB 0:00 2 4 1 6 6 6 1:00 2 2 3 2 4 3 2:00 0 2 0 1 2 1 3:00 0 4 6 0 4 6 4:00 2 4 3 1 6 3 5:00 6 2 26 5 8 26 6:00 37 45 81 14 82 81 7:00 62 47 125 38 109 125 8:00 72 87 120 55 159 120 9:00 62 100 66 18 162 66 10:00 68 75 74 46 143 74 11:00 97 79 55 44 176 55 12:00 116 64 52 80 180 80 13:00 151 117 72 50 268 72 14:00 159 115 81 62 274 81 15:00 165 124 92 73 289 92 16:00 179 124 85 91 303 91 17:00 204 149 92 123 353 123 18:00 138 32 72 68 170 72 19:00 66 24 45 69 90 69 20:00 45 8 14 53 53 53 21:00 37 6 11 32 43 32 22:00 17 6 8 25 23 25 23:00 8 6 8 21 14 21 TOTAL 1695 1226 1192 977 2921 1377 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 0 No 0 Warrant 1 Satisfied?No Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Major Street Total >500 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 750 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours? Major Street Total (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 3/16/2023 22396 Turnrow City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) Hour Begin NB SB EB WB 0:00 4 7 3 10 11 10 1:00 4 4 5 4 8 5 2:00 0 4 0 2 4 2 3:00 0 7 10 0 7 10 4:00 4 7 5 2 11 5 5:00 13 4 49 8 17 49 6:00 83 87 152 22 170 152 7:00 140 90 234 62 230 234 8:00 162 166 224 91 328 224 9:00 140 192 123 30 332 123 10:00 153 145 139 75 298 139 11:00 219 152 103 73 371 103 12:00 263 123 98 131 386 131 13:00 341 224 134 83 565 134 14:00 359 220 152 101 579 152 15:00 372 239 172 119 611 172 16:00 403 239 159 149 642 159 17:00 460 285 172 201 745 201 18:00 311 61 134 111 372 134 19:00 149 47 85 113 196 113 20:00 101 14 26 87 115 87 21:00 83 11 21 52 94 52 22:00 39 11 15 40 50 40 23:00 18 11 15 34 29 34 TOTAL 3821 2350 2230 1600 6171 2465 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 4 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 5 No 3 Warrant 1 Satisfied?No Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Major Street Total >500 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 750 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Existing (2022) Hour Begin NB SB EB WB 0:00 1 2 1 5 3 5 1:00 1 1 2 2 2 2 2:00 0 1 0 1 1 1 3:00 0 2 4 0 2 4 4:00 1 2 2 1 3 2 5:00 3 1 19 4 4 19 6:00 19 24 59 11 43 59 7:00 32 25 91 31 57 91 8:00 37 46 87 45 83 87 9:00 32 53 48 15 85 48 10:00 35 40 54 37 75 54 11:00 50 42 40 36 92 40 12:00 60 34 38 65 94 65 13:00 78 62 52 41 140 52 14:00 82 61 59 50 143 59 15:00 85 66 67 59 151 67 16:00 92 66 62 74 158 74 17:00 105 79 67 100 184 100 18:00 71 17 52 55 88 55 19:00 34 13 33 56 47 56 20:00 23 4 10 43 27 43 21:00 19 3 8 26 22 26 22:00 9 3 6 20 12 20 23:00 4 3 6 17 7 17 TOTAL 873 650 867 794 1523 1046 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Phase 1 (2026) Hour Begin NB SB EB WB 0:00 2 4 1 6 6 6 1:00 2 2 3 2 4 3 2:00 0 2 0 1 2 1 3:00 0 4 6 0 4 6 4:00 2 4 3 1 6 3 5:00 6 2 26 5 8 26 6:00 37 45 81 14 82 81 7:00 62 47 125 38 109 125 8:00 72 87 120 55 159 120 9:00 62 100 66 18 162 66 10:00 68 75 74 46 143 74 11:00 97 79 55 44 176 55 12:00 116 64 52 80 180 80 13:00 151 117 72 50 268 72 14:00 159 115 81 62 274 81 15:00 165 124 92 73 289 92 16:00 179 124 85 91 303 91 17:00 204 149 92 123 353 123 18:00 138 32 72 68 170 72 19:00 66 24 45 69 90 69 20:00 45 8 14 53 53 53 21:00 37 6 11 32 43 32 22:00 17 6 8 25 23 25 23:00 8 6 8 21 14 21 TOTAL 1695 1226 1192 977 2921 1377 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) Hour Begin NB SB EB WB 0:00 4 7 3 10 11 10 1:00 4 4 5 4 8 5 2:00 0 4 0 2 4 2 3:00 0 7 10 0 7 10 4:00 4 7 5 2 11 5 5:00 13 4 49 8 17 49 6:00 83 87 152 22 170 152 7:00 140 90 234 62 230 234 8:00 162 166 224 91 328 224 9:00 140 192 123 30 332 123 10:00 153 145 139 75 298 139 11:00 219 152 103 73 371 103 12:00 263 123 98 131 386 131 13:00 341 224 134 83 565 134 14:00 359 220 152 101 579 152 15:00 372 239 172 119 611 172 16:00 403 239 159 149 642 159 17:00 460 285 172 201 745 201 18:00 311 61 134 111 372 134 19:00 149 47 85 113 196 113 20:00 101 14 26 87 115 87 21:00 83 11 21 52 94 52 22:00 39 11 15 40 50 40 23:00 18 11 15 34 29 34 TOTAL 3821 2350 2230 1600 6171 2465 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (1 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Existing (2022) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.29) High minor approach volume > 100 for peak hour?No (90) Total entering volume > 800 for peak hour?No (333) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No High Minor Approach Volume (vehs) 90 Total Entering Volume (vehs) 333 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.29 Total Volume of Major Approaches (vehs) 182 Total Volume of Major Approaches (vehs) 54 High Minor Approach Volume (vehs) 135 Total Entering Volume (vehs) 238 AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.39 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Phase 1 (2026) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.40) High minor approach volume > 100 for peak hour?Yes (107) Total entering volume > 800 for peak hour?No (506) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Total Volume of Major Approaches (vehs) 296 High Minor Approach Volume (vehs) 107 Total Entering Volume (vehs) 506 Total Entering Volume (vehs) 387 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.40 High Minor Approach Volume (vehs) 167 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) 0.56 Total Volume of Major Approaches (vehs) 156 Project Description: Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (1.76) High minor approach volume > 100 for peak hour?Yes (234) Total entering volume > 800 for peak hour?Yes (959) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No 959 234 557 1.76 4:45 - 5:45 PM High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) Total Volume of Major Approaches (vehs) 399 High Minor Approach Volume (vehs) 270 Total Volume of Major Approaches (vehs) 781 AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 2.04 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 11 0 1:00 8 0 2:00 4 0 3:00 7 0 4:00 11 2 5:00 17 1 6:00 170 2 7:00 230 1 8:00 328 7 9:00 332 6 10:00 298 2 11:00 371 6 12:00 386 4 13:00 565 3 14:00 579 7 15:00 611 2 16:00 642 2 17:00 745 2 18:00 372 4 19:00 196 2 For each of any 4 hours of an average day, do the plotted points representing 20:00 115 1 representing the vehicles per hour on the major street and the corresponding 21:00 94 0 pedestrians per hour crossing the major street fall above the curve in 22:00 50 2 Figure 4C-5?No 23:00 29 0 TOTAL 6,171 56 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) 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 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Phase 1 (2026) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No 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. Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Existing (2022) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Phase 1 (2026) 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2037) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Cattail St (1 lane) Analysis Year/Case: Existing (2022) Hour Begin NB SB EB WB 0:00 18 11 2 7 29 7 1:00 7 18 3 4 25 4 2:00 3 3 0 0 6 0 3:00 17 2 2 1 19 2 4:00 20 8 1 4 28 4 5:00 43 29 13 16 72 16 6:00 96 70 16 27 166 27 7:00 176 224 45 76 400 76 8:00 298 226 61 60 524 61 9:00 162 104 30 44 266 44 10:00 203 126 30 51 329 51 11:00 235 149 42 77 384 77 12:00 289 226 31 78 515 78 13:00 254 165 46 82 419 82 14:00 277 191 42 120 468 120 15:00 345 256 95 106 601 106 16:00 397 264 68 106 661 106 17:00 420 324 56 123 744 123 18:00 242 190 48 101 432 101 19:00 160 113 31 77 273 77 20:00 88 75 21 43 163 43 21:00 103 41 14 29 144 29 22:00 34 31 5 30 65 30 23:00 37 20 4 8 57 8 TOTAL 3924 2866 706 1270 6790 1272 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 1 No 3 Warrant 1 Satisfied?No Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Major Street Total (Both Approaches) Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total >500 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 750 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Cattail St (1 lane) Analysis Year/Case: Phase 1 (2026) Hour Begin NB SB EB WB 0:00 21 13 2 8 34 8 1:00 8 22 4 5 30 5 2:00 4 4 0 0 8 0 3:00 20 2 2 1 22 2 4:00 24 10 1 5 34 5 5:00 51 35 15 18 86 18 6:00 114 84 19 31 198 31 7:00 209 269 54 87 478 87 8:00 354 271 73 68 625 73 9:00 193 125 36 50 318 50 10:00 241 151 36 58 392 58 11:00 279 179 50 88 458 88 12:00 344 271 37 89 615 89 13:00 302 198 55 93 500 93 14:00 329 229 50 137 558 137 15:00 410 307 113 121 717 121 16:00 472 316 81 121 788 121 17:00 499 388 67 140 887 140 18:00 288 228 57 115 516 115 19:00 190 135 37 88 325 88 20:00 105 90 25 49 195 49 21:00 122 49 17 33 171 33 22:00 40 37 6 34 77 34 23:00 44 24 5 9 68 9 TOTAL 4663 3437 842 1448 8100 1454 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 2 Combination of Conditions A & B (80% Columns): No 4 No 5 Warrant 1 Satisfied?No Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Major Street Total >500 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 750 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours? Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Cattail St (1 lane) Analysis Year/Case: Future (2037) Hour Begin NB SB EB WB 0:00 32 21 4 10 53 10 1:00 12 34 5 6 46 6 2:00 5 6 0 0 11 0 3:00 30 4 4 1 34 4 4:00 36 15 2 6 51 6 5:00 77 55 23 24 132 24 6:00 171 132 29 40 303 40 7:00 313 421 80 112 734 112 8:00 531 425 109 88 956 109 9:00 288 196 54 65 484 65 10:00 361 237 54 75 598 75 11:00 418 280 75 114 698 114 12:00 514 425 55 115 939 115 13:00 452 310 82 121 762 121 14:00 493 359 75 177 852 177 15:00 614 481 170 156 1095 170 16:00 707 496 121 156 1203 156 17:00 748 609 100 181 1357 181 18:00 431 357 86 149 788 149 19:00 285 212 55 114 497 114 20:00 157 141 38 63 298 63 21:00 183 77 25 43 260 43 22:00 61 58 9 44 119 44 23:00 66 38 7 12 104 12 TOTAL 6985 5389 1262 1872 12374 1910 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 4 Condition B - Interruption of Continuous Traffic (100% Columns): Yes 8 Combination of Conditions A & B (80% Columns): No 6 Yes 10 Warrant 1 Satisfied?Yes Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Major Street Total >500 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 750 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Cattail St (1 lane) Analysis Year/Case: Existing (2022) Hour Begin NB SB EB WB 0:00 18 11 2 7 29 7 1:00 7 18 3 4 25 4 2:00 3 3 0 0 6 0 3:00 17 2 2 1 19 2 4:00 20 8 1 4 28 4 5:00 43 29 13 16 72 16 6:00 96 70 16 27 166 27 7:00 176 224 45 76 400 76 8:00 298 226 61 60 524 61 9:00 162 104 30 44 266 44 10:00 203 126 30 51 329 51 11:00 235 149 42 77 384 77 12:00 289 226 31 78 515 78 13:00 254 165 46 82 419 82 14:00 277 191 42 120 468 120 15:00 345 256 95 106 601 106 16:00 397 264 68 106 661 106 17:00 420 324 56 123 744 123 18:00 242 190 48 101 432 101 19:00 160 113 31 77 273 77 20:00 88 75 21 43 163 43 21:00 103 41 14 29 144 29 22:00 34 31 5 30 65 30 23:00 37 20 4 8 57 8 TOTAL 3924 2866 706 1270 6790 1272 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Cattail St (1 lane) Analysis Year/Case: Phase 1 (2026) Hour Begin NB SB EB WB 0:00 21 13 2 8 34 8 1:00 8 22 4 5 30 5 2:00 4 4 0 0 8 0 3:00 20 2 2 1 22 2 4:00 24 10 1 5 34 5 5:00 51 35 15 18 86 18 6:00 114 84 19 31 198 31 7:00 209 269 54 87 478 87 8:00 354 271 73 68 625 73 9:00 193 125 36 50 318 50 10:00 241 151 36 58 392 58 11:00 279 179 50 88 458 88 12:00 344 271 37 89 615 89 13:00 302 198 55 93 500 93 14:00 329 229 50 137 558 137 15:00 410 307 113 121 717 121 16:00 472 316 81 121 788 121 17:00 499 388 67 140 887 140 18:00 288 228 57 115 516 115 19:00 190 135 37 88 325 88 20:00 105 90 25 49 195 49 21:00 122 49 17 33 171 33 22:00 40 37 6 34 77 34 23:00 44 24 5 9 68 9 TOTAL 4663 3437 842 1448 8100 1454 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (1 hrs) Warrant 2 Satisfied?No Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Cattail St (1 lane) Analysis Year/Case: Future (2037) Hour Begin NB SB EB WB 0:00 32 21 4 10 53 10 1:00 12 34 5 6 46 6 2:00 5 6 0 0 11 0 3:00 30 4 4 1 34 4 4:00 36 15 2 6 51 6 5:00 77 55 23 24 132 24 6:00 171 132 29 40 303 40 7:00 313 421 80 112 734 112 8:00 531 425 109 88 956 109 9:00 288 196 54 65 484 65 10:00 361 237 54 75 598 75 11:00 418 280 75 114 698 114 12:00 514 425 55 115 939 115 13:00 452 310 82 121 762 121 14:00 493 359 75 177 852 177 15:00 614 481 170 156 1095 170 16:00 707 496 121 156 1203 156 17:00 748 609 100 181 1357 181 18:00 431 357 86 149 788 149 19:00 285 212 55 114 497 114 20:00 157 141 38 63 298 63 21:00 183 77 25 43 260 43 22:00 61 58 9 44 119 44 23:00 66 38 7 12 104 12 TOTAL 6985 5389 1262 1872 12374 1910 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?Yes (6 hrs) Warrant 2 Satisfied?Yes Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Cattail St (1 lane) Analysis Year/Case: Existing (2022) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.87) High minor approach volume > 100 for peak hour?Yes (124) Total entering volume > 800 for peak hour?Yes (939) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No High Minor Approach Volume (vehs) 124 Total Entering Volume (vehs) 939 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.87 Total Volume of Major Approaches (vehs) 751 Total Volume of Major Approaches (vehs) 612 High Minor Approach Volume (vehs) 70 Total Entering Volume (vehs) 754 AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.39 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Cattail St (1 lane) Analysis Year/Case: Phase 1 (2026) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (1.60) High minor approach volume > 100 for peak hour?Yes (142) Total entering volume > 800 for peak hour?Yes (1110) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Total Volume of Major Approaches (vehs) 892 High Minor Approach Volume (vehs) 142 Total Entering Volume (vehs) 1110 Total Entering Volume (vehs) 900 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 1.60 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.50 Total Volume of Major Approaches (vehs) 735 High Minor Approach Volume (vehs) 86 Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Cattail St (1 lane) Analysis Year/Case: Future (2037) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?Yes (26.16) High minor approach volume > 100 for peak hour?Yes (182) Total entering volume > 800 for peak hour?Yes (1662) Category A warrant satisfied?Yes Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?Yes Warrant 3 Satisfied?Yes 1662 182 1359 26.16 4:45 - 5:45 PM High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) Total Volume of Major Approaches (vehs) 1132 High Minor Approach Volume (vehs) 122 Total Volume of Major Approaches (vehs) 1358 AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 3.09 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Cattail St (1 lane) Analysis Year/Case: Future (2037) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 53 0 1:00 46 0 2:00 11 0 3:00 34 0 4:00 51 0 5:00 132 1 6:00 303 1 7:00 734 1 8:00 956 1 9:00 484 1 10:00 598 1 11:00 698 0 12:00 939 1 13:00 762 2 14:00 852 6 15:00 1095 3 16:00 1203 3 17:00 1357 1 18:00 788 1 19:00 497 0 For each of any 4 hours of an average day, do the plotted points representing 20:00 298 2 representing the vehicles per hour on the major street and the corresponding 21:00 260 0 pedestrians per hour crossing the major street fall above the curve in 22:00 119 0 Figure 4C-5?No 23:00 104 0 TOTAL 12,374 25 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 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Cattail St (1 lane) 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 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Cattail St (1 lane) Analysis Year/Case: Phase 1 (2026) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Cattail St (1 lane) Analysis Year/Case: Future (2037) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Cattail St (1 lane) Analysis Year/Case: Existing (2022) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Cattail St (1 lane) Analysis Year/Case: Phase 1 (2026) 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 General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 35 mph Davis Ln (1 lane) Cattail St (1 lane) Analysis Year/Case: Future (2037) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?Yes This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 3/16/2023 22396 Turnrow City of Bozeman/MDT 60 mph E Valley Center Rd (1 lane) Ferguson Ave (2 lanes) Analysis Year/Case: Future (2037) Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?Yes (14.28) High minor approach volume > 150 for peak hour?Yes (177) Total entering volume > 650 for peak hour?Yes (1801) Category A warrant satisfied?Yes Category B: Meets warrant criteria on graph for minimum of one hour (70% thresholds)?Yes Warrant 3 Satisfied?Yes Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 4.57 Total Volume of Major Approaches (vehs) 1136 High Minor Approach Volume (vehs) 220 Total Volume of Major Approaches (vehs) 1356 High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) 1801 177 1624 14.28 4:45 - 5:45 PM APPENDIX H CAPACITY CALCULATIONS – IMPROVEMENTS – PHASE 1 (2026) & FUTURE (2037) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) Intersection Control EB 0.0 A 0 0.0 A 0 WB 1.3 A 1 0.6 A 1 NB 15.5 C 2 33.9 D 6 Intersection 4.3 A --8.7 A -- EB 6.8 A 6 7.4 A 5 WB 5.7 A 2 8.4 A 6 NB 12.0 B 4 11.4 B 5 Intersection 8.0 A --8.7 A -- EB 19.1 C 2 25.1 D 2 WB 20.7 C 2 32.6 D 4 NB 0.8 A 1 0.1 A 0 SB 0.0 A 0 0.1 A 0 Intersection 4.0 A --6.0 A -- EB 4.9 A 1 5.6 A 1 WB 4.9 A 1 6.2 A 1 NB 5.8 A 2 7.1 A 3 SB 6.2 A 2 7.0 A 3 Intersection 5.8 A --6.8 A -- EB 7.8 A 2 9.1 A 2 WB 7.7 A 2 9.8 A 4 NB 4.9 A 4 5.4 A 7 SB 4.9 A 4 4.7 A 6 Intersection 5.4 A --6.0 A -- EB 0.0 A 0 0.0 A 0 WB 0.1 A 0 0.1 A 0 NB 11.5 B 1 11.3 B 1 Intersection 0.3 A --0.2 A -- Intersection Control One-Way Stop-Control (NB) Davis Lane & Cattail Street Site Access 2 & East Valley Center Road Intersection Control Roundabout Davis Lane & Cattail Street Davis Lane & East Valley Center Road Intersection Approach Phase 1 (2026) - Improved AM Peak PM Peak One-Way Stop Control (NB), EBR, WBL, NB L/R lanes Intersection Control Signalized, EBR, WBL, NB L/R lanes Davis Lane & East Valley Center Road Intersection Control Signalized Intersection Control Two-Way Stop Control (EB/WB), NB L/R, SBR lanes Davis Lane & Cattail Street HCM 6th TWSC 3: Davis Lane & E Valley Center Rd 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026) - improved Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.3 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 353 116 17 94 179 28 Future Vol, veh/h 353 116 17 94 179 28 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 300 300 - 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 7 3 0 3 Mvmt Flow 384 126 18 102 195 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 510 0 522 384 Stage 1 - - - - 384 - Stage 2 - - - - 138 - Critical Hdwy - - 4.17 - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.263 - 3.5 3.327 Pot Cap-1 Maneuver - - 1030 - 519 661 Stage 1 - - - - 693 - Stage 2 - - - - 894 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1030 - 510 661 Mov Cap-2 Maneuver - - - - 510 - Stage 1 - - - - 693 - Stage 2 - - - - 879 - Approach SE NW NE HCM Control Delay, s 0 1.3 15.5 HCM LOS C Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SER Capacity (veh/h) 510 661 1030 - - - HCM Lane V/C Ratio 0.382 0.046 0.018 - - - HCM Control Delay (s) 16.3 10.7 8.6 - - - HCM Lane LOS C B A - - - HCM 95th %tile Q(veh) 1.8 0.1 0.1 - - - HCM 6th TWSC 8: Cattail St & Davis Lane 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026) - improved Synchro 11 Report Page 4 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 28 13 54 20 5 36 268 58 2 269 102 Future Vol, veh/h 45 28 13 54 20 5 36 268 58 2 269 102 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 - - - - - - 100 - 100 - - 100 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, % 8 10 0 0 0 0 16 4 0 0 2 0 Mvmt Flow 49 30 14 59 22 5 39 291 63 2 292 111 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 710 728 292 743 776 291 403 0 0 354 0 0 Stage 1 296 296 - 369 369 - - - - - - - Stage 2 414 432 - 374 407 - - - - - - - Critical Hdwy 7.18 6.6 6.2 7.1 6.5 6.2 4.26 - - 4.1 - - Critical Hdwy Stg 1 6.18 5.6 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.18 5.6 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.572 4.09 3.3 3.5 4 3.3 2.344 - - 2.2 - - Pot Cap-1 Maneuver 341 341 752 334 331 753 1084 - - 1216 - - Stage 1 700 654 - 655 624 - - - - - - - Stage 2 604 569 - 651 601 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 312 328 752 296 318 753 1084 - - 1216 - - Mov Cap-2 Maneuver 312 328 - 296 318 - - - - - - - Stage 1 675 653 - 631 602 - - - - - - - Stage 2 557 549 - 608 600 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.1 20.7 0.8 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1084 - - 348 314 1216 - - HCM Lane V/C Ratio 0.036 - - 0.269 0.273 0.002 - - HCM Control Delay (s) 8.4 - - 19.1 20.7 8 0 - HCM Lane LOS A - - C C A A - HCM 95th %tile Q(veh) 0.1 - - 1.1 1.1 0 - - HCM 6th TWSC 25: Access 2 & E Valley Center Rd 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026) - improved Synchro 11 Report Page 10 Intersection Int Delay, s/veh 0.3 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 454 34 3 270 0 15 Future Vol, veh/h 454 34 3 270 0 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 300 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 0 0 2 0 0 Mvmt Flow 493 37 3 293 0 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 530 0 - 512 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - 4.1 - - 6.2 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - 2.2 - - 3.3 Pot Cap-1 Maneuver - - 1048 - 0 566 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1048 - - 566 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach SE NW NE HCM Control Delay, s 0 0.1 11.5 HCM LOS B Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 566 1048 - - - HCM Lane V/C Ratio 0.029 0.003 - - - HCM Control Delay (s) 11.5 8.4 - - - HCM Lane LOS B A - - - HCM 95th %tile Q(veh) 0.1 0 - - - Queues 3: Davis Lane & E Valley Center Rd 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026) - improved Synchro 11 Report Page 3 Lane Group SET SER NWL NWT NEL NER Lane Group Flow (vph) 384 126 18 102 195 30 v/c Ratio 0.41 0.15 0.04 0.11 0.44 0.07 Control Delay 9.6 2.5 7.4 7.5 15.5 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.6 2.5 7.4 7.5 15.5 5.9 Queue Length 50th (ft) 50 0 2 11 28 0 Queue Length 95th (ft) 129 20 11 36 87 13 Internal Link Dist (ft) 580 2788 527 Turn Bay Length (ft) 300 300 100 Base Capacity (vph) 1357 1191 690 1344 926 818 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.28 0.11 0.03 0.08 0.21 0.04 Intersection Summary HCM 6th Signalized Intersection Summary 3: Davis Lane & E Valley Center Rd 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026) - improved Synchro 11 Report Page 4 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Volume (veh/h) 353 116 17 94 179 28 Future Volume (veh/h) 353 116 17 94 179 28 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 1654 1709 1750 1709 Adj Flow Rate, veh/h 384 126 18 102 195 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 1 7 3 0 3 Cap, veh/h 625 534 456 620 280 243 Arrive On Green 0.36 0.36 0.36 0.36 0.17 0.17 Sat Flow, veh/h 1723 1471 855 1709 1667 1448 Grp Volume(v), veh/h 384 126 18 102 195 30 Grp Sat Flow(s),veh/h/ln 1723 1471 855 1709 1667 1448 Q Serve(g_s), s 4.4 1.4 0.4 1.0 2.6 0.4 Cycle Q Clear(g_c), s 4.4 1.4 4.8 1.0 2.6 0.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 625 534 456 620 280 243 V/C Ratio(X) 0.61 0.24 0.04 0.16 0.70 0.12 Avail Cap(c_a), veh/h 2070 1768 1172 2054 1403 1219 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.2 5.3 8.2 5.2 9.4 8.4 Incr Delay (d2), s/veh 1.0 0.2 0.0 0.1 3.1 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 0.3 0.1 0.0 0.0 0.8 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.2 5.5 8.2 5.3 12.5 8.7 LnGrp LOS A A A A B A Approach Vol, veh/h 510 120 225 Approach Delay, s/veh 6.8 5.7 12.0 Approach LOS A A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 15.0 8.9 15.0 Change Period (Y+Rc), s * 6.3 * 4.9 * 6.3 Max Green Setting (Gmax), s * 29 * 20 * 29 Max Q Clear Time (g_c+I1), s 6.4 4.6 6.8 Green Ext Time (p_c), s 2.3 0.5 0.5 Intersection Summary HCM 6th Ctrl Delay 8.0 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 8: Cattail St & Davis Lane 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026) - improved Synchro 11 Report Page 5 Lane Group EBT WBT NBT SBT Lane Group Flow (vph) 93 86 393 405 v/c Ratio 0.29 0.27 0.37 0.35 Control Delay 11.7 12.1 6.1 5.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 11.7 12.1 6.1 5.5 Queue Length 50th (ft) 10 10 33 31 Queue Length 95th (ft) 39 38 95 89 Internal Link Dist (ft) 1036 400 367 2568 Turn Bay Length (ft) Base Capacity (vph) 841 852 1477 1591 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.11 0.10 0.27 0.25 Intersection Summary HCM 6th Signalized Intersection Summary 8: Cattail St & Davis Lane 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Phase 1 (2026) - improved Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 45 28 13 54 20 5 36 268 58 2 269 102 Future Volume (veh/h) 45 28 13 54 20 5 36 268 58 2 269 102 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 1641 1614 1750 1750 1750 1750 1532 1695 1750 1750 1723 1750 Adj Flow Rate, veh/h 49 30 14 59 22 5 39 291 63 2 292 111 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, % 8 10 0 0 0 0 16 4 0 0 2 0 Cap, veh/h 385 80 34 463 66 14 229 524 106 180 496 188 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.42 0.42 0.42 0.42 0.42 0.42 Sat Flow, veh/h 719 509 218 1037 419 90 79 1256 255 2 1188 450 Grp Volume(v), veh/h 93 0 0 86 0 0 393 0 0 405 0 0 Grp Sat Flow(s),veh/h/ln 1446 0 0 1546 0 0 1590 0 0 1640 0 0 Q Serve(g_s), s 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.1 0.0 0.0 0.9 0.0 0.0 3.7 0.0 0.0 3.9 0.0 0.0 Prop In Lane 0.53 0.15 0.69 0.06 0.10 0.16 0.00 0.27 Lane Grp Cap(c), veh/h 499 0 0 543 0 0 860 0 0 864 0 0 V/C Ratio(X) 0.19 0.00 0.00 0.16 0.00 0.00 0.46 0.00 0.00 0.47 0.00 0.00 Avail Cap(c_a), veh/h 1661 0 0 1766 0 0 2606 0 0 2724 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.6 0.0 0.0 7.6 0.0 0.0 4.5 0.0 0.0 4.6 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.1 0.0 0.0 0.4 0.0 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.0 0.2 0.0 0.0 0.2 0.0 0.0 0.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.8 0.0 0.0 7.7 0.0 0.0 4.9 0.0 0.0 4.9 0.0 0.0 LnGrp LOS A A A A A A A A A A A A Approach Vol, veh/h 93 86 393 405 Approach Delay, s/veh 7.8 7.7 4.9 4.9 Approach LOS A A A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 13.0 7.2 13.0 7.2 Change Period (Y+Rc), s 4.6 4.0 4.6 4.0 Max Green Setting (Gmax), s 31.4 20.0 31.4 20.0 Max Q Clear Time (g_c+I1), s 5.7 3.1 5.9 2.9 Green Ext Time (p_c), s 2.6 0.4 2.6 0.3 Intersection Summary HCM 6th Ctrl Delay 5.4 HCM 6th LOS A MOVEMENT SUMMARY Site: 101 [Davis & Cattail 2026 AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: Davis Ln 3 L2 All MCs 39 3.0 39 3.0 0.320 5.8 LOS A 1.8 46.7 0.28 0.12 0.28 32.2 8 T1 All MCs 291 3.0 291 3.0 0.320 5.8 LOS A 1.8 46.7 0.28 0.12 0.28 32.8 18 R2 All MCs 63 3.0 63 3.0 0.320 5.8 LOS A 1.8 46.7 0.28 0.12 0.28 32.6 Approach 393 3.0 393 3.0 0.320 5.8 LOS A 1.8 46.7 0.28 0.12 0.28 32.7 East: Cattail St 1 L2 All MCs 59 3.0 59 3.0 0.096 4.9 LOS A 0.4 10.0 0.48 0.35 0.48 31.4 6 T1 All MCs 22 3.0 22 3.0 0.096 4.9 LOS A 0.4 10.0 0.48 0.35 0.48 32.0 16 R2 All MCs 5 3.0 5 3.0 0.096 4.9 LOS A 0.4 10.0 0.48 0.35 0.48 31.7 Approach 86 3.0 86 3.0 0.096 4.9 LOS A 0.4 10.0 0.48 0.35 0.48 31.6 North: Davis Ln 7 L2 All MCs 2 3.0 2 3.0 0.344 6.2 LOS A 2.0 50.4 0.35 0.17 0.35 32.2 4 T1 All MCs 292 3.0 292 3.0 0.344 6.2 LOS A 2.0 50.4 0.35 0.17 0.35 32.8 14 R2 All MCs 111 3.0 111 3.0 0.344 6.2 LOS A 2.0 50.4 0.35 0.17 0.35 32.6 Approach 405 3.0 405 3.0 0.344 6.2 LOS A 2.0 50.4 0.35 0.17 0.35 32.7 West: Cattail St 5 L2 All MCs 49 3.0 49 3.0 0.102 4.9 LOS A 0.4 10.7 0.47 0.33 0.47 31.8 2 T1 All MCs 30 3.0 30 3.0 0.102 4.9 LOS A 0.4 10.7 0.47 0.33 0.47 32.3 12 R2 All MCs 14 3.0 14 3.0 0.102 4.9 LOS A 0.4 10.7 0.47 0.33 0.47 32.1 Approach 93 3.0 93 3.0 0.102 4.9 LOS A 0.4 10.7 0.47 0.33 0.47 32.0 All Vehicles 978 3.0 978 3.0 0.344 5.8 LOS A 2.0 50.4 0.35 0.18 0.35 32.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, March 17, 2023 1:59:37 PM Project: P:\22396_North_Bozeman_115_TIS\TRAFFIC\Capacity Calcs\Turnrow roundabouts.sip9 HCM 6th TWSC 3: Davis Lane & E Valley Center Rd 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026) - improved Synchro 11 Report Page 1 Intersection Int Delay, s/veh 8.7 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 295 143 28 341 244 25 Future Vol, veh/h 295 143 28 341 244 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 - 300 300 - 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 321 155 30 371 265 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 476 0 752 321 Stage 1 - - - - 321 - Stage 2 - - - - 431 - 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 - - 1097 - 378 724 Stage 1 - - - - 735 - Stage 2 - - - - 655 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1097 - 368 724 Mov Cap-2 Maneuver - - - - 368 - Stage 1 - - - - 735 - Stage 2 - - - - 637 - Approach SE NW NE HCM Control Delay, s 0 0.6 33.9 HCM LOS D Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SER Capacity (veh/h) 368 724 1097 - - - HCM Lane V/C Ratio 0.721 0.038 0.028 - - - HCM Control Delay (s) 36.3 10.2 8.4 - - - HCM Lane LOS E B A - - - HCM 95th %tile Q(veh) 5.4 0.1 0.1 - - - HCM 6th TWSC 8: Cattail St & Davis Lane 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026) - improved Synchro 11 Report Page 4 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 46 25 5 102 40 0 5 347 141 5 344 50 Future Vol, veh/h 46 25 5 102 40 0 5 347 141 5 344 50 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 - - - - - - 100 - 100 - - 100 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 3 0 0 1 0 Mvmt Flow 50 27 5 111 43 0 5 377 153 5 374 54 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 869 924 374 814 825 377 428 0 0 530 0 0 Stage 1 384 384 - 387 387 - - - - - - - Stage 2 485 540 - 427 438 - - - - - - - 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 274 271 677 299 310 674 1142 - - 1048 - - Stage 1 643 615 - 641 613 - - - - - - - Stage 2 567 524 - 610 582 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 242 268 677 271 307 674 1142 - - 1048 - - Mov Cap-2 Maneuver 242 268 - 271 307 - - - - - - - Stage 1 640 611 - 638 611 - - - - - - - Stage 2 524 522 - 575 579 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 25.1 32.6 0.1 0.1 HCM LOS D D Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1142 - - 261 280 1048 - - HCM Lane V/C Ratio 0.005 - - 0.317 0.551 0.005 - - HCM Control Delay (s) 8.2 - - 25.1 32.6 8.5 0 - HCM Lane LOS A - - D D A A - HCM 95th %tile Q(veh) 0 - - 1.3 3.1 0 - - HCM 6th TWSC 25: Access 2 & E Valley Center Rd 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026) - improved Synchro 11 Report Page 10 Intersection Int Delay, s/veh 0.2 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 422 51 4 581 0 16 Future Vol, veh/h 422 51 4 581 0 16 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 300 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 0 0 2 0 0 Mvmt Flow 459 55 4 632 0 17 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 514 0 - 487 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - 4.1 - - 6.2 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - 2.2 - - 3.3 Pot Cap-1 Maneuver - - 1062 - 0 585 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1062 - - 585 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach SE NW NE HCM Control Delay, s 0 0.1 11.3 HCM LOS B Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 585 1062 - - - HCM Lane V/C Ratio 0.03 0.004 - - - HCM Control Delay (s) 11.3 8.4 - - - HCM Lane LOS B A - - - HCM 95th %tile Q(veh) 0.1 0 - - - Queues 3: Davis Lane & E Valley Center Rd 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026) - improved Synchro 11 Report Page 3 Lane Group SET SER NWL NWT NEL NER Lane Group Flow (vph) 321 155 30 371 265 27 v/c Ratio 0.45 0.22 0.07 0.51 0.55 0.06 Control Delay 11.7 3.0 8.8 12.4 16.7 5.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.7 3.0 8.8 12.4 16.7 5.6 Queue Length 50th (ft) 45 0 4 53 40 0 Queue Length 95th (ft) 120 25 17 140 116 12 Internal Link Dist (ft) 580 2788 527 Turn Bay Length (ft) 300 300 100 Base Capacity (vph) 1197 1094 698 1221 875 811 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.14 0.04 0.30 0.30 0.03 Intersection Summary HCM 6th Signalized Intersection Summary 3: Davis Lane & E Valley Center Rd 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026) - improved Synchro 11 Report Page 4 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Volume (veh/h) 295 143 28 341 244 25 Future Volume (veh/h) 295 143 28 341 244 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 321 155 30 371 265 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 574 498 452 583 368 333 Arrive On Green 0.34 0.34 0.34 0.34 0.22 0.22 Sat Flow, veh/h 1709 1483 933 1736 1641 1483 Grp Volume(v), veh/h 321 155 30 371 265 27 Grp Sat Flow(s),veh/h/ln 1709 1483 933 1736 1641 1483 Q Serve(g_s), s 3.9 2.0 0.7 4.6 3.8 0.4 Cycle Q Clear(g_c), s 3.9 2.0 4.6 4.6 3.8 0.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 574 498 452 583 368 333 V/C Ratio(X) 0.56 0.31 0.07 0.64 0.72 0.08 Avail Cap(c_a), veh/h 1859 1613 1154 1889 1359 1229 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.9 6.3 8.8 7.1 9.1 7.8 Incr Delay (d2), s/veh 0.9 0.4 0.1 1.2 2.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.2 0.1 0.5 1.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.8 6.6 8.9 8.3 11.8 7.9 LnGrp LOS A A A A B A Approach Vol, veh/h 476 401 292 Approach Delay, s/veh 7.4 8.4 11.4 Approach LOS A A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 14.8 10.6 14.8 Change Period (Y+Rc), s * 6.3 * 4.9 * 6.3 Max Green Setting (Gmax), s * 28 * 21 * 28 Max Q Clear Time (g_c+I1), s 5.9 5.8 6.6 Green Ext Time (p_c), s 2.0 0.7 1.9 Intersection Summary HCM 6th Ctrl Delay 8.7 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 8: Cattail St & Davis Lane 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026) - improved Synchro 11 Report Page 5 Lane Group EBT WBT NBT SBT Lane Group Flow (vph) 82 154 535 433 v/c Ratio 0.22 0.45 0.53 0.42 Control Delay 13.3 17.7 8.8 7.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 13.3 17.7 8.8 7.8 Queue Length 50th (ft) 11 23 58 46 Queue Length 95th (ft) 46 84 174 133 Internal Link Dist (ft) 1036 400 367 2568 Turn Bay Length (ft) Base Capacity (vph) 744 676 1408 1452 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.11 0.23 0.38 0.30 Intersection Summary HCM 6th Signalized Intersection Summary 8: Cattail St & Davis Lane 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Phase 1 (2026) - improved Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 46 25 5 102 40 0 5 347 141 5 344 50 Future Volume (veh/h) 46 25 5 102 40 0 5 347 141 5 344 50 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1750 1750 1709 1750 1750 1736 1750 Adj Flow Rate, veh/h 50 27 5 111 43 0 5 377 153 5 374 54 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 0 0 3 0 0 1 0 Cap, veh/h 373 112 16 435 70 0 151 559 225 152 715 102 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.00 0.48 0.48 0.48 0.48 0.48 0.48 Sat Flow, veh/h 829 685 98 1106 429 0 4 1154 464 5 1477 211 Grp Volume(v), veh/h 82 0 0 154 0 0 535 0 0 433 0 0 Grp Sat Flow(s),veh/h/ln 1612 0 0 1535 0 0 1622 0 0 1693 0 0 Q Serve(g_s), s 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.0 0.0 0.0 2.2 0.0 0.0 6.2 0.0 0.0 4.3 0.0 0.0 Prop In Lane 0.61 0.06 0.72 0.00 0.01 0.29 0.01 0.12 Lane Grp Cap(c), veh/h 501 0 0 505 0 0 934 0 0 969 0 0 V/C Ratio(X) 0.16 0.00 0.00 0.31 0.00 0.00 0.57 0.00 0.00 0.45 0.00 0.00 Avail Cap(c_a), veh/h 1419 0 0 1416 0 0 2295 0 0 2385 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 9.0 0.0 0.0 9.4 0.0 0.0 4.8 0.0 0.0 4.4 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.3 0.0 0.0 0.6 0.0 0.0 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.5 0.0 0.0 0.4 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.1 0.0 0.0 9.8 0.0 0.0 5.4 0.0 0.0 4.7 0.0 0.0 LnGrp LOS A A A A A A A A A A A A Approach Vol, veh/h 82 154 535 433 Approach Delay, s/veh 9.1 9.8 5.4 4.7 Approach LOS A A A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 16.4 8.0 16.4 8.0 Change Period (Y+Rc), s 4.6 4.0 4.6 4.0 Max Green Setting (Gmax), s 32.4 19.0 32.4 19.0 Max Q Clear Time (g_c+I1), s 8.2 3.0 6.3 4.2 Green Ext Time (p_c), s 3.6 0.3 2.8 0.6 Intersection Summary HCM 6th Ctrl Delay 6.0 HCM 6th LOS A MOVEMENT SUMMARY Site: 101 [Davis & Cattail 2026 PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: Davis Ln 3 L2 All MCs 5 3.0 5 3.0 0.436 7.1 LOS A 2.9 74.9 0.33 0.14 0.33 31.8 8 T1 All MCs 377 3.0 377 3.0 0.436 7.1 LOS A 2.9 74.9 0.33 0.14 0.33 32.4 18 R2 All MCs 153 3.0 153 3.0 0.436 7.1 LOS A 2.9 74.9 0.33 0.14 0.33 32.1 Approach 536 3.0 536 3.0 0.436 7.1 LOS A 2.9 74.9 0.33 0.14 0.33 32.3 East: Cattail St 1 L2 All MCs 111 3.0 111 3.0 0.185 6.2 LOS A 0.8 20.2 0.54 0.41 0.54 30.8 6 T1 All MCs 43 3.0 43 3.0 0.185 6.2 LOS A 0.8 20.2 0.54 0.41 0.54 31.4 16 R2 All MCs 1 3.0 1 3.0 0.185 6.2 LOS A 0.8 20.2 0.54 0.41 0.54 31.2 Approach 155 3.0 155 3.0 0.185 6.2 LOS A 0.8 20.2 0.54 0.41 0.54 31.0 North: Davis Ln 7 L2 All MCs 5 3.0 5 3.0 0.384 7.0 LOS A 2.3 57.7 0.43 0.23 0.43 31.9 4 T1 All MCs 374 3.0 374 3.0 0.384 7.0 LOS A 2.3 57.7 0.43 0.23 0.43 32.4 14 R2 All MCs 54 3.0 54 3.0 0.384 7.0 LOS A 2.3 57.7 0.43 0.23 0.43 32.2 Approach 434 3.0 434 3.0 0.384 7.0 LOS A 2.3 57.7 0.43 0.23 0.43 32.4 West: Cattail St 5 L2 All MCs 50 3.0 50 3.0 0.105 5.6 LOS A 0.4 10.6 0.54 0.43 0.54 31.3 2 T1 All MCs 27 3.0 27 3.0 0.105 5.6 LOS A 0.4 10.6 0.54 0.43 0.54 31.8 12 R2 All MCs 5 3.0 5 3.0 0.105 5.6 LOS A 0.4 10.6 0.54 0.43 0.54 31.6 Approach 83 3.0 83 3.0 0.105 5.6 LOS A 0.4 10.6 0.54 0.43 0.54 31.5 All Vehicles 1208 3.0 1208 3.0 0.436 6.8 LOS A 2.9 74.9 0.41 0.23 0.41 32.1 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, March 17, 2023 2:01:06 PM Project: P:\22396_North_Bozeman_115_TIS\TRAFFIC\Capacity Calcs\Turnrow roundabouts.sip9 Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 7.7 A 9 8.6 A 8 WB 6.3 A 3 10.7 B 10 NB 13.5 B 6 13.8 B 8 Intersection 8.9 A --10.6 B -- EB 0.0 A 0 0.0 A 0 WB 2.6 A 1 1.4 A 1 NB 14.8 B 1 23.9 C 4 Intersection 2.4 A --5.6 A -- EB 4.4 A 5 6.0 A 7 WB 4.9 A 3 6.4 A 6 NB 11.7 B 2 13.0 B 5 Intersection 5.3 A --7.6 A -- WB 14.4 B 2 16.0 C 2 NB 0.0 A 0 0.0 A 0 SB 1.2 A 1 1.0 A 1 Intersection 2.5 A --2.7 A -- WB 5.4 A 1 6.6 A 1 NB 6.0 A 3 6.9 A 4 SB 5.8 A 2 6.6 A 3Intersection5.9 A --6.7 A -- WB 10.1 B 2 11.6 B 2 NB 4.4 A 2 4.6 A 3 SB 4.1 A 2 4.2 A 2 Intersection 5.1 A --5.5 A -- EB 26.8 D 5 26.5 D 4 WB 17.0 C 2 34.0 D 4 NB 2.8 A 1 2.7 A 1 SB 0.5 A 0 0.7 A 1 Intersection 12.8 B --13.5 B -- EB 13.6 B 3 15.7 C 3 WB 9.9 A 1 12.4 B 2 NB 13.0 B 3 16.2 C 4 SB 10.0 A 1 14.0 B 3 Intersection 12.3 B --14.8 B -- EB 5.3 A 2 6.1 A 2 WB 5.1 A 1 5.8 A 1 NB 6.2 A 2 5.8 A 2 SB 4.4 A 1 6.3 A 2 Intersection 5.4 A --6.0 A -- EB 6.3 A 3 7.2 A 2WB5.3 A 2 6.6 A 2 NB 6.3 A 3 6.0 A 3 SB 5.6 A 2 5.7 A 3 Intersection 6.0 A --6.4 A -- EB 11.9 B 1 15.9 C 2 NB 0.9 A 1 3.0 A 1 SB 0.0 A 0 0.0 A 0 Intersection 3.1 A --4.3 A -- EB 6.8 A 1 8.7 A 1 WB 6.8 A 1 9.7 A 2 NB 8.4 A 4 12.2 B 7 SB 9.5 A 5 11.9 B 7 Intersection 8.6 A --11.6 B -- EB 8.5 A 2 8.9 A 3 WB 8.3 A 2 9.5 A 4 NB 4.7 A 3 5.6 A 5 SB 4.8 A 3 5.2 A 4 Intersection 5.4 A --6.1 A -- EB 0.0 A 0 0.0 A 0 WB 0.3 A 0 0.3 A 1NB24.2 C 3 33.6 D 4Intersection4.0 A --3.4 A -- EB 7.6 A 13 5.5 A 11 WB 5.3 A 6 8.5 A 18 NB 16.5 B 6 17.6 B 4 Intersection 8.4 A --8.0 A -- EB 0.0 A 0 0.0 A 0 WB 0.3 A 0 0.4 A 1 NB 14.8 B 1 13.3 B 1 Intersection 0.6 A --0.5 A -- EB 13.4 B 2 18.9 C 2 NB 2.0 A 1 3.1 A 1 SB 0.0 A 0 0.0 A 0 Intersection 4.3 A --5.0 A -- Davis Lane & Site Access 3 Intersection Control Roundabout Davis Lane & Cattail Street Intersection Control Signalized, 5-lane section N/S Davis Lane & Cattail Street Ferguson Avenue & East Valley Center Road Intersection Control One-Way Stop-Control (NB), EBR, WBL, VC TWLTL Site Access 2 & East Valley Center Road Intersection Control One-Way Stop-Control (EB), 5-lane section N/S Davis Lane & Catamount Street Intersection Control Two-Way Stop Control (EB/WB), TWLTL N/S North 27th Avenue & Catamount Street Intersection Control One-Way Stop-Control (EB), TWLTL N/S Intersection Control Roundabout Davis Lane & Catamount Street Intersection Control Intersection Control Signalized, 5-lane section N/S Davis Lane & Catamount Street Intersection Control Signalized North 27th Avenue & Catamount Street North 27th Avenue & East Valley Center Road Intersection Control One-Way Stop Control (WB), 5-lane section N/S Intersection Control One-Way Stop Control (NB), EB RT lane, TWLTL Intersection Control Signalized Davis Lane & East Valley Center Road Intersection Control Signalized, EB RT lane North 27th Avenue & East Valley Center Road Intersection Approach Future (2037) - Improved AM Peak PM Peak Intersection Control Signalized, EBR, WBL, TWLTL ON VC Ferguson Avenue & East Valley Center Road Intersection Control All-Way Stop-Control North 27th Avenue & Catamount Street Intersection Control One-Way Stop-Control (NB), EBR, WBL, VC TWLTL Roundabout North 27th Avenue & Catamount Street North 27th Avenue & Cattail Street HCM 6th TWSC 5: Davis Lane & Catamount St 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 101 28 326 102 49 292 Future Vol, veh/h 101 28 326 102 49 292 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 - 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 15 5 0 Mvmt Flow 110 30 354 111 53 317 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 675 233 0 0 465 0 Stage 1 410 - - - - - Stage 2 265 - - - - - Critical Hdwy 6.8 6.9 - - 4.2 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.25 - Pot Cap-1 Maneuver 392 775 - - 1072 - Stage 1 644 - - - - - Stage 2 761 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 373 775 - - 1072 - Mov Cap-2 Maneuver 480 - - - - - Stage 1 644 - - - - - Stage 2 724 - - - - - Approach WB NB SB HCM Control Delay, s 14.4 0 1.2 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 523 1072 - HCM Lane V/C Ratio - - 0.268 0.05 - HCM Control Delay (s) - - 14.4 8.5 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 1.1 0.2 - HCM 6th TWSC 6: Ferguson Ave & E Valley Center Rd 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 2 Intersection Int Delay, s/veh 4 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 685 69 12 370 168 52 Future Vol, veh/h 685 69 12 370 168 52 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 300 300 - 150 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 0 0 2 0 0 Mvmt Flow 745 75 13 402 183 57 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 820 0 1173 745 Stage 1 - - - - 745 - Stage 2 - - - - 428 - 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 - - 818 - 214 417 Stage 1 - - - - 473 - Stage 2 - - - - 662 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 818 - 211 417 Mov Cap-2 Maneuver - - - - 342 - Stage 1 - - - - 473 - Stage 2 - - - - 651 - Approach SE NW NE HCM Control Delay, s 0 0.3 24.2 HCM LOS C Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SER Capacity (veh/h) 342 417 818 - - - HCM Lane V/C Ratio 0.534 0.136 0.016 - - - HCM Control Delay (s) 27 15 9.5 - - - HCM Lane LOS D C A - - - HCM 95th %tile Q(veh) 3 0.5 0 - - - HCM 6th TWSC 11: N 27th Ave & Catamount St 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 3 Intersection Int Delay, s/veh 12.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 157 77 4 94 14 104 173 8 7 102 5 Future Vol, veh/h 36 157 77 4 94 14 104 173 8 7 102 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 30 1 3 0 0 30 0 5 0 0 0 0 Mvmt Flow 39 171 84 4 102 15 113 188 9 8 111 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 607 553 114 676 551 193 116 0 0 197 0 0 Stage 1 130 130 - 419 419 - - - - - - - Stage 2 477 423 - 257 132 - - - - - - - Critical Hdwy 7.4 6.51 6.23 7.1 6.5 6.5 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.4 5.51 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.4 5.51 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.77 4.009 3.327 3.5 4 3.57 2.2 - - 2.2 - - Pot Cap-1 Maneuver 371 442 936 370 445 782 1485 - - 1388 - - Stage 1 811 791 - 616 593 - - - - - - - Stage 2 520 589 - 752 791 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 276 406 936 213 409 782 1485 - - 1388 - - Mov Cap-2 Maneuver 276 406 - 213 409 - - - - - - - Stage 1 749 786 - 569 548 - - - - - - - Stage 2 383 544 - 533 786 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 26.8 17 2.8 0.5 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1485 - - 450 420 1388 - - HCM Lane V/C Ratio 0.076 - - 0.652 0.29 0.005 - - HCM Control Delay (s) 7.6 - - 26.8 17 7.6 - - HCM Lane LOS A - - D C A - - HCM 95th %tile Q(veh) 0.2 - - 4.6 1.2 0 - - HCM 6th TWSC 12: N 27th Ave & E Valley Center Rd 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 4 Intersection Int Delay, s/veh 2.4 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 442 109 122 321 49 49 Future Vol, veh/h 442 109 122 321 49 49 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 300 400 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 3 7 3 0 0 Mvmt Flow 480 118 133 349 53 53 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 598 0 1095 480 Stage 1 - - - - 480 - Stage 2 - - - - 615 - Critical Hdwy - - 4.17 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.263 - 3.5 3.3 Pot Cap-1 Maneuver - - 955 - 239 590 Stage 1 - - - - 627 - Stage 2 - - - - 543 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 955 - 206 590 Mov Cap-2 Maneuver - - - - 335 - Stage 1 - - - - 627 - Stage 2 - - - - 468 - Approach SE NW NE HCM Control Delay, s 0 2.6 14.8 HCM LOS B Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SER Capacity (veh/h) 335 590 955 - - - HCM Lane V/C Ratio 0.159 0.09 0.139 - - - HCM Control Delay (s) 17.8 11.7 9.4 - - - HCM Lane LOS C B A - - - HCM 95th %tile Q(veh) 0.6 0.3 0.5 - - - HCM 6th TWSC 17: Cattail St & N 27th Ave 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 6 Intersection Int Delay, s/veh 3.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 52 105 34 265 211 22 Future Vol, veh/h 52 105 34 265 211 22 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 - - - 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 2 1 0 Mvmt Flow 57 114 37 288 229 24 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 603 241 253 0 - 0 Stage 1 241 - - - - - Stage 2 362 - - - - - 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 460 800 1324 - - - Stage 1 797 - - - - - Stage 2 702 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 447 800 1324 - - - Mov Cap-2 Maneuver 539 - - - - - Stage 1 775 - - - - - Stage 2 702 - - - - - Approach EB NB SB HCM Control Delay, s 11.9 0.9 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1324 - 689 - - HCM Lane V/C Ratio 0.028 - 0.248 - - HCM Control Delay (s) 7.8 - 11.9 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0.1 - 1 - - HCM 6th TWSC 25: Access 2 & E Valley Center Rd 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 0.6 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 691 46 12 382 0 43 Future Vol, veh/h 691 46 12 382 0 43 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 300 300 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 0 0 2 0 0 Mvmt Flow 751 50 13 415 0 47 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 801 0 - 751 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - 4.1 - - 6.2 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - 2.2 - - 3.3 Pot Cap-1 Maneuver - - 831 - 0 414 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 831 - - 414 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach SE NW NE HCM Control Delay, s 0 0.3 14.8 HCM LOS B Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 414 831 - - - HCM Lane V/C Ratio 0.113 0.016 - - - HCM Control Delay (s) 14.8 9.4 - - - HCM Lane LOS B A - - - HCM 95th %tile Q(veh) 0.4 0 - - - HCM 6th TWSC 28: Davis Lane & Access 3 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 4.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 75 120 75 220 243 9 Future Vol, veh/h 75 120 75 220 243 9 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 - - - 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 2 2 0 Mvmt Flow 82 130 82 239 264 10 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 553 137 274 0 - 0 Stage 1 269 - - - - - Stage 2 284 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 468 893 1301 - - - Stage 1 758 - - - - - Stage 2 745 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 439 893 1301 - - - Mov Cap-2 Maneuver 439 - - - - - Stage 1 710 - - - - - Stage 2 745 - - - - - Approach EB NB SB HCM Control Delay, s 13.4 2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1301 - 639 - - HCM Lane V/C Ratio 0.063 - 0.332 - - HCM Control Delay (s) 8 - 13.4 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0.2 - 1.4 - - Queues 3: Davis Lane & E Valley Center Rd 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 3 Lane Group SET SER NWL NWT NEL NER Lane Group Flow (vph) 551 247 27 164 264 57 v/c Ratio 0.64 0.29 0.09 0.19 0.60 0.13 Control Delay 13.2 2.2 7.6 7.7 21.9 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.2 2.2 7.6 7.7 21.9 6.1 Queue Length 50th (ft) 93 0 3 21 52 0 Queue Length 95th (ft) 211 27 15 54 145 22 Internal Link Dist (ft) 580 2788 527 Turn Bay Length (ft) 300 300 Base Capacity (vph) 1214 1114 444 1202 639 590 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.22 0.06 0.14 0.41 0.10 Intersection Summary HCM 6th Signalized Intersection Summary 3: Davis Lane & E Valley Center Rd 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 4 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Volume (veh/h) 507 227 25 151 243 52 Future Volume (veh/h) 507 227 25 151 243 52 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 1682 1709 1750 1709 Adj Flow Rate, veh/h 551 247 27 164 264 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 1 5 3 0 3 Cap, veh/h 767 655 351 761 365 317 Arrive On Green 0.45 0.45 0.45 0.45 0.22 0.22 Sat Flow, veh/h 1723 1471 665 1709 1667 1448 Grp Volume(v), veh/h 551 247 27 164 264 57 Grp Sat Flow(s),veh/h/ln 1723 1471 665 1709 1667 1448 Q Serve(g_s), s 8.2 3.5 1.1 1.9 4.6 1.0 Cycle Q Clear(g_c), s 8.2 3.5 9.3 1.9 4.6 1.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 767 655 351 761 365 317 V/C Ratio(X) 0.72 0.38 0.08 0.22 0.72 0.18 Avail Cap(c_a), veh/h 1744 1490 728 1730 918 797 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 7.1 5.8 10.9 5.4 11.4 10.0 Incr Delay (d2), s/veh 1.3 0.4 0.1 0.1 2.7 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 1.0 0.3 0.1 0.2 1.4 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.4 6.2 11.0 5.5 14.2 10.3 LnGrp LOS A A B A B B Approach Vol, veh/h 798 191 321 Approach Delay, s/veh 7.7 6.3 13.5 Approach LOS A A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 20.1 11.5 20.1 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 10.2 6.6 11.3 Green Ext Time (p_c), s 3.8 0.7 0.9 Intersection Summary HCM 6th Ctrl Delay 8.9 HCM 6th LOS A Queues 5: Davis Lane & Catamount St 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 5 Lane Group WBL NBT SBL SBT Lane Group Flow (vph) 140 465 53 317 v/c Ratio 0.33 0.25 0.11 0.16 Control Delay 10.1 4.5 6.1 5.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 10.1 4.5 6.1 5.1 Queue Length 50th (ft) 16 15 4 13 Queue Length 95th (ft) 33 35 16 28 Internal Link Dist (ft) 2115 2568 3026 Turn Bay Length (ft) 50 Base Capacity (vph) 1218 2749 720 2965 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.11 0.17 0.07 0.11 Intersection Summary HCM 6th Signalized Intersection Summary 5: Davis Lane & Catamount St 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 101 28 326 102 49 292 Future Volume (veh/h) 101 28 326 102 49 292 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1750 1736 1545 1682 1750 Adj Flow Rate, veh/h 110 30 354 111 53 317 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 1 15 5 0 Cap, veh/h 178 48 954 295 652 1279 Arrive On Green 0.14 0.14 0.38 0.38 0.38 0.38 Sat Flow, veh/h 1267 346 2568 767 905 3413 Grp Volume(v), veh/h 141 0 234 231 53 317 Grp Sat Flow(s),veh/h/ln 1624 0 1650 1598 905 1663 Q Serve(g_s), s 1.5 0.0 1.8 1.9 0.8 1.2 Cycle Q Clear(g_c), s 1.5 0.0 1.8 1.9 2.7 1.2 Prop In Lane 0.78 0.21 0.48 1.00 Lane Grp Cap(c), veh/h 228 0 634 615 652 1279 V/C Ratio(X) 0.62 0.00 0.37 0.38 0.08 0.25 Avail Cap(c_a), veh/h 2064 0 2588 2508 1724 5217 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 7.3 0.0 4.0 4.0 5.0 3.8 Incr Delay (d2), s/veh 2.7 0.0 0.4 0.4 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.1 0.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.1 0.0 4.3 4.4 5.0 3.9 LnGrp LOS B A A A A A Approach Vol, veh/h 141 465 370 Approach Delay, s/veh 10.1 4.4 4.1 Approach LOS B A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 11.6 11.6 6.5 Change Period (Y+Rc), s 4.6 4.6 4.0 Max Green Setting (Gmax), s 28.4 28.4 23.0 Max Q Clear Time (g_c+I1), s 3.9 4.7 3.5 Green Ext Time (p_c), s 2.8 2.3 0.3 Intersection Summary HCM 6th Ctrl Delay 5.1 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement. Queues 6: Ferguson Ave & E Valley Center Rd 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 7 Lane Group SET SER NWL NWT NEL NER Lane Group Flow (vph) 745 75 13 402 183 57 v/c Ratio 0.71 0.08 0.05 0.40 0.51 0.16 Control Delay 12.3 1.7 6.0 7.9 25.7 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.3 1.7 6.0 7.9 25.7 8.1 Queue Length 50th (ft) 128 0 1 56 44 0 Queue Length 95th (ft) 316 13 9 134 135 27 Internal Link Dist (ft) 1244 710 418 Turn Bay Length (ft) 300 300 150 Base Capacity (vph) 1642 1427 433 1635 655 621 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.05 0.03 0.25 0.28 0.09 Intersection Summary HCM 6th Signalized Intersection Summary 6: Ferguson Ave & E Valley Center Rd 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 8 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Volume (veh/h) 685 69 12 370 168 52 Future Volume (veh/h) 685 69 12 370 168 52 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 1750 1750 1723 1750 1750 Adj Flow Rate, veh/h 745 75 13 402 183 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 0 2 0 0 Cap, veh/h 945 813 339 945 266 237 Arrive On Green 0.55 0.55 0.55 0.55 0.16 0.16 Sat Flow, veh/h 1723 1483 678 1723 1667 1483 Grp Volume(v), veh/h 745 75 13 402 183 57 Grp Sat Flow(s),veh/h/ln 1723 1483 678 1723 1667 1483 Q Serve(g_s), s 12.4 0.9 0.6 4.9 3.7 1.2 Cycle Q Clear(g_c), s 12.4 0.9 12.9 4.9 3.7 1.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 945 813 339 945 266 237 V/C Ratio(X) 0.79 0.09 0.04 0.43 0.69 0.24 Avail Cap(c_a), veh/h 2896 2494 1078 2825 950 845 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.5 3.9 11.6 4.8 14.3 13.2 Incr Delay (d2), s/veh 1.5 0.0 0.0 0.3 3.1 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.1 0.1 0.3 1.4 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.0 3.9 11.7 5.1 17.4 13.7 LnGrp LOS A A B A B B Approach Vol, veh/h 820 415 240 Approach Delay, s/veh 7.6 5.3 16.5 Approach LOS A A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 25.7 10.2 25.7 Change Period (Y+Rc), s * 6 4.5 6.0 Max Green Setting (Gmax), s * 61 20.5 59.0 Max Q Clear Time (g_c+I1), s 14.4 5.7 14.9 Green Ext Time (p_c), s 5.4 0.6 2.3 Intersection Summary HCM 6th Ctrl Delay 8.4 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 8: Cattail St & Davis Lane 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 9 Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 132 113 48 552 3 627 v/c Ratio 0.36 0.28 0.11 0.27 0.01 0.30 Control Delay 11.1 10.1 6.7 5.0 5.7 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.1 10.1 6.7 5.0 5.7 4.8 Queue Length 50th (ft) 12 11 4 23 0 23 Queue Length 95th (ft) 46 40 18 55 3 58 Internal Link Dist (ft) 1036 400 367 2568 Turn Bay Length (ft) 50 50 Base Capacity (vph) 1019 1152 614 2955 727 2944 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.10 0.08 0.19 0.00 0.21 Intersection Summary HCM 6th Signalized Intersection Summary 8: Cattail St & Davis Lane 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 37 16 71 26 7 44 428 80 3 429 148 Future Volume (veh/h) 69 37 16 71 26 7 44 428 80 3 429 148 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 1682 1641 1750 1750 1750 1750 1614 1709 1750 1750 1723 1750 Adj Flow Rate, veh/h 75 40 17 77 28 8 48 465 87 3 466 161 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, % 5 8 0 0 0 0 10 3 0 0 2 0 Cap, veh/h 388 90 33 444 82 19 549 1199 223 604 1049 360 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.44 0.44 0.44 0.44 0.44 0.44 Sat Flow, veh/h 766 514 189 981 470 111 748 2733 508 870 2392 820 Grp Volume(v), veh/h 132 0 0 113 0 0 48 275 277 3 318 309 Grp Sat Flow(s),veh/h/ln 1469 0 0 1561 0 0 748 1624 1618 870 1637 1575 Q Serve(g_s), s 0.4 0.0 0.0 0.0 0.0 0.0 1.1 2.6 2.6 0.1 3.0 3.1 Cycle Q Clear(g_c), s 1.7 0.0 0.0 1.3 0.0 0.0 4.1 2.6 2.6 2.6 3.0 3.1 Prop In Lane 0.57 0.13 0.68 0.07 1.00 0.31 1.00 0.52 Lane Grp Cap(c), veh/h 511 0 0 545 0 0 549 712 710 604 718 691 V/C Ratio(X) 0.26 0.00 0.00 0.21 0.00 0.00 0.09 0.39 0.39 0.00 0.44 0.45 Avail Cap(c_a), veh/h 1715 0 0 1792 0 0 1174 2070 2063 1331 2087 2008 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.3 0.0 0.0 8.1 0.0 0.0 5.8 4.2 4.2 5.1 4.4 4.4 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.2 0.0 0.0 0.1 0.3 0.4 0.0 0.4 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 0.3 0.0 0.0 0.1 0.2 0.2 0.0 0.2 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.5 0.0 0.0 8.3 0.0 0.0 5.9 4.6 4.6 5.1 4.8 4.8 LnGrp LOS A A A A A A A A A A A A Approach Vol, veh/h 132 113 600 630 Approach Delay, s/veh 8.5 8.3 4.7 4.8 Approach LOS A A A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 14.4 7.9 14.4 7.9 Change Period (Y+Rc), s 4.6 4.0 4.6 4.0 Max Green Setting (Gmax), s 28.4 23.0 28.4 23.0 Max Q Clear Time (g_c+I1), s 6.1 3.7 5.1 3.3 Green Ext Time (p_c), s 3.7 0.6 3.9 0.5 Intersection Summary HCM 6th Ctrl Delay 5.4 HCM 6th LOS A Queues 11: N 27th Ave & Catamount St 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 11 Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 294 121 113 197 8 116 v/c Ratio 0.52 0.21 0.26 0.33 0.02 0.18 Control Delay 9.8 6.6 9.4 9.2 7.3 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.8 6.6 9.4 9.2 7.3 7.9 Queue Length 50th (ft) 22 8 10 18 1 10 Queue Length 95th (ft) 74 33 40 59 6 37 Internal Link Dist (ft) 2115 604 1825 1466 Turn Bay Length (ft) 50 50 Base Capacity (vph) 1395 1506 1040 1446 967 1517 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.08 0.11 0.14 0.01 0.08 Intersection Summary HCM 6th Signalized Intersection Summary 11: N 27th Ave & Catamount St 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 157 77 4 94 14 104 173 8 7 102 5 Future Volume (veh/h) 36 157 77 4 94 14 104 173 8 7 102 5 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 1340 1736 1709 1750 1750 1340 1750 1682 1750 1750 1750 1750 Adj Flow Rate, veh/h 39 171 84 4 102 15 113 188 9 8 111 5 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, % 30 1 3 0 0 30 0 5 0 0 0 0 Cap, veh/h 243 314 141 193 450 65 675 467 22 599 488 22 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow, veh/h 127 1022 460 22 1467 211 1296 1592 76 1204 1662 75 Grp Volume(v), veh/h 294 0 0 121 0 0 113 0 197 8 0 116 Grp Sat Flow(s),veh/h/ln 1609 0 0 1700 0 0 1296 0 1668 1204 0 1737 Q Serve(g_s), s 0.6 0.0 0.0 0.0 0.0 0.0 1.4 0.0 1.9 0.1 0.0 1.0 Cycle Q Clear(g_c), s 3.0 0.0 0.0 1.1 0.0 0.0 2.5 0.0 1.9 2.0 0.0 1.0 Prop In Lane 0.13 0.29 0.03 0.12 1.00 0.05 1.00 0.04 Lane Grp Cap(c), veh/h 697 0 0 708 0 0 675 0 489 599 0 509 V/C Ratio(X) 0.42 0.00 0.00 0.17 0.00 0.00 0.17 0.00 0.40 0.01 0.00 0.23 Avail Cap(c_a), veh/h 2346 0 0 2462 0 0 1914 0 2084 1750 0 2169 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 5.9 0.0 0.0 5.2 0.0 0.0 6.3 0.0 5.7 6.5 0.0 5.4 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.5 0.0 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 0.1 0.0 0.0 0.2 0.0 0.3 0.0 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 6.3 0.0 0.0 5.3 0.0 0.0 6.4 0.0 6.2 6.5 0.0 5.6 LnGrp LOS A A A A A A A A A A A A Approach Vol, veh/h 294 121 310 124 Approach Delay, s/veh 6.3 5.3 6.3 5.6 Approach LOS A A A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 9.9 10.1 9.9 10.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 25.0 27.0 25.0 27.0 Max Q Clear Time (g_c+I1), s 4.5 5.0 4.0 3.1 Green Ext Time (p_c), s 1.4 1.8 0.6 0.6 Intersection Summary HCM 6th Ctrl Delay 6.0 HCM 6th LOS A Queues 12: N 27th Ave & E Valley Center Rd 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 13 Lane Group SET SER NWL NWT NEL NER Lane Group Flow (vph) 480 118 133 349 53 53 v/c Ratio 0.37 0.11 0.22 0.27 0.17 0.16 Control Delay 5.2 1.5 5.4 4.5 15.3 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.2 1.5 5.4 4.5 15.3 6.7 Queue Length 50th (ft) 49 0 12 32 12 0 Queue Length 95th (ft) 108 13 36 72 30 19 Internal Link Dist (ft) 2788 872 364 Turn Bay Length (ft) 300 400 50 Base Capacity (vph) 1679 1415 783 1663 476 463 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.08 0.17 0.21 0.11 0.11 Intersection Summary HCM 6th Signalized Intersection Summary 12: N 27th Ave & E Valley Center Rd 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 14 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Volume (veh/h) 442 109 122 321 49 49 Future Volume (veh/h) 442 109 122 321 49 49 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 1709 1654 1709 1750 1750 Adj Flow Rate, veh/h 480 118 133 349 53 53 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 3 7 3 0 0 Cap, veh/h 887 746 541 880 173 154 Arrive On Green 0.51 0.51 0.51 0.51 0.10 0.10 Sat Flow, veh/h 1723 1448 788 1709 1667 1483 Grp Volume(v), veh/h 480 118 133 349 53 53 Grp Sat Flow(s),veh/h/ln 1723 1448 788 1709 1667 1483 Q Serve(g_s), s 4.8 1.1 3.5 3.2 0.7 0.8 Cycle Q Clear(g_c), s 4.8 1.1 8.2 3.2 0.7 0.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 887 746 541 880 173 154 V/C Ratio(X) 0.54 0.16 0.25 0.40 0.31 0.34 Avail Cap(c_a), veh/h 2730 2296 1384 2709 655 583 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 4.1 3.3 6.9 3.8 10.6 10.6 Incr Delay (d2), s/veh 0.5 0.1 0.2 0.3 1.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.2 0.1 0.2 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 4.7 3.4 7.2 4.0 11.5 11.9 LnGrp LOS A A A A B B Approach Vol, veh/h 598 482 106 Approach Delay, s/veh 4.4 4.9 11.7 Approach LOS A A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 18.8 6.6 18.8 Change Period (Y+Rc), s 5.7 4.0 5.7 Max Green Setting (Gmax), s 40.3 10.0 40.3 Max Q Clear Time (g_c+I1), s 10.2 2.8 6.8 Green Ext Time (p_c), s 2.9 0.1 3.2 Intersection Summary HCM 6th Ctrl Delay 5.3 HCM 6th LOS A MOVEMENT SUMMARY Site: 101 [Catamount & Davis 2037 AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: Davis Ln 8 T1 All MCs 354 3.0 354 3.0 0.367 6.0 LOS A 2.3 58.2 0.24 0.08 0.24 32.9 18 R2 All MCs 111 3.0 111 3.0 0.367 6.0 LOS A 2.3 58.2 0.24 0.08 0.24 32.7 Approach 465 3.0 465 3.0 0.367 6.0 LOS A 2.3 58.2 0.24 0.08 0.24 32.9 East: Catamount St 1 L2 All MCs 110 3.0 110 3.0 0.153 5.4 LOS A 0.7 16.7 0.48 0.35 0.48 31.0 16 R2 All MCs 30 3.0 30 3.0 0.153 5.4 LOS A 0.7 16.7 0.48 0.35 0.48 31.4 Approach 140 3.0 140 3.0 0.153 5.4 LOS A 0.7 16.7 0.48 0.35 0.48 31.1 North: Davis Ln 7 L2 All MCs 53 3.0 53 3.0 0.311 5.8 LOS A 1.7 44.0 0.32 0.15 0.32 32.1 4 T1 All MCs 317 3.0 317 3.0 0.311 5.8 LOS A 1.7 44.0 0.32 0.15 0.32 32.7 Approach 371 3.0 371 3.0 0.311 5.8 LOS A 1.7 44.0 0.32 0.15 0.32 32.6 All Vehicles 976 3.0 976 3.0 0.367 5.9 LOS A 2.3 58.2 0.31 0.15 0.31 32.5 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, March 17, 2023 2:10:36 PM Project: P:\22396_North_Bozeman_115_TIS\TRAFFIC\Capacity Calcs\Turnrow roundabouts.sip9 HCM 6th AWSC 11: N 27th Ave & Catamount St 03/20/2023 AM Peak Turnrow Development 4:16 pm 03/15/2023 Future (2037)Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 12.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 157 77 4 94 14 104 173 8 7 102 5 Future Vol, veh/h 36 157 77 4 94 14 104 173 8 7 102 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 30 1 3 0 0 30 0 5 0 0 0 0 Mvmt Flow 39 171 84 4 102 15 113 188 9 8 111 5 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 13.6 9.9 13 10 HCM LOS B A B A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 36% 13% 4% 6% Vol Thru, % 61% 58% 84% 89% Vol Right, % 3% 29% 12% 4% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 285 270 112 114 LT Vol 104 36 4 7 Through Vol 173 157 94 102 RT Vol 8 77 14 5 Lane Flow Rate 310 293 122 124 Geometry Grp 1 1 1 1 Degree of Util (X) 0.462 0.463 0.188 0.193 Departure Headway (Hd) 5.368 5.683 5.564 5.61 Convergence, Y/N Yes Yes Yes Yes Cap 672 634 644 638 Service Time 3.404 3.719 3.611 3.656 HCM Lane V/C Ratio 0.461 0.462 0.189 0.194 HCM Control Delay 13 13.6 9.9 10 HCM Lane LOS B B A A HCM 95th-tile Q 2.4 2.4 0.7 0.7 MOVEMENT SUMMARY Site: 101 [27th & Catamount 2037 AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: N 27th Ave 3 L2 All MCs 113 3.0 113 3.0 0.292 6.2 LOS A 1.5 38.2 0.44 0.27 0.44 31.5 8 T1 All MCs 188 3.0 188 3.0 0.292 6.2 LOS A 1.5 38.2 0.44 0.27 0.44 32.1 18 R2 All MCs 9 3.0 9 3.0 0.292 6.2 LOS A 1.5 38.2 0.44 0.27 0.44 31.8 Approach 310 3.0 310 3.0 0.292 6.2 LOS A 1.5 38.2 0.44 0.27 0.44 31.8 East: Catamount St 1 L2 All MCs 4 3.0 4 3.0 0.131 5.1 LOS A 0.6 14.1 0.47 0.33 0.47 32.7 6 T1 All MCs 102 3.0 102 3.0 0.131 5.1 LOS A 0.6 14.1 0.47 0.33 0.47 33.3 16 R2 All MCs 15 3.0 15 3.0 0.131 5.1 LOS A 0.6 14.1 0.47 0.33 0.47 33.0 Approach 122 3.0 122 3.0 0.131 5.1 LOS A 0.6 14.1 0.47 0.33 0.47 33.2 North: N 27th Ave 7 L2 All MCs 8 3.0 8 3.0 0.117 4.4 LOS A 0.5 12.9 0.38 0.23 0.38 32.9 4 T1 All MCs 111 3.0 111 3.0 0.117 4.4 LOS A 0.5 12.9 0.38 0.23 0.38 33.6 14 R2 All MCs 5 3.0 5 3.0 0.117 4.4 LOS A 0.5 12.9 0.38 0.23 0.38 33.3 Approach 124 3.0 124 3.0 0.117 4.4 LOS A 0.5 12.9 0.38 0.23 0.38 33.5 West: Catamount St 5 L2 All MCs 39 3.0 39 3.0 0.250 5.3 LOS A 1.3 32.7 0.32 0.16 0.32 32.4 2 T1 All MCs 171 3.0 171 3.0 0.250 5.3 LOS A 1.3 32.7 0.32 0.16 0.32 33.0 12 R2 All MCs 84 3.0 84 3.0 0.250 5.3 LOS A 1.3 32.7 0.32 0.16 0.32 32.8 Approach 293 3.0 293 3.0 0.250 5.3 LOS A 1.3 32.7 0.32 0.16 0.32 32.8 All Vehicles 849 3.0 849 3.0 0.292 5.4 LOS A 1.5 38.2 0.39 0.23 0.39 32.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, March 17, 2023 2:14:06 PM Project: P:\22396_North_Bozeman_115_TIS\TRAFFIC\Capacity Calcs\Turnrow roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Davis & Cattail 2037 AM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: Davis Ln 3 L2 All MCs 48 3.0 48 3.0 0.508 8.4 LOS A 3.7 94.2 0.44 0.21 0.44 31.1 8 T1 All MCs 465 3.0 465 3.0 0.508 8.4 LOS A 3.7 94.2 0.44 0.21 0.44 31.6 18 R2 All MCs 87 3.0 87 3.0 0.508 8.4 LOS A 3.7 94.2 0.44 0.21 0.44 31.4 Approach 600 3.0 600 3.0 0.508 8.4 LOS A 3.7 94.2 0.44 0.21 0.44 31.6 East: Cattail St 1 L2 All MCs 77 3.0 77 3.0 0.159 6.8 LOS A 0.6 16.2 0.59 0.50 0.59 30.6 6 T1 All MCs 28 3.0 28 3.0 0.159 6.8 LOS A 0.6 16.2 0.59 0.50 0.59 31.2 16 R2 All MCs 8 3.0 8 3.0 0.159 6.8 LOS A 0.6 16.2 0.59 0.50 0.59 30.9 Approach 113 3.0 113 3.0 0.159 6.8 LOS A 0.6 16.2 0.59 0.50 0.59 30.8 North: Davis Ln 7 L2 All MCs 3 3.0 3 3.0 0.554 9.5 LOS A 4.2 106.6 0.53 0.28 0.53 30.8 4 T1 All MCs 466 3.0 466 3.0 0.554 9.5 LOS A 4.2 106.6 0.53 0.28 0.53 31.3 14 R2 All MCs 161 3.0 161 3.0 0.554 9.5 LOS A 4.2 106.6 0.53 0.28 0.53 31.1 Approach 630 3.0 630 3.0 0.554 9.5 LOS A 4.2 106.6 0.53 0.28 0.53 31.2 West: Cattail St 5 L2 All MCs 75 3.0 75 3.0 0.179 6.8 LOS A 0.7 18.7 0.58 0.49 0.58 30.9 2 T1 All MCs 40 3.0 40 3.0 0.179 6.8 LOS A 0.7 18.7 0.58 0.49 0.58 31.4 12 R2 All MCs 17 3.0 17 3.0 0.179 6.8 LOS A 0.7 18.7 0.58 0.49 0.58 31.2 Approach 133 3.0 133 3.0 0.179 6.8 LOS A 0.7 18.7 0.58 0.49 0.58 31.1 All Vehicles 1476 3.0 1476 3.0 0.554 8.6 LOS A 4.2 106.6 0.51 0.29 0.51 31.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, March 17, 2023 2:05:26 PM Project: P:\22396_North_Bozeman_115_TIS\TRAFFIC\Capacity Calcs\Turnrow roundabouts.sip9 HCM 6th TWSC 5: Davis Lane & Catamount St 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 100 59 421 106 45 369 Future Vol, veh/h 100 59 421 106 45 369 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 - 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 5 0 0 Mvmt Flow 109 64 458 115 49 401 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 815 287 0 0 573 0 Stage 1 516 - - - - - Stage 2 299 - - - - - Critical Hdwy 6.8 6.9 - - 4.1 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 319 716 - - 1010 - Stage 1 570 - - - - - Stage 2 732 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 303 716 - - 1010 - Mov Cap-2 Maneuver 422 - - - - - Stage 1 570 - - - - - Stage 2 696 - - - - - Approach WB NB SB HCM Control Delay, s 16 0 1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 498 1010 - HCM Lane V/C Ratio - - 0.347 0.048 - HCM Control Delay (s) - - 16 8.7 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 1.5 0.2 - HCM 6th TWSC 6: Ferguson Ave & E Valley Center Rd 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 2 Intersection Int Delay, s/veh 3.4 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 655 165 28 776 136 41 Future Vol, veh/h 655 165 28 776 136 41 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 300 300 - 150 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 0 0 2 0 0 Mvmt Flow 712 179 30 843 148 45 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 891 0 1615 712 Stage 1 - - - - 712 - Stage 2 - - - - 903 - 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 - - 769 - ~ 115 436 Stage 1 - - - - 490 - Stage 2 - - - - 399 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 769 - ~ 111 436 Mov Cap-2 Maneuver - - - - 246 - Stage 1 - - - - 490 - Stage 2 - - - - 383 - Approach SE NW NE HCM Control Delay, s 0 0.3 33.6 HCM LOS D Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SER Capacity (veh/h) 246 436 769 - - - HCM Lane V/C Ratio 0.601 0.102 0.04 - - - HCM Control Delay (s) 39.5 14.2 9.9 - - - HCM Lane LOS E B A - - - HCM 95th %tile Q(veh) 3.5 0.3 0.1 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 11: N 27th Ave & Catamount St 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 3 Intersection Int Delay, s/veh 13.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 100 120 20 128 20 105 192 9 22 211 18 Future Vol, veh/h 14 100 120 20 128 20 105 192 9 22 211 18 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 50 0 0 0 0 15 0 3 0 0 0 0 Mvmt Flow 15 109 130 22 139 22 114 209 10 24 229 20 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 810 734 239 849 739 214 249 0 0 219 0 0 Stage 1 287 287 - 442 442 - - - - - - - Stage 2 523 447 - 407 297 - - - - - - - Critical Hdwy 7.6 6.5 6.2 7.1 6.5 6.35 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.6 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.6 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.95 4 3.3 3.5 4 3.435 2.2 - - 2.2 - - Pot Cap-1 Maneuver 249 350 805 283 347 794 1328 - - 1362 - - Stage 1 628 678 - 598 580 - - - - - - - Stage 2 459 577 - 625 671 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 146 314 805 161 312 794 1328 - - 1362 - - Mov Cap-2 Maneuver 146 314 - 161 312 - - - - - - - Stage 1 574 666 - 547 530 - - - - - - - Stage 2 301 527 - 431 659 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 26.5 34 2.7 0.7 HCM LOS D D Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1328 - - 415 300 1362 - - HCM Lane V/C Ratio 0.086 - - 0.613 0.609 0.018 - - HCM Control Delay (s) 8 - - 26.5 34 7.7 - - HCM Lane LOS A - - D D A - - HCM 95th %tile Q(veh) 0.3 - - 4 3.7 0.1 - - HCM 6th TWSC 12: N 27th Ave & E Valley Center Rd 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 4 Intersection Int Delay, s/veh 5.6 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 485 91 76 440 179 114 Future Vol, veh/h 485 91 76 440 179 114 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 300 400 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 4 15 0 0 0 Mvmt Flow 527 99 83 478 195 124 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 626 0 1171 527 Stage 1 - - - - 527 - Stage 2 - - - - 644 - Critical Hdwy - - 4.25 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.335 - 3.5 3.3 Pot Cap-1 Maneuver - - 896 - 215 555 Stage 1 - - - - 596 - Stage 2 - - - - 527 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 896 - 195 555 Mov Cap-2 Maneuver - - - - 329 - Stage 1 - - - - 596 - Stage 2 - - - - 478 - Approach SE NW NE HCM Control Delay, s 0 1.4 23.9 HCM LOS C Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SER Capacity (veh/h) 329 555 896 - - - HCM Lane V/C Ratio 0.591 0.223 0.092 - - - HCM Control Delay (s) 30.6 13.3 9.4 - - - HCM Lane LOS D B A - - - HCM 95th %tile Q(veh) 3.6 0.8 0.3 - - - HCM 6th TWSC 17: Cattail St & N 27th Ave 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 6 Intersection Int Delay, s/veh 4.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 56 130 154 283 330 42 Future Vol, veh/h 56 130 154 283 330 42 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 - - - 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 61 141 167 308 359 46 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1024 382 405 0 - 0 Stage 1 382 - - - - - Stage 2 642 - - - - - 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 263 670 1165 - - - Stage 1 694 - - - - - Stage 2 528 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 225 670 1165 - - - Mov Cap-2 Maneuver 357 - - - - - Stage 1 595 - - - - - Stage 2 528 - - - - - Approach EB NB SB HCM Control Delay, s 15.9 3 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1165 - 530 - - HCM Lane V/C Ratio 0.144 - 0.381 - - HCM Control Delay (s) 8.6 - 15.9 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.5 - 1.8 - - HCM 6th TWSC 25: Access 2 & E Valley Center Rd 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 0.5 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 599 97 35 804 0 37 Future Vol, veh/h 599 97 35 804 0 37 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 300 300 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 0 0 2 0 0 Mvmt Flow 651 105 38 874 0 40 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 756 0 - 651 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - 4.1 - - 6.2 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - 2.2 - - 3.3 Pot Cap-1 Maneuver - - 864 - 0 472 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 864 - - 472 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach SE NW NE HCM Control Delay, s 0 0.4 13.3 HCM LOS B Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 472 864 - - - HCM Lane V/C Ratio 0.085 0.044 - - - HCM Control Delay (s) 13.3 9.4 - - - HCM Lane LOS B A - - - HCM 95th %tile Q(veh) 0.3 0.1 - - - HCM 6th TWSC 28: Davis Lane & Access 3 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 70 97 181 310 246 26 Future Vol, veh/h 70 97 181 310 246 26 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 - - - 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 2 2 0 Mvmt Flow 76 105 197 337 267 28 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 844 148 295 0 - 0 Stage 1 281 - - - - - Stage 2 563 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 306 878 1278 - - - Stage 1 747 - - - - - Stage 2 539 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 259 878 1278 - - - Mov Cap-2 Maneuver 259 - - - - - Stage 1 632 - - - - - Stage 2 539 - - - - - Approach EB NB SB HCM Control Delay, s 18.9 3.1 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1278 - 439 - - HCM Lane V/C Ratio 0.154 - 0.413 - - HCM Control Delay (s) 8.3 - 18.9 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.5 - 2 - - Queues 3: Davis Lane & E Valley Center Rd 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 3 Lane Group SET SER NWL NWT NEL NER Lane Group Flow (vph) 446 246 50 547 365 48 v/c Ratio 0.59 0.31 0.15 0.72 0.69 0.09 Control Delay 14.5 2.8 10.2 17.9 22.3 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.5 2.8 10.2 17.9 22.3 5.3 Queue Length 50th (ft) 85 0 8 113 82 0 Queue Length 95th (ft) 186 31 27 246 186 18 Internal Link Dist (ft) 580 2788 527 Turn Bay Length (ft) 300 300 Base Capacity (vph) 1066 1018 481 1077 774 732 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.42 0.24 0.10 0.51 0.47 0.07 Intersection Summary HCM 6th Signalized Intersection Summary 3: Davis Lane & E Valley Center Rd 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 4 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Volume (veh/h) 410 226 46 503 336 44 Future Volume (veh/h) 410 226 46 503 336 44 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 1750 1750 1736 1723 1750 Adj Flow Rate, veh/h 446 246 50 547 365 48 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 0 1 2 0 Cap, veh/h 711 612 363 717 469 424 Arrive On Green 0.41 0.41 0.41 0.41 0.29 0.29 Sat Flow, veh/h 1723 1483 764 1736 1641 1483 Grp Volume(v), veh/h 446 246 50 547 365 48 Grp Sat Flow(s),veh/h/ln 1723 1483 764 1736 1641 1483 Q Serve(g_s), s 7.2 4.1 2.0 9.5 7.2 0.8 Cycle Q Clear(g_c), s 7.2 4.1 9.2 9.5 7.2 0.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 711 612 363 717 469 424 V/C Ratio(X) 0.63 0.40 0.14 0.76 0.78 0.11 Avail Cap(c_a), veh/h 1371 1181 656 1382 998 902 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.2 7.3 11.8 8.9 11.5 9.3 Incr Delay (d2), s/veh 0.9 0.4 0.2 1.7 2.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.6 0.2 1.7 2.2 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.1 7.7 12.0 10.6 14.4 9.4 LnGrp LOS A A B B B A Approach Vol, veh/h 692 597 413 Approach Delay, s/veh 8.6 10.7 13.8 Approach LOS A B B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 20.5 14.7 20.5 Change Period (Y+Rc), s 6.0 4.6 6.0 Max Green Setting (Gmax), s 28.0 21.4 28.0 Max Q Clear Time (g_c+I1), s 9.2 9.2 11.5 Green Ext Time (p_c), s 3.0 1.0 3.0 Intersection Summary HCM 6th Ctrl Delay 10.6 HCM 6th LOS B Queues 5: Davis Lane & Catamount St 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 5 Lane Group WBL NBT SBL SBT Lane Group Flow (vph) 173 573 49 401 v/c Ratio 0.39 0.31 0.11 0.21 Control Delay 9.4 5.3 6.3 5.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 9.4 5.3 6.3 5.4 Queue Length 50th (ft) 15 22 4 17 Queue Length 95th (ft) 42 52 17 39 Internal Link Dist (ft) 2115 2568 3026 Turn Bay Length (ft) 50 Base Capacity (vph) 1208 2841 682 2974 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.14 0.20 0.07 0.13 Intersection Summary HCM 6th Signalized Intersection Summary 5: Davis Lane & Catamount St 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 100 59 421 106 45 369 Future Volume (veh/h) 100 59 421 106 45 369 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1750 1736 1682 1750 1750 Adj Flow Rate, veh/h 109 64 458 115 49 401 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 1 5 0 0 Cap, veh/h 155 91 1080 269 606 1372 Arrive On Green 0.16 0.16 0.41 0.41 0.41 0.41 Sat Flow, veh/h 999 586 2703 652 853 3413 Grp Volume(v), veh/h 174 0 288 285 49 401 Grp Sat Flow(s),veh/h/ln 1594 0 1650 1619 853 1663 Q Serve(g_s), s 2.1 0.0 2.5 2.5 0.9 1.6 Cycle Q Clear(g_c), s 2.1 0.0 2.5 2.5 3.4 1.6 Prop In Lane 0.63 0.37 0.40 1.00 Lane Grp Cap(c), veh/h 247 0 681 668 606 1372 V/C Ratio(X) 0.70 0.00 0.42 0.43 0.08 0.29 Avail Cap(c_a), veh/h 1842 0 2353 2310 1471 4744 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.0 0.0 4.2 4.2 5.4 3.9 Incr Delay (d2), s/veh 3.6 0.0 0.4 0.4 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.1 0.1 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.6 0.0 4.6 4.6 5.4 4.0 LnGrp LOS B A A A A A Approach Vol, veh/h 174 573 450 Approach Delay, s/veh 11.6 4.6 4.2 Approach LOS B A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 12.8 12.8 7.1 Change Period (Y+Rc), s 4.6 4.6 4.0 Max Green Setting (Gmax), s 28.4 28.4 23.0 Max Q Clear Time (g_c+I1), s 4.5 5.4 4.1 Green Ext Time (p_c), s 3.5 2.8 0.5 Intersection Summary HCM 6th Ctrl Delay 5.5 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement. Queues 6: Ferguson Ave & E Valley Center Rd 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 7 Lane Group SET SER NWL NWT NEL NER Lane Group Flow (vph) 712 179 30 843 148 45 v/c Ratio 0.60 0.16 0.08 0.71 0.46 0.14 Control Delay 9.8 1.5 5.6 13.4 24.1 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.8 1.5 5.6 13.4 24.1 7.3 Queue Length 50th (ft) 119 0 3 163 44 0 Queue Length 95th (ft) 271 19 14 #441 82 20 Internal Link Dist (ft) 1244 710 418 Turn Bay Length (ft) 300 300 150 Base Capacity (vph) 1141 1050 379 1141 608 573 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.62 0.17 0.08 0.74 0.24 0.08 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 6: Ferguson Ave & E Valley Center Rd 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 8 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Volume (veh/h) 655 165 28 776 136 41 Future Volume (veh/h) 655 165 28 776 136 41 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 1750 1750 1723 1750 1750 Adj Flow Rate, veh/h 712 179 30 843 148 45 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 0 2 0 0 Cap, veh/h 1014 873 426 1014 217 193 Arrive On Green 0.59 0.59 0.59 0.59 0.13 0.13 Sat Flow, veh/h 1723 1483 750 1723 1667 1483 Grp Volume(v), veh/h 712 179 30 843 148 45 Grp Sat Flow(s),veh/h/ln 1723 1483 750 1723 1667 1483 Q Serve(g_s), s 10.3 2.0 1.0 14.0 3.0 1.0 Cycle Q Clear(g_c), s 10.3 2.0 11.4 14.0 3.0 1.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1014 873 426 1014 217 193 V/C Ratio(X) 0.70 0.20 0.07 0.83 0.68 0.23 Avail Cap(c_a), veh/h 1524 1312 648 1524 866 770 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 5.1 3.4 9.1 5.9 14.8 13.9 Incr Delay (d2), s/veh 0.9 0.1 0.1 2.5 3.7 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.1 0.8 1.2 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 6.0 3.5 9.2 8.4 18.5 14.5 LnGrp LOS A A A A B B Approach Vol, veh/h 891 873 193 Approach Delay, s/veh 5.5 8.5 17.6 Approach LOS A A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 27.0 8.6 27.0 Change Period (Y+Rc), s 6.0 4.0 6.0 Max Green Setting (Gmax), s 31.5 18.5 31.5 Max Q Clear Time (g_c+I1), s 16.0 5.0 12.3 Green Ext Time (p_c), s 4.9 0.4 4.7 Intersection Summary HCM 6th Ctrl Delay 8.0 HCM 6th LOS A Queues 8: Cattail St & Davis Lane 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 9 Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 132 197 8 784 8 678 v/c Ratio 0.33 0.47 0.02 0.44 0.02 0.38 Control Delay 12.6 15.2 6.9 7.2 7.0 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.6 15.2 6.9 7.2 7.0 7.3 Queue Length 50th (ft) 16 27 1 41 1 37 Queue Length 95th (ft) 60 90 6 104 7 94 Internal Link Dist (ft) 1036 400 367 2568 Turn Bay Length (ft) 50 50 Base Capacity (vph) 857 873 580 2666 502 2722 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.23 0.01 0.29 0.02 0.25 Intersection Summary HCM 6th Signalized Intersection Summary 8: Cattail St & Davis Lane 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 82 32 7 131 51 0 7 541 180 7 541 83 Future Volume (veh/h) 82 32 7 131 51 0 7 541 180 7 541 83 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1750 1750 1723 1750 1750 1736 1750 Adj Flow Rate, veh/h 89 35 8 142 55 0 8 588 196 8 588 90 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 0 0 2 0 0 1 0 Cap, veh/h 423 121 20 462 99 0 528 1101 366 480 1310 200 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.00 0.46 0.46 0.46 0.46 0.46 0.46 Sat Flow, veh/h 906 589 96 1063 481 0 774 2412 802 701 2869 438 Grp Volume(v), veh/h 132 0 0 197 0 0 8 398 386 8 337 341 Grp Sat Flow(s),veh/h/ln 1592 0 0 1544 0 0 774 1637 1578 701 1650 1657 Q Serve(g_s), s 0.0 0.0 0.0 1.1 0.0 0.0 0.2 4.4 4.5 0.2 3.6 3.6 Cycle Q Clear(g_c), s 1.7 0.0 0.0 2.8 0.0 0.0 3.8 4.4 4.5 4.7 3.6 3.6 Prop In Lane 0.67 0.06 0.72 0.00 1.00 0.51 1.00 0.26 Lane Grp Cap(c), veh/h 564 0 0 561 0 0 528 747 720 480 753 757 V/C Ratio(X) 0.23 0.00 0.00 0.35 0.00 0.00 0.02 0.53 0.54 0.02 0.45 0.45 Avail Cap(c_a), veh/h 1528 0 0 1531 0 0 1069 1892 1825 970 1907 1916 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.7 0.0 0.0 9.1 0.0 0.0 6.0 5.0 5.0 6.7 4.7 4.7 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.4 0.0 0.0 0.0 0.6 0.6 0.0 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 0.7 0.0 0.0 0.0 0.5 0.5 0.0 0.4 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.9 0.0 0.0 9.5 0.0 0.0 6.0 5.6 5.6 6.7 5.1 5.1 LnGrp LOS A A A A A A A A A A A A Approach Vol, veh/h 132 197 792 686 Approach Delay, s/veh 8.9 9.5 5.6 5.2 Approach LOS A A A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 16.2 9.2 16.2 9.2 Change Period (Y+Rc), s 4.6 4.0 4.6 4.0 Max Green Setting (Gmax), s 29.4 22.0 29.4 22.0 Max Q Clear Time (g_c+I1), s 6.5 3.7 6.7 4.8 Green Ext Time (p_c), s 5.1 0.6 4.2 1.0 Intersection Summary HCM 6th Ctrl Delay 6.1 HCM 6th LOS A Queues 11: N 27th Ave & Catamount St 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 11 Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 254 183 114 219 24 249 v/c Ratio 0.44 0.34 0.22 0.26 0.04 0.29 Control Delay 7.1 8.6 7.9 7.3 6.4 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.1 8.6 7.9 7.3 6.4 7.3 Queue Length 50th (ft) 12 14 9 17 2 19 Queue Length 95th (ft) 49 48 34 54 10 60 Internal Link Dist (ft) 2115 604 1825 1466 Turn Bay Length (ft) 50 50 Base Capacity (vph) 1447 1495 992 1582 1018 1620 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.12 0.11 0.14 0.02 0.15 Intersection Summary HCM 6th Signalized Intersection Summary 11: N 27th Ave & Catamount St 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 14 100 120 20 128 20 105 192 9 22 211 18 Future Volume (veh/h) 14 100 120 20 128 20 105 192 9 22 211 18 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 1068 1750 1750 1750 1750 1545 1750 1709 1750 1750 1750 1750 Adj Flow Rate, veh/h 15 109 130 22 139 22 114 209 10 24 229 20 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, % 50 0 0 0 0 15 0 3 0 0 0 0 Cap, veh/h 188 201 224 214 375 55 616 578 28 639 566 49 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.36 0.36 0.36 0.36 0.36 0.36 Sat Flow, veh/h 47 727 811 107 1358 200 1149 1618 77 1181 1587 139 Grp Volume(v), veh/h 254 0 0 183 0 0 114 0 219 24 0 249 Grp Sat Flow(s),veh/h/ln 1585 0 0 1665 0 0 1149 0 1695 1181 0 1725 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 1.8 0.0 2.1 0.3 0.0 2.4 Cycle Q Clear(g_c), s 3.0 0.0 0.0 1.9 0.0 0.0 4.2 0.0 2.1 2.4 0.0 2.4 Prop In Lane 0.06 0.51 0.12 0.12 1.00 0.05 1.00 0.08 Lane Grp Cap(c), veh/h 613 0 0 645 0 0 616 0 605 639 0 616 V/C Ratio(X) 0.41 0.00 0.00 0.28 0.00 0.00 0.19 0.00 0.36 0.04 0.00 0.40 Avail Cap(c_a), veh/h 2048 0 0 2125 0 0 1575 0 2021 1625 0 2056 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 6.8 0.0 0.0 6.4 0.0 0.0 6.8 0.0 5.2 6.1 0.0 5.3 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.2 0.0 0.0 0.1 0.0 0.4 0.0 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 0.3 0.0 0.0 0.2 0.0 0.3 0.0 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.2 0.0 0.0 6.6 0.0 0.0 7.0 0.0 5.5 6.1 0.0 5.7 LnGrp LOS A A A A A A A A A A A A Approach Vol, veh/h 254 183 333 273 Approach Delay, s/veh 7.2 6.6 6.0 5.7 Approach LOS A A A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 11.8 10.0 11.8 10.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 26.0 26.0 26.0 26.0 Max Q Clear Time (g_c+I1), s 6.2 5.0 4.4 3.9 Green Ext Time (p_c), s 1.6 1.5 1.5 1.0 Intersection Summary HCM 6th Ctrl Delay 6.4 HCM 6th LOS A Queues 12: N 27th Ave & E Valley Center Rd 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 13 Lane Group SET SER NWL NWT NEL NER Lane Group Flow (vph) 527 99 83 478 195 124 v/c Ratio 0.60 0.13 0.26 0.53 0.48 0.27 Control Delay 10.9 2.1 8.8 9.8 18.2 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.9 2.1 8.8 9.8 18.2 5.5 Queue Length 50th (ft) 70 0 9 61 32 0 Queue Length 95th (ft) 174 16 34 149 101 31 Internal Link Dist (ft) 2788 872 364 Turn Bay Length (ft) 300 400 50 Base Capacity (vph) 1528 1284 559 1558 620 633 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.08 0.15 0.31 0.31 0.20 Intersection Summary HCM 6th Signalized Intersection Summary 12: N 27th Ave & E Valley Center Rd 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 14 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Volume (veh/h) 485 91 76 440 179 114 Future Volume (veh/h) 485 91 76 440 179 114 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 1695 1545 1750 1750 1750 Adj Flow Rate, veh/h 527 99 83 478 195 124 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 4 15 0 0 0 Cap, veh/h 851 710 433 865 307 273 Arrive On Green 0.49 0.49 0.49 0.49 0.18 0.18 Sat Flow, veh/h 1723 1437 717 1750 1667 1483 Grp Volume(v), veh/h 527 99 83 478 195 124 Grp Sat Flow(s),veh/h/ln 1723 1437 717 1750 1667 1483 Q Serve(g_s), s 6.7 1.1 2.9 5.7 3.3 2.2 Cycle Q Clear(g_c), s 6.7 1.1 9.6 5.7 3.3 2.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 851 710 433 865 307 273 V/C Ratio(X) 0.62 0.14 0.19 0.55 0.64 0.45 Avail Cap(c_a), veh/h 2017 1682 918 2049 829 738 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 5.6 4.1 9.1 5.3 11.4 11.0 Incr Delay (d2), s/veh 0.7 0.1 0.2 0.6 2.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.1 0.2 0.4 1.1 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 6.3 4.2 9.3 5.9 13.5 12.1 LnGrp LOS A A A A B B Approach Vol, veh/h 626 561 319 Approach Delay, s/veh 6.0 6.4 13.0 Approach LOS A A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 20.6 9.6 20.6 Change Period (Y+Rc), s 5.7 4.0 5.7 Max Green Setting (Gmax), s 35.3 15.0 35.3 Max Q Clear Time (g_c+I1), s 11.6 5.3 8.7 Green Ext Time (p_c), s 3.3 0.7 3.4 Intersection Summary HCM 6th Ctrl Delay 7.6 HCM 6th LOS A MOVEMENT SUMMARY Site: 101 [Catamount & Davis 2037 PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: Davis Ln 8 T1 All MCs 458 3.0 458 3.0 0.450 6.9 LOS A 3.2 81.4 0.26 0.09 0.26 32.5 18 R2 All MCs 115 3.0 115 3.0 0.450 6.9 LOS A 3.2 81.4 0.26 0.09 0.26 32.2 Approach 573 3.0 573 3.0 0.450 6.9 LOS A 3.2 81.4 0.26 0.09 0.26 32.4 East: Catamount St 1 L2 All MCs 109 3.0 109 3.0 0.211 6.6 LOS A 0.9 23.3 0.56 0.44 0.56 30.8 16 R2 All MCs 64 3.0 64 3.0 0.211 6.6 LOS A 0.9 23.3 0.56 0.44 0.56 31.1 Approach 173 3.0 173 3.0 0.211 6.6 LOS A 0.9 23.3 0.56 0.44 0.56 30.9 North: Davis Ln 7 L2 All MCs 49 3.0 49 3.0 0.377 6.6 LOS A 2.3 58.2 0.35 0.16 0.35 31.8 4 T1 All MCs 401 3.0 401 3.0 0.377 6.6 LOS A 2.3 58.2 0.35 0.16 0.35 32.4 Approach 450 3.0 450 3.0 0.377 6.6 LOS A 2.3 58.2 0.35 0.16 0.35 32.4 All Vehicles 1196 3.0 1196 3.0 0.450 6.7 LOS A 3.2 81.4 0.34 0.17 0.34 32.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, March 17, 2023 2:10:42 PM Project: P:\22396_North_Bozeman_115_TIS\TRAFFIC\Capacity Calcs\Turnrow roundabouts.sip9 HCM 6th AWSC 11: N 27th Ave & Catamount St 03/20/2023 PM Peak Turnrow Development 4:17 pm 03/15/2023 Future (2037)Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 14.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 100 120 20 128 20 105 192 9 22 211 18 Future Vol, veh/h 14 100 120 20 128 20 105 192 9 22 211 18 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 50 0 0 0 0 15 0 3 0 0 0 0 Mvmt Flow 15 109 130 22 139 22 114 209 10 24 229 20 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 15.7 12.4 16.2 14 HCM LOS C B C B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 34% 6% 12% 9% Vol Thru, % 63% 43% 76% 84% Vol Right, % 3% 51% 12% 7% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 306 234 168 251 LT Vol 105 14 20 22 Through Vol 192 100 128 211 RT Vol 9 120 20 18 Lane Flow Rate 333 254 183 273 Geometry Grp 1 1 1 1 Degree of Util (X) 0.552 0.474 0.321 0.456 Departure Headway (Hd) 5.972 6.712 6.325 6.019 Convergence, Y/N Yes Yes Yes Yes Cap 605 537 568 597 Service Time 4.01 4.754 4.371 4.059 HCM Lane V/C Ratio 0.55 0.473 0.322 0.457 HCM Control Delay 16.2 15.7 12.4 14 HCM Lane LOS C C B B HCM 95th-tile Q 3.4 2.5 1.4 2.4 MOVEMENT SUMMARY Site: 101 [27th & Catamount 2037 PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: N 27th Ave 3 L2 All MCs 114 3.0 114 3.0 0.291 5.8 LOS A 1.5 39.4 0.37 0.19 0.37 31.7 8 T1 All MCs 209 3.0 209 3.0 0.291 5.8 LOS A 1.5 39.4 0.37 0.19 0.37 32.3 18 R2 All MCs 10 3.0 10 3.0 0.291 5.8 LOS A 1.5 39.4 0.37 0.19 0.37 32.0 Approach 333 3.0 333 3.0 0.291 5.8 LOS A 1.5 39.4 0.37 0.19 0.37 32.1 East: Catamount St 1 L2 All MCs 22 3.0 22 3.0 0.196 5.8 LOS A 0.9 22.3 0.49 0.35 0.49 32.2 6 T1 All MCs 139 3.0 139 3.0 0.196 5.8 LOS A 0.9 22.3 0.49 0.35 0.49 32.8 16 R2 All MCs 22 3.0 22 3.0 0.196 5.8 LOS A 0.9 22.3 0.49 0.35 0.49 32.5 Approach 183 3.0 183 3.0 0.196 5.8 LOS A 0.9 22.3 0.49 0.35 0.49 32.7 North: N 27th Ave 7 L2 All MCs 24 3.0 24 3.0 0.274 6.3 LOS A 1.3 34.2 0.48 0.32 0.48 32.0 4 T1 All MCs 229 3.0 229 3.0 0.274 6.3 LOS A 1.3 34.2 0.48 0.32 0.48 32.6 14 R2 All MCs 20 3.0 20 3.0 0.274 6.3 LOS A 1.3 34.2 0.48 0.32 0.48 32.4 Approach 273 3.0 273 3.0 0.274 6.3 LOS A 1.3 34.2 0.48 0.32 0.48 32.5 West: Catamount St 5 L2 All MCs 15 3.0 15 3.0 0.255 6.1 LOS A 1.2 31.3 0.47 0.31 0.47 32.2 2 T1 All MCs 109 3.0 109 3.0 0.255 6.1 LOS A 1.2 31.3 0.47 0.31 0.47 32.8 12 R2 All MCs 130 3.0 130 3.0 0.255 6.1 LOS A 1.2 31.3 0.47 0.31 0.47 32.5 Approach 254 3.0 254 3.0 0.255 6.1 LOS A 1.2 31.3 0.47 0.31 0.47 32.6 All Vehicles 1042 3.0 1042 3.0 0.291 6.0 LOS A 1.5 39.4 0.45 0.28 0.45 32.4 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, March 17, 2023 2:14:11 PM Project: P:\22396_North_Bozeman_115_TIS\TRAFFIC\Capacity Calcs\Turnrow roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Davis & Cattail 2037 PM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: Davis Ln 3 L2 All MCs 8 3.0 8 3.0 0.679 12.2 LOS B 6.6 169.7 0.64 0.32 0.64 29.7 8 T1 All MCs 588 3.0 588 3.0 0.679 12.2 LOS B 6.6 169.7 0.64 0.32 0.64 30.2 18 R2 All MCs 196 3.0 196 3.0 0.679 12.2 LOS B 6.6 169.7 0.64 0.32 0.64 30.0 Approach 791 3.0 791 3.0 0.679 12.2 LOS B 6.6 169.7 0.64 0.32 0.64 30.1 East: Cattail St 1 L2 All MCs 142 3.0 142 3.0 0.311 9.7 LOS A 1.3 34.2 0.68 0.61 0.70 29.4 6 T1 All MCs 55 3.0 55 3.0 0.311 9.7 LOS A 1.3 34.2 0.68 0.61 0.70 29.9 16 R2 All MCs 1 3.0 1 3.0 0.311 9.7 LOS A 1.3 34.2 0.68 0.61 0.70 29.7 Approach 199 3.0 199 3.0 0.311 9.7 LOS A 1.3 34.2 0.68 0.61 0.70 29.6 North: Davis Ln 7 L2 All MCs 8 3.0 8 3.0 0.638 11.9 LOS B 7.0 179.9 0.68 0.47 0.82 29.8 4 T1 All MCs 588 3.0 588 3.0 0.638 11.9 LOS B 7.0 179.9 0.68 0.47 0.82 30.3 14 R2 All MCs 90 3.0 90 3.0 0.638 11.9 LOS B 7.0 179.9 0.68 0.47 0.82 30.1 Approach 686 3.0 686 3.0 0.638 11.9 LOS B 7.0 179.9 0.68 0.47 0.82 30.3 West: Cattail St 5 L2 All MCs 89 3.0 89 3.0 0.218 8.7 LOS A 0.9 21.9 0.65 0.60 0.65 29.9 2 T1 All MCs 35 3.0 35 3.0 0.218 8.7 LOS A 0.9 21.9 0.65 0.60 0.65 30.4 12 R2 All MCs 8 3.0 8 3.0 0.218 8.7 LOS A 0.9 21.9 0.65 0.60 0.65 30.2 Approach 132 3.0 132 3.0 0.218 8.7 LOS A 0.9 21.9 0.65 0.60 0.65 30.0 All Vehicles 1808 3.0 1808 3.0 0.679 11.6 LOS B 7.0 179.9 0.66 0.43 0.71 30.1 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, March 17, 2023 2:05:32 PM Project: P:\22396_North_Bozeman_115_TIS\TRAFFIC\Capacity Calcs\Turnrow roundabouts.sip9