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011 - FULL_North_Park_TIS-East-Side_062823
NORTH PARK MASTER SITE PLAN TRAFFIC IMPACT STUDY 21349.03 Bozeman TRAX Partners, LLC 5148 US Highway 89 S Livingston, MT 59047 June 2023 North Park Master Site Plan 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 ......................................................................................................................... 6 Crash History .................................................................................................................................... 6 TRIP GENERATION ................................................................................................................................ 10 TRIP DISTRIBUTION ............................................................................................................................... 12 TRAFFIC ASSIGNMENT .......................................................................................................................... 12 TRAFFIC IMPACTS ................................................................................................................................. 12 Traffic Volumes................................................................................................................................ 12 Intersection Capacity ....................................................................................................................... 13 Mitigation Alternatives ..................................................................................................................... 17 CONCLUSIONS & RECOMMENDATIONS .............................................................................................. 18 Conclusions .................................................................................................................................... 18 Recommendations ........................................................................................................................... 19 APPENDICES APPENDIX A – TRAFFIC VOLUME DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2023) APPENDIX C – CAPACITY CALCULATIONS – FULL BUILDOUT (2027) APPENDIX D – CAPACITY CALCULATIONS – FUTURE (2038) APPENDIX E – TRAFFIC SIGNAL WARRANT WORKSHEETS LIST OF TABLES TABLE 1: CRASH HISTORY – FREQUENCY AND SEVERITY STATISTICS ....................................................... 8 TABLE 2: CRASH HISTORY – COLLISION TYPE .......................................................................................... 8 TABLE 3: TRIP GENERATION SUMMARY ................................................................................................. 11 North Park Master Site Plan TIS ii LIST OF FIGURES FIGURE 1: STUDY AREA .......................................................................................................................... 2 FIGURE 2: SITE LAYOUT .......................................................................................................................... 3 FIGURE 3: STREET AND INTERSECTION CHARACTERISTICS ...................................................................... 4 FIGURE 4: EXISTING CONDITIONS (2023) PEAK HOUR TRAFFIC VOLUMES .............................................. 7 FIGURE 5: TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ....................................................... 14 FIGURE 6: FULL BUILDOUT (2027) TRAFFIC PROJECTIONS .................................................................... 15 FIGURE 7: FUTURE (2038) TRAFFIC PROJECTIONS ................................................................................. 16 North Park Master Site Plan TIS 1 INTRODUCTION This traffic impact study (TIS) assesses the traffic-related impacts associated with the proposed North Park Master Site Plan 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 North Park Master Site is located on the north side of the City of Bozeman in Gallatin County, Montana. The site is bordered by Frontage Road to the north, North 7th Avenue and existing businesses to the east, Mandeville Lane to the south, and the North Park West Side property/Mandeville Creek to the west. Figure 1 on the following page depicts the study area. SITE DEVELOPMENT PLAN The North Park Master Site plan proposes construction of mini storage units, a hotel, film studio, live/work units, warehousing space, and a hardware store with additional uses including warehousing and a truss shop. Primary access to the development is proposed via Mandeville Lane and Cultivar Street (currently Red Wing Drive) at North 7th Avenue. 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 all study streets the same in its Transportation Master Plan (TMP) except Oak Street, which is classified as a principal arterial both east and west of North 7th Avenue. 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 North 7th Avenue between Griffin Drive and Red Wing Drive, on Griffin Drive beginning east of Maus Lane, and on Oak Street west of North 7th Avenue. North 7th Avenue has two travel lanes in each direction with turn lanes at intersections south of Griffin Drive, and two southbound lanes with one northbound lane between Flora Lane and Griffin Drive. Oak Street has two travel lanes in each direction west of North 7th Avenue. All other streets in the study area generally have one travel lane in each direction. There is curb and gutter on all study streets except the interstate ramps, Red Wing Drive, North 7th Avenue north of Wheat Drive, and intermittent sections on Mandeville Lane. Mandeville Lane is a gravel road west of Wheat Drive. Red Wing Drive is currently a gravel road, and it is anticipated to be abandoned through the development of the North Park Master Site. Therefore, the access location on North 7th Avenue will be referred to as Cultivar Street in this report. North Park Master Site Plan TIS 2 Figure 1: Study Area North Park Master Site Plan TIS 3 Figure 2: Site Layout North Park Master Site Plan TIS 4 Figure 3: Street and Intersection Characteristics North Park Master Site Plan TIS 5 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 Oak Street/North 7th Avenue intersection has left-turn lanes on all approaches and right-turn lanes on all but the westbound approach. The traffic signal is actuated and coordinated and operates with protected/permissive phasing for all left turns with overlap phasing for all but westbound right turns. The signal currently operates with a free timing plan and no coordination during the PM peak hour. The I-90 EB Ramps/North 7th Avenue intersection has a southbound left-turn lane and dual eastbound right-turn lanes. The traffic signal is actuated and coordinated and operates with protected/permissive phasing for southbound left turns. The I-90 WB Ramps/North 7th Avenue intersection has dual northbound left-turn lanes, separate westbound left-turn and right-turn lanes, and two lanes on the westbound on-ramp. The traffic signal is actuated and coordinated and operates with a protected-only phase for northbound left turns. The North 7th Avenue/Griffin Drive intersection currently has a dedicated northbound right-turn lane. The east and west legs do not have any striped turn lanes, but the street widths allow two vehicles to stage side-by-side on each approach. The MDT North 7th Ave & Griffin Drive project, expected to begin construction in 2023, will reconstruct the intersection to include separate northbound left-, thru, and right-turn lanes, southbound and eastbound left-turn lanes, and dual westbound left-turn lanes. The traffic signal currently operates with permissive phasing for all movements, but the timing and phasing plan will be updated through the MDT project. The existing PM peak is listed as operating with a coordination plan, but the cycle length does not match the other traffic signals along the North 7th Avenue corridor. The stop-controlled Baxter Lane/North 7th Avenue intersection has northbound and southbound left-turn lanes, and the eastbound and westbound approaches are limited to right-out only operations. The stop-controlled North 7th Avenue/Wheat Drive intersection currently has a northbound left-turn lane, and the MDT North 7th Ave & Griffin Drive project will construct a southbound left-turn lane. The two stop-controlled intersections of North 7th Avenue/Cultivar Street and Mandeville Lane/Wheat Drive do not have any dedicated turn lanes. Bicycle/Pedestrian Facilities There is sidewalk along the southwest side of Baxter Lane and on both sides of Oak Street, North 7th Avenue south of Wheat Drive, Wheat Drive, and Mandeville Lane until Wheat Drive. There is also sidewalk adjacent to developed areas along both sides of Nikles Drive and North 7th Avenue for approximately ¼ mile north of Griffin Drive. Griffin Drive has a shared use path along both sides of the road east of Maus Lane. The Bozeman Transportation Master Plan (TMP) recommends sidewalk improvements along missing sections of North 7th Avenue and Griffin Drive, as well as bike lanes and/or shared use paths along those streets as well as Baxter Lane and Oak Street. Traffic Volumes Weekday AM and PM peak hour turning movement counts were collected on Thursday, March 30 and Tuesday, April 4, 2023. The traffic data was collected using Miovision Scout video-based systems. In general, the weekday peak hour periods were found to occur from 7:45 to 8:45 AM and 4:45 to 5:45 PM. Raw count data was adjusted for seasonal North Park Master Site Plan TIS 6 variation using Montana Department of Transportation (MDT) seasonal adjustment factors. Figure 4 on the following page summarizes the calculated Existing Conditions (2023) peak hour turning movement volumes for the AM and PM peak hours. Detailed traffic count data worksheets are included in Appendix A. Intersection Capacity Intersection capacity calculations for Existing Conditions (2023) were performed for all study area intersections 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 (2023) intersection capacity calculations showed that all signalized study intersections operate at LOS D or E on at least one approach, and the stop-controlled intersection of North 7th Avenue/Wheat Drive operates at LOS E on the westbound approach during the PM peak hour. Queuing is moderate at most signalized intersections but westbound queuing at North 7th Avenue/Griffin Drive is extremely lengthy during the PM peak hour, with a 95th percentile queue of 30 vehicles. Figure 4 on page 7 shows the Existing Conditions (2023) 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, 2017 through December 31, 2021. The data was analyzed for the purposes of calculating intersection crash and severity rates and evaluating collision type trends. Tables 1 and 2 on page 8 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 Mandeville Lane/Wheat Drive and North 7th Avenue/Cultivar Street. Crash rates for the study area intersections ranged from 0.00 crashes/MVE to 0.49 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 rates were approximately 1.5 times greater than the predicted crash rates at the intersections of North 7th Avenue/Baxter Lane and North 7th Avenue/Wheat Drive. At the remaining study intersections, the historical crash rates were less than the predicted crash rates. The HSM rate predictions and 5-year crash totals for each intersection are summarized in Table 1 on page 8. North Park Master Site Plan TIS 7 Figure 4: Existing Conditions (2023) Peak Hour Traffic Volumes North Park Master Site Plan TIS 8 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 overall and the proportion of crashes that result in injuries or fatalities. The severity index for the intersection of North 7th Avenue/Baxter Lane was 2.60, resulting from 8 of 10 crashes (80%) resulting in injuries. The intersection of North 7th Avenue/Wheat Drive had a severity index of 2.33, due to 8 of 12 crashes (67%) resulting in injuries. The severity index at North 7th Avenue/West Griffin Drive was found to be 2.17, which is due to 7 of 12 crashes (58%) resulting in injuries. Severity index calculation results are summarized in Table 1 above. Sanderson Stewart also performed an analysis of collision classification to determine if any patterns could be identified. Table 2 below illustrates the results of that analysis. 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 Predicted Crash Rate (Crash/ N 7th Ave/Griffin Dr 18301 12 5 7 0 2.40 0.36 2.17 4.18 0.63 Mandeville Ln/Wheat Dr 431 0 0 0 0 0.00 0.00 0.00 0.07 0.44 N 7th Ave/Cultivar St 7755 0 0 0 0 0.00 0.00 0.00 0.13 0.05 N 7th Ave/Oak St 36980 21 12 9 0 4.20 0.31 1.86 4.70 0.35 N 7th Ave/Baxter Ln 23476 10 2 8 0 2.00 0.23 2.60 1.28 0.15 N 7th Ave/I-90 EB Ramps 23333 6 5 1 0 1.20 0.14 1.33 8.32 0.98 N 7th Ave/I-90 WB Ramps 21897 8 8 0 0 1.60 0.20 1.00 8.32 1.04 N 7th Ave/Wheat Dr 13414 12 4 8 0 2.40 0.49 2.33 1.69 0.35 1 Daily Entering Volume (DEV) estimated from 2023 peak hour counts and 2017 through 2021 MDT published ADTs 2 Crashes reported from January 1, 2017 to December 31, 2021 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 HSM Predictions⁴ Intersection Crash Data3Crash Type 2017-2021 DEV1 Reported Crashes2 Table 2: Crash History – Collision Type Rear End Right Angle Head On RT, OD LT, SD LT, OD Ped Backing Vehicle Fixed Object Bicycle Other Total N 7th Ave/Griffin Dr 2 1 1 1 5 2 12 Mandeville Ln/Wheat Dr 0 N 7th Ave/Cultivar St 0 N 7th Ave/Oak St 12 3 1 1 1 2 1 21 N 7th Ave/Baxter Ln 4 1 2 2 3 12 N 7th Ave/I-90 EB Ramps 4 1 1 6 N 7th Ave/I-90 WB Ramps 1 3 4 8 N 7th Ave/Wheat Dr 3 3 2 1 1 2 12 Collision Type North Park Master Site Plan TIS 9 The signalized intersections of North 7th Avenue/Griffin Drive, North 7th Avenue/Oak Street, and North 7th Avenue/I- 90 EB Ramps had 2, 12, and 4 rear end crashes, respectively. Rear-end collisions commonly occur at signalized intersections because the signalized control is dynamic, and thereby requires drivers to recognize and react to changing conditions in real time. High speeds approaching signalized intersections allow drivers less response time, which creates an opportunity for an increased chance of rear-end collisions. Another potential contributing factor for rear-end collisions at a signalized intersection is a yellow change interval that is too short for the prevailing operating speeds in that corridor. Based on the application of yellow change interval formulas from the Institute of Transportation Engineers (ITE) Traffic Engineering Handbook with 45 mph thru-movement operating speeds, it was calculated that the minimum “design” yellow change intervals at the intersection of North 7th Avenue/Griffin Drive for the northbound and southbound approaches should be 4.3 seconds. The existing signal timing plan uses a change interval of 4.0 seconds. On the eastbound and westbound approaches on Griffin Drive, with a posted speed of 35 mph, the yellow clearance should be increased from 3.0 seconds to 3.6 seconds. All yellow clearances were found to be adequate at the intersections of North 7th Avenue/Oak Street and North 7th Avenue/I-90 EB Ramps. Another factor that typically contributes to a high occurrence of rear-end crashes includes a lack of dedicated turn lanes where high turning movement demands are prevalent. At the intersection of North 7th Avenue/Griffin Drive, both rear- end crashes at this intersection involved westbound vehicles, with one crash involving left-turning vehicles and the other crash occurring with thru movement vehicles. The addition of an auxiliary left-turn lane on the westbound approach may help improve safety. The intersection of North 7th Avenue/Oak Street had 6 of 12 rear end collisions involving northbound thru movement vehicles. Only one rear end crash involved a turning vehicle (southbound left-turn) and a southbound left-turn lane is present. At the intersection of North 7th Avenue/I-90 EB Ramps, 2 of the 4 (50%) rear-end collisions occurred with northbound thru movement vehicles. The stop-controlled intersections of North 7th Avenue/Baxter Lane and North 7th Avenue/Wheat Drive had 4 and 3 rear-end collisions, respectively. At the intersection of North 7th Avenue/Baxter Lane, the rear-end collisions involved northbound vehicles that were traveling straight (no turning movements) during the evening peak hour. It is possible that traffic may be queueing from the North 7th Avenue/I-90 EB ramps due to the proximity of the intersection. At the intersection of North 7th Avenue/Wheat Drive, most rear-end collisions involved southbound traffic moving straight ahead, insinuating either queueing of the nearby intersection of North 7th Avenue/I-90 WB Ramps or speed differentials were contributing factors in the crashes. The signalized intersections of North 7th Avenue/Oak Street and North 7th Avenue/I-90 WB Ramps had 3 right-angle collisions, each. Right-angle collisions typically occur at signalized intersections when drivers misjudge the speed or gap of approaching vehicles with permissive left-turns or due to red-light-running. The intersection of North 7th Avenue/Oak Street has protected/permissive left turns on all approaches. Left turn, opposite direction and right-angle collisions at this intersection involved vehicles turning left from the eastbound, westbound, and southbound approaches. One (1) of the 5 crashes (20%) occurred during snowy conditions and 2 of 4 (50%) occurred at dusk. Adding protected- only left-turn phasing on all approaches may help prevent right-angle and left turn, opposite direction collisions at this intersection. The intersection of North 7th Avenue/I-90 WB Ramps has protected-only left turn phasing. The intersection of North 7th Avenue/Griffin Drive had 5 left-turn, opposite-direction crashes involving left-turning vehicles from all four approaches. Left-turn, opposite-direction crashes often occur at signalized intersections without protected left-turn phasing. The signal at North 7th Avenue/West Griffin Drive operates with permissive phasing for all approaches. It is possible that protected left-turn phases may help improve safety at this intersection. North Park Master Site Plan TIS 10 The stop-controlled intersection of North 7th Avenue/Wheat Drive had 3 right-angle collisions and two left-turn, opposite-direction crashes. The intersection of North 7th Avenue/Baxter Lane had 3 left-turn, opposite-direction crashes. Right-angle and left-turn, opposite-direction collisions often occur at unsignalized intersections after a driver stops at a stop sign or yields in traffic and then proceeds when it is unsafe to do so due to limited sight distance or inadequately judging vehicle gaps. At the intersection of North 7th Avenue/Wheat Drive, the right-angle and left-turn opposite-direction collisions involved eastbound or westbound left-turning vehicles. Sight distance appears to be sufficient at this intersection, but drivers may not be judging gaps appropriately. More traffic data would be needed, but it is possible that driver behavior is being impacted by the amount of traffic on North 7th Avenue and the nearby signalized intersections not providing sufficient gaps. The signal coordination and timing plan on North 7th Avenue could be re-evaluated to determine if gaps are being provided for the nearby unsignalized intersections. At the intersection of North 7th Avenue/Baxter Lane, the left turn collisions involved vehicles turning from the north, south, and east. The intersection of North 7th Avenue/I-90 WB ramps had 4 fixed object crashes. Fixed object crashes typically occur with driver error when vehicle speeds are high or when pavement or weather conditions contribute. All 4 crashes occurred with westbound vehicles hitting a sign support, with two occurring on an icy/frost road surface. It is possible that speed leaving the interstate may be a safety factor. Consideration should be given to adding auxiliary posted speeds on the off-ramp. 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, General Light Industrial (Land Use Code 110), Manufacturing (LU 140), Warehousing (LU 150), Mini-Warehouse (LU 151), Multifamily Housing (Low- Rise) (LU 220), Hotel (LU 310), General Office Building (LU 710), and Building Materials and Lumber Store (LU 812) were used to estimate trip generation for the North Park Master Site. Table 3 on page 11 illustrates the results of the trip generation calculations for the site. The North Park Master Site is projected to generate a total of 4,804 gross average weekday trips with 513 trips (396 entering/117 exiting) generated during the AM peak hour and 531 trips (156 entering/375 exiting) generated during the PM peak hour. 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. A small number of IC trips are anticipated to occur within the North Park Master Site between the office and residential uses. North Park Master Site Plan TIS 11 Table 3: Trip Generation Summary Intensity Units total enter exit total enter exit total enter exit 75 1000 Sq. Ft.109 54 55 7 4 3 11 5 6 124 Rooms 991 496 495 57 32 25 73 37 36 5 3 2 4 0 4 0 0 0 77 1000 Sq. Ft.375 187 188 57 50 7 50 7 43 23 1000 SF GFA 249 125 124 35 31 4 33 6 27 9 7 2 4 4 0 1 0 1 150 1000 Sq. Ft.257 128 129 26 20 6 27 8 19 300 1000 Sq. Ft.513 256 257 51 39 12 54 15 39 50 Dwelling Units 337 169 168 20 5 15 26 16 10 10 2 8 0 0 0 1 1 0 265 1000 Sq. Ft.1291 645 646 196 172 24 172 24 148 20 1000 Sq. Ft.97 48 49 14 11 3 15 5 10 59 1000 Sq. Ft.101 50 51 10 8 2 11 3 8 24 1000 Sq. Ft.412 206 206 38 24 14 54 25 29 36 Trucks 72 36 36 2 0 2 5 5 0 4804 2400 2404 513 396 117 531 156 375 24 12 12 8 4 4 2 1 1 4780 2388 2392 505 392 113 529 155 374 (1)Mini-Warehouse - Land Use Code 151*Units = 1000 SF GFA Average Weekday Average Rate = 1.45 (50% entering, 50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.09 (59% entering, 41% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.15 (47% entering, 53% exiting) (2)Hotel - Land Use Code 310*Units = Rooms Average Weekday Average Rate = 7.99 (50% entering, 50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.46 (56% entering, 44% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.59 (51% entering, 49% exiting) (3)General Light Industrial - Land Use Code 110*Units = 1000 SF GFA Average Weekday Average Rate = 4.87 (50% entering, 50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.74 (88% entering, 12% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.65 (14% entering, 86% 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)Warehousing - Land Use Code 150*Units = 1000 SF GFA Average Weekday Average Rate = 1.71 (50% entering, 50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.17 (77% entering, 23% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.18 (28% entering, 72% exiting) (6)Multifamily Housing (Low-Rise) - Land Use 220*Units = 1000 SF GFA 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) (7)Manufacturing - Land Use Code 140*Units = 1000 SF GFA Average Weekday Average Rate = 4.75 (50% entering, 50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.68 (76% entering, 24% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.74 (31% entering, 69% exiting) (8)Building Materials and Lumber Store - Land Use Code 812*Units = 1000 SF GFA Average Weekday Average Rate = 17.05 (50% entering, 50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 1.59 (62% entering, 38% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 2.25 (46% entering, 54% exiting) *Trip Generation, 11th Edition , Institute of Transportation Engineers, 2021 **Trip Generation Handbook, 3rd Edition , Institute of Transportation Engineers, 2017 †Truck Deliveries calculated based on information from Simkins-Hallin Hotel2 Internal Capture Trips** Tract 4 Tract 5 General Office Building4 Internal Capture Trips** General Light Industrial3 Tract 1 Mini-Warehousing1 Tract 3 Tract 6 Warehousing5 Warehousing5 Independent Variable Average Weekday PM Peak HourLand Use AM Peak Hour Internal Capture Trips** Gross Trips Internal Capture Trips New External Trips Multifamily Housing (Low-Rise)6 Warehousing5 Truss Shop7 Main Store8 Truck Deliveries† Tract 2-B, 3-B, and 4-B (Simkins-Hallin) General Light Industrial3 North Park Master Site Plan TIS 12 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. Pass-by trips are not projected for the North Park Master Site. A portion of the external trips generated by the North Park Master Site could be made by alternate modes (walking, biking, transit), thereby reducing vehicular trips generated. However, alternate mode trips were conservatively assumed to be negligible for this study due to the mostly industrial uses on the site. With adjustments made for internal capture trips, the North Park Master Site is projected to generate 4,780 net new external vehicular trips on a typical weekday with 505 trips (392 entering/113 exiting) during the AM peak hour and 529 trips (155 entering/374 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, with consideration given to the location of the site in relation to I-90 and the rest of Bozeman. A separate truck distribution was calculated based on data from the StreetLight program. Figure 5 on page 14 presents the calculated trip distribution scheme for the North Park Master Site. 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, site-generated trips for the North Park Master Site were assigned to the study area street network for the purposes of projecting future traffic volumes for analysis. It was assumed that all truck trips would only utilize the Cultivar Street access. In addition to site-generated vehicle and truck trips, it is anticipated that truck trips from the existing Simkins-Hallin site on North Broadway Avenue would be removed from the study street network and replaced with truck trips from the new site. The results of the traffic assignment exercise are also illustrated in Figure 5. TRAFFIC IMPACTS Traffic Volumes It was provided by the client that the North Park Master Site is expected to be completed by 2027. In addition to the Full Buildout (2027) analysis, a 15-year Future (2038) horizon 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, future projections calculated for the Bozeman travel demand model (TDM), and growth rates used for the MDT North 7th Ave & Griffin Drive project were reviewed, and it was determined based on the TDM volumes that a background growth rate of 1.25 percent would be appropriate to model long-range ambient growth in the study area. Existing traffic volumes, anticipated background North Park Master Site Plan TIS 13 growth, and site-generated traffic assignments were combined to determine the Full Buildout (2027) and Future (2038) traffic projections, which are shown in Figures 6 and 7 on pages 15 and 16. An application has been initiated for the vacant North Park West Side land, which is anticipated to include mostly industrial development. Detailed site information is not currently available, so no additional volumes were added to the future scenarios to account for that site at this time. Intersection Capacity Sanderson Stewart performed capacity calculations for the Full Buildout (2027) and Future (2038) scenarios based on the AM and PM peak hour traffic volume projections presented in Figures 6 and 7. 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 6 and 7 also show the Full Buildout (2027) and Future (2038) LOS results at each intersection. The results of the Full Buildout (2027) intersection capacity calculations are similar to Existing Conditions (2023), with worsening delay at some approaches. The eastbound approach at the Oak Street/North 7th Avenue intersection is projected to worsen to LOS E during the AM peak hour. The North 7th Avenue/Griffin Drive intersection is projected to worsen to LOS E on the eastbound and westbound approaches during both peak hours, even with the improvements expected to be constructed through the MDT project. At the Baxter Lane/North 7th Avenue intersection, the eastbound approach is projected to worsen to LOS D during the PM peak hour, and the westbound approach at the North 7th Avenue/Wheat Drive intersection is projected to worsen to LOS E or F during both peak hours. Projected 95th percentile queuing is lengthy along North 7th Avenue to Griffin Drive, and on Oak Street. The site access intersections of Mandeville Lane/Wheat Drive and North 7th Avenue/Cultivar Street are projected to operate at LOS C or better during both peak hours. The results of the Future (2038) intersection capacity calculations show worsening delay, particularly at the Oak Street/North 7th Avenue intersection, where multiple approaches are projected to worsen from LOS C to LOS D during the PM peak hour, and the westbound approach is projected to operate at LOS E and F. Other intersection results are similar to the Full Buildout (2027) scenario. Projected 95th percentile queuing is substantial along North 7th Avenue to Griffin Drive, and on Oak Street. The site access intersections are projected to continue to operate at LOS C or better during both peak hours. Detailed intersection capacity summary tables and capacity calculation worksheets for the Full Buildout (2027) and Future (2038) traffic scenarios are included in Appendices C and D, respectively. North Park Master Site Plan TIS 14 Figure 5: Trip Distribution & Traffic Assignment Summary North Park Master Site Plan TIS 15 Figure 6: Full Buildout (2027) Traffic Projections North Park Master Site Plan TIS 16 Figure 7: Future (2038) Traffic Projections North Park Master Site Plan TIS 17 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. Traffic Signals Traffic signal warrants were evaluated at the North 7th Avenue/Cultivar Street intersection using criteria outlined in the Manual on Uniform Traffic Control Devices (MUTCD) for the Existing Conditions (2023), Full Buildout (2027), and Future (2038) traffic volume scenarios. The MUTCD presents several warrants that can be considered based on traffic volumes, school crossings, crash history, and others. For the purposes of this analysis, Warrants 5 and 9 (School Crossing and Intersection Near a Grade Crossing) were not evaluated because there are no schools or railroad crossings near the study intersection. 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 a large number of vehicles over a short time. It was found that no signal warrants are close to being met for the Existing Conditions (2023) scenario due to the currently limited use of Red Wing Drive. Warrants 2 and 3 (Four-Hour Vehicular Volume and Peak Hour) are projected to be met in the Full Buildout (2027) scenario and Warrant 1 (Eight-Hour Vehicular Volume) is projected to be met in the Future (2038) scenario in addition to Warrants 1 and 2. Signal warrant worksheets for the Existing Conditions (2023), Full Buildout (2027), and Future (2038) scenarios can be found in Appendix E. A sensitivity analysis was performed to further determine the approximate years in which the signal warrants are likely to become met. It was found that Warrant 3 is projected to be met in 2026 when 75% of the North Park Master Site development is completed and occupied, Warrant 2 is projected to be met in 2027 upon full buildout of the site, and Warrant 1 is projected to be met in 2032 due to additional background growth on North 7th Avenue. Improved Intersection Capacity The North 7th Avenue/Cultivar Street intersection was evaluated with the warranted traffic signal and the intersection is projected to operate at LOS C or better in both the Full Buildout (2027) and Future (2038) scenarios, although the intersection is also projected to operate at LOS C or better with stop control. It is likely that operations could be moderately improved at signalized intersections along North 7th Avenue through reevaluation of the corridor signal timing, phasing, and coordination plans. A shorter cycle length through the corridor could improve operations at the interstate ramp intersections by providing green time to the ramps more frequently. An alternate lane configuration was evaluated at the Oak Street/North 7th Avenue intersection, with the existing eastbound right-turn lane converted to shared thru/right-turn operations and a second receiving lane on the east leg. It was found that this configuration would not improve operations at the intersection. Improved capacity at the Baxter Lane/North 7th Avenue intersection may be possible by providing a channelized approach with a downstream merge section for eastbound right turns, but the intersection’s proximity to Oak Street would limit this type of improvement. Improvements at the North 7th Avenue/Wheat Drive intersection likely cannot be achieved without restricting access from the minor approaches. If a right-out restriction was implemented, vehicles from both Wheat Drive and Nikles Drive could instead make left turns onto North 7th Avenue at Griffin Drive. North Park Master Site Plan TIS 18 The Bozeman City Uniform Development Code (UDC) (Section 38.400.060.B.4.a) provides an exception for minimum required level of service standards at intersections which have been fully constructed to their maximum lane and turning movement capacity. These intersections are permitted to operate below LOS C. Upon completion of the ongoing MDT improvement project at the North 7th Avenue/Griffin Drive intersection, North 7th Avenue, Oak Street, Baxter Lane, and Griffin Drive are assumed to be fully constructed in the study area with further improvements unlikely to occur due to available right-of-way restrictions. CONCLUSIONS & RECOMMENDATIONS Conclusions The preceding analysis has shown that the North Park Master Site will generate a substantial volume of new traffic demand for area streets and intersections. Through the planned development, it is estimated that approximately 4,780 new external trips would be generated on an average weekday. The Existing Conditions (2023) traffic scenario analysis showed that all signalized intersections currently operate at LOS D or worse on at least one approach during one or both peak hours, and the westbound approach at the North 7th Avenue/Wheat Drive intersection operates at LOS E during the PM peak hour. The remaining study intersections currently operate at LOS C or better on all approaches. The crash analysis revealed that the unsignalized intersections of North 7th Avenue/Baxter Lane and North 7th Avenue/Wheat Drive had higher historical crash rates than predicted and had a high proportion of crashes resulting in injuries. The crash trends and operations at these intersections may be impacted by the nearby signalized intersections. Full Buildout (2027) capacity calculations showed similar results to Existing Conditions (2023), with some new approaches experiencing delay at or below LOS D, and delay worsening from LOS D to LOS E or F on other approaches. Future (2038) scenario capacity calculations show continued degradation of capacity, particularly at the Oak Street/North 7th Avenue intersection, where all approaches are projected to operate at LOS D or worse in the PM peak hour. The Baxter Lane/North 7th Avenue intersection is projected to operate at LOS D and F on the eastbound approach during the AM and PM peak hours with lengthy queues. The westbound approach at the North 7th Avenue/Wheat Drive intersection is projected to operate at LOS F during both peak hours with an extreme delay value in the PM peak hour. Projected 95th percentile queuing is very lengthy at signalized intersections along North 7th Avenue and at Oak Street. Traffic signal warrants were evaluated at the North 7th Avenue/Cultivar Street intersection based on MUTCD criteria and it was found that a signal is projected to become warranted at approximately the same time that the North Park Master Site is developed. A traffic signal is projected to operate at LOS C or better at the North 7th Avenue/Cultivar Street intersection, but the intersection is also projected to operate at LOS C or better with stop-control in both the Full Buildout (2027) and Future (2038) scenarios. Small capacity improvements to the North 7th Avenue corridor may be achieved by making changes to the existing coordination plan and individual signal timing and phasing plans. Further access restrictions may improve operations at the unsignalized intersections. Large-scale improvements at intersections along North 7th Avenue are not anticipated to occur due to right-of-way limitations. North Park Master Site Plan TIS 19 Recommendations The following list of recommendations is based on the analysis results from this study and the professional judgment of the author: · North 7th Avenue/Cultivar Street: Stop-control should be maintained at this intersection initially, and volumes should be monitored as the North Park Master Site is developed to determine when a signal may become warranted. · North 7th Avenue corridor: Traffic signal timing, phasing, and coordination plans should be evaluated at signalized intersections in the corridor to determine if operations can be improved. More gaps should be provided for the stop-controlled intersections of Baxter Lane/North 7th Avenue and North 7th Avenue/Wheat Drive if possible. · North 7th Avenue/Griffin Drive: Upon construction of the MDT improvement project at this intersection, all approaches should provide adequate yellow clearance times and protected left-turn phasing. · Oak Street/North 7th Avenue: Consideration should be given to adding protected-only left-turn phasing on all approaches of this intersection to improve safety. This improvement may result in decreased capacity at the intersection. · I-90 WB Ramp: Consideration should be given to adding auxiliary speed limit signs to the I-90 WB off-ramp to help decrease travel speeds exiting the interstate and improve safety. · 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 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.89 0.89 0.89 0.89 0 1.00 1.00 1.00 1.00 0 7:45 AM 55 181 50 5 291 10 78 12 0 100 52 82 82 0 216 22 45 8 0 75 682 8:00 AM 48 151 53 9 261 11 79 18 0 108 40 75 59 0 174 25 48 16 0 89 632 8:15 AM 50 161 48 6 265 17 103 20 0 140 31 75 60 0 166 26 52 15 0 93 664 8:30 AM 36 131 46 1 214 10 73 25 0 108 35 71 47 0 153 30 54 12 0 96 571 Grand Total 189 624 197 21 1031 48 333 75 0 456 158 303 248 0 709 103 199 51 0 353 2549 Medium Truck % 2.6 1.9 4.1 0.0 2.4 4.2 2.1 0.0 0.0 2.0 1.3 1.0 1.2 0.0 1.1 5.8 5.5 2.0 0.0 5.1 Heavy Truck % 1.1 0.3 2.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.0 0.3 4.9 1.0 2.0 0.0 2.3 Total Truck % 3.7 2.2 6.1 0.0 3.2 4.2 2.1 0.0 0.0 2.0 1.3 1.7 1.2 0.0 1.4 10.7 6.5 3.9 0.0 7.4 Total % 7.4 24.5 7.7 0.8 40.4 1.9 13.1 2.9 0.0 17.9 6.2 11.9 9.7 0.0 27.8 4.0 7.8 2.0 0.0 13.8 100.0 PHF 0.89 0.89 0.89 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 0.93 RT TH LT U 189 624 197 21 103RT199TH51LT0UU0LT248TH303RT1580 75 333 48 U LT TH RTIn463 In353Out548Total Entering 2549Out North 7th Avenue 456 InOut 833 North 7th Avenue 1031 In Out 705 Oak StreetOak Street709City of Bozeman / MDTTuesday, April 4, 2023Date Performed: Count Time Period: North Park North 7th Avenue Oak Street Oak Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 7th Avenue & Oak StreetCounted By: Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: North 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 21349.03Project Number: Southbound North 7th Avenue Northbound Oak Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.89 0.89 0.89 0.89 0 1.00 1.00 1.00 1.00 0 4:45 PM 72 122 57 3 254 20 125 36 1 182 40 51 56 2 149 60 101 27 0 188 773 5:00 PM 88 145 24 4 261 24 174 43 1 242 40 70 53 0 163 50 98 30 0 178 844 5:15 PM 93 130 47 1 271 26 154 38 0 218 34 59 56 0 149 55 139 24 0 218 856 5:30 PM 80 138 31 6 255 24 172 46 1 243 27 52 48 0 127 45 96 33 0 174 799 Grand Total 333 535 159 14 1041 94 625 163 3 885 141 232 213 2 588 210 434 114 0 758 3272 Medium Truck % 0.0 0.9 0.6 0.0 0.6 0.0 1.1 0.6 0.0 0.9 1.4 2.6 0.9 0.0 1.7 1.0 0.5 0.9 0.0 0.7 Heavy Truck % 0.0 0.6 1.9 0.0 0.6 1.1 0.2 0.0 0.0 0.2 0.0 0.4 0.0 0.0 0.2 1.0 0.0 0.0 0.0 0.3 Total Truck % 0.0 1.5 2.5 0.0 1.2 1.1 1.3 0.6 0.0 1.1 1.4 3.0 0.9 0.0 1.9 1.9 0.5 0.9 0.0 0.9 Total % 10.2 16.4 4.9 0.4 31.8 2.9 19.1 5.0 0.1 27.0 4.3 7.1 6.5 0.1 18.0 6.4 13.3 3.5 0.0 23.2 100.0 PHF 0.96 0.96 0.96 1.00 1.00 1.00 0.99 0.99 0.99 0.87 0.87 0.87 0.96 RT TH LT U 333 535 159 14 210RT434TH114LT0UU2LT213TH232RT1413 163 625 94 U LT TH RT North 7th Avenue 758InOak StreetTotal Entering 3272 793 885 Out In North 7th Avenue In Out 1041 1062 Oak StreetOut932Vehicle Volumes and Adjustments North 7th Avenue North 7th Avenue Oak Street Oak Street Southbound Northbound Eastbound Westbound In588485OutNorth/South Street: North 7th Avenue Oak Street Date Performed: Tuesday, April 4, 2023 City of Bozeman / MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21349.03 North Park East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira North 7th Avenue & Oak Street NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.89 0.89 0.89 0.89 0 1.00 1.00 1.00 1.00 0 7:45 AM 21 227 12 0 260 4 154 26 0 184 45 0 0 0 45 9 0 0 0 9 498 8:00 AM 18 218 7 0 243 3 151 26 0 180 59 0 0 0 59 14 0 0 0 14 496 8:15 AM 25 182 17 0 224 5 150 25 0 180 65 0 0 0 65 12 0 0 0 12 481 8:30 AM 34 165 18 1 218 3 137 28 0 168 44 0 0 0 44 12 0 0 0 12 442 Grand Total 98 792 54 1 945 15 592 105 0 712 213 0 0 0 213 47 0 0 0 47 1917 Medium Truck % 10.2 2.7 1.9 0.0 3.4 0.0 2.0 4.8 0.0 2.4 3.3 0.0 0.0 0.0 3.3 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 2.0 0.9 0.0 0.0 1.0 0.0 1.4 1.0 0.0 1.3 1.4 0.0 0.0 0.0 1.4 2.1 0.0 0.0 0.0 2.1 Total Truck % 12.2 3.5 1.9 0.0 4.3 0.0 3.4 5.7 0.0 3.7 4.7 0.0 0.0 0.0 4.7 2.1 0.0 0.0 0.0 2.1 Total % 5.1 41.3 2.8 0.1 49.3 0.8 30.9 5.5 0.0 37.1 11.1 0.0 0.0 0.0 11.1 2.5 0.0 0.0 0.0 2.5 100.0 PHF 0.91 0.91 0.91 0.97 0.97 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.96 RT TH LT U 98 792 54 1 47RT0UU0RT2130 105 592 15 U LT TH RT Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: North 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 21349.03Project Number: Southbound North 7th Avenue Northbound Baxter Lane Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 7th Avenue & Baxter LaneCounted By:Baxter LaneBaxter Lane213City of Bozeman / MDTTuesday, April 4, 2023Date Performed: Count Time Period: North Park North 7th Avenue Baxter Lane Baxter Lane Vehicle Volumes and Adjustments North 7th Avenue 945 In Out 640 North 7th Avenue 712 InOut 1005In203 In47Out69Total Entering 1917Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.89 0.89 0.89 0.89 0 1.00 1.00 1.00 1.00 0 4:45 PM 30 166 21 1 218 11 202 47 0 260 72 0 0 0 72 33 0 0 0 33 583 5:00 PM 52 220 16 0 288 8 250 57 0 315 52 0 0 0 52 34 0 0 0 34 689 5:15 PM 47 212 21 0 280 4 229 57 0 290 72 0 0 0 72 32 0 0 0 32 674 5:30 PM 40 187 14 0 241 6 220 68 1 295 46 0 0 0 46 36 0 0 0 36 618 Grand Total 169 785 72 1 1027 29 901 229 1 1160 242 0 0 0 242 135 0 0 0 135 2564 Medium Truck % 3.6 0.6 0.0 0.0 1.1 0.0 1.1 0.4 0.0 0.9 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.0 0.0 0.7 Heavy Truck % 0.6 0.6 0.0 0.0 0.6 0.0 0.3 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 4.1 1.3 0.0 0.0 1.7 0.0 1.4 0.4 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.0 0.0 0.7 Total % 6.6 30.6 2.8 0.0 40.1 1.1 35.1 8.9 0.0 45.2 9.4 0.0 0.0 0.0 9.4 5.3 0.0 0.0 0.0 5.3 100.0 PHF 0.89 0.89 0.89 0.92 0.92 0.92 1.00 1.00 1.00 0.99 0.99 0.99 0.93 RT TH LT U 169 785 72 1 135RT0UU0RT2421 229 901 29 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira North 7th Avenue & Baxter Lane North/South Street: North 7th Avenue Baxter Lane Date Performed: Tuesday, April 4, 2023 City of Bozeman / MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21349.03 North Park East/West Street:Baxter LaneOut398Vehicle Volumes and Adjustments North 7th Avenue North 7th Avenue Baxter Lane Baxter Lane Southbound Northbound Eastbound Westbound In242101OutNorth 7th Avenue In Out 1027 1037 North 7th Avenue 135InBaxter LaneTotal Entering 2564 1028 1160 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.97 0.97 0.97 0.97 0 0.97 0.97 0.97 0.97 0 7:45 AM 0 130 7 0 137 25 148 0 0 173 150 0 70 0 220 0 530 8:00 AM 0 145 10 0 155 20 137 0 0 157 107 0 44 0 151 0 463 8:15 AM 0 124 5 0 129 17 150 0 0 167 110 0 54 0 164 0 460 8:30 AM 0 128 6 0 134 19 120 0 0 139 98 0 55 0 153 0 426 Grand Total 0 527 28 0 555 81 555 0 0 636 465 0 223 0 688 0 0 0 0 0 1879 Medium Truck % 0.0 2.5 14.3 0.0 3.1 2.5 1.3 0.0 0.0 1.4 2.4 0.0 6.3 0.0 3.6 0.0 Heavy Truck % 0.0 0.9 7.1 0.0 1.3 4.9 0.9 0.0 0.0 1.4 0.4 0.0 1.3 0.0 0.7 0.0 Total Truck % 0.0 3.4 21.4 0.0 4.3 7.4 2.2 0.0 0.0 2.8 2.8 0.0 7.6 0.0 4.4 0.0 Total % 0.0 28.0 1.5 0.0 29.5 4.3 29.5 0.0 0.0 33.8 24.7 0.0 11.9 0.0 36.6 0.0 0.0 0.0 0.0 0.0 100.0 PHF 1.00 1.00 1.00 0.92 0.92 0.92 0.78 0.78 0.78 0.89 TH LT U 527 28 0 U0LT223TH0RT4650 555 81 U TH RT Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: North 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 21349.03Project Number: Southbound North 7th Avenue Northbound I-90 EB Ramps Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 7th Avenue & I-90 EB RampsCounted By:I-90 EB RampsI-90 EB Ramps688City of Bozeman / MDTTuesday, April 4, 2023Date Performed: Count Time Period: North Park North 7th Avenue I-90 EB Ramps I-90 EB Ramps Vehicle Volumes and Adjustments North 7th Avenue 555 In Out 778 North 7th Avenue 636 InOut 992In Out109Total Entering 1879 NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.97 0.97 0.97 0.97 0 0.97 0.97 0.97 0.97 0 4:45 PM 0 155 12 0 167 26 206 0 0 232 67 0 30 0 97 0 496 5:00 PM 0 240 11 0 251 24 235 0 0 259 61 0 37 0 98 0 608 5:15 PM 0 222 15 0 237 26 243 0 0 269 59 0 42 0 101 0 607 5:30 PM 0 181 17 0 198 31 218 0 0 249 68 0 28 0 96 0 543 Grand Total 0 798 55 0 853 107 902 0 0 1009 255 0 137 0 392 0 0 0 0 0 2254 Medium Truck % 0.0 0.5 0.0 0.0 0.5 0.9 1.3 0.0 0.0 1.3 0.8 0.0 2.9 0.0 1.5 0.0 Heavy Truck % 0.0 0.3 0.0 0.0 0.2 0.0 0.3 0.0 0.0 0.3 1.6 0.0 1.5 0.0 1.5 0.0 Total Truck % 0.0 0.8 0.0 0.0 0.7 0.9 1.7 0.0 0.0 1.6 2.4 0.0 4.4 0.0 3.1 0.0 Total % 0.0 35.4 2.4 0.0 37.8 4.7 40.0 0.0 0.0 44.8 11.3 0.0 6.1 0.0 17.4 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.85 0.85 0.85 0.97 0.97 0.97 1.00 1.00 1.00 0.93 TH LT U 798 55 0 U0LT137TH0RT2550 902 107 U TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira North 7th Avenue & I-90 EB Ramps North/South Street: North 7th Avenue I-90 EB Ramps Date Performed: Tuesday, April 4, 2023 City of Bozeman / MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21349.03 North Park East/West Street:I-90 EB RampsVehicle Volumes and Adjustments North 7th Avenue North 7th Avenue I-90 EB Ramps I-90 EB Ramps Southbound Northbound Eastbound Westbound In392162OutNorth 7th Avenue In Out 853 1039 North 7th Avenue I-90 EB RampsTotal Entering 2254 1053 1009 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.97 0.97 0.97 0.97 0 0.97 0.97 0.97 0.97 0 7:45 AM 17 114 0 0 131 0 187 25 0 212 0 19 0 38 0 57 400 8:00 AM 20 116 0 0 136 0 140 32 0 172 0 13 0 23 0 36 344 8:15 AM 19 101 0 0 120 0 168 28 0 196 0 13 2 34 0 49 365 8:30 AM 12 89 0 0 101 0 130 28 0 158 0 16 0 27 0 43 302 Grand Total 68 420 0 0 488 0 625 113 0 738 0 0 0 0 0 61 2 122 0 185 1411 Medium Truck % 7.4 3.6 0.0 0.0 4.1 0.0 2.4 1.8 0.0 2.3 0.0 4.9 0.0 0.0 0.0 1.6 Heavy Truck % 4.4 1.2 0.0 0.0 1.6 0.0 1.0 3.5 0.0 1.4 0.0 0.0 0.0 1.6 0.0 1.1 Total Truck % 11.8 4.8 0.0 0.0 5.7 0.0 3.4 5.3 0.0 3.7 0.0 4.9 0.0 1.6 0.0 2.7 Total % 4.8 29.8 0.0 0.0 34.6 0.0 44.3 8.0 0.0 52.3 0.0 0.0 0.0 0.0 0.0 4.3 0.1 8.6 0.0 13.1 100.0 PHF 0.93 0.93 0.93 0.87 0.87 0.87 0.81 0.81 0.81 0.88 RT TH U 68 420 0 61RT2TH122LT0U0 113 625 U LT TH Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: North 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 21349.03Project Number: Southbound North 7th Avenue Northbound I-90 WB Ramps Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 7th Avenue & I-90 WB RampsCounted By:I-90 WB RampsI-90 WB RampsCity of Bozeman / MDTTuesday, April 4, 2023Date Performed: Count Time Period: North Park North 7th Avenue I-90 WB Ramps I-90 WB Ramps Vehicle Volumes and Adjustments North 7th Avenue 488 In Out 686 North 7th Avenue 738 InOut 542183 In185Total Entering 1411Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.97 0.97 0.97 0.97 0 0.97 0.97 0.97 0.97 0 4:45 PM 53 130 0 0 183 0 138 86 1 225 0 25 0 36 0 61 469 5:00 PM 46 180 0 0 226 0 170 92 0 262 0 35 0 60 0 95 583 5:15 PM 55 166 0 0 221 0 173 98 1 272 0 27 0 51 0 78 571 5:30 PM 34 145 0 0 179 0 134 99 0 233 0 16 0 42 0 58 470 Grand Total 188 621 0 0 809 0 615 375 2 992 0 0 0 0 0 103 0 189 0 292 2093 Medium Truck % 0.5 0.6 0.0 0.0 0.6 0.0 1.5 0.3 0.0 1.0 0.0 3.9 0.0 1.6 0.0 2.4 Heavy Truck % 1.6 0.0 0.0 0.0 0.4 0.0 0.8 0.8 0.0 0.8 0.0 1.9 0.0 0.5 0.0 1.0 Total Truck % 2.1 0.6 0.0 0.0 1.0 0.0 2.3 1.1 0.0 1.8 0.0 5.8 0.0 2.1 0.0 3.4 Total % 9.0 29.7 0.0 0.0 38.7 0.0 29.4 17.9 0.1 47.4 0.0 0.0 0.0 0.0 0.0 4.9 0.0 9.0 0.0 14.0 100.0 PHF 0.89 0.89 0.89 0.95 0.95 0.95 0.77 0.77 0.77 0.90 RT TH U 188 621 0 103RT0TH189LT0U2 375 615 U LT TH Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira North 7th Avenue & I-90 WB Ramps North/South Street: North 7th Avenue I-90 WB Ramps Date Performed: Tuesday, April 4, 2023 City of Bozeman / MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21349.03 North Park East/West Street:I-90 WB RampsOut563Vehicle Volumes and Adjustments North 7th Avenue North 7th Avenue I-90 WB Ramps I-90 WB Ramps Southbound Northbound Eastbound Westbound North 7th Avenue In Out 809 718 North 7th Avenue 292InI-90 WB RampsTotal Entering 2093 812 992 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 4 136 1 0 141 20 122 6 0 148 18 0 1 0 19 0 1 3 0 4 312 8:00 AM 0 118 2 0 120 27 101 14 0 142 8 0 2 0 10 0 0 3 0 3 275 8:15 AM 5 114 2 0 121 23 101 8 0 132 15 0 3 0 18 3 0 3 0 6 277 8:30 AM 6 102 0 0 108 20 148 9 0 177 13 0 2 0 15 3 0 2 0 5 305 Grand Total 15 470 5 0 490 90 472 37 0 599 54 0 8 0 62 6 1 11 0 18 1169 Medium Truck % 6.7 4.0 0.0 0.0 4.1 1.1 2.1 0.0 0.0 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.4 0.0 0.0 0.4 0.0 0.4 2.7 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 6.7 4.5 0.0 0.0 4.5 1.1 2.5 2.7 0.0 2.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 1.3 40.2 0.4 0.0 41.9 7.7 40.4 3.2 0.0 51.2 4.6 0.0 0.7 0.0 5.3 0.5 0.1 0.9 0.0 1.5 100.0 PHF 0.87 0.87 0.87 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 0.94 RT TH LT U 15 470 5 0 6RT1TH11LT0UU0LT8TH0RT540 37 472 90 U LT TH RT Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: North 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 21349.03Project Number: Southbound North 7th Avenue Northbound Wheat Drive Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 7th Avenue & Wheat Drive/Nikles DriveCounted By:Wheat DriveNikles Drive62City of Bozeman / MDTThursday, March 30, 2023Date Performed: Count Time Period: North Park North 7th Avenue Nikles Drive Wheat Drive/Nikles Drive Vehicle Volumes and Adjustments North 7th Avenue 490 In Out 486 North 7th Avenue 599 InOut 535In53 In18Out95Total Entering 1169Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:45 PM 3 172 1 0 176 12 133 15 0 160 17 0 1 0 18 6 0 12 0 18 372 5:00 PM 4 206 0 0 210 10 152 16 1 179 12 0 0 0 12 12 0 9 0 21 422 5:15 PM 7 180 1 0 188 15 163 25 1 204 21 0 0 0 21 4 0 8 1 13 426 5:30 PM 3 169 0 0 172 9 128 19 0 156 18 0 0 0 18 2 1 7 0 10 356 Grand Total 17 727 2 0 746 46 576 75 2 699 68 0 1 0 69 24 1 36 1 62 1576 Medium Truck % 0.0 0.7 0.0 0.0 0.7 0.0 1.0 4.0 0.0 1.3 1.5 0.0 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.3 0.0 0.0 0.3 0.0 0.3 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 1.0 0.0 0.0 0.9 0.0 1.4 4.0 0.0 1.6 1.5 0.0 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 Total % 1.1 46.1 0.1 0.0 47.3 2.9 36.5 4.8 0.1 44.4 4.3 0.0 0.1 0.0 4.4 1.5 0.1 2.3 0.1 3.9 100.0 PHF 1.00 1.00 1.00 0.86 0.86 0.86 0.82 0.82 0.82 1.00 1.00 1.00 0.93 RT TH LT U 17 727 2 0 24RT1TH36LT1UU0LT1TH0RT682 75 576 46 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira North 7th Avenue & Wheat Drive/Nikles Drive North/South Street: North 7th Avenue Wheat Drive/Nikles Drive Date Performed: Thursday, March 30, 2023 City of Bozeman / MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21349.03 North Park East/West Street:Wheat DriveOut93Vehicle Volumes and Adjustments North 7th Avenue North 7th Avenue Wheat Drive Nikles Drive Southbound Northbound Eastbound Westbound In6949OutNorth 7th Avenue In Out 746 601 North 7th Avenue 62InNikles DriveTotal Entering 1576 833 699 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 0.93 0.93 0.93 0.93 0 7:45 AM 1 110 41 0 152 54 48 0 0 102 10 2 1 0 13 13 2 25 0 40 307 8:00 AM 0 88 32 0 120 54 48 6 0 108 1 1 0 0 2 9 1 29 0 39 269 8:15 AM 3 83 43 0 129 52 40 2 0 94 5 4 1 0 10 10 0 35 0 45 278 8:30 AM 2 53 25 0 80 47 56 5 0 108 1 3 1 0 5 11 1 51 0 63 256 Grand Total 6 334 141 0 481 207 192 13 0 412 17 10 3 0 30 43 4 140 0 187 1110 Medium Truck % 16.7 0.9 1.4 0.0 1.2 1.0 1.0 0.0 0.0 1.0 5.9 0.0 0.0 0.0 3.3 2.3 0.0 7.1 0.0 5.9 Heavy Truck % 0.0 0.3 0.0 0.0 0.2 0.0 0.5 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.5 Total Truck % 16.7 1.2 1.4 0.0 1.5 1.0 1.6 0.0 0.0 1.2 5.9 0.0 0.0 0.0 3.3 2.3 0.0 7.9 0.0 6.4 Total % 0.5 30.1 12.7 0.0 43.3 18.6 17.3 1.2 0.0 37.1 1.5 0.9 0.3 0.0 2.7 3.9 0.4 12.6 0.0 16.8 100.0 PHF 0.79 0.79 0.79 1.00 1.00 1.00 0.58 0.58 0.58 1.00 1.00 1.00 0.91 RT TH LT U 6 334 141 0 43RT4TH140LT0UU0LT3TH10RT170 13 192 207 U LT TH RT Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: North 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 21349.03Project Number: Southbound North 7th Avenue Northbound Mandeville Lane Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 7th Avenue & Griffin DriveCounted By:Mandeville LaneW Griffin Drive30City of Bozeman / MDTThursday, March 30, 2023Date Performed: Count Time Period: North Park North 7th Avenue W Griffin Drive W Griffin Dr/Mandeville Ln Vehicle Volumes and Adjustments North 7th Avenue 481 In Out 238 North 7th Avenue 412 InOut 491In23 In187Out358Total Entering 1110Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 0.93 0.93 0.93 0.93 0 4:45 PM 1 47 10 0 58 51 82 5 0 138 11 3 2 0 16 42 3 130 1 176 388 5:00 PM 0 69 14 0 83 45 97 3 0 145 4 5 2 0 11 47 2 126 0 175 414 5:15 PM 0 77 16 0 93 48 98 7 0 153 6 3 2 0 11 40 0 94 0 134 391 5:30 PM 1 71 13 0 85 53 71 4 0 128 7 3 0 0 10 33 0 89 0 122 345 Grand Total 2 264 53 0 319 197 348 19 0 564 28 14 6 0 48 162 5 439 1 607 1538 Medium Truck % 0.0 0.8 0.0 0.0 0.6 1.5 0.6 0.0 0.0 0.9 0.0 14.3 0.0 0.0 4.2 0.0 0.0 0.7 100.0 0.7 Heavy Truck % 0.0 0.4 0.0 0.0 0.3 1.0 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 100.0 0.3 Total Truck % 0.0 1.1 0.0 0.0 0.9 2.5 0.6 0.0 0.0 1.2 0.0 14.3 0.0 0.0 4.2 0.0 0.0 0.9 200.0 1.0 Total % 0.1 17.2 3.4 0.0 20.7 12.8 22.6 1.2 0.0 36.7 1.8 0.9 0.4 0.0 3.1 10.5 0.3 28.5 0.1 39.5 100.0 PHF 0.96 0.96 0.96 0.98 0.98 0.98 1.00 1.00 1.00 0.87 0.87 0.87 0.93 RT TH LT U 2 264 53 0 162RT5TH439LT1UU0LT6TH14RT280 19 348 197 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira North 7th Avenue & Griffin Drive North/South Street: North 7th Avenue W Griffin Dr/Mandeville Ln Date Performed: Thursday, March 30, 2023 City of Bozeman / MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21349.03 North Park East/West Street:Mandeville LaneOut26Vehicle Volumes and Adjustments North 7th Avenue North 7th Avenue Mandeville Lane W Griffin Drive Southbound Northbound Eastbound Westbound In48265OutNorth 7th Avenue In Out 319 516 North 7th Avenue 607InW Griffin DriveTotal Entering 1538 731 564 Out In NNNNN 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 7:45 AM 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0 2 0 0 0 2 5 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 2 0 5 5 8:15 AM 0 0 1 0 1 4 0 0 0 4 0 2 0 0 2 1 2 3 0 6 13 8:30 AM 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0 1 2 2 0 5 8 Grand Total 0 0 1 0 1 10 0 0 0 10 0 2 0 0 2 5 6 7 0 18 31 Medium 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 20.0 0.0 0.0 0.0 5.6 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0 0.0 0.0 5.6 Total % 0.0 0.0 3.2 0.0 3.2 32.3 0.0 0.0 0.0 32.3 0.0 6.5 0.0 0.0 6.5 16.1 19.4 22.6 0.0 58.1 100.0 PHF 0.25 0.25 0.25 0.63 0.63 0.63 0.25 0.25 0.25 0.75 0.75 0.75 0.60 RT TH LT U 0 0 1 0 5RT6TH7LT0UU0LT0TH2RT00 0 0 10 U LT TH RTIn6 In18Out13Total Entering 31Out Wheat Drive 10 InOut 7Mandeville LaneMandeville Lane2City of Bozeman / MDTThursday, March 30, 2023Date Performed: Count Time Period: North Park Wheat Drive Mandeville Lane Mandeville Lane Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Mandeville Lane & Wheat DriveCounted By: Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: Wheat Drive AM Peak Hour (7:45 - 8:45 AM) 21349.03Project Number: Southbound Wheat Drive Northbound Mandeville Lane Eastbound East/West Street: Wheat Drive In Out 1 5 NNNNN 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 0 1 0 1 2 0 0 0 2 0 0 0 0 0 0 1 4 1 6 9 5:00 PM 0 0 2 0 2 2 0 0 0 2 0 1 0 0 1 0 1 0 0 1 6 5:15 PM 0 0 0 0 0 5 0 0 0 5 0 0 0 0 0 0 0 0 0 0 5 5:30 PM 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0 0 0 0 0 0 3 Grand Total 0 0 3 0 3 12 0 0 0 12 0 1 0 0 1 0 2 4 1 7 23 Medium Truck % 0.0 0.0 0.0 0.0 0.0 16.7 0.0 0.0 0.0 16.7 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 16.7 0.0 0.0 0.0 16.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 0.0 13.0 0.0 13.0 52.2 0.0 0.0 0.0 52.2 0.0 4.3 0.0 0.0 4.3 0.0 8.7 17.4 4.3 30.4 100.0 PHF 0.75 0.75 0.75 1.00 1.00 1.00 1.00 1.00 1.00 0.29 0.29 0.29 0.64 RT TH LT U 0 0 3 0 0RT2TH4LT1UU0LT0TH1RT00 0 0 12 U LT TH RT Wheat Drive 7InMandeville LaneTotal Entering 23 4 12 Out InMandeville LaneOut2Vehicle Volumes and Adjustments Wheat Drive Wheat Drive Mandeville Lane Mandeville Lane Southbound Northbound Eastbound Westbound In117OutNorth/South Street: Wheat Drive Mandeville Lane Date Performed: Thursday, March 30, 2023 City of Bozeman / MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21349.03 North Park East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira Mandeville Lane & Wheat Drive Wheat Drive In Out 3 0 NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 0 154 0 0 154 0 34 1 0 35 1 0 0 0 1 0 190 8:00 AM 0 112 0 0 112 0 35 1 0 36 1 0 0 0 1 0 149 8:15 AM 0 124 0 0 124 0 38 2 0 40 1 0 0 0 1 0 165 8:30 AM 0 93 0 0 93 0 52 0 0 52 1 0 0 0 1 0 146 Grand Total 0 483 0 0 483 0 159 4 0 163 4 0 0 0 4 0 0 0 0 0 650 Medium Truck % 0.0 1.2 0.0 0.0 1.2 0.0 1.3 25.0 0.0 1.8 25.0 0.0 0.0 0.0 25.0 0.0 Heavy Truck % 0.0 0.2 0.0 0.0 0.2 0.0 0.6 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 1.4 0.0 0.0 1.4 0.0 1.9 25.0 0.0 2.5 25.0 0.0 0.0 0.0 25.0 0.0 Total % 0.0 74.3 0.0 0.0 74.3 0.0 24.5 0.6 0.0 25.1 0.6 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.78 0.78 0.78 1.00 1.00 1.00 1.00 1.00 1.00 0.86 RT TH U 0 483 0 U0LT0RT40 4 159 U LT TH East/West Street: Southbound North 7th Avenue Northbound Cultivar Street Eastbound North/South Street: North 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 21349.03Project Number: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 7th Avenue & Cultivar StCounted By: Agency/Company: Rafael Teixeira Sanderson Stewart Cultivar Street4City of Bozeman / MDTThursday, March 30, 2023Date Performed: Count Time Period: North Park North 7th Avenue Cultivar Street Cultivar Street Vehicle Volumes and Adjustments Westbound North 7th Avenue 483 In Out 159 North 7th Avenue 163 InOut 487In4 Total Entering 650Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:45 PM 0 36 0 0 36 0 102 0 0 102 0 0 0 0 0 0 138 5:00 PM 0 38 0 0 38 0 119 0 0 119 0 0 0 0 0 0 157 5:15 PM 0 61 0 0 61 0 123 0 0 123 0 0 0 0 0 0 184 5:30 PM 0 61 0 0 61 0 98 0 0 98 0 0 0 0 0 0 159 Grand Total 0 196 0 0 196 0 442 0 0 442 0 0 0 0 0 0 0 0 0 0 638 Medium Truck % 0.0 1.0 0.0 0.0 1.0 0.0 0.7 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.5 0.0 0.0 0.5 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 1.5 0.0 0.0 1.5 0.0 0.7 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 30.7 0.0 0.0 30.7 0.0 69.3 0.0 0.0 69.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.81 0.81 0.81 0.90 0.90 0.90 1.00 1.00 1.00 0.87 RT TH U 0 196 0 U0LT0RT00 0 442 U LT TH Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira North 7th Avenue & Cultivar St North/South Street: North 7th Avenue Cultivar Street Date Performed: Thursday, March 30, 2023 City of Bozeman / MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21349.03 North Park East/West Street:Cultivar StreetOut0Vehicle Volumes and Adjustments North 7th Avenue North 7th Avenue Cultivar Street Cultivar Street Southbound Northbound Eastbound Westbound In0North 7th Avenue In Out 196 442 North 7th Avenue Total Entering 638 196 442 Out In NNNNN APPENDIX B CAPACITY CALCULATIONS – EXISTING CONDITIONS (2023) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 43.9 D 13 19.8 B 11 WB 54.7 D 6 28.3 C 15 NB 18.3 B 7 24.4 C 14 SB 2.9 A 14 22.9 C 12 Intersection 24.4 C --24.0 C -- EB 16.3 C 2 19.1 C 3 WB 10.7 B 1 14.6 B 2 NB 1.6 A 1 2.6 A 2 SB 0.5 A 1 0.8 A 1 Intersection 2.9 A --4.1 A -- EB 46.1 D 10 59.2 E 8 NB 1.0 A 9 9.2 A 13 SB 0.7 A 8 0.6 A 5 Intersection 17.4 B --14.6 B -- WB 58.6 E 5 64.9 E 10 NB 8.9 A 10 19.4 B 10 SB 21.7 C 9 18.8 B 16 Intersection 19.8 B --25.5 C -- EB 11.8 B 1 12.3 B 1 WB 19.0 C 1 40.2 E 2 NB 0.5 A 1 1.1 A 1 SB 0.1 A 0 0.0 A 0 Intersection 1.2 A --2.6 A -- EB 43.0 D 2 18.3 B 2 WB 51.8 D 9 50.6 D 30 NB 0.4 A 8 24.5 C 15 SB 5.4 A 6 24.5 C 6 Intersection 12.4 B --34.6 C -- EB 0.0 A 0 0.0 A 0 WB 2.8 A 0 5.2 A 0 NB 8.4 A 0 8.5 A 1 SB 8.9 A 0 8.8 A 0 Intersection 4.6 A --7.2 A -- EB 12.5 B 0 0.0 A 0 NB 0.2 A 0 0.0 A 0 SB 0.0 A 0 0.0 A 0 Intersection 0.1 A --0.0 A -- North 7th Avenue & Wheat Drive Intersection Control Signalized North 7th Avenue & I-90 WB Ramps Intersection Control Two-Way Stop-Control (EB/WB) North 7th Avenue & I-90 EB Ramps Intersection Control Two-Way Stop-Control (EB/WB) Baxter Lane & North 7th Avenue Intersection Control Signalized Oak Street & North 7th Avenue N 7th Avenue & Cultivar Street AM Peak Signalized Intersection Approach PM Peak Intersection Control Existing (2023) North 7th Avenue & Griffin Drive Intersection Control Two-Way Stop-Control (NB/SB) Mandeville Lane & Wheat Drive Intersection Control One-Way Stop-Control (EB) Intersection Control Signalized Queues3: N 7th Ave & Mandeville Ln/Griffin Dr04/19/2023AM Peak North Park 3:48 pm 03/27/2023 Existing Conditions (2023)Synchro 11 ReportPage 1Lane Group EBT WBT NBT NBR SBTLane Group Flow (vph) 33 205 225 227 529v/c Ratio 0.10 0.77 0.20 0.21 0.30Control Delay 19.5 59.1 18.4 11.1 8.4Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 19.5 59.1 18.4 11.1 8.4Queue Length 50th (ft) 9 140 121 79 73Queue Length 95th (ft) 33 204 196 122 134Internal Link Dist (ft) 1041 1009 319 560Turn Bay Length (ft)Base Capacity (vph) 708 561 1151 1097 1773Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.05 0.37 0.20 0.21 0.30Intersection Summary HCM 6th Signalized Intersection Summary3: N 7th Ave & Mandeville Ln/Griffin Dr04/19/2023AM Peak North Park 3:48 pm 03/27/2023 Existing Conditions (2023)Synchro 11 ReportPage 2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 3 10 17 140 4 43 13 192 207 141 334 6Future Volume (veh/h) 3 10 17 140 4 43 13 192 207 141 334 6Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1750 1668 1641 1750 1723 1750 1723 1736 1736 1736 1518Adj Flow Rate, veh/h 3 11 19 154 4 47 14 211 227 155 367 7Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Percent Heavy Veh, % 0 0 6 8 0 2 0 2 1 1 1 17Cap, veh/h 42 103 152 231 5 55 84 1194 1096 597 1446 28Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 1.00 1.00 1.00 0.74 0.74 0.74Sat Flow, veh/h 57 627 929 1092 28 333 70 1603 1471 735 1941 38Grp Volume(v), veh/h 33 0 0 205 0 0 225 0 227 236 0 293Grp Sat Flow(s),veh/h/ln 1613 0 0 1453 0 0 1673 0 1471 1140 0 1573Q Serve(g_s), s 0.0 0.0 0.0 14.3 0.0 0.0 0.0 0.0 0.0 6.3 0.0 7.0Cycle Q Clear(g_c), s 2.1 0.0 0.0 16.4 0.0 0.0 0.0 0.0 0.0 7.4 0.0 7.0Prop In Lane 0.09 0.58 0.75 0.23 0.06 1.00 0.66 0.02Lane Grp Cap(c), veh/h 297 0 0 290 0 0 1278 0 1096 899 0 1172V/C Ratio(X) 0.11 0.00 0.00 0.71 0.00 0.00 0.18 0.00 0.21 0.26 0.00 0.25Avail Cap(c_a), veh/h 754 0 0 710 0 0 1278 0 1096 899 0 1172HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 42.9 0.0 0.0 48.7 0.0 0.0 0.0 0.0 0.0 4.8 0.0 4.8Incr Delay (d2), s/veh 0.2 0.0 0.0 3.1 0.0 0.0 0.3 0.0 0.4 0.7 0.0 0.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.9 0.0 0.0 6.2 0.0 0.0 0.1 0.0 0.1 1.6 0.0 1.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 43.0 0.0 0.0 51.8 0.0 0.0 0.3 0.0 0.4 5.5 0.0 5.3LnGrp LOS D A A D A A A A A A A AApproach Vol, veh/h 33 205 452 529Approach Delay, s/veh 43.0 51.8 0.4 5.4Approach LOS D D A ATimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 95.4 24.6 95.4 24.6Change Period (Y+Rc), s 6.0 5.0 6.0 5.0Max Green Setting (Gmax), s 54.0 55.0 54.0 55.0Max Q Clear Time (g_c+I1), s 2.0 4.1 9.4 18.4Green Ext Time (p_c), s 2.0 0.2 3.6 1.2Intersection SummaryHCM 6th Ctrl Delay 12.4HCM 6th LOS B HCM 6th TWSC6: Wheat Dr & Mandeville Ln04/19/2023AM Peak North Park 3:48 pm 03/27/2023 Existing Conditions (2023)Synchro 11 ReportPage 3IntersectionInt Delay, s/veh 4.6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 2 0 7 6 5 0 0 10 1 0 0Future Vol, veh/h 0 2 0 7 6 5 0 0 10 1 0 0Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 60 60 60 60 60 60 60 60 60 60 60 60Heavy Vehicles, % 0 0 0 0 0 20 0 0 0 0 0 0Mvmt Flow 0 3 0 12 10 8 0 0 17 2 0 0 Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 18 0 0 3 0 0 41 45 3 50 41 14 Stage 1 - - - - - - 3 3 - 38 38 - Stage 2 - - - - - - 38 42 - 12 3 -Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2Critical 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 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3Pot Cap-1 Maneuver 1612 - - 1632 - - 968 851 1087 955 855 1072 Stage 1 - - - - - - 1025 897 - 982 867 - Stage 2 - - - - - - 982 864 - 1014 897 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1612 - - 1632 - - 963 845 1087 935 849 1072Mov Cap-2 Maneuver - - - - - - 963 845 - 935 849 - Stage 1 - - - - - - 1025 897 - 982 861 - Stage 2 - - - - - - 975 858 - 998 897 - Approach EB WB NB SBHCM Control Delay, s 0 2.8 8.4 8.9HCM LOSA A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 1087 1612 - - 1632 - - 935HCM Lane V/C Ratio 0.015 - - - 0.007 - - 0.002HCM Control Delay (s) 8.4 0 - - 7.2 0 - 8.9HCM Lane LOS A A - - A A - AHCM 95th %tile Q(veh) 0 0 - - 0 - - 0 HCM 6th TWSC9: N 7th Ave & Cultivar St04/19/2023AM Peak North Park 3:48 pm 03/27/2023 Existing Conditions (2023)Synchro 11 ReportPage 4IntersectionInt Delay, s/veh 0.1Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 4 4 159 483 0Future Vol, veh/h 0 4 4 159 483 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - 50 - - -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 86 86 86 86 86 86Heavy Vehicles, % 0 25 25 2 1 0Mvmt Flow 0 5 5 185 562 0 Major/Minor Minor2 Major1 Major2Conflicting Flow All 757 562 562 0 - 0 Stage 1 562 - - - - - Stage 2 195 - - - - -Critical Hdwy 6.4 6.45 4.35 - - -Critical Hdwy Stg 1 5.4 - - - - -Critical Hdwy Stg 2 5.4 - - - - -Follow-up Hdwy 3.5 3.525 2.425 - - -Pot Cap-1 Maneuver 378 485 904 - - - Stage 1 575 - - - - - Stage 2 843 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 376 485 904 - - -Mov Cap-2 Maneuver 376 - - - - - Stage 1 572 - - - - - Stage 2 843 - - - - - Approach EB NB SBHCM Control Delay, s 12.5 0.2 0HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBRCapacity (veh/h) 904 - 485 - -HCM Lane V/C Ratio 0.005 - 0.01 - -HCM Control Delay (s) 9 - 12.5 - -HCM Lane LOS A - B - -HCM 95th %tile Q(veh) 0 - 0 - - Queues12: N 7th Ave & Oak St04/19/2023AM Peak North Park 3:48 pm 03/27/2023 Existing Conditions (2023)Synchro 11 ReportPage 5Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 267 326 170 55 325 81 358 52 235 671 203v/c Ratio 0.70 0.76 0.26 0.22 0.69 0.20 0.26 0.06 0.41 0.43 0.19Control Delay 39.1 53.9 4.1 26.5 45.0 14.0 25.9 0.1 17.3 25.7 3.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 39.1 53.9 4.1 26.5 45.0 14.0 25.9 0.1 17.3 25.7 3.5Queue Length 50th (ft) 158 240 0 28 99 25 92 0 109 212 9Queue Length 95th (ft) 206 320 39 50 136 58 164 0 164 328 29Internal Link Dist (ft) 515 654 679 419Turn Bay Length (ft) 160 250 150 150 150 100Base Capacity (vph) 393 514 713 331 785 486 1375 891 617 1549 1059Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.68 0.63 0.24 0.17 0.41 0.17 0.26 0.06 0.38 0.43 0.19Intersection Summary HCM 6th Signalized Intersection Summary12: N 7th Ave & Oak St04/19/2023AM Peak North Park 3:48 pm 03/27/2023 Existing Conditions (2023)Synchro 11 ReportPage 6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBTLane ConfigurationsTraffic Volume (veh/h) 248 303 158 51 199 103 75 333 48 21 197 624Future Volume (veh/h) 248 303 158 51 199 103 75 333 48 21 197 624Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1736 1723 1736 1695 1668 1600 1750 1723 1695 1668 1723Adj Flow Rate, veh/h 267 326 170 55 214 111 81 358 52 212 671Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 1 2 1 4 6 11 0 2 4 6 2Cap, veh/h 343 428 424 188 277 138 428 1534 729 584 1698Arrive On Green 0.15 0.25 0.25 0.04 0.14 0.14 0.04 0.47 0.47 0.18 1.00Sat Flow, veh/h 1654 1723 1471 1615 2047 1022 1667 3273 1437 1589 3273Grp Volume(v), veh/h 267 326 170 55 164 161 81 358 52 212 671Grp Sat Flow(s),veh/h/ln 1654 1723 1471 1615 1585 1484 1667 1637 1437 1589 1637Q Serve(g_s), s 16.1 21.0 11.2 3.5 12.0 12.6 3.0 7.8 2.2 8.4 0.0Cycle Q Clear(g_c), s 16.1 21.0 11.2 3.5 12.0 12.6 3.0 7.8 2.2 8.4 0.0Prop In Lane 1.00 1.00 1.00 0.69 1.00 1.00 1.00Lane Grp Cap(c), veh/h 343 428 424 188 214 201 428 1534 729 584 1698V/C Ratio(X) 0.78 0.76 0.40 0.29 0.76 0.80 0.19 0.23 0.07 0.36 0.40Avail Cap(c_a), veh/h 367 515 499 313 395 370 556 1534 729 719 1698HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 35.8 41.8 34.4 42.6 50.0 50.3 15.2 19.0 15.1 11.8 0.0Incr Delay (d2), s/veh 9.6 5.4 0.6 0.9 5.6 7.3 0.2 0.4 0.2 0.4 0.7Initial 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%ile BackOfQ(50%),veh/ln 7.3 9.5 4.0 1.4 5.0 5.1 1.2 3.0 0.8 2.5 0.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 45.4 47.2 35.0 43.5 55.6 57.6 15.5 19.4 15.3 12.2 0.7LnGrp LOS D D C D E E B B B B AApproach Vol, veh/h 763 380 491 1086Approach Delay, s/veh 43.9 54.7 18.3 2.9Approach LOS D D B ATimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 13.8 62.6 7.7 35.9 7.8 68.7 21.2 22.3Change Period (Y+Rc), s 3.0 * 6.4 3.0 6.1 3.0 * 6.4 3.0 6.1Max Green Setting (Gmax), s 21.0 * 31 14.0 35.9 14.0 * 38 20.0 29.9Max Q Clear Time (g_c+I1), s 10.4 9.8 5.5 23.0 5.0 2.0 18.1 14.6Green Ext Time (p_c), s 0.4 2.3 0.1 2.0 0.1 5.9 0.2 1.6Intersection SummaryHCM 6th Ctrl Delay 24.4HCM 6th LOS CNotesUser approved ignoring U-Turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary12: N 7th Ave & Oak St04/19/2023AM Peak North Park 3:48 pm 03/27/2023 Existing Conditions (2023)Synchro 11 ReportPage 7Movement SBRLane ConfigurationsTraffic Volume (veh/h) 189Future Volume (veh/h) 189Initial Q (Qb), veh 0Ped-Bike Adj(A_pbT) 1.00Parking Bus, Adj 1.00Work Zone On ApproachAdj Sat Flow, veh/h/ln 1695Adj Flow Rate, veh/h 203Peak Hour Factor 0.93Percent Heavy Veh, % 4Cap, veh/h 964Arrive On Green 1.00Sat Flow, veh/h 1437Grp Volume(v), veh/h 203Grp Sat Flow(s),veh/h/ln 1437Q Serve(g_s), s 0.0Cycle Q Clear(g_c), s 0.0Prop In Lane 1.00Lane Grp Cap(c), veh/h 964V/C Ratio(X) 0.21Avail Cap(c_a), veh/h 964HCM Platoon Ratio 2.00Upstream Filter(I) 1.00Uniform Delay (d), s/veh 0.0Incr Delay (d2), s/veh 0.5Initial Q Delay(d3),s/veh 0.0%ile BackOfQ(50%),veh/ln 0.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.5LnGrp LOS AApproach Vol, veh/hApproach Delay, s/vehApproach LOSTimer - Assigned Phs HCM 6th TWSC15: N 7th Ave & Baxter Ln04/19/2023AM Peak North Park 3:48 pm 03/27/2023 Existing Conditions (2023)Synchro 11 ReportPage 8IntersectionInt Delay, s/veh 2.9Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 0 213 0 0 47 105 592 15 55 792 98Future Vol, veh/h 0 0 213 0 0 47 105 592 15 55 792 98Conflicting 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 - - 0 - - 0 100 - - 200 - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96Heavy Vehicles, % 0 0 5 0 0 2 6 3 0 2 4 12Mvmt Flow 0 0 222 0 0 49 109 617 16 57 825 102 Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All - - 464 - - 317 927 0 0 633 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - -Critical Hdwy - - 7 - - 6.94 4.22 - - 4.14 - -Critical Hdwy Stg 1 - - - - - - - - - - - -Critical Hdwy Stg 2 - - - - - - - - - - - -Follow-up Hdwy - - 3.35 - - 3.32 2.26 - - 2.22 - -Pot Cap-1 Maneuver 0 0 537 0 0 679 709 - - 946 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - -Platoon blocked, %- - - -Mov Cap-1 Maneuver - - 537 - - 679 709 - - 946 - -Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SBHCM Control Delay, s 16.3 10.7 1.6 0.5HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 709 - - 537 679 946 - -HCM Lane V/C Ratio 0.154 - - 0.413 0.072 0.061 - -HCM Control Delay (s) 11 - - 16.3 10.7 9.1 - -HCM Lane LOS B - - C B A - -HCM 95th %tile Q(veh) 0.5 - - 2 0.2 0.2 - - Queues18: N 7th Ave & I-90 EB Ramp04/19/2023AM Peak North Park 3:48 pm 03/27/2023 Existing Conditions (2023)Synchro 11 ReportPage 9Lane Group EBL EBR NBT SBL SBTLane Group Flow (vph) 251 522 715 31 592v/c Ratio 0.74 0.67 0.36 0.08 0.27Control Delay 55.9 22.8 13.0 9.2 12.1Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 55.9 22.8 13.0 9.2 12.1Queue Length 50th (ft) 182 97 155 5 97Queue Length 95th (ft) 244 142 203 26 177Internal Link Dist (ft) 535 695Turn Bay Length (ft) 400 210Base Capacity (vph) 756 1391 1985 431 2173Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.33 0.38 0.36 0.07 0.27Intersection Summary HCM 6th Signalized Intersection Summary18: N 7th Ave & I-90 EB Ramp04/19/2023AM Peak North Park 3:48 pm 03/27/2023 Existing Conditions (2023)Synchro 11 ReportPage 10Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 223 0 465 0 0 0 0 555 81 28 527 0Future Volume (veh/h) 223 0 465 0 0 0 0 555 81 28 527 0Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach NoNo NoAdj Sat Flow, veh/h/ln 1641 0 1709 0 1723 1654 1463 1709 0Adj Flow Rate, veh/h 251 0 522 0 624 91 31 592 0Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89Percent Heavy Veh, % 8 0 3 0 2 7 21 3 0Cap, veh/h 373 0 608 0 1731 252 475 2129 0Arrive On Green 0.24 0.00 0.24 0.00 1.00 1.00 0.05 1.00 0.00Sat Flow, veh/h 1563 0 2549 0 2953 417 1394 3333 0Grp Volume(v), veh/h 251 0 522 0 356 359 31 592 0Grp Sat Flow(s),veh/h/ln 1563 0 1275 0 1637 1648 1394 1624 0Q Serve(g_s), s 17.5 0.0 23.5 0.0 0.0 0.0 1.0 0.0 0.0Cycle Q Clear(g_c), s 17.5 0.0 23.5 0.0 0.0 0.0 1.0 0.0 0.0Prop In Lane 1.00 1.00 0.00 0.25 1.00 0.00Lane Grp Cap(c), veh/h 373 0 608 0 988 995 475 2129 0V/C Ratio(X) 0.67 0.00 0.86 0.00 0.36 0.36 0.07 0.28 0.00Avail Cap(c_a), veh/h 768 0 1253 0 988 995 577 2129 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.94 0.94 0.00Uniform Delay (d), s/veh 41.4 0.0 43.7 0.0 0.0 0.0 7.4 0.0 0.0Incr Delay (d2), s/veh 2.1 0.0 3.7 0.0 1.0 1.0 0.1 0.3 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 6.9 0.0 7.6 0.0 0.3 0.3 0.3 0.1 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 43.5 0.0 47.4 0.0 1.0 1.0 7.5 0.3 0.0LnGrp LOS D A D A A A A A AApproach Vol, veh/h 773715 623Approach Delay, s/veh 46.11.0 0.7Approach LOS DA ATimer - Assigned Phs 1 2 4 6Phs Duration (G+Y+Rc), s 6.2 79.1 34.6 85.4Change Period (Y+Rc), s 3.0 * 6.7 6.0 * 6.7Max Green Setting (Gmax), s 12.0 * 33 59.0 * 48Max Q Clear Time (g_c+I1), s 3.0 2.0 25.5 2.0Green Ext Time (p_c), s 0.0 4.3 3.1 4.0Intersection SummaryHCM 6th Ctrl Delay 17.4HCM 6th LOS BNotes* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues21: N 7th Ave & I-90 WB Ramp04/19/2023AM Peak North Park 3:48 pm 03/27/2023 Existing Conditions (2023)Synchro 11 ReportPage 11Lane Group WBL WBT WBR NBL NBT SBTLane Group Flow (vph) 139 2 69 128 710 554v/c Ratio 0.31 no cap 0.15 0.48 0.35 0.37Control Delay 32.5 4.2 54.9 15.4 26.8Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 32.5 Error 4.2 54.9 15.4 26.8Queue Length 50th (ft) 70 0 0 53 210 162Queue Length 95th (ft) 114 0 21 61 233 214Internal Link Dist (ft) 775 695 217Turn Bay Length (ft) 150 220Base Capacity (vph) 580 1 558 486 2216 1588Starvation 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 0.24 2.00 0.12 0.26 0.32 0.35Intersection Summary HCM 6th Signalized Intersection Summary21: N 7th Ave & I-90 WB Ramp04/19/2023AM Peak North Park 3:48 pm 03/27/2023 Existing Conditions (2023)Synchro 11 ReportPage 12Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 122 2 61 113 625 0 0 420 68Future Volume (veh/h) 0 0 0 122 2 61 113 625 0 0 420 68Initial Q (Qb), veh0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On ApproachNo No NoAdj Sat Flow, veh/h/ln 1723 1750 1682 1682 1709 0 0 1682 1586Adj Flow Rate, veh/h 139 2 69 128 710 0 0 477 77Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88Percent Heavy Veh, % 2 0 5 5 3 0 0 5 12Cap, veh/h171 0 149 179 2581 0 0 1894 304Arrive On Green 0.10 0.10 0.10 0.12 1.00 0.00 0.00 0.23 0.23Sat Flow, veh/h 1641 0 1425 3107 3333 0 0 2841 443Grp Volume(v), veh/h 139 0 69 128 710 0 0 275 279Grp Sat Flow(s),veh/h/ln 1641 0 1425 1554 1624 0 0 1598 1602Q Serve(g_s), s9.9 0.0 5.5 4.8 0.0 0.0 0.0 17.0 17.1Cycle Q Clear(g_c), s 9.9 0.0 5.5 4.8 0.0 0.0 0.0 17.0 17.1Prop In Lane1.00 1.00 1.00 0.00 0.00 0.28Lane Grp Cap(c), veh/h 171 0 149 179 2581 0 0 1098 1101V/C Ratio(X)0.81 0.00 0.46 0.71 0.28 0.00 0.00 0.25 0.25Avail Cap(c_a), veh/h 479 0 416 492 2581 0 0 1098 1101HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 0.33 0.33Upstream Filter(I) 1.00 0.00 1.00 0.89 0.89 0.00 0.00 1.00 1.00Uniform Delay (d), s/veh 52.6 0.0 50.6 52.1 0.0 0.0 0.0 21.1 21.1Incr Delay (d2), s/veh 8.9 0.0 2.2 4.6 0.2 0.0 0.0 0.5 0.6Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 4.5 0.0 2.0 1.9 0.1 0.0 0.0 7.4 7.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 61.5 0.0 52.8 56.7 0.2 0.0 0.0 21.6 21.7LnGrp LOSE A D E A A A C CApproach Vol, veh/h208 838 554Approach Delay, s/veh58.6 8.9 21.7Approach LOSE A CTimer - Assigned Phs 2 5 6 8Phs Duration (G+Y+Rc), s 101.5 12.9 88.6 18.5Change Period (Y+Rc), s * 6.1 6.0 * 6.1 6.0Max Green Setting (Gmax), s * 73 19.0 * 48 35.0Max Q Clear Time (g_c+I1), s 2.0 6.8 19.1 11.9Green Ext Time (p_c), s 5.1 0.3 3.2 0.6Intersection SummaryHCM 6th Ctrl Delay 19.8HCM 6th LOS BNotes* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC24: N 7th Ave & Wheat Dr04/19/2023AM Peak North Park 3:48 pm 03/27/2023 Existing Conditions (2023)Synchro 11 ReportPage 13IntersectionInt Delay, s/veh 1.2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 8 0 54 11 1 6 37 472 90 5 470 15Future Vol, veh/h 8 0 54 11 1 6 37 472 90 5 470 15Conflicting 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 - - - - - - 75 - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94Heavy Vehicles, % 0 0 0 0 0 0 3 2 1 0 4 7Mvmt Flow 9 0 57 12 1 6 39 502 96 5 500 16 Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 848 1194 258 888 1154 299 516 0 0 598 0 0 Stage 1 518 518 - 628 628 - - - - - - - Stage 2 330 676 - 260 526 - - - - - - -Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.16 - - 4.1 - -Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - -Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - -Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.23 - - 2.2 - -Pot Cap-1 Maneuver 258 188 747 241 199 703 1039 - - 989 - - Stage 1 514 536 - 442 479 - - - - - - - Stage 2 663 456 - 728 532 - - - - - - -Platoon blocked, %- - - -Mov Cap-1 Maneuver 246 180 747 215 190 703 1039 - - 989 - -Mov Cap-2 Maneuver 246 180 - 215 190 - - - - - - - Stage 1 494 532 - 425 461 - - - - - - - Stage 2 631 439 - 667 528 - - - - - - - Approach EB WB NB SBHCM Control Delay, s 11.8 19 0.5 0.1HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 1039 - - 592 277 989 - -HCM Lane V/C Ratio 0.038 - - 0.111 0.069 0.005 - -HCM Control Delay (s) 8.6 - - 11.8 19 8.7 0 -HCM Lane LOS A - - B C A A -HCM 95th %tile Q(veh) 0.1 - - 0.4 0.2 0 - - Queues 3: N 7th Ave & Mandeville Ln/Griffin Dr 04/19/2023 PM Peak North Park 4:19 pm 03/27/2023 Existing Conditions (2023)Synchro 11 Report Page 1 Lane Group EBT WBT NBT NBR SBT Lane Group Flow (vph) 51 652 394 212 343 v/c Ratio 0.06 0.84 0.78 0.36 0.52 Control Delay 6.6 32.1 49.1 5.2 36.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 6.6 32.1 49.1 5.2 36.9 Queue Length 50th (ft) 6 360 284 0 117 Queue Length 95th (ft) 28 #735 351 49 144 Internal Link Dist (ft) 1041 1009 319 560 Turn Bay Length (ft) Base Capacity (vph) 900 773 755 772 977 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 0.06 0.84 0.52 0.27 0.35 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 3: N 7th Ave & Mandeville Ln/Griffin Dr 04/19/2023 PM Peak North Park 4:19 pm 03/27/2023 Existing Conditions (2023)Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 6 14 28 440 5 162 19 348 197 53 264 2 Future Volume (veh/h) 6 14 28 440 5 162 19 348 197 53 264 2 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 1559 1750 1736 1750 1750 1750 1736 1723 1750 1736 1750 Adj Flow Rate, veh/h 6 15 30 473 5 174 20 374 212 57 284 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 14 0 1 0 0 0 1 2 0 1 0 Cap, veh/h 93 218 396 525 5 174 52 750 657 174 978 8 Arrive On Green 0.46 0.46 0.46 0.46 0.46 0.46 0.45 0.45 0.45 0.45 0.45 0.45 Sat Flow, veh/h 129 476 865 1032 11 380 45 1666 1460 294 2172 17 Grp Volume(v), veh/h 51 0 0 652 0 0 394 0 212 154 0 189 Grp Sat Flow(s),veh/h/ln 1471 0 0 1423 0 0 1711 0 1460 906 0 1577 Q Serve(g_s), s 0.0 0.0 0.0 52.5 0.0 0.0 0.0 0.0 11.2 6.7 0.0 9.0 Cycle Q Clear(g_c), s 2.4 0.0 0.0 55.0 0.0 0.0 19.4 0.0 11.2 26.0 0.0 9.0 Prop In Lane 0.12 0.59 0.73 0.27 0.05 1.00 0.37 0.01 Lane Grp Cap(c), veh/h 708 0 0 704 0 0 801 0 657 449 0 710 V/C Ratio(X) 0.07 0.00 0.00 0.93 0.00 0.00 0.49 0.00 0.32 0.34 0.00 0.27 Avail Cap(c_a), veh/h 708 0 0 704 0 0 801 0 657 449 0 710 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 18.3 0.0 0.0 32.3 0.0 0.0 23.5 0.0 21.2 26.0 0.0 20.6 Incr Delay (d2), s/veh 0.0 0.0 0.0 18.3 0.0 0.0 2.2 0.0 1.3 2.1 0.0 0.9 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 0.8 0.0 0.0 21.5 0.0 0.0 8.0 0.0 3.9 3.6 0.0 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.3 0.0 0.0 50.6 0.0 0.0 25.6 0.0 22.5 28.1 0.0 21.5 LnGrp LOS B A A D A A C A C C A C Approach Vol, veh/h 51 652 606 343 Approach Delay, s/veh 18.3 50.6 24.5 24.5 Approach LOS B D C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 60.0 60.0 60.0 60.0 Change Period (Y+Rc), s 6.0 5.0 6.0 5.0 Max Green Setting (Gmax), s 54.0 55.0 54.0 55.0 Max Q Clear Time (g_c+I1), s 21.4 4.4 28.0 57.0 Green Ext Time (p_c), s 3.1 0.3 2.0 0.0 Intersection Summary HCM 6th Ctrl Delay 34.6 HCM 6th LOS C HCM 6th TWSC 6: Wheat Dr & Mandeville Ln 04/19/2023 PM Peak North Park 4:19 pm 03/27/2023 Existing Conditions (2023)Synchro 11 Report Page 3 Intersection Int Delay, s/veh 7.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1 0 5 2 0 0 0 12 3 0 0 Future Vol, veh/h 0 1 0 5 2 0 0 0 12 3 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 64 64 64 64 64 64 64 64 64 64 64 64 Heavy Vehicles, % 0 0 0 0 0 0 0 0 17 0 0 0 Mvmt Flow 0 2 0 8 3 0 0 0 19 5 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 3 0 0 2 0 0 21 21 2 31 21 3 Stage 1 - - - - - - 2 2 - 19 19 - Stage 2 - - - - - - 19 19 - 12 2 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.37 7.1 6.5 6.2 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 2.2 - - 2.2 - - 3.5 4 3.453 3.5 4 3.3 Pot Cap-1 Maneuver 1632 - - 1634 - - 997 877 1040 982 877 1087 Stage 1 - - - - - - 1026 898 - 1005 884 - Stage 2 - - - - - - 1005 884 - 1014 898 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1632 - - 1634 - - 993 873 1040 960 873 1087 Mov Cap-2 Maneuver - - - - - - 993 873 - 960 873 - Stage 1 - - - - - - 1026 898 - 1005 880 - Stage 2 - - - - - - 1000 880 - 996 898 - Approach EB WB NB SB HCM Control Delay, s 0 5.2 8.5 8.8 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 1040 1632 - - 1634 - - 960 HCM Lane V/C Ratio 0.018 - - - 0.005 - - 0.005 HCM Control Delay (s) 8.5 0 - - 7.2 0 - 8.8 HCM Lane LOS A A - - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0 HCM 6th TWSC 9: N 7th Ave & Cultivar St 04/19/2023 PM Peak North Park 4:19 pm 03/27/2023 Existing Conditions (2023)Synchro 11 Report Page 4 Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 442 196 0 Future Vol, veh/h 0 0 0 442 196 0 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 87 87 87 87 87 87 Heavy Vehicles, % 0 0 0 1 2 0 Mvmt Flow 0 0 0 508 225 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 733 225 225 0 - 0 Stage 1 225 - - - - - Stage 2 508 - - - - - 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 391 819 1356 - - - Stage 1 817 - - - - - Stage 2 608 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 391 819 1356 - - - Mov Cap-2 Maneuver 391 - - - - - Stage 1 817 - - - - - Stage 2 608 - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1356 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - - - - Queues 12: N 7th Ave & Oak St 04/19/2023 PM Peak North Park 4:19 pm 03/27/2023 Existing Conditions (2023)Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 224 242 147 119 671 173 651 98 181 557 347 v/c Ratio 0.58 0.42 0.17 0.26 0.78 0.48 0.74 0.15 0.56 0.64 0.40 Control Delay 24.2 32.3 3.1 19.3 43.8 24.3 43.9 4.9 26.9 40.7 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.2 32.3 3.1 19.3 43.8 24.3 43.9 4.9 26.9 40.7 6.0 Queue Length 50th (ft) 87 126 0 43 209 74 222 0 78 184 32 Queue Length 95th (ft) 180 253 35 99 363 140 346 34 147 290 98 Internal Link Dist (ft) 515 654 679 419 Turn Bay Length (ft) 160 250 150 150 150 100 Base Capacity (vph) 500 625 1016 664 1050 527 1369 902 498 1355 978 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.39 0.14 0.18 0.64 0.33 0.48 0.11 0.36 0.41 0.35 Intersection Summary HCM 6th Signalized Intersection Summary 12: N 7th Ave & Oak St 04/19/2023 PM Peak North Park 4:19 pm 03/27/2023 Existing Conditions (2023)Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (veh/h) 215 232 141 114 434 210 166 625 94 14 159 535 Future Volume (veh/h) 215 232 141 114 434 210 166 625 94 14 159 535 Initial Q (Qb), veh 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 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1709 1736 1736 1750 1723 1736 1736 1736 1723 1723 Adj Flow Rate, veh/h 224 242 147 119 452 219 173 651 98 166 557 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 3 1 1 0 2 1 1 1 2 2 Cap, veh/h 351 540 614 446 581 279 367 918 518 331 902 Arrive On Green 0.12 0.32 0.32 0.07 0.27 0.27 0.10 0.28 0.28 0.10 0.28 Sat Flow, veh/h 1654 1709 1471 1654 2177 1047 1654 3299 1471 1641 3273 Grp Volume(v), veh/h 224 242 147 119 344 327 173 651 98 166 557 Grp Sat Flow(s),veh/h/ln 1654 1709 1471 1654 1663 1562 1654 1650 1471 1641 1637 Q Serve(g_s), s 7.3 8.9 5.1 4.1 15.2 15.4 5.8 14.1 3.7 5.6 11.8 Cycle Q Clear(g_c), s 7.3 8.9 5.1 4.1 15.2 15.4 5.8 14.1 3.7 5.6 11.8 Prop In Lane 1.00 1.00 1.00 0.67 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 351 540 614 446 444 417 367 918 518 331 902 V/C Ratio(X) 0.64 0.45 0.24 0.27 0.78 0.78 0.47 0.71 0.19 0.50 0.62 Avail Cap(c_a), veh/h 711 731 778 887 711 668 763 1815 918 728 1800 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 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.3 21.6 15.0 18.7 26.9 26.9 18.3 25.7 17.8 18.8 25.1 Incr Delay (d2), s/veh 1.9 0.6 0.2 0.3 2.9 3.3 0.9 1.0 0.2 1.2 0.7 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 %ile BackOfQ(50%),veh/ln 2.7 3.5 1.6 1.5 6.0 5.8 2.1 5.3 1.2 2.1 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.3 22.2 15.2 19.0 29.8 30.2 19.2 26.7 18.0 20.0 25.8 LnGrp LOS C C B B C C B C B C C Approach Vol, veh/h 613 790 922 1070 Approach Delay, s/veh 19.8 28.3 24.4 22.9 Approach LOS B C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.8 28.5 8.9 31.2 11.0 28.2 12.8 27.3 Change Period (Y+Rc), s 3.0 * 6.4 3.0 6.1 3.0 * 6.4 3.0 6.1 Max Green Setting (Gmax), s 27.0 * 44 27.0 33.9 27.0 * 44 27.0 33.9 Max Q Clear Time (g_c+I1), s 7.6 16.1 6.1 10.9 7.8 16.6 9.3 17.4 Green Ext Time (p_c), s 0.4 5.0 0.3 1.8 0.4 5.3 0.6 3.8 Intersection Summary HCM 6th Ctrl Delay 24.0 HCM 6th LOS C Notes User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 12: N 7th Ave & Oak St 04/19/2023 PM Peak North Park 4:19 pm 03/27/2023 Existing Conditions (2023)Synchro 11 Report Page 7 Movement SBR Lane Configurations Traffic Volume (veh/h) 333 Future Volume (veh/h) 333 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1750 Adj Flow Rate, veh/h 347 Peak Hour Factor 0.96 Percent Heavy Veh, % 0 Cap, veh/h 591 Arrive On Green 0.28 Sat Flow, veh/h 1483 Grp Volume(v), veh/h 347 Grp Sat Flow(s),veh/h/ln 1483 Q Serve(g_s), s 14.6 Cycle Q Clear(g_c), s 14.6 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 591 V/C Ratio(X) 0.59 Avail Cap(c_a), veh/h 998 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 18.7 Incr Delay (d2), s/veh 0.9 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.7 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs HCM 6th TWSC 15: N 7th Ave & Baxter Ln 04/19/2023 PM Peak North Park 4:19 pm 03/27/2023 Existing Conditions (2023)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 242 0 0 135 230 901 29 73 785 169 Future Vol, veh/h 0 0 242 0 0 135 230 901 29 73 785 169 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 100 - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 0 0 0 0 1 0 1 0 0 1 4 Mvmt Flow 0 0 260 0 0 145 247 969 31 78 844 182 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 513 - - 500 1026 0 0 1000 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.9 - - 6.92 4.1 - - 4.1 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.3 - - 3.31 2.2 - - 2.2 - - Pot Cap-1 Maneuver 0 0 512 0 0 519 685 - - 700 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - - 512 - - 519 685 - - 700 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.1 14.6 2.6 0.8 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 685 - - 512 519 700 - - HCM Lane V/C Ratio 0.361 - - 0.508 0.28 0.112 - - HCM Control Delay (s) 13.2 - - 19.1 14.6 10.8 - - HCM Lane LOS B - - C B B - - HCM 95th %tile Q(veh) 1.6 - - 2.8 1.1 0.4 - - Queues 18: N 7th Ave & I-90 EB Ramp 04/19/2023 PM Peak North Park 4:19 pm 03/27/2023 Existing Conditions (2023)Synchro 11 Report Page 9 Lane Group EBL EBR NBT SBL SBT Lane Group Flow (vph) 147 274 1085 59 858 v/c Ratio 0.69 0.47 0.48 0.16 0.34 Control Delay 69.4 8.0 10.1 3.8 3.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 69.4 8.0 10.1 3.8 3.8 Queue Length 50th (ft) 120 0 197 3 50 Queue Length 95th (ft) 184 41 301 m21 115 Internal Link Dist (ft) 535 695 Turn Bay Length (ft) 400 210 Base Capacity (vph) 504 997 2278 429 2529 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 0.29 0.27 0.48 0.14 0.34 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 18: N 7th Ave & I-90 EB Ramp 04/19/2023 PM Peak North Park 4:19 pm 03/27/2023 Existing Conditions (2023)Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 137 0 255 0 0 0 0 902 107 55 798 0 Future Volume (veh/h) 137 0 255 0 0 0 0 902 107 55 798 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1695 0 1723 0 1723 1736 1750 1736 0 Adj Flow Rate, veh/h 147 0 274 0 970 115 59 858 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 4 0 2 0 2 1 0 1 0 Cap, veh/h 211 0 336 0 2106 250 415 2545 0 Arrive On Green 0.13 0.00 0.13 0.00 0.71 0.71 0.07 1.00 0.00 Sat Flow, veh/h 1615 0 2569 0 3033 349 1667 3386 0 Grp Volume(v), veh/h 147 0 274 0 539 546 59 858 0 Grp Sat Flow(s),veh/h/ln 1615 0 1285 0 1637 1660 1667 1650 0 Q Serve(g_s), s 11.3 0.0 13.5 0.0 18.2 18.2 1.1 0.0 0.0 Cycle Q Clear(g_c), s 11.3 0.0 13.5 0.0 18.2 18.2 1.1 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.21 1.00 0.00 Lane Grp Cap(c), veh/h 211 0 336 0 1169 1186 415 2545 0 V/C Ratio(X) 0.70 0.00 0.82 0.00 0.46 0.46 0.14 0.34 0.00 Avail Cap(c_a), veh/h 509 0 810 0 1169 1186 513 2545 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.77 0.77 0.00 Uniform Delay (d), s/veh 54.0 0.0 55.0 0.0 7.9 7.9 5.3 0.0 0.0 Incr Delay (d2), s/veh 4.1 0.0 4.8 0.0 1.3 1.3 0.1 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 0.0 4.6 0.0 5.8 5.9 0.3 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 58.1 0.0 59.8 0.0 9.2 9.2 5.4 0.3 0.0 LnGrp LOS E A E A A A A A A Approach Vol, veh/h 421 1085 917 Approach Delay, s/veh 59.2 9.2 0.6 Approach LOS E A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.4 99.6 23.0 107.0 Change Period (Y+Rc), s 3.0 * 6.7 6.0 * 6.7 Max Green Setting (Gmax), s 12.0 * 61 41.0 * 76 Max Q Clear Time (g_c+I1), s 3.1 20.2 15.5 2.0 Green Ext Time (p_c), s 0.1 7.9 1.5 6.6 Intersection Summary HCM 6th Ctrl Delay 14.6 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 21: N 7th Ave & I-90 WB Ramp 04/19/2023 PM Peak North Park 4:19 pm 03/27/2023 Existing Conditions (2023)Synchro 11 Report Page 11 Lane Group WBL WBT WBR NBL NBT SBT Lane Group Flow (vph) 210 1 114 419 683 899 v/c Ratio 0.59 no cap 0.29 0.77 0.30 0.60 Control Delay 51.4 8.6 75.6 7.5 28.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 51.4 Error 8.6 75.6 7.5 28.6 Queue Length 50th (ft) 139 0 0 194 123 331 Queue Length 95th (ft) 239 0 48 249 104 387 Internal Link Dist (ft) 775 695 217 Turn Bay Length (ft) 150 220 Base Capacity (vph) 409 1 437 761 2384 1557 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 1.00 0.26 0.55 0.29 0.58 Intersection Summary HCM 6th Signalized Intersection Summary 21: N 7th Ave & I-90 WB Ramp 04/19/2023 PM Peak North Park 4:19 pm 03/27/2023 Existing Conditions (2023)Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 189 1 103 377 615 0 0 621 188 Future Volume (veh/h) 0 0 0 189 1 103 377 615 0 0 621 188 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1750 1668 1736 1723 0 0 1736 1723 Adj Flow Rate, veh/h 210 1 114 419 683 0 0 690 209 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 0 6 1 2 0 0 1 2 Cap, veh/h 239 0 206 477 2491 0 0 1412 428 Arrive On Green 0.15 0.15 0.15 0.30 1.00 0.00 0.00 0.57 0.57 Sat Flow, veh/h 1641 0 1414 3208 3359 0 0 2581 755 Grp Volume(v), veh/h 210 0 114 419 683 0 0 456 443 Grp Sat Flow(s),veh/h/ln 1641 0 1414 1604 1637 0 0 1650 1600 Q Serve(g_s), s 16.3 0.0 9.7 16.1 0.0 0.0 0.0 21.6 21.6 Cycle Q Clear(g_c), s 16.3 0.0 9.7 16.1 0.0 0.0 0.0 21.6 21.6 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.47 Lane Grp Cap(c), veh/h 239 0 206 477 2491 0 0 934 906 V/C Ratio(X)0.88 0.00 0.55 0.88 0.27 0.00 0.00 0.49 0.49 Avail Cap(c_a), veh/h 341 0 294 765 2491 0 0 934 906 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.86 0.86 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 54.4 0.0 51.6 44.5 0.0 0.0 0.0 16.9 16.9 Incr Delay (d2), s/veh 16.5 0.0 2.3 6.1 0.2 0.0 0.0 1.8 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.8 0.0 3.6 5.7 0.1 0.0 0.0 8.1 7.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.9 0.0 53.9 50.6 0.2 0.0 0.0 18.7 18.8 LnGrp LOS E A D D A A A B B Approach Vol, veh/h 324 1102 899 Approach Delay, s/veh 64.9 19.4 18.8 Approach LOS E B B Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 105.0 25.3 79.7 25.0 Change Period (Y+Rc), s * 6.1 6.0 * 6.1 6.0 Max Green Setting (Gmax), s * 91 31.0 * 54 27.0 Max Q Clear Time (g_c+I1), s 2.0 18.1 23.6 18.3 Green Ext Time (p_c), s 4.9 1.2 5.9 0.7 Intersection Summary HCM 6th Ctrl Delay 25.5 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 24: N 7th Ave & Wheat Dr 04/19/2023 PM Peak North Park 4:19 pm 03/27/2023 Existing Conditions (2023)Synchro 11 Report Page 13 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 68 37 1 24 77 576 46 2 727 17 Future Vol, veh/h 1 0 68 37 1 24 77 576 46 2 727 17 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 75 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 0 2 0 0 0 4 1 0 0 1 0 Mvmt Flow 1 0 73 40 1 26 83 619 49 2 782 18 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1271 1629 400 1205 1614 334 800 0 0 668 0 0 Stage 1 795 795 - 810 810 - - - - - - - Stage 2 476 834 - 395 804 - - - - - - - Critical Hdwy 7.5 6.5 6.94 7.5 6.5 6.9 4.18 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.32 3.5 4 3.3 2.24 - - 2.2 - - Pot Cap-1 Maneuver 127 103 600 142 105 668 806 - - 931 - - Stage 1 351 402 - 344 396 - - - - - - - Stage 2 544 386 - 607 398 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 111 92 600 114 94 668 806 - - 931 - - Mov Cap-2 Maneuver 111 92 - 114 94 - - - - - - - Stage 1 315 400 - 309 355 - - - - - - - Stage 2 468 346 - 531 396 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.3 40.2 1.1 0 HCM LOS B E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 806 - - 564 167 931 - - HCM Lane V/C Ratio 0.103 - - 0.132 0.399 0.002 - - HCM Control Delay (s) 10 - - 12.3 40.2 8.9 0 - HCM Lane LOS A - - B E A A - HCM 95th %tile Q(veh) 0.3 - - 0.5 1.7 0 - - APPENDIX C CAPACITY CALCULATIONS – FULL BUILDOUT (2027) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 62.1 E 16 28.5 C 14 WB 54.1 D 6 47.8 D 21 NB 23.8 C 9 33.4 C 18 SB 5.2 A 11 29.4 C 15 Intersection 32.0 C --34.3 C -- EB 20.2 C 3 31.1 D 5 WB 12.4 B 1 16.7 C 2 NB 1.4 A 1 3.5 A 3 SB 0.6 A 1 0.7 A 1 Intersection 3.1 A --5.2 A -- EB 46.0 D 13 58.8 E 9 NB 1.9 A 14 11.3 B 18 SB 0.8 A 12 0.9 A 9 Intersection 16.6 B --14.6 B -- WB 59.0 E 5 65.2 E 11 NB 25.6 C 17 17.2 B 11 SB 0.7 A 12 4.4 A 27 Intersection 21.4 C --17.3 B -- EB 14.4 B 1 16.2 C 1 WB 39.7 E 1 164.3 F 5 NB 0.5 A 1 1.2 A 1 SB 0.1 A 0 0.0 A 0 Intersection 1.4 A --6.3 A -- EB 64.3 E 3 75.5 E 6 WB 60.9 E 4 60.9 E 11 NB 1.8 A 2 3.8 A 17 SB 8.0 A 6 20.3 C 9 Intersection 15.3 B --32.1 C -- EB 0.0 A 0 0.0 A 0 WB 0.3 A 0 0.6 A 0 NB 9.4 A 1 8.8 A 1 SB 9.6 A 1 9.7 A 1 Intersection 3.2 A --7.2 A -- EB 17.2 C 1 14.7 B 2 NB 5.6 A 1 1.2 A 1 SB 0.0 A 0 0.0 A 0 Intersection 3.4 A --4.1 A -- Intersection Control Signalized Intersection Approach East Side Buildout (2027) AM Peak PM Peak Oak Street & North 7th Avenue Intersection Control Two-Way Stop-Control (EB/WB) Baxter Lane & North 7th Avenue Intersection Control Signalized North 7th Avenue & I-90 EB Ramps Intersection Control Signalized North 7th Avenue & I-90 WB Ramps Intersection Control Two-Way Stop-Control (EB/WB) Mandeville Lane & Wheat Drive Intersection Control One-Way Stop-Control (EB) N 7th Avenue & Cultivar Street North 7th Avenue & Wheat Drive Intersection Control Signalized North 7th Avenue & Griffin Drive Intersection Control Two-Way Stop-Control (NB/SB) Queues 3: N 7th Ave & Mandeville Ln/Griffin Dr 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 3 74 160 94 133 432 237 165 448 v/c Ratio 0.03 0.49 0.54 0.33 0.20 0.43 0.20 0.27 0.22 Control Delay 51.0 31.2 58.3 21.9 3.2 7.2 0.4 6.8 11.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.0 31.2 58.3 21.9 3.2 7.2 0.4 6.8 11.9 Queue Length 50th (ft) 2 15 61 21 13 63 0 33 77 Queue Length 95th (ft) 12 62 95 76 12 47 0 72 132 Internal Link Dist (ft) 1041 1009 319 560 Turn Bay Length (ft) 50 460 50 160 Base Capacity (vph) 100 318 481 502 660 1002 1254 612 2011 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.23 0.33 0.19 0.20 0.43 0.19 0.27 0.22 Intersection Summary HCM 6th Signalized Intersection Summary 3: N 7th Ave & Mandeville Ln/Griffin Dr 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 18 50 147 29 57 122 397 218 152 406 6 Future Volume (veh/h) 3 18 50 147 29 57 122 397 218 152 406 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1723 1668 1750 1723 1750 1654 1736 1736 1723 1518 Adj Flow Rate, veh/h 3 20 54 160 32 62 133 432 237 165 441 7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 2 6 0 2 0 7 1 1 2 17 Cap, veh/h 71 27 74 216 42 82 709 1073 1058 645 2158 34 Arrive On Green 0.04 0.07 0.07 0.07 0.08 0.08 0.09 1.00 1.00 0.05 0.65 0.65 Sat Flow, veh/h 1667 418 1129 3082 533 1032 1667 1654 1471 1654 3298 52 Grp Volume(v), veh/h 3 0 74 160 0 94 133 432 237 165 219 229 Grp Sat Flow(s),veh/h/ln 1667 0 1547 1541 0 1564 1667 1654 1471 1654 1637 1713 Q Serve(g_s), s 0.2 0.0 5.6 6.1 0.0 7.1 3.3 0.0 0.0 4.0 6.4 6.4 Cycle Q Clear(g_c), s 0.2 0.0 5.6 6.1 0.0 7.1 3.3 0.0 0.0 4.0 6.4 6.4 Prop In Lane 1.00 0.73 1.00 0.66 1.00 1.00 1.00 0.03 Lane Grp Cap(c), veh/h 71 0 101 216 0 124 709 1073 1058 645 1071 1121 V/C Ratio(X) 0.04 0.00 0.73 0.74 0.00 0.76 0.19 0.40 0.22 0.26 0.20 0.20 Avail Cap(c_a), veh/h 71 0 276 488 0 461 719 1073 1058 645 1071 1121 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.1 0.0 55.0 54.7 0.0 54.1 6.0 0.0 0.0 6.1 8.3 8.3 Incr Delay (d2), s/veh 0.2 0.0 9.7 4.9 0.0 9.0 0.1 1.1 0.5 0.2 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 0.1 0.0 2.5 2.5 0.0 3.1 0.9 0.3 0.1 1.2 2.1 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.3 0.0 64.7 59.6 0.0 63.1 6.2 1.1 0.5 6.3 8.7 8.7 LnGrp LOS E A E E A E A A A A A A Approach Vol, veh/h 77 254 802 613 Approach Delay, s/veh 64.3 60.9 1.8 8.0 Approach LOS E E A A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.0 84.1 12.4 13.5 9.3 84.8 10.7 15.1 Change Period (Y+Rc), s 4.0 6.3 4.0 5.6 4.0 6.3 5.6 * 5.6 Max Green Setting (Gmax), s 6.0 53.7 19.0 21.4 6.0 53.7 5.0 * 35 Max Q Clear Time (g_c+I1), s 6.0 2.0 8.1 7.6 5.3 8.4 2.2 9.1 Green Ext Time (p_c), s 0.0 3.5 0.3 0.2 0.0 2.5 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 15.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 6: Wheat Dr & Mandeville Ln 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 3 Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 2 0 7 6 138 0 15 11 40 4 0 Future Vol, veh/h 0 2 0 7 6 138 0 15 11 40 4 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop 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 1 0 0 0 0 0 0 Mvmt Flow 0 2 0 8 7 150 0 16 12 43 4 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 157 0 0 2 0 0 102 175 2 114 100 82 Stage 1 - - - - - - 2 2 - 98 98 - Stage 2 - - - - - - 100 173 - 16 2 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 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 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1435 - - 1634 - - 884 722 1088 868 794 983 Stage 1 - - - - - - 1026 898 - 913 818 - Stage 2 - - - - - - 911 760 - 1009 898 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1435 - - 1634 - - 877 718 1088 840 790 983 Mov Cap-2 Maneuver - - - - - - 877 718 - 840 790 - Stage 1 - - - - - - 1026 898 - 913 814 - Stage 2 - - - - - - 902 756 - 980 898 - Approach EB WB NB SB HCM Control Delay, s 0 0.3 9.4 9.6 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 839 1435 - - 1634 - - 835 HCM Lane V/C Ratio 0.034 - - - 0.005 - - 0.057 HCM Control Delay (s) 9.4 0 - - 7.2 0 - 9.6 HCM Lane LOS A A - - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2 HCM 6th TWSC 9: N 7th Ave & Cultivar St 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 4 Intersection Int Delay, s/veh 3.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 11 63 211 167 508 37 Future Vol, veh/h 11 63 211 167 508 37 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 - 200 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 11 11 2 1 0 Mvmt Flow 12 68 229 182 552 40 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1212 572 592 0 - 0 Stage 1 572 - - - - - Stage 2 640 - - - - - Critical Hdwy 6.4 6.31 4.21 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.399 2.299 - - - Pot Cap-1 Maneuver 203 503 941 - - - Stage 1 569 - - - - - Stage 2 529 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 154 503 941 - - - Mov Cap-2 Maneuver 154 - - - - - Stage 1 431 - - - - - Stage 2 529 - - - - - Approach EB NB SB HCM Control Delay, s 17.2 5.6 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 941 - 376 - - HCM Lane V/C Ratio 0.244 - 0.214 - - HCM Control Delay (s) 10.1 - 17.2 - - HCM Lane LOS B - C - - HCM 95th %tile Q(veh) 1 - 0.8 - - Queues 12: N 7th Ave & Oak St 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 384 346 180 59 404 86 461 54 266 736 239 v/c Ratio 0.88 0.67 0.25 0.22 0.73 0.26 0.40 0.07 0.54 0.54 0.23 Control Delay 51.1 43.9 3.6 24.1 36.9 17.3 32.8 0.2 15.6 21.3 4.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.1 43.9 3.6 24.1 36.9 17.3 32.8 0.2 15.6 21.3 4.0 Queue Length 50th (ft) 215 228 0 26 98 33 148 0 88 154 16 Queue Length 95th (ft) #391 336 40 51 137 63 219 0 131 272 36 Internal Link Dist (ft) 515 654 679 419 Turn Bay Length (ft) 160 250 150 150 150 100 Base Capacity (vph) 434 527 787 343 851 411 1148 799 530 1364 1041 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.88 0.66 0.23 0.17 0.47 0.21 0.40 0.07 0.50 0.54 0.23 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 12: N 7th Ave & Oak St 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (veh/h) 353 318 166 54 209 163 79 424 50 22 223 677 Future Volume (veh/h) 353 318 166 54 209 163 79 424 50 22 223 677 Initial Q (Qb), veh 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 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1723 1736 1695 1682 1668 1750 1723 1695 1709 1723 Adj Flow Rate, veh/h 384 346 180 59 227 177 86 461 54 242 736 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 Percent Heavy Veh, % 1 2 1 4 5 6 0 2 4 3 2 Cap, veh/h 367 499 492 222 286 213 373 1335 644 508 1541 Arrive On Green 0.17 0.29 0.29 0.04 0.16 0.16 0.04 0.41 0.41 0.21 0.94 Sat Flow, veh/h 1654 1723 1471 1615 1744 1301 1667 3273 1437 1628 3273 Grp Volume(v), veh/h 384 346 180 59 207 197 86 461 54 242 736 Grp Sat Flow(s),veh/h/ln 1654 1723 1471 1615 1598 1448 1667 1637 1437 1628 1637 Q Serve(g_s), s 20.0 21.4 11.1 3.6 14.9 15.8 3.6 11.6 2.6 10.5 2.9 Cycle Q Clear(g_c), s 20.0 21.4 11.1 3.6 14.9 15.8 3.6 11.6 2.6 10.5 2.9 Prop In Lane 1.00 1.00 1.00 0.90 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 367 499 492 222 262 237 373 1335 644 508 1541 V/C Ratio(X) 1.05 0.69 0.37 0.27 0.79 0.83 0.23 0.35 0.08 0.48 0.48 Avail Cap(c_a), veh/h 367 515 506 344 398 361 493 1335 644 618 1541 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.1 37.9 30.3 39.6 48.2 48.6 19.0 24.5 19.0 14.6 1.9 Incr Delay (d2), s/veh 59.2 3.8 0.5 0.6 6.0 9.5 0.3 0.7 0.3 0.7 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.9 9.4 4.0 1.5 6.3 6.3 1.4 4.6 0.9 3.1 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 95.3 41.7 30.7 40.2 54.2 58.1 19.3 25.2 19.2 15.3 3.0 LnGrp LOS F D C D D E B C B B A Approach Vol, veh/h 910 463 601 1217 Approach Delay, s/veh 62.1 54.1 23.8 5.2 Approach LOS E D C A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.9 55.3 7.9 40.9 8.4 62.9 23.0 25.8 Change Period (Y+Rc), s 3.0 * 6.4 3.0 6.1 3.0 * 6.4 3.0 6.1 Max Green Setting (Gmax), s 21.0 * 31 14.0 35.9 14.0 * 38 20.0 29.9 Max Q Clear Time (g_c+I1), s 12.5 13.6 5.6 23.4 5.6 4.9 22.0 17.8 Green Ext Time (p_c), s 0.4 2.9 0.1 2.1 0.1 6.6 0.0 1.9 Intersection Summary HCM 6th Ctrl Delay 32.0 HCM 6th LOS C Notes User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 12: N 7th Ave & Oak St 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 7 Movement SBR Lane Configurations Traffic Volume (veh/h) 220 Future Volume (veh/h) 220 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1695 Adj Flow Rate, veh/h 239 Peak Hour Factor 0.92 Percent Heavy Veh, % 4 Cap, veh/h 916 Arrive On Green 0.94 Sat Flow, veh/h 1437 Grp Volume(v), veh/h 239 Grp Sat Flow(s),veh/h/ln 1437 Q Serve(g_s), s 1.2 Cycle Q Clear(g_c), s 1.2 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 916 V/C Ratio(X) 0.26 Avail Cap(c_a), veh/h 916 HCM Platoon Ratio 2.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 0.9 Incr Delay (d2), s/veh 0.7 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 1.6 LnGrp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs HCM 6th TWSC 15: N 7th Ave & Baxter Ln 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 8 Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 224 0 0 49 110 843 16 58 890 114 Future Vol, veh/h 0 0 224 0 0 49 110 843 16 58 890 114 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 100 - - 200 - - 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 4 0 0 2 4 2 0 2 2 10 Mvmt Flow 0 0 243 0 0 53 120 916 17 63 967 124 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 546 - - 467 1091 0 0 933 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.98 - - 6.94 4.18 - - 4.14 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.34 - - 3.32 2.24 - - 2.22 - - Pot Cap-1 Maneuver 0 0 477 0 0 542 624 - - 729 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 477 - - 542 624 - - 729 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 20.2 12.4 1.4 0.6 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 624 - - 477 542 729 - - HCM Lane V/C Ratio 0.192 - - 0.51 0.098 0.086 - - HCM Control Delay (s) 12.1 - - 20.2 12.4 10.4 - - HCM Lane LOS B - - C B B - - HCM 95th %tile Q(veh) 0.7 - - 2.9 0.3 0.3 - - Queues 18: N 7th Ave & I-90 EB Ramp 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 9 Lane Group EBL EBR NBT SBL SBT Lane Group Flow (vph) 336 532 966 40 677 v/c Ratio 0.78 0.60 0.56 0.16 0.34 Control Delay 51.1 23.7 21.7 10.6 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 51.1 23.7 21.7 10.6 13.5 Queue Length 50th (ft) 239 122 225 16 227 Queue Length 95th (ft) 304 159 m332 49 288 Internal Link Dist (ft) 535 695 Turn Bay Length (ft) 400 210 Base Capacity (vph) 742 1367 1729 298 1982 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 0.45 0.39 0.56 0.13 0.34 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 18: N 7th Ave & I-90 EB Ramp 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 309 0 489 0 0 0 0 804 85 37 623 0 Future Volume (veh/h) 309 0 489 0 0 0 0 804 85 37 623 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1614 0 1723 0 1723 1668 1422 1723 0 Adj Flow Rate, veh/h 336 0 532 0 874 92 40 677 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 10 0 2 0 2 6 24 2 0 Cap, veh/h 391 0 654 0 1745 184 382 2094 0 Arrive On Green 0.25 0.00 0.25 0.00 1.00 1.00 0.06 1.00 0.00 Sat Flow, veh/h 1537 0 2569 0 3074 315 1355 3359 0 Grp Volume(v), veh/h 336 0 532 0 479 487 40 677 0 Grp Sat Flow(s),veh/h/ln 1537 0 1285 0 1637 1666 1355 1637 0 Q Serve(g_s), s 25.0 0.0 23.4 0.0 0.0 0.0 1.3 0.0 0.0 Cycle Q Clear(g_c), s 25.0 0.0 23.4 0.0 0.0 0.0 1.3 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.19 1.00 0.00 Lane Grp Cap(c), veh/h 391 0 654 0 956 973 382 2094 0 V/C Ratio(X) 0.86 0.00 0.81 0.00 0.50 0.50 0.10 0.32 0.00 Avail Cap(c_a), veh/h 756 0 1263 0 956 973 476 2094 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 42.7 0.0 42.1 0.0 0.0 0.0 8.2 0.0 0.0 Incr Delay (d2), s/veh 5.6 0.0 2.5 0.0 1.9 1.8 0.1 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.0 0.0 7.5 0.0 0.5 0.5 0.4 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.3 0.0 44.6 0.0 1.9 1.8 8.3 0.4 0.0 LnGrp LOS D A D A A A A A A Approach Vol, veh/h 868 966 717 Approach Delay, s/veh 46.0 1.9 0.8 Approach LOS D A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 6.7 76.8 36.5 83.5 Change Period (Y+Rc), s 3.0 * 6.7 6.0 * 6.7 Max Green Setting (Gmax), s 12.0 * 33 59.0 * 48 Max Q Clear Time (g_c+I1), s 3.3 2.0 27.0 2.0 Green Ext Time (p_c), s 0.0 6.4 3.5 4.8 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 21: N 7th Ave & I-90 WB Ramp 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 11 Lane Group WBL WBT WBR NBL NBT SBT Lane Group Flow (vph) 139 2 93 129 1036 655 v/c Ratio 0.31 no cap 0.21 0.48 0.51 0.43 Control Delay 33.0 5.9 47.7 20.9 27.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 33.0 Error 5.9 47.7 20.9 27.1 Queue Length 50th (ft) 70 0 0 53 352 240 Queue Length 95th (ft) 121 0 34 75 425 297 Internal Link Dist (ft) 775 695 217 Turn Bay Length (ft) 150 220 Base Capacity (vph) 574 1 550 490 2216 1586 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 0.24 2.00 0.17 0.26 0.47 0.41 Intersection Summary HCM 6th Signalized Intersection Summary 21: N 7th Ave & I-90 WB Ramp 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 128 2 86 119 953 0 0 518 85 Future Volume (veh/h) 0 0 0 128 2 86 119 953 0 0 518 85 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1750 1654 1695 1709 0 0 1682 1573 Adj Flow Rate, veh/h 139 2 93 129 1036 0 0 563 92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 7 4 3 0 0 5 13 Cap, veh/h 172 0 147 185 2579 0 0 1885 307 Arrive On Green 0.10 0.10 0.10 0.02 0.26 0.00 0.00 1.00 1.00 Sat Flow, veh/h 1641 0 1402 3132 3333 0 0 2835 448 Grp Volume(v), veh/h 139 0 93 129 1036 0 0 326 329 Grp Sat Flow(s),veh/h/ln 1641 0 1402 1566 1624 0 0 1598 1601 Q Serve(g_s), s 9.9 0.0 7.6 4.9 31.6 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 9.9 0.0 7.6 4.9 31.6 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.28 Lane Grp Cap(c), veh/h 172 0 147 185 2579 0 0 1095 1097 V/C Ratio(X) 0.81 0.00 0.63 0.70 0.40 0.00 0.00 0.30 0.30 Avail Cap(c_a), veh/h 479 0 409 496 2579 0 0 1095 1097 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 0.75 0.75 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 52.5 0.0 51.5 57.8 20.8 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 8.6 0.0 4.4 3.6 0.4 0.0 0.0 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.0 2.8 2.0 13.7 0.0 0.0 0.2 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.1 0.0 55.9 61.3 21.1 0.0 0.0 0.7 0.7 LnGrp LOS E A E E C A A A A Approach Vol, veh/h 232 1165 655 Approach Delay, s/veh 59.0 25.6 0.7 Approach LOS E C A Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 101.4 13.1 88.3 18.6 Change Period (Y+Rc), s * 6.1 6.0 * 6.1 6.0 Max Green Setting (Gmax), s * 73 19.0 * 48 35.0 Max Q Clear Time (g_c+I1), s 33.6 6.9 2.0 11.9 Green Ext Time (p_c), s 8.3 0.3 4.0 0.7 Intersection Summary HCM 6th Ctrl Delay 21.4 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 24: N 7th Ave & Wheat Dr 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 13 Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 0 61 12 1 6 54 799 95 5 581 16 Future Vol, veh/h 8 0 61 12 1 6 54 799 95 5 581 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 - - - - - - 75 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 2 4 1 0 4 6 Mvmt Flow 9 0 66 13 1 7 59 868 103 5 632 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1204 1740 325 1364 1697 486 649 0 0 971 0 0 Stage 1 651 651 - 1038 1038 - - - - - - - Stage 2 553 1089 - 326 659 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.14 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.22 - - 2.2 - - Pot Cap-1 Maneuver 142 88 677 108 93 533 933 - - 718 - - Stage 1 429 468 - 251 311 - - - - - - - Stage 2 490 294 - 666 464 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 131 82 677 92 86 533 933 - - 718 - - Mov Cap-2 Maneuver 131 82 - 92 86 - - - - - - - Stage 1 402 465 - 235 291 - - - - - - - Stage 2 452 275 - 597 461 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.4 39.7 0.5 0.1 HCM LOS B E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 933 - - 456 124 718 - - HCM Lane V/C Ratio 0.063 - - 0.164 0.167 0.008 - - HCM Control Delay (s) 9.1 - - 14.4 39.7 10.1 - - HCM Lane LOS A - - B E B - - HCM 95th %tile Q(veh) 0.2 - - 0.6 0.6 0 - - Queues 3: N 7th Ave & Mandeville Ln/Griffin Dr 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 7 186 502 205 68 482 225 74 505 v/c Ratio 0.05 0.75 0.79 0.38 0.14 0.55 0.19 0.18 0.31 Control Delay 46.7 39.1 58.7 9.9 10.9 20.5 0.9 14.3 21.8 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Total Delay 46.7 39.2 58.7 9.9 10.9 20.5 0.9 14.3 21.8 Queue Length 50th (ft) 6 53 209 9 17 141 0 24 128 Queue Length 95th (ft) 17 129 256 89 31 401 27 60 216 Internal Link Dist (ft) 1041 1009 319 560 Turn Bay Length (ft) 50 460 50 160 Base Capacity (vph) 149 385 785 710 487 869 1219 413 1621 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 7 0 0 0 0 0 0 180 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.49 0.64 0.29 0.14 0.55 0.18 0.18 0.35 Intersection Summary HCM 6th Signalized Intersection Summary 3: N 7th Ave & Mandeville Ln/Griffin Dr 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 6 38 133 462 14 175 63 443 207 68 463 2 Future Volume (veh/h) 6 38 133 462 14 175 63 443 207 68 463 2 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 1682 1750 1736 1750 1750 1750 1709 1723 1750 1682 1750 Adj Flow Rate, veh/h 7 41 145 502 15 190 68 482 225 74 503 2 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 5 0 1 0 0 0 3 2 0 5 0 Cap, veh/h 251 46 164 572 17 221 475 837 975 474 1601 6 Arrive On Green 0.15 0.14 0.14 0.18 0.16 0.16 0.07 0.98 0.98 0.04 0.49 0.49 Sat Flow, veh/h 1667 325 1150 3208 110 1390 1667 1709 1460 1667 3264 13 Grp Volume(v), veh/h 7 0 186 502 0 205 68 482 225 74 246 259 Grp Sat Flow(s),veh/h/ln 1667 0 1475 1604 0 1500 1667 1709 1460 1667 1598 1679 Q Serve(g_s), s 0.5 0.0 16.1 19.8 0.0 17.3 2.6 1.7 0.4 2.9 12.1 12.1 Cycle Q Clear(g_c), s 0.5 0.0 16.1 19.8 0.0 17.3 2.6 1.7 0.4 2.9 12.1 12.1 Prop In Lane 1.00 0.78 1.00 0.93 1.00 1.00 1.00 0.01 Lane Grp Cap(c), veh/h 251 0 211 572 0 238 475 837 975 474 783 823 V/C Ratio(X) 0.03 0.00 0.88 0.88 0.00 0.86 0.14 0.58 0.23 0.16 0.31 0.31 Avail Cap(c_a), veh/h 251 0 277 790 0 593 480 837 975 478 783 823 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.1 0.0 54.6 52.0 0.0 53.3 15.3 0.7 0.3 15.3 20.0 20.0 Incr Delay (d2), s/veh 0.0 0.0 21.9 8.4 0.0 8.9 0.1 2.9 0.6 0.2 1.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 7.3 8.6 0.0 7.1 0.9 1.0 0.2 1.1 4.5 4.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.2 0.0 76.6 60.4 0.0 62.1 15.5 3.6 0.8 15.5 21.0 21.0 LnGrp LOS D A E E A E B A A B C C Approach Vol, veh/h 193 707 775 579 Approach Delay, s/veh 75.5 60.9 3.8 20.3 Approach LOS E E A C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.7 70.0 27.2 24.2 8.6 70.0 25.1 26.2 Change Period (Y+Rc), s 4.0 6.3 4.0 5.6 4.0 6.3 5.6 * 5.6 Max Green Setting (Gmax), s 5.0 48.7 32.0 24.4 5.0 48.7 5.0 * 51 Max Q Clear Time (g_c+I1), s 4.9 3.7 21.8 18.1 4.6 14.1 2.5 19.3 Green Ext Time (p_c), s 0.0 3.8 1.4 0.5 0.0 2.8 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 32.1 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 6: Wheat Dr & Mandeville Ln 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 3 Intersection Int Delay, s/veh 7.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1 0 5 2 52 0 6 13 130 14 0 Future Vol, veh/h 0 1 0 5 2 52 0 6 13 130 14 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop 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 15 0 0 0 Mvmt Flow 0 1 0 5 2 57 0 7 14 141 15 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 59 0 0 1 0 0 49 70 1 53 42 31 Stage 1 - - - - - - 1 1 - 41 41 - Stage 2 - - - - - - 48 69 - 12 1 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.35 7.1 6.5 6.2 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 2.2 - - 2.2 - - 3.5 4 3.435 3.5 4 3.3 Pot Cap-1 Maneuver 1558 - - 1635 - - 956 824 1047 951 854 1049 Stage 1 - - - - - - 1027 899 - 979 865 - Stage 2 - - - - - - 971 841 - 1014 899 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1558 - - 1635 - - 941 822 1047 930 851 1049 Mov Cap-2 Maneuver - - - - - - 941 822 - 930 851 - Stage 1 - - - - - - 1027 899 - 979 862 - Stage 2 - - - - - - 951 838 - 993 899 - Approach EB WB NB SB HCM Control Delay, s 0 0.6 8.8 9.7 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 964 1558 - - 1635 - - 922 HCM Lane V/C Ratio 0.021 - - - 0.003 - - 0.17 HCM Control Delay (s) 8.8 0 - - 7.2 0 - 9.7 HCM Lane LOS A A - - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.6 HCM 6th TWSC 9: N 7th Ave & Cultivar St 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 4 Intersection Int Delay, s/veh 4.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 35 198 82 465 206 15 Future Vol, veh/h 35 198 82 465 206 15 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 - 200 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 11 12 1 2 0 Mvmt Flow 38 215 89 505 224 16 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 915 232 240 0 - 0 Stage 1 232 - - - - - Stage 2 683 - - - - - Critical Hdwy 6.4 6.31 4.22 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.399 2.308 - - - Pot Cap-1 Maneuver 305 785 1270 - - - Stage 1 811 - - - - - Stage 2 505 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 284 785 1270 - - - Mov Cap-2 Maneuver 284 - - - - - Stage 1 754 - - - - - Stage 2 505 - - - - - Approach EB NB SB HCM Control Delay, s 14.7 1.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1270 - 621 - - HCM Lane V/C Ratio 0.07 - 0.408 - - HCM Control Delay (s) 8 - 14.7 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0.2 - 2 - - Queues 12: N 7th Ave & Oak St 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 285 265 161 130 760 189 746 108 255 688 458 v/c Ratio 0.77 0.44 0.19 0.30 0.88 0.61 0.85 0.17 0.82 0.71 0.51 Control Delay 45.6 38.2 3.6 23.7 56.8 30.3 56.0 6.6 49.1 45.7 11.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.6 38.2 3.6 23.7 56.8 30.3 56.0 6.6 49.1 45.7 11.4 Queue Length 50th (ft) 172 174 0 61 321 99 325 7 144 282 117 Queue Length 95th (ft) #350 313 41 122 #517 150 433 44 249 367 217 Internal Link Dist (ft) 515 654 679 419 Turn Bay Length (ft) 160 250 150 150 150 100 Base Capacity (vph) 405 609 967 624 864 449 1110 820 402 1142 926 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.44 0.17 0.21 0.88 0.42 0.67 0.13 0.63 0.60 0.49 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 12: N 7th Ave & Oak St 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (veh/h) 262 244 148 120 456 243 174 686 99 15 220 633 Future Volume (veh/h) 262 244 148 120 456 243 174 686 99 15 220 633 Initial Q (Qb), veh 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 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1709 1736 1736 1750 1723 1736 1736 1736 1723 1723 Adj Flow Rate, veh/h 285 265 161 130 496 264 189 746 108 239 688 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 Percent Heavy Veh, % 1 3 1 1 0 2 1 1 1 2 2 Cap, veh/h 334 578 646 435 569 302 333 967 542 328 1028 Arrive On Green 0.14 0.34 0.34 0.08 0.27 0.27 0.10 0.29 0.29 0.12 0.31 Sat Flow, veh/h 1654 1709 1471 1654 2100 1113 1654 3299 1471 1641 3273 Grp Volume(v), veh/h 285 265 161 130 392 368 189 746 108 239 688 Grp Sat Flow(s),veh/h/ln 1654 1709 1471 1654 1663 1550 1654 1650 1471 1641 1637 Q Serve(g_s), s 12.8 13.1 7.4 6.0 24.3 24.5 8.4 22.3 5.4 10.6 19.7 Cycle Q Clear(g_c), s 12.8 13.1 7.4 6.0 24.3 24.5 8.4 22.3 5.4 10.6 19.7 Prop In Lane 1.00 1.00 1.00 0.72 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 334 578 646 435 451 420 333 967 542 328 1028 V/C Ratio(X) 0.85 0.46 0.25 0.30 0.87 0.88 0.57 0.77 0.20 0.73 0.67 Avail Cap(c_a), veh/h 512 578 646 724 522 487 581 1333 705 539 1322 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 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.3 28.0 19.1 25.2 37.5 37.6 24.3 34.8 23.2 24.6 32.1 Incr Delay (d2), s/veh 8.4 0.6 0.2 0.4 13.3 14.7 1.5 1.9 0.2 3.1 0.9 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 %ile BackOfQ(50%),veh/ln 5.6 5.3 2.5 2.4 11.3 10.7 3.3 9.0 1.9 4.2 7.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.7 28.5 19.3 25.6 50.9 52.3 25.8 36.7 23.4 27.7 33.0 LnGrp LOS C C B C D D C D C C C Approach Vol, veh/h 711 890 1043 1385 Approach Delay, s/veh 28.5 47.8 33.4 29.4 Approach LOS C D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.1 38.0 11.1 42.6 13.9 40.3 18.4 35.4 Change Period (Y+Rc), s 3.0 * 6.4 3.0 6.1 3.0 * 6.4 3.0 6.1 Max Green Setting (Gmax), s 27.0 * 44 27.0 33.9 27.0 * 44 27.0 33.9 Max Q Clear Time (g_c+I1), s 12.6 24.3 8.0 15.1 10.4 28.2 14.8 26.5 Green Ext Time (p_c), s 0.6 5.3 0.3 1.9 0.4 5.7 0.7 2.8 Intersection Summary HCM 6th Ctrl Delay 34.3 HCM 6th LOS C Notes User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 12: N 7th Ave & Oak St 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 7 Movement SBR Lane Configurations Traffic Volume (veh/h) 421 Future Volume (veh/h) 421 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1750 Adj Flow Rate, veh/h 458 Peak Hour Factor 0.92 Percent Heavy Veh, % 0 Cap, veh/h 678 Arrive On Green 0.31 Sat Flow, veh/h 1483 Grp Volume(v), veh/h 458 Grp Sat Flow(s),veh/h/ln 1483 Q Serve(g_s), s 26.2 Cycle Q Clear(g_c), s 26.2 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 678 V/C Ratio(X) 0.68 Avail Cap(c_a), veh/h 811 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 23.0 Incr Delay (d2), s/veh 1.7 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 9.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.8 LnGrp LOS C Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs HCM 6th TWSC 15: N 7th Ave & Baxter Ln 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 8 Intersection Int Delay, s/veh 5.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 254 0 0 142 242 1034 30 77 1020 213 Future Vol, veh/h 0 0 254 0 0 142 242 1034 30 77 1020 213 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 100 - - 200 - - 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 1 0 1 0 0 1 4 Mvmt Flow 0 0 276 0 0 154 263 1124 33 84 1109 232 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 671 - - 579 1341 0 0 1157 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.9 - - 6.92 4.1 - - 4.1 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.3 - - 3.31 2.2 - - 2.2 - - Pot Cap-1 Maneuver 0 0 404 0 0 461 521 - - 611 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 404 - - 461 521 - - 611 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 31.1 16.7 3.5 0.7 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 521 - - 404 461 611 - - HCM Lane V/C Ratio 0.505 - - 0.683 0.335 0.137 - - HCM Control Delay (s) 18.7 - - 31.1 16.7 11.8 - - HCM Lane LOS C - - D C B - - HCM 95th %tile Q(veh) 2.8 - - 4.9 1.5 0.5 - - Queues 18: N 7th Ave & I-90 EB Ramp 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 9 Lane Group EBL EBR NBT SBL SBT Lane Group Flow (vph) 189 291 1247 93 1162 v/c Ratio 0.74 0.54 0.59 0.34 0.48 Control Delay 68.7 28.6 14.9 8.5 8.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 68.7 28.6 14.9 8.5 8.3 Queue Length 50th (ft) 154 66 282 21 199 Queue Length 95th (ft) 222 109 438 m30 217 Internal Link Dist (ft) 535 695 Turn Bay Length (ft) 400 210 Base Capacity (vph) 490 904 2130 317 2431 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 0.39 0.32 0.59 0.29 0.48 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 18: N 7th Ave & I-90 EB Ramp 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 174 0 268 0 0 0 0 1035 112 86 1069 0 Future Volume (veh/h) 174 0 268 0 0 0 0 1035 112 86 1069 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1654 0 1723 0 1736 1736 1600 1736 0 Adj Flow Rate, veh/h 189 0 291 0 1125 122 93 1162 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 7 0 2 0 1 1 11 1 0 Cap, veh/h 229 0 373 0 2093 227 325 2498 0 Arrive On Green 0.15 0.00 0.15 0.00 0.70 0.70 0.07 1.00 0.00 Sat Flow, veh/h 1576 0 2569 0 3089 325 1524 3386 0 Grp Volume(v), veh/h 189 0 291 0 617 630 93 1162 0 Grp Sat Flow(s),veh/h/ln 1576 0 1285 0 1650 1678 1524 1650 0 Q Serve(g_s), s 15.1 0.0 14.2 0.0 23.6 23.7 2.2 0.0 0.0 Cycle Q Clear(g_c), s 15.1 0.0 14.2 0.0 23.6 23.7 2.2 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.19 1.00 0.00 Lane Grp Cap(c), veh/h 229 0 373 0 1150 1170 325 2498 0 V/C Ratio(X) 0.83 0.00 0.78 0.00 0.54 0.54 0.29 0.47 0.00 Avail Cap(c_a), veh/h 497 0 810 0 1150 1170 409 2498 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.54 0.54 0.00 Uniform Delay (d), s/veh 54.0 0.0 53.6 0.0 9.5 9.6 7.3 0.0 0.0 Incr Delay (d2), s/veh 7.4 0.0 3.6 0.0 1.8 1.8 0.3 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 0.0 4.7 0.0 7.9 8.0 0.5 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.4 0.0 57.2 0.0 11.3 11.3 7.5 0.3 0.0 LnGrp LOS E A E A B B A A A Approach Vol, veh/h 480 1247 1255 Approach Delay, s/veh 58.8 11.3 0.9 Approach LOS E B A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.8 97.3 24.9 105.1 Change Period (Y+Rc), s 3.0 * 6.7 6.0 * 6.7 Max Green Setting (Gmax), s 12.0 * 61 41.0 * 76 Max Q Clear Time (g_c+I1), s 4.2 25.7 17.1 2.0 Green Ext Time (p_c), s 0.1 9.5 1.7 10.4 Intersection Summary HCM 6th Ctrl Delay 14.6 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 21: N 7th Ave & I-90 WB Ramp 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 11 Lane Group WBL WBT WBR NBL NBT SBT Lane Group Flow (vph) 216 1 127 430 829 1255 v/c Ratio 0.75 no cap 0.36 0.77 0.35 0.78 Control Delay 66.7 10.1 75.4 4.8 34.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 66.7 Error 10.1 75.4 4.8 34.0 Queue Length 50th (ft) 168 0 0 181 88 374 Queue Length 95th (ft) 257 0 54 255 100 #668 Internal Link Dist (ft) 775 695 217 Turn Bay Length (ft) 150 220 Base Capacity (vph) 338 1 389 761 2357 1609 Starvation Cap Reductn 0 0 0 0 0 10 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.64 1.00 0.33 0.57 0.35 0.78 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 21: N 7th Ave & I-90 WB Ramp 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 199 1 117 396 763 0 0 911 244 Future Volume (veh/h) 0 0 0 199 1 117 396 763 0 0 911 244 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1750 1654 1736 1709 0 0 1723 1668 Adj Flow Rate, veh/h 216 1 127 430 829 0 0 990 265 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 7 1 3 0 0 2 6 Cap, veh/h 246 0 210 488 2459 0 0 1428 381 Arrive On Green 0.15 0.15 0.15 0.30 1.00 0.00 0.00 1.00 1.00 Sat Flow, veh/h 1641 0 1402 3208 3333 0 0 2641 681 Grp Volume(v), veh/h 216 0 127 430 829 0 0 633 622 Grp Sat Flow(s),veh/h/ln 1641 0 1402 1604 1624 0 0 1637 1600 Q Serve(g_s), s 16.8 0.0 11.0 16.6 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 16.8 0.0 11.0 16.6 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.43 Lane Grp Cap(c), veh/h 246 0 210 488 2459 0 0 915 894 V/C Ratio(X) 0.88 0.00 0.61 0.88 0.34 0.00 0.00 0.69 0.70 Avail Cap(c_a), veh/h 341 0 291 765 2459 0 0 915 894 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 0.76 0.76 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 54.1 0.0 51.7 44.1 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 17.3 0.0 2.8 5.9 0.3 0.0 0.0 4.3 4.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.0 0.0 4.0 5.8 0.1 0.0 0.0 1.1 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 71.4 0.0 54.5 50.0 0.3 0.0 0.0 4.3 4.5 LnGrp LOS E A D D A A A A A Approach Vol, veh/h 343 1259 1255 Approach Delay, s/veh 65.2 17.2 4.4 Approach LOS E B A Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 104.5 25.8 78.8 25.5 Change Period (Y+Rc), s * 6.1 6.0 * 6.1 6.0 Max Green Setting (Gmax), s * 91 31.0 * 54 27.0 Max Q Clear Time (g_c+I1), s 2.0 18.6 2.0 18.8 Green Ext Time (p_c), s 6.3 1.2 10.5 0.7 Intersection Summary HCM 6th Ctrl Delay 17.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 24: N 7th Ave & Wheat Dr 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side (2027) Synchro 11 Report Page 13 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 1 0 85 39 1 25 87 725 48 2 1054 18 Future Vol, veh/h 1 0 85 39 1 25 87 725 48 2 1054 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 - - - - - - 75 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 0 0 0 3 1 0 0 1 0 Mvmt Flow 1 0 92 42 1 27 95 788 52 2 1146 20 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1745 2190 583 1581 2174 420 1166 0 0 840 0 0 Stage 1 1160 1160 - 1004 1004 - - - - - - - Stage 2 585 1030 - 577 1170 - - - - - - - Critical Hdwy 7.5 6.5 6.94 7.5 6.5 6.9 4.16 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.32 3.5 4 3.3 2.23 - - 2.2 - - Pot Cap-1 Maneuver 56 46 456 75 47 588 589 - - 804 - - Stage 1 211 272 - 263 322 - - - - - - - Stage 2 469 313 - 474 269 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 46 39 456 52 39 588 589 - - 804 - - Mov Cap-2 Maneuver 46 39 - 52 39 - - - - - - - Stage 1 177 271 - 221 270 - - - - - - - Stage 2 374 263 - 377 268 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.2 164.3 1.2 0 HCM LOS C F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 589 - - 413 79 804 - - HCM Lane V/C Ratio 0.161 - - 0.226 0.894 0.003 - - HCM Control Delay (s) 12.3 - - 16.2 164.3 9.5 - - HCM Lane LOS B - - C F A - - HCM 95th %tile Q(veh) 0.6 - - 0.9 4.7 0 - - APPENDIX D CAPACITY CALCULATIONS – FUTURE (2038) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 77.9 E 19 43.4 D 18 WB 55.3 E 7 92.2 F 26 NB 27.2 C 10 45.7 D 22 SB 7.2 A 14 39.0 D 19 Intersection 38.0 D -53.3 D -- EB 28.2 D 5 57.8 F 9 WB 13.2 B 1 20.3 C 3 NB 1.6 A 1 5.1 A 5 SB 0.6 A 1 0.8 A 1 Intersection 4.0 A --8.5 A -- EB 44.7 D 13 58.0 E 10 NB 2.7 A 15 14.0 B 25 SB 1.0 A 13 1.0 A 13 Intersection 16.6 B --15.8 B -- WB 57.8 E 4 66.7 E 13 NB 18.3 B 19 17.1 B 12 SB 0.9 A 14 9.0 A 33 Intersection 17.2 B --19.7 B -- EB 17.0 C 1 18.7 C 2 WB 52.6 F 1 442.4 F 8 NB 0.5 A 1 1.4 A 1 SB 0.1 A 0 0.0 A 0 Intersection 1.7 A --15.6 C -- EB 64.1 E 3 74.6 E 6 WB 60.2 E 5 62.1 E 13 NB 1.9 A 2 6.9 A 25 SB 8.8 A 7 23.0 C 10 Intersection 15.7 B --34.2 C -- EB 0.0 A 0 0.0 A 0 WB 0.4 A 0 0.7 A 0 NB 9.4 A 1 8.8 A 1 SB 9.6 A 1 9.8 A 1 Intersection 3.3 A --7.3 A -- EB 19.5 C 1 16.1 C 3 NB 5.5 A 2 1.1 A 1 SB 0.0 A 0 0.0 A 0 Intersection 3.4 A --4.0 A -- Mandeville Lane & Wheat Drive Intersection Control One-Way Stop-Control (EB) N 7th Avenue & Cultivar Street North 7th Avenue & Wheat Drive Intersection Control Signalized North 7th Avenue & Griffin Drive Intersection Control Two-Way Stop-Control (NB/SB) North 7th Avenue & I-90 EB Ramps Intersection Control Signalized North 7th Avenue & I-90 WB Ramps Intersection Control Two-Way Stop-Control (EB/WB) Oak Street & North 7th Avenue Intersection Control Two-Way Stop-Control (EB/WB) Baxter Lane & North 7th Avenue Intersection Control Signalized Intersection Approach East Side Future (2038) AM Peak PM Peak Intersection Control Signalized Queues 3: N 7th Ave & Mandeville Ln/Griffin Dr 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 4 78 184 103 135 463 271 189 505 v/c Ratio 0.04 0.50 0.57 0.34 0.22 0.48 0.23 0.33 0.26 Control Delay 50.8 31.1 58.1 20.7 3.4 7.7 0.4 7.6 12.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.8 31.1 58.1 20.7 3.4 7.7 0.4 7.6 12.8 Queue Length 50th (ft) 3 16 71 21 14 77 0 40 91 Queue Length 95th (ft) 14 64 105 79 13 47 0 85 155 Internal Link Dist (ft) 1041 1009 319 560 Turn Bay Length (ft) 50 460 50 160 Base Capacity (vph) 103 320 614 568 617 973 1289 579 1980 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.24 0.30 0.18 0.22 0.48 0.21 0.33 0.26 Intersection Summary HCM 6th Signalized Intersection Summary 3: N 7th Ave & Mandeville Ln/Griffin Dr 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 19 52 169 30 64 124 426 249 174 457 7 Future Volume (veh/h) 4 19 52 169 30 64 124 426 249 174 457 7 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 1723 1682 1750 1723 1750 1654 1736 1736 1723 1518 Adj Flow Rate, veh/h 4 21 57 184 33 70 135 463 271 189 497 8 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 2 5 0 2 0 7 1 1 2 17 Cap, veh/h 79 28 77 244 43 91 661 1055 1054 607 2116 34 Arrive On Green 0.05 0.07 0.07 0.08 0.09 0.09 0.09 1.00 1.00 0.05 0.64 0.64 Sat Flow, veh/h 1667 416 1130 3107 500 1060 1667 1654 1471 1654 3297 53 Grp Volume(v), veh/h 4 0 78 184 0 103 135 463 271 189 247 258 Grp Sat Flow(s),veh/h/ln 1667 0 1547 1554 0 1559 1667 1654 1471 1654 1637 1713 Q Serve(g_s), s 0.3 0.0 5.9 7.0 0.0 7.8 3.5 0.0 0.0 4.8 7.6 7.6 Cycle Q Clear(g_c), s 0.3 0.0 5.9 7.0 0.0 7.8 3.5 0.0 0.0 4.8 7.6 7.6 Prop In Lane 1.00 0.73 1.00 0.68 1.00 1.00 1.00 0.03 Lane Grp Cap(c), veh/h 79 0 105 244 0 134 661 1055 1054 607 1051 1100 V/C Ratio(X) 0.05 0.00 0.74 0.75 0.00 0.77 0.20 0.44 0.26 0.31 0.23 0.23 Avail Cap(c_a), veh/h 79 0 276 621 0 525 669 1055 1054 607 1051 1100 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.6 0.0 54.9 54.1 0.0 53.7 6.5 0.0 0.0 6.6 9.1 9.1 Incr Delay (d2), s/veh 0.3 0.0 9.7 4.7 0.0 8.9 0.2 1.3 0.6 0.3 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 2.6 2.9 0.0 3.3 1.0 0.4 0.2 1.5 2.6 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.8 0.0 64.5 58.8 0.0 62.5 6.7 1.3 0.6 6.9 9.6 9.6 LnGrp LOS D A E E A E A A A A A A Approach Vol, veh/h 82 287 869 694 Approach Delay, s/veh 64.1 60.2 1.9 8.8 Approach LOS E E A A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.0 82.8 13.4 13.8 9.5 83.3 11.3 15.9 Change Period (Y+Rc), s 4.0 6.3 4.0 5.6 4.0 6.3 5.6 * 5.6 Max Green Setting (Gmax), s 6.0 48.7 24.0 21.4 6.0 48.7 5.0 * 40 Max Q Clear Time (g_c+I1), s 6.8 2.0 9.0 7.9 5.5 9.6 2.3 9.8 Green Ext Time (p_c), s 0.0 3.9 0.5 0.3 0.0 2.9 0.0 0.6 Intersection Summary HCM 6th Ctrl Delay 15.7 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 6: Wheat Dr & Mandeville Ln 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 3 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 2 0 8 7 139 0 15 12 40 4 0 Future Vol, veh/h 0 2 0 8 7 139 0 15 12 40 4 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop 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 1 0 0 0 0 0 0 Mvmt Flow 0 2 0 9 8 151 0 16 13 43 4 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 159 0 0 2 0 0 106 179 2 119 104 84 Stage 1 - - - - - - 2 2 - 102 102 - Stage 2 - - - - - - 104 177 - 17 2 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 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 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1433 - - 1634 - - 878 718 1088 861 790 981 Stage 1 - - - - - - 1026 898 - 909 815 - Stage 2 - - - - - - 907 756 - 1008 898 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1433 - - 1634 - - 870 714 1088 832 785 981 Mov Cap-2 Maneuver - - - - - - 870 714 - 832 785 - Stage 1 - - - - - - 1026 898 - 909 810 - Stage 2 - - - - - - 897 751 - 978 898 - Approach EB WB NB SB HCM Control Delay, s 0 0.4 9.4 9.6 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 843 1433 - - 1634 - - 827 HCM Lane V/C Ratio 0.035 - - - 0.005 - - 0.058 HCM Control Delay (s) 9.4 0 - - 7.2 0 - 9.6 HCM Lane LOS A A - - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2 HCM 6th TWSC 9: N 7th Ave & Cultivar St 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 4 Intersection Int Delay, s/veh 3.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 11 64 212 192 582 37 Future Vol, veh/h 11 64 212 192 582 37 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 - 200 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 11 11 2 1 0 Mvmt Flow 12 70 230 209 633 40 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1322 653 673 0 - 0 Stage 1 653 - - - - - Stage 2 669 - - - - - Critical Hdwy 6.4 6.31 4.21 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.399 2.299 - - - Pot Cap-1 Maneuver 174 452 877 - - - Stage 1 522 - - - - - Stage 2 513 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 128 452 877 - - - Mov Cap-2 Maneuver 128 - - - - - Stage 1 385 - - - - - Stage 2 513 - - - - - Approach EB NB SB HCM Control Delay, s 19.5 5.5 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 877 - 330 - - HCM Lane V/C Ratio 0.263 - 0.247 - - HCM Control Delay (s) 10.6 - 19.5 - - HCM Lane LOS B - C - - HCM 95th %tile Q(veh) 1.1 - 1 - - Queues 12: N 7th Ave & Oak St 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 425 397 207 66 456 98 516 63 302 840 271 v/c Ratio 0.97 0.71 0.27 0.23 0.73 0.35 0.50 0.09 0.67 0.66 0.27 Control Delay 66.7 44.6 3.3 23.0 37.5 19.8 36.5 0.9 22.7 25.5 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.7 44.6 3.3 23.0 37.5 19.8 36.5 0.9 22.7 25.5 5.7 Queue Length 50th (ft) 258 283 0 31 123 36 166 0 103 201 29 Queue Length 95th (ft) #464 387 40 55 161 73 246 6 181 329 57 Internal Link Dist (ft) 515 654 679 419 Turn Bay Length (ft) 160 250 150 150 150 100 Base Capacity (vph) 437 558 829 363 852 348 1036 760 479 1271 1002 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.97 0.71 0.25 0.18 0.54 0.28 0.50 0.08 0.63 0.66 0.27 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 12: N 7th Ave & Oak St 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (veh/h) 391 365 190 61 240 179 90 475 58 25 253 773 Future Volume (veh/h) 391 365 190 61 240 179 90 475 58 25 253 773 Initial Q (Qb), veh 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 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1723 1736 1709 1695 1668 1750 1723 1709 1709 1723 Adj Flow Rate, veh/h 425 397 207 66 261 195 98 516 63 275 840 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 Percent Heavy Veh, % 1 2 1 3 4 6 0 2 3 3 2 Cap, veh/h 367 520 520 207 320 231 338 1224 606 477 1467 Arrive On Green 0.17 0.30 0.30 0.04 0.18 0.18 0.05 0.37 0.37 0.25 0.90 Sat Flow, veh/h 1654 1723 1471 1628 1786 1288 1667 3273 1448 1628 3273 Grp Volume(v), veh/h 425 397 207 66 234 222 98 516 63 275 840 Grp Sat Flow(s),veh/h/ln 1654 1723 1471 1628 1611 1464 1667 1637 1448 1628 1637 Q Serve(g_s), s 20.0 25.1 12.7 3.9 16.8 17.6 4.3 14.1 3.2 12.7 6.5 Cycle Q Clear(g_c), s 20.0 25.1 12.7 3.9 16.8 17.6 4.3 14.1 3.2 12.7 6.5 Prop In Lane 1.00 1.00 1.00 0.88 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 367 520 520 207 289 263 338 1224 606 477 1467 V/C Ratio(X) 1.16 0.76 0.40 0.32 0.81 0.84 0.29 0.42 0.10 0.58 0.57 Avail Cap(c_a), veh/h 367 520 520 325 401 365 447 1224 606 557 1467 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.6 38.0 29.2 38.2 47.3 47.6 21.1 27.9 21.2 15.9 3.8 Incr Delay (d2), s/veh 97.7 6.7 0.5 0.9 8.5 12.1 0.5 1.1 0.3 1.1 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 18.5 11.4 4.5 1.6 7.3 7.2 1.7 5.6 1.1 3.7 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 132.3 44.7 29.7 39.0 55.8 59.8 21.5 29.0 21.6 17.0 5.4 LnGrp LOS F D C D E E C C C B A Approach Vol, veh/h 1029 522 677 1386 Approach Delay, s/veh 77.9 55.3 27.2 7.2 Approach LOS E E C A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.1 51.3 8.3 42.3 9.2 60.2 23.0 27.6 Change Period (Y+Rc), s 3.0 * 6.4 3.0 6.1 3.0 * 6.4 3.0 6.1 Max Green Setting (Gmax), s 21.0 * 31 14.0 35.9 14.0 * 38 20.0 29.9 Max Q Clear Time (g_c+I1), s 14.7 16.1 5.9 27.1 6.3 8.5 22.0 19.6 Green Ext Time (p_c), s 0.4 3.1 0.1 2.1 0.1 7.6 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 38.0 HCM 6th LOS D Notes User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 12: N 7th Ave & Oak St 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 7 Movement SBR Lane Configurations Traffic Volume (veh/h) 249 Future Volume (veh/h) 249 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1695 Adj Flow Rate, veh/h 271 Peak Hour Factor 0.92 Percent Heavy Veh, % 4 Cap, veh/h 884 Arrive On Green 0.90 Sat Flow, veh/h 1437 Grp Volume(v), veh/h 271 Grp Sat Flow(s),veh/h/ln 1437 Q Serve(g_s), s 2.6 Cycle Q Clear(g_c), s 2.6 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 884 V/C Ratio(X) 0.31 Avail Cap(c_a), veh/h 884 HCM Platoon Ratio 2.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 1.8 Incr Delay (d2), s/veh 0.9 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.7 LnGrp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs HCM 6th TWSC 15: N 7th Ave & Baxter Ln 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 8 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 0 0 257 0 0 57 127 934 18 66 1012 129 Future Vol, veh/h 0 0 257 0 0 57 127 934 18 66 1012 129 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 100 - - 200 - - 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 4 0 0 2 4 2 0 2 2 9 Mvmt Flow 0 0 279 0 0 62 138 1015 20 72 1100 140 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 620 - - 518 1240 0 0 1035 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.98 - - 6.94 4.18 - - 4.14 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.34 - - 3.32 2.24 - - 2.22 - - Pot Cap-1 Maneuver 0 0 426 0 0 502 546 - - 667 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 426 - - 502 546 - - 667 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 28.2 13.2 1.6 0.6 HCM LOS D B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 546 - - 426 502 667 - - HCM Lane V/C Ratio 0.253 - - 0.656 0.123 0.108 - - HCM Control Delay (s) 13.8 - - 28.2 13.2 11 - - HCM Lane LOS B - - D B B - - HCM 95th %tile Q(veh) 1 - - 4.6 0.4 0.4 - - Queues 18: N 7th Ave & I-90 EB Ramp 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 9 Lane Group EBL EBR NBT SBL SBT Lane Group Flow (vph) 374 609 1074 46 765 v/c Ratio 0.79 0.67 0.66 0.21 0.40 Control Delay 48.8 29.1 25.2 12.7 16.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 48.8 29.1 25.2 12.7 16.7 Queue Length 50th (ft) 264 175 263 19 263 Queue Length 95th (ft) 325 207 m374 54 320 Internal Link Dist (ft) 535 695 Turn Bay Length (ft) 400 210 Base Capacity (vph) 749 1340 1636 262 1896 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 0.50 0.45 0.66 0.18 0.40 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 18: N 7th Ave & I-90 EB Ramp 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 344 0 560 0 0 0 0 890 98 42 704 0 Future Volume (veh/h) 344 0 560 0 0 0 0 890 98 42 704 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1627 0 1723 0 1723 1682 1463 1723 0 Adj Flow Rate, veh/h 374 0 609 0 967 107 46 765 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 9 0 2 0 2 5 21 2 0 Cap, veh/h 433 0 718 0 1655 183 354 2012 0 Arrive On Green 0.28 0.00 0.28 0.00 1.00 1.00 0.07 1.00 0.00 Sat Flow, veh/h 1550 0 2569 0 3058 329 1394 3359 0 Grp Volume(v), veh/h 374 0 609 0 533 541 46 765 0 Grp Sat Flow(s),veh/h/ln 1550 0 1285 0 1637 1664 1394 1637 0 Q Serve(g_s), s 27.5 0.0 26.9 0.0 0.0 0.0 1.6 0.0 0.0 Cycle Q Clear(g_c), s 27.5 0.0 26.9 0.0 0.0 0.0 1.6 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.20 1.00 0.00 Lane Grp Cap(c), veh/h 433 0 718 0 911 926 354 2012 0 V/C Ratio(X) 0.86 0.00 0.85 0.00 0.58 0.58 0.13 0.38 0.00 Avail Cap(c_a), veh/h 762 0 1263 0 911 926 448 2012 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.88 0.88 0.00 Uniform Delay (d), s/veh 41.0 0.0 40.8 0.0 0.0 0.0 9.3 0.0 0.0 Incr Delay (d2), s/veh 5.2 0.0 2.9 0.0 2.7 2.7 0.1 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.9 0.0 8.6 0.0 0.7 0.7 0.5 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.3 0.0 43.7 0.0 2.7 2.7 9.5 0.5 0.0 LnGrp LOS D A D A A A A A A Approach Vol, veh/h 983 1074 811 Approach Delay, s/veh 44.7 2.7 1.0 Approach LOS D A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 6.9 73.5 39.6 80.4 Change Period (Y+Rc), s 3.0 * 6.7 6.0 * 6.7 Max Green Setting (Gmax), s 12.0 * 33 59.0 * 48 Max Q Clear Time (g_c+I1), s 3.6 2.0 29.5 2.0 Green Ext Time (p_c), s 0.0 7.4 4.1 5.6 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 21: N 7th Ave & I-90 WB Ramp 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 11 Lane Group WBL WBT WBR NBL NBT SBT Lane Group Flow (vph) 160 2 103 148 1140 738 v/c Ratio 0.36 no cap 0.23 0.52 0.56 0.49 Control Delay 35.0 8.0 48.1 19.7 27.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 35.0 Error 8.0 48.1 19.7 27.3 Queue Length 50th (ft) 82 0 6 61 406 274 Queue Length 95th (ft) 146 0 45 m80 475 330 Internal Link Dist (ft) 775 695 217 Turn Bay Length (ft) 150 220 Base Capacity (vph) 562 1 543 490 2202 1584 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 2.00 0.19 0.30 0.52 0.47 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 21: N 7th Ave & I-90 WB Ramp 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 147 2 95 136 1049 0 0 583 96 Future Volume (veh/h) 0 0 0 147 2 95 136 1049 0 0 583 96 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1750 1668 1695 1709 0 0 1695 1600 Adj Flow Rate, veh/h 160 2 103 148 1140 0 0 634 104 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 6 4 3 0 0 4 11 Cap, veh/h 194 0 167 205 2536 0 0 1844 302 Arrive On Green 0.12 0.12 0.12 0.04 0.52 0.00 0.00 1.00 1.00 Sat Flow, veh/h 1641 0 1414 3132 3333 0 0 2855 454 Grp Volume(v), veh/h 160 0 103 148 1140 0 0 368 370 Grp Sat Flow(s),veh/h/ln 1641 0 1414 1566 1624 0 0 1611 1614 Q Serve(g_s), s 11.4 0.0 8.3 5.6 26.3 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 11.4 0.0 8.3 5.6 26.3 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.28 Lane Grp Cap(c), veh/h 194 0 167 205 2536 0 0 1072 1074 V/C Ratio(X) 0.83 0.00 0.62 0.72 0.45 0.00 0.00 0.34 0.34 Avail Cap(c_a), veh/h 479 0 412 496 2536 0 0 1072 1074 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 0.66 0.66 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 51.7 0.0 50.3 56.3 12.5 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 8.5 0.0 3.7 3.2 0.4 0.0 0.0 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 0.0 3.1 2.3 10.2 0.0 0.0 0.3 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.2 0.0 54.0 59.5 12.9 0.0 0.0 0.9 0.9 LnGrp LOS E A D E B A A A A Approach Vol, veh/h 263 1288 738 Approach Delay, s/veh 57.8 18.3 0.9 Approach LOS E B A Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 99.8 13.8 86.0 20.2 Change Period (Y+Rc), s * 6.1 6.0 * 6.1 6.0 Max Green Setting (Gmax), s * 73 19.0 * 48 35.0 Max Q Clear Time (g_c+I1), s 28.3 7.6 2.0 13.4 Green Ext Time (p_c), s 9.7 0.3 4.7 0.7 Intersection Summary HCM 6th Ctrl Delay 17.2 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 24: N 7th Ave & Wheat Dr 05/19/2023 AM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 13 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 0 69 13 1 7 60 872 108 6 653 18 Future Vol, veh/h 10 0 69 13 1 7 60 872 108 6 653 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 - - - - - - 75 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 2 4 1 0 4 6 Mvmt Flow 11 0 75 14 1 8 65 948 117 7 710 20 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1339 1929 365 1506 1881 533 730 0 0 1065 0 0 Stage 1 734 734 - 1137 1137 - - - - - - - Stage 2 605 1195 - 369 744 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.14 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.22 - - 2.2 - - Pot Cap-1 Maneuver 113 67 638 85 72 496 870 - - 662 - - Stage 1 382 429 - 218 279 - - - - - - - Stage 2 456 262 - 629 424 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 103 61 638 70 66 496 870 - - 662 - - Mov Cap-2 Maneuver 103 61 - 70 66 - - - - - - - Stage 1 353 424 - 202 258 - - - - - - - Stage 2 414 242 - 549 419 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 17 52.6 0.5 0.1 HCM LOS C F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 870 - - 385 98 662 - - HCM Lane V/C Ratio 0.075 - - 0.223 0.233 0.01 - - HCM Control Delay (s) 9.5 - - 17 52.6 10.5 - - HCM Lane LOS A - - C F B - - HCM 95th %tile Q(veh) 0.2 - - 0.8 0.8 0 - - Queues 3: N 7th Ave & Mandeville Ln/Griffin Dr 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 8 193 576 233 72 539 258 83 550 v/c Ratio 0.05 0.76 0.84 0.40 0.16 0.67 0.23 0.25 0.35 Control Delay 47.6 40.6 60.8 9.2 12.2 25.5 1.2 16.0 23.8 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Total Delay 47.6 40.7 60.8 9.2 12.2 25.5 1.2 16.0 23.9 Queue Length 50th (ft) 7 60 238 9 15 207 0 30 153 Queue Length 95th (ft) 18 137 302 95 46 #601 24 66 237 Internal Link Dist (ft) 1041 1009 319 560 Turn Bay Length (ft) 50 460 50 160 Base Capacity (vph) 147 395 761 726 447 804 1170 335 1553 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 10 0 0 0 0 0 0 246 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.50 0.76 0.32 0.16 0.67 0.22 0.25 0.42 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 3: N 7th Ave & Mandeville Ln/Griffin Dr 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 7 40 138 530 15 200 66 496 237 76 504 2 Future Volume (veh/h) 7 40 138 530 15 200 66 496 237 76 504 2 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 1682 1750 1736 1750 1750 1750 1709 1723 1750 1682 1750 Adj Flow Rate, veh/h 8 43 150 576 16 217 72 539 258 83 548 2 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 5 0 1 0 0 0 3 2 0 5 0 Cap, veh/h 262 49 170 641 18 249 424 787 964 392 1513 6 Arrive On Green 0.16 0.15 0.15 0.20 0.18 0.18 0.07 0.92 0.92 0.04 0.46 0.46 Sat Flow, veh/h 1667 329 1147 3208 103 1396 1667 1709 1460 1667 3265 12 Grp Volume(v), veh/h 8 0 193 576 0 233 72 539 258 83 268 282 Grp Sat Flow(s),veh/h/ln 1667 0 1475 1604 0 1499 1667 1709 1460 1667 1598 1680 Q Serve(g_s), s 0.5 0.0 16.7 22.8 0.0 19.7 3.0 8.8 1.8 3.4 14.1 14.1 Cycle Q Clear(g_c), s 0.5 0.0 16.7 22.8 0.0 19.7 3.0 8.8 1.8 3.4 14.1 14.1 Prop In Lane 1.00 0.78 1.00 0.93 1.00 1.00 1.00 0.01 Lane Grp Cap(c), veh/h 262 0 218 641 0 267 424 787 964 392 740 778 V/C Ratio(X) 0.03 0.00 0.88 0.90 0.00 0.87 0.17 0.68 0.27 0.21 0.36 0.36 Avail Cap(c_a), veh/h 262 0 288 765 0 593 429 787 964 392 740 778 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.4 0.0 54.3 50.7 0.0 52.0 17.4 3.1 1.1 17.5 22.5 22.5 Incr Delay (d2), s/veh 0.0 0.0 21.5 12.0 0.0 8.6 0.2 4.8 0.7 0.3 1.4 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 7.5 10.1 0.0 8.0 1.1 2.4 0.5 1.3 5.4 5.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.4 0.0 75.8 62.7 0.0 60.6 17.6 7.9 1.8 17.8 23.9 23.8 LnGrp LOS D A E E A E B A A B C C Approach Vol, veh/h 201 809 869 633 Approach Delay, s/veh 74.6 62.1 6.9 23.0 Approach LOS E E A C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.0 66.2 30.0 24.8 8.6 66.5 26.0 28.8 Change Period (Y+Rc), s 4.0 6.3 4.0 5.6 4.0 6.3 5.6 * 5.6 Max Green Setting (Gmax), s 5.0 48.7 31.0 25.4 5.0 48.7 5.0 * 51 Max Q Clear Time (g_c+I1), s 5.4 10.8 24.8 18.7 5.0 16.1 2.5 21.7 Green Ext Time (p_c), s 0.0 4.4 1.2 0.6 0.0 3.1 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 34.2 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 6: Wheat Dr & Mandeville Ln 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 3 Intersection Int Delay, s/veh 7.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1 0 6 2 52 0 6 14 131 14 0 Future Vol, veh/h 0 1 0 6 2 52 0 6 14 131 14 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop 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 15 0 0 0 Mvmt Flow 0 1 0 7 2 57 0 7 15 142 15 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 59 0 0 1 0 0 53 74 1 57 46 31 Stage 1 - - - - - - 1 1 - 45 45 - Stage 2 - - - - - - 52 73 - 12 1 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.35 7.1 6.5 6.2 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 2.2 - - 2.2 - - 3.5 4 3.435 3.5 4 3.3 Pot Cap-1 Maneuver 1558 - - 1635 - - 951 820 1047 945 850 1049 Stage 1 - - - - - - 1027 899 - 974 861 - Stage 2 - - - - - - 966 838 - 1014 899 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1558 - - 1635 - - 935 817 1047 922 847 1049 Mov Cap-2 Maneuver - - - - - - 935 817 - 922 847 - Stage 1 - - - - - - 1027 899 - 974 858 - Stage 2 - - - - - - 945 835 - 992 899 - Approach EB WB NB SB HCM Control Delay, s 0 0.7 8.8 9.8 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 965 1558 - - 1635 - - 914 HCM Lane V/C Ratio 0.023 - - - 0.004 - - 0.172 HCM Control Delay (s) 8.8 0 - - 7.2 0 - 9.8 HCM Lane LOS A A - - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.6 HCM 6th TWSC 9: N 7th Ave & Cultivar St 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 4 Intersection Int Delay, s/veh 4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 35 198 82 533 236 15 Future Vol, veh/h 35 198 82 533 236 15 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 - 200 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 11 12 1 2 0 Mvmt Flow 38 215 89 579 257 16 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1022 265 273 0 - 0 Stage 1 265 - - - - - Stage 2 757 - - - - - Critical Hdwy 6.4 6.31 4.22 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.399 2.308 - - - Pot Cap-1 Maneuver 264 752 1235 - - - Stage 1 784 - - - - - Stage 2 467 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 245 752 1235 - - - Mov Cap-2 Maneuver 245 - - - - - Stage 1 728 - - - - - Stage 2 467 - - - - - Approach EB NB SB HCM Control Delay, s 16.1 1.1 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1235 - 574 - - HCM Lane V/C Ratio 0.072 - 0.441 - - HCM Control Delay (s) 8.1 - 16.1 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.2 - 2.2 - - Queues 12: N 7th Ave & Oak St 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 321 304 185 149 867 217 850 123 284 778 513 v/c Ratio 0.90 0.54 0.22 0.36 1.09 0.69 0.91 0.18 0.90 0.75 0.57 Control Delay 67.2 45.7 3.3 27.4 105.8 33.6 64.0 7.9 67.4 49.1 16.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.2 45.7 3.3 27.4 105.8 33.6 64.0 7.9 67.4 49.1 16.3 Queue Length 50th (ft) 255 245 0 86 ~490 116 413 16 207 338 194 Queue Length 95th (ft) #449 371 42 137 #637 172 #532 54 #355 452 342 Internal Link Dist (ft) 515 654 679 419 Turn Bay Length (ft) 160 250 150 150 150 100 Base Capacity (vph) 366 564 914 574 795 417 1015 811 362 1087 904 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.88 0.54 0.20 0.26 1.09 0.52 0.84 0.15 0.78 0.72 0.57 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 12: N 7th Ave & Oak St 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (veh/h) 295 280 170 137 523 275 200 782 113 17 245 716 Future Volume (veh/h) 295 280 170 137 523 275 200 782 113 17 245 716 Initial Q (Qb), veh 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 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1709 1736 1736 1750 1723 1736 1736 1736 1723 1723 Adj Flow Rate, veh/h 321 304 185 149 568 299 217 850 123 266 778 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 Percent Heavy Veh, % 1 3 1 1 0 2 1 1 1 2 2 Cap, veh/h 346 603 680 423 547 288 305 969 554 298 1026 Arrive On Green 0.18 0.35 0.35 0.08 0.26 0.26 0.11 0.29 0.29 0.13 0.31 Sat Flow, veh/h 1654 1709 1471 1654 2106 1107 1654 3299 1471 1641 3273 Grp Volume(v), veh/h 321 304 185 149 448 419 217 850 123 266 778 Grp Sat Flow(s),veh/h/ln 1654 1709 1471 1654 1663 1551 1654 1650 1471 1641 1637 Q Serve(g_s), s 20.5 18.3 10.1 8.5 33.9 33.9 11.8 32.0 7.4 14.3 27.9 Cycle Q Clear(g_c), s 20.5 18.3 10.1 8.5 33.9 33.9 11.8 32.0 7.4 14.3 27.9 Prop In Lane 1.00 1.00 1.00 0.71 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 346 603 680 423 432 403 305 969 554 298 1026 V/C Ratio(X) 0.93 0.50 0.27 0.35 1.04 1.04 0.71 0.88 0.22 0.89 0.76 Avail Cap(c_a), veh/h 397 603 680 628 432 403 467 1103 613 426 1094 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 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.7 33.2 21.6 31.2 48.3 48.3 30.3 43.8 27.7 30.6 40.3 Incr Delay (d2), s/veh 26.1 0.7 0.2 0.5 53.4 55.3 3.1 7.5 0.2 15.5 2.9 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 %ile BackOfQ(50%),veh/ln 9.2 7.6 3.5 3.4 20.2 19.1 4.9 13.9 2.6 6.8 11.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.8 33.9 21.8 31.7 101.6 103.6 33.4 51.4 27.9 46.1 43.3 LnGrp LOS E C C C F F C D C D D Approach Vol, veh/h 810 1016 1190 1557 Approach Delay, s/veh 43.4 92.2 45.7 39.0 Approach LOS D F D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.8 44.7 13.8 52.1 17.2 47.3 25.9 40.0 Change Period (Y+Rc), s 3.0 * 6.4 3.0 6.1 3.0 * 6.4 3.0 6.1 Max Green Setting (Gmax), s 27.0 * 44 27.0 33.9 27.0 * 44 27.0 33.9 Max Q Clear Time (g_c+I1), s 16.3 34.0 10.5 20.3 13.8 37.2 22.5 35.9 Green Ext Time (p_c), s 0.6 4.2 0.3 2.0 0.5 3.6 0.4 0.0 Intersection Summary HCM 6th Ctrl Delay 53.3 HCM 6th LOS D Notes User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 12: N 7th Ave & Oak St 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 7 Movement SBR Lane Configurations Traffic Volume (veh/h) 472 Future Volume (veh/h) 472 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1750 Adj Flow Rate, veh/h 513 Peak Hour Factor 0.92 Percent Heavy Veh, % 0 Cap, veh/h 725 Arrive On Green 0.31 Sat Flow, veh/h 1483 Grp Volume(v), veh/h 513 Grp Sat Flow(s),veh/h/ln 1483 Q Serve(g_s), s 35.2 Cycle Q Clear(g_c), s 35.2 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 725 V/C Ratio(X) 0.71 Avail Cap(c_a), veh/h 756 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 26.0 Incr Delay (d2), s/veh 2.9 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 12.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.9 LnGrp LOS C Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs HCM 6th TWSC 15: N 7th Ave & Baxter Ln 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 8 Intersection Int Delay, s/veh 8.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 292 0 0 163 277 1173 35 88 1141 239 Future Vol, veh/h 0 0 292 0 0 163 277 1173 35 88 1141 239 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 100 - - 200 - - 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 1 0 1 0 0 1 4 Mvmt Flow 0 0 317 0 0 177 301 1275 38 96 1240 260 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 750 - - 657 1500 0 0 1313 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.9 - - 6.92 4.1 - - 4.1 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.3 - - 3.31 2.2 - - 2.2 - - Pot Cap-1 Maneuver 0 0 358 0 0 410 453 - - 533 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 358 - - 410 453 - - 533 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 57.8 20.3 5.1 0.8 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 453 - - 358 410 533 - - HCM Lane V/C Ratio 0.665 - - 0.887 0.432 0.179 - - HCM Control Delay (s) 27.3 - - 57.8 20.3 13.2 - - HCM Lane LOS D - - F C B - - HCM 95th %tile Q(veh) 4.8 - - 8.7 2.1 0.6 - - Queues 18: N 7th Ave & I-90 EB Ramp 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 9 Lane Group EBL EBR NBT SBL SBT Lane Group Flow (vph) 212 334 1416 102 1295 v/c Ratio 0.76 0.62 0.69 0.42 0.54 Control Delay 67.2 38.3 20.0 17.0 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.1 Total Delay 67.2 38.3 20.0 17.0 12.8 Queue Length 50th (ft) 172 104 378 22 251 Queue Length 95th (ft) 241 147 621 m48 m316 Internal Link Dist (ft) 535 695 Turn Bay Length (ft) 400 210 Base Capacity (vph) 494 878 2039 271 2382 Starvation Cap Reductn 0 0 0 0 234 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.43 0.38 0.69 0.38 0.60 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 18: N 7th Ave & I-90 EB Ramp 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 195 0 307 0 0 0 0 1174 129 94 1191 0 Future Volume (veh/h) 195 0 307 0 0 0 0 1174 129 94 1191 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1668 0 1723 0 1736 1736 1614 1736 0 Adj Flow Rate, veh/h 212 0 334 0 1276 140 102 1295 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 6 0 2 0 1 1 10 1 0 Cap, veh/h 254 0 411 0 2045 224 271 2450 0 Arrive On Green 0.16 0.00 0.16 0.00 0.68 0.68 0.07 1.00 0.00 Sat Flow, veh/h 1589 0 2569 0 3086 328 1537 3386 0 Grp Volume(v), veh/h 212 0 334 0 700 716 102 1295 0 Grp Sat Flow(s),veh/h/ln 1589 0 1285 0 1650 1677 1537 1650 0 Q Serve(g_s), s 16.8 0.0 16.3 0.0 30.5 30.8 2.5 0.0 0.0 Cycle Q Clear(g_c), s 16.8 0.0 16.3 0.0 30.5 30.8 2.5 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.20 1.00 0.00 Lane Grp Cap(c), veh/h 254 0 411 0 1125 1144 271 2450 0 V/C Ratio(X) 0.84 0.00 0.81 0.00 0.62 0.63 0.38 0.53 0.00 Avail Cap(c_a), veh/h 501 0 810 0 1125 1144 355 2450 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.32 0.32 0.00 Uniform Delay (d), s/veh 53.0 0.0 52.7 0.0 11.4 11.5 10.2 0.0 0.0 Incr Delay (d2), s/veh 7.1 0.0 3.9 0.0 2.6 2.6 0.3 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 0.0 5.5 0.0 10.4 10.8 0.8 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.0 0.0 56.7 0.0 14.0 14.1 10.5 0.3 0.0 LnGrp LOS E A E A B B B A A Approach Vol, veh/h 546 1416 1397 Approach Delay, s/veh 58.0 14.0 1.0 Approach LOS E B A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.9 95.4 26.8 103.2 Change Period (Y+Rc), s 3.0 * 6.7 6.0 * 6.7 Max Green Setting (Gmax), s 12.0 * 61 41.0 * 76 Max Q Clear Time (g_c+I1), s 4.5 32.8 18.8 2.0 Green Ext Time (p_c), s 0.1 10.9 2.0 12.5 Intersection Summary HCM 6th Ctrl Delay 15.8 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 21: N 7th Ave & I-90 WB Ramp 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 11 Lane Group WBL WBT WBR NBL NBT SBT Lane Group Flow (vph) 248 1 145 493 933 1390 v/c Ratio 0.83 no cap 0.39 0.80 0.40 0.91 Control Delay 73.1 10.1 72.5 4.6 45.8 Queue Delay 0.0 0.0 0.0 0.0 0.1 Total Delay 73.1 Error 10.1 72.5 4.6 45.8 Queue Length 50th (ft) 197 0 1 189 79 588 Queue Length 95th (ft) #309 0 58 277 100 #822 Internal Link Dist (ft) 775 695 217 Turn Bay Length (ft) 150 220 Base Capacity (vph) 338 1 404 761 2333 1530 Starvation Cap Reductn 0 0 0 0 0 4 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.73 1.00 0.36 0.65 0.40 0.91 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 21: N 7th Ave & I-90 WB Ramp 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 228 1 133 454 858 0 0 1006 273 Future Volume (veh/h) 0 0 0 228 1 133 454 858 0 0 1006 273 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1750 1668 1736 1709 0 0 1723 1682 Adj Flow Rate, veh/h 248 1 145 493 933 0 0 1093 297 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 6 1 3 0 0 2 5 Cap, veh/h 276 0 238 549 2398 0 0 1328 358 Arrive On Green 0.17 0.17 0.17 0.34 1.00 0.00 0.00 1.00 1.00 Sat Flow, veh/h 1641 0 1414 3208 3333 0 0 2635 687 Grp Volume(v), veh/h 248 0 145 493 933 0 0 698 692 Grp Sat Flow(s),veh/h/ln 1641 0 1414 1604 1624 0 0 1637 1599 Q Serve(g_s), s 19.2 0.0 12.4 19.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 19.2 0.0 12.4 19.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.43 Lane Grp Cap(c), veh/h 276 0 238 549 2398 0 0 853 833 V/C Ratio(X) 0.90 0.00 0.61 0.90 0.39 0.00 0.00 0.82 0.83 Avail Cap(c_a), veh/h 341 0 294 765 2398 0 0 853 833 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 0.65 0.65 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 0.0 50.1 41.7 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 22.0 0.0 2.5 7.1 0.3 0.0 0.0 8.6 9.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.6 0.0 4.5 6.4 0.1 0.0 0.0 2.0 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 75.0 0.0 52.6 48.8 0.3 0.0 0.0 8.6 9.4 LnGrp LOS E A D D A A A A A Approach Vol, veh/h 393 1426 1390 Approach Delay, s/veh 66.7 17.1 9.0 Approach LOS E B A Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 102.1 28.3 73.8 27.9 Change Period (Y+Rc), s * 6.1 6.0 * 6.1 6.0 Max Green Setting (Gmax), s * 91 31.0 * 54 27.0 Max Q Clear Time (g_c+I1), s 2.0 21.0 2.0 21.2 Green Ext Time (p_c), s 7.4 1.3 12.6 0.7 Intersection Summary HCM 6th Ctrl Delay 19.7 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 24: N 7th Ave & Wheat Dr 05/19/2023 PM Peak North Park 12:53 pm 05/19/2023 East Side Future (2038) Synchro 11 Report Page 13 Intersection Int Delay, s/veh 15.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 96 45 1 29 99 814 55 2 1166 20 Future Vol, veh/h 1 0 96 45 1 29 99 814 55 2 1166 20 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 - - - - - - 75 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 0 0 0 3 1 0 0 1 0 Mvmt Flow 1 0 104 49 1 32 108 885 60 2 1267 22 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1941 2443 645 1769 2424 473 1289 0 0 945 0 0 Stage 1 1282 1282 - 1131 1131 - - - - - - - Stage 2 659 1161 - 638 1293 - - - - - - - Critical Hdwy 7.5 6.5 6.94 7.5 6.5 6.9 4.16 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.32 3.5 4 3.3 2.23 - - 2.2 - - Pot Cap-1 Maneuver 40 32 415 54 33 543 528 - - 734 - - Stage 1 178 238 - 220 281 - - - - - - - Stage 2 424 272 - 436 235 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 31 25 415 ~ 34 26 543 528 - - 734 - - Mov Cap-2 Maneuver 31 25 - ~ 34 26 - - - - - - - Stage 1 142 237 - 175 223 - - - - - - - Stage 2 316 216 - 325 234 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 18.7 $ 442.4 1.4 0 HCM LOS C F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 528 - - 368 53 734 - - HCM Lane V/C Ratio 0.204 - - 0.287 1.538 0.003 - - HCM Control Delay (s) 13.6 - - 18.7$ 442.4 9.9 - - HCM Lane LOS B - - C F A - - HCM 95th %tile Q(veh) 0.8 - - 1.2 7.6 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon APPENDIX E TRAFFIC SIGNAL WARRANT WORKSHEETS x x x x x x x -- -- -- x x x x x x x x x -- -- -- Yes No x Full Buildout (2027) 5. School Crossing 6. Coordinated Signal System TRAFFIC SIGNAL WARRANTS Existing Conditions (2023)Future (2038) North 7th Avenue & Cultivar Street 8. Roadway Network Signals Warranted 1. Eight-Hour Vehicular Volume 7. Crash History 9. Intersection Near a Grade Crossing 2. Four-Hour Vehicular Volume 3. Peak Hour 4. Pedestrian Volume Sanderson Stewart 5/19/2023 21349.03 North Park City of Bozeman/MDT 45 mph N 7th Avenue (l lane) Cultivar Street (1 lane) Analysis Year/Case: Existing (2023) Hour Begin NB SB EB WB 0:00 8 8 0 0 16 0 1:00 6 6 0 0 12 0 2:00 3 6 0 0 9 0 3:00 3 6 0 0 9 0 4:00 10 19 0 0 29 0 5:00 12 41 0 0 53 0 6:00 56 184 1 0 240 1 7:00 113 390 1 0 503 1 8:00 171 449 4 0 620 4 9:00 138 305 3 0 443 3 10:00 183 216 2 0 399 2 11:00 195 200 1 0 395 1 12:00 188 183 0 0 371 0 13:00 205 204 0 0 409 0 14:00 181 170 0 0 351 0 15:00 288 219 0 0 507 0 16:00 395 195 0 0 590 0 17:00 414 199 0 0 613 0 18:00 235 129 0 0 364 0 19:00 129 84 0 0 213 0 20:00 126 66 0 0 192 0 21:00 66 33 0 0 99 0 22:00 60 18 0 0 78 0 23:00 28 11 0 0 39 0 TOTAL 3213 3341 12 0 6554 12 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 0 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 5/19/2023 21349.03 North Park City of Bozeman/MDT 45 mph N 7th Avenue (l lane) Cultivar Street (1 lane) Analysis Year/Case: East Side Buildout (2027) Hour Begin NB SB EB WB 0:00 11 9 4 0 20 4 1:00 8 6 2 0 14 2 2:00 4 6 2 0 10 2 3:00 4 6 2 0 10 2 4:00 16 21 6 0 37 6 5:00 22 45 11 0 67 11 6:00 101 201 53 0 302 53 7:00 206 427 110 0 633 110 8:00 371 510 76 0 881 76 9:00 222 336 99 0 558 99 10:00 261 241 89 0 502 89 11:00 273 224 87 0 497 87 12:00 262 205 80 0 467 80 13:00 286 228 89 0 514 89 14:00 251 191 76 0 442 76 15:00 391 248 110 0 639 110 16:00 517 225 128 0 742 128 17:00 519 226 215 0 745 215 18:00 310 149 79 0 459 79 19:00 173 95 46 0 268 46 20:00 165 76 42 0 241 42 21:00 86 38 21 0 124 21 22:00 76 22 17 0 98 17 23:00 36 13 8 0 49 8 TOTAL 4571 3748 1452 0 8319 1452 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 12 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 5/19/2023 21349.03 North Park City of Bozeman/MDT 45 mph N 7th Avenue (l lane) Cultivar Street (1 lane) Analysis Year/Case: East Side Future (2038) Hour Begin NB SB EB WB 0:00 13 11 4 0 24 4 1:00 9 7 2 0 16 2 2:00 5 7 2 0 12 2 3:00 5 7 2 0 12 2 4:00 17 24 6 0 41 6 5:00 23 51 11 0 74 11 6:00 109 230 53 0 339 53 7:00 223 487 110 0 710 110 8:00 397 579 76 0 976 76 9:00 243 382 99 0 625 99 10:00 289 274 89 0 563 89 11:00 303 255 87 0 558 87 12:00 291 233 80 0 524 80 13:00 318 260 89 0 578 89 14:00 279 217 76 0 496 76 15:00 435 282 110 0 717 110 16:00 578 255 128 0 833 128 17:00 583 257 215 0 840 215 18:00 346 168 79 0 514 79 19:00 192 108 46 0 300 46 20:00 185 87 42 0 272 42 21:00 97 43 21 0 140 21 22:00 85 25 17 0 110 17 23:00 41 14 8 0 55 8 TOTAL 5066 4263 1452 0 9329 1452 Condition A - Minimum Vehicular Volume (70% Columns): Hrs No 4 Condition B - Interruption of Continuous Traffic (70% Columns): Yes 9 Combination of Conditions A & B (56% Columns): Yes 8 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 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 5/19/2023 21349.03 North Park City of Bozeman/MDT 45 mph N 7th Avenue (l lane) Cultivar Street (1 lane) Analysis Year/Case: Existing (2023) Hour Begin NB SB EB WB 0:00 8 8 0 0 16 0 1:00 6 6 0 0 12 0 2:00 3 6 0 0 9 0 3:00 3 6 0 0 9 0 4:00 10 19 0 0 29 0 5:00 12 41 0 0 53 0 6:00 56 184 1 0 240 1 7:00 113 390 1 0 503 1 8:00 171 449 4 0 620 4 9:00 138 305 3 0 443 3 10:00 183 216 2 0 399 2 11:00 195 200 1 0 395 1 12:00 188 183 0 0 371 0 13:00 205 204 0 0 409 0 14:00 181 170 0 0 351 0 15:00 288 219 0 0 507 0 16:00 395 195 0 0 590 0 17:00 414 199 0 0 613 0 18:00 235 129 0 0 364 0 19:00 129 84 0 0 213 0 20:00 126 66 0 0 192 0 21:00 66 33 0 0 99 0 22:00 60 18 0 0 78 0 23:00 28 11 0 0 39 0 TOTAL 3213 3341 12 0 6554 12 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 5/19/2023 21349.03 North Park City of Bozeman/MDT 45 mph N 7th Avenue (l lane) Cultivar Street (1 lane) Analysis Year/Case: East Side Buildout (2027) Hour Begin NB SB EB WB 0:00 11 9 4 0 20 4 1:00 8 6 2 0 14 2 2:00 4 6 2 0 10 2 3:00 4 6 2 0 10 2 4:00 16 21 6 0 37 6 5:00 22 45 11 0 67 11 6:00 101 201 53 0 302 53 7:00 206 427 110 0 633 110 8:00 371 510 76 0 881 76 9:00 222 336 99 0 558 99 10:00 261 241 89 0 502 89 11:00 273 224 87 0 497 87 12:00 262 205 80 0 467 80 13:00 286 228 89 0 514 89 14:00 251 191 76 0 442 76 15:00 391 248 110 0 639 110 16:00 517 225 128 0 742 128 17:00 519 226 215 0 745 215 18:00 310 149 79 0 459 79 19:00 173 95 46 0 268 46 20:00 165 76 42 0 241 42 21:00 86 38 21 0 124 21 22:00 76 22 17 0 98 17 23:00 36 13 8 0 49 8 TOTAL 4571 3748 1452 0 8319 1452 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?Yes (5 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 5/19/2023 21349.03 North Park City of Bozeman/MDT 45 mph N 7th Avenue (l lane) Cultivar Street (1 lane) Analysis Year/Case: East Side Future (2038) Hour Begin NB SB EB WB 0:00 13 11 4 0 24 4 1:00 9 7 2 0 16 2 2:00 5 7 2 0 12 2 3:00 5 7 2 0 12 2 4:00 17 24 6 0 41 6 5:00 23 51 11 0 74 11 6:00 109 230 53 0 339 53 7:00 223 487 110 0 710 110 8:00 397 579 76 0 976 76 9:00 243 382 99 0 625 99 10:00 289 274 89 0 563 89 11:00 303 255 87 0 558 87 12:00 291 233 80 0 524 80 13:00 318 260 89 0 578 89 14:00 279 217 76 0 496 76 15:00 435 282 110 0 717 110 16:00 578 255 128 0 833 128 17:00 583 257 215 0 840 215 18:00 346 168 79 0 514 79 19:00 192 108 46 0 300 46 20:00 185 87 42 0 272 42 21:00 97 43 21 0 140 21 22:00 85 25 17 0 110 17 23:00 41 14 8 0 55 8 TOTAL 5066 4263 1452 0 9329 1452 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?Yes (6 hrs) Warrant 2 Satisfied?Yes Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 5/19/2023 21349.03 North Park City of Bozeman/MDT 45 mph N 7th Avenue (l lane) Cultivar Street (1 lane) Analysis Year/Case: Existing (2023) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.01) High minor approach volume > 100 for peak hour?No (4) Total entering volume > 650 for peak hour?No (650) 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) 0.01 Total Volume of Major Approaches (vehs) 646 High Minor Approach Volume (vehs) 4 Total Entering Volume (vehs) 650 High Minor Approach Volume (vehs) 0 Total Entering Volume (vehs) 638 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.00 Total Volume of Major Approaches (vehs) 638 Sanderson Stewart 5/19/2023 21349.03 North Park City of Bozeman/MDT 45 mph N 7th Avenue (l lane) Cultivar Street (1 lane) Analysis Year/Case: East Side Buildout (2027) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.95) High minor approach volume > 100 for peak hour?Yes (233) Total entering volume > 650 for peak hour?Yes (1001) 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) 74 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) 0.35 Total Volume of Major Approaches (vehs) 923 Total Entering Volume (vehs) 997 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.95 Total Volume of Major Approaches (vehs) 768 High Minor Approach Volume (vehs) 233 Total Entering Volume (vehs) 1001 Sanderson Stewart 5/19/2023 21349.03 North Park City of Bozeman/MDT 45 mph N 7th Avenue (l lane) Cultivar Street (1 lane) Analysis Year/Case: East Side Future (2038) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (1.04) High minor approach volume > 100 for peak hour?Yes (233) Total entering volume > 650 for peak hour?Yes (1099) Category A warrant satisfied?No 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) 0.41 Total Volume of Major Approaches (vehs) 1023 High Minor Approach Volume (vehs) 75 Total Volume of Major Approaches (vehs) 1098 High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) 1099 233 866 1.04 4:45 - 5:45 PM Sanderson Stewart 5/19/2023 21349.03 North Park City of Bozeman/MDT 45 mph N 7th Avenue (l lane) Cultivar Street (1 lane) Analysis Year/Case: Existing (2023) 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 16 0 1:00 12 0 2:00 9 0 3:00 9 0 4:00 29 0 5:00 53 0 6:00 240 0 7:00 503 0 8:00 620 0 9:00 443 0 10:00 399 0 11:00 395 0 12:00 371 0 13:00 409 0 14:00 351 0 15:00 507 0 16:00 590 0 17:00 613 1 18:00 364 1 19:00 213 0 For each of any 4 hours of an average day, do the plotted points representing 20:00 192 0 representing the vehicles per hour on the major street and the corresponding 21:00 99 0 pedestrians per hour crossing the major street fall above the curve in 22:00 78 0 Figure 4C-5?No 23:00 39 0 TOTAL 6,554 2 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 5/19/2023 21349.03 North Park City of Bozeman/MDT 45 mph N 7th Avenue (l lane) Cultivar Street (1 lane) Analysis Year/Case: Existing (2023) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?No Is Condition B criterion met for 56% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 5/19/2023 21349.03 North Park City of Bozeman/MDT 45 mph N 7th Avenue (l lane) Cultivar Street (1 lane) Analysis Year/Case: East Side Buildout (2027) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?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 5/19/2023 21349.03 North Park City of Bozeman/MDT 45 mph N 7th Avenue (l lane) Cultivar Street (1 lane) Analysis Year/Case: East Side Future (2038) 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 5/19/2023 21349.03 North Park City of Bozeman/MDT 45 mph N 7th Avenue (l lane) Cultivar Street (1 lane) Analysis Year/Case: Existing (2023) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?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 5/19/2023 21349.03 North Park City of Bozeman/MDT 45 mph N 7th Avenue (l lane) Cultivar Street (1 lane) Analysis Year/Case: East Side Buildout (2027) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach 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 5/19/2023 21349.03 North Park City of Bozeman/MDT 45 mph N 7th Avenue (l lane) Cultivar Street (1 lane) Analysis Year/Case: East Side Future (2038) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach 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