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2022-10-28 Riviera Park Ammon Traffic Report - Final Riviera Park Development 25th East/Lincoln Road Ammon, Idaho Anderson Wahlen & Associates 2010 North Redwood Road Salt Lake City, Utah 84116 Phone: (801) 521-8529 Fax: (801) 521-9551 Traffic Impact Analysis 10/31/22 Traffic Impact Analysis for Riviera Park Development 25th East (Hitt Road) & Lincoln Road Ammon, Idaho Updated October 2022 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 I. Introduction and Summary ........................................................................................................1 A. Purpose of Report and Study Objectives .............................................................................1 B. Executive Summary .............................................................................................................1 II. Proposed Development ..............................................................................................................4 III. Area Conditions .........................................................................................................................4 A. Existing Traffic Data ............................................................................................................6 B. Traffic Growth.......................................................................................................................6 IV. Projected Traffic ......................................................................................................................12 V. Traffic Analysis.........................................................................................................................23 A. Major Intersections .............................................................................................................24 B. Project Accesses .................................................................................................................28 Mitigation Analysis and Alternatives .........................................................................31 Access Management Discussion .................................................................................34 C. On-Site Circulation ............................................................................................................34 D. Crash Data Review .............................................................................................................34 E. Development Impacts to Critical Intersections .................................................................35 F. Analysis for Right Turn Deceleration Lanes ......................................................................36 VI. Conclusions/Recommendations ..............................................................................................36 Appendices Riviera Park Development 25th East Lincoln Road Traffic Impact Study LIST OF TABLES page Table One PM Peak Hour Development Trip Generation .................................................13 Table Two PM Peak Hour Total Primary and Pass-by Trips ............................................14 Table Three Saturday Peak Hour Development Trip Generation ........................................15 Table Four Saturday Peak Hour Total Primary and Pass-by Trips ...................................16 Table Five Intersection LOS-Delay Relationship Access ..................................................23 Table Six Peak Period Intersection Analysis – Lincoln and 25th East .............................24 Table Seven Peak Period Intersection Analysis – Lincoln and Ammon ..............................25 Table Eight Peak Period Intersection Analysis – 25th and Iona. .........................................26 Table Nine Peak Period Intersection Analysis – Lincoln and Woodruff ...........................27 Table Ten Peak Period Intersection Analysis – 25th and Access A. .................................28 Table Eleven Peak Period Intersection Analysis – 25th and Access C. ..................................28 Table Twelve Peak Period Intersection Analysis – 25th and Access D (Costco Main). .........29 Table Thirteen Peak Period Intersection Analysis – Lincoln and Access E ............................29 Table Fourteen Peak Period Intersection Analysis – Lincoln and Access F .............................30 Table Fifteen Peak Period Intersection Analysis – Lincoln and Access G ............................30 Table Sixteen Peak Period Intersection Analysis – Lincoln and 25th East - Mitigated ..........32 Table Seventeen Peak Period Intersection Analysis – Lincoln and Woodruff - Mitigated .........33 Riviera Park Development 25th East Lincoln Road Traffic Impact Study LIST OF FIGURES page Figure One - Project Site Location ..................................................................................................3 Figure Two – Conceptual Site Plan .................................................................................................5 Figure Three – Intersection and Access Locations ..........................................................................7 Figure Four -A – Exiting Traffic Counts .........................................................................................8 Figure Four – B – 2027 Background Traffic Growth Projections ...................................................9 Figure Five – 2032 Background Traffic Growth Projections ........................................................10 Figure Six – 2037 Background Traffic Growth Projections ..........................................................11 Figure Seven – Pass-by Trip Generation .......................................................................................18 Figure Eight – Primary Trip Generation ........................................................................................19 Figure Nine – Total Site Generated Traffic ...................................................................................20 Figure Ten – 2027 Background Traffic Plus Site Generated Traffic .............................................21 Figure Eleven – 2032 Background Traffic Plus Site Generated Traffic ........................................22 Figure Twelve – 2037 Background Traffic Plus Site Generated Traffic .......................................23 Riviera Park Development 25th East Lincoln Road Traffic Impact Study 1 I. Introduction and Summary A. Purpose of Report and Study Objectives The proposed development site is located on the northeast parcel of the intersection of 25th East (Hitt Road) and Lincoln Road. This site is planned as a mixed-use development which at buildout would include residential apartments, townhomes, fast food, retail, grocery, fuel, and banking. This study will examine the impacts of generated traffic on the existing intersections, many of which are roundabouts. Figure One shows the location of the development. Trip projections and traffic analysis’ in this report will be performed for the Weekday PM and Saturday midday peak hours. B. Executive Summary Traffic was counted at the existing intersections on a weekday and a Saturday. Trip generation was performed for the development and trip distribution was projected. The existing traffic was compared with the existing plus site generated development traffic to show the impacts of the proposed development. The Synchro analysis shows that the accesses to Riviera Park will operate adequately with the proposed development. The Synchro, SimTraffic and FHWA analysis showed that the Lincoln Road/25th East roundabout would be failing with the projected background traffic (without the Riviera Park traffic). The mitigation section of the report suggested that this roundabout be converted to a traffic signal. The mitigation was shown to be necessary without the development and the mitigating traffic signal would be adequate to accommodate the development traffic with the intersection being LOS D or better. Queues from the mitigated Lincoln/25th East signal would not back into Access D, whether a roundabout. The Synchro analysis showed that the Lincoln Road/Woodruff Avenue signal had multiple movements as LOS worse than D with the projected background traffic (without the Riviera Park traffic). The mitigation section of the report suggested that that an additional southbound turn lane be added and that the northbound right turn lane be converted to a thru/right lane. The mitigation was shown to be necessary without the development and the mitigated traffic signal would be adequate to accommodate the development traffic with the intersection being LOS D or better. The Synchro analysis showed issues at the 25th East and Iona Road intersection. As this intersection is part of an ITD project that fixes the issues related to Yellowstone Highway queuing back to the roundabout and improves the roundabout to a two-lane roundabout, this intersection was not recommended for further mitigation. 2 The Synchro, SimTraffic and FHWA analysis did not show issues for the Lincoln Road/Ammon Road roundabout. The LOS analysis was acceptable for this roundabout and mitigation was not required. In addition to the delay/LOS analysis, the report showed that projected queues could be accommodated within the existing storage lengths, except for the two intersections recommended for mitigation. The mitigation at these intersections was adequate to minimize the queuing. The queuing at the accesses was projected to be within the provided queue storage so access queuing was not an issue. The Bonneville Metropolitan Planning Organization’s (BMPO) access management guidelines were reviewed. At the request of Idaho Falls, Access B was removed from the site plan as it did not meet the standards. The current site plan along Lincoln does not meet these guidelines explicitly, but this has been discussed with the City of Ammon and the design related reasons for the access locations are discussed more completely in the Access Management section of the report. As per the BMPO’s thresholds for right turn deceleration lanes, Access’s A, C, F, and G would meet the threshold. The internal intersection on the site and the site circulation were also reviewed. The section of the report did not suggest any mitigation for the internal intersections. The accident review showed that Lincoln Road/25th East (roundabout) had five times more accidents than Lincoln Road/Woodruff Avenue (traffic signal). This is counter intuitive for a roundabout compared with a signal and confirms that Lincoln Road/25th East has some congestion related issues. The development impacts to critical intersections showed: • Lincoln/25th East - 16.7% of the total projected traffic would be from proposed Riviera Park Development • Lincoln/Woodruff – 5.5% of the total projected traffic would be from proposed Riviera Park Development • 25th/Iona– 8.8% of the total projected traffic would be from proposed Riviera Park Development The developer is recommended to install off-site signing, striping and pavement markings on in accordance with the City of Ammon and Bonneville County standards and the most current edition of the Manual on Uniform Traffic Control Devices (MUTCD). Figure One Riviera Park Development Site Location lincoln Road25th East (Hitt Road) 4 II. Proposed Development The proposed development east of 25th East (Hitt Road) and north of Lincoln Road. The east and north of the site has residential dwellings. Figure Two shows the conceptual site plan for the proposed development. The site has three accesses planned along the south frontage to Lincoln Road. Two of the accesses on the south are primarily residential access. There are four accesses planned along the west frontage to 25th East. III. Area Conditions Trip projection and traffic analysis in this report will be performed for the weekday PM and Saturday midday peak hours. The proposed site will feed from Iona Road on the North (single lane roundabout), Woodruff Avenue on the West (signal controlled intersection), 25th East from the south (two lane roundabout) and Ammon Road to the east (two lane roundabout). The roundabouts at Lincoln Road / 25th East and Lincoln Road / Ammon Road are standard two lane roundabouts with the exception that both intersections having dedicated eastbound right turn lanes. There is a Costco development directly west of the proposed site. Two of the Costco accesses will line up with two of the accesses to the proposed site. To the south of the project on Lincoln Road are residential dwellings and a cemetery. The southwest corner of Lincoln Road and 25th East is a recreational vehicle dealership. The speed limits for both 25th East and Lincoln Road are 40 mph. 6 A. Existing Traffic Data Intersection counts were made on Friday April 1, 2022, from 4:00 – 6:00 p.m. and Saturday April 2, 2022 from 11:00 a.m. through 2:00 p.m. The counts were made at the intersections of Iona Road / 25th East, Lincoln Road / 25th East, Lincoln Road / Ammon Road, Lincoln Road / Woodruff Avenue, as well as the two existing Costco accesses on 25th East. The PM Peak Hour was from 4:15 to 5:15 p.m. The Saturday Peak Hour was from 12:30 to 1:30 p.m. Detailed intersection counts are shown in the Appendix. Figure Three shows the intersection and access layout for the study area. Figure Four-A shows the existing traffic counts. B. Traffic Growth The project will look at three, time frames: buildout (2027), buildout plus five years (2032) and buildout plus ten years (2037). Bonneville Metropolitan Planning Organization (BMPO) ArcGIS traffic projections from the year 2025 through 2040 suggested that growth on the roads in this study would be just over 1% per year. The same document showed that growth from 2014 to the projected 2025 traffic would be 1.65 percent. To keep up with the recent heavy growth and the residential growth planned for east of the site, 2 percent per year was applied to the existing traffic. Figure Four-B shows the 2027 Background Traffic Growth projections with a 1.10 growth factor applied to existing traffic counts. Figure Five shows the 2032 Background Traffic Growth projections with a 1.22 growth factor applied to the existing traffic counts. Figure Six shows the 2037 Background Traffic Growth projections with a 1.34 growth factor applied to the existing traffic counts. Woodruff AvenueAmmon RoadIona Road25th East (Hitt Road)Lincoln RoadFigure ThreeRiviera Park DevelopmentIntersection and Access LocationsWoodruff Ave.Lincoln RoadCostco Fuel Access25th EastLincoln RoadAccess FAccess GAmmon RoadLincoln RoadIona Road25th EastCostco SouthAccess DCostco NorthAccess CAccess AAccess E Woodruff AvenueAmmon RoadIona Road25th East (Hitt Road)Lincoln RoadFigure Four - ARiviera Park DevelopmentExisting Traffic Counts607(539)29(46)0(11)426(600)103(138)11(20)74 (63)126 (134)127 (136)4 (5)27 (71)151 (243)339(462)24(46)99(140)243(379)85(114)117(123)21 (34)73 (98)230 (244)108 (185)112 (175)241 (310)510(477)64(114)45(86)342(491)194(175)268(255)69 (100)205 (176)542 (604)37 (85)322 (337)580 (748)623(585)70(93)145(142)474(560)94(108)253(281)45 (49)74 (81)327 (377)89 (159)281 (291)297 (469)561 (670)592 (851)246 (186)164 (130)75(68)255(210)175 (157)0 (0)663(663)103(69)479(683)129(85)36 (20)61 (81)730(712)30(32)479(677)0(6)Costco NorthCostco SouthCostco Fuel AccessLegendSat Peak (Friday PM) Woodruff AvenueAmmon RoadIona Road25th East (Hitt Road)Lincoln RoadFigure Four - BRiviera Park Development2027 Background Traffic Growth Projection670(595)32(51)0(12)470(662)114(152)12(22)82 (70)139 (148)140 (150)4 (6)30 (78)167 (268)374(510)26(51)109(155)268(418)94(126)129(136)23 (38)81 (108)254 (269)119 (204)124 (193)266 (342)563(527)71(126)50(95)378(542)214(193)296(282)76 (110)226 (194)598 (667)41 (94)356 (372)640 (826)688(646)77(103)160(157)523(618)104(119)279(310)50 (54)82 (89)361 (416)98 (176)310 (321)328 (518)619 (740)654 (940)272 (205)181 (144)83(75)282(232)193 (173)0 (0)732(732)114(76)529(754)142(94)40 (22)67 (89)806(786)33(35)529(747)0(7)Costco NorthCostco SouthCostco Fuel AccessLegendSat Peak (Friday PM) Woodruff AvenueAmmon RoadIona Road25th East (Hitt Road)Lincoln RoadFigure FiveRiviera Park Development2032 Background Traffic Growth Projection740(657)35(56)0(13)519(731)126(168)13(24)90 (77)154 (163)155 (166)5 (6)33 (87)184 (296)413(563)29(56)121(171)296(462)104(139)143(150)26 (41)89 (119)280 (297)132 (226)137 (213)294 (378)622(581)78(139)55(105)417(599)236(213)327(311)84 (122)250 (215)661 (736)45 (104)393 (411)707 (912)759(713)85(113)177(173)578(683)115(132)308(343)55 (60)90 (99)399 (460)108 (194)343 (355)362 (572)684 (817)722 (1037)300 (227)200 (158)91(83)311(256)213 (191)0 (0)808(808)126(84)584(833)157(104)44 (24)74 (99)890(868)37(39)584(825)0(7)Costco NorthCostco SouthCostco Fuel AccessLegendSat Peak (Friday PM) Woodruff AvenueAmmon RoadIona Road25th East (Hitt Road)Lincoln RoadFigure SixRiviera Park Development2037 Background Traffic Growth Projection817(725)39(62)0(15)573(808)139(186)15(27)100 (85)170 (180)171 (183)5 (7)36 (96)203 (327)456(622)32(62)133(188)327(510)114(153)157(166)28 (46)98 (132)310 (328)145 (249)151 (236)324 (417)686(642)86(153)61(116)460(661)261(236)361(343)93 (135)276 (237)729 (813)50 (114)433 (454)781 (1007)838(787)94(125)195(191)638(754)127(145)341(378)61 (66)100 (109)440 (507)120 (214)378 (392)400 (631)755 (902)797 (1145)331 (250)221 (175)101(92)343(283)236 (211)0 (0)892(892)139(93)645(911)174(122)48 (27)82 (109)982(958)40(43)645 (903)0(8)Costco NorthCostco SouthCostco Fuel AccessLegendSat Peak (Friday PM) 12 IV. Projected Traffic The Institute of Transportation Engineers (ITE) Trip Generation (Tenth Edition) handbook was used to estimate trips for the land uses. The overall development will contain approximately 181,200 square feet of commercial offerings. The proposed new land uses to the development include: Credit Unions 2,965 sf Entertainment 45,000 sf 3,238 sf Restaurants 3,000 sf Clubhouse 4,500 sf 7,794 sf 1,500 sf Retail 7,385 sf 2,930 sf 3,000 sf 3,000 sf 4,500 sf 2,229 sf 3,000 sf 860 sf 6,000 sf 3,000 sf 15,000 sf 3,000 sf Grocery 59,000 sf Apartments 350 units Townhomes 172 Units It is anticipated that after 5 years, the development will reach buildout. Therefore, total buildout site generated traffic will be added to both the 5 year and 10 background traffic projections. Primary Trips Primary trips represent those trips which are not already passing by the site. These trips could be direct trips to the site from another location or diverted trips from other streets in the area. Pass-by Trips Pass-by trips were estimated. Pass-by trips represent those trips which already pass the site as background traffic. This traffic already exists on the roadway and does not constitute additional traffic. ITE suggests pass-by traffic percentages for individual business types. The associated trip generation, inbound / outbound trips, pass-by and primary trips are shown in Tables One thru Four. Pass-by percentages are much more well defined for weekdays (29 percent of overall traffic) than Saturday (2 percent of overall traffic) in ITE. This is likely because there is more study data for weekdays than Saturdays. Therefore, the Saturday projected trips in this report may be higher than reality. This should be considered when reviewing the analysis results. Internal Traffic With this diversity of development, there is a high likelihood that some internal traffic and trip duplication occurs. For example, trips from a fuel center to the restaurant should not be double counted, because they are internal to the site. ITE has found that in such developments, these internal trips can reduce external traffic by as much as 40 percent. For this project, it was assumed that 20 percent of the 13 trips are internal to the site. Tables One and Two show the Friday PM peak hour trips generated. Building Mark Facility ITE Land Use Area 1,000 sf / Units Weekday Trip Rate Generated Trips Internal Trip % External Trips Pass-by % Pass-by Trips Primary Trips PM In %PM Out % 1 Credit Union 912 3.0 20.45 62 20%50 47%24 26 50% 50% 2 Retail 820 7.4 3.81 29 20%24 34%9 15 48% 52% Restaurant - Fast w/ Drive 934 3.0 32.67 99 20%80 50%40 40 52% 48%Retail 820 3.0 3.81 12 20%10 34%4 6 48% 52% 4 Restaurant - Dine In 930 7.8 14.13 111 20%89 0%0 89 55% 45% Restaurant - Fast w/ Drive 934 1.5 32.67 50 20%40 50%20 20 52% 48% Retail 820 4.5 3.81 18 20%15 34%6 9 48% 52% 6 Restaurant - Fast w/ Drive 934 3.0 32.67 99 20%80 50%40 40 52% 48%Restaurant - Fast w/ Drive 934 3.0 32.67 99 20%80 50%40 40 52% 48% Retail 820 3.0 3.81 12 20%10 34%4 6 48% 52% 8 Credit Union 912 3.3 20.45 68 20%55 47%26 29 50% 50% 9 Club 925 4.5 11.36 52 20%42 0%0 42 66% 34% 10 Retail 820 6.0 3.81 23 20%19 34%7 12 48% 52% 11 Restaurant - Fast w/ Drive 934 2.3 32.67 76 20%61 50%31 30 52% 48% 12 Coffee Shop w/ Drive 937 0.9 43.38 40 20%32 0%0 32 50% 50% 13 Entertainment Center 495 45.0 2.31 104 20%84 0%0 84 47% 53% 14 Retail 820 15.0 3.81 58 20%47 34%16 31 48% 52% 15 Grocery Store 850 59.0 9.24 546 20%437 36%158 279 51% 49% Restaurant - Fast w/ Drive 934 3.0 32.67 99 20%80 50%40 40 52% 48%Retail 820 3.0 3.81 12 20%10 34%4 6 48% 52% Apartment 11 Bldgs @ 35 Units ea.221 385.0 0.44 170 20%136 0%0 136 61% 39% Town Homes 210 172.0 0.99 171 20%137 0%0 137 63% 37% Totals 1618 469 1149 7 16 3 5 Riviera Park Development Traffic Study Table One Friday PM Peak Hour Trip Generation 14 Building Mark Facility Pass-by Inbound Trips Pass-by Outbound Trips Primary Inbound Trips Primary Outbound Trips Total Inbound Trips Total Outbound Trips 1 Credit Union 12 12 13 13 25 25 2 Retail 4 5 7 8 11 13 Restaurant - Fast w/ Drive 21 19 21 19 42 38 Retail 2 2 3 3 5 5 4 Restaurant - Dine In 0 0 49 40 49 40 Restaurant - Fast w/ Drive 10 10 10 10 20 20 Retail 3 3 4 5 7 8 6 Restaurant - Fast w/ Drive 21 19 21 19 42 38 Restaurant - Fast w/ Drive 21 19 21 19 42 38 Retail 2 2 3 3 5 5 8 Credit Union 13 13 15 15 28 28 9 Club 0 0 28 14 28 14 10 Retail 3 4 6 6 9 10 11 Restaurant - Fast w/ Drive 16 15 16 14 32 29 12 Coffee Shop w/ Drive 0 0 16 16 16 16 13 Entertainment Center 0 0 39 45 39 45 14 Retail 8 8 15 16 23 24 15 Grocery Store 81 77 142 137 223 214 Restaurant - Fast w/ Drive 21 19 21 19 42 38 Retail 2 2 3 3 5 5 Apartment 11 Bldgs @ 35 Units ea.0 0 83 53 83 53 Town Homes 0 0 86 51 86 51 Totals 240 229 622 528 862 757 3 5 7 16 Riviera Park Development Traffic Study Table Two Friday PM Peak Hour Primary and Pass-by Trips 15 Tables Three and Four show the Saturday peak hour trips generated. Building Mark Facility ITE Land Use Area 1,000 sf / Units Saturday Trip Rate Generated Trips Internal Trip % External Trips Pass-by % Pass-by Trips Primary Trips Peak In % Peak Out % 1 Credit Union 912 3.0 26.35 80 20%64 0%0 64 58% 42%2 Retail 820 7.4 4.50 34 20%28 26%8 20 62% 38% Restaurant - Fast w/ Drive 934 3.0 54.86 165 20%132 0%0 132 51% 49% Retail 820 3.0 4.50 14 20%12 26%4 8 62% 38% 4 Restaurant - Dine In 930 7.8 34.02 266 20%213 0%0 213 67% 33% Restaurant - Fast w/ Drive 934 1.5 54.86 83 20%67 0%0 67 51% 49% Retail 820 4.5 4.50 21 20%17 26%5 12 62% 38% 6 Restaurant - Fast w/ Drive 934 3.0 54.86 165 20%132 0%0 132 51% 49% Restaurant - Fast w/ Drive 934 3.0 54.86 165 20%132 0%0 132 51% 49% Retail 820 3.0 4.50 14 20%12 26%4 8 62% 38% 8 Credit Union 912 3.3 26.35 87 20%70 0%0 70 58% 42% 9 Club 925 4.5 - 0 20%0 0%0 0 0% 0%10 Retail 820 6.0 4.50 27 20%22 26%6 16 62% 38% 11 Restaurant - Fast w/ Drive 934 2.3 54.86 127 20%102 0%0 102 51% 49% 12 Coffee Shop w/ Drive 937 0.9 87.70 79 20%64 0%0 64 51% 49% 13 Entertainment Center 495 45.0 1.07 49 20%40 0%0 40 66% 34% 14 Retail 820 15.0 4.50 68 20%55 26%15 40 62% 38% 15 Grocery Store 850 59.0 10.34 611 20%489 0%0 489 60% 40%Restaurant - Fast w/ Drive 934 3.0 54.86 165 20%132 0%0 132 51% 49% Retail 820 3.0 4.50 14 20%12 26%4 8 62% 38% Apartment 11 Bldgs @ 35 Units ea.221 385.0 0.44 170 20%136 0%0 136 26% 74% Town Homes 210 172.0 0.93 160 20%128 0%0 128 25% 75% Totals 2059 46 2013 Riviera Park Development Traffic Study 3 5 7 16 Saturday Peak Hour Trip Generation Table Three 16 Building Mark Facility Pass-by Inbound Trips Pass-by Outbound Trips Primary Inbound Trips Primary Outbound Trips Total Inbound Trips Total Outbound Trips 1 Credit Union 0 0 37 27 37 27 2 Retail 5 3 12 8 17 11 Restaurant - Fast w/ Drive 0 0 67 65 67 65 Retail 2 2 5 3 7 5 4 Restaurant - Dine In 0 0 143 70 143 70 Restaurant - Fast w/ Drive 0 0 34 33 34 33 Retail 3 2 7 5 10 7 6 Restaurant - Fast w/ Drive 0 0 67 65 67 65 Restaurant - Fast w/ Drive 0 0 67 65 67 65 Retail 2 2 5 3 7 5 8 Credit Union 0 0 41 29 41 29 9 Club 0 0 0 0 0 0 10 Retail 4 2 10 6 14 8 11 Restaurant - Fast w/ Drive 0 0 52 50 52 50 12 Coffee Shop w/ Drive 0 0 33 31 33 31 13 Entertainment Center 0 0 26 14 26 14 14 Retail 9 6 25 15 34 21 15 Grocery Store 0 0 293 196 293 196 Restaurant - Fast w/ Drive 0 0 67 65 67 65 Retail 2 2 5 3 7 5 Apartment 11 Bldgs @ 35 Units ea.0 0 35 101 35 101 Town Homes 0 0 32 96 32 96 Totals 27 19 1063 950 1090 969 3 5 7 16 Riviera Park Development Traffic Study Table Four Saturday Peak Hour Primary and Pass-by Trips Origin/Destination and Trip Distribution Assumptions Primary Trips Primary trips to and from the proposed site were projected based on the existing traffic, the assumptions in the Costco Study and realizing that residential development to the east of the site has been increasing. Origin/Destination assumptions are shown below: Friday PM and Saturday Peak Hour Primary Origin/Destination Assumptions • South – 15% • North – 25% • West – 25% • East – 35% Trip Distribution Assumptions 17 A spreadsheet model of the site accesses was developed based on the Origin/Destination assumptions above. For each of the four distinct direction, each access was projected based on the land uses near the access and the type of access. For example, if there was a major access planned (as a roundabout or signal), then it was assumed that more of the critical left turns would want to utilize the major access. This was true for both primary and pass-by trips. Primary and pass-by trips were considered separately in the model. It was assumed that pass-by traffic will continue in the same direction that they were traveling after accessing the site. The model includes additional turning assumptions. For example, as traffic moves further from the site, the traffic will continue to disperse out in multiple directions at major intersections. The model was extremely complex with many tabs, so checks were built into the model to ensure that the total projected trips were consistent with the trips generated in Tables One thru Four. The digital spreadsheet model is available for review upon request. Figure Seven shows the Pass-by Site Generated traffic. Figure Eight shows the Primary Site Generated traffic. Figure Nine shows the Total Site Generated Traffic (Pass-by and Primary Generated Trips). Figure Ten shows the Background 2027 Traffic plus Site Generated Traffic. Figure Eleven shows the Background 2032 Traffic plus Site Generated Traffic. Woodruff AvenueAmmon RoadIona Road25th East (Hitt Road)Lincoln RoadFigure SevenRiviera Park DevelopmentPass-by Site Generated TripsLegendSat Peak (Friday PM)1 (17)0 (6)1(6)1(18)1 (4)1(12)AccessAAccess E2 (21)3(20)3(44)4 (44)Access F1 (8)1(8)2(15)2 (16)Access G3 (8)1 (4)2(12)4(22)AccessC3 (69)1 (25)2(21)4(68)AccessD Woodruff AvenueAmmon RoadIona Road25th East (Hitt Road)Lincoln RoadFigure EightRiviera Park DevelopmentPrimary Site Generated Trips159(93)0(0)0(0)144(79)48(26)48(26)0 (0)53 (31)0 (0)53 (31)0(0)0(0)106(62)0(0)0(0)106(62)0 (0)0 (0)159 (93)95 (53)95 (53)143 (79)53(31)0(0)0(0)53(31)0(0)48 (26)48 (26)144 (79)0 (0)159 (93)71(40)233(131)120(66)111(65)48(28)0(0)294 (180)71 (40)120 (66)186 (109)0 (0)80 (47)LegendSat Peak (Friday PM)71 (40)24 (13)27(16)238(139)79(47)216(118)454 (268)19 (11)31(18)AccessA361 (206)Access E291 (179)93 (33)117(65)182(100)236 (146)125 (60)Access F334 (184)37 (33)50(28)50(28)284 (158)68 (53)Access G0 (0)0 (0)0(0)0 (0)36 (20)48 (26)53(23)256(156)101(70)247(137)AccessC251 (139)96 (52)119(78)173(98)339(199)252(155)AccessD Woodruff AvenueAmmon RoadIona Road25th East (Hitt Road)Lincoln RoadFigure NineRiviera Park DevelopmentTotal Site Generated Trips159(93)0(0)0(0)135(53)48(26)48(26)0 (0)53 (31)0 (0)53 (31)0(0)0(0)106(62)0(0)0(0)106(62)0 (0)0 (0)159 (93)95 (53)95 (53)147 (81)53(31)0(0)0(0)53(31)0(0)48 (26)48 (26)144 (79)0 (0)159 (93)73(40)233(154)120(98)111(65)48(28)0(0)294 (193)71 (43)122 (88)186 (109)0 (0)80 (47)LegendSat Peak (Friday PM)72 (57)24 (19)28(22)237(133)80(65)207(56)455 (294)20 (15)32(30)AccessA361 (229)Access E290 (165)94 (54)120(85)185(144)236 (136)129 (104)Access F333 (176)38 (41)51(36)52(43)287 (152)70 (69)Access G0 (0)0 (0)0(0)0 (0)39 (28)49 (30)55(35)254(155)105(92)240(85)AccessC254 (208)97 (77)121(99)172(84)343(267)248(100)AccessD Woodruff AvenueAmmon RoadIona Road25th East (Hitt Road)Lincoln RoadFigure TenRiviera Park Development2027 Background Traffic plus Site Generated Trips829(688)32(51)0(12)605(715)162(178)60(48)82 (70)192 (179)140 (150)83 (109)374(510)26(51)215(217)268(418)94(126)235(198)23 (38)81 (108)413 (362)214 (257)219 (246)409 (421)124(157)50(95)378(542)267(224)296(282)124 (136)274 (220)742 (746)41 (94)799 (919)761(686)310(257)280(255)634(683)152(147)279(310)344 (247)153 (132)483 (504)284 (285)310 (321)408 (565)LegendSat Peak (Friday PM)72 (57)24 (19)28(22)1076(954)80(65)803(893)947 (854)20 (15)32(30)AccessA870 (969)Access E782 (725)94 (54)120(85)185(144)745 (876)129 (104)Access F825 (736)38 (41)51(36)52(43)796 (892)71 (69)Access G4 (6)167 (268)563(527)356 (372)859 (872)919 (1095)272 (205)181 (144)83(75)282(232)Costco Fuel AccessCostco NorthCostco SouthAccess CAccess D904(816)121(99)114(76)777(847)343(267)142(100)97 (77)254 (208)0 (0)0 (0)193 (173)0 (0)1060(941)55(35)33(35)836(922)105(92)0(0)49 (30)39 (28)0 (0)67 (89)40 (22)0 (0) Woodruff AvenueAmmon RoadIona Road25th East (Hitt Road)Lincoln RoadFigure ElevenRiviera Park Development2032 Background Traffic plus Site Generated Trips899(750)35(56)0(13)654(784)174(194)61(50)90 (77)207 (194)155 (166)86 (118)413(563)29(56)227(233)296(462)104(139)249(212)26 (41)89 (119)439 (390)227 (279)232 (266)437 (457)131(170)55(105)417(599)289(244)327(311)132 (148)298 (241)805 (815)45 (104)866 (1005)832(753)318(267)297(271)689(748)163(160)308(343)349 (253)161 (142)521 (548)294 (303)343 (355)442 (619)LegendSat Peak (Friday PM)72 (57)24 (19)28(22)1163(1040)80(65)865(980)999 (912)20 (15)32(30)AccessA923 (1046)Access E834 (783)95 (54)120(85)185(144)798 (953)129 (104)Access F877 (794)38 (41)51(36)52(43)849 (969)71 (69)Access G5 (6)184 (296)622(581)393 (411)924 (949)987 (1192)300 (227)200 (158)91(83)311(256)Costco Fuel AccessCostco NorthCostco SouthAccess CAccess D980(892)121(99)126(84)832(925)343(267)157(111)97 (77)254 (208)0 (0)0 (0)213 (191)0 (0)1144(1023)55(35)37(39)898(1009)105(92)0(0)49 (30)39 (28)0 (0)74 (99)44 (24)0 (0) Woodruff AvenueAmmon RoadIona Road25th East (Hitt Road)Lincoln RoadFigure TwelveRiviera Park Development2037 Background Traffic plus Site Generated Trips976(818)39(62)0(15)708(861)187(212)63(53)100 (85)223 (211)171 (183)89 (127)456(622)32(62)239(250)327(510)114(153)263(228)28 (46)98 (132)469 (421)240 (302)246 (289)471 (498)139(184)61(116)460(661)314(267)361(343)141 (161)324 (263)873 (892)50 (114)940 (1100)911(827)327(279)315(289)749(819)175(173)341(378)355 (259)171 (152)562 (595)306 (323)378 (392)480 (678)LegendSat Peak (Friday PM)72 (57)24 (19)28(22)1260(1134)80(65)934(1076)1055 (976)20 (15)32(30)AccessA981 (1131)Access E890 (847)95 (54)120(85)185(144)856 (1038)129 (104)Access F933 (858)38 (41)51(36)52(43)907 (1054)71 (69)Access G5 (7)204 (327)686(642)433 (454)995 (1034)1062 (1300)331 (250)221 (175)101(92)343(283)Costco Fuel AccessCostco NorthCostco SouthAccess CAccess D1064(976)121(99)139(93)893(1011)343(267)174(122)97 (77)254 (208)0 (0)0 (0)236 (211)0 (0)1236(1113)55(35)40(43)967(1105)105(92)0(0)49 (30)39 (28)0 (0)82 (109)48 (27)0 (0) 23 V. Traffic Analysis The accesses and intersections were analyzed using the Synchro Software. As was discussed previously, the alternatives compare future background traffic, with and without the site. For each major intersection or access, the level-of-service and delay calculations will be analyzed, as well as queuing for critical movements. The queuing will be discussed with each of the major intersections or accesses as queuing could affect the need for mitigation. A. Intersection Analysis Table Five shows the Level of Service delay ranges for intersections as defined by the Highway Capacity Manual. Riviera Park Development Traffic Impact Study Table Five Intersection LOS-Delay Relationship Level of Service Unsignalized Signalized Total Delay per Vehicle (sec) Total Delay per Vehicle (sec) A < 10.0 < 10.0 B > 10.0 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 < 50.0 > 55.0 and < 80.0 F > 50.0 > 80.0 24 A. Major Intersections Table Six shows the Delay / LOS Evaluation for Lincoln Road and 25th East for the peak periods. As the eastbound right turn has a free right turn lane, it was not included in the analysis. The abbreviation for background is Back. Riviera Park Development Traffic Impact Study Table Six Peak Period Intersection Analysis – Lincoln Road and 25th East Delay/LOS Evaluation Delay / LOS (in sec) PM 2027 Back Sat. 2027 Back PM 2027 Back. With Site Sat. 2027 Back. With Site PM 2032 Back Sat. 2032 Back. PM 2032 Back. With Site Sat. 2032 Back With Site PM 2037 Back Sat. 2037 Back PM 2037 Back. With Site Sat. 2037 Back With Site EB Left/Thru 16.8/C 11.3/B 42.5/E 43.2/E 23.4/C 13.7/B 76.8/F 69.8/F 38.0/E 17.6/C */F */F EB Thru/Right 15.5/C 10.3/B 38.0/E 37.1/E 21.3/C 12.4/B 68.8/F 58.3/F 34.0/D 15.7/C */F */F WB Left/Thru 22.0/C 13.5/B 98.0/F */F 33.7/D 17.2/C */F */F 63.1/F 23.9/C */F */F WB Thru/Right 19.4/C 12.3/B 84.3/F */F 28.7/D 15.4/C */F */F 51.9/F 21.1/C */F */F NB Left/Thru 32.0/D 12.2/B */F 76.5/F 62.7/F 15.3/C */F */F */F 20.9/C */F */F NB Thru/Right 30.7/D 11.8/B */F 71.0/F 60.7/F 14.8/B */F */F */F 20.5/C */F */F SB Left/Thru 24.0/C 19.8/C 71.7/F */F 40.7/E 30.1/D */F */F 84.1/F 57.3/F */F */F SB Thru/Right 22.6/C 18.7/C 68.2/F */F 37.6/E 28.5/D */F */F 79.1/F 54.6/F */F */F * For delays greater than 100 seconds, the calculation becomes unstable and unreasonable for comparison purposes. Therefore, delays greater than 100 second are not shown. The above table shows that the roundabout is nearing capacity and that the proposed development would push it over capacity. One of the challenges of this report is that the Synchro Roundabout Analyses is some what limited. Early discussions with the City and observations from the traffic counts indicated that the roundabout is not performing well. This was confirmed with SimTraffic Simulation for existing and background traffic analyses that showed considerable queuing and congestion at the roundabout. Actual field conditions are likely worse than the SimTraffic Simulation because people may be changing lanes and not yielding correctly at the current roundabout (the simulation would not include these roundabout driving errors). To further verify the simulation and give another opinion to the above analysis, the FHWA recommendations for a two-lane roundabout capacity were reviewed (the following are draft recommendations from an ongoing FHWA Roundabout Capacity Study). The recommendations would suggest that the entering volume of a single leg of the intersection plus the circulating volume passing this leg should be less than 1,900 vehicles per hour for a two-lane roundabout. Volumes above 1,900 would suggest roundabout capacity issues. For the 2037 PM Backgroun1d Traffic at this intersection, there were 1,274 northbound vehicles entering the roundabout. During the same time, 967 vehicles circulated past the northbound entry point (southbound left turn, eastbound left turn and eastbound thru). This total of 2,241 vehicles is over the capacity of the roundabout (without the proposed development). Similar entry 25 verses circulation calculations for the eastbound leg found 1,860 combined vehicles. For the southbound leg, there were 2,091 combined vehicles. For the westbound leg, there were 2,022 combined vehicles. Therefore, the roundabout was determined to be over capacity at three legs, northbound, southbound, westbound and near capacity eastbound with 2037 background traffic (without the proposed development). This analysis is more specific to roundabout conflicts than the Synchro analysis. The mitigation section will review potential mitigation for the roundabout. The Synchro Analysis at this roundabout showed that queueing southbound queuing would over 550 feet. The SimTraffic Simulation showed that southbound vehicles could queue through the proposed roundabout at 25th East and Access D (the intersections being only separated by 590 feet). Therefore, the mitigation section will review options that may mitigate the short distances between intersections. Table Seven shows the Delay / LOS Evaluation for the Lincoln Road and Ammon Road. As the eastbound right turn has a free right turn lane, it was not included in the analysis. Riviera Park Development Traffic Impact Study Table Seven Peak Period Intersection Analysis – Lincoln Road and Ammon Road Delay/LOS Evaluation Delay / LOS (in sec) PM 2027 Back Sat. 2027 Back PM 2027 Back. With Site Sat. 2027 Back. With Site PM 2032 Back Sat. 2032 Back. PM 2032 Back. With Site Sat. 2032 Back With Site PM 2037 Back Sat. 2037 Back PM 2037 Back. With Site Sat. 2037 Back With Site EB Left/Thru 14.1/B 7.7/A 12.9/B 8.7/A 18.7/C 8.8/A 16.2/C 9.8/A 27.5/D 10.1/B 21.7/C 11.3/B EB Thru/Right 13.4/B 7.4/A 12.2/B 8.4/A 17.5/C 8.3/A 15.1/C 9.4/A 25.7/D 9.6/A 20.1/C 10.8/B WB Left/Thru 10.4/B 6.9/A 14.2/B 10.8/B 12.4/B 7.7/A 17.7/C 12.4/B 15.5/C 8.7/A 23.6/C 14.5/B WB Thru/Right 9.5/A 6.4/A 12.9/B 10.0/B 11.3/B 7.2/A 16.0/C 11.4/B 14.0/B 8.1/A 20.8/C 13.3/B NB Left/Thru 11.5/B 6.9/A 16.0/C 10.8/B 14.2/B 7.7/A 21.1/C 12.4/B 18.6/C 8.7/A 31.0/D 14.7/B NB Thru/Right 10.9/B 6.6/A 15.0/C 10.2/B 13.4/B 7.4/A 19.6/C 11.6/B 17.6/C 8.3/A 28.6/D 13.7/B SB Left/Thru 10.5/B 7.6/A 15.0/C 12.6/B 12.6/B 8.6/A 19.2/C 14.8/B 16.0/C 9.8/A 26.8/D 18.1/C SB Thru/Right 10.0/B 7.2/A 14.2/B 11.8/B 12.1/B 8.1/A 18.1/C 13.7/B 15.2/C 9.3/A 25.2/D 16.7/C This intersection is shown to operate acceptably in the Synchro analysis and was confirmed with SimTraffic Simulations. The FHWA recommendations were reviewed, and the worst leg of this roundabout only saw a combined entry versus circulating volume of 1,641, not near the 1,900 capacity guidelines. This intersection will not be reviewed for further mitigation. The queueing at this intersection was projected to be less than 100 feet with the proposed development, so queuing should not be an issue. 26 Table Eight shows the Delay / LOS Evaluation for the intersection Lincoln Road and Iona Road. This road was analyzed under its existing conditions, a one-lane roundabout. It is recognized that ITD will modifying this intersection as part of a project with Yellowstone Highway and 25th East. Riviera Park Development Traffic Impact Study Table Eight Peak Period Intersection Analysis – 25th East and Iona Road Delay/LOS Evaluation Delay / LOS (in sec) PM 2027 Back Sat. 2027 Back PM 2027 Back. With Site Sat. 2027 Back. With Site PM 2032 Back Sat. 2032 Back. PM 2032 Back. With Site Sat. 2032 Back With Site PM 2037 Back Sat. 2037 Back PM 2037 Back. With Site Sat. 2037 Back With Site EB Approach 21.6/C 13.3/B 38.2/E 25.8/D 34.1/D 16.8/C 73.1/F 37.8/E 67.6/F 22.7/C */F 65.5/F WB Approach 17.5/C 11.2/B 27.2/D 20.6/C 25.6/D 13.8/B 46.0/E 29.0/D 44.8/E 18.2/C 81.0/F 46.2/E NB Left/Thru 15.7/C 8.0/A 22.3/C 11.5/B 22.3/C 9.0/A 35.8/E 13.5/B 38.1/E 10.5/B 58.5/F 16.3/C NB Right 5.0/A 4.1/A 5.3/A 4.5/A 5.4/A 4.3/A 5.7/A 4.7/A 5.9/A 4.5/A 6.2/A 4.9/A SB Approach 17.2/C 18.2/C 31.8/D 64.4/F 25.4/D 27.3/D 56.2/F */F 45.1/E 50.6/F */F */F The above analysis showed several issues with this roundabout. Most of the existing issues with this roundabout are: the proximity of the Yellowstone Highway leads to queuing through the roundabout and a single lane roundabout does not have enough capacity for the northbound/southbound traffic flows. These issues are in the planning/design phase of an ITD project. Therefore, this intersection will not be evaluated in the mitigation section of this report as the ITD mitigations will be sufficient to accommodate the proposed development. 27 Table Nine shows the Delay / LOS Evaluation for the Lincoln Road and Woodruff Avenue. Riviera Park Development Traffic Impact Study Table Nine Peak Period Intersection Analysis – Lincoln Road and Woodruff Avenue Delay/LOS Evaluation Delay / LOS (in sec) PM 2027 Back Sat. 2027 Back PM 2027 Back. With Site Sat. 2027 Back. With Site PM 2032 Back Sat. 2032 Back. PM 2032 Back. With Site Sat. 2032 Back With Site PM 2037 Back Sat. 2037 Back PM 2037 Back. With Site Sat. 2037 Back With Site EB Left 25.3/C 17.7/B 29.6/C 18.9/B 33.5/C 18.6/B 37.8/D 19.3/B 43.6/D 19.9/B 43.6/B 19.9/B EB Thru 43.7/D 29.4/C 53.1/D 33.8/C 51.4/D 30.9/C 72.6/E 37.1/D 72.9/E 33.1/C */F 43.1/D EB Right 6.0/A 6.7/A 5.9/A 7.2/A 7.2/A 9.5/A 7.4/A 9.9/A 10.3/B 12.8/B 10.5/B 13.0/B WB Left 44.8/D 76.0/E 62.6/E */F 56.4/E */F 80.5/F */F 76.2/E */F */F */F WB Thru/Right 30.1/C 29.1/C 32.6/C 35.8/C 33.9/C 31.0/C 38.9/D 41.2/D 38.0/D 33.7/C 47.0/D 52.6/D NB Left 45.8/D */F 46.3/D */F 46.0/D */F 46.1/D */F 45.9/D */F 45.9/D */F NB Thru 54.5/D 30.6/C 57.5/E 30.6/C 78.4/E 33.0/C 79.5/E 33.0/C */F 36.7/D */F 36.7/D NB Right 7.9/A 5.8/A 10.2/B 10.6/A 9.4/A 7.1/A 11.7/B 12.5/B 11.1/B 8.6/A 13.2/B 14.6/B SB Left 65.8/E 50.1/D 83.7/F 81.9/E 73.1/E 52.1/D 96.8/F 89.8/F 80.5/F 55.1/E */F */F SB Thru/Right 33.2/C 35.4/D 33.5/D 35.4/C 36.8/D 38.6/D 36.6/D 38.6/D 41.9/D 44.4/D 41.8/D 44.4/D Intersection 36.2/D 36.2/D 41.0/D 53.6/D 43.4/D 45.6/D 51.4/D 63.1/E 56.0/E 60.1/E 67.4/E 76.3/E The above analysis of this traffic signal shows that LOS issues exist both without and with the development. The mitigation section of this report will review whether the mitigation that is needed to solve the current intersection issues will be sufficient to accommodate the proposed development. While there are significant queues for eastbound/westbound through movements, these are likely acceptable with the high volume of eastbound/westbound traffic, and it does not adversely impact other movements. The northbound through movement was analyzed to have a nearly 600-foot queue that is unrelated to the development. This will be further analyzed in the mitigation section of the report. 28 B. Project Accesses Table Ten shows the Delay / LOS Evaluation for the 25th East and Access A. This access was analyzed as a full access. Riviera Park Development Traffic Impact Study Table Ten Peak Period Intersection Analysis – 25th East and Access A Delay/LOS Evaluation Delay / LOS (in sec) PM 2027 Background With Site Saturday 2027 Background With Site PM 2032 Background With Site Saturday 2032 Background With Site PM 2037 Background With Site Saturday 2037 Background With Site WB Left 19.1/C 20.5/C 21.4/C 19.7/C 23.7/C 24.5/C WB Right 12.4/B 11.8/B 13.1/B 12.2/B 13.6/B 12.6/B SB Left 10.5/B 10.0/B 11.2/B 10.3/B 11.6/B 10.7/B The above analysis shows that this access is projected to operate acceptably, and that mitigation discussion is not required. The westbound left turn queuing at this intersection was projected to be less than 30 feet, so the throating should be adequate. Table Eleven shows the Delay / LOS Evaluation for the 25th East and Access C. This intersection was analyzed as a full access. It should be noted that there were eastbound and northbound left turns at this intersection in the background traffic due to the left turn restrictions at the Costco South Access. As the Costco Main access is being analyzed as a roundabout as was planned in the Costco Study, the left turn eastbound and northbound left turn movements were relocated from Access C to Access D with the Riviera Site alternatives. Riviera Park Development Traffic Impact Study Table Eleven Peak Period Intersection Analysis – 25th East and Access C Delay/LOS Evaluation Delay / LOS (in sec) PM 2027 Back Sat. 2027 Back PM 2027 Back. With Site Sat. 2027 Back. With Site PM 2032 Back Sat. 2032 Back. PM 2032 Back. With Site Sat. 2032 Back With Site PM 2037 Back. With Site Sat. 2037 Back With Site PM 2027 Back Sat. 2027 Back EB Left/Right 19.2/C 16.7/C 12.5/B 13.4/B 22.5/B 19.0/C 13.1/B 14.1/B 27.9/D 22.4/C 13.9/B 15.0/C WB Left N/A N/A 21.0/D 23.8/C N/A N/A 26.2/D 26.2/D N/A N/A 30.1/D 29.2/D WB Right N/A N/A 10.6/B 11.9/B N/A N/A 12.9/B 12.3/B N/A N/A 13.6/B 12.7/B SB Left N/A N/A 10.6/B 10.5/B N/A N/A 11.5/B 10.9/B N/A N/A 12.1/B 11.3/B The above analysis shows that this access is projected to operate acceptably, and that mitigation 29 discussion is not required. The westbound left turn queuing at this intersection was projected to be less than 30 feet, so the throating should be adequate. Table Twelve shows the Delay / LOS Evaluation for the 25th East and Access D. This intersection is being analyzed as a two-lane roundabout per recommendations and planning from the Costco Study. Riviera Park Development Traffic Impact Study Table Twelve Peak Period Intersection Analysis – 25th East and Access D Delay/LOS Evaluation Delay / LOS (in sec) PM 2027 Back Sat. 2027 Back PM 2027 Back. With Site Sat. 2027 Back. With Site PM 2032 Back Sat. 2032 Back. PM 2032 Back. With Site Sat. 2032 Back With Site PM 2037 Back. With Site Sat. 2037 Back With Site PM 2027 Back Sat. 2027 Back EB Left/Thru N/A N/A 12.3/B 12.2/B N/A N/A 14.1/B 14.0/B N/A N/A 15.9/C 16.1/C EB Thru/Right 14.5/B 14.7/B 14.1/B 16.8/C 16.2/C 16.5/C 17.0/C 20.6/C 18.7/C 19.2/C 21.6/C 27.3/D WB Left/Thru N/A N/A 17.7/C 16.8/C N/A N/A 21.3/D 19.4/C N/A N/A 26.1/C 23.0/C WB Thru/Right N/A N/A 9.0/A 8.4/A N/A N/A 10.1/A 9.1/A N/A N/A 11.2/B 10.0/B NB Left/Thru 10.4/B 10.8/B 10.4/B 10.0/B 11.1/B 11.6/B 11.6/B 10.8/B 12.0/B 12.6/B 12.9/B 11.9/B NB Thru/Right N/A N/A 10.6/B 10.2/B N/A N/A 11.9/B 11.1/B N/A N/A 13.5/B 12.3/B SB Left/Thru N/A N/A 10.4/A 13.2/B N/A N/A 11.6/B 15.2/B N/A N/A 13.3/B 18.2/C SB Thru/Right 0.0/A 0.0/A 10.3/A 13.1/B 0.0/A 0.0/A 11.6/B 15.3/B 0.0/A 0.0/A 13.4/B 18.6/C The above analysis shows that this access is projected to operate acceptably, and that mitigation discussion is not required. At the same time, mitigation options for Lincoln Road and 25th East could impact Access D. The westbound left turn queuing at this intersection was projected to be less than 100 feet, so the throating should be adequate. Table Thirteen shows the Delay / LOS Evaluation for the Lincoln Road and Access E. This intersection was analyzed as a right-in/right-out access. Riviera Park Development Traffic Impact Study Table Thirteen Peak Period Intersection Analysis – Lincoln Road and Access E Delay/LOS Evaluation Delay / LOS (in sec) PM 2027 Background With Site Saturday 2027 Background With Site PM 2032 Background With Site Saturday 2032 Background With Site PM 2037 Background With Site Saturday 2037 Background With Site SB Right 12.0/B 12.4/B 12.3/B 12.8/B 12.9/B 13.1/B 30 The above analysis shows that this access is projected to operate acceptably, and that mitigation discussion is not required. The southbound right turn queuing at this intersection was projected to be less than 5 feet, so the throating should be adequate. Table Fourteen shows the Delay / LOS Evaluation for the Lincoln Road and Access F. This road was analyzed with full access movements. Riviera Park Development Traffic Impact Study Table Fourteen Peak Period Intersection Analysis – Lincoln Road and Access F Delay/LOS Evaluation Delay / LOS (in sec) PM 2027 Background With Site Saturday 2027 Background With Site PM 2032 Background With Site Saturday 2032 Background With Site PM 2037 Background With Site Saturday 2037 Background With Site EB Left 10.4/B 10.9/B 10.8/B 11.2/B 11.1/B 11.6/B SB Left 23.4/C 26.2/D 25.7/D 28.6/D 28.0/D 31.6/D SB Right 13.1/B 13.9/B 13.7/B 14.4/B 14.2/B 15.0/C The above analysis shows that this access is projected to operate acceptably, and that mitigation discussion is not required. The southbound left turn queuing at this intersection was projected to be approiximately 40 feet, so the throating should be adequate. Table Fifteen shows the Delay / LOS Evaluation for the Lincoln Road and Access G. This road was analyzed with full access movements. Riviera Park Development Traffic Impact Study Table Fifteen Peak Period Intersection Analysis – Lincoln Road and Access G Delay/LOS Evaluation Delay / LOS (in sec) PM 2027 Background With Site Saturday 2027 Background With Site PM 2032 Background With Site Saturday 2032 Background With Site PM 2037 Background With Site Saturday 2037 Background With Site EB Left 10.1/B 10.3/B 10.4/B 10.5/B 10.7/B 10.8/B SB Left 18.7/C 19.2/C 19.9/C 20.3/C 21.3/C 21.6/C SB Right 11.8/B 12.1/B 12.2/B 12.4/B 12.5/B 12.8/B The above analysis shows that this access is projected to operate acceptably, and that mitigation 31 discussion is not required. The southbound left turn queuing at this intersection was projected to be less than 15 feet, so the throating should be adequate. Mitigation Analysis and Alternatives For the mitigation analysis, the PM Peak Hour traffic from 2037 with and without the project will be used to review mitigation. This is because the PM Peak Hour was found to be the critical time period when compared with Saturday Midday. Lincoln Road and 25th East While adding bypass right-turn lanes to the existing roundabout could help slightly, bypass right turn lanes would not provide adequate overall mitigation. In discussing this with the City of Ammon, it was mentioned that another potential mitigation would be to add a metering technology similar to ramp metering that could free up one of the legs of the roundabout to operate better. The issue with this roundabout is that it has multiple legs that are failing without the proposed development so curing only one leg would not be enough. In discussing new technologies with the City of Ammon, it was felt that roundabouts may already be a technology that is ahead of some drivers abilities which has added to the problems around this intersection. Therefore, adding more new and complex traffic controls to the roundabout may not work well in this area. Considering the discussion above, this mitigation section will review how this intersection would work if it could be feasibly converted to a traffic signal. 32 Table Sixteen shows the projected LOS and delay if this intersection were converted to a traffic signal. Riviera Park Development Traffic Impact Study Table Sixteen Peak Period Intersection Analysis – Lincoln Road and 25th East – Mitigated from Roundabout to a Traffic Signal Delay/LOS Evaluation Delay / LOS (in sec) PM 2032 Background (without mitigation) PM 2032 Background (with mitigation)(1) PM 2032 Background With Site (without mitigation) PM 2032 Background With Site (with mitigation)(1) PM 2037 Background With Site (without mitigation) PM 2037 Background With Site (with mitigation)(1) EB Left 23.4/C 30.5/C 76.8/F 54.6/D */F 57.4/E EB Thru 21.3/C 36.7/D 68.8/F 44.2/D */F 47.4/D EB Right N/A 6.4/A N/A 7.8/A N/A 11.1/B WB Left 33.7/D 25.7/C */F 50.7/D */F 52.0/D WB Thru 28.7/D 44.5/D */F 49.3/D */F 56.3/E WB Right N/A 0.6/A N/A 8.3/A N/A 12.8/B NB Left 62.7/F 48.0/D */F 33.4/C */F 54.8/D NB Thru 60.7/F 22.6/C */F 27.0/C */F 29.4/C NB Right N/A 2.5/A N/A 4.5/A N/A 4.5/A SB Left 40.7/E 50.2/D */F 21.6/C */F 37.6/D SB Thru 37.6/E 30.1/C */F 33.0/C */F 31.3/C SB Right N/A 3.1/A N/A 5.2/A N/A 5.3/A Intersection N/A 28.8/C N/A 31.1/C N/A 35.5/D (1)The mitigation to turn the roundabout into a traffic signal would include the following lane configurations: Northbound/Southbound - dual left turns, two throughs, one right; Eastbound/Westbound – single protected/permitted left turns, two throughs, one right. Signal Phasing was optimized and the cycle length was compatible with the Lincoln/Woodruff signal at 100 seconds. It can be seen from the above analysis that the proposed mitigation will be important to improve the LOS/delay to D or better for the intersection. This is needed for the 2037 Background Traffic (without the proposed development). It was found that further mitigation was not needed to keep the 2037 Background with Site at LOS D or better for the intersection. To update the roundabout to a signal, the design will need to be checked that the right-of-way and utility conflicts can be addressed. The cemetery on the southeast corner and the power poles on the northeast and northwest corners are potential design issues. The queuing issues that existed at this intersection with a roundabout would be greatly improved with a traffic signal. Queues from the Lincoln/25th East signal would not back into Access D. 33 Table Seventeen shows the projected LOS and delay if for the mitigated Lincoln Road and Woodruff Avenue Intersection. Riviera Park Development Traffic Impact Study Table Seventeen Peak Period Intersection Analysis – Lincoln Road and Woodruff Ave. – Mitigated through Signal Changes Delay/LOS Evaluation Delay / LOS (in sec) PM 2032 Background (without mitigation) PM 2032 Background (with mitigation)(1) PM 2032 Background With Site (without mitigation) PM 2032 Background With Site (with mitigation)(1) PM 2037 Background With Site (without mitigation) PM 2037 Background With Site (with mitigation)(1) EB Left 33.5/C 19.5/B 37.8/D 25.9/C 43.6/B 31.5/C EB Thru 51.4/D 40.9/D 72.6/E 48.6/D */F 60.3/E EB Right 7.2/A 10.2/B 7.4/A 11.9/B 10.5/B 14.5/B WB Left 56.4/E 39.2/B 80.5/F 50.1/D */F 56.3/E WB Thru/Right 33.9/C 29.0/C 38.9/D 31.0/C 47.0/D 32.8/C NB Left 46.0/D 54.6/D 46.1/D 49.7/D 45.9/D 51.4/D NB Thru 78.4/E 41.3/D 79.5/E 41.7/D */F 48.5/D NB Right 9.4/A N/A 11.7/B N/A 13.2/B N/A SB Left 73.1/E 46.3/D 96.8/F 50.8/D */F 51.7/D SB Thru/Right 36.8/D 41.1/D 36.6/D 45.0/D 41.8/D 51.5/D Intersection 43.4/D 36.4/D 51.4/D 39.8/D 67.4/E 45.6/D (1) The mitigation shown in this analysis is converting the northbound right turn into a thru/right lane and adding second southbound left turn. After these changes, the signal phasing was optimized but the signal cycle was left at 100 seconds. It can be seen from the above analysis that the proposed mitigation will be important to improve the LOS/delay to D or better for the intersection. This is needed for the 2037 Background Traffic (without the proposed development). It was found that further mitigation was not needed to keep the 2032 Background with Site at LOS D or better for the intersection. Converting the northbound right turn lane into a thru/right lane can be completed without additional right-of-way or modifications to the road or signal. The northwest leg of the intersection would need to be widened approximately 6 feet. This would likely require moving the curb and gutter, widening the asphalt, moving the signal pole on the northeast corner and extending the signal mast arm for the pole on the southwest corner. This widening will need to continue far enough to the north that there is adequate room for the flow of traffic to move past the intersection before merging. 34 Access Management Discussion Access spacing requirements are based on the Bonneville Metropolitan Planning Organization (BMPO) Access Management Plan. Both 25th East and Lincoln Road are considered Principal Arterials in this plan. For Principal Arterials, Signalized Intersection Spacing (or roundabouts) was suggested to be at least 1,760 feet apart. There is definitely a need for a roundabout to be able to offload the large Riviera Park Development onto a busy street such as 25th East. Without a roundabout, the accesses along 25th East could not function for either the new development or the existing Costco. The overall frontage for Riviera Park is just over 2,000 feet, but there is not a feasible location for a signal (or roundabout) that would serve both Riviera Park and Costco, while still meeting the Signalized Intersection Spacing requirement of 1,760 feet. The spacing between Lincoln Road/25th East and 25th East/Access D (Costco Main Access) is just less than 600 feet. While this is not ideal, the planning for Riviera Park was based on a roundabout being located at the Main Costco access as was recommended (and right-of-way provided) based on the Costco Traffic Impact Study. Therefore, this study has assumed that the Costco Main driveway would be the location of a roundabout. For access spacing along these Principal Arterials (25th East and Lincoln), 660 foot spacing was recommended. Accesses A, C and D along 25th East has this basic spacing. Access B (right-in/right-out was proposed, but it did not meet the spacing and was eliminated from this report based on comments from Idaho Falls. On Lincoln Road, Access E has similarly been limited to right-in/right-out due to its spacing and it is needed to serve the long frontage of the development. Access F and G also do not meet the spacing guidelines. In meeting with the City of Ammon, it was discussed that Access G could be moved further east to increase the spacing, but it was decided that routing Access G through residential neighborhoods was undesirable. This was because it was felt that it was better to not meet the spacing guidelines and to have Access G located in between the residential and commercial land uses. C. On-Site Circulation The throating at the accesses throughout the development is more than adequate for the projected queues. The major internal intersections within the development are lined up with opposing driveways and there are not awkward intersections. Therefore, the on-site circulation should be adequate for the project traffic. No mitigation recommendations were made for the internal circulation. D. Crash Data Review The State of Idaho Geospatial Office Crash Data map was used to review accidents. The latest three years available, 2019, 2018 and 2017 were used. This accident database was limited to the severity, location and time so further trends about accident causes could not be extrapolated. For each of the critical intersections in the report the number of severe accidents was also classified: the number of fatal; Type A (unable to walk, drive); Type B (visual injuries, bruises, abrasions); Type C (non-visual, claims of pain, nausea). 35 Lincoln Road and 25th East 35 Total Accidents 0 Fatalities 0 Type A 2 Type B 5 Type C Lincoln Road and Woodruff Avenue 7 Total Accidents 0 Fatalities 0 Type A 1 Type B 2 Type C Lincoln Road and Ammon Road 8 Total Accidents 0 Fatalities 0 Type A 2 Type B 3 Type C Lincoln Road and Iona Road 15 Total Accidents 0 Fatalities 0 Type A 0 Type B 4 Type C There are several things to note in this review. It is unexpected that Lincoln Road and 25th East (a roundabout) would have five times more accidents than Lincoln Road and Woodruff Avenue (a signal). This likely indicates that the Lincoln Road and 25th East roundabout is probably not operating as well as a roundabout should. This is likely due to the high traffic volumes and that drivers are having difficulty navigating through this large two-lane roundabout. The other intersections that were reviewed do not have extremely high accident numbers. Lincoln Road and Woodruff Avenue has a lower number of accidents than would have been anticipated. E. Development Impacts to Critical Intersections While prior mitigation was shown to be necessary for both Lincoln/Woodruff and Lincoln/25th East intersections (without the projected project traffic), this section of the report will review the amount of traffic that was projected for these two intersections and 25th East and Iona (which is being reconstructed through an ITD project). The simplest way to calculate the impacts is to take the total volumes of Primary Site Generated Traffic through an intersection divided by the total Site Generated Plus 2037 Background Traffic. The following are the results of this calculation: Lincoln Road and 25th East Total Primary Site Generated Traffic (PM Peak Hour) 865 Total Site Generated Plus 2037 Background Traffic (PM Peak Hour) 5,164 % of Total 16.7% Lincoln Road and Woodruff Avenue Total Primary Site Generated Traffic (PM Peak Hour) 286 Total Site Generated Plus 2037 Background Traffic (PM Peak Hour) 5,197 % of Total 5.5% 2 25th East and Iona Road Total Primary Site Generated Traffic (PM Peak Hour) 260 Total Site Generated Plus 2037 Background Traffic (PM Peak Hour) 2,961 % of Total 8.8% F. Analysis for Right Turn Deceleration Lanes According to the BMPO Access Management Plan, right turn deceleration lanes are warranted when the advancing volume of the roadway is greater than 600 vehicles per and the turning volumes is greater than 40 vehicles per hour. The projections for Accesses, A, C, F and G are all greater than this threshold, so deceleration lanes should be constructed at these accesses. VI. Conclusions/Recommendations The Synchro analysis shows that the accesses to Riviera Park will operate adequately with the proposed development. The Synchro, SimTraffic and FHWA analysis showed that the Lincoln Road/25th East roundabout would be failing with the projected background traffic (without the Riviera Park traffic). The mitigation section of the report suggested that this roundabout be converted to a traffic signal. The mitigation was shown to be necessary without the development and the mitigating traffic signal would be adequate to accommodate the development traffic with the intersection being LOS D or better. Queues from the mitigated Lincoln/25th East signal would not back into Access D, whether a roundabout. The Synchro analysis showed that the Lincoln Road/Woodruff Avenue signal had multiple movements as LOS worse than D with the projected background traffic (without the Riviera Park traffic). The mitigation section of the report suggested that that an additional southbound turn lane be added and that the northbound right turn lane be converted to a thru/right lane. The mitigation was shown to be necessary without the development and the mitigated traffic signal would be adequate to accommodate the development traffic with the intersection being LOS D or better. The Synchro analysis showed issues at the 25th East and Iona Road intersection. As this intersection is part of an ITD project that fixes the issues related to Yellowstone Highway queuing back to the roundabout and improves the roundabout to a two-lane roundabout, this intersection was not recommended for further mitigation. The Synchro, SimTraffic and FHWA analysis did not show issues for the Lincoln Road/Ammon Road roundabout. The LOS analysis was acceptable for this roundabout and mitigation was not required. In addition to the delay/LOS analysis, the report showed that projected queues could be accommodated within the existing storage lengths, except for the two intersections recommended for mitigation. The mitigation at these intersections was adequate to minimize the queuing. 3 The queuing at the accesses was projected to be within the provided queue storage so access queuing was not an issue. The Bonneville Metropolitan Planning Organization’s (BMPO) access management guidelines were reviewed. At the request of Idaho Falls, Access B was removed from the site plan as it did not meet the standards. The current site plan along Lincoln does not meet these guidelines explicitly, but this has been discussed with the City of Ammon and the design related reasons for the access locations are discussed more completely in the Access Management section of the report. As per the BMPO’s thresholds for right turn deceleration lanes, Access’s A, C, F, and G would meet the threshold. The internal intersection on the site and the site circulation were also reviewed. The section of the report did not suggest any mitigation for the internal intersections. The accident review showed that Lincoln Road/25th East (roundabout) had five times more accidents than Lincoln Road/Woodruff Avenue (traffic signal). This is counter intuitive for a roundabout compared with a signal and confirms that Lincoln Road/25th East has some congestion related issues. The development impacts to critical intersections showed: • Lincoln/25th East - 16.7% of the total projected traffic would be from proposed Riviera Park Development • Lincoln/Woodruff – 5.5% of the total projected traffic would be from proposed Riviera Park Development • 25th/Iona– 8.8% of the total projected traffic would be from proposed Riviera Park Development The developer is recommended to install off-site signing, striping and pavement markings on in accordance with the City of Ammon and Bonneville County standards and the most current edition of the Manual on Uniform Traffic Control Devices (MUTCD). 4 APPENDICES Appendix A Traffic Counts Appendix B HCM Traffic Analyses 5 Appendix A Traffic Counts Project:142 585 93Count Date:4/2/2022Intersection:North / South15949East / West469377Start Time 4:00 PMNorthEnd Time 6:00 PM29181Peak Hour Volume: 3,195 PHF: 0.97 Peak Hour from: 4:15 PM281 560 108Peak Hour to: 5:15 PMCount Input DataTotalFromToLTRLTRLTRLTRVolumes4:00 PM4:15 PM04:15 PM 4:30 PM27 145 35 19 99 16 56 168 30 45 113 648174:30 PM 4:45 PM22 144 34 22 88 11 73 122 23 43 119 797804:45 PM 5:00 PM24 143 36 19 85 8 81 147 32 34 95 707745:00 PM 5:15 PM20 153 37 21 105 14 71 123 23 37 142 788245:15 PM 5:30 PM05:30 PM 5:45 PM05:45 PM 6:00 PM0Peak HoursTotalPeak HrFromToLTRLTRLTRLTRVolumesUsed4:00 PM 5:00 PM 73 432 105 60 272 35 210 437 85 122 327 213 23714:15 PM 5:15 PM 93 585 142 81 377 49 281 560 108 159 469 291 319514:30 PM 5:30 PM 66 440 107 62 278 33 225 392 78 114 356 227 23784:45 PM 5:45 PM 44 296 73 40 190 22 152 270 55 71 237 148 15985:00 PM 6:00 PM 20 153 37 21 105 14 71 123 23 37 142 78 824Time Periods Southbound Westbound Northbound EastboundRiviera Park Development - Ammon, Idaho25th Street (Hitt Road)Lincoln RoadLincoln Road25th Street (Hitt Road)Time Periods Southbound Westbound Northbound Eastbound Project:145 623 70Count Date:4/2/2022Intersection:North / South8945East / West297327Start Time 11:00 AMNorthEnd Time 2:00 PM28174Peak Hour Volume: 2,772 PHF: 0.97 Peak Hour from: 12:30 PM253 474 94Peak Hour to: 1:30 PMCount Input DataTotalFromToLTRLTRLTRLTRVolumes11:00 AM11:15 AM011:15 AM 11:30 AM011:30 AM 11:45 AM011:45 AM 12:00 PM012:00 PM 12:15 PM012:15 PM 12:30 PM012:30 PM 12:45 PM13 167 43 20 91 17 74 102 25 22 72 6871412:45 PM 1:00 PM18 181 29 16 94 12 64 123 17 21 69 717151:00 PM 1:15 PM17 145 36 25 74 6 54 111 25 24 77 696631:15 PM 1:30 PM22 130 37 13 68 10 61 138 27 22 79 736801:30 PM 1:45 PM01:45 PM 2:00 PM0Peak HoursTotalPeak HrFromToLTRLTRLTRLTRVolumesUsed11:00 AM12:00 PM000000000000011:15 AM12:15 PM000000000000011:30 AM12:30 PM000000000000011:45 AM 12:45 PM 13 167 43 20 91 17 74 102 25 22 72 68 71412:00 PM 1:00 PM 31 348 72 36 185 29 138 225 42 43 141 139 142912:15 PM 1:15 PM 48 493 108 61 259 35 192 336 67 67 218 208 209212:30 PM 1:30 PM 70 623 145 74 327 45 253 474 94 89 297 281 2772112:45 PM 1:45 PM 57 456 102 54 236 28 179 372 69 67 225 213 20581:00 PM 2:00 PM 39 275 73 38 142 16 115 249 52 46 156 142 1343Time Periods Southbound Westbound Northbound EastboundRiviera Park Development - Ammon, Idaho25th Street (Hitt Road)Lincoln RoadLincoln Road25th Street (Hitt Road)Time Periods Southbound Westbound Northbound Eastbound Project:140 462 46Count Date:4/2/2022Intersection:North / South18534East / West310244Start Time 4:00 PMNorthEnd Time 6:00 PM17598Peak Hour Volume: 2,310 PHF: 0.94 Peak Hour from: 4:15 PM123 379 114Peak Hour to: 5:15 PMCount Input DataTotalFromToLTRLTRLTRLTRVolumes4:00 PM4:15 PM04:15 PM 4:30 PM14 109 37 24 54 9 34 91 44 51 77 395834:30 PM 4:45 PM11 119 43 25 69 8 19 82 24 49 72 385594:45 PM 5:00 PM9 114 28 28 50 11 31 106 23 44 74 345525:00 PM 5:15 PM12 120 32 21 71 6 39 100 23 41 87 646165:15 PM 5:30 PM05:30 PM 5:45 PM05:45 PM 6:00 PM0Peak HoursTotalPeak HrFromToLTRLTRLTRLTRVolumesUsed4:00 PM 5:00 PM 34 342 108 77 173 28 84 279 91 144 223 111 16944:15 PM 5:15 PM 46 462 140 98 244 34 123 379 114 185 310 175 231014:30 PM 5:30 PM 32 353 103 74 190 25 89 288 70 134 233 136 17274:45 PM 5:45 PM 21 234 60 49 121 17 70 206 46 85 161 98 11685:00 PM 6:00 PM 12 120 32 21 71 6 39 100 23 41 87 64 616Time Periods Southbound Westbound Northbound EastboundRiviera Park Development - Ammon, IdahoAmmon RoadLincoln RoadLincoln RoadAmmon RoadTime Periods Southbound Westbound Northbound Eastbound Project:99 339 24Count Date:4/2/2022Intersection:North / South10821East / West241230Start Time 11:00 AMNorthEnd Time 2:00 PM11273Peak Hour Volume: 1,692 PHF: 0.96 Peak Hour from: 12:30 PM117 243 85Peak Hour to: 1:30 PMCount Input DataTotalFromToLTRLTRLTRLTRVolumes11:00 AM11:15 AM011:15 AM 11:30 AM011:30 AM 11:45 AM011:45 AM 12:00 PM012:00 PM 12:15 PM012:15 PM 12:30 PM012:30 PM 12:45 PM6 90282264 8 21652624612644112:45 PM 1:00 PM7 98271362 6 3556242149314291:00 PM 1:15 PM4 71232359 1 2358163574274141:15 PM 1:30 PM7 80211545 6 3864192857284081:30 PM 1:45 PM01:45 PM 2:00 PM0Peak HoursTotalPeak HrFromToLTRLTRLTRLTRVolumesUsed11:00 AM12:00 PM000000000000011:15 AM12:15 PM000000000000011:30 AM12:30 PM000000000000011:45 AM12:45 PM6 90282264 8 21652624612644112:00 PM 1:00 PM 13 188 55 35 126 14 56 121 50 45 110 57 87012:15 PM 1:15 PM 17 259 78 58 185 15 79 179 66 80 184 84 128412:30 PM 1:30 PM 24 339 99 73 230 21 117 243 85 108 241 112 1692112:45 PM 1:45 PM 18 249 71 51 166 13 96 178 59 84 180 86 12511:00 PM 2:00 PM 11 151 44 38 104 7 61 122 35 63 131 55 822Time Periods Southbound Westbound Northbound EastboundRiviera Park Development - Ammon, IdahoAmmon RoadLincoln RoadLincoln RoadAmmon RoadTime Periods Southbound Westbound Northbound Eastbound Project:69 663 0Count Date:4/2/2022Intersection:North / South00East / West00Start Time 4:00 PMNorthEnd Time 6:00 PM1570Peak Hour Volume: 1,657 PHF: 0.91 Peak Hour from: 4:15 PM85 683 0Peak Hour to: 5:15 PMCount Input DataTotalFromToLTRLTRLTRLTRVolumes4:00 PM4:15 PM04:15 PM 4:30 PM0 164 23 0 0 0 25 201 0 0 0 414544:30 PM 4:45 PM0155170009165000443904:45 PM 5:00 PM0 143 19 0 0 0 24 162 0 0 0 403885:00 PM 5:15 PM0 201 10 0 0 0 27 155 0 0 0 324255:15 PM 5:30 PM05:30 PM 5:45 PM05:45 PM 6:00 PM0Peak HoursTotalPeak HrFromToLTRLTRLTRLTRVolumesUsed4:00 PM 5:00 PM 0 462 59 0 0 0 58 528 0 0 0 125 12324:15 PM 5:15 PM 0 663 69 0 0 0 85 683 0 0 0 157 165714:30 PM 5:30 PM 0 499 46 0 0 0 60 482 0 0 0 116 12034:45 PM 5:45 PM 0 344 29 0 0 0 51 317 0 0 0 72 8135:00 PM 6:00 PM 0 201 10 0 0 0 27 155 0 0 0 32 425Time Periods Southbound Westbound Northbound EastboundRiviera Park Development - Ammon, Idaho25th Street (Hitt Road)Costco South DrivewayCostco South Driveway25th Street (Hitt Road)Time Periods Southbound Westbound Northbound Eastbound Project:103 663 0Count Date:4/2/2022Intersection:North / South00East / West00Start Time 11:00 AMNorthEnd Time 2:00 PM1750Peak Hour Volume: 1,549 PHF: 0.98 Peak Hour from: 12:30 PM129 479 0Peak Hour to: 1:30 PMCount Input DataTotalFromToLTRLTRLTRLTRVolumes11:00 AM11:15 AM011:15 AM 11:30 AM011:30 AM 11:45 AM011:45 AM 12:00 PM012:00 PM 12:15 PM012:15 PM 12:30 PM012:30 PM 12:45 PM0 194 26 0 0 0 32 98 0 0 0 4239212:45 PM 1:00 PM0 174 22 0 0 0 31 123 0 0 0 473971:00 PM 1:15 PM0 153 28 0 0 0 33 118 0 0 0 423741:15 PM 1:30 PM0 142 27 0 0 0 33 140 0 0 0 443861:30 PM 1:45 PM01:45 PM 2:00 PM0Peak HoursTotalPeak HrFromToLTRLTRLTRLTRVolumesUsed11:00 AM12:00 PM000000000000011:15 AM12:15 PM000000000000011:30 AM12:30 PM000000000000011:45 AM 12:45 PM 0 194 26 0 0 0 32 98 0 0 0 42 39212:00 PM 1:00 PM 0 368 48 0 0 0 63 221 0 0 0 89 78912:15 PM 1:15 PM 0 521 76 0 0 0 96 339 0 0 0 131 116312:30 PM 1:30 PM 0 663 103 0 0 0 129 479 0 0 0 175 1549112:45 PM 1:45 PM 0 469 77 0 0 0 97 381 0 0 0 133 11571:00 PM 2:00 PM 0 295 55 0 0 0 66 258 0 0 0 86 760Time Periods Southbound Westbound Northbound EastboundRiviera Park Development - Ammon, Idaho25th Street (Hitt Road)Costco South DrivewayCostco South Driveway25th Street (Hitt Road)Time Periods Southbound Westbound Northbound Eastbound Project:32 712 0Count Date:4/2/2022Intersection:North / South810East / West00Start Time 4:00 PMNorthEnd Time 6:00 PM200Peak Hour Volume: 1,528 PHF: 0.92 Peak Hour from: 4:15 PM6 677 0Peak Hour to: 5:15 PMCount Input DataTotalFromToLTRLTRLTRLTRVolumes4:00 PM4:15 PM04:15 PM 4:30 PM018450003198021034144:30 PM 4:45 PM01611000011640240113714:45 PM 5:00 PM0158100001161019043535:00 PM 5:15 PM020970001154017023905:15 PM 5:30 PM05:30 PM 5:45 PM05:45 PM 6:00 PM0Peak HoursTotalPeak HrFromToLTRLTRLTRLTRVolumesUsed4:00 PM5:00 PM050325000552306401811384:15 PM5:15 PM0712320006677081020152814:30 PM5:30 PM052827000347906001711144:45 PM5:45 PM0367170002315036067435:00 PM6:00 PM02097000115401702390Time Periods Southbound Westbound Northbound EastboundRiviera Park Development - Ammon, Idaho25th Street (Hitt Road)Costco North DrivewayCostco North Driveway25th Street (Hitt Road)Time Periods Southbound Westbound Northbound Eastbound Project:30 730 0Count Date:4/2/2022Intersection:North / South610East / West00Start Time 11:00 AMNorthEnd Time 2:00 PM360Peak Hour Volume: 1,336 PHF: 0.98 Peak Hour from: 12:30 PM0 479 0Peak Hour to: 1:30 PMCount Input DataTotalFromToLTRLTRLTRLTRVolumes11:00 AM11:15 AM011:15 AM 11:30 AM011:30 AM 11:45 AM011:45 AM 12:00 PM012:00 PM 12:15 PM012:15 PM 12:30 PM012:30 PM 12:45 PM021290000980150834212:45 PM 1:00 PM0187100000123010093391:00 PM 1:15 PM0171500001180170103211:15 PM 1:30 PM016060000140019093341:30 PM 1:45 PM01:45 PM 2:00 PM0Peak HoursTotalPeak HrFromToLTRLTRLTRLTRVolumesUsed11:00 AM12:00 PM000000000000011:15 AM12:15 PM000000000000011:30 AM12:30 PM000000000000011:45 AM12:45 PM021290000980150834212:00 PM1:00 PM039919000022102501768112:15 PM1:15 PM0570240000339042027100212:30 PM1:30 PM07303000004790610361336112:45 PM1:45 PM05182100003810460289941:00 PM2:00 PM0331110000258036019655Time Periods Southbound Westbound Northbound EastboundRiviera Park Development - Ammon, Idaho25th Street (Hitt Road)Costco South DrivewayCostco South Driveway25th Street (Hitt Road)Time Periods Southbound Westbound Northbound Eastbound Project:11 539 46Count Date:4/2/2022Intersection:North / South563East / West243136Start Time 4:00 PMNorthEnd Time 6:00 PM71134Peak Hour Volume: 2,006 PHF: 0.94 Peak Hour from: 4:15 PM20 600 138Peak Hour to: 5:15 PMCount Input DataTotalFromToLTRLTRLTRLTRVolumes4:00 PM4:15 PM04:15 PM 4:30 PM12 135 3 37 27 14 4 157 44 1 59 155084:30 PM 4:45 PM91142 3933211014935 4 58164904:45 PM 5:00 PM12 130 4 24 44 9 4 144 34 0 56 124735:00 PM 5:15 PM13 160 2 34 32 19 2 150 25 0 70 285355:15 PM 5:30 PM05:30 PM 5:45 PM05:45 PM 6:00 PM0Peak HoursTotalPeak HrFromToLTRLTRLTRLTRVolumesUsed4:00 PM 5:00 PM 33 379 9 100 104 44 18 450 113 5 173 43 14714:15 PM 5:15 PM 46 539 11 134 136 63 20 600 138 5 243 71 200614:30 PM 5:30 PM 34 404 8 97 109 49 16 443 94 4 184 56 14984:45 PM 5:45 PM 25 290 6 58 76 28 6 294 59 0 126 40 10085:00 PM 6:00 PM 13 160 2 34 32 19 2 150 25 0 70 28 535Time Periods Southbound Westbound Northbound EastboundRiviera Park Development - Ammon, Idaho25th Street (Hitt Road)Iona RoadIona Road25th Street (Hitt Road)Time Periods Southbound Westbound Northbound Eastbound Project:0 607 29Count Date:4/2/2022Intersection:North / South474East / West151127Start Time 11:00 AMNorthEnd Time 2:00 PM27126Peak Hour Volume: 1,685 PHF: 0.94 Peak Hour from: 12:30 PM11 426 103Peak Hour to: 1:30 PMCount Input DataTotalFromToLTRLTRLTRLTRVolumes11:00 AM11:15 AM011:15 AM 11:30 AM011:30 AM 11:45 AM011:45 AM 12:00 PM012:00 PM 12:15 PM012:15 PM 12:30 PM012:30 PM 12:45 PM1168036337 48131228639712:45 PM 1:00 PM5167024333111112224584491:00 PM 1:15 PM9139035281341112204074081:15 PM 1:30 PM14 133 0 31 33 23 2 123 28 0 38 64311:30 PM 1:45 PM01:45 PM 2:00 PM0Peak HoursTotalPeak HrFromToLTRLTRLTRLTRVolumesUsed11:00 AM12:00 PM000000000000011:15 AM12:15 PM000000000000011:30 AM12:30 PM000000000000011:45 AM 12:45 PM 1 168 0 36 33 7 4 81 31 2 28 6 39712:00 PM 1:00 PM 6 335 0 60 66 38 5 192 53 4 73 14 84612:15 PM 1:15 PM 15 474 0 95 94 51 9 303 75 4 113 21 125412:30 PM 1:30 PM 29 607 0 126 127 74 11 426 103 4 151 27 1685112:45 PM 1:45 PM 28 439 0 90 94 67 7 345 72 2 123 21 12881:00 PM 2:00 PM 23 272 0 66 61 36 6 234 50 0 78 13 839Time Periods Southbound Westbound Northbound EastboundRiviera Park Development - Ammon, Idaho25th Street (Hitt Road)Iona RoadIona Road25th Street (Hitt Road)Time Periods Southbound Westbound Northbound Eastbound Project:86 477 114Count Date:4/2/2022Intersection:North / South85100East / West748604Start Time 4:00 PMNorthEnd Time 6:00 PM337176Peak Hour Volume: 3,648 PHF: 0.96 Peak Hour from: 4:15 PM255 491 175Peak Hour to: 5:15 PMCount Input DataTotalFromToLTRLTRLTRLTRVolumes4:00 PM4:15 PM23 122 20 35 128 17 66 120 44 24 151 838334:15 PM 4:30 PM20 122 27 50 148 27 67 136 38 16 164 848994:30 PM 4:45 PM31 120 18 47 141 25 59 102 39 19 194 928874:45 PM 5:00 PM29 110 20 32 138 28 73 133 41 25 187 929085:00 PM 5:15 PM34 125 21 47 177 20 56 120 57 25 203 699545:15 PM 5:30 PM32 105 13 46 126 23 67 128 58 13 192 958985:30 PM 5:45 PM25 131 15 28 132 18 55 129 47 13 161 738275:45 PM 6:00 PM16 115 9 41 120 24 78 97 42 13 145 81781Peak HoursTotalPeak HrFromToLTRLTRLTRLTRVolumesUsed4:00 PM 5:00 PM 103 474 85 164 555 97 265 491 162 84 696 351 35274:15 PM 5:15 PM 114 477 86 176 604 100 255 491 175 85 748 337 364814:30 PM 5:30 PM 126 460 72 172 582 96 255 483 195 82 776 348 36474:45 PM 5:45 PM 120 471 69 153 573 89 251 510 203 76 743 329 35875:00 PM 6:00 PM 107 476 58 162 555 85 256 474 204 64 701 318 3460Time Periods Southbound Westbound Northbound EastboundRiviera Park Development - Ammon, IdahoWoodruff Ave.Lincoln RoadLincoln RoadWoodruff Ave.Time Periods Southbound Westbound Northbound Eastbound Project:45 510 64Count Date:4/2/2022Intersection:North / South3769East / West580542Start Time 11:00 AMNorthEnd Time 2:00 PM322205Peak Hour Volume: 3,178 PHF: 0.94 Peak Hour from: 12:30 PM268 342 194Peak Hour to: 1:30 PMCount Input DataTotalFromToLTRLTRLTRLTRVolumes11:00 AM11:15 AM1565 8 309914528231 8 916255711:15 AM 11:30 AM15 83 18 45 99 11 56 66 34 11 115 3658911:30 AM 11:45 AM16 85 6 35 110 14 50 71 29 6 137 6562411:45 AM 12:00 PM26 79 11 46 106 26 72 70 34 15 125 6067012:00 PM 12:15 PM13 106 11 47 130 19 56 67 47 10 108 6467812:15 PM 12:30 PM23 114 15 51 119 21 54 72 47 7 122 8372812:30 PM 12:45 PM20 122 7 50 144 18 66 74 43 7 158 6877712:45 PM 1:00 PM17 104 12 58 131 14 61 75 63 13 126 787521:00 PM 1:15 PM14 188 18 41 122 20 54 83 41 9 132 818031:15 PM 1:30 PM13 96 8 56 145 17 87 110 47 8 164 958461:30 PM 1:45 PM20 90 10 55 131 20 65 82 40 10 113 787141:45 PM 2:00 PM18 66 6 47 115 25 69 95 49 6 149 80725Peak HoursTotalPeak HrFromToLTRLTRLTRLTRVolumesUsed11:00 AM 12:00 PM 72 312 43 156 414 65 230 289 128 40 468 223 244011:15 AM 12:15 PM 70 353 46 173 445 70 234 274 144 42 485 225 256111:30 AM 12:30 PM 78 384 43 179 465 80 232 280 157 38 492 272 270011:45 AM 12:45 PM 82 421 44 194 499 84 248 283 171 39 513 275 285312:00 PM 1:00 PM 73 446 45 206 524 72 237 288 200 37 514 293 293512:15 PM 1:15 PM 74 528 52 200 516 73 235 304 194 36 538 310 306012:30 PM 1:30 PM 64 510 45 205 542 69 268 342 194 37 580 322 3178112:45 PM 1:45 PM 64 478 48 210 529 71 267 350 191 40 535 332 31151:00 PM 2:00 PM 65 440 42 199 513 82 275 370 177 33 558 334 3088Time Periods Southbound Westbound Northbound EastboundRiviera Park Development - Ammon, IdahoWoodruff Ave.Lincoln RoadLincoln RoadWoodruff Ave.Time Periods Southbound Westbound Northbound Eastbound 6 Appendix B HCM Traffic Analyses HCM Unsignalized Intersection Capacity Analysis 6: 25th East & Costco North 06/12/2022 2027 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 89 22 7 747 786 35 Future Volume (Veh/h) 89 22 7 747 786 35 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 95 23 7 795 836 37 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1266 436 873 vC1, stage 1 conf vol 854 vC2, stage 2 conf vol 412 vCu, unblocked vol 1266 436 873 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 72 96 99 cM capacity (veh/h) 341 568 768 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 118 7 398 398 557 316 Volume Left 95 70000 Volume Right 23 000037 cSH 370 768 1700 1700 1700 1700 Volume to Capacity 0.32 0.01 0.23 0.23 0.33 0.19 Queue Length 95th (ft) 34 10000 Control Delay (s) 19.2 9.7 0.0 0.0 0.0 0.0 Lane LOS C A Approach Delay (s) 19.2 0.1 0.0 Approach LOS C Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 35.8% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 9: 25th East & Costco Main 06/12/2022 2027 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 173 94 754 732 76 Future Volume (Veh/h) 0 173 94 754 732 76 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 188 102 820 796 83 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1452 440 879 vC1, stage 1 conf vol 838 vC2, stage 2 conf vol 614 vCu, unblocked vol 1452 440 879 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 100 67 87 cM capacity (veh/h) 299 565 764 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 188 102 410 410 531 348 Volume Left 0 102 0000 Volume Right 188 000083 cSH 565 764 1700 1700 1700 1700 Volume to Capacity 0.33 0.13 0.24 0.24 0.31 0.20 Queue Length 95th (ft) 36 11 0000 Control Delay (s) 14.5 10.4 0.0 0.0 0.0 0.0 Lane LOS B B Approach Delay (s) 14.5 1.2 0.0 Approach LOS B Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 40.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 14: 25th East & Iona 06/12/2022 2027 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 16.7 Intersection LOS C Approach EB WB NB SB Entry Lanes 1121 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 374 391 889 700 Demand Flow Rate, veh/h 382 398 906 714 Vehicles Circulating, veh/h 861 747 352 346 Vehicles Exiting, veh/h 199 511 891 799 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 21.6 17.5 13.7 17.2 Approach LOS C C B C Lane Left Left Left Right Left Designated Moves LTR LTR LT R LTR Assumed Moves LTR LTR LT R LTR RT Channelized Lane Util 1.000 1.000 0.818 0.182 1.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.976 4.544 4.544 4.976 Entry Flow, veh/h 382 398 741 165 714 Cap Entry Lane, veh/h 573 644 1031 1031 970 Entry HV Adj Factor 0.980 0.982 0.981 0.982 0.981 Flow Entry, veh/h 374 391 727 162 700 Cap Entry, veh/h 562 632 1011 1012 951 V/C Ratio 0.666 0.618 0.719 0.160 0.736 Control Delay, s/veh 21.6 17.5 15.7 5.0 17.2 LOS C C C A C 95th %tile Queue, veh 5 4 6 1 7 HCM 6th Roundabout 1: Lincoln & 25th East 06/12/2022 2027 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 23.9 Intersection LOS C Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 715 577 1080 934 Demand Flow Rate, veh/h 730 589 1101 952 Vehicles Circulating, veh/h 881 1161 838 858 Vehicles Exiting, veh/h 929 778 773 892 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 16.1 20.6 31.3 23.3 Approach LOS CCDC Lane Left Right Bypass Left Right Left Right Left Right Designated Moves LT TR R LT TR LT TR LT TR Assumed Moves LT TR R LT TR LT TR LT TR RT Channelized Free Lane Util 0.470 0.530 0.470 0.530 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 0 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 343 387 1938 277 312 517 584 447 505 Cap Entry Lane, veh/h 600 672 0.980 464 529 624 697 613 685 Entry HV Adj Factor 0.980 0.980 0 0.980 0.981 0.982 0.980 0.982 0.980 Flow Entry, veh/h 336 379 1900 271 306 508 573 439 495 Cap Entry, veh/h 588 658 0.000 455 519 613 683 602 671 V/C Ratio 0.571 0.576 0.0 0.597 0.589 0.828 0.838 0.729 0.737 Control Delay, s/veh 16.8 15.5 A 22.0 19.4 32.0 30.7 24.0 22.6 LOS CC0CCDDCC 95th %tile Queue, veh 4 4 4 4 9 9 6 7 HCM 6th Roundabout 7: Ammon & Lincoln 06/12/2022 2027 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 11.5 Intersection LOS B Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 786 441 724 762 Demand Flow Rate, veh/h 801 450 739 777 Vehicles Circulating, veh/h 726 823 647 557 Vehicles Exiting, veh/h 608 563 880 716 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 13.7 9.9 11.2 10.2 Approach LOS BABB Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT TR LT TR LT TR LT TR RT Channelized Lane Util 0.469 0.531 0.471 0.529 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 376 425 212 238 347 392 365 412 Cap Entry Lane, veh/h 692 766 633 705 744 819 809 884 Entry HV Adj Factor 0.982 0.980 0.978 0.983 0.981 0.979 0.981 0.980 Flow Entry, veh/h 369 416 207 234 340 384 358 404 Cap Entry, veh/h 680 751 619 693 730 802 794 867 V/C Ratio 0.543 0.555 0.335 0.337 0.466 0.478 0.451 0.466 Control Delay, s/veh 14.1 13.4 10.4 9.5 11.5 10.9 10.5 10.0 LOS BB BA BB BB 95th %tile Queue, veh 3 3 1 1 2 3 2 3 Timings 2: Woodruff & Lincoln 06/12/2022 2027 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 94 826 372 194 667 282 542 193 126 527 Future Volume (vph) 94 826 372 194 667 282 542 193 126 527 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Protected Phases 7 4 3852 16 Permitted Phases 4 4 8 2 Detector Phase 7443852216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.8 33.2 33.2 14.6 38.0 24.0 37.0 37.0 15.2 28.2 Total Split (%) 9.8% 33.2% 33.2% 14.6% 38.0% 24.0% 37.0% 37.0% 15.2% 28.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max None Max Act Effct Green (s) 33.1 27.8 27.8 42.3 34.6 13.7 32.5 32.5 10.2 29.0 Actuated g/C Ratio 0.34 0.28 0.28 0.43 0.35 0.14 0.33 0.33 0.10 0.29 v/c Ratio 0.46 0.86 0.54 0.80 0.66 0.62 0.92 0.32 0.72 0.63 Control Delay 25.3 43.7 6.0 44.8 30.1 45.8 54.5 7.9 65.8 33.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.3 43.7 6.0 44.8 30.1 45.8 54.5 7.9 65.8 33.2 LOS CDADCDDAEC Approach Delay 31.5 33.0 43.3 38.7 Approach LOS C C D D Intersection Summary Cycle Length: 100 Actuated Cycle Length: 98.5 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 36.2 Intersection LOS: D Intersection Capacity Utilization 84.1% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 2: Woodruff & Lincoln HCM Unsignalized Intersection Capacity Analysis 6: 25th East & Costco North 06/12/2022 2032 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 99 24 7 825 868 39 Future Volume (Veh/h) 99 24 7 825 868 39 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 105 26 7 878 923 41 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1396 482 964 vC1, stage 1 conf vol 944 vC2, stage 2 conf vol 453 vCu, unblocked vol 1396 482 964 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 66 95 99 cM capacity (veh/h) 307 530 710 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 131 7 439 439 615 349 Volume Left 105 70000 Volume Right 26 000041 cSH 335 710 1700 1700 1700 1700 Volume to Capacity 0.39 0.01 0.26 0.26 0.36 0.21 Queue Length 95th (ft) 45 10000 Control Delay (s) 22.5 10.1 0.0 0.0 0.0 0.0 Lane LOS C B Approach Delay (s) 22.5 0.1 0.0 Approach LOS C Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 38.8% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 9: 25th East & Costco Main 06/12/2022 2032 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 191 104 833 808 84 Future Volume (Veh/h) 0 191 104 833 808 84 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 208 113 905 878 91 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1602 484 969 vC1, stage 1 conf vol 924 vC2, stage 2 conf vol 678 vCu, unblocked vol 1602 484 969 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 100 61 84 cM capacity (veh/h) 265 528 707 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 208 113 452 452 585 384 Volume Left 0 113 0000 Volume Right 208 000091 cSH 528 707 1700 1700 1700 1700 Volume to Capacity 0.39 0.16 0.27 0.27 0.34 0.23 Queue Length 95th (ft) 47 14 0000 Control Delay (s) 16.2 11.1 0.0 0.0 0.0 0.0 Lane LOS C B Approach Delay (s) 16.2 1.2 0.0 Approach LOS C Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 43.5% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 14: 25th East & Iona 06/12/2022 2032 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 24.5 Intersection LOS C Approach EB WB NB SB Entry Lanes 1121 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 414 432 983 773 Demand Flow Rate, veh/h 422 441 1004 788 Vehicles Circulating, veh/h 950 827 388 384 Vehicles Exiting, veh/h 222 565 984 884 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 34.1 25.6 19.2 25.4 Approach LOS DDCD Lane Left Left Left Right Left Designated Moves LTR LTR LT R LTR Assumed Moves LTR LTR LT R LTR RT Channelized Lane Util 1.000 1.000 0.818 0.182 1.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.976 4.544 4.544 4.976 Entry Flow, veh/h 422 441 821 183 788 Cap Entry Lane, veh/h 524 594 998 998 933 Entry HV Adj Factor 0.980 0.981 0.980 0.978 0.981 Flow Entry, veh/h 414 432 804 179 773 Cap Entry, veh/h 513 582 977 976 915 V/C Ratio 0.806 0.743 0.823 0.183 0.845 Control Delay, s/veh 34.1 25.6 22.3 5.4 25.4 LOS D D C A D 95th %tile Queue, veh 8 6 10 1 10 HCM 6th Roundabout 1: Lincoln & 25th East 06/12/2022 2032 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 41.4 Intersection LOS E Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 790 638 1194 1029 Demand Flow Rate, veh/h 806 650 1218 1050 Vehicles Circulating, veh/h 972 1283 924 948 Vehicles Exiting, veh/h 1026 859 854 985 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 22.3 31.1 61.6 39.1 Approach LOS C D F E Lane Left Right Bypass Left Right Left Right Left Right Designated Moves LT TR R LT TR LT TR LT TR Assumed Moves LT TR R LT TR LT TR LT TR RT Channelized Free Lane Util 0.470 0.530 0.471 0.529 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 0 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 379 427 1938 306 344 572 646 494 556 Cap Entry Lane, veh/h 552 622 0.980 415 477 577 647 564 634 Entry HV Adj Factor 0.980 0.981 0 0.979 0.982 0.981 0.980 0.979 0.981 Flow Entry, veh/h 371 419 1900 300 338 561 633 484 546 Cap Entry, veh/h 541 610 0.000 406 469 566 634 553 622 V/C Ratio 0.687 0.687 0.0 0.738 0.721 0.991 0.998 0.875 0.877 Control Delay, s/veh 23.4 21.3 A 33.7 28.7 62.7 60.7 40.7 37.6 LOS C C 0 D D F F E E 95th %tile Queue, veh 5 5 6 6 14 15 10 10 HCM 6th Roundabout 7: Ammon & Lincoln 06/12/2022 2032 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 14.3 Intersection LOS B Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 869 487 799 841 Demand Flow Rate, veh/h 887 497 815 858 Vehicles Circulating, veh/h 802 909 716 615 Vehicles Exiting, veh/h 671 622 973 791 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 18.1 11.8 13.8 12.3 Approach LOS C B B B Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT TR LT TR LT TR LT TR RT Channelized Lane Util 0.470 0.530 0.471 0.529 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 417 470 234 263 383 432 403 455 Cap Entry Lane, veh/h 645 718 585 656 699 773 767 842 Entry HV Adj Factor 0.979 0.980 0.978 0.981 0.981 0.980 0.981 0.980 Flow Entry, veh/h 408 461 229 258 376 424 395 446 Cap Entry, veh/h 632 704 572 643 685 758 752 825 V/C Ratio 0.646 0.654 0.400 0.401 0.548 0.559 0.526 0.540 Control Delay, s/veh 18.7 17.5 12.4 11.3 14.2 13.4 12.6 12.1 LOS CC BB BB BB 95th %tile Queue, veh 5 5 2 2 3 4 3 3 Timings 2: Woodruff & Lincoln 06/12/2022 2032 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 104 912 411 215 736 311 599 213 139 581 Future Volume (vph) 104 912 411 215 736 311 599 213 139 581 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Protected Phases 7 4 3852 16 Permitted Phases 4 4 8 2 Detector Phase 7443852216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.8 33.2 33.2 14.6 38.0 24.0 37.0 37.0 15.2 28.2 Total Split (%) 9.8% 33.2% 33.2% 14.6% 38.0% 24.0% 37.0% 37.0% 15.2% 28.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max None Max Act Effct Green (s) 34.0 28.7 28.7 43.3 33.5 14.6 32.5 32.5 10.4 28.3 Actuated g/C Ratio 0.34 0.29 0.29 0.43 0.34 0.15 0.33 0.33 0.10 0.28 v/c Ratio 0.60 0.93 0.58 0.88 0.76 0.64 1.03 0.35 0.79 0.72 Control Delay 33.5 51.4 7.2 56.4 33.9 46.0 78.4 9.4 73.1 36.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.5 51.4 7.2 56.4 33.9 46.0 78.4 9.4 73.1 36.8 LOS CDAECDEAED Approach Delay 37.4 38.4 56.3 42.9 Approach LOS D D E D Intersection Summary Cycle Length: 100 Actuated Cycle Length: 99.7 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay: 43.4 Intersection LOS: D Intersection Capacity Utilization 91.3% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 2: Woodruff & Lincoln HCM Unsignalized Intersection Capacity Analysis 6: 25th East & Costco North 10/24/2022 2037 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 109 27 8 903 958 43 Future Volume (Veh/h) 109 27 8 903 958 43 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 116 29 9 961 1019 46 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1540 532 1065 vC1, stage 1 conf vol 1042 vC2, stage 2 conf vol 498 vCu, unblocked vol 1540 532 1065 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 57 94 99 cM capacity (veh/h) 272 492 650 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 145 9 480 480 679 386 Volume Left 116 90000 Volume Right 29 000046 cSH 299 650 1700 1700 1700 1700 Volume to Capacity 0.49 0.01 0.28 0.28 0.40 0.23 Queue Length 95th (ft) 63 10000 Control Delay (s) 27.9 10.6 0.0 0.0 0.0 0.0 Lane LOS D B Approach Delay (s) 27.9 0.1 0.0 Approach LOS D Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 42.2% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 9: 25th East & Costco Main 10/24/2022 2037 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 211 122 911 892 93 Future Volume (Veh/h) 0 211 122 911 892 93 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 229 133 990 970 101 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1782 536 1071 vC1, stage 1 conf vol 1020 vC2, stage 2 conf vol 761 vCu, unblocked vol 1782 536 1071 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 100 53 79 cM capacity (veh/h) 228 489 647 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 229 133 495 495 647 424 Volume Left 0 133 0000 Volume Right 229 0000101 cSH 489 647 1700 1700 1700 1700 Volume to Capacity 0.47 0.21 0.29 0.29 0.38 0.25 Queue Length 95th (ft) 61 19 0000 Control Delay (s) 18.7 12.0 0.0 0.0 0.0 0.0 Lane LOS C B Approach Delay (s) 18.7 1.4 0.0 Approach LOS C Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 47.4% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 14: 25th East & Iona 10/24/2022 2037 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 43.8 Intersection LOS E Approach EB WB NB SB Entry Lanes 1121 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 457 476 1087 853 Demand Flow Rate, veh/h 466 486 1109 869 Vehicles Circulating, veh/h 1048 914 429 424 Vehicles Exiting, veh/h 245 624 1085 976 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 67.6 44.8 32.2 45.1 Approach LOS F E D E Lane Left Left Left Right Left Designated Moves LTR LTR LT R LTR Assumed Moves LTR LTR LT R LTR RT Channelized Lane Util 1.000 1.000 0.818 0.182 1.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.976 4.544 4.544 4.976 Entry Flow, veh/h 466 486 907 202 869 Cap Entry Lane, veh/h 474 543 961 961 895 Entry HV Adj Factor 0.981 0.980 0.980 0.980 0.981 Flow Entry, veh/h 457 476 889 198 853 Cap Entry, veh/h 465 532 942 942 879 V/C Ratio 0.983 0.895 0.944 0.210 0.970 Control Delay, s/veh 67.6 44.8 38.1 5.9 45.1 LOS F E E A E 95th %tile Queue, veh 13 10 15 1 16 HCM 6th Roundabout 1: Lincoln & 25th East 10/24/2022 2037 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 82.9 Intersection LOS F Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 872 703 1316 1137 Demand Flow Rate, veh/h 889 716 1343 1160 Vehicles Circulating, veh/h 1073 1416 1021 1045 Vehicles Exiting, veh/h 1132 948 941 1087 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 35.9 57.2 129.1 81.5 Approach LOS E F F F Lane Left Right Bypass Left Right Left Right Left Right Designated Moves LT TR R LT TR LT TR LT TR Assumed Moves LT TR R LT TR LT TR LT TR RT Channelized Free Lane Util 0.470 0.530 0.471 0.529 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 0 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 418 471 1938 337 379 631 712 545 615 Cap Entry Lane, veh/h 503 570 0.980 367 426 528 596 516 584 Entry HV Adj Factor 0.980 0.981 0 0.980 0.982 0.981 0.980 0.980 0.980 Flow Entry, veh/h 410 462 1900 330 372 619 698 534 602 Cap Entry, veh/h 493 560 0.000 360 419 517 584 506 572 V/C Ratio 0.831 0.826 0.0 0.918 0.889 1.196 1.194 1.056 1.053 Control Delay, s/veh 38.0 34.0 A 63.1 51.9 131.4 127.2 84.1 79.1 LOS ED0FFFFFF 95th %tile Queue, veh 8 8 9 9 23 25 16 17 HCM 6th Roundabout 7: Ammon & Lincoln 10/24/2022 2037 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 19.3 Intersection LOS C Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 960 538 883 928 Demand Flow Rate, veh/h 979 549 901 946 Vehicles Circulating, veh/h 885 1005 790 680 Vehicles Exiting, veh/h 741 686 1074 874 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 26.5 14.7 18.1 15.6 Approach LOS D B C C Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT TR LT TR LT TR LT TR RT Channelized Lane Util 0.470 0.530 0.470 0.530 0.469 0.531 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 460 519 258 291 423 478 445 501 Cap Entry Lane, veh/h 598 669 536 604 653 726 722 797 Entry HV Adj Factor 0.981 0.980 0.980 0.980 0.981 0.979 0.980 0.981 Flow Entry, veh/h 451 509 253 285 415 468 436 492 Cap Entry, veh/h 587 656 525 592 640 710 708 782 V/C Ratio 0.769 0.776 0.482 0.482 0.648 0.659 0.616 0.629 Control Delay, s/veh 27.5 25.7 15.5 14.0 18.6 17.6 16.0 15.2 LOS DD CB CC CC 95th %tile Queue, veh 7 7 3 3 5 5 4 5 Timings 2: Woodruff & Lincoln 10/24/2022 2037 PM Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 114 1007 454 237 813 343 661 236 153 642 Future Volume (vph) 114 1007 454 237 813 343 661 236 153 642 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Protected Phases 7 4 3852 16 Permitted Phases 4 4 8 2 Detector Phase 7443852216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.8 33.2 33.2 14.6 38.0 24.0 37.0 37.0 15.2 28.2 Total Split (%) 9.8% 33.2% 33.2% 14.6% 38.0% 24.0% 37.0% 37.0% 15.2% 28.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max None Max Act Effct Green (s) 34.0 28.7 28.7 43.3 33.5 15.6 32.5 32.5 10.6 27.6 Actuated g/C Ratio 0.34 0.29 0.29 0.43 0.34 0.16 0.33 0.33 0.11 0.28 v/c Ratio 0.71 1.03 0.64 0.98 0.84 0.67 1.14 0.39 0.85 0.82 Control Delay 43.6 72.9 10.3 76.2 38.0 45.9 113.8 11.1 80.5 41.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.6 72.9 10.3 76.2 38.0 45.9 113.8 11.1 80.5 41.9 LOS D E B E D D F B F D Approach Delay 52.7 45.6 75.5 48.4 Approach LOS D D E D Intersection Summary Cycle Length: 100 Actuated Cycle Length: 99.9 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.14 Intersection Signal Delay: 56.0 Intersection LOS: E Intersection Capacity Utilization 99.2% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 2: Woodruff & Lincoln HCM Unsignalized Intersection Capacity Analysis 6: 25th East & Costco North 06/12/2022 2027 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 67 40 0 529 806 33 Future Volume (Veh/h) 67 40 0 529 806 33 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 69 41 0 545 831 34 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1120 432 865 vC1, stage 1 conf vol 848 vC2, stage 2 conf vol 272 vCu, unblocked vol 1120 432 865 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 81 93 100 cM capacity (veh/h) 358 571 774 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 110 0 272 272 554 311 Volume Left 69 00000 Volume Right 41 000034 cSH 416 1700 1700 1700 1700 1700 Volume to Capacity 0.26 0.00 0.16 0.16 0.33 0.18 Queue Length 95th (ft) 26 00000 Control Delay (s) 16.7 0.0 0.0 0.0 0.0 0.0 Lane LOS C Approach Delay (s) 16.7 0.0 0.0 Approach LOS C Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 36.2% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 9: 25th East & Costco Main/Access D 06/20/2022 2027 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 12.5 Intersection LOS B Approach EB WB NB SB Entry Lanes 2 2 2 2 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 268 321 1304 1148 Demand Flow Rate, veh/h 273 327 1330 1171 Vehicles Circulating, veh/h 1326 1184 170 424 Vehicles Exiting, veh/h 269 316 1429 1087 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 15.2 20.4 9.7 12.9 Approach LOS C C A B Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT R L TR LT TR LT TR RT Channelized Lane Util 0.256 0.744 0.841 0.159 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 70 203 275 52 625 705 550 621 Cap Entry Lane, veh/h 399 460 454 519 1154 1229 914 990 Entry HV Adj Factor 0.986 0.980 0.982 0.981 0.981 0.980 0.981 0.980 Flow Entry, veh/h 69 199 270 51 613 691 540 609 Cap Entry, veh/h 393 451 446 509 1132 1205 897 971 V/C Ratio 0.176 0.441 0.605 0.100 0.541 0.574 0.602 0.627 Control Delay, s/veh 12.0 16.3 22.7 8.4 9.6 9.8 12.9 12.9 LOS B C C A A A B B 95th %tile Queue, veh 1 2 4 0 3 4 4 5 HCM 6th Roundabout 14: 25th East & Iona 06/12/2022 2027 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 12.8 Intersection LOS B Approach EB WB NB SB Entry Lanes 1121 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 214 384 634 747 Demand Flow Rate, veh/h 219 392 646 762 Vehicles Circulating, veh/h 913 527 221 316 Vehicles Exiting, veh/h 165 340 911 603 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 13.3 11.2 7.2 18.2 Approach LOS B B A C Lane Left Left Left Right Left Designated Moves LTR LTR LT R LTR Assumed Moves LTR LTR LT R LTR RT Channelized Lane Util 1.000 1.000 0.810 0.190 1.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.976 4.544 4.544 4.976 Entry Flow, veh/h 219 392 523 123 762 Cap Entry Lane, veh/h 544 806 1161 1161 1000 Entry HV Adj Factor 0.979 0.980 0.981 0.984 0.980 Flow Entry, veh/h 214 384 513 121 747 Cap Entry, veh/h 532 790 1139 1142 980 V/C Ratio 0.403 0.486 0.450 0.106 0.762 Control Delay, s/veh 13.3 11.2 8.0 4.1 18.2 LOS B B A A C 95th %tile Queue, veh 2 3 2 0 8 HCM 6th Roundabout 1: Lincoln & 25th East 06/12/2022 2027 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 14.4 Intersection LOS B Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 439 509 934 953 Demand Flow Rate, veh/h 448 519 953 972 Vehicles Circulating, veh/h 891 947 529 760 Vehicles Exiting, veh/h 841 535 810 706 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 10.8 12.9 12.0 19.2 Approach LOS B B B C Lane Left Right Bypass Left Right Left Right Left Right Designated Moves LT TR R LT TR LT TR LT TR Assumed Moves LT TR R LT TR LT TR LT TR RT Channelized Free Lane Util 0.471 0.529 0.470 0.530 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 0 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 211 237 1938 244 275 448 505 457 515 Cap Entry Lane, veh/h 595 666 0.980 565 635 830 906 671 744 Entry HV Adj Factor 0.978 0.982 0 0.980 0.980 0.980 0.980 0.980 0.981 Flow Entry, veh/h 206 233 1900 239 270 439 495 448 505 Cap Entry, veh/h 582 654 0.000 553 622 813 888 657 730 V/C Ratio 0.355 0.356 0.0 0.432 0.433 0.540 0.558 0.681 0.692 Control Delay, s/veh 11.3 10.3 A 13.5 12.3 12.2 11.8 19.8 18.7 LOS B B 0 B B B B C C 95th %tile Queue, veh 2 2 2 2 3 4 5 6 HCM 6th Roundabout 7: Ammon & Lincoln 06/12/2022 2027 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 7.1 Intersection LOS A Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 530 373 511 531 Demand Flow Rate, veh/h 541 380 522 542 Vehicles Circulating, veh/h 512 548 437 493 Vehicles Exiting, veh/h 523 411 616 435 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 7.5 6.6 6.8 7.4 Approach LOS AAAA Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT TR LT TR LT TR LT TR RT Channelized Lane Util 0.470 0.530 0.471 0.529 0.469 0.531 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 254 287 179 201 245 277 255 287 Cap Entry Lane, veh/h 843 919 815 891 903 979 858 934 Entry HV Adj Factor 0.982 0.980 0.979 0.983 0.981 0.979 0.979 0.981 Flow Entry, veh/h 249 281 175 198 240 271 250 282 Cap Entry, veh/h 827 900 798 876 886 958 840 916 V/C Ratio 0.301 0.312 0.220 0.226 0.271 0.283 0.297 0.307 Control Delay, s/veh 7.7 7.4 6.9 6.4 6.9 6.6 7.6 7.2 LOS AA AA AA AA 95th %tile Queue, veh 1 1 1 1 1 1 1 1 Timings 2: Woodruff & Lincoln 06/12/2022 2027 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 41 640 356 226 598 296 378 214 71 563 Future Volume (vph) 41 640 356 226 598 296 378 214 71 563 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Protected Phases 7 4 3852 16 Permitted Phases 4 4 8 2 Detector Phase 7443852216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.6 32.5 32.5 10.0 32.9 19.9 35.0 35.0 12.5 27.6 Total Split (%) 10.7% 36.1% 36.1% 11.1% 36.6% 22.1% 38.9% 38.9% 13.9% 30.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Max Max Max Max Max Max Max Max Max Max Act Effct Green (s) 33.1 28.0 28.0 33.9 28.4 15.4 30.5 30.5 8.0 23.1 Actuated g/C Ratio 0.37 0.31 0.31 0.38 0.32 0.17 0.34 0.34 0.09 0.26 v/c Ratio 0.19 0.62 0.52 0.97 0.65 1.04 0.64 0.34 0.48 0.72 Control Delay 17.7 29.4 6.7 76.0 29.1 102.0 30.6 5.8 50.1 35.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.7 29.4 6.7 76.0 29.1 102.0 30.6 5.8 50.1 35.4 LOS B C A E C F C A D D Approach Delay 21.1 40.9 48.4 36.9 Approach LOS C D D D Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 80 Control Type: Pretimed Maximum v/c Ratio: 1.04 Intersection Signal Delay: 36.2 Intersection LOS: D Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: Woodruff & Lincoln HCM Unsignalized Intersection Capacity Analysis 6: 25th East & Costco North 06/12/2022 2032 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 74 44 0 584 890 37 Future Volume (Veh/h) 74 44 0 584 890 37 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 76 45 0 602 918 38 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1238 478 956 vC1, stage 1 conf vol 937 vC2, stage 2 conf vol 301 vCu, unblocked vol 1238 478 956 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 76 92 100 cM capacity (veh/h) 322 534 715 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 121 0 301 301 612 344 Volume Left 76 00000 Volume Right 45 000038 cSH 377 1700 1700 1700 1700 1700 Volume to Capacity 0.32 0.00 0.18 0.18 0.36 0.20 Queue Length 95th (ft) 34 00000 Control Delay (s) 19.0 0.0 0.0 0.0 0.0 0.0 Lane LOS C Approach Delay (s) 19.0 0.0 0.0 Approach LOS C Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 9: 25th East & Costco Main 06/12/2022 2032 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 213 157 584 808 126 Future Volume (Veh/h) 0 213 157 584 808 126 Sign Control Yield Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 0 220 162 602 833 130 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1523 482 963 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1523 482 963 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 59 77 cM capacity (veh/h) 84 531 711 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 220 162 301 301 555 408 Volume Left 0 162 0000 Volume Right 220 0000130 cSH 531 711 1700 1700 1700 1700 Volume to Capacity 0.41 0.23 0.18 0.18 0.33 0.24 Queue Length 95th (ft) 50 22 0000 Control Delay (s) 16.5 11.6 0.0 0.0 0.0 0.0 Lane LOS C B Approach Delay (s) 16.5 2.5 0.0 Approach LOS C Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 46.2% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 14: 25th East & Iona 06/12/2022 2032 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 17.4 Intersection LOS C Approach EB WB NB SB Entry Lanes 1121 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 236 425 700 824 Demand Flow Rate, veh/h 241 433 714 841 Vehicles Circulating, veh/h 1008 582 243 349 Vehicles Exiting, veh/h 182 375 1006 666 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 16.8 13.8 8.1 27.3 Approach LOS C B A D Lane Left Left Left Right Left Designated Moves LTR LTR LT R LTR Assumed Moves LTR LTR LT R LTR RT Channelized Lane Util 1.000 1.000 0.808 0.192 1.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.976 4.544 4.544 4.976 Entry Flow, veh/h 241 433 577 137 841 Cap Entry Lane, veh/h 494 762 1138 1138 967 Entry HV Adj Factor 0.980 0.981 0.981 0.978 0.980 Flow Entry, veh/h 236 425 566 134 824 Cap Entry, veh/h 484 748 1117 1113 947 V/C Ratio 0.488 0.568 0.507 0.120 0.870 Control Delay, s/veh 16.8 13.8 9.0 4.3 27.3 LOS C B A A D 95th %tile Queue, veh 3 4 3 0 11 HCM 6th Roundabout 1: Lincoln & 25th East 06/12/2022 2032 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 19.7 Intersection LOS C Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 484 561 1033 1052 Demand Flow Rate, veh/h 493 572 1053 1074 Vehicles Circulating, veh/h 983 1045 583 838 Vehicles Exiting, veh/h 929 591 893 779 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 13.0 16.3 15.0 29.2 Approach LOS B C C D Lane Left Right Bypass Left Right Left Right Left Right Designated Moves LT TR R LT TR LT TR LT TR Assumed Moves LT TR R LT TR LT TR LT TR RT Channelized Free Lane Util 0.471 0.529 0.470 0.530 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 0 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 232 261 1938 269 303 495 558 505 569 Cap Entry Lane, veh/h 546 616 0.980 516 584 790 865 624 697 Entry HV Adj Factor 0.980 0.982 0 0.980 0.981 0.981 0.981 0.979 0.980 Flow Entry, veh/h 227 256 1900 264 297 486 548 495 558 Cap Entry, veh/h 535 605 0.000 506 573 774 849 612 683 V/C Ratio 0.425 0.424 0.0 0.521 0.519 0.627 0.645 0.809 0.817 Control Delay, s/veh 13.7 12.4 A 17.2 15.4 15.3 14.8 30.1 28.5 LOS B B 0 C C C B D D 95th %tile Queue, veh 2 2 3 3 4 5 8 9 HCM 6th Roundabout 7: Ammon & Lincoln 06/12/2022 2032 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 8.0 Intersection LOS A Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 587 412 565 586 Demand Flow Rate, veh/h 599 421 576 599 Vehicles Circulating, veh/h 565 607 484 545 Vehicles Exiting, veh/h 579 453 680 483 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 8.5 7.4 7.5 8.3 Approach LOS AAAA Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT TR LT TR LT TR LT TR RT Channelized Lane Util 0.471 0.529 0.470 0.530 0.470 0.530 0.471 0.529 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 282 317 198 223 271 305 282 317 Cap Entry Lane, veh/h 803 878 772 848 865 941 818 894 Entry HV Adj Factor 0.978 0.981 0.978 0.980 0.980 0.982 0.977 0.980 Flow Entry, veh/h 276 311 194 218 265 299 276 311 Cap Entry, veh/h 785 862 756 830 847 924 799 876 V/C Ratio 0.351 0.361 0.256 0.263 0.313 0.324 0.345 0.355 Control Delay, s/veh 8.8 8.3 7.7 7.2 7.7 7.4 8.6 8.1 LOS AA AA AA AA 95th %tile Queue, veh 2 2 1 1 1 1 2 2 Timings 2: Woodruff & Lincoln 06/12/2022 2032 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 45 707 393 250 661 327 417 236 78 622 Future Volume (vph) 45 707 393 250 661 327 417 236 78 622 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Protected Phases 7 4 3852 16 Permitted Phases 4 4 8 2 Detector Phase 7443852216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.6 32.5 32.5 10.0 32.9 19.9 35.0 35.0 12.5 27.6 Total Split (%) 10.7% 36.1% 36.1% 11.1% 36.6% 22.1% 38.9% 38.9% 13.9% 30.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Max Max Max Max Max Max Max Max Max Max Act Effct Green (s) 33.1 28.0 28.0 33.9 28.4 15.4 30.5 30.5 8.0 23.1 Actuated g/C Ratio 0.37 0.31 0.31 0.38 0.32 0.17 0.34 0.34 0.09 0.26 v/c Ratio 0.24 0.68 0.58 1.20 0.71 1.15 0.70 0.37 0.53 0.80 Control Delay 18.6 30.9 9.5 148.9 31.0 135.6 33.0 7.1 52.1 38.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.6 30.9 9.5 148.9 31.0 135.6 33.0 7.1 52.1 38.6 LOS B C A F C F C A D D Approach Delay 23.1 60.6 61.0 40.0 Approach LOS C E E D Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 80 Control Type: Pretimed Maximum v/c Ratio: 1.20 Intersection Signal Delay: 45.6 Intersection LOS: D Intersection Capacity Utilization 85.5% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 2: Woodruff & Lincoln HCM Unsignalized Intersection Capacity Analysis 6: 25th East & Costco North 10/24/2022 2037 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 82 48 0 645 982 40 Future Volume (Veh/h) 82 48 0 645 982 40 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 85 49 0 665 1012 41 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1365 526 1053 vC1, stage 1 conf vol 1032 vC2, stage 2 conf vol 332 vCu, unblocked vol 1365 526 1053 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 70 90 100 cM capacity (veh/h) 287 496 657 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 134 0 332 332 675 378 Volume Left 85 00000 Volume Right 49 000041 cSH 339 1700 1700 1700 1700 1700 Volume to Capacity 0.40 0.00 0.20 0.20 0.40 0.22 Queue Length 95th (ft) 46 00000 Control Delay (s) 22.4 0.0 0.0 0.0 0.0 0.0 Lane LOS C Approach Delay (s) 22.4 0.0 0.0 Approach LOS C Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 42.6% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 9: 25th East & Costco Main 10/24/2022 2037 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 236 175 645 892 139 Future Volume (Veh/h) 0 236 175 645 892 139 Sign Control Yield Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 0 243 180 665 920 143 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1684 532 1063 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1684 532 1063 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 51 72 cM capacity (veh/h) 62 492 651 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 243 180 332 332 613 450 Volume Left 0 180 0000 Volume Right 243 0000143 cSH 492 651 1700 1700 1700 1700 Volume to Capacity 0.49 0.28 0.20 0.20 0.36 0.26 Queue Length 95th (ft) 67 28 0000 Control Delay (s) 19.2 12.6 0.0 0.0 0.0 0.0 Lane LOS C B Approach Delay (s) 19.2 2.7 0.0 Approach LOS C Intersection Summary Average Delay 3.2 Intersection Capacity Utilization 50.4% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 14: 25th East & Iona 10/24/2022 2037 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 28.1 Intersection LOS D Approach EB WB NB SB Entry Lanes 1121 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 259 469 774 910 Demand Flow Rate, veh/h 264 479 789 928 Vehicles Circulating, veh/h 1113 643 267 387 Vehicles Exiting, veh/h 202 413 1110 735 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 22.7 18.2 9.3 50.6 Approach LOS C C A F Lane Left Left Left Right Left Designated Moves LTR LTR LT R LTR Assumed Moves LTR LTR LT R LTR RT Channelized Lane Util 1.000 1.000 0.809 0.191 1.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.976 4.544 4.544 4.976 Entry Flow, veh/h 264 479 638 151 928 Cap Entry Lane, veh/h 443 716 1114 1114 930 Entry HV Adj Factor 0.980 0.980 0.981 0.980 0.980 Flow Entry, veh/h 259 469 626 148 910 Cap Entry, veh/h 435 702 1092 1092 911 V/C Ratio 0.595 0.669 0.573 0.136 0.998 Control Delay, s/veh 22.7 18.2 10.5 4.5 50.6 LOS C C B A F 95th %tile Queue, veh 4 5 4 0 18 HCM 6th Roundabout 1: Lincoln & 25th East 10/24/2022 2037 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 32.2 Intersection LOS D Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 536 620 1141 1162 Demand Flow Rate, veh/h 546 632 1164 1185 Vehicles Circulating, veh/h 1085 1156 645 927 Vehicles Exiting, veh/h 1027 653 986 861 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 16.6 22.4 20.7 55.9 Approach LOS C C C F Lane Left Right Bypass Left Right Left Right Left Right Designated Moves LT TR R LT TR LT TR LT TR Assumed Moves LT TR R LT TR LT TR LT TR RT Channelized Free Lane Util 0.471 0.529 0.470 0.530 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 0 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 257 289 1938 297 335 547 617 557 628 Cap Entry Lane, veh/h 498 565 0.980 466 532 746 821 575 646 Entry HV Adj Factor 0.980 0.983 0 0.981 0.981 0.980 0.980 0.980 0.980 Flow Entry, veh/h 252 284 1900 291 329 536 605 546 616 Cap Entry, veh/h 487 555 0.000 457 521 731 804 564 633 V/C Ratio 0.517 0.512 0.0 0.637 0.630 0.733 0.752 0.968 0.973 Control Delay, s/veh 17.6 15.7 A 23.9 21.1 20.9 20.5 57.3 54.6 LOS C C 0 C C C C F F 95th %tile Queue, veh 3 3 4 4 7 7 13 14 HCM 6th Roundabout 7: Ammon & Lincoln 10/24/2022 2037 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 9.1 Intersection LOS A Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 646 454 624 647 Demand Flow Rate, veh/h 659 463 636 660 Vehicles Circulating, veh/h 622 669 533 600 Vehicles Exiting, veh/h 638 500 748 532 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 9.8 8.4 8.5 9.6 Approach LOS AAAA Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT TR LT TR LT TR LT TR RT Channelized Lane Util 0.470 0.530 0.471 0.529 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 310 349 218 245 299 337 310 350 Cap Entry Lane, veh/h 762 837 729 804 827 903 777 853 Entry HV Adj Factor 0.980 0.981 0.978 0.981 0.981 0.982 0.980 0.979 Flow Entry, veh/h 304 343 213 240 293 331 304 343 Cap Entry, veh/h 746 821 713 789 811 886 762 835 V/C Ratio 0.407 0.417 0.299 0.305 0.362 0.373 0.399 0.410 Control Delay, s/veh 10.1 9.6 8.7 8.1 8.7 8.3 9.8 9.3 LOS BA AA AA AA 95th %tile Queue, veh 2 2 1 1 2 2 2 2 Timings 2: Woodruff & Lincoln 10/24/2022 2037 Saturday Background 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 50 781 433 276 729 361 460 261 86 686 Future Volume (vph) 50 781 433 276 729 361 460 261 86 686 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Protected Phases 7 4 3852 16 Permitted Phases 4 4 8 2 Detector Phase 7443852216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.6 32.5 32.5 10.0 32.9 19.9 35.0 35.0 12.5 27.6 Total Split (%) 10.7% 36.1% 36.1% 11.1% 36.6% 22.1% 38.9% 38.9% 13.9% 30.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Max Max Max Max Max Max Max Max Max Max Act Effct Green (s) 33.1 28.0 28.0 33.9 28.4 15.4 30.5 30.5 8.0 23.1 Actuated g/C Ratio 0.37 0.31 0.31 0.38 0.32 0.17 0.34 0.34 0.09 0.26 v/c Ratio 0.29 0.75 0.65 1.50 0.79 1.27 0.77 0.41 0.58 0.88 Control Delay 19.9 33.1 12.8 272.2 33.7 179.3 36.7 8.6 55.1 44.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.9 33.1 12.8 272.2 33.7 179.3 36.7 8.6 55.1 44.4 LOS BCBFCFDAED Approach Delay 25.6 93.7 77.5 45.5 Approach LOS C F E D Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio: 1.50 Intersection Signal Delay: 60.1 Intersection LOS: E Intersection Capacity Utilization 92.8% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 2: Woodruff & Lincoln HCM Unsignalized Intersection Capacity Analysis 30: 25th East & Access A 10/24/2022 2027 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 57 19 893 65 22 954 Future Volume (Veh/h) 57 19 893 65 22 954 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 61 20 950 69 23 1015 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1538 510 1019 vC1, stage 1 conf vol 984 vC2, stage 2 conf vol 554 vCu, unblocked vol 1538 510 1019 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 78 96 97 cM capacity (veh/h) 282 509 677 Direction, Lane # WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 61 20 633 386 23 508 508 Volume Left 61 0 0 0 23 0 0 Volume Right 0 20 0 69 0 0 0 cSH 282 509 1700 1700 677 1700 1700 Volume to Capacity 0.22 0.04 0.37 0.23 0.03 0.30 0.30 Queue Length 95th (ft) 20 300300 Control Delay (s) 21.3 12.4 0.0 0.0 10.5 0.0 0.0 Lane LOS C B B Approach Delay (s) 19.1 0.0 0.2 Approach LOS C Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 36.8% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 6: 25th East & Costco North/Access C 10/24/2022 2027 PM with Site Traffic 9:00 pm 02/28/2022 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) 0 0 22 28 0 30 0 922 92 35 941 35 Future Volume (Veh/h) 0 0 22 28 0 30 0 922 92 35 941 35 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 23 30 0 32 0 981 98 37 1001 37 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 710 pX, platoon unblocked vC, conflicting volume 1616 2172 519 1578 2093 490 1038 1079 vC1, stage 1 conf vol 1094 1094 981 981 vC2, stage 2 conf vol 522 1079 598 1112 vCu, unblocked vol 1616 2172 519 1578 2093 490 1038 1079 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 95 87 100 94 100 94 cM capacity (veh/h) 194 186 502 227 205 524 665 642 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 0 23 30 32 0 490 490 98 37 667 371 Volume Left 0 0 30 000003700 Volume Right 0 23 0 32 0 0 0 98 0 0 37 cSH 1700 502 227 524 1700 1700 1700 1700 642 1700 1700 Volume to Capacity 0.00 0.05 0.13 0.06 0.00 0.29 0.29 0.06 0.06 0.39 0.22 Queue Length 95th (ft) 0 4 11 50000500 Control Delay (s) 0.0 12.5 23.3 12.3 0.0 0.0 0.0 0.0 10.9 0.0 0.0 Lane LOS A B C B B Approach Delay (s) 12.5 17.6 0.0 0.4 Approach LOS B C Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 9: 25th East & Costco Main/Access D 10/24/2022 2027 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 11.2 Intersection LOS B Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 285 310 1320 1078 Demand Flow Rate, veh/h 291 317 1346 1100 Vehicles Circulating, veh/h 1246 1149 209 342 Vehicles Exiting, veh/h 196 406 1328 1124 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 13.5 15.3 10.5 10.4 Approach LOS B C B B Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT R L TR LT TR LT TR RT Channelized Lane Util 0.340 0.660 0.729 0.271 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 99 192 231 86 633 713 517 583 Cap Entry Lane, veh/h 429 492 469 535 1114 1189 985 1062 Entry HV Adj Factor 0.980 0.979 0.978 0.977 0.980 0.981 0.980 0.980 Flow Entry, veh/h 97 188 226 84 620 699 507 571 Cap Entry, veh/h 420 482 459 522 1091 1166 966 1041 V/C Ratio 0.231 0.390 0.492 0.161 0.568 0.600 0.525 0.549 Control Delay, s/veh 12.3 14.1 17.7 9.0 10.4 10.6 10.4 10.3 LOS BB CA BB BB 95th %tile Queue, veh 1 2 3 1 4 4 3 3 HCM 6th Roundabout 14: 25th East & Iona 06/11/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 27.2 Intersection LOS D Approach EB WB NB SB Entry Lanes 1121 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 407 424 1028 799 Demand Flow Rate, veh/h 415 432 1049 815 Vehicles Circulating, veh/h 996 862 352 409 Vehicles Exiting, veh/h 228 539 1059 885 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 38.2 27.2 19.2 31.8 Approach LOS E D C D Lane Left Left Left Right Left Designated Moves LTR LTR LT R LTR Assumed Moves LTR LTR LT R LTR RT Channelized Lane Util 1.000 1.000 0.816 0.184 1.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.976 4.544 4.544 4.976 Entry Flow, veh/h 415 432 856 193 815 Cap Entry Lane, veh/h 500 573 1031 1031 909 Entry HV Adj Factor 0.981 0.981 0.980 0.979 0.981 Flow Entry, veh/h 407 424 839 189 799 Cap Entry, veh/h 490 562 1011 1009 892 V/C Ratio 0.831 0.754 0.830 0.187 0.896 Control Delay, s/veh 38.2 27.2 22.3 5.3 31.8 LOS E D C A D 95th %tile Queue, veh 8 7 10 1 12 HCM 6th Roundabout 1: Lincoln & 25th East 06/11/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 84.8 Intersection LOS F Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 876 871 1176 1178 Demand Flow Rate, veh/h 894 889 1199 1202 Vehicles Circulating, veh/h 1103 1344 1140 969 Vehicles Exiting, veh/h 1068 995 857 1264 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 40.1 90.7 128.7 69.9 Approach LOS E F F F Lane Left Right Bypass Left Right Left Right Left Right Designated Moves LT TR R LT TR LT TR LT TR Assumed Moves LT TR R LT TR LT TR LT TR RT Channelized Free Lane Util 0.470 0.530 0.470 0.530 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 0 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 420 474 1938 418 471 564 635 565 637 Cap Entry Lane, veh/h 489 556 0.980 392 453 473 539 554 623 Entry HV Adj Factor 0.981 0.980 0 0.979 0.980 0.980 0.981 0.980 0.980 Flow Entry, veh/h 412 464 1900 409 462 553 623 554 624 Cap Entry, veh/h 480 545 0.000 384 444 464 529 542 611 V/C Ratio 0.858 0.852 0.0 1.066 1.040 1.192 1.179 1.021 1.022 Control Delay, s/veh 42.5 38.0 A 98.0 84.3 133.8 124.3 71.7 68.2 LOS EE0FFFFFF 95th %tile Queue, veh 9 9 14 14 21 22 15 16 HCM Unsignalized Intersection Capacity Analysis 25: Lincoln 06/11/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 946 828 15 0 30 Future Volume (Veh/h) 0 946 828 15 0 30 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1028 900 16 0 33 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 916 1422 458 vC1, stage 1 conf vol 908 vC2, stage 2 conf vol 514 vCu, unblocked vol 916 1422 458 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 94 cM capacity (veh/h) 740 312 550 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 514 514 600 316 33 Volume Left 00000 Volume Right 0 0 0 16 33 cSH 1700 1700 1700 1700 550 Volume to Capacity 0.30 0.30 0.35 0.19 0.06 Queue Length 95th (ft)00005 Control Delay (s) 0.0 0.0 0.0 0.0 12.0 Lane LOS B Approach Delay (s) 0.0 0.0 12.0 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 33.4% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 19: Lincoln & Access F 06/11/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 104 886 739 54 85 144 Future Volume (Veh/h) 104 886 739 54 85 144 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 113 963 803 59 92 157 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 862 1510 402 vC1, stage 1 conf vol 803 vC2, stage 2 conf vol 708 vCu, unblocked vol 862 1510 402 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 85 68 74 cM capacity (veh/h) 776 286 598 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 SB 2 Volume Total 113 482 482 402 402 59 92 157 Volume Left 113 00000920 Volume Right 00000590157 cSH 776 1700 1700 1700 1700 1700 286 598 Volume to Capacity 0.15 0.28 0.28 0.24 0.24 0.03 0.32 0.26 Queue Length 95th (ft) 13 000003426 Control Delay (s) 10.4 0.0 0.0 0.0 0.0 0.0 23.4 13.1 Lane LOS B C B Approach Delay (s) 1.1 0.0 16.9 Approach LOS C Intersection Summary Average Delay 2.5 Intersection Capacity Utilization 40.9% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 26: Lincoln & Access G 06/11/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 69 898 744 41 36 43 Future Volume (Veh/h) 69 898 744 41 36 43 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 75 976 809 45 39 47 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 854 1470 427 vC1, stage 1 conf vol 832 vC2, stage 2 conf vol 638 vCu, unblocked vol 854 1470 427 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 90 87 92 cM capacity (veh/h) 781 303 576 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 75 488 488 539 315 39 47 Volume Left 75 0000390 Volume Right 000045047 cSH 781 1700 1700 1700 1700 303 576 Volume to Capacity 0.10 0.29 0.29 0.32 0.19 0.13 0.08 Queue Length 95th (ft)80000117 Control Delay (s) 10.1 0.0 0.0 0.0 0.0 18.7 11.8 Lane LOS B C B Approach Delay (s) 0.7 0.0 14.9 Approach LOS B Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 39.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 7: Ammon & Lincoln 06/11/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 14.1 Intersection LOS B Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 721 540 790 828 Demand Flow Rate, veh/h 735 551 806 845 Vehicles Circulating, veh/h 726 947 790 725 Vehicles Exiting, veh/h 844 649 671 773 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 12.5 13.5 15.5 14.6 Approach LOS B B C B Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT TR LT TR LT TR LT TR RT Channelized Lane Util 0.469 0.531 0.470 0.530 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 345 390 259 292 379 427 397 448 Cap Entry Lane, veh/h 692 766 565 635 653 726 693 767 Entry HV Adj Factor 0.982 0.980 0.980 0.981 0.980 0.981 0.980 0.980 Flow Entry, veh/h 339 382 254 286 371 419 389 439 Cap Entry, veh/h 680 751 554 623 639 712 679 751 V/C Ratio 0.498 0.509 0.458 0.460 0.581 0.589 0.573 0.584 Control Delay, s/veh 12.9 12.2 14.2 12.9 16.0 15.0 15.0 14.2 LOS BB BB CB CB 95th %tile Queue, veh 3 3 2 2 4 4 4 4 Timings 2: Woodruff & Lincoln 06/11/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 94 919 372 220 746 282 542 224 157 527 Future Volume (vph) 94 919 372 220 746 282 542 224 157 527 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Protected Phases 7 4 3852 16 Permitted Phases 4 4 8 2 Detector Phase 7443852216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.8 33.2 33.2 14.6 38.0 24.0 37.0 37.0 15.2 28.2 Total Split (%) 9.8% 33.2% 33.2% 14.6% 38.0% 24.0% 37.0% 37.0% 15.2% 28.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max None Max Act Effct Green (s) 34.0 28.7 28.7 43.3 35.5 13.8 32.5 32.5 10.7 29.4 Actuated g/C Ratio 0.34 0.29 0.29 0.43 0.36 0.14 0.32 0.32 0.11 0.29 v/c Ratio 0.54 0.94 0.53 0.91 0.74 0.62 0.93 0.37 0.87 0.63 Control Delay 29.6 53.1 5.9 62.6 32.6 46.3 57.5 10.2 83.7 33.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.6 53.1 5.9 62.6 32.6 46.3 57.5 10.2 83.7 33.5 LOS CDAECDEBFC Approach Delay 38.8 38.5 44.4 43.6 Approach LOS D D D D Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 41.0 Intersection LOS: D Intersection Capacity Utilization 89.8% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 2: Woodruff & Lincoln HCM Unsignalized Intersection Capacity Analysis 30: 25th East & Access A 10/24/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 57 19 980 92 22 1040 Future Volume (Veh/h) 57 19 980 92 22 1040 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 61 20 1043 98 23 1106 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1691 570 1141 vC1, stage 1 conf vol 1092 vC2, stage 2 conf vol 599 vCu, unblocked vol 1691 570 1141 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 75 96 96 cM capacity (veh/h) 249 464 608 Direction, Lane # WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 61 20 695 446 23 553 553 Volume Left 61 0 0 0 23 0 0 Volume Right 0 20 0 98 0 0 0 cSH 249 464 1700 1700 608 1700 1700 Volume to Capacity 0.25 0.04 0.41 0.26 0.04 0.33 0.33 Queue Length 95th (ft) 23 300300 Control Delay (s) 24.1 13.1 0.0 0.0 11.2 0.0 0.0 Lane LOS C B B Approach Delay (s) 21.4 0.0 0.2 Approach LOS C Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 40.0% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 6: 25th East & Costco North/Access C 10/24/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 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) 0 0 24 28 0 30 0 1009 92 35 1023 39 Future Volume (Veh/h) 0 0 24 28 0 30 0 1009 92 35 1023 39 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 26 30 0 32 0 1073 98 37 1088 41 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1751 2354 564 1717 2276 536 1129 1171 vC1, stage 1 conf vol 1182 1182 1073 1073 vC2, stage 2 conf vol 568 1171 644 1203 vCu, unblocked vol 1751 2354 564 1717 2276 536 1129 1171 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 94 85 100 93 100 94 cM capacity (veh/h) 171 164 468 200 183 489 615 592 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 0 26 30 32 0 536 536 98 37 725 404 Volume Left 0 0 30 000003700 Volume Right 0 26 0 32 0 0 0 98 0 0 41 cSH 1700 468 200 489 1700 1700 1700 1700 592 1700 1700 Volume to Capacity 0.00 0.06 0.15 0.07 0.00 0.32 0.32 0.06 0.06 0.43 0.24 Queue Length 95th (ft) 0 4 13 50000500 Control Delay (s) 0.0 13.1 26.2 12.9 0.0 0.0 0.0 0.0 11.5 0.0 0.0 Lane LOS A B D B B Approach Delay (s) 13.1 19.3 0.0 0.4 Approach LOS B C Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 9: 25th East & Costco Main/Access D 10/24/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 12.8 Intersection LOS B Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 316 310 1416 1169 Demand Flow Rate, veh/h 322 317 1444 1192 Vehicles Circulating, veh/h 1330 1258 220 354 Vehicles Exiting, veh/h 216 406 1432 1221 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 16.0 18.2 11.8 11.6 Approach LOS C C B B Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT R L TR LT TR LT TR RT Channelized Lane Util 0.342 0.658 0.729 0.271 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 110 212 231 86 679 765 560 632 Cap Entry Lane, veh/h 397 458 424 487 1103 1178 975 1051 Entry HV Adj Factor 0.982 0.981 0.978 0.977 0.980 0.981 0.981 0.980 Flow Entry, veh/h 108 208 226 84 665 750 549 619 Cap Entry, veh/h 390 450 415 476 1081 1155 956 1030 V/C Ratio 0.277 0.462 0.544 0.176 0.616 0.649 0.575 0.601 Control Delay, s/veh 14.1 17.0 21.3 10.1 11.6 11.9 11.6 11.6 LOS BC CB BB BB 95th %tile Queue, veh 1 2 3 1 4 5 4 4 HCM 6th Roundabout 14: 25th East & Iona 06/11/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 47.2 Intersection LOS E Approach EB WB NB SB Entry Lanes 1121 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 447 465 1121 872 Demand Flow Rate, veh/h 456 475 1143 889 Vehicles Circulating, veh/h 1085 939 388 445 Vehicles Exiting, veh/h 249 592 1153 969 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 73.1 46.0 30.2 56.2 Approach LOS F E D F Lane Left Left Left Right Left Designated Moves LTR LTR LT R LTR Assumed Moves LTR LTR LT R LTR RT Channelized Lane Util 1.000 1.000 0.816 0.184 1.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.976 4.544 4.544 4.976 Entry Flow, veh/h 456 475 933 210 889 Cap Entry Lane, veh/h 456 530 998 998 876 Entry HV Adj Factor 0.980 0.980 0.980 0.981 0.981 Flow Entry, veh/h 447 465 915 206 872 Cap Entry, veh/h 447 519 978 979 860 V/C Ratio 0.999 0.897 0.935 0.211 1.014 Control Delay, s/veh 73.1 46.0 35.8 5.7 56.2 LOS F E E A F 95th %tile Queue, veh 13 10 15 1 19 HCM 6th Roundabout 1: Lincoln & 25th East 06/11/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 150.8 Intersection LOS F Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 950 932 1290 1274 Demand Flow Rate, veh/h 969 951 1315 1300 Vehicles Circulating, veh/h 1195 1465 1226 1060 Vehicles Exiting, veh/h 1165 1076 938 1356 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 72.6 164.7 217.9 131.1 Approach LOS FFFF Lane Left Right Bypass Left Right Left Right Left Right Designated Moves LT TR R LT TR LT TR LT TR Assumed Moves LT TR R LT TR LT TR LT TR RT Channelized Free Lane Util 0.470 0.530 0.470 0.530 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 0 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 455 514 1938 447 504 618 697 611 689 Cap Entry Lane, veh/h 450 514 0.980 351 409 437 501 509 577 Entry HV Adj Factor 0.982 0.980 0 0.980 0.980 0.981 0.981 0.980 0.980 Flow Entry, veh/h 447 504 1900 438 494 606 683 599 675 Cap Entry, veh/h 441 504 0.000 344 401 429 491 499 565 V/C Ratio 1.012 1.000 0.0 1.274 1.233 1.414 1.392 1.200 1.195 Control Delay, s/veh 76.8 68.8 A 176.3 154.4 225.0 211.7 134.2 128.3 LOS FF0FFFFFF 95th %tile Queue, veh 13 14 20 21 30 32 22 24 HCM Unsignalized Intersection Capacity Analysis 25: Lincoln 06/11/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 1023 886 15 0 30 Future Volume (Veh/h) 0 1023 886 15 0 30 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1112 963 16 0 33 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 979 1527 490 vC1, stage 1 conf vol 971 vC2, stage 2 conf vol 556 vCu, unblocked vol 979 1527 490 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 94 cM capacity (veh/h) 701 288 524 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 556 556 642 337 33 Volume Left 00000 Volume Right 0 0 0 16 33 cSH 1700 1700 1700 1700 524 Volume to Capacity 0.33 0.33 0.38 0.20 0.06 Queue Length 95th (ft)00005 Control Delay (s) 0.0 0.0 0.0 0.0 12.3 Lane LOS B Approach Delay (s) 0.0 0.0 12.3 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 35.0% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 19: Lincoln & Access F 06/11/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 104 963 797 54 85 144 Future Volume (Veh/h) 104 963 797 54 85 144 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 113 1047 866 59 92 157 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 925 1616 433 vC1, stage 1 conf vol 866 vC2, stage 2 conf vol 750 vCu, unblocked vol 925 1616 433 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 85 65 72 cM capacity (veh/h) 734 265 571 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 SB 2 Volume Total 113 524 524 433 433 59 92 157 Volume Left 113 00000920 Volume Right 00000590157 cSH 734 1700 1700 1700 1700 1700 265 571 Volume to Capacity 0.15 0.31 0.31 0.25 0.25 0.03 0.35 0.28 Queue Length 95th (ft) 14 000003728 Control Delay (s) 10.8 0.0 0.0 0.0 0.0 0.0 25.7 13.7 Lane LOS B D B Approach Delay (s) 1.1 0.0 18.1 Approach LOS C Intersection Summary Average Delay 2.5 Intersection Capacity Utilization 42.5% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 26: Lincoln & Access G 06/11/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 69 975 802 41 36 43 Future Volume (Veh/h) 69 975 802 41 36 43 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 75 1060 872 45 39 47 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 917 1574 458 vC1, stage 1 conf vol 894 vC2, stage 2 conf vol 680 vCu, unblocked vol 917 1574 458 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 90 86 91 cM capacity (veh/h) 740 280 549 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 75 530 530 581 336 39 47 Volume Left 75 0000390 Volume Right 000045047 cSH 740 1700 1700 1700 1700 280 549 Volume to Capacity 0.10 0.31 0.31 0.34 0.20 0.14 0.09 Queue Length 95th (ft)80000127 Control Delay (s) 10.4 0.0 0.0 0.0 0.0 19.9 12.2 Lane LOS B C B Approach Delay (s) 0.7 0.0 15.7 Approach LOS C Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 40.6% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 7: Ammon & Lincoln 06/11/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 18.0 Intersection LOS C Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 783 586 865 907 Demand Flow Rate, veh/h 799 598 883 925 Vehicles Circulating, veh/h 802 1035 860 784 Vehicles Exiting, veh/h 907 708 741 849 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 15.6 16.8 20.3 18.6 Approach LOS CCCC Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT TR LT TR LT TR LT TR RT Channelized Lane Util 0.471 0.529 0.470 0.530 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 376 423 281 317 415 468 435 490 Cap Entry Lane, veh/h 645 718 521 589 612 684 656 729 Entry HV Adj Factor 0.979 0.981 0.980 0.979 0.980 0.980 0.980 0.981 Flow Entry, veh/h 368 415 275 310 407 459 426 481 Cap Entry, veh/h 632 705 510 577 600 670 643 715 V/C Ratio 0.583 0.589 0.539 0.538 0.678 0.685 0.663 0.672 Control Delay, s/veh 16.2 15.1 17.7 16.0 21.1 19.6 19.2 18.1 LOS CC CC CC CC 95th %tile Queue, veh 4 4 3 3 5 5 5 5 Timings 2: Woodruff & Lincoln 06/11/2022 2032 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 104 1005 411 241 815 311 599 244 170 581 Future Volume (vph) 104 1005 411 241 815 311 599 244 170 581 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Protected Phases 7 4 3852 16 Permitted Phases 4 4 8 2 Detector Phase 7443852216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.8 33.2 33.2 14.6 38.0 24.0 37.0 37.0 15.2 28.2 Total Split (%) 9.8% 33.2% 33.2% 14.6% 38.0% 24.0% 37.0% 37.0% 15.2% 28.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max None Max Act Effct Green (s) 34.0 28.7 28.7 43.3 33.5 14.6 32.5 32.5 10.7 28.6 Actuated g/C Ratio 0.34 0.29 0.29 0.43 0.34 0.15 0.32 0.32 0.11 0.29 v/c Ratio 0.64 1.03 0.58 0.99 0.86 0.65 1.03 0.41 0.94 0.71 Control Delay 37.8 72.6 7.4 80.5 38.9 46.1 79.5 11.7 96.8 36.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.8 72.6 7.4 80.5 38.9 46.1 79.5 11.7 96.8 36.6 LOS D E A F D D E B F D Approach Delay 52.6 47.2 56.1 48.6 Approach LOS D D E D Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay: 51.4 Intersection LOS: D Intersection Capacity Utilization 97.1% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 2: Woodruff & Lincoln HCM Unsignalized Intersection Capacity Analysis 30: 25th East & Access A 10/24/2022 2037 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 57 19 1076 65 22 1134 Future Volume (Veh/h) 57 19 1076 65 22 1134 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 61 20 1145 69 23 1206 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1828 607 1214 vC1, stage 1 conf vol 1180 vC2, stage 2 conf vol 649 vCu, unblocked vol 1828 607 1214 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 73 95 96 cM capacity (veh/h) 224 439 570 Direction, Lane # WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 61 20 763 451 23 603 603 Volume Left 61 0 0 0 23 0 0 Volume Right 0 20 0 69 0 0 0 cSH 224 439 1700 1700 570 1700 1700 Volume to Capacity 0.27 0.05 0.45 0.27 0.04 0.35 0.35 Queue Length 95th (ft) 27 400300 Control Delay (s) 27.0 13.6 0.0 0.0 11.6 0.0 0.0 Lane LOS D B B Approach Delay (s) 23.7 0.0 0.2 Approach LOS C Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 41.8% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 6: 25th East & Costco North/Access C 10/24/2022 2037 PM with Site Traffic 9:00 pm 02/28/2022 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) 0 0 27 28 0 30 0 1105 92 35 1113 43 Future Volume (Veh/h) 0 0 27 28 0 30 0 1105 92 35 1113 43 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 29 30 0 32 0 1176 98 37 1184 46 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1901 2555 615 1871 2480 588 1230 1274 vC1, stage 1 conf vol 1281 1281 1176 1176 vC2, stage 2 conf vol 620 1274 695 1304 vCu, unblocked vol 1901 2555 615 1871 2480 588 1230 1274 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 93 83 100 93 100 93 cM capacity (veh/h) 148 143 434 173 161 452 562 541 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 0 29 30 32 0 588 588 98 37 789 441 Volume Left 0 0 30 000003700 Volume Right 0 29 0 32 0 0 0 98 0 0 46 cSH 1700 434 173 452 1700 1700 1700 1700 541 1700 1700 Volume to Capacity 0.00 0.07 0.17 0.07 0.00 0.35 0.35 0.06 0.07 0.46 0.26 Queue Length 95th (ft) 0 5 15 60000500 Control Delay (s) 0.0 13.9 30.1 13.6 0.0 0.0 0.0 0.0 12.1 0.0 0.0 Lane LOS A B D B B Approach Delay (s) 13.9 21.6 0.0 0.4 Approach LOS B C Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 9: 25th East & Costco Main/Access D 10/24/2022 2037 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 14.7 Intersection LOS B Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 337 310 1522 1270 Demand Flow Rate, veh/h 344 317 1553 1295 Vehicles Circulating, veh/h 1423 1367 220 367 Vehicles Exiting, veh/h 239 406 1547 1317 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 19.8 22.1 13.2 13.3 Approach LOS C C B B Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT R L TR LT TR LT TR RT Channelized Lane Util 0.320 0.680 0.729 0.271 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 110 234 231 86 730 823 609 686 Cap Entry Lane, veh/h 365 424 384 444 1103 1178 963 1039 Entry HV Adj Factor 0.982 0.979 0.978 0.977 0.980 0.980 0.980 0.981 Flow Entry, veh/h 108 229 226 84 715 807 597 673 Cap Entry, veh/h 358 415 376 434 1080 1155 944 1020 V/C Ratio 0.302 0.552 0.602 0.194 0.662 0.699 0.632 0.660 Control Delay, s/veh 15.9 21.6 26.1 11.2 12.9 13.5 13.3 13.4 LOS CC DB BB BB 95th %tile Queue, veh 1 3 4 1 5 6 5 5 HCM 6th Roundabout 14: 25th East & Iona 10/24/2022 2037 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 85.0 Intersection LOS F Approach EB WB NB SB Entry Lanes 1121 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 490 509 1198 952 Demand Flow Rate, veh/h 500 519 1222 970 Vehicles Circulating, veh/h 1182 998 429 484 Vehicles Exiting, veh/h 272 653 1253 1033 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 145.1 81.0 48.6 102.0 Approach LOS F F E F Lane Left Left Left Right Left Designated Moves LTR LTR LT R LTR Assumed Moves LTR LTR LT R LTR RT Channelized Lane Util 1.000 1.000 0.811 0.189 1.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.976 4.544 4.544 4.976 Entry Flow, veh/h 500 519 991 231 970 Cap Entry Lane, veh/h 413 499 961 961 842 Entry HV Adj Factor 0.980 0.981 0.981 0.978 0.981 Flow Entry, veh/h 490 509 972 226 952 Cap Entry, veh/h 405 489 942 940 826 V/C Ratio 1.210 1.041 1.031 0.240 1.152 Control Delay, s/veh 145.1 81.0 58.5 6.2 102.0 LOS F F F A F 95th %tile Queue, veh 20 15 21 1 28 HCM 6th Roundabout 1: Lincoln & 25th East 10/24/2022 2037 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 271.9 Intersection LOS F Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 1032 1037 1412 1439 Demand Flow Rate, veh/h 1053 1057 1441 1468 Vehicles Circulating, veh/h 1324 1599 1347 1183 Vehicles Exiting, veh/h 1327 1189 1030 1473 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 149.2 298.3 353.0 261.3 Approach LOS FFFF Lane Left Right Bypass Left Right Left Right Left Right Designated Moves LT TR R LT TR LT TR LT TR Assumed Moves LT TR R LT TR LT TR LT TR RT Channelized Free Lane Util 0.470 0.530 0.470 0.530 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 0 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 495 558 1938 497 560 677 764 690 778 Cap Entry Lane, veh/h 399 461 0.980 310 365 391 452 455 519 Entry HV Adj Factor 0.980 0.980 0 0.980 0.981 0.980 0.980 0.980 0.980 Flow Entry, veh/h 485 547 1900 487 549 664 748 676 763 Cap Entry, veh/h 391 452 0.000 304 358 383 443 446 509 V/C Ratio 1.240 1.211 0.0 1.603 1.535 1.732 1.691 1.518 1.498 Control Delay, s/veh 157.7 141.7 A 316.6 282.0 364.5 342.8 267.7 255.6 LOS FF0FFFFFF 95th %tile Queue, veh 21 21 29 31 41 45 36 39 HCM Unsignalized Intersection Capacity Analysis 25: Lincoln 10/24/2022 2037 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 1131 976 15 0 30 Future Volume (Veh/h) 0 1131 976 15 0 30 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1229 1061 16 0 33 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1077 1684 538 vC1, stage 1 conf vol 1069 vC2, stage 2 conf vol 614 vCu, unblocked vol 1077 1684 538 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 93 cM capacity (veh/h) 643 256 487 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 614 614 707 370 33 Volume Left 00000 Volume Right 0 0 0 16 33 cSH 1700 1700 1700 1700 487 Volume to Capacity 0.36 0.36 0.42 0.22 0.07 Queue Length 95th (ft)00005 Control Delay (s) 0.0 0.0 0.0 0.0 12.9 Lane LOS B Approach Delay (s) 0.0 0.0 12.9 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 37.5% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 19: Lincoln & Access F 10/24/2022 2037 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 104 1038 847 54 85 144 Future Volume (Veh/h) 104 1038 847 54 85 144 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 113 1128 921 59 92 157 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 980 1711 460 vC1, stage 1 conf vol 921 vC2, stage 2 conf vol 790 vCu, unblocked vol 980 1711 460 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 84 63 71 cM capacity (veh/h) 700 247 548 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 SB 2 Volume Total 113 564 564 460 460 59 92 157 Volume Left 113 00000920 Volume Right 00000590157 cSH 700 1700 1700 1700 1700 1700 247 548 Volume to Capacity 0.16 0.33 0.33 0.27 0.27 0.03 0.37 0.29 Queue Length 95th (ft) 14 000004129 Control Delay (s) 11.1 0.0 0.0 0.0 0.0 0.0 28.0 14.2 Lane LOS B D B Approach Delay (s) 1.0 0.0 19.3 Approach LOS C Intersection Summary Average Delay 2.5 Intersection Capacity Utilization 43.9% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 26: Lincoln & Access G 10/24/2022 2037 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 69 1054 858 41 36 43 Future Volume (Veh/h) 69 1054 858 41 36 43 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 75 1146 933 45 39 47 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 978 1678 489 vC1, stage 1 conf vol 956 vC2, stage 2 conf vol 723 vCu, unblocked vol 978 1678 489 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 89 85 91 cM capacity (veh/h) 701 259 525 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 75 573 573 622 356 39 47 Volume Left 75 0000390 Volume Right 000045047 cSH 701 1700 1700 1700 1700 259 525 Volume to Capacity 0.11 0.34 0.34 0.37 0.21 0.15 0.09 Queue Length 95th (ft)90000137 Control Delay (s) 10.7 0.0 0.0 0.0 0.0 21.3 12.5 Lane LOS B C B Approach Delay (s) 0.7 0.0 16.5 Approach LOS C Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 42.2% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 7: Ammon & Lincoln 10/24/2022 2037 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 25.0 Intersection LOS D Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 851 637 949 994 Demand Flow Rate, veh/h 868 650 968 1013 Vehicles Circulating, veh/h 885 1129 935 848 Vehicles Exiting, veh/h 976 774 818 931 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 20.8 22.1 29.7 25.9 Approach LOS CCDD Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT TR LT TR LT TR LT TR RT Channelized Lane Util 0.470 0.530 0.471 0.529 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 408 460 306 344 455 513 476 537 Cap Entry Lane, veh/h 598 669 478 544 571 641 619 691 Entry HV Adj Factor 0.981 0.981 0.978 0.981 0.980 0.981 0.981 0.981 Flow Entry, veh/h 400 451 299 338 446 503 467 527 Cap Entry, veh/h 587 656 468 534 560 629 607 677 V/C Ratio 0.682 0.687 0.640 0.633 0.797 0.800 0.769 0.778 Control Delay, s/veh 21.7 20.1 23.6 20.8 31.0 28.6 26.8 25.2 LOS CC CC DD DD 95th %tile Queue, veh 5 5 4 4 8 8 7 8 Timings 2: Woodruff & Lincoln 10/24/2022 2037 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 114 1100 454 263 892 343 661 267 184 642 Future Volume (vph) 114 1100 454 263 892 343 661 267 184 642 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Protected Phases 7 4 3852 16 Permitted Phases 4 4 8 2 Detector Phase 7443852216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.8 33.2 33.2 14.6 38.0 24.0 37.0 37.0 15.2 28.2 Total Split (%) 9.8% 33.2% 33.2% 14.6% 38.0% 24.0% 37.0% 37.0% 15.2% 28.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max None Max Act Effct Green (s) 34.0 28.7 28.7 43.3 33.5 15.6 32.5 32.5 10.7 27.6 Actuated g/C Ratio 0.34 0.29 0.29 0.43 0.34 0.16 0.32 0.32 0.11 0.28 v/c Ratio 0.71 1.13 0.64 1.08 0.94 0.67 1.14 0.44 1.02 0.82 Control Delay 43.6 105.1 10.5 105.9 47.0 45.9 114.1 13.2 115.7 41.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.6 105.1 10.5 105.9 47.0 45.9 114.1 13.2 115.7 41.8 LOS D F B F D D F B F D Approach Delay 75.1 58.8 74.5 56.3 Approach LOS E E E E Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Natural Cycle: 130 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.14 Intersection Signal Delay: 67.4 Intersection LOS: E Intersection Capacity Utilization 105.0% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 2: Woodruff & Lincoln HCM Unsignalized Intersection Capacity Analysis 30: 25th East & Access A 10/24/2022 2027 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 72 24 803 80 28 1076 Future Volume (Veh/h) 72 24 803 80 28 1076 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 74 25 828 82 29 1109 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1482 455 910 vC1, stage 1 conf vol 869 vC2, stage 2 conf vol 612 vCu, unblocked vol 1482 455 910 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 76 95 96 cM capacity (veh/h) 306 552 744 Direction, Lane # WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 74 25 552 358 29 554 554 Volume Left 74 0 0 0 29 0 0 Volume Right 0 25 0 82 0 0 0 cSH 306 552 1700 1700 744 1700 1700 Volume to Capacity 0.24 0.05 0.32 0.21 0.04 0.33 0.33 Queue Length 95th (ft) 23 400300 Control Delay (s) 20.5 11.8 0.0 0.0 10.0 0.0 0.0 Lane LOS C B B Approach Delay (s) 18.3 0.0 0.3 Approach LOS C Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 40.4% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 6: 25th East & Costco North/Access C 10/24/2022 2027 Saturday with Site Buildout 9:00 pm 02/28/2022 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) 0 0 40 39 0 49 0 836 105 55 1060 33 Future Volume (Veh/h) 0 0 40 39 0 49 0 836 105 55 1060 33 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 0 0 41 40 0 51 0 862 108 57 1093 34 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1706 2194 564 1564 2103 431 1127 970 vC1, stage 1 conf vol 1224 1224 862 862 vC2, stage 2 conf vol 482 970 702 1241 vCu, unblocked vol 1706 2194 564 1564 2103 431 1127 970 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 91 83 100 91 100 92 cM capacity (veh/h) 161 175 469 232 191 573 616 706 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 0 41 40 51 0 431 431 108 57 729 398 Volume Left 0 0 40 000005700 Volume Right 0 41 0 51 0 0 0 108 0 0 34 cSH 1700 469 232 573 1700 1700 1700 1700 706 1700 1700 Volume to Capacity 0.00 0.09 0.17 0.09 0.00 0.25 0.25 0.06 0.08 0.43 0.23 Queue Length 95th (ft) 0 7 15 70000700 Control Delay (s) 0.0 13.4 23.8 11.9 0.0 0.0 0.0 0.0 10.5 0.0 0.0 Lane LOS A B C B B Approach Delay (s) 13.4 17.1 0.0 0.5 Approach LOS B C Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 52.5% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 9: 25th East & Costco Main/Access D 10/24/2022 2027 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 12.2 Intersection LOS B Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 268 362 1301 1175 Demand Flow Rate, veh/h 273 369 1327 1199 Vehicles Circulating, veh/h 1345 1036 197 416 Vehicles Exiting, veh/h 269 488 1421 989 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 15.6 14.5 10.1 13.1 Approach LOS C B B B Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT R L TR LT TR LT TR RT Channelized Lane Util 0.256 0.744 0.724 0.276 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 70 203 267 102 624 703 564 635 Cap Entry Lane, veh/h 392 453 520 589 1126 1201 921 997 Entry HV Adj Factor 0.986 0.980 0.981 0.980 0.980 0.981 0.979 0.981 Flow Entry, veh/h 69 199 262 100 611 690 552 623 Cap Entry, veh/h 386 444 511 577 1103 1178 902 978 V/C Ratio 0.179 0.448 0.513 0.173 0.554 0.585 0.613 0.637 Control Delay, s/veh 12.2 16.8 16.8 8.4 10.0 10.2 13.2 13.1 LOS BC CA BB BB 95th %tile Queue, veh 1 2 3 1 4 4 4 5 HCM 6th Roundabout 14: 25th East & Iona 06/11/2022 2027 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 33.4 Intersection LOS D Approach EB WB NB SB Entry Lanes 1121 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 270 440 889 916 Demand Flow Rate, veh/h 276 449 906 935 Vehicles Circulating, veh/h 1143 735 221 425 Vehicles Exiting, veh/h 217 392 1198 759 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 25.8 20.6 10.1 64.4 Approach LOS D C B F Lane Left Left Left Right Left Designated Moves LTR LTR LT R LTR Assumed Moves LTR LTR LT R LTR RT Channelized Lane Util 1.000 1.000 0.807 0.193 1.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.976 4.544 4.544 4.976 Entry Flow, veh/h 276 449 731 175 935 Cap Entry Lane, veh/h 430 652 1161 1161 895 Entry HV Adj Factor 0.980 0.980 0.981 0.983 0.980 Flow Entry, veh/h 270 440 717 172 916 Cap Entry, veh/h 421 639 1139 1141 877 V/C Ratio 0.642 0.689 0.629 0.151 1.045 Control Delay, s/veh 25.8 20.6 11.5 4.5 64.4 LOS D C B A F 95th %tile Queue, veh 4 5 5 1 21 HCM 6th Roundabout 1: Lincoln & 25th East 06/11/2022 2027 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 95.4 Intersection LOS F Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 714 1009 1099 1390 Demand Flow Rate, veh/h 728 1029 1121 1418 Vehicles Circulating, veh/h 1284 1260 1053 961 Vehicles Exiting, veh/h 1095 914 959 1328 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 40.0 113.0 73.6 128.2 Approach LOS E F F F Lane Left Right Bypass Left Right Left Right Left Right Designated Moves LT TR R LT TR LT TR LT TR Assumed Moves LT TR R LT TR LT TR LT TR RT Channelized Free Lane Util 0.470 0.530 0.470 0.530 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 0 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 342 386 1938 484 545 527 594 666 752 Cap Entry Lane, veh/h 414 477 0.980 424 487 512 580 558 627 Entry HV Adj Factor 0.981 0.980 0 0.980 0.981 0.980 0.981 0.981 0.980 Flow Entry, veh/h 335 378 1900 474 535 516 582 653 737 Cap Entry, veh/h 406 467 0.000 415 477 502 569 547 615 V/C Ratio 0.825 0.810 0.0 1.143 1.120 1.028 1.024 1.194 1.199 Control Delay, s/veh 43.2 37.1 A 119.9 106.9 76.5 71.0 129.1 127.4 LOS EE0FFFFFF 95th %tile Queue, veh 8 8 18 18 15 16 24 26 HCM Unsignalized Intersection Capacity Analysis 32: Lincoln 06/11/2022 2027 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 869 946 20 0 32 Future Volume (Veh/h) 0 869 946 20 0 32 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 0 896 975 21 0 33 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 996 1434 498 vC1, stage 1 conf vol 986 vC2, stage 2 conf vol 448 vCu, unblocked vol 996 1434 498 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 94 cM capacity (veh/h) 690 294 518 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 448 448 650 346 33 Volume Left 00000 Volume Right 0 0 0 21 33 cSH 1700 1700 1700 1700 518 Volume to Capacity 0.26 0.26 0.38 0.20 0.06 Queue Length 95th (ft)00005 Control Delay (s) 0.0 0.0 0.0 0.0 12.4 Lane LOS B Approach Delay (s) 0.0 0.0 12.4 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 36.8% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 19: Lincoln & Access F 06/11/2022 2027 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 129 744 783 94 120 185 Future Volume (Veh/h) 129 744 783 94 120 185 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 133 767 807 97 124 191 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 904 1456 404 vC1, stage 1 conf vol 807 vC2, stage 2 conf vol 650 vCu, unblocked vol 904 1456 404 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 82 57 68 cM capacity (veh/h) 748 291 597 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 SB 2 Volume Total 133 384 384 404 404 97 124 191 Volume Left 133 000001240 Volume Right 00000970191 cSH 748 1700 1700 1700 1700 1700 291 597 Volume to Capacity 0.18 0.23 0.23 0.24 0.24 0.06 0.43 0.32 Queue Length 95th (ft) 16 000005134 Control Delay (s) 10.9 0.0 0.0 0.0 0.0 0.0 26.2 13.9 Lane LOS B D B Approach Delay (s) 1.6 0.0 18.7 Approach LOS C Intersection Summary Average Delay 3.5 Intersection Capacity Utilization 45.4% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 26: Lincoln & Access G 06/11/2022 2027 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 70 793 826 38 51 52 Future Volume (Veh/h) 70 793 826 38 51 52 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 72 818 852 39 53 54 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 891 1424 446 vC1, stage 1 conf vol 872 vC2, stage 2 conf vol 553 vCu, unblocked vol 891 1424 446 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 90 83 90 cM capacity (veh/h) 757 307 560 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 72 409 409 568 323 53 54 Volume Left 72 0000530 Volume Right 000039054 cSH 757 1700 1700 1700 1700 307 560 Volume to Capacity 0.10 0.24 0.24 0.33 0.19 0.17 0.10 Queue Length 95th (ft)80000158 Control Delay (s) 10.3 0.0 0.0 0.0 0.0 19.2 12.1 Lane LOS B C B Approach Delay (s) 0.8 0.0 15.6 Approach LOS C Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 41.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 7: Ammon & Lincoln 06/11/2022 2027 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 10.4 Intersection LOS B Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 649 538 622 641 Demand Flow Rate, veh/h 662 549 635 654 Vehicles Circulating, veh/h 512 762 690 775 Vehicles Exiting, veh/h 917 563 484 536 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 8.5 10.4 10.5 12.1 Approach LOS ABBB Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT TR LT TR LT TR LT TR RT Channelized Lane Util 0.470 0.530 0.470 0.530 0.469 0.531 0.469 0.531 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 311 351 258 291 298 337 307 347 Cap Entry Lane, veh/h 843 919 670 743 716 790 662 735 Entry HV Adj Factor 0.982 0.981 0.981 0.981 0.982 0.979 0.982 0.979 Flow Entry, veh/h 305 344 253 285 293 330 301 340 Cap Entry, veh/h 827 901 657 729 702 773 650 720 V/C Ratio 0.369 0.382 0.385 0.392 0.416 0.427 0.464 0.472 Control Delay, s/veh 8.7 8.4 10.8 10.0 10.8 10.2 12.6 11.8 LOS AA BB BB BB 95th %tile Queue, veh 2 2 2 2 2 2 2 3 Timings 2: Woodruff & Lincoln 06/11/2022 2027 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 41 799 356 274 742 296 378 267 124 563 Future Volume (vph) 41 799 356 274 742 296 378 267 124 563 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Protected Phases 7 4 3852 16 Permitted Phases 4 4 8 2 Detector Phase 7443852216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.6 32.5 32.5 10.0 32.9 19.9 35.0 35.0 12.5 27.6 Total Split (%) 10.7% 36.1% 36.1% 11.1% 36.6% 22.1% 38.9% 38.9% 13.9% 30.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Max Max Max Max Max Max Max Max Max Max Act Effct Green (s) 33.1 28.0 28.0 33.9 28.4 15.4 30.5 30.5 8.0 23.1 Actuated g/C Ratio 0.37 0.31 0.31 0.38 0.32 0.17 0.34 0.34 0.09 0.26 v/c Ratio 0.24 0.77 0.52 1.52 0.83 1.04 0.64 0.43 0.84 0.72 Control Delay 18.9 33.8 7.2 282.6 35.8 102.0 30.6 10.6 81.9 35.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.9 33.8 7.2 282.6 35.8 102.0 30.6 10.6 81.9 35.4 LOS B C A F D F C B F D Approach Delay 25.4 95.0 47.4 43.2 Approach LOS C F D D Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Pretimed Maximum v/c Ratio: 1.52 Intersection Signal Delay: 53.6 Intersection LOS: D Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 2: Woodruff & Lincoln HCM Unsignalized Intersection Capacity Analysis 30: 25th East & Access A 10/24/2022 2032 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 72 24 865 80 28 1163 Future Volume (Veh/h) 72 24 865 80 28 1163 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 74 25 892 82 29 1199 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1590 487 974 vC1, stage 1 conf vol 933 vC2, stage 2 conf vol 658 vCu, unblocked vol 1590 487 974 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 74 95 96 cM capacity (veh/h) 282 526 704 Direction, Lane # WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 74 25 595 379 29 600 600 Volume Left 74 0 0 0 29 0 0 Volume Right 0 25 0 82 0 0 0 cSH 282 526 1700 1700 704 1700 1700 Volume to Capacity 0.26 0.05 0.35 0.22 0.04 0.35 0.35 Queue Length 95th (ft) 26 400300 Control Delay (s) 22.2 12.2 0.0 0.0 10.3 0.0 0.0 Lane LOS C B B Approach Delay (s) 19.7 0.0 0.2 Approach LOS C Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 6: 25th East & Costco North/Access C 10/24/2022 2032 Saturday with Site Buildout 9:00 pm 02/28/2022 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) 0 0 44 39 0 49 0 898 105 55 1144 37 Future Volume (Veh/h) 0 0 44 39 0 49 0 898 105 55 1144 37 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 0 0 45 40 0 51 0 926 108 57 1179 38 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1826 2346 608 1674 2257 463 1217 1034 vC1, stage 1 conf vol 1312 1312 926 926 vC2, stage 2 conf vol 514 1034 748 1331 vCu, unblocked vol 1826 2346 608 1674 2257 463 1217 1034 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 90 81 100 91 100 91 cM capacity (veh/h) 142 158 438 210 172 546 569 668 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 0 45 40 51 0 463 463 108 57 786 431 Volume Left 0 0 40 000005700 Volume Right 0 45 0 51 0 0 0 108 0 0 38 cSH 1700 438 210 546 1700 1700 1700 1700 668 1700 1700 Volume to Capacity 0.00 0.10 0.19 0.09 0.00 0.27 0.27 0.06 0.09 0.46 0.25 Queue Length 95th (ft) 0 9 17 80000700 Control Delay (s) 0.0 14.1 26.2 12.3 0.0 0.0 0.0 0.0 10.9 0.0 0.0 Lane LOS A B D B B Approach Delay (s) 14.1 18.4 0.0 0.5 Approach LOS B C Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 55.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 9: 25th East & Costco Main/Access D 10/24/2022 2032 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 13.9 Intersection LOS B Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 296 362 1374 1265 Demand Flow Rate, veh/h 302 369 1401 1291 Vehicles Circulating, veh/h 1424 1118 205 432 Vehicles Exiting, veh/h 298 488 1521 1055 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 18.9 16.5 11.0 15.2 Approach LOS C C B C Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT R L TR LT TR LT TR RT Channelized Lane Util 0.258 0.742 0.724 0.276 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 78 224 267 102 658 743 607 684 Cap Entry Lane, veh/h 364 423 483 549 1118 1193 907 984 Entry HV Adj Factor 0.974 0.982 0.981 0.980 0.981 0.980 0.979 0.980 Flow Entry, veh/h 76 220 262 100 646 728 594 670 Cap Entry, veh/h 355 416 474 538 1097 1169 888 964 V/C Ratio 0.214 0.529 0.553 0.186 0.589 0.623 0.669 0.695 Control Delay, s/veh 14.0 20.6 19.4 9.1 10.8 11.1 15.2 15.3 LOS B C C A B B C C 95th %tile Queue, veh 1 3 3 1 4 5 5 6 HCM 6th Roundabout 14: 25th East & Iona 06/11/2022 2032 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 53.0 Intersection LOS F Approach EB WB NB SB Entry Lanes 1121 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 292 481 955 993 Demand Flow Rate, veh/h 298 490 974 1013 Vehicles Circulating, veh/h 1237 790 243 458 Vehicles Exiting, veh/h 234 427 1292 822 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 37.8 29.0 11.8 108.8 Approach LOS E D B F Lane Left Left Left Right Left Designated Moves LTR LTR LT R LTR Assumed Moves LTR LTR LT R LTR RT Channelized Lane Util 1.000 1.000 0.806 0.194 1.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.976 4.544 4.544 4.976 Entry Flow, veh/h 298 490 785 189 1013 Cap Entry Lane, veh/h 391 616 1138 1138 865 Entry HV Adj Factor 0.980 0.981 0.981 0.979 0.980 Flow Entry, veh/h 292 481 770 185 993 Cap Entry, veh/h 383 605 1116 1114 848 V/C Ratio 0.763 0.795 0.690 0.166 1.171 Control Delay, s/veh 37.8 29.0 13.5 4.7 108.8 LOS E D B A F 95th %tile Queue, veh 6 8 6 1 30 HCM 6th Roundabout 1: Lincoln & 25th East 06/11/2022 2032 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 151.7 Intersection LOS F Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 759 1061 1196 1489 Demand Flow Rate, veh/h 774 1082 1219 1519 Vehicles Circulating, veh/h 1376 1357 1108 1039 Vehicles Exiting, veh/h 1182 970 1042 1400 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 63.7 177.9 122.7 201.2 Approach LOS FFFF Lane Left Right Bypass Left Right Left Right Left Right Designated Moves LT TR R LT TR LT TR LT TR Assumed Moves LT TR R LT TR LT TR LT TR RT Channelized Free Lane Util 0.470 0.530 0.470 0.530 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 0 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 364 410 1938 509 573 573 646 714 805 Cap Entry Lane, veh/h 381 441 0.980 387 448 487 554 519 587 Entry HV Adj Factor 0.980 0.981 0 0.980 0.982 0.981 0.981 0.980 0.980 Flow Entry, veh/h 357 402 1900 499 562 562 634 700 789 Cap Entry, veh/h 373 432 0.000 380 440 478 543 509 576 V/C Ratio 0.956 0.930 0.0 1.314 1.279 1.176 1.167 1.376 1.371 Control Delay, s/veh 69.8 58.3 A 188.0 169.0 126.8 119.1 203.9 198.8 LOS FF0FFFFFF 95th %tile Queue, veh 11 11 23 24 21 22 32 35 HCM Unsignalized Intersection Capacity Analysis 32: Lincoln 06/11/2022 2032 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 922 998 20 0 32 Future Volume (Veh/h) 0 922 998 20 0 32 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 0 951 1029 21 0 33 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1050 1515 525 vC1, stage 1 conf vol 1040 vC2, stage 2 conf vol 476 vCu, unblocked vol 1050 1515 525 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 93 cM capacity (veh/h) 659 276 497 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 476 476 686 364 33 Volume Left 00000 Volume Right 0 0 0 21 33 cSH 1700 1700 1700 1700 497 Volume to Capacity 0.28 0.28 0.40 0.21 0.07 Queue Length 95th (ft)00005 Control Delay (s) 0.0 0.0 0.0 0.0 12.8 Lane LOS B Approach Delay (s) 0.0 0.0 12.8 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 38.2% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 19: Lincoln & Access F 06/11/2022 2032 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 129 797 835 94 120 185 Future Volume (Veh/h) 129 797 835 94 120 185 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 133 822 861 97 124 191 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 958 1538 430 vC1, stage 1 conf vol 861 vC2, stage 2 conf vol 677 vCu, unblocked vol 958 1538 430 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 81 55 67 cM capacity (veh/h) 714 273 573 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 SB 2 Volume Total 133 411 411 430 430 97 124 191 Volume Left 133 000001240 Volume Right 00000970191 cSH 714 1700 1700 1700 1700 1700 273 573 Volume to Capacity 0.19 0.24 0.24 0.25 0.25 0.06 0.45 0.33 Queue Length 95th (ft) 17 000005636 Control Delay (s) 11.2 0.0 0.0 0.0 0.0 0.0 28.6 14.4 Lane LOS B D B Approach Delay (s) 1.6 0.0 20.0 Approach LOS C Intersection Summary Average Delay 3.5 Intersection Capacity Utilization 46.9% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 26: Lincoln & Access G 06/11/2022 2032 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 70 846 878 38 51 52 Future Volume (Veh/h) 70 846 878 38 51 52 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 72 872 905 39 53 54 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 944 1504 472 vC1, stage 1 conf vol 924 vC2, stage 2 conf vol 580 vCu, unblocked vol 944 1504 472 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 90 82 90 cM capacity (veh/h) 722 288 538 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 72 436 436 603 341 53 54 Volume Left 72 0000530 Volume Right 000039054 cSH 722 1700 1700 1700 1700 288 538 Volume to Capacity 0.10 0.26 0.26 0.35 0.20 0.18 0.10 Queue Length 95th (ft)80000178 Control Delay (s) 10.5 0.0 0.0 0.0 0.0 20.3 12.4 Lane LOS B C B Approach Delay (s) 0.8 0.0 16.3 Approach LOS C Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 42.7% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 7: Ammon & Lincoln 06/11/2022 2032 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 11.9 Intersection LOS B Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 691 577 675 696 Demand Flow Rate, veh/h 705 589 688 711 Vehicles Circulating, veh/h 565 819 736 825 Vehicles Exiting, veh/h 971 605 534 583 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 9.6 11.9 12.0 14.2 Approach LOS ABBB Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT TR LT TR LT TR LT TR RT Channelized Lane Util 0.470 0.530 0.470 0.530 0.469 0.531 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 331 374 277 312 323 365 334 377 Cap Entry Lane, veh/h 803 878 635 708 686 760 632 704 Entry HV Adj Factor 0.981 0.979 0.979 0.980 0.982 0.980 0.980 0.979 Flow Entry, veh/h 325 366 271 306 317 358 327 369 Cap Entry, veh/h 788 860 622 694 674 744 619 689 V/C Ratio 0.412 0.426 0.436 0.441 0.471 0.481 0.529 0.535 Control Delay, s/veh 9.8 9.4 12.4 11.4 12.4 11.6 14.8 13.7 LOS AA BB BB BB 95th %tile Queue, veh 2 2 2 2 3 3 3 3 Timings 2: Woodruff & Lincoln 06/11/2022 2032 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 45 866 393 298 805 327 417 289 131 622 Future Volume (vph) 45 866 393 298 805 327 417 289 131 622 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Protected Phases 7 4 3852 16 Permitted Phases 4 4 8 2 Detector Phase 7443852216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.6 32.5 32.5 10.0 32.9 19.9 35.0 35.0 12.5 27.6 Total Split (%) 10.7% 36.1% 36.1% 11.1% 36.6% 22.1% 38.9% 38.9% 13.9% 30.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Max Max Max Max Max Max Max Max Max Max Act Effct Green (s) 33.1 28.0 28.0 33.9 28.4 15.4 30.5 30.5 8.0 23.1 Actuated g/C Ratio 0.37 0.31 0.31 0.38 0.32 0.17 0.34 0.34 0.09 0.26 v/c Ratio 0.26 0.84 0.58 1.66 0.90 1.15 0.70 0.47 0.89 0.80 Control Delay 19.3 37.1 9.9 340.3 41.2 135.6 33.0 12.5 89.8 38.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.3 37.1 9.9 340.3 41.2 135.6 33.0 12.5 89.8 38.6 LOS B D A F D F C B F D Approach Delay 28.3 113.4 59.8 46.9 Approach LOS C F E D Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 100 Control Type: Pretimed Maximum v/c Ratio: 1.66 Intersection Signal Delay: 63.1 Intersection LOS: E Intersection Capacity Utilization 92.5% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 2: Woodruff & Lincoln HCM Unsignalized Intersection Capacity Analysis 30: 25th East & Access A 10/24/2022 2037 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 72 24 934 80 28 1260 Future Volume (Veh/h) 72 24 934 80 28 1260 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 74 25 963 82 29 1299 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1712 522 1045 vC1, stage 1 conf vol 1004 vC2, stage 2 conf vol 708 vCu, unblocked vol 1712 522 1045 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 71 95 96 cM capacity (veh/h) 258 499 661 Direction, Lane # WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 74 25 642 403 29 650 650 Volume Left 74 0 0 0 29 0 0 Volume Right 0 25 0 82 0 0 0 cSH 258 499 1700 1700 661 1700 1700 Volume to Capacity 0.29 0.05 0.38 0.24 0.04 0.38 0.38 Queue Length 95th (ft) 29 400300 Control Delay (s) 24.5 12.6 0.0 0.0 10.7 0.0 0.0 Lane LOS C B B Approach Delay (s) 21.5 0.0 0.2 Approach LOS C Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 45.5% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 9: 25th East & Costco Main/Access D 10/24/2022 2037 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 16.5 Intersection LOS C Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 328 362 1454 1365 Demand Flow Rate, veh/h 335 369 1483 1393 Vehicles Circulating, veh/h 1513 1209 214 450 Vehicles Exiting, veh/h 329 488 1634 1128 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 24.4 19.4 12.1 18.4 Approach LOS C C B C Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT R L TR LT TR LT TR RT Channelized Lane Util 0.260 0.740 0.724 0.276 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 87 248 267 102 697 786 655 738 Cap Entry Lane, veh/h 336 392 444 508 1109 1184 892 969 Entry HV Adj Factor 0.977 0.980 0.981 0.980 0.980 0.980 0.980 0.980 Flow Entry, veh/h 85 243 262 100 683 770 642 723 Cap Entry, veh/h 328 384 436 498 1087 1160 874 950 V/C Ratio 0.259 0.632 0.601 0.201 0.629 0.664 0.734 0.762 Control Delay, s/veh 16.1 27.3 23.0 10.0 11.9 12.3 18.2 18.6 LOS CD CB BB CC 95th %tile Queue, veh 1 4 4 1 5 5 7 8 HCM Unsignalized Intersection Capacity Analysis 6: 25th East & Costco North/Access C 10/24/2022 2037 Saturday with Site Buildout 9:00 pm 02/28/2022 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) 0 0 48 39 0 49 0 967 105 55 1236 40 Future Volume (Veh/h) 0 0 48 39 0 49 0 967 105 55 1236 40 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 0 0 49 40 0 51 0 997 108 57 1274 41 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1958 2514 658 1797 2426 498 1315 1105 vC1, stage 1 conf vol 1408 1408 997 997 vC2, stage 2 conf vol 550 1105 800 1429 vCu, unblocked vol 1958 2514 658 1797 2426 498 1315 1105 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 88 79 100 90 100 91 cM capacity (veh/h) 123 140 407 188 154 517 522 628 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 0 49 40 51 0 498 498 108 57 849 466 Volume Left 0 0 40 000005700 Volume Right 0 49 0 51 0 0 0 108 0 0 41 cSH 1700 407 188 517 1700 1700 1700 1700 628 1700 1700 Volume to Capacity 0.00 0.12 0.21 0.10 0.00 0.29 0.29 0.06 0.09 0.50 0.27 Queue Length 95th (ft) 0 10 19 80000700 Control Delay (s) 0.0 15.0 29.2 12.7 0.0 0.0 0.0 0.0 11.3 0.0 0.0 Lane LOS A C D B B Approach Delay (s) 15.0 20.0 0.0 0.5 Approach LOS C C Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 57.6% ICU Level of Service B Analysis Period (min) 15 HCM 6th Roundabout 14: 25th East & Iona 10/24/2022 2037 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 83.0 Intersection LOS F Approach EB WB NB SB Entry Lanes 1121 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 317 525 1019 1079 Demand Flow Rate, veh/h 323 536 1039 1101 Vehicles Circulating, veh/h 1343 841 268 496 Vehicles Exiting, veh/h 254 466 1398 881 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 65.5 46.2 14.1 171.1 Approach LOS F E B F Lane Left Left Left Right Left Designated Moves LTR LTR LT R LTR Assumed Moves LTR LTR LT R LTR RT Channelized Lane Util 1.000 1.000 0.805 0.195 1.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.976 4.544 4.544 4.976 Entry Flow, veh/h 323 536 836 203 1101 Cap Entry Lane, veh/h 351 585 1113 1113 832 Entry HV Adj Factor 0.980 0.980 0.981 0.980 0.980 Flow Entry, veh/h 317 525 820 199 1079 Cap Entry, veh/h 344 574 1091 1091 816 V/C Ratio 0.921 0.916 0.751 0.182 1.323 Control Delay, s/veh 65.5 46.2 16.3 4.9 171.1 LOS F E C A F 95th %tile Queue, veh 9 11 7 1 42 HCM 6th Roundabout 1: Lincoln & 25th East 10/24/2022 2037 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 233.3 Intersection LOS F Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 810 1121 1304 1601 Demand Flow Rate, veh/h 826 1144 1330 1634 Vehicles Circulating, veh/h 1482 1467 1170 1130 Vehicles Exiting, veh/h 1281 1033 1138 1481 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 112.0 269.7 194.7 300.5 Approach LOS FFFF Lane Left Right Bypass Left Right Left Right Left Right Designated Moves LT TR R LT TR LT TR LT TR Assumed Moves LT TR R LT TR LT TR LT TR RT Channelized Free Lane Util 0.470 0.530 0.470 0.530 0.470 0.530 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 0 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 388 438 1938 538 606 625 705 768 866 Cap Entry Lane, veh/h 345 403 0.980 350 408 460 525 477 543 Entry HV Adj Factor 0.981 0.980 0 0.980 0.981 0.980 0.980 0.980 0.980 Flow Entry, veh/h 381 429 1900 527 594 613 691 753 849 Cap Entry, veh/h 339 395 0.000 343 400 451 515 468 533 V/C Ratio 1.124 1.087 0.0 1.537 1.485 1.358 1.342 1.609 1.594 Control Delay, s/veh 121.8 103.3 A 284.0 257.1 200.3 189.8 305.7 296.0 LOS FF0FFFFFF 95th %tile Queue, veh 15 15 30 31 28 31 42 46 HCM Unsignalized Intersection Capacity Analysis 19: Lincoln & Access F 10/24/2022 2037 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 129 856 890 94 120 185 Future Volume (Veh/h) 129 856 890 94 120 185 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 133 882 918 97 124 191 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1015 1625 459 vC1, stage 1 conf vol 918 vC2, stage 2 conf vol 707 vCu, unblocked vol 1015 1625 459 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 80 52 65 cM capacity (veh/h) 679 256 549 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 SB 2 Volume Total 133 441 441 459 459 97 124 191 Volume Left 133 000001240 Volume Right 00000970191 cSH 679 1700 1700 1700 1700 1700 256 549 Volume to Capacity 0.20 0.26 0.26 0.27 0.27 0.06 0.48 0.35 Queue Length 95th (ft) 18 000006139 Control Delay (s) 11.6 0.0 0.0 0.0 0.0 0.0 31.6 15.0 Lane LOS B D C Approach Delay (s) 1.5 0.0 21.6 Approach LOS C Intersection Summary Average Delay 3.6 Intersection Capacity Utilization 48.4% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 32: Lincoln 10/24/2022 2037 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 981 1055 20 0 32 Future Volume (Veh/h) 0 981 1055 20 0 32 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 0 1011 1088 21 0 33 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1109 1604 554 vC1, stage 1 conf vol 1098 vC2, stage 2 conf vol 506 vCu, unblocked vol 1109 1604 554 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 93 cM capacity (veh/h) 625 256 476 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 506 506 725 384 33 Volume Left 00000 Volume Right 0 0 0 21 33 cSH 1700 1700 1700 1700 476 Volume to Capacity 0.30 0.30 0.43 0.23 0.07 Queue Length 95th (ft)00006 Control Delay (s) 0.0 0.0 0.0 0.0 13.1 Lane LOS B Approach Delay (s) 0.0 0.0 13.1 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 26: Lincoln & Access G 10/24/2022 2037 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 70 907 933 38 51 52 Future Volume (Veh/h) 70 907 933 38 51 52 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 72 935 962 39 53 54 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1001 1593 500 vC1, stage 1 conf vol 982 vC2, stage 2 conf vol 612 vCu, unblocked vol 1001 1593 500 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 90 80 90 cM capacity (veh/h) 687 269 516 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 72 468 468 641 360 53 54 Volume Left 72 0000530 Volume Right 000039054 cSH 687 1700 1700 1700 1700 269 516 Volume to Capacity 0.10 0.28 0.28 0.38 0.21 0.20 0.10 Queue Length 95th (ft)90000189 Control Delay (s) 10.8 0.0 0.0 0.0 0.0 21.6 12.8 Lane LOS B C B Approach Delay (s) 0.8 0.0 17.2 Approach LOS C Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 44.2% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout 7: Ammon & Lincoln 10/24/2022 2037 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 14.1 Intersection LOS B Approach EB WB NB SB Entry Lanes 2222 Conflicting Circle Lanes 2222 Adj Approach Flow, veh/h 741 620 734 757 Demand Flow Rate, veh/h 756 633 748 772 Vehicles Circulating, veh/h 622 882 790 882 Vehicles Exiting, veh/h 1032 656 588 633 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 11.0 13.9 14.2 17.4 Approach LOS B B B C Lane Left Right Left Right Left Right Left Right Designated Moves LT TR LT TR LT TR LT TR Assumed Moves LT TR LT TR LT TR LT TR RT Channelized Lane Util 0.470 0.530 0.471 0.529 0.471 0.529 0.470 0.530 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.645 4.328 Entry Flow, veh/h 355 401 298 335 352 396 363 409 Cap Entry Lane, veh/h 762 837 600 671 653 726 600 671 Entry HV Adj Factor 0.981 0.980 0.978 0.981 0.980 0.983 0.980 0.980 Flow Entry, veh/h 348 393 292 329 345 389 356 401 Cap Entry, veh/h 747 820 587 658 640 713 587 658 V/C Ratio 0.466 0.479 0.497 0.499 0.539 0.546 0.605 0.610 Control Delay, s/veh 11.3 10.8 14.5 13.3 14.7 13.7 18.1 16.7 LOS BB BB BB CC 95th %tile Queue, veh 2 3 3 3 3 3 4 4 Timings 2: Woodruff & Lincoln 10/24/2022 2037 Saturday with Site Buildout 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 50 940 433 324 873 361 460 314 139 686 Future Volume (vph) 50 940 433 324 873 361 460 314 139 686 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Protected Phases 7 4 3852 16 Permitted Phases 4 4 8 2 Detector Phase 7443852216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 9.6 32.5 32.5 10.0 32.9 19.9 35.0 35.0 12.5 27.6 Total Split (%) 10.7% 36.1% 36.1% 11.1% 36.6% 22.1% 38.9% 38.9% 13.9% 30.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Max Max Max Max Max Max Max Max Max Max Act Effct Green (s) 33.1 28.0 28.0 33.9 28.4 15.4 30.5 30.5 8.0 23.1 Actuated g/C Ratio 0.37 0.31 0.31 0.38 0.32 0.17 0.34 0.34 0.09 0.26 v/c Ratio 0.29 0.91 0.65 1.81 0.97 1.27 0.77 0.52 0.94 0.88 Control Delay 19.9 43.1 13.0 403.4 52.6 179.3 36.7 14.6 101.7 44.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.9 43.1 13.0 403.4 52.6 179.3 36.7 14.6 101.7 44.4 LOS B D B F D F D B F D Approach Delay 33.1 137.6 75.9 53.4 Approach LOS C F E D Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 110 Control Type: Pretimed Maximum v/c Ratio: 1.81 Intersection Signal Delay: 76.3 Intersection LOS: E Intersection Capacity Utilization 99.8% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 2: Woodruff & Lincoln Timings 1: Lincoln & 25th East 10/24/2022 Mitigation 2037 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 323 678 392 152 595 259 378 819 173 279 827 289 Future Volume (vph) 323 678 392 152 595 259 378 819 173 279 827 289 Turn Type Prot NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 17.0 28.0 28.0 13.0 24.0 24.0 25.0 39.8 39.8 19.2 34.0 34.0 Total Split (%) 17.0% 28.0% 28.0% 13.0% 24.0% 24.0% 25.0% 39.8% 39.8% 19.2% 34.0% 34.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 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 Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Act Effct Green (s) 12.2 23.4 23.4 8.2 19.4 19.4 54.9 36.8 36.8 44.4 30.8 30.8 Actuated g/C Ratio 0.12 0.23 0.23 0.08 0.19 0.19 0.55 0.37 0.37 0.44 0.31 0.31 v/c Ratio 0.79 0.85 0.63 0.56 0.89 0.55 0.92 0.65 0.26 0.78 0.78 0.44 Control Delay 57.4 47.4 11.1 52.0 56.3 12.8 54.8 29.4 4.5 37.6 31.3 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.4 47.4 11.1 52.0 56.3 12.8 54.8 29.4 4.5 37.6 31.3 5.3 LOS EDBDEBDCADCA Approach Delay 39.5 44.5 33.3 27.2 Approach LOS DDCC Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 35.5 Intersection LOS: D Intersection Capacity Utilization 84.5% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 1: Lincoln & 25th East Timings 2: Woodruff & Lincoln 10/24/2022 Mitigation 2037 PM with Site Traffic 9:00 pm 02/28/2022 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 114 1100 454 263 892 343 661 184 642 Future Volume (vph) 114 1100 454 263 892 343 661 184 642 Turn Type pm+pt NA Perm pm+pt NA Prot NA Prot NA Protected Phases 7 4 385216 Permitted Phases 4 4 8 Detector Phase 744385216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 10.8 36.0 36.0 17.0 42.2 19.0 33.0 14.0 28.0 Total Split (%) 10.8% 36.0% 36.0% 17.0% 42.2% 19.0% 33.0% 14.0% 28.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max None Max Act Effct Green (s) 37.8 31.5 31.5 48.5 37.7 13.6 28.5 9.1 24.0 Actuated g/C Ratio 0.38 0.32 0.32 0.49 0.38 0.14 0.29 0.09 0.24 v/c Ratio 0.61 0.99 0.65 0.90 0.80 0.74 0.93 0.59 0.90 Control Delay 31.5 60.3 14.5 56.3 32.8 51.4 48.5 51.7 51.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.5 60.3 14.5 56.3 32.8 51.4 48.5 51.7 51.5 LOS CEBECDDDD Approach Delay 45.9 37.5 49.3 51.5 Approach LOS D D D D Intersection Summary Cycle Length: 100 Actuated Cycle Length: 99.6 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 45.6 Intersection LOS: D Intersection Capacity Utilization 92.0% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 2: Woodruff & Lincoln