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HomeMy WebLinkAboutTraffic Impact Analysis_070121 US Foods Chef’ Store® US 191 and North 15th Avenue Bozeman, Montana Anderson Wahlen & Associates 2010 North Redwood Road Salt Lake City, Utah 84116 Phone: (801) 521-8529 Fax: (801) 521-9551 Traffic Impact Analysis Traffic Impact Analysis for US Foods Chef’ Store® US 191 (West Main Street) and North 15th Avenue Bozeman, Montana May 2021 Prepared by: Anderson, Wahlen & Associates 2010 North Redwood Road Salt Lake City, Utah 84116 Phone: (801) 521-8529 Fax: (801) 521-9551 TABLE OF CONTENTS page Executive Summary .........................................................................................................................1 I. Project Description ...................................................................................................................2 II. Existing and Proposed Roadways .............................................................................................6 III. Existing Traffic .........................................................................................................................6 IV. Projected Traffic .......................................................................................................................8 V. Trip Distribution Assumptions..................................................................................................9 VI. Traffic Analysis .......................................................................................................................12 VII. Recommandations and Conclusions .......................................................................................17 US Foods Chef’ Store US 191 and 15th Avenue Traffic Study LIST OF TABLES page Table One Peak Hour Internal Trip Rate ............................................................................................... 8 Table Two Intersection LOS-Delay Relationship ................................................................................ 12 Table Three Access A and 15th Avenue HCM LOS Evaluation with Site Trips .................................... 12 Table Four Access B and 15th Avenue HCM LOS Evaluation with Site Trips .................................... 13 Table Five Access C and 15th Avenue HCM LOS Evaluation with Site Trips .................................... 13 Table Six Access D and US 191 HCM LOS Evaluation with Site Trips ........................................... 14 Table Seven Beall RAB and 15th Avenue HCM LOS Evaluation with Site Trips .................................. 14 Table Eight US 191 and 15th Avenue HCM LOS Evaluation with Site Trips ........................................ 15 Table Nine Durston and 15th Avenue HCM LOS Evaluation with Site Trips ........................................ 16 US Foods Chef’ Store US 191 and 15th Avenue Traffic Study y LIST OF FIGURES page Figure One - Study Boundary ..........................................................................................................3 Figure Two - Conceptual Site Plan ..................................................................................................4 Figure Three - Traffic Count Location Overview............................................................................5 Figure Four - Existing Traffic Counts .............................................................................................7 Figure Five - Site Generated Traffic .............................................................................................10 Figure Six - Site Generated Plus Existing Traffic .........................................................................11 US Foods Chef’ Store US 191 and 15th Avenue Traffic Study Study 1 Executive Summary A. Purpose of Report and Study Objectives The development site is located on the northwest corner of US 191 and 15th Avenue in Bozeman, Montana. The proposed Chef’ Store will be located in the northern portion of the development. This traffic study will look at the impacts of the proposed addition of the Chef’ Store to the existing development. Figure One shows the location of the development. Trip projection and traffic analysis in this report will be performed for the AM and PM peak hours. B. Executive Summary Traffic counts were made at the intersection of US 191 and 15th Avenue and existing accesses along 15th Avenue and US 191. Additional counts were made along 15th Avenue at the intersections with Beall (Ruth Thibeault Way) and Durston Road. The trip distributions projected in this report are based on the proposed store footage, trip generation and origins/destinations. The newly proposed development traffic was added to the existing traffic and comparably analyzed. The results of the traffic impact analysis indicate that the US Foods Chef’ Store traffic can be accommodated on the anticipated street network with minimal impact. No offsite mitigation or improvements were recommended in this study. The development’s accesses operate at reasonable levels of service. The storage lengths are long enough to accommodate the projected queuing. It is recommended that the developer install “STOP” signs with appropriate pavement markings in accordance with Bozeman City / Gallatin County / MDT and the most current edition of the Manual on Uniform Traffic Control Devices (MUTCD) on the outbound approaches of the development’s driveways. It is recommended that the developer install off-site and on-site signage, striping and pavement markings in accordance with the Bozeman City / Gallatin County / MDT and the most current edition of the Manual on Uniform Traffic Control Devices (MUTCD). 2 I. Project Description The proposed store would be built in the existing Hastings shopping center development, located on the northwest corner of the intersection of US 191 and North 15th Avenue. The site is anchored by Harbor Freight, Hobby Lobby, Dollar Tree, McDonald’s and several other service and food establishments. The proposed new construction would occupy the northeast corner of the property, which is currently an open vacant lot. The property directly across 15th Avenue to the east of the development is composed of a single row of single-family homes that front the 15th Avenue. The property directly south of this development, across US 191, is composed of additional free-standing commercial businesses. Figure One shows an Area Map Showing Study Boundaries. Figure Two shows the proposed site plan, including the proposed US Foods Chef’ Store. Figure Three shows the access locations. Figure OneUS Foods Chef' Store, Bozeman MT Traffic StudyStudy Boundry Figure TwoUS Foods Chef' Store, Bozeman MT Traffic StudyConceptual Site Plan Figure ThreeUS Foods Chef' Store, Bozeman MT Traffic StudyTraffic Count Location OverviewBeall & 15th RABDurston & 15thAccess AAccess BAccess CUS 191 & 15thAccess D 6 II. Existing Roadways North 15th Avenue along the east frontage of the US Foods Chef’ Store Development has one lane in each direction with room for an unstriped, center turn lane. There is a 25 mph speed limit on 15th Avenue along the site. There are 3 existing accesses along 15th Avenue, accesses A, B and C · Access A is the northern most access into this property, and the access closest to the proposed store site. Access A is approximately 350 feet south of the roundabout at the intersection of Beall and 15th Ave. · Access B is an intermediate access to the property, it is approximately 300 feet south of Access A. · Access C is a dedicated access for the McDonald’s restaurant. It is approximately 225 feet south of Access B and 90 feet north of the intersection of 15th Ave and US 191. US 191, West Main Street, is a four-lane roadway (two lanes in each direction with a center left turn lane). There is a 35 mph speed limit on US 191 at the site. It holds two existing accesses to the property. · Access D is an existing full access, that is west of the McDonald’s restaurant. It is approximately 400 feet to the west of the intersection of 15th Ave and US 191. · Access E is an existing access to the site, which is approximately 240 feet west of access D. it is in the extreme southwest corner of the property. Its’ primary usage is for delivery truck access to the rear of the businesses, it pulls little regular vehicle traffic either in or out of the site. We have omitted traffic data from this access for this report due to low traffic flow. The proposed scope of this study was coordinated with Bozeman City prior to traffic counts and analysis. III. Existing Traffic Intersection counts for study area intersection and accesses were made on April 22, 2021. Counts were made in 15-minute intervals. The peak hours were based on counts at the US 191 and 15th Avenue Signal. Midday counts were made from 10:00 AM to 1:00 PM to look at the times when the proposed Chef’ Store peaks corresponded to lunch traffic. The midday Peak Hour for the signal was from 12:00 PM to 1:00 PM Similarly, the PM Peak Hour was counted from 3:00 PM to 6:00 PM. The PM Peak Hour for the signal was from 5:00 PM to 6:00 PM. The peak hours were determined based on the total volumes. The AM Peak Hour was not counted as the development is not open during those hours. In addition to the above accesses and the main signal, the roundabout at Beall Street/15th Avenue and the traffic signal at Durston Street/15th Avenue were counted. The traffic counts can be seen in Appendix A. Existing traffic counts can be seen in Figure Four. Figure FourUS Foods Chef' Store, Bozeman MT Traffic StudyExisting Traffic Count3204(0)(713)(84)150180592(4)(134)(132)1106(3)(10)(4)(12)(1026)(195)18899197300(56)(0)(3)35708(214)(3)27614(274)(8)010(797)(97)149898127(0)(13)(113)(1127)(35)9995611837(52)(325)(29)366528824(103)(38)(49)1097259(142)(73)(56)(54)(438)(67)672974623648(56)(3)(23)29601432(174)(11)(24)1954229(223)(11)(31)(21)(10)(25)511827265(17)(0)(40)8024094(201)(50)1729(225)(5)221(48)(0)(44)6882041(169)(48)140144(186)(91)(PM)MidLegendMid (PM) 8 IV. Projected Traffic The Institute of Transportation Engineers (ITE) Trip Generation (Tenth Edition) handbook is typically used to estimate trips by land use. The Chef’s store is not a typical supermarket as listed in ITE Land Use 850. Rather, this store is designated as a one-stop-shop for restaurant operators and food industry professionals. It features thousands of food products, including fresh meat, seafood and produce, as well as restaurant-grade equipment and other supplies. The store is open to the public, with no membership is required. Instead of using an ITE land use that does not fit this condition, transaction data and counts were used to determine the trip rate for this type of store. The Utah store near our office was sampled as it was easy to observe the workings of the store and it is also the same size as the proposed store. The store reported average transactions of 300 – 400 trips per day (hourly transaction data was not available). The store typically peaks during the mid-morning/mid-afternoon. These peaks do not correspond with adjacent street traffic from businesses or the high school. Therefore, the 12:00 p.m. to 1:00 p.m. hour was used as it corresponds with the highest traffic hour at the existing site. This hour was found to be as high as the PM Peak Hour due to shopping/restaurant and school traffic, but it would have higher trip generation than the PM Peak hour for Chef’s store traffic. During the 12:00 p.m. to 1:00 p.m. hour, 66 trips were counted (33 in and 33 out) at the existing Salt Lake City Chef’ Store. As this was for a single day and as shopping trips can vary by day of the week, a more conservative number of 80 trips will be used for this study. The rational for this is that a typical rule of thumb is that the peak hour is typically in the range of 10 percent of daily trips (10 percent of the 400 average daily transactions is 40 transactions or 80 trips). Therefore, a trip rate of 4.0 trips per thousand square feet will be used for this site (with 50 percent inbound and 50 percent outbound). US Foods Chef’ Store Table One Peak Hour Internal Trip Rate Trips per Hour per 1,000 sf Store footprint 1,000 sf Trips Generated Inbound Trips Outbound Trips Midday Peak Hour Chef’ Store 4.0 22 88 44 44 PM Peak Hour Chef’ Store 4.0 22 88 44 44 9 V. Trip Distribution Assumptions Based on the percentage of existing traffic at the site, trips were projected. The trip percentages were closely aligned with existing counts. The percentages were rounded slightly and adjustments to the driveways were made based on the location. As the existing midday and PM counts gave similar results, the PM Peak hour distribution was used for both midday and PM. The following assumptions were made for trip distribution at the accesses and intersections: · It is assumed that most of the trip traffic will be focused on 15th Avenue, entering and exiting the site through accesses A and B. To be conservative, the analysis will focus 100% of the trips to access A, the closest access to the proposed site. · Based on traffic counts for the intersections at US 191 and Durston, along 15th Avenue, it is assumed that 60% of the traffic will come from the South and 40% from the North. · Trips to/from the north were projected to go straight through the Beall Street and 15th Avenue roundabout. · Trips to and from the north, along 15th Avenue, were projected to be distributed 50% east from the East and 50% from the west at Durston Street. · Trips to and from the south, along 15th Avenue, were projected to be distributed 40% from the west and 60% from the east at US 191. Figure Five shows the trip distribution based on Table One and the above assumptions. Figure FiveUS Foods Chef' Store, Bozeman MT Traffic StudySite Generated Traffic Count(9)9(0)0(0)0(0)0(0)0(9)90(0)0(0)0(0)9(9)9(9)0(0)(26)(0)(18)1826018(18)26(26)0(0)0(0)18(18)(0)0(0)0(0)0(0)0(0)0(0)018(18)0(0)0(0)0(0)0(0)(0)026(26)0(0)(0)0(0)00(0)26(26)(0)026(26)0(0)(0)0(0)00(0)26(26)16(0)(10)10010(16)(10)(16)160(0)0(0)0(0)(0)0(0)0(0)00(0)0(10)(0)100(0)(10)(0)1000(0)0(0)(PM)MidLegendMid (PM) Figure SixUS Foods Chef' Store, Bozeman MT Traffic StudySite Generated Plus ExistingTraffic Count11837(61)(325)(29)367428824(103)(38)(49)1098168(142)(82)(65)(63)(438)(67)762974625448(56)(3)(23)29601432(192)(11)(24)2134229(241)(11)(31)(21)(10)(25)511827265(43)(0)(58)98500112(201)(68)17235(225)(31)247(48)(0)(44)6882041(195)(48)166144(212)(91)326(56)(0)(3)35708(240)(3)30214(300)(8)3220(0)(713)(94)1601805102(4)(150)(142)1106(3)(10)(4)(12)(1026)(211)18899213010(807)(97)149908127(0)(13)(113)(1137)(35)100956(PM)MidLegendMid (PM) 12 VI. Traffic Analysis The unsignalized and signalized accesses/intersections are analyzed using the Synchro software (HCM 6) to evaluate the impacts of the project on the surrounding traffic network. Table Two shows the Level of Service delay ranges for unsignalized/signalized intersections. US Foods Chef’ Store US 191 and 15th Avenue Traffic Study Table Two Intersection LOS-Delay Relationship Level of Service Unsignalized Signalized A < 5.0 <10.0 B > 5.0 and < 15.0 >10.0 and ≤20.0 C > 15.0 and < 25.0 >20.0 and ≤35.0 D > 25.0 and < 35.0 > 35.0 and ≤ 55.0 E > 35.0 and < 45.0 > 55.0 and ≤ 80.0 F > 45.0 > 80.0 a. Unsignalized Intersection Analysis Tables Three through Six show the analyses of the Accesses (A, B and C) along 15th Avenue and Access D along US 191. The detailed data can be seen in the Synchro Analysis in Appendix B. US Foods Chef’ Store US 191 and 15th Avenue Traffic Study Table Three Access A and 15th Avenue HCM Midday / PM Peak Period Access Analysis – Delay/LOS Evaluation with Site Trips Delay / LOS (in sec) Midday (Existing) Midday (With Site) PM (Existing) PM (With Site) Northbound Left 8.1 / A 8.2 / A 7.8 / A 7.9 / A Eastbound Left 12.1 / B 13.7 / B 11.4 / B 12.3 / B Eastbound Right 10.3 / B 10.6 / B 9.6 / A 9.9 / A This access operates acceptably and is not significantly impacted by the proposed development. 13 US Foods Chef’ Store US 191 and 15th Avenue Traffic Study Table Four Access B and 15th Avenue HCM Midday / PM Peak Period Access Analysis – Delay/LOS Evaluation with Site Trips Delay / LOS (in sec) Midday (Existing) Midday (With Site) PM (Existing) PM (With Site) Northbound Left 8.3 / A 8.4 / A 7.9 / A 8.0 / A Eastbound Left 13.9 / B 14.4 / B 12.6 / B 13.0 / B Eastbound Right 10.3 / B 10.6 / B 9.6 / A 9.8 / A This access operates acceptably and is not significantly impacted by the proposed development. US Foods Chef’ Store US 191 and 15th Avenue Traffic Study Table Five Access C and 15th Avenue HCM Midday / PM Peak Period Access Analysis – Delay/LOS Evaluation with Site Trips Delay / LOS (in sec) Midday (Existing) Midday (With Site) PM (Existing) PM (With Site) Northbound Left 10.5 / B 11.0 / B 9.2 / A 9.6 / A Eastbound Left 8.4 / A 8.5 / A 8.0 / A 8.1 / A Eastbound Right 10.3 / B 10.9 / B 9.9 / A 10.4 / B Access C is located approximately 90 feet north of the intersection of US 191 and 15th Avenue. The southbound queuing between this intersection and Access C often fills and inhibits outbound traffic from the McDonald’s pad site. This access is not significantly impacted by the development. The change in delay is due to more traffic passing the access. 14 US Foods Chef’ Store US 191 and 15th Avenue Traffic Study Table Six Access D and US 191 HCM Midday / PM Peak Period Access Analysis – Delay/LOS Evaluation with Site Trips Delay / LOS (in sec) Midday (Existing) Midday (With Site) PM (Existing) PM (With Site) Eastbound Left 12.7 / B 12.8 / B 13.2 / B 13.3 / B Southbound Left 30.5 / D 30.9 / D 32.5 / D 33.1 / D Southbound Right 16.1 / C 16.3 / C 16.5 / C 16.6 / C The analysis shows that the proposed Chef’ Store has no significant effects on delays. In our conservative analysis, running 100% of the new additional traffic to Access A, the level of service score has risen slightly, however the grade has remained unchanged. Should some of this traffic be directed to either of the remaining accesses, the effect would be further diluted. Table Seven shows the analysis of the Intersection of 15th Avenue and Beall (roundabout). The detailed data can be seen in the Synchro Analysis in Appendix B. US Foods Chef’ Store US 191 and 15th Avenue Traffic Study Table Seven Beall Street and 15th Roundabout HCM Midday / PM Peak Period Access Analysis – Delay/LOS Evaluation with Site Trips Delay / LOS (in sec) Midday (Existing) Midday (With Site) PM (Existing) PM (With Site) Eastbound Left 5.1 / A 5.2 / A 4.1 / A 4.2 / A Westbound Left 4.5 / A 4.6 / A 4.2 / A 4.3 / A Northbound Left 5.1 / A 5.3 / A 4.7 / A 5.1 / A Southbound Left 5.6 / A 5.7 / A 4.4 / A 4.5 / A Considering the current intersection configuration and level of traffic movements, the additional increase from the Chef Store development has a very negligible effect on the level of service ratings for this intersection. It continues to offer an extremely high level of service. We would not suggest any mitigation for this roundabout. The detail for this intersection can be found in Appendix B 15 b. Signalized Intersection Analysis For this section of the report, the Synchro software was used to analyze the intersection. The cycle lengths for the intersection were monitored in the field. It was found that 140 seconds was the typical cycle length for US 191 and 15th Avenue. For Durston Street and 15th Avenue the cycle length was 90 seconds. The splits were based on observed protected phases and signal actuation. Table Eight shows the analysis for the US 191 and 15th Avenue intersection. US Foods Chef’ Store US 191 and 15th Avenue Traffic Study Table Eight US 191 and 15th Avenue HCM Delay / LOS Analysis for Signalized Intersection Delay / LOS (in sec) Midday (Existing) Midday (With Site) PM (Existing) PM (With Site) Eastbound Left 11.9 / B 12.1 / B 12.1 / B 12.3 / B Eastbound Through 9.5 / A 9.4 / A 8.4 / A 8.3 / A Eastbound Right 9.4 / A 9.4 / A 0.0 / A 0.0 / A Westbound Left 12.5 / B 12.4 / B 10.9 / B 10.9 / B Westbound Through/Right 16.4 / B 16.4 / B 16.0 / B 16.1 / B Northbound Left 16.4 / B 19.7 / B 18.7 / B 20.4 / C Northbound Through/Right 0.0 / A 0.0 / A 0.0 / A 0.0 / A Southbound Left 29.2 / C 34.7 / C 26.3 / C 36.3 / D Southbound Through/Right 18.9 / B 19.4 / B 21.2 / C 21.8 / C Intersection 14.9 / B 15.5 / B 14.1 / B 14.9 / B With the high volume of traffic in this intersection, the few additional trips are of small impact in the majority of the travel directions. The most significant effect of note would be the increase in the southbound left turns which is increasing the southbound delay. Even with the increase in southbound delay, the southbound queuing showed little effect. 16 Table Nine shows the analysis for the Durston Street and 15th Avenue intersection. US Foods Chef’ Store US 191 and 15th Avenue Traffic Study Table Nine Durston Street and 15th Avenue HCM Delay / LOS Analysis for Signalized Intersection Delay / LOS (in sec) Midday (Existing) Midday (With Site) PM (Existing) PM (With Site) Eastbound Left 16.4 / B 16.5 / B 16.5 / B 16.7 / B Eastbound Through 0.0 / A 0.0 / A 0.0 / A 0.0 / A Eastbound Right 24.1 / C 24.5 / C 20.6 / C 21.3 / C Westbound Left 16.5 / B 16.7 / B 14.9 / B 15.2 / B Westbound Through/Right 20.9 / C 20.7 / C 25.4 / C 25.7 / C Northbound Left 12.4 / B 12.9 / B 15.3 / B 15.4 / B Northbound Through/Right 16.4 / B 17.1 / B 21.2 / C 21.5 / C Southbound Left 12.8 / B 13.3 / B 15.7 / B 15.9 / B Southbound Through/Right 16.5 / B 17.1 / B 20.0 / C 20.2 / C Intersection 19.6 / B 19.8 / B 21.7 / C 22.0 / C It can be seen in the data above that the addition of the Chef Store did not significantly impact the above analysis. In fact, there was little change in delay with the increased traffic. Based on this, there is no mitigation required. 17 VII. Recommendations/Conclusions It is planned that all improvements, signing and striping must conform to the City of Bozeman / Gallatin County / MTD, AASHTO, or MUTCD, as appropriate. The following conclusions were included in the study: The results of the traffic impact analysis indicate that the US Foods Chef’ Store traffic can be accommodated on the anticipated street network with minimal impact. No offsite mitigation or improvements were recommended in this study. The development’s accesses operate at reasonable levels of service. The storage lengths are long enough to accommodate the projected queuing. 18 APPENDICES Appendix A Traffic Counts Appendix B HCM Traffic Analyses US Foods Chef’ Store US 191 and 15th Avenue Traffic Study Study 19 Appendix A Traffic Counts US 191 & North 15th Avenue – Midday Project: 150 3 204 Count Date:4/22/2021 Intersection: North / South 92 197 East / West 805 899 Start Time 10:00 AM North End Time 1:00 PM 1 18 Peak Hour Volume:2,386 PHF:0.96 Peak Hour from:12:00 PM 6 1 10 Peak Hour to:1:00 PM Count Input Data TotalFromToLTRLTRLTRLTRVolumes 10:00 AM 10:15 AM 27 1 19 1 153 23 0 0 0 14 134 0 372 10:15 AM 10:30 AM 27 0 25 0 155 28 4 0 0 16 165 0 420 10:30 AM 10:45 AM 18 0 12 3 152 17 0 0 0 14 155 0 371 10:45 AM 11:00 AM 26 1 35 2 153 26 0 0 3 13 151 0 410 11:00 AM 11:15 AM 23 1 16 3 166 37 0 0 3 19 153 0 421 11:15 AM 11:30 AM 33 3 25 2 179 28 0 1 2 13 154 0 440 11:30 AM 11:45 AM 32 1 24 1 198 36 0 0 0 13 176 0 481 11:45 AM 12:00 PM 24 0 19 2 199 35 1 1 2 25 171 0 479 12:00 PM 12:15 PM 64 2 41 5 232 68 1 0 4 18 185 0 620 12:15 PM 12:30 PM 41 1 42 4 228 43 1 1 1 23 215 1 601 12:30 PM 12:45 PM 56 0 27 5 208 39 4 0 2 23 186 0 550 12:45 PM 1:00 PM 43 0 40 4 231 47 0 0 3 28 219 0 615 Time Periods Southbound Westbound Northbound Eastbound Bozeman Chef Store 15th Ave US 191 US 191 15th Ave US 191 & North 15th Avenue – PM Project: 132 4 134 Count Date:4/22/2021 Intersection: North / South 84 195 East / West 713 1026 Start Time 3:00 PM North End Time 6:00 PM 0 12 Peak Hour Volume:2,317 PHF:0.93 Peak Hour from:5:00 PM 4 3 10 Peak Hour to:6:00 PM Count Input Data Total From To L T R L T R L T R L T R Volumes 3:00 PM 3:15 PM 28 0 23 1 211 36 1 0 0 19 172 0 491 3:15 PM 3:30 PM 29 0 23 0 207 47 2 3 0 24 162 1 498 3:30 PM 3:45 PM 67 0 57 3 207 57 1 0 0 17 172 0 581 3:45 PM 4:00 PM 52 0 26 5 289 57 1 0 1 34 180 0 645 4:00 PM 4:15 PM 33 0 26 2 238 36 0 0 0 27 167 0 529 4:15 PM 4:30 PM 32 3 29 2 233 40 1 0 1 20 160 0 521 4:30 PM 4:45 PM 28 1 24 2 236 41 1 0 1 28 164 0 526 4:45 PM 5:00 PM 28 2 13 3 195 29 0 0 2 29 174 0 475 5:00 PM 5:15 PM 28 2 28 5 278 59 0 1 2 23 174 0 600 5:15 PM 5:30 PM 41 2 36 2 241 53 1 2 4 25 183 0 590 5:30 PM 5:45 PM 32 0 32 4 309 42 0 0 2 15 186 0 622 5:45 PM 6:00 PM 33 0 36 1 198 41 3 0 2 21 170 0 505 Time Periods Southbound Westbound Northbound Eastbound Bozeman Chef Store 15th Ave US 191 US 191 15th Ave 20 Durston & North 15th Avenue - Midday Project: 36 118 37 Count Date:4/22/2021 Intersection: North / South 24 46 East / West 288 297 Start Time 10:00 AM North End Time 1:00 PM 65 67 Peak Hour Volume:1,218 PHF:0.95 Peak Hour from:12:00 PM 59 109 72 Peak Hour to:1:00 PM Count Input Data TotalFromToLTRLTRLTRLTRVolumes 10:00 AM 10:15 AM 0 10:15 AM 10:30 AM 0 10:30 AM 10:45 AM 0 10:45 AM 11:00 AM 0 11:00 AM 11:15 AM 0 11:15 AM 11:30 AM 0 11:30 AM 11:45 AM 0 11:45 AM 12:00 PM 0 12:00 PM 12:15 PM 3 24 9 15 88 10 22 34 24 7 70 13 319 12:15 PM 12:30 PM 11 25 9 18 69 12 10 24 17 3 73 16 287 12:30 PM 12:45 PM 11 35 9 24 79 13 18 24 15 11 62 20 321 12:45 PM 1:00 PM 12 34 9 10 61 11 9 27 16 3 83 16 291 Time Periods Southbound Westbound Northbound Eastbound Bozeman Chef Store 15th Ave Durston Durston 15th Ave Durston & North 15th Avenue - PM Project: 49 103 38Count Date:4/22/2021 Intersection: North / South 29 67 East / West 325 438 Start Time 3:00 PM North End Time 6:00 PM 52 54 Peak Hour Volume:1,426 PHF:0.90 Peak Hour from:5:00 PM 56 142 73 Peak Hour to:6:00 PM Count Input Data Total From To L T R L T R L T R L T R Volumes 3:00 PM 3:15 PM 0 3:15 PM 3:30 PM 0 3:30 PM 3:45 PM 0 3:45 PM 4:00 PM 0 4:00 PM 4:15 PM 0 4:15 PM 4:30 PM 0 4:30 PM 4:45 PM 0 4:45 PM 5:00 PM 0 5:00 PM 5:15 PM 9 22 17 11 105 16 12 34 14 9 97 16 362 5:15 PM 5:30 PM 10 30 13 12 122 21 17 46 22 9 82 14 398 5:30 PM 5:45 PM 13 25 14 21 134 19 14 34 14 4 65 12 369 5:45 PM 6:00 PM 6 26 5 10 77 11 13 28 23 7 81 10 297 Time Periods Southbound Westbound Northbound Eastbound Bozeman Chef Store 15th Ave Durston Durston 15th Ave 21 Beall Roundabout & North 15th Avenue - Midday Project: 29 236 48 Count Date:4/22/2021 Intersection: North / South 32 27 East / West 14 18 Start Time 10:00 AM North End Time 1:00 PM 60 51 Peak Hour Volume:781 PHF:0.82 Peak Hour from:12:00 PM 29 195 42 Peak Hour to:1:00 PM Count Input Data TotalFromToLTRLTRLTRLTRVolumes 10:00 AM 10:15 AM 0 10:15 AM 10:30 AM 0 10:30 AM 10:45 AM 0 10:45 AM 11:00 AM 0 11:00 AM 11:15 AM 0 11:15 AM 11:30 AM 0 11:30 AM 11:45 AM 0 11:45 AM 12:00 PM 0 12:00 PM 12:15 PM 15 62 20 31 10 11 3 57 9 5 1 13 237 12:15 PM 12:30 PM 10 61 3 6 0 5 10 41 10 6 5 16 173 12:30 PM 12:45 PM 13 67 1 2 1 2 9 56 12 11 6 8 188 12:45 PM 1:00 PM 10 46 5 12 7 9 7 41 11 10 2 23 183 Time Periods Southbound Westbound Northbound Eastbound Bozeman Chef Store 15th Ave Beall Roundabout Beall Roundabout 15th Ave Beall Roundabout & North 15th Avenue - PM Project: 24 174 11Count Date:4/22/2021 Intersection: North / South 23 25 East / West 3 10 Start Time 3:00 PM North End Time 6:00 PM 56 21 Peak Hour Volume:612 PHF:0.81 Peak Hour from:5:00 PM 31 223 11 Peak Hour to:6:00 PM Count Input Data Total From To L T R L T R L T R L T R Volumes 3:00 PM 3:15 PM 0 3:15 PM 3:30 PM 0 3:30 PM 3:45 PM 0 3:45 PM 4:00 PM 0 4:00 PM 4:15 PM 0 4:15 PM 4:30 PM 0 4:30 PM 4:45 PM 0 4:45 PM 5:00 PM 0 5:00 PM 5:15 PM 3 35 4 4 4 2 5 46 3 7 2 11 126 5:15 PM 5:30 PM 3 52 9 6 2 7 11 71 5 10 0 14 190 5:30 PM 5:45 PM 2 44 8 7 3 10 7 50 2 2 1 13 149 5:45 PM 6:00 PM 3 43 3 4 1 6 8 56 1 4 0 18 147 Time Periods Southbound Westbound Northbound Eastbound Bozeman Chef Store 15th Ave Beall Roundabout Beall Roundabout 15th Ave 22 Access A & North 15th Avenue – Midday Project: 80 265 0 Count Date:4/22/2021 Intersection: North / South 94 0 East / West 0 0 Start Time 10:00 AM North End Time 1:00 PM 24 0 Peak Hour Volume:644 PHF:0.86 Peak Hour from:12:00 PM 9 172 0 Peak Hour to:1:00 PM Count Input Data TotalFromToLTRLTRLTRLTRVolumes 10:00 AM 10:15 AM 0 24 14 0 0 0 0 19 0 10 0 1 68 10:15 AM 10:30 AM 0 25 13 0 0 0 0 34 0 8 0 4 84 10:30 AM 10:45 AM 0 29 11 0 0 0 1 22 0 10 0 2 75 10:45 AM 11:00 AM 0 32 17 0 0 0 0 20 0 10 0 2 81 11:00 AM 11:15 AM 0 39 17 0 0 0 1 40 0 13 0 2 112 11:15 AM 11:30 AM 0 36 15 0 0 0 2 37 0 17 0 4 111 11:30 AM 11:45 AM 0 31 19 0 0 0 1 32 0 11 0 4 98 11:45 AM 12:00 PM 0 35 25 0 0 0 0 46 0 12 0 5 123 12:00 PM 12:15 PM 0 90 20 0 0 0 2 47 0 23 0 5 187 12:15 PM 12:30 PM 0 57 24 0 0 0 3 41 0 25 0 5 155 12:30 PM 12:45 PM 0 53 18 0 0 0 4 44 0 28 0 9 156 12:45 PM 1:00 PM 0 65 18 0 0 0 0 40 0 18 0 5 146 Bozeman Chef Store 15th Ave 15th Ave Time Periods Southbound Westbound Northbound Access A Access A Eastbound Access A & North 15th Avenue – PM Project: 50 201 0Count Date:4/22/2021 Intersection: North / South 40 0 East / West 0 0 Start Time 3:00 PM North End Time 6:00 PM 17 0 Peak Hour Volume:538 PHF:0.93 Peak Hour from:5:00 PM 5 225 0 Peak Hour to:6:00 PM Count Input Data Total From To L T R L T R L T R L T R Volumes 3:00 PM 3:15 PM 0 0 0 0 0 0 0 3:15 PM 3:30 PM 0 0 0 0 0 0 0 3:30 PM 3:45 PM 0 0 0 0 0 0 0 3:45 PM 4:00 PM 0 0 0 0 0 0 0 4:00 PM 4:15 PM 0 0 0 0 0 0 0 4:15 PM 4:30 PM 0 0 0 0 0 0 0 4:30 PM 4:45 PM 0 0 0 0 0 0 0 4:45 PM 5:00 PM 0 0 0 0 0 0 0 5:00 PM 5:15 PM 0 45 12 0 0 0 2 65 0 7 0 7 138 5:15 PM 5:30 PM 0 54 13 0 0 0 0 63 0 11 0 3 144 5:30 PM 5:45 PM 0 57 13 0 0 0 2 55 0 10 0 4 141 5:45 PM 6:00 PM 0 45 12 0 0 0 1 42 0 12 0 3 115 Time Periods Southbound Westbound Northbound Eastbound Bozeman Chef Store 15th Ave Access A Access A 15th Ave 23 Access B & North 15th Avenue – Midday Project: 68 221 0 Count Date:4/22/2021 Intersection: North / South 41 0 East / West 0 0 Start Time 10:00 AM North End Time 1:00 PM 82 0 Peak Hour Volume:696 PHF:0.83 Peak Hour from:12:00 PM 144 140 0 Peak Hour to:1:00 PM Count Input Data TotalFromToLTRLTRLTRLTRVolumes 10:00 AM 10:15 AM 0 17 7 0 0 0 23 12 0 6 0 9 74 10:15 AM 10:30 AM 0 17 9 0 0 0 16 27 0 4 0 6 79 10:30 AM 10:45 AM 0 17 13 0 0 0 12 16 0 6 0 9 73 10:45 AM 11:00 AM 0 28 8 0 0 0 21 18 0 4 0 14 93 11:00 AM 11:15 AM 0 27 11 0 0 0 24 30 0 11 0 12 115 11:15 AM 11:30 AM 0 31 11 0 0 0 19 24 0 13 0 12 110 11:30 AM 11:45 AM 0 24 11 0 0 0 25 26 0 7 0 14 107 11:45 AM 12:00 PM 0 30 12 0 0 0 31 29 0 17 0 5 124 12:00 PM 12:15 PM 0 70 25 0 0 0 43 40 0 10 0 21 209 12:15 PM 12:30 PM 0 43 20 0 0 0 33 33 0 11 0 26 166 12:30 PM 12:45 PM 0 50 13 0 0 0 23 36 0 11 0 21 154 12:45 PM 1:00 PM 0 58 10 0 0 0 45 31 0 9 0 14 167 Bozeman Chef Store 15th Ave Access B Access B 15th Ave Time Periods Southbound Westbound Northbound Eastbound Access B & North 15th Avenue – PM Project: 48 169 0Count Date:4/22/2021 Intersection: North / South 44 0 East / West 0 0 Start Time 3:00 PM North End Time 6:00 PM 48 0 Peak Hour Volume:586 PHF:0.90 Peak Hour from:5:00 PM 91 186 0 Peak Hour to:6:00 PM Count Input Data Total From To L T R L T R L T R L T R Volumes 3:00 PM 3:15 PM 0 0 0 0 0 0 0 3:15 PM 3:30 PM 0 0 0 0 0 0 0 3:30 PM 3:45 PM 0 0 0 0 0 0 0 3:45 PM 4:00 PM 0 0 0 0 0 0 0 4:00 PM 4:15 PM 0 0 0 0 0 0 0 4:15 PM 4:30 PM 0 0 0 0 0 0 0 4:30 PM 4:45 PM 0 0 0 0 0 0 0 4:45 PM 5:00 PM 0 0 0 0 0 0 0 5:00 PM 5:15 PM 0 40 11 0 0 0 31 56 0 12 0 12 162 5:15 PM 5:30 PM 0 41 12 0 0 0 20 52 0 6 0 10 141 5:30 PM 5:45 PM 0 46 14 0 0 0 10 47 0 14 0 13 144 5:45 PM 6:00 PM 0 42 11 0 0 0 30 31 0 12 0 13 139 Time Periods Southbound Westbound Northbound Eastbound Bozeman Chef Store 15th Ave Access B Access B 15th Ave 24 Access C & North 15th Avenue – Midday Project: 3 300 0 Count Date:4/22/2021 Intersection: North / South 8 0 East / West 0 0 Start Time 10:00 AM North End Time 1:00 PM 57 0 Peak Hour Volume:658 PHF:0.84 Peak Hour from:12:00 PM 14 276 0 Peak Hour to:1:00 PM Count Input Data TotalFromToLTRLTRLTRLTRVolumes 10:00 AM 10:15 AM 0 10:15 AM 10:30 AM 0 10:30 AM 10:45 AM 0 10:45 AM 11:00 AM 0 11:00 AM 11:15 AM 0 11:15 AM 11:30 AM 0 11:30 AM 11:45 AM 0 11:45 AM 12:00 PM 0 12:00 PM 12:15 PM 0 91 1 0 0 0 3 83 0 2 0 16 196 12:15 PM 12:30 PM 0 66 2 0 0 0 5 62 0 1 0 10 146 12:30 PM 12:45 PM 0 70 0 0 0 0 1 61 0 3 0 14 149 12:45 PM 1:00 PM 0 73 0 0 0 0 5 70 0 2 0 17 167 Time Periods Southbound Westbound Northbound Eastbound Bozeman Chef Store 15th Ave Access C Access C 15th Ave Access C & North 15th Avenue – PM Project: 3 214 0Count Date:4/22/2021 Intersection: North / South 3 0 East / West 0 0 Start Time 3:00 PM North End Time 6:00 PM 56 0 Peak Hour Volume:558 PHF:0.94 Peak Hour from:5:00 PM 8 274 0 Peak Hour to:6:00 PM Count Input Data Total From To L T R L T R L T R L T R Volumes 3:00 PM 3:15 PM 0 3:15 PM 3:30 PM 0 3:30 PM 3:45 PM 0 3:45 PM 4:00 PM 0 4:00 PM 4:15 PM 0 4:15 PM 4:30 PM 0 4:30 PM 4:45 PM 0 4:45 PM 5:00 PM 0 5:00 PM 5:15 PM 0 52 0 0 0 0 0 83 0 1 0 13 149 5:15 PM 5:30 PM 0 50 1 0 0 0 1 79 0 2 0 13 146 5:30 PM 5:45 PM 0 57 2 0 0 0 3 54 0 0 0 13 129 5:45 PM 6:00 PM 0 55 0 0 0 0 4 58 0 0 0 17 134 Time Periods Southbound Westbound Northbound Eastbound Bozeman Chef Store 15th Ave Access C Access C 15th Ave 25 Access D & US 191 (Main Street) – Midday Project: 149 0 10 Count Date:4/22/2021 Intersection: North / South 127 56 East / West 898 999 Start Time 10:00 AM North End Time 1:00 PM 0 0 Peak Hour Volume:2,239 PHF:0.95 Peak Hour from:12:00 PM 0 0 0 Peak Hour to:1:00 PM Count Input Data TotalFromToLTRLTRLTRLTRVolumes 10:00 AM 10:15 AM 2 0 18 0 157 15 0 0 0 13 148 0 353 10:15 AM 10:30 AM 6 0 10 0 183 1 0 0 0 23 181 0 404 10:30 AM 10:45 AM 3 0 29 0 155 9 0 0 0 19 169 0 384 10:45 AM 11:00 AM 3 0 30 0 179 9 0 0 0 29 164 0 414 11:00 AM 11:15 AM 3 0 28 0 174 8 0 0 0 24 172 0 409 11:15 AM 11:30 AM 4 0 22 0 195 9 0 0 0 20 167 0 417 11:30 AM 11:45 AM 1 0 27 0 209 13 0 0 0 27 189 0 466 11:45 AM 12:00 PM 5 0 34 0 209 10 0 0 0 22 196 0 476 12:00 PM 12:15 PM 2 0 32 0 259 15 0 0 0 33 203 0 544 12:15 PM 12:30 PM 4 0 43 0 260 11 0 0 0 29 239 0 586 12:30 PM 12:45 PM 1 0 39 0 230 9 0 0 0 30 209 0 518 12:45 PM 1:00 PM 3 0 35 0 250 21 0 0 0 35 247 0 591 Bozeman Chef Store Access D US 191 US 191 Access D Time Periods Southbound Westbound Northbound Eastbound Access D & US 191 (Main Street) – PM Project: 113 0 13Count Date:4/22/2021 Intersection: North / South 97 35 East / West 797 1127 Start Time 3:00 PM North End Time 6:00 PM 0 0 Peak Hour Volume:2,182 PHF:0.90 Peak Hour from:5:00 PM 0 0 0 Peak Hour to:6:00 PM Count Input Data Total From To L T R L T R L T R L T R Volumes 3:00 PM 3:15 PM 1 0 33 0 216 19 0 0 0 23 191 0 483 3:15 PM 3:30 PM 1 0 23 0 225 7 0 0 0 21 187 0 464 3:30 PM 3:45 PM 1 0 29 0 257 8 0 0 0 23 189 0 507 3:45 PM 4:00 PM 3 0 27 0 304 12 0 0 0 20 214 0 580 4:00 PM 4:15 PM 1 0 24 0 249 15 0 0 0 19 194 0 502 4:15 PM 4:30 PM 2 0 28 0 254 9 0 0 0 19 180 0 492 4:30 PM 4:45 PM 3 0 17 0 251 10 0 0 0 24 192 0 497 4:45 PM 5:00 PM 0 0 21 0 194 14 0 0 0 22 203 0 454 5:00 PM 5:15 PM 2 0 26 0 302 4 0 0 0 26 197 0 557 5:15 PM 5:30 PM 3 0 27 0 267 11 0 0 0 29 208 0 545 5:30 PM 5:45 PM 4 0 29 0 326 15 0 0 0 29 201 0 604 5:45 PM 6:00 PM 4 0 31 0 232 5 0 0 0 13 191 0 476 Bozeman Chef Store Access D US 191 US 191 Access D Time Periods Southbound Westbound Northbound Eastbound 26 Appendix B HCM Traffic Analyses HCM 6th Signalized Intersection Summary 1: US 191 & 15th 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 92 805 1 18 899 197 6 1 10 204 3 150 Future Volume (veh/h) 92 805 1 18 899 197 6 1 10 204 3 150 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 100 875 1 20 977 214 7 1 11 222 3 163 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 310 1984 2 361 1473 657 92 39 78 367 4 509 Arrive On Green 0.06 0.54 0.54 0.41 0.41 0.41 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1781 3642 4 633 3554 1585 57 121 245 810 11 1585 Grp Volume(v), veh/h 100 427 449 20 977 214 19 0 0 225 0 163 Grp Sat Flow(s),veh/h/ln 1781 1777 1870 633 1777 1585 422 0 0 821 0 1585 Q Serve(g_s), s 2.0 9.6 9.6 1.3 14.9 6.1 0.2 0.0 0.0 0.0 0.0 5.2 Cycle Q Clear(g_c), s 2.0 9.6 9.6 2.2 14.9 6.1 19.4 0.0 0.0 19.2 0.0 5.2 Prop In Lane 1.00 0.00 1.00 1.00 0.37 0.58 0.99 1.00 Lane Grp Cap(c), veh/h 310 968 1018 361 1473 657 209 0 0 370 0 509 V/C Ratio(X) 0.32 0.44 0.44 0.06 0.66 0.33 0.09 0.00 0.00 0.61 0.00 0.32 Avail Cap(c_a), veh/h 451 2904 3056 1001 5066 2260 209 0 0 370 0 509 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 11.3 9.1 9.1 12.4 15.8 13.3 17.5 0.0 0.0 22.0 0.0 17.2 Incr Delay (d2), s/veh 0.6 0.3 0.3 0.1 0.5 0.3 0.9 0.0 0.0 7.2 0.0 1.7 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 0.0 %ile BackOfQ(50%),veh/ln 0.7 3.2 3.4 0.2 5.5 2.0 0.2 0.0 0.0 3.9 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.9 9.5 9.4 12.5 16.4 13.6 18.4 0.0 0.0 29.2 0.0 18.9 LnGrp LOS B A A B B B B A A C A B Approach Vol, veh/h 976 1211 19 388 Approach Delay, s/veh 9.7 15.8 18.4 24.9 Approach LOS A B B C Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 26.0 41.0 26.0 8.7 32.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 109.5 21.5 9.5 95.5 Max Q Clear Time (g_c+I1), s 21.4 11.6 21.2 4.0 16.9 Green Ext Time (p_c), s 0.0 6.9 0.1 0.1 10.9 Intersection Summary HCM 6th Ctrl Delay 14.9 HCM 6th LOS B HCM 6th Signalized Intersection Summary 1: US 191 & 15th 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 102 805 1 18 899 213 6 1 10 220 3 160 Future Volume (veh/h) 102 805 1 18 899 213 6 1 10 220 3 160 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 111 875 1 20 977 232 7 1 11 239 3 174 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 312 1992 2 363 1476 658 73 36 50 340 3 506 Arrive On Green 0.06 0.55 0.55 0.42 0.42 0.42 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1781 3642 4 633 3554 1585 0 113 155 733 9 1585 Grp Volume(v), veh/h 111 427 449 20 977 232 19 0 0 242 0 174 Grp Sat Flow(s),veh/h/ln 1781 1777 1870 633 1777 1585 268 0 0 742 0 1585 Q Serve(g_s), s 2.2 9.6 9.6 1.3 14.9 6.8 0.0 0.0 0.0 0.0 0.0 5.7 Cycle Q Clear(g_c), s 2.2 9.6 9.6 2.1 14.9 6.8 21.5 0.0 0.0 21.5 0.0 5.7 Prop In Lane 1.00 0.00 1.00 1.00 0.37 0.58 0.99 1.00 Lane Grp Cap(c), veh/h 312 972 1023 363 1476 658 159 0 0 343 0 506 V/C Ratio(X) 0.36 0.44 0.44 0.06 0.66 0.35 0.12 0.00 0.00 0.71 0.00 0.34 Avail Cap(c_a), veh/h 448 2890 3041 998 5041 2248 159 0 0 343 0 506 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 11.4 9.1 9.1 12.4 15.9 13.5 18.2 0.0 0.0 23.1 0.0 17.5 Incr Delay (d2), s/veh 0.7 0.3 0.3 0.1 0.5 0.3 1.5 0.0 0.0 11.5 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 3.2 3.4 0.2 5.5 2.2 0.3 0.0 0.0 4.6 0.0 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.1 9.4 9.4 12.4 16.4 13.8 19.7 0.0 0.0 34.7 0.0 19.4 LnGrp LOS B A A B B B B A A C A B Approach Vol, veh/h 987 1229 19 416 Approach Delay, s/veh 9.7 15.8 19.7 28.3 Approach LOS A B B C Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 26.0 41.3 26.0 8.9 32.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 109.5 21.5 9.5 95.5 Max Q Clear Time (g_c+I1), s 23.5 11.6 23.5 4.2 16.9 Green Ext Time (p_c), s 0.0 6.9 0.0 0.1 11.0 Intersection Summary HCM 6th Ctrl Delay 15.5 HCM 6th LOS B HCM 6th Signalized Intersection Summary 14: 15th & Durston 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 288 65 67 297 46 59 109 72 37 118 36 Future Volume (veh/h) 24 288 65 67 297 46 59 109 72 37 118 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 26 313 71 73 323 50 64 118 78 40 128 39 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 284 394 89 289 468 72 531 362 239 498 455 139 Arrive On Green 0.03 0.27 0.27 0.06 0.30 0.30 0.05 0.34 0.34 0.04 0.33 0.33 Sat Flow, veh/h 1781 1475 335 1781 1581 245 1781 1051 695 1781 1376 419 Grp Volume(v), veh/h 26 0 384 73 0 373 64 0 196 40 0 167 Grp Sat Flow(s),veh/h/ln 1781 0 1810 1781 0 1826 1781 0 1745 1781 0 1795 Q Serve(g_s), s 0.6 0.0 12.2 1.8 0.0 11.2 1.4 0.0 5.1 0.9 0.0 4.3 Cycle Q Clear(g_c), s 0.6 0.0 12.2 1.8 0.0 11.2 1.4 0.0 5.1 0.9 0.0 4.3 Prop In Lane 1.00 0.18 1.00 0.13 1.00 0.40 1.00 0.23 Lane Grp Cap(c), veh/h 284 0 484 289 0 540 531 0 601 498 0 594 V/C Ratio(X) 0.09 0.00 0.79 0.25 0.00 0.69 0.12 0.00 0.33 0.08 0.00 0.28 Avail Cap(c_a), veh/h 534 0 1008 517 0 1046 594 0 601 585 0 594 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.3 0.0 21.1 16.0 0.0 19.3 12.3 0.0 15.0 12.7 0.0 15.3 Incr Delay (d2), s/veh 0.1 0.0 3.0 0.5 0.0 1.6 0.1 0.0 1.4 0.1 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 5.1 0.7 0.0 4.6 0.5 0.0 2.1 0.3 0.0 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.4 0.0 24.1 16.5 0.0 20.9 12.4 0.0 16.4 12.8 0.0 16.5 LnGrp LOS B A C B A C B A B B A B Approach Vol, veh/h 410 446 260 207 Approach Delay, s/veh 23.6 20.2 15.5 15.8 Approach LOS C C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.0 25.8 8.1 21.1 7.8 25.0 6.3 22.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 20.5 11.5 34.5 5.5 20.5 10.5 35.5 Max Q Clear Time (g_c+I1), s 2.9 7.1 3.8 14.2 3.4 6.3 2.6 13.2 Green Ext Time (p_c), s 0.0 0.9 0.1 2.3 0.0 0.7 0.0 2.3 Intersection Summary HCM 6th Ctrl Delay 19.6 HCM 6th LOS B HCM 6th Signalized Intersection Summary 14: 15th & Durston 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 288 74 76 297 46 68 109 81 37 118 36 Future Volume (veh/h) 24 288 74 76 297 46 68 109 81 37 118 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 26 313 80 83 323 50 74 118 88 40 128 39 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 292 391 100 291 481 74 528 340 254 483 447 136 Arrive On Green 0.03 0.27 0.27 0.06 0.30 0.30 0.06 0.34 0.34 0.04 0.32 0.32 Sat Flow, veh/h 1781 1437 367 1781 1581 245 1781 995 742 1781 1376 419 Grp Volume(v), veh/h 26 0 393 83 0 373 74 0 206 40 0 167 Grp Sat Flow(s),veh/h/ln 1781 0 1804 1781 0 1826 1781 0 1737 1781 0 1795 Q Serve(g_s), s 0.7 0.0 12.8 2.1 0.0 11.3 1.7 0.0 5.6 0.9 0.0 4.4 Cycle Q Clear(g_c), s 0.7 0.0 12.8 2.1 0.0 11.3 1.7 0.0 5.6 0.9 0.0 4.4 Prop In Lane 1.00 0.20 1.00 0.13 1.00 0.43 1.00 0.23 Lane Grp Cap(c), veh/h 292 0 491 291 0 555 528 0 594 483 0 583 V/C Ratio(X) 0.09 0.00 0.80 0.29 0.00 0.67 0.14 0.00 0.35 0.08 0.00 0.29 Avail Cap(c_a), veh/h 537 0 986 507 0 1027 580 0 594 567 0 583 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.4 0.0 21.4 16.2 0.0 19.2 12.7 0.0 15.5 13.2 0.0 15.9 Incr Delay (d2), s/veh 0.1 0.0 3.1 0.5 0.0 1.4 0.1 0.0 1.6 0.1 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 5.4 0.8 0.0 4.6 0.6 0.0 2.3 0.3 0.0 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.5 0.0 24.5 16.7 0.0 20.7 12.9 0.0 17.1 13.3 0.0 17.1 LnGrp LOS B A C B A C B A B B A B Approach Vol, veh/h 419 456 280 207 Approach Delay, s/veh 24.0 19.9 16.0 16.4 Approach LOS C B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.0 26.1 8.3 21.7 8.1 25.0 6.3 23.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 20.5 11.5 34.5 5.5 20.5 10.5 35.5 Max Q Clear Time (g_c+I1), s 2.9 7.6 4.1 14.8 3.7 6.4 2.7 13.3 Green Ext Time (p_c), s 0.0 0.9 0.1 2.4 0.0 0.7 0.0 2.3 Intersection Summary HCM 6th Ctrl Delay 19.8 HCM 6th LOS B HCM 6th Roundabout 11: 15th & Beall 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 5.2 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 115 104 290 341 Demand Flow Rate, veh/h 117 106 296 348 Vehicles Circulating, veh/h 371 285 104 109 Vehicles Exiting, veh/h 86 115 384 282 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 5.1 4.5 5.1 5.6 Approach LOS A A A A Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 117 106 296 348 Cap Entry Lane, veh/h 945 1032 1241 1235 Entry HV Adj Factor 0.980 0.977 0.979 0.979 Flow Entry, veh/h 115 104 290 341 Cap Entry, veh/h 927 1009 1215 1209 V/C Ratio 0.124 0.103 0.239 0.282 Control Delay, s/veh 5.1 4.5 5.1 5.6 LOS A A A A 95th %tile Queue, veh 0 0 1 1 HCM 6th Roundabout 11: 15th & Beall 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 5.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 115 104 310 360 Demand Flow Rate, veh/h 117 106 317 368 Vehicles Circulating, veh/h 391 306 104 109 Vehicles Exiting, veh/h 86 115 404 303 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 5.2 4.6 5.3 5.7 Approach LOS A A A A Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 117 106 317 368 Cap Entry Lane, veh/h 926 1010 1241 1235 Entry HV Adj Factor 0.980 0.977 0.979 0.980 Flow Entry, veh/h 115 104 310 360 Cap Entry, veh/h 908 987 1215 1209 V/C Ratio 0.126 0.105 0.255 0.298 Control Delay, s/veh 5.2 4.6 5.3 5.7 LOS A A A A 95th %tile Queue, veh 0 0 1 1 HCM 6th TWSC 9: 15th & Access A 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 94 24 9 172 265 80 Future Vol, veh/h 94 24 9 172 265 80 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 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 102 26 10 187 288 87 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 539 332 375 0 - 0 Stage 1 332 - - - - - Stage 2 207 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 503 710 1183 - - - Stage 1 727 - - - - - Stage 2 828 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 499 710 1183 - - - Mov Cap-2 Maneuver 576 - - - - - Stage 1 721 - - - - - Stage 2 828 - - - - - Approach EB NB SB HCM Control Delay, s 12.1 0.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1183 - 576 710 - - HCM Lane V/C Ratio 0.008 - 0.177 0.037 - - HCM Control Delay (s) 8.1 - 12.6 10.3 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0 - 0.6 0.1 - - HCM 6th TWSC 9: 15th & Access A 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 112 50 35 172 265 98 Future Vol, veh/h 112 50 35 172 265 98 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 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 122 54 38 187 288 107 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 605 342 395 0 - 0 Stage 1 342 - - - - - Stage 2 263 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 461 701 1164 - - - Stage 1 719 - - - - - Stage 2 781 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 446 701 1164 - - - Mov Cap-2 Maneuver 537 - - - - - Stage 1 695 - - - - - Stage 2 781 - - - - - Approach EB NB SB HCM Control Delay, s 12.7 1.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1164 - 537 701 - - HCM Lane V/C Ratio 0.033 - 0.227 0.078 - - HCM Control Delay (s) 8.2 - 13.7 10.6 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0.1 - 0.9 0.3 - - HCM 6th TWSC 7: 15th & Access B 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 41 82 144 140 221 68 Future Vol, veh/h 41 82 144 140 221 68 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 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 45 89 157 152 240 74 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 743 277 314 0 - 0 Stage 1 277 - - - - - Stage 2 466 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 383 762 1246 - - - Stage 1 770 - - - - - Stage 2 632 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 335 762 1246 - - - Mov Cap-2 Maneuver 450 - - - - - Stage 1 673 - - - - - Stage 2 632 - - - - - Approach EB NB SB HCM Control Delay, s 11.5 4.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1246 - 450 762 - - HCM Lane V/C Ratio 0.126 - 0.099 0.117 - - HCM Control Delay (s) 8.3 - 13.9 10.3 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0.4 - 0.3 0.4 - - HCM 6th TWSC 7: 15th & Access B 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 41 82 144 166 247 68 Future Vol, veh/h 41 82 144 166 247 68 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 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 45 89 157 180 268 74 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 799 305 342 0 - 0 Stage 1 305 - - - - - Stage 2 494 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 355 735 1217 - - - Stage 1 748 - - - - - Stage 2 613 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 309 735 1217 - - - Mov Cap-2 Maneuver 429 - - - - - Stage 1 652 - - - - - Stage 2 613 - - - - - Approach EB NB SB HCM Control Delay, s 11.9 3.9 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1217 - 429 735 - - HCM Lane V/C Ratio 0.129 - 0.104 0.121 - - HCM Control Delay (s) 8.4 - 14.4 10.6 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0.4 - 0.3 0.4 - - HCM Unsignalized Intersection Capacity Analysis 5: 15th /15th & Access C 05/16/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 8 57 14 276 300 3 Future Volume (vph) 8 57 14 276 300 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 9 62 15 300 326 3 Direction, Lane # EB 1 NB 1 SB 1 Volume Total (vph) 71 315 329 Volume Left (vph) 9 15 0 Volume Right (vph) 62 0 3 Hadj (s) -0.46 0.04 0.03 Departure Headway (s) 4.9 4.5 4.5 Degree Utilization, x 0.10 0.39 0.41 Capacity (veh/h) 654 782 785 Control Delay (s) 8.4 10.3 10.5 Approach Delay (s) 8.4 10.3 10.5 Approach LOS A B B Intersection Summary Delay 10.2 Level of Service B Intersection Capacity Utilization 36.6% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 5: 15th /15th & Access C 05/16/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 8 57 14 302 326 3 Future Volume (vph) 8 57 14 302 326 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 9 62 15 328 354 3 Direction, Lane # EB 1 NB 1 SB 1 Volume Total (vph) 71 343 357 Volume Left (vph) 9 15 0 Volume Right (vph) 62 0 3 Hadj (s) -0.46 0.04 0.03 Departure Headway (s) 5.0 4.5 4.5 Degree Utilization, x 0.10 0.43 0.45 Capacity (veh/h) 634 776 778 Control Delay (s) 8.5 10.9 11.0 Approach Delay (s) 8.5 10.9 11.0 Approach LOS A B B Intersection Summary Delay 10.7 Level of Service B Intersection Capacity Utilization 37.9% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC 2: US 191 & Access D 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Intersection Int Delay, s/veh 1.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 127 898 999 56 10 149 Future Vol, veh/h 127 898 999 56 10 149 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - 150 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 138 976 1086 61 11 162 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1147 0 - 0 1850 543 Stage 1 - - - - 1086 - Stage 2 - - - - 764 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver 605 - - - 66 484 Stage 1 - - - - 285 - Stage 2 - - - - 420 - Platoon blocked, % - - - Mov Cap-1 Maneuver 605 - - - 51 484 Mov Cap-2 Maneuver - - - - 152 - Stage 1 - - - - 220 - Stage 2 - - - - 420 - Approach EB WB SB HCM Control Delay, s 1.6 0 17 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 605 - - - 152 484 HCM Lane V/C Ratio 0.228 - - - 0.072 0.335 HCM Control Delay (s) 12.7 - - - 30.5 16.1 HCM Lane LOS B - - - D C HCM 95th %tile Q(veh) 0.9 - - - 0.2 1.5 HCM 6th TWSC 2: US 191 & Access D 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Intersection Int Delay, s/veh 1.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 127 908 1009 56 10 149 Future Vol, veh/h 127 908 1009 56 10 149 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - 150 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 138 987 1097 61 11 162 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1158 0 - 0 1867 549 Stage 1 - - - - 1097 - Stage 2 - - - - 770 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver 599 - - - 64 480 Stage 1 - - - - 281 - Stage 2 - - - - 417 - Platoon blocked, % - - - Mov Cap-1 Maneuver 599 - - - 49 480 Mov Cap-2 Maneuver - - - - 150 - Stage 1 - - - - 216 - Stage 2 - - - - 417 - Approach EB WB SB HCM Control Delay, s 1.6 0 17.2 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 599 - - - 150 480 HCM Lane V/C Ratio 0.23 - - - 0.072 0.337 HCM Control Delay (s) 12.8 - - - 30.9 16.3 HCM Lane LOS B - - - D C HCM 95th %tile Q(veh) 0.9 - - - 0.2 1.5 HCM 6th Signalized Intersection Summary 1: US 191 & 15th 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 84 713 0 12 1026 195 4 3 10 134 4 132 Future Volume (veh/h) 84 713 0 12 1026 195 4 3 10 134 4 132 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 91 775 0 13 1115 212 4 3 11 146 4 143 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 290 2053 0 418 1625 725 93 84 182 359 9 472 Arrive On Green 0.06 0.58 0.00 0.46 0.46 0.46 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1781 3647 0 696 3554 1585 109 281 613 875 29 1585 Grp Volume(v), veh/h 91 775 0 13 1115 212 18 0 0 150 0 143 Grp Sat Flow(s),veh/h/ln 1781 1777 0 696 1777 1585 1002 0 0 904 0 1585 Q Serve(g_s), s 1.8 8.5 0.0 0.7 17.9 6.1 0.1 0.0 0.0 0.0 0.0 5.0 Cycle Q Clear(g_c), s 1.8 8.5 0.0 0.7 17.9 6.1 14.7 0.0 0.0 14.7 0.0 5.0 Prop In Lane 1.00 0.00 1.00 1.00 0.22 0.61 0.97 1.00 Lane Grp Cap(c), veh/h 290 2053 0 418 1625 725 359 0 0 367 0 472 V/C Ratio(X) 0.31 0.38 0.00 0.03 0.69 0.29 0.05 0.00 0.00 0.41 0.00 0.30 Avail Cap(c_a), veh/h 420 5387 0 1020 4698 2096 359 0 0 367 0 472 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 11.5 8.2 0.0 10.8 15.5 12.3 18.5 0.0 0.0 22.9 0.0 19.6 Incr Delay (d2), s/veh 0.6 0.1 0.0 0.0 0.5 0.2 0.3 0.0 0.0 3.3 0.0 1.7 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 0.0 %ile BackOfQ(50%),veh/ln 0.6 2.8 0.0 0.1 6.6 2.0 0.2 0.0 0.0 2.5 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.1 8.4 0.0 10.9 16.0 12.5 18.7 0.0 0.0 26.3 0.0 21.2 LnGrp LOS B A A B B B B A A C A C Approach Vol, veh/h 866 1340 18 293 Approach Delay, s/veh 8.7 15.4 18.7 23.8 Approach LOS A B B C Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 26.0 46.2 26.0 8.7 37.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 109.5 21.5 9.5 95.5 Max Q Clear Time (g_c+I1), s 16.7 10.5 16.7 3.8 19.9 Green Ext Time (p_c), s 0.0 6.7 0.6 0.1 13.1 Intersection Summary HCM 6th Ctrl Delay 14.1 HCM 6th LOS B HCM 6th Signalized Intersection Summary 1: US 191 & 15th 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 94 713 0 12 1026 211 4 3 10 150 4 142 Future Volume (veh/h) 94 713 0 12 1026 211 4 3 10 150 4 142 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 102 775 0 13 1115 229 4 3 11 163 4 154 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 292 2061 0 418 1627 726 62 60 97 262 5 469 Arrive On Green 0.06 0.58 0.00 0.46 0.46 0.46 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1781 3647 0 696 3554 1585 6 203 329 554 18 1585 Grp Volume(v), veh/h 102 775 0 13 1115 229 18 0 0 167 0 154 Grp Sat Flow(s),veh/h/ln 1781 1777 0 696 1777 1585 538 0 0 571 0 1585 Q Serve(g_s), s 2.0 8.5 0.0 0.7 18.0 6.6 0.2 0.0 0.0 0.3 0.0 5.5 Cycle Q Clear(g_c), s 2.0 8.5 0.0 0.7 18.0 6.6 21.3 0.0 0.0 21.4 0.0 5.5 Prop In Lane 1.00 0.00 1.00 1.00 0.22 0.61 0.98 1.00 Lane Grp Cap(c), veh/h 292 2061 0 418 1627 726 220 0 0 267 0 469 V/C Ratio(X) 0.35 0.38 0.00 0.03 0.69 0.32 0.08 0.00 0.00 0.63 0.00 0.33 Avail Cap(c_a), veh/h 418 5359 0 1014 4674 2085 220 0 0 267 0 469 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 11.6 8.2 0.0 10.9 15.5 12.5 19.7 0.0 0.0 25.7 0.0 19.9 Incr Delay (d2), s/veh 0.7 0.1 0.0 0.0 0.5 0.2 0.7 0.0 0.0 10.6 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 2.8 0.0 0.1 6.7 2.2 0.3 0.0 0.0 3.5 0.0 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.3 8.3 0.0 10.9 16.1 12.7 20.4 0.0 0.0 36.3 0.0 21.8 LnGrp LOS B A A B B B C A A D A C Approach Vol, veh/h 877 1357 18 321 Approach Delay, s/veh 8.8 15.4 20.4 29.3 Approach LOS A B C C Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 26.0 46.6 26.0 8.9 37.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 109.5 21.5 9.5 95.5 Max Q Clear Time (g_c+I1), s 23.3 10.5 23.4 4.0 20.0 Green Ext Time (p_c), s 0.0 6.7 0.0 0.1 13.3 Intersection Summary HCM 6th Ctrl Delay 14.9 HCM 6th LOS B HCM 6th Signalized Intersection Summary 14: 15th & Durston 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 325 52 54 438 67 56 142 73 38 103 49 Future Volume (veh/h) 29 325 52 54 438 67 56 142 73 38 103 49 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 32 353 57 59 476 73 61 154 79 41 112 53 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 230 530 86 335 560 86 473 362 186 411 360 170 Arrive On Green 0.03 0.34 0.34 0.05 0.35 0.35 0.05 0.31 0.31 0.04 0.30 0.30 Sat Flow, veh/h 1781 1571 254 1781 1584 243 1781 1165 598 1781 1200 568 Grp Volume(v), veh/h 32 0 410 59 0 549 61 0 233 41 0 165 Grp Sat Flow(s),veh/h/ln 1781 0 1825 1781 0 1827 1781 0 1763 1781 0 1768 Q Serve(g_s), s 0.8 0.0 13.1 1.4 0.0 19.0 1.6 0.0 7.2 1.1 0.0 4.9 Cycle Q Clear(g_c), s 0.8 0.0 13.1 1.4 0.0 19.0 1.6 0.0 7.2 1.1 0.0 4.9 Prop In Lane 1.00 0.14 1.00 0.13 1.00 0.34 1.00 0.32 Lane Grp Cap(c), veh/h 230 0 616 335 0 646 473 0 547 411 0 530 V/C Ratio(X) 0.14 0.00 0.67 0.18 0.00 0.85 0.13 0.00 0.43 0.10 0.00 0.31 Avail Cap(c_a), veh/h 444 0 921 547 0 948 527 0 547 484 0 530 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.2 0.0 19.4 14.6 0.0 20.4 15.1 0.0 18.7 15.6 0.0 18.5 Incr Delay (d2), s/veh 0.3 0.0 1.2 0.2 0.0 5.0 0.1 0.0 2.4 0.1 0.0 1.5 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 0.3 0.0 5.3 0.6 0.0 8.3 0.6 0.0 3.1 0.4 0.0 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.5 0.0 20.6 14.9 0.0 25.4 15.3 0.0 21.2 15.7 0.0 20.0 LnGrp LOS B A C B A C B A C B A C Approach Vol, veh/h 442 608 294 206 Approach Delay, s/veh 20.3 24.4 19.9 19.2 Approach LOS C C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.2 25.7 7.9 27.6 7.9 25.0 6.8 28.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 20.5 11.5 34.5 5.5 20.5 10.5 35.5 Max Q Clear Time (g_c+I1), s 3.1 9.2 3.4 15.1 3.6 6.9 2.8 21.0 Green Ext Time (p_c), s 0.0 1.0 0.1 2.5 0.0 0.7 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 21.7 HCM 6th LOS C HCM 6th Signalized Intersection Summary 14: 15th & Durston 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 325 61 63 438 67 65 142 82 38 103 49 Future Volume (veh/h) 29 325 61 63 438 67 65 142 82 38 103 49 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 32 353 66 68 476 73 71 154 89 41 112 53 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 228 511 96 328 559 86 476 348 201 405 358 169 Arrive On Green 0.03 0.33 0.33 0.05 0.35 0.35 0.05 0.31 0.31 0.04 0.30 0.30 Sat Flow, veh/h 1781 1532 286 1781 1584 243 1781 1112 643 1781 1200 568 Grp Volume(v), veh/h 32 0 419 68 0 549 71 0 243 41 0 165 Grp Sat Flow(s),veh/h/ln 1781 0 1819 1781 0 1827 1781 0 1755 1781 0 1768 Q Serve(g_s), s 0.8 0.0 13.7 1.7 0.0 19.1 1.9 0.0 7.6 1.1 0.0 5.0 Cycle Q Clear(g_c), s 0.8 0.0 13.7 1.7 0.0 19.1 1.9 0.0 7.6 1.1 0.0 5.0 Prop In Lane 1.00 0.16 1.00 0.13 1.00 0.37 1.00 0.32 Lane Grp Cap(c), veh/h 228 0 606 328 0 645 476 0 548 405 0 527 V/C Ratio(X) 0.14 0.00 0.69 0.21 0.00 0.85 0.15 0.00 0.44 0.10 0.00 0.31 Avail Cap(c_a), veh/h 441 0 912 532 0 943 523 0 548 477 0 527 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.4 0.0 19.9 14.9 0.0 20.6 15.2 0.0 18.9 15.8 0.0 18.7 Incr Delay (d2), s/veh 0.3 0.0 1.4 0.3 0.0 5.1 0.1 0.0 2.6 0.1 0.0 1.5 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 0.3 0.0 5.6 0.6 0.0 8.3 0.7 0.0 3.3 0.4 0.0 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.7 0.0 21.3 15.2 0.0 25.7 15.4 0.0 21.5 15.9 0.0 20.2 LnGrp LOS B A C B A C B A C B A C Approach Vol, veh/h 451 617 314 206 Approach Delay, s/veh 20.9 24.5 20.1 19.4 Approach LOS C C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.2 26.0 8.1 27.4 8.2 25.0 6.8 28.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 20.5 11.5 34.5 5.5 20.5 10.5 35.5 Max Q Clear Time (g_c+I1), s 3.1 9.6 3.7 15.7 3.9 7.0 2.8 21.1 Green Ext Time (p_c), s 0.0 1.0 0.1 2.5 0.0 0.7 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 22.0 HCM 6th LOS C HCM 6th Roundabout 11: 15th & Beall 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 4.5 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 89 61 288 227 Demand Flow Rate, veh/h 91 62 294 232 Vehicles Circulating, veh/h 228 307 40 69 Vehicles Exiting, veh/h 73 27 278 300 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.1 4.2 4.7 4.4 Approach LOS A A A A Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 91 62 294 232 Cap Entry Lane, veh/h 1094 1009 1325 1286 Entry HV Adj Factor 0.977 0.980 0.980 0.979 Flow Entry, veh/h 89 61 288 227 Cap Entry, veh/h 1069 989 1298 1260 V/C Ratio 0.083 0.061 0.222 0.180 Control Delay, s/veh 4.1 4.2 4.7 4.4 LOS A A A A 95th %tile Queue, veh 0 0 1 1 HCM 6th Roundabout 11: 15th & Beall 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 4.7 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 89 61 340 247 Demand Flow Rate, veh/h 91 62 347 252 Vehicles Circulating, veh/h 248 325 40 67 Vehicles Exiting, veh/h 71 62 298 320 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.2 4.3 5.1 4.5 Approach LOS A A A A Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 91 62 347 252 Cap Entry Lane, veh/h 1071 991 1325 1289 Entry HV Adj Factor 0.977 0.980 0.979 0.979 Flow Entry, veh/h 89 61 340 247 Cap Entry, veh/h 1047 971 1297 1262 V/C Ratio 0.085 0.063 0.262 0.196 Control Delay, s/veh 4.2 4.3 5.1 4.5 LOS A A A A 95th %tile Queue, veh 0 0 1 1 HCM 6th TWSC 9: 15th & Access A 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Intersection Int Delay, s/veh 1.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 40 17 5 225 201 50 Future Vol, veh/h 40 17 5 225 201 50 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 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 43 18 5 245 218 54 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 500 245 272 0 - 0 Stage 1 245 - - - - - Stage 2 255 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 530 794 1291 - - - Stage 1 796 - - - - - Stage 2 788 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 528 794 1291 - - - Mov Cap-2 Maneuver 602 - - - - - Stage 1 793 - - - - - Stage 2 788 - - - - - Approach EB NB SB HCM Control Delay, s 10.9 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1291 - 602 794 - - HCM Lane V/C Ratio 0.004 - 0.072 0.023 - - HCM Control Delay (s) 7.8 - 11.4 9.6 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0 - 0.2 0.1 - - HCM 6th TWSC 9: 15th & Access A 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 58 43 31 225 201 68 Future Vol, veh/h 58 43 31 225 201 68 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 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 63 47 34 245 218 74 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 568 255 292 0 - 0 Stage 1 255 - - - - - Stage 2 313 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 484 784 1270 - - - Stage 1 788 - - - - - Stage 2 741 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 471 784 1270 - - - Mov Cap-2 Maneuver 559 - - - - - Stage 1 767 - - - - - Stage 2 741 - - - - - Approach EB NB SB HCM Control Delay, s 11.3 1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1270 - 559 784 - - HCM Lane V/C Ratio 0.027 - 0.113 0.06 - - HCM Control Delay (s) 7.9 - 12.3 9.9 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.1 - 0.4 0.2 - - HCM 6th TWSC 7: 15th & Access B 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 44 48 91 186 169 48 Future Vol, veh/h 44 48 91 186 169 48 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 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 48 52 99 202 184 52 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 610 210 236 0 - 0 Stage 1 210 - - - - - Stage 2 400 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 458 830 1331 - - - Stage 1 825 - - - - - Stage 2 677 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 424 830 1331 - - - Mov Cap-2 Maneuver 519 - - - - - Stage 1 764 - - - - - Stage 2 677 - - - - - Approach EB NB SB HCM Control Delay, s 11 2.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1331 - 519 830 - - HCM Lane V/C Ratio 0.074 - 0.092 0.063 - - HCM Control Delay (s) 7.9 - 12.6 9.6 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.2 - 0.3 0.2 - - HCM 6th TWSC 7: 15th & Access B 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 44 48 91 212 195 48 Future Vol, veh/h 44 48 91 212 195 48 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 0 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 48 52 99 230 212 52 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 666 238 264 0 - 0 Stage 1 238 - - - - - Stage 2 428 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 425 801 1300 - - - Stage 1 802 - - - - - Stage 2 657 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 393 801 1300 - - - Mov Cap-2 Maneuver 496 - - - - - Stage 1 741 - - - - - Stage 2 657 - - - - - Approach EB NB SB HCM Control Delay, s 11.3 2.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1300 - 496 801 - - HCM Lane V/C Ratio 0.076 - 0.096 0.065 - - HCM Control Delay (s) 8 - 13 9.8 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.2 - 0.3 0.2 - - HCM Unsignalized Intersection Capacity Analysis 5: 15th /15th & Access C 05/16/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 3 56 8 274 214 3 Future Volume (vph) 3 56 8 274 214 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 3 61 9 298 233 3 Direction, Lane # EB 1 NB 1 SB 1 Volume Total (vph) 64 307 236 Volume Left (vph) 3 9 0 Volume Right (vph) 61 0 3 Hadj (s) -0.53 0.04 0.03 Departure Headway (s) 4.6 4.3 4.4 Degree Utilization, x 0.08 0.37 0.29 Capacity (veh/h) 704 809 791 Control Delay (s) 8.0 9.9 9.2 Approach Delay (s) 8.0 9.9 9.2 Approach LOS A A A Intersection Summary Delay 9.4 Level of Service A Intersection Capacity Utilization 31.2% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 5: 15th /15th & Access C 05/16/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 3 56 8 300 240 3 Future Volume (vph) 3 56 8 300 240 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 3 61 9 326 261 3 Direction, Lane # EB 1 NB 1 SB 1 Volume Total (vph) 64 335 264 Volume Left (vph) 3 9 0 Volume Right (vph) 61 0 3 Hadj (s) -0.53 0.04 0.03 Departure Headway (s) 4.7 4.4 4.4 Degree Utilization, x 0.08 0.41 0.33 Capacity (veh/h) 679 803 785 Control Delay (s) 8.1 10.4 9.6 Approach Delay (s) 8.1 10.4 9.6 Approach LOS A B A Intersection Summary Delay 9.8 Level of Service A Intersection Capacity Utilization 32.5% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC 2: US 191 & Access D 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 98 797 1127 35 13 113 Future Vol, veh/h 98 797 1127 35 13 113 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - 150 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 107 866 1225 38 14 123 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1263 0 - 0 1872 613 Stage 1 - - - - 1225 - Stage 2 - - - - 647 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver 546 - - - 64 435 Stage 1 - - - - 241 - Stage 2 - - - - 483 - Platoon blocked, % - - - Mov Cap-1 Maneuver 546 - - - 51 435 Mov Cap-2 Maneuver - - - - 145 - Stage 1 - - - - 194 - Stage 2 - - - - 483 - Approach EB WB SB HCM Control Delay, s 1.4 0 18.2 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 546 - - - 145 435 HCM Lane V/C Ratio 0.195 - - - 0.097 0.282 HCM Control Delay (s) 13.2 - - - 32.5 16.5 HCM Lane LOS B - - - D C HCM 95th %tile Q(veh) 0.7 - - - 0.3 1.1 HCM 6th TWSC 2: US 191 & Access D 05/15/2021 Scenario 1 1:18 pm 05/14/2021 Baseline Synchro 11 Report Page 1 Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 98 807 1137 35 13 113 Future Vol, veh/h 98 807 1137 35 13 113 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - 150 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 107 877 1236 38 14 123 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1274 0 - 0 1889 618 Stage 1 - - - - 1236 - Stage 2 - - - - 653 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver 541 - - - 62 432 Stage 1 - - - - 237 - Stage 2 - - - - 480 - Platoon blocked, % - - - Mov Cap-1 Maneuver 541 - - - 50 432 Mov Cap-2 Maneuver - - - - 142 - Stage 1 - - - - 190 - Stage 2 - - - - 480 - Approach EB WB SB HCM Control Delay, s 1.4 0 18.3 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 541 - - - 142 432 HCM Lane V/C Ratio 0.197 - - - 0.1 0.284 HCM Control Delay (s) 13.3 - - - 33.1 16.6 HCM Lane LOS B - - - D C HCM 95th %tile Q(veh) 0.7 - - - 0.3 1.2