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TIS V1 (2)
ICKITTELSON � &ASSOCIATES August 6, 2021 Mr. Trevor Gasser GFI-Meridian Investments, LLC 74 East 500 South, Suite #200 Bountiful, UT 84010 101 S CAPITOL BOULEVARD, SUITE 600 BOISE, ID 83702 P 208.338.2683 F 208.338.2685 s�oNaL E E N SF G�yFF 11605 OF 1OP�Q�� Project #: 26050 RE: Village Apartments & Sessions Parkway Transportation Impact Study — Meridian, Idaho Dear Trevor: Kittelson & Associates, Inc. (Kittelson) has prepared a Transportation Impact Study (TIS) for the proposed Village Apartments and Sessions Parkway mixed -use development. The proposed development is located between Eagle Road (Idaho SS, referred to as ID-55) and North Records Avenue north of The Regency at River Valley development on a vacant plot of land within the City of Meridian (Reference 1). Figure 1 shows the site vicinity and project boundaries. The purpose of this study is to evaluate the impact of the proposed development. Kittelson prepared this TIS based on conversations with GFI-Meridian Investments, LLC. (property developer), previous information prepared for the project by City of Meridian, Community Planning Association of Southwest Idaho (COMPASS), Idaho Transportation Department (ITD) and Ada County Highway District (ACHD), and our familiarity with the area and with ACHD, City of Meridian and ITD policies. Appendix includes the scope coordination emails with ACHD, ITD and COMPASS and the COMPASS area of influence model run. This TIS discusses the following: ■ Proposed development plan (pages 3-6) ■ Analysis methodology and assumptions (page 7) ■ Existing traffic conditions (page 8-13) ■ Year 2024 traffic conditions (pages 14-21) ■ Review of the proposed public street connections for the development (page 21-24) ■ Conclusions and recommendations (pages 24-25) Our study shows that the study intersections are projected to operate acceptably with the build -out of the proposed Village Apartments & Sessions Parkway development. Our analysis methodology, pertinent findings, and recommendations are documented herein to support the above conclusions. FILENAME.• H.• 126126050 - VILLAGE APARTMENTS TISI REPORTI FINAL 126050-TIS FINAL. DOCX Village Apartments & Sessions Parkway Transportation Impact Study August 2021 Q- Study Intersections �- Future Intersections Site Vicinity Figure Meridian, Idaho 1 jVZ1l KITTELSON � & ASSOCIATES Village Apartments & Sessions Parkway Mixed -Use Development Project #: 26050 August 6, 2021 Page: 3 PROPOSED DEVELOPMENT PLAN This project is located northwest of the East River Valley Street/North Records Avenue intersection north of The Regency at River Valley development on a vacant plot of land within the City of Meridian (Reference 1). The project borders Eagle Road (ID-55) and Records Avenue. The proposed site is currently vacant land and consists of approximately 16.5 acres. The development plan proposes to build approximately 336 multi -family (mid -rise) units, 23,000 sq. ft. retail space and two 3,500 sq. ft. fast food restaurants with drive-throughs. Figure 2 illustrates the proposed development site plan. Access to the development is proposed via the following accesses: ■ Eagle Road/Site Access A (right-in/right-out access) o Approximately 445' South of Gateway Marketplace Southern Right-in/Right-out Access/Eagle Road o Approximately 850' North of East River Valley Street ■ N Records Avenue/Site Access B (full -movement access) o Approximately 1,015' North of East River Valley Street ■ Cross Access — the site will have several cross -access points. o A connection to the north will provide access to and from the Gateway Marketplace. o A connection to the south will provide access to the Great Wall restaurant. o A connection to the east will provide access to and from the multifamily apartments. TRIP GENERATION, TRIP DISTRIBUTION AND TRIP ASSIGNMENT Kittelson estimated the projected weekday daily, AM peak hour and PM peak hour vehicle trips for the proposed development. based on the Trip Generation Manual, 10th Edition (Reference 3) published by the Institute of Transportation Engineers (ITE). Pass -by rates were based on data presented in the ITE Trip Generation Handbook, 3rd Edition (Reference 13). Internal capture rates were determined by using the NCHRP Report 684: Enhancing Internal Trip Capture Estimation for Mixed -Use Developments. Appendix 8 includes the internal trip capture rate worksheets. The internal capture percentages shown in Table 1 are then back calculated using the data provided by the NCHRP report. Table 1 (on page 5) shows the estimated trip generation for the proposed development. Kittelson & Associates, Inc. Boise, Idaho V111age Apartments & Sessions Parkway Transportation Impact Study August 2021 ,25' Nearest Access (North) Existin g 10 Right-in/Right-out `4 S f Access Right-in/.Right-out C* «@,j a 10, RT I FUMT777TU-7FTM TT ,—TiFTO A#f �_2-t Future Retail & Restaurant A�r Proposed Right-in/Right-out 6Access Proposed Full Access Existing IV. Great Wall Access to be closed and traffic rerouted to Site Access A 1-* *1P Nearest Access (South) t- EAST RIVER VALLEY STREET CD - Study Intersections Scale: 1" = 200' Proposed Site Plan Future Intersections Meridian, Idaho 200 100 0 200 LU U) 0 of 0 U LLJ [If Figure 2 IKITTELSONC & ASSOCIATES Village Apartments & Sessions Parkway Mixed -Use Development August 6, 2021 Project #: 26050 Page: 5 Table 1. Trip Generation Estimate for Proposed Development ITE Land Use .. Multifamily Housing (Mid -Rise) 221 336 Internal Trips (18%AM/40% PM)H�d Net New Residential Trips D Rily 1,829 LWeekday 112 (20) 92 AM Peak 29 (2) 27 HULWeekday 83 (18) 65 142 (57) 85 PM Peak 87 (39) 48 Hour 55 (18) 37 Shopping Center 820 23,000 2,213 163 101 62 183 88 95 Internal Trips (11%AM/57% PM) (1,269) (18) (9) (9) (105) (52) (53) External Trips 944 145 92 53 78 36 42 Pass -by Trips (0%AM/34% PM) (320) 0 0 0 (27) (12) (15) Net New Retail Trips 624 145 92 53 J 51 24 27 Fast-food restaurant w/ drive- through 934 7,000 3,297 281 143 138 229 119 110 Internal Trips (12%AM/42% PM) (1,382) (34) (25) (9) (96) (38) (58) External Trips 1,915 247 118 129 133 81 52 Pass -by Trips (49%AM/50% PM) (947) (120J (57) (63J (66) (40) (26) Net New Restaurant Trips Subtotal Trips 968 7,339 127 556 1 61 273 1 66 283 67 554 41 294 1 26 260 Total Internalization (13%AM/47%PM) (3,385) (72) (36) (36) (258) (129) (129) Total External Trips 3,954 484 237 247 296 165 131 Total Pass -by Trips (1,267) (120) (57) (63) (93) (52) (41) Total Net New Trips 2,687 364 180 184 203 113 90 As shown in Table 1, the proposed development is estimated to generate approximately 2,687 net new daily trips, 364 weekday AM peak hour trips and 203 weekday PM peak hour trips. Trip Distribution The distribution of site generated trips onto the roadway system was based on the area of impact model run by COMPASS, review of the roadway system, and knowledge of travel patterns in the study area. The proposed distribution is shown in Figure 3. Kittelson & Associates, Inc. Boise, Idaho Vi/tage Apartments & Sessions Parkway Transportation Impact Study August 2021 S.R. % e $ t t - Study Intersections �- Future Intersections - Trip Distribution Percentage XX% I USTICK RD 5- 5 Proposed Site Trip Distribution Figure Meridian, Idaho 3 A IWIl KITTELSON N & ASSOCIATES Village Apartments & Sessions Parkway Mixed -Use Development Project #: 26050 August 6, 2021 Page: 7 ANALYSIS METHODOLOGY AND ASSUMPTIONS ANALYSIS TOOLS AND PARAMETERS Kittelson performed the intersection operational analysis using the Highway Capacity Manual (HCM) 6th Edition analysis procedures (Reference 4) and Synchro 10 software. Kittelson performed the intersection operational analysis as follows: ■ Used the Highway Capacity Manual (HCM), 6th Edition analysis procedures (Reference 4). ■ Used peak 15-minute flow rate during the weekday AM and PM peak hours in the evaluation of all intersection level -of -service (LOS), volume -to -capacity (V/C) ratios and 95th percentile queues. ■ Used Synchro 10 software to analyze signalized and stop -controlled intersections, and if needed for supplemental analysis, HCS 7 software (version 7.70). ■ Used the HCM 2000 procedure for signalized intersection overall V/C ratios because the HCM 6t" Edition procedure does not produce an intersection overall V/C ratio. ■ Used an ideal saturation flow rate of 1,800 vehicles per hour per lane. ■ Utilized Google Earth to obtain information regarding speed limits and storage lengths. ■ Included heavy vehicle percentages and intersection and approach peak hour factors from the traffic count data. ■ U-turn volumes were evaluated as left -turn movements as HCM does not support shared left-turn/U-turn lanes. U-turn volumes are shown in the volume figures. Kittelson performed the analysis in accordance with the methodologies stated in Section 7106.6 of the ACHD Policy Manual (Reference 10). Additionally, Kittelson evaluated 95t" percentile queues and the need for separate left -and right -turn lanes at the study intersections and site accesses. Kittelson reported intersection and segment level -of -service per ACHD thresholds. PERFORMANCE MEASURES ACHD requires that signalized intersections operate at a minimum of LOS "E" for Principal Arterials and Minor Arterials and LOS "D" for Collectors. All unsignalized intersections that have a projected LOS "D" or worse shall be evaluated to determine if a signal or roundabout is warranted. The acceptable volume -to -capacity ratio for signalized intersections is 0.90 for the overall intersection and 1.00 for each lane group. The acceptable volume -to -capacity ratio is 1.00 for the critical lane group at unsignalized intersections. Although not policy, ITD's desired thresholds are LOS D and v/c ratio of 0.90 or better for all intersections and lane groups. Kittelson & Associates, Inc. Boise, Idaho Village Apartments & Sessions Parkway Mixed -Use Development August 6, 2021 Project #: 26050 Page: 8 EXISTING TRAFFIC CONDITIONS This section summarizes the existing characteristics of the transportation system, adjacent land uses near the proposed development and existing operations for motor vehicles at the study intersection. SITE CONDITIONS AND ADJACENT LAND USES The proposed site borders Eagle Road (ID-55) and Records Avenue. The proposed site is vacant and consists of approximately 16.5 acres. Table 2 summarizes the existing roadways in the study area. Table 2. Existing Transportation Facilities Roadway qP Functional Classificationl,2 Number of Travel Lanes Speed Limit (mph2) Sidewalks Bicycle On Lanes Parking -street Eagle Road (ID-55) Principal Arterial' 4/6 55 Partial No No Statewide Route' Ustick Road Minor Arterial' 4/5 40 Yes Yes No Planned Commercial' Records Avenue 3 30 Yes Yes No Major Collector° Planned Commercia12 East River Valley Street 4 30 Partial Yes No Major Collector 'COMPASS 2040 Functional Classification Map for Ada County and Canyon County (Reference 6). 2ACHD Master Street Map (Reference 7). 3MPH=Miles Per Hour. 'Idaho's Statewide Systems App (Reference 9). TRAFFIC SAFETY ITD provided crash data for the study intersections and roadways for the previous five years on record (2015-2019). Kittelson used this data to evaluate and document any potential crash trends occurring at study intersections and along study roadways. Appendix C contains the crash data reports provided by ITD. Table 3 (on the next page) presents the number of crashes, by crash type and severity, at each study intersection. Kittelson & Associates, Inc. Boise, Idaho Village Apartments & Sessions Parkway Mixed -Use Development Project #: 26050 August 6, 2021 Page: 9 Table 3. Study Intersection Crash Type and Severity Summary, 2015-2019 Rear- Turni Crash Hea d- Type Side Ang Oth Tot PD Severity Inju Fatali Crash Rate (Crashe s/ Intersection End ng On Swipe le er all O' ry ty MEV) •• Road Records ENEWEEMENEW Eagle MMEMEMEMEMM a l l Valley 'PDO = Property Damage Only. 'Parenthesis indicate head-on turning crashes which were counted as turning crashes. 'Other for Records Avenue / Ustick Road consists of the following: 1 backing crash, 2 pedalcycle crashes, and 1 pedestrian crash. °Other for Eagle Road / River Valley Street consists of the following: 2 backing crashes and 1 fixed object crash. The intersection of Eagle Road (ID-55) and River Valley Street has a crash rate above 1.0 per million entering vehicles (MEV). The crashes are what would be expected for a high -volume signalized intersection. Signalized intersections on high-speed corridors (Eagle Road (ID-55) has a posted speed of 55 miles per hour), especially those with high through traffic and low turning movements, tend to have high amounts of rear -end crashes. Rear -end crashes make up roughly 79% of the total crashes occurring at the intersection. ITD has plans to improve this intersection and Eagle Road (ID-55) segment by adding a third through lane in the southbound direction, extending the storage length for the dual southbound left -turn lanes and installing a signal at the Village Drive/Eagle Road (ID-55) intersection (Reference 11). These projects will improve traffic flow on Eagle Road (ID-55), which should improve the safety performance at the Eagle Road (ID-55)/River Valley Street intersection. TRAFFIC VOLUMES Traffic counts were collected during the weekday AM peak hour and weekday PM peak hour on February 10, 2021 at all existing study intersections. Appendix D contains the traffic count data collected at the existing study intersections. INTERSECTION LEVEL OF SERVICE Kittelson performed an operational analysis at the study intersections during the weekday AM and PM peak hours. Figure 4 illustrates existing lane configurations at the study intersections. Figure 5 illustrates the year 2021 existing weekday AM and PM peak hour traffic volumes. Table 4 summarizes the year 2021 existing traffic conditions at the study intersections for both peak hours. Appendix E includes the year 2021 existing traffic conditions Synchro worksheets. Kittelson & Associates, Inc. Boise, Idaho Vi//age Apartments & Sessions Parkway Transportation /mpact Study August 2021 E [3] 4�. ttr .111 vt l ttt tW 4 R It -0- -STOP SIGN 1 - TRAFFIC SIGNAL USTICK RD jrLU €� G 3 • O 71 A _ ITE B Existing Lane Configurations Figure and Traffic Control Devices 4 Meridian, Idaho jVZ11 KITTELSON � & ASSOCIATES Vi//age Apartments & Sessions Parkway Transportation /mpact Study August 2021 AMPeak Hour O 18-0 y �30 568--o- r 535 68-,4 r75 �tIq VNfO © AM Peak Hour 0 M �3 tr �N © AM Peak Hour j v- 49� �23 14� -4--20 36 -.4 82 •,'1t!' �nwrM (OOJM M OAM Peak Hour aDM �1 31� 48� R It rrn PM Peak Hour u'iN0 Mrco 38 1 W-56 645 -0- r 653 115-,,4 'r189 q �t I CNN PM Peak Hour 0 i 22 tr NO PM Peak Hour uoir `CNN j v~ 43-'$ �121 17--o- -4--7 47� �176 t !' NN�O� N� PM Peak Hour Existing Traffic Volumes AM and PM Peak Hour Meridian, Idaho Figure 5 jVZ11 KITTELSON � & ASSOCIATES Village Apartments & Sessions Parkway Mixed -Use Development August 6, 2021 Project #: 26050 Page: 12 Table 4. Existing Traffic Conditions, Weekday AM and PM Peak Hours No. Intersection Intersection Control Intersection WC AM/PM LOS Delayll Lane Imm Group Peak Hour F/C LOS 19PF Delay PM Peak Hour WC LOS Delay 1 Records Avenue/ Ustick Road Traffic Signal^ 0.37/ 0.57 B/ C 11.7/ 23.3 EBL 0.04 A 5.4 0.10 B 12.8 EBT 0.38 A 8.8 0.48 C 20.0 EBR 0.38 A 8.7 0.48 C 20.0 WBL 0.15 A 5.3 0.47 B 13.3 WBT 0.27 A 6.8 0.41 B 16.1 WBR 0.27 A 6.4 0.41 B 16.1 NBL 0.26 D 35.1 0.48 D 38.3 NBT 0.00 A 0.0 0.00 A 0.0 NBR 0.57 D 35.8 0.75 D 40.0 SBL 0.24 D 37.0 0.44 D 47.6 SBT 0.00 A 0.0 0.00 A 0.0 SBR 0.27 C 32.3 0.28 C 30.1 2 Gateway Marketplace Southern Access/ Eagle Road (ID-55) TWSC' (RIRO2) WBR 0.03 C 16.7 0.17 FD F283 3 Eagle Road (ID-55)/ River Valley Street Traffic Signal^ 0.82/ 0.72 E/D 65.5/ 44.7 EBL 0.95 F 124.1 0.83 F 117.2 EBT 0.00 A 0.0 0.00 A 0.0 EBR 0.33 D 44.6 0.40 E 79.0 WBL 0.70 E 78.4 0.86 F 120.8 WBT 0.05 D 47.3 0.02 E 70.8 WBR 0.07 D 47.8 0.48 F 83.1 NBL 0.82 F 85.0 0.79 F 110.3 NBT 0.69 C 33.2 0.81 D 36.9 NBR 0.05 C 22.1 0.18 C 20.7 SBL 0.69 E 78.6 0.87 F 112.8 SBT 1.09 F 94.4 0.71 C 28.9 SBR 0.14 C 25.6 0.01 B 15.0 4 Records Avenue/ River Valley Street AWSC3 NBL 0.03 A 8.4 0.14 B 10.6 NBT 0.11 A 8.4 0.52 C 15.7 EBL 0.07 A 8.9 0.40 B 15.0 EBR 0.09 A 7.7 0.22 B 10.6 SBTR 0.25 A 9.1 0.75 C 24.4 V/C ratio is defined as vehicle -to -capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stand for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. 'TWSC = Two -Way Stop -Controlled Intersection 2RIRO = Right -in Right -out 'AWSC = All -Way Stop -Controlled Intersection °U-turns modeled as left -turns because U-turns are not supported under the HCM methodology. As shown in Table 4, the study intersections are currently operating at acceptable operations during the weekday AM and PM peak hours, except for the southbound through and eastbound left at the intersection of Eagle Road/River Valley Street during the AM peak hour. Mitigation at Eagle Road (ID-55)/River Valley Street Intersection The southbound through and eastbound left movements at the intersection of Eagle Road (ID-55)/River Valley Street exceed ITD's LOS threshold of LOS D and a V/C ratio for all movements less than or equal to 0.90 during the AM peak hour. ITD plans to add a third southbound through lane to Eagle Road (ID- 55) between Leslie Drive and Franklin Road. In the study area, this project will add a third southbound through lane to the intersection of Eagle Road and East River Valley Street. Construction is planned for 2021. Table 5 shows the anticipated intersection operations with the planned improvement. Kittelson & Associates, Inc. Boise, Idaho Village Apartments & Sessions Parkway Mixed -Use Development Project #: 26050 August 6, 2021 Page: 13 Table S. Existing Traffic Conditions Mitigation, Weekday AM and PM Peak Hours - Eagle Road (ID- 55)/River Valley Street No. Intersection Intersection Control I Intersection WC AM/PM LOS Delay Lane Group AM Peak Hour WC LOS Delay PM Peak Hour WC LOS Delay 3 Eagle Road/River Valley Street Traffic Signal 0.64/ 0.71 D/D 42.0/ 42.5 EBL 0.88 F 95.9 0.83 F 117.2 EBT 0.00 A 0.0 0.00 A 0.0 EBR 0.32 D 43.9 0.40 E 79.0 WBL 0.71 E 78.5 0.86 F 120.8 WBT 0.05 D 47.3 0.02 E 70.8 WBR 0.07 D 47.8 0.48 F 83.1 NBL 0.83 F 94.2 0.79 F 110.3 NBT 0.70 C 34.0 0.81 D 36.9 NBR 0.05 C 22.6 0.18 C 20.7 SBL 0.69 E 79.9 0.87 F 112.8 SBT 0.77 D 39.4 0.50 C 22.1 SBR 0.14 C 26.1 0.01 B 15.0 V/C ratio is defined as vehicle -to -capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stand for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 5, the Eagle Road (ID-55)/River Valley Street intersection is anticipated to operate acceptable with the planned improvement. Appendix F includes the year 2021 existing traffic "mitigated" conditions Synchro worksheets. ROADWAY SEGMENT ANALYSIS Kittelson performed an operational analysis at the roadway segments during the weekday AM and PM peak hours. The peak hour, peak direction roadway segment volumes, and resultant LOS per ACHD Policy Manual 7106.4.1 for the existing study roadway segments along Records Avenue and E River Valley Street are summarized in Table 6. Table 6. Year 2021 Existing Roadway Segment Operations - Weekday AM and PM Peak Hour Weekday AM Peak Hour Weekday PM ak Hour One -Way One -Way Peak Hour reetsRoadway Segment Travolume Classification' LanesWay) LSHdVolume/Meets Volume/ Direction Std. Directio . Records Ustick Road and E RiverEMMOMM Collector Valley Street) E River Valley Street Major (between Eagle Road and collector D/530 to 1,080 Records 'Per COMPASS 2040 Functional Street Classification Map (Reference 6) 2Travel lanes include the total number of lanes across the roadway's respective cross section 'Cross section includes continuous left -turn lane 'Cross section includes two lanes in the eastbound direction, one lane in westbound direction, and turn lanes (via raised median and continuous left -turn lane). As shown in Table 6, the existing roadway segments currently meets ACHD roadway segment LOS threshold under year 2021 existing conditions weekday AM and PM peak hours. Kittelson & Associates, Inc. Boise, Idaho Village Apartments & Sessions Parkway Mixed -Use Development Project #: 26050 August 6, 2021 Page: 14 YEAR 2024 TRAFFIC CONDITIONS This section summarizes the evaluation of year 2024 background and total traffic conditions for motor vehicles at the study intersections. GENERAL BACKGROUND GROWTH The year 2024 background traffic volumes reflect existing traffic counts plus four years of annual background growth. COMPASS provided growth rates for the base year to year 2024 in the study area. From review of the model growth rates and historical traffic volumes in the area, Kittelson applied a 2.0% annual compounded growth rate to the existing traffic volumes for all roadways in the study area. Kittelson confirmed the growth rate with ACHD and ITD during the scoping of the TIS. PLANNED IMPROVEMENTS Based on our review of ITD's Idaho Transportation Investment Program (ITIP, Reference 11), a third southbound through lane will be added to Eagle Road (SH-55) between Leslie Drive and Franklin Road. In the study area, this project will add a third southbound through lane to the intersection of Eagle Road and East River Valley Street. Construction is planned for 2021. Kittelson assumed that this improvement would be built and operational by the year 2024. Therefore, this improvement is included in the year 2024 background and total traffic conditions. YEAR 2024 BACKGROUND TRAFFIC CONDITIONS - INTERSECTION LEVEL OF SERVICE Year 2024 background traffic volumes, shown in Figure 6, were estimated by applying a 2.0% annual compounded growth rate to the existing year 2021 traffic volumes. Year 2024 background traffic conditions were analyzed at the study intersection for the weekday AM and PM peak hours. Table 7 summarizes the traffic operations for the year 2024 background conditions. Appendix G includes year 2024 background traffic conditions Synchro worksheets. Kittelson & Associates, Inc. Boise, Idaho Village Apartments & Sessions Parkway Mixed -Use Development August 6, 2021 Project #: 26050 Page: 15 Table 7. Year 2024 Background Traffic Conditions, Weekday AM and PM Peak Hours 11111JEnt"er,ecU. Control r Intersection V/C AM/PM LOS Delay Lan.11 FG AM Peak Hour PV/C MIDelay OWN PM Peak Hour I WC LOS Delay 1 Records Avenue/Ustick Road Traffic Signa14 0.33/ 0.62 B/ C 11.0/ 24.2 EBL 0.04 A 1 5.2 0.11 B 13.5 EBT 0.34 A 8.0 0.53 C 21.7 EBR 0.34 A 8.0 0.53 C 21.8 WBL 0.15 A 4.9 0.52 B 14.3 WBT 0.28 A 6.5 0.44 B 17.2 WBR 0.28 A 6.5 0.44 B 17.1 NBL 0.24 D 35.5 0.48 D 37.2 NBT 0.00 A 0.0 0.00 A 0.0 NBR 0.55 D 36.3 0.77 D 40.9 SBL 0.23 D 37.1 0.43 D 47.8 SBT 0.00 A 0.0 0.00 A 0.0 SBR 0.27 C 32.9 0.25 C 29.2 2 Gateway Marketplace Southern Access/Eagle Road TWSC' (RIROz) WBR 0.01 C 16.9 0.17 D 33.9 3 Eagle Road/River Valley Street Traffic Signa14 0.59/ 0.72 C/D 35.0/ 41.9 EBL 0.80 F 83.0 0.80 F 109.3 EBT 0.00 A 0.0 0.00 A 0.0 EBR 0.16 D 48.2 0.31 F 80.2 WBL 0.71 E 78.3 0.87 F 122.4 WBT 0.05 D 47.4 0.02 E 70.8 WBR 0.08 D 47.8 0.49 F 83.6 NBL 0.83 F 86.3 0.80 F 109.8 NBT 0.64 C 27.6 0.84 D 37.5 NBR 0.05 B 18.3 0.18 B 20.0 SBL 0.70 E 78.4 0.88 F 115.3 SBT 0.75 C 33.5 0.52 C 21.5 SBR 0.14 C 21.3 0.01 B 14.1 4 Records Avenue/River Valley Street AWSC3 NBL 0.03 A 8.3 0.16 B 10.9 NBT 0.11 A 8.3 0.61 C 18.4 EBL 0.06 A 8.9 0.42 C 15.6 EBR 0.07 A 7.7 0.23 B 10.9 SBTR 0.29 A 9.3 0.79 D 27.5 V/C ratio is defined as vehicle -to -capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stand for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. 1TWSC = Two -Way Stop -Controlled Intersection ZRIRO = Right -in Right -out 3AWSC = All -Way Stop -Controlled Intersection 4U-turns modeled as left -turns because U-turns are not supported under the HCM methodology. As shown in Table 7, the study intersections are projected to operate acceptably. Kittelson & Associates, Inc. Boise, Idaho Village Apartments & Sessions Pa1kway Transportation /mpact Study August 2021 0 USTICK RD PM Peak Hour op O AM Peak Hour Gov .1NI�NI��MLL�S* MN�mrN�_"F, �•#,,>�...,' C7 R��FLf,�•- ! t ! ^ �1 � ,! 55tiLU 19W-32 4059 ❑ 603 568 684 693� � 72� "'80 J fi".- r4w} }* W LaO� 'Qr VN(O 10� AM Peak Hour PM Peak Hour M A SIT 1 )"-2 W-3 tx tM � 'jl --,f" © EAST RIVER VALLEY ST_ -O AM Peak Hour PM Peak Hours E � rn .A MO OrI�OMD� ��NN jV* J1L� 5224 46 �128 15--*. ---21 18-1- F7 38 -,,4 87 50 -.44 187 •,`i f P �`i 1 P �MNN �NMV I��M NNN� N OAM Peak Hour PM Peak Hour I NV N� fD� JAM 33-'$ 185� 51 -4 q � * 119 1 I I mM rn.o M Year 2024 Background Traffic Volumes Figure AM and PM Peak Hour 6 Meridian, Idaho jW11 KITTELSON N & ASSOCIATES Village Apartments & Sessions Parkway Mixed -Use Development Project #: 26050 August 6, 2021 Page: 17 YEAR 2024 BACKGROUND TRAFFIC CONDITIONS - ROADWAY SEGMENT ANALYSIS The peak hour, peak direction roadway segment volumes, and resultant LOS per ACHD Policy Manual 7106.4.1 for the study roadway segments along Records Avenue and E River Valley Street are summarized in Table 8. Table 8. Year 2024 Background Roadway Segment Operations - Weekday AM and PM Peak Hour 'Per COMPASS 2040 Functional Street Classification Map (Reference 6) 2Travel lanes include the total number of lanes across the roadway's respective cross section 'Cross section includes continuous left -turn lane 'Cross section includes two lanes in the eastbound direction, one lane in westbound direction, and turn lanes (via raised median and continuous left -turn lane). As shown in Table 8, the roadway segments are anticipated to meet ACHD roadway segment LOS threshold under year 2024 background conditions weekday AM and PM peak hours. YEAR 2024 TOTAL TRAFFIC CONDITIONS - INTERSECTION LEVEL OF SERVICE Figure 7 illustrates the estimated site generated traffic distributed through the study intersections and Figure 8 illustrates the year 2024 total traffic volumes at the study intersection during the weekday AM and PM peak hours. The analysis includes the year 2024 background traffic volumes and site -generated trips for the proposed development. In addition to the site generated trips that occur at the site accesses, Site Access A receives additional trips from the existing Great Wall restaurant access. As discussed in the scoping memorandum, the existing access for the Great Wall restaurant is planned to be closed once the proposed Site Access A is in place. Based on this proposed plan, trips using the existing Great Wall restaurant (5 inbound and 2 outbound during the AM peak hour, and 23 inbound and 6 outbound during the PM peak hour) were rerouted to Site Access A. Table 9 summarizes the results of the year 2024 total traffic conditions at the study intersection. Appendix H includes year 2024 total traffic conditions Synchro worksheets. Kittelson & Associates, Inc. Boise, Idaho Village Apartments & Sessions Parkway Mixed -Use Development Project #: 26050 August 6, 2021 Page: 18 Table 9. Year 2024 Total Traffic Conditions, Weekday AM and PM Peak Hours No. Intersection Intersection Control Intersection WC AM/PM LOS Delayll Lane Group WM Peak Hour F/C LOS 1qPF Delay PM Peak Hour WC LOS Delay 1 Records Avenue/Ustick Road Traffic Signal^ 0.38/ 0.65 B/ C 12.4/ 24.9 EBL 0.06 A 5.2 0.12 B 13.8 EBT 0.36 A 8.0 0.55 C 22.8 EBR 0.36 A 8.0 0.55 C 22.8 WBL 0.17 A 4.9 0.55 B 15.3 WBT 0.29 A 6.5 0.44 B 17.6 WBR 0.30 A 6.5 0.45 B 17.5 NBL 0.38 D 35.5 0.54 D 38.4 NBT 0.00 A 0.0 0.00 A 0.0 NBR 0.53 C 36.3 0.77 D 40.9 SBL 0.21 D 37.1 0.43 D 47.8 SBT 0.00 A 0.0 0.00 A 0.0 SBR 0.32 C 32.9 0.27 C 29.2 2 Gateway Marketplace Southern Access/Eagle Road TWSC' (RIRO2) WBR 0.16 C 20.0 0.32 E F41-2 3 Eagle Road/River Valley Street Traffic Signal^ 0.60/ 0.75 D/D 37.8/ 44.4 EBL 0.80 F 83.0 0.80 F 109.3 EBT 0.00 A 0.0 0.00 A 0.0 EBR 0.16 D 48.7 0.31 F 80.5 WBL 0.73 E 78.0 0.87 F 123.6 WBT 0.05 D 47.4 0.02 E 70.8 WBR 0.18 D 49.8 0.55 F 86.2 NBL 0.83 F 86.3 0.80 F 109.8 NBT 0.70 C 31.4 0.87 D 40.5 NBR 0.06 C 20.3 0.19 C 21.0 SBL 0.81 F 80.2 0.90 F 119.6 SBT 0.77 C 34.2 0.53 C 21.6 SBR 0.14 C 21.3 0.01 B 14.1 4 Records Avenue/River Valley Street AWSC3 NBL 0.05 A 8.5 0.18 B 11.2 NBT 0.12 A 8.5 0.64 C 19.9 EBL 0.07 A 9.2 0.45 C 16.4 EBR 0.08 A 7.9 0.23 B 11.1 SBTR 0.36 B 10.1 0.84 D 33.5 A Site Access A/Eagle Road TWSC1 (RIROZ) WBR 0.62 E 38.8 0.74 F 90.7 B Records Avenue/Site Access B FTWSC1 NBL 0.01 A 7.7 0.02 A 8.4 EBLR 0.11 B 10.8 1 0.13 1 C 18.0 V/C ratio is defined as vehicle -to -capacity ratio, which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour. LOS stand for Level of Service. Delay is reported in seconds per vehicle. Cells in the table above that are bolded, italicized, and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. 'TWSC = Two -Way Stop -Controlled Intersection 2RIRO = Right -in Right -out 3AWSC = All -Way Stop -Controlled Intersection 'U-turns modeled as left -turns because U-turns are not supported under the HCM methodology. As shown in Table 9, the study intersections are projected to operate acceptably. Traffic operations at the proposed Site Access A on Eagle Road (ID-55) are projected to operate under capacity and LOS E during the weekday AM peak hour and LOS F during the weekday PM peak hour. Traffic operations at the existing Gateway Marketplace Southern Access on Eagle Road (ID-55) are projected to operate under capacity and LOS C during the weekday AM peak hour and LOS E during the weekday PM peak hour. Both accesses are right-in/right-out only and include northbound right -turn lanes on Eagle Road (ID-55). With the proposed configuration and that both accesses are projected to operate under capacity, no additional mitigation is proposed for these accesses. Kittelson & Associates, Inc. Boise, Idaho Vi//age Apartments & Sessions Parkway Transportation /mpact Study August 2021 OAM Peak Hour PM Peak Hour 121 (24-,4 17� *�9 *�5 1! I%W m ISM (OWN N © AM Peak Hour PM Peak Hour 1 1 * * W-37 �19 I x I lw �N NM OJV MN © AM Peak Hour PM Peak Hour �34 �15 * 'r-10 * �6 I I �� Nr OAM Peak Hour PM Peak Hour a 1 l 145 lk- 75 f t w I w NT O AM Peak Hour PM Peak Hour I © AM Peak Hour PM Peak Hour K 71 � 39 221 t2615� R Site Generated Traffic Figure AM and PM Peak Hour 7 Meridian, Idaho IWIl KITTELSON N & ASSOCIATES Vi//age Apartments & Sessions Parkway Transportation /mpact Study Auoust 2021 O7-0--o- AM Peak Hour © AM Peak Hour a 1 *�-40 AMPeak Hour © 15--*. 38-.4 -4--218 r-97 �t� %nmrw I�NM OAM Peak Hour rn� Jl 371 53 t N a�D PM Peak Hour MW(D 1 45 1 �59 687 --0- r 693 146-,4 �206 * I rq ocoo mmo PM Peak Hour 0 WI- N W i 42 PM Peak Hour N�NM� t 18� ��43 50 193 !' NNMco m� N /PM Peak Hour' VN �m �l 192 120 t �N m ©� EAST RIVALLEY VALLEY ST_ -O OAM Peak Hour j 147 t1w Mm © AM Peak Hour �o 39� 26� R It �t �O PM Peak Hour i �81 t/ ro� PM Peak Hour Year 2024 Total Traffic Volumes Figure AM and PM Peak Hour 8 Meridian, Idaho jW11 KITTELSON N & ASSOCIATES Village Apartments & Sessions Parkway Mixed -Use Development Project #: 26050 August 6, 2021 Page: 21 YEAR 2024 TOTAL TRAFFIC CONDITIONS - ROADWAY SEGMENT ANALYSIS The peak hour, peak direction roadway segment volumes, and resultant LOS per ACHD Policy Manual 7106.4.1 for the study roadway segments along Records Avenue and E River Valley Street are summarized in Table 10. Table 10. Year 2024 Total Roadway Segment Operations - Weekday AM and PM Peak Hour F Weekday AM ACHD Peak Hour One -Way Peak Hour Weekday PM Peak Hour One -Way Roadway Segment Travel Std. Volume Volume/ Classification) I Lanes' (One -Way) Direction Meets I Std. Volume/ Meets Direction Std. Major Collector Major Collector momm 'Per COMPASS 2040 Functional Street Classification Map (Reference 6) TTravel lanes include the total number of lanes across the roadway's respective cross section 'Cross section includes continuous left -turn lane 'Cross section includes two lanes in the eastbound direction, one lane in westbound direction, and turn lanes (via raised median and continuous left -turn lane). As shown in Table 10, the roadway segments are anticipated to meet ACHD roadway segment LOS threshold under year 2024 total conditions weekday AM and PM peak hours. REVIEW OF THE PROPOSED PUBLIC STREET CONNECTIONS FOR THE DEVELOPMENT Kittelson reviewed access spacing, turn -lane requirements and sight distance for the proposed public street connections for the development. ACCESS SPACING Access to the development is proposed via the following accesses: ■ Eagle Road/Site Access A (right-in/right-out access) o Approximately 445' South of Gateway Marketplace Southern Right-in/Right-out Access/Eagle Road o Approximately 850' North of East River Valley Street ■ N Records Avenue/Site Access B (full -movement access) o Approximately 1,015' North of East River Valley Street ■ Cross Access — the site will have several cross -access points. o A connection to the north will provide access to and from the Gateway Marketplace. Kittelson & Associates, Inc. Boise, Idaho Village Apartments & Sessions Parkway Mixed -Use Development Project #: 26050 August 6, 2021 Page: 22 o A connection to the south will provide access to the Great Wall restaurant. o A connection to the east will provide access to and from the multifamily apartments. As part of the previous application, Traffic Striping Conceptual Drawings were submitted to ITD for the project, demonstrating removal of existing deeded approaches on Eagle Road in exchange for a single right-in/right-out access serving the proposed development and the Great Wall restaurant south of the development via a cross -access agreement. This proposal is still planned with the proposed development. ITD reviewed this proposed plan and provided a letter of acceptance on December 4, 2019. Appendix A includes the ITD acceptance letter associated with the right-in/right-out access on Eagle Road. Figure 2 shows the spacing distances for all proposed street connections. ACHD minimum spacing requirements 330 feet for access spacing along collectors. The proposed Site Access B is located 375 feet south and 700 feet north of the nearest driveways. The current site plan meets these spacing requirements. TURN LANE ANALYSIS Kittelson evaluated right -turn lane warrants at Site Access A and B for the relevant approaches under year 2024 total traffic conditions. Records Street has an existing two-way, left -turn lane, so no additional left -turn lane warrant analysis is needed at Site Access B. Kittelson used the ITD Traffic Manual: Idaho's Supplementary Guidance to analyze the need for a right -turn lane along Eagle Road (ID-55) and ACHD's Policy Manual to analyze the need for right -turn lane on Records Avenue. (Reference 10). Table 13 shows the results of the turn lane evaluation. Appendix 1 contains the turn lane analysis worksheets. Table 11. Right -Turn Lane Analysis Results at the Site Accesses Year 0- Turning Intersection Turn Lane Volume (AM/PM) Warranted in 2024? Site Access A/Eagle Road (ID-55) NB Right -Turn Lane 147/81 Yes Records Avenue/Site Access B SB Right -Turn Lane 16/29 No As shown in Table 13, a northbound right -turn lane is projected to meet right -turn lane warrants at the Site Access A/Eagle Road intersection under the year 2024 total traffic conditions. INTERSECTION SIGHT DISTANCE Site Access A/Eagle Road (ID-55) and Records Avenue/Site Access B will be new intersections constructed for the proposed development. Kittelson & Associates, Inc. Boise, Idaho Village Apartments & Sessions Parkway Mixed -Use Development August 6, 2021 Project #: 26050 Page: 23 Site Access A/Eagle Road (ID-55) From the east leg, looking to the south on Eagle Road (ID-55) there is adequate sight distance (beyond what is required by AASHTO at 55 mph) of approximately 850 feet, allowing the driver to see the signal at Eagle Road/River Valley Street. Exhibit 1 provides the view looking south on Eagle Road (ID-55) from the approximate location of Site Access A. As a right -in, right -out intersection looking north was not evaluated as left turns will not be permitted. To ensure adequate sight distance, it is recommended that roadside landscaping and shrubbery be trimmed prior to changes to the intersection. Looking south along Eagle Road (ID-55) Exhibit 1. Sight Distance at Site Access A/Eagle Road (ID-55) Records Avenue/Site Access B From the west leg, looking to the north and south on Records Avenue there is adequate sight distance (beyond what is required by AASHTO at 30 mph) of approximately 1,000 feet in both directions. Exhibit 2 provides the view looking north and south on Records Avenue from the approximate location of Site Access B. To ensure adequate sight distance, it is recommended that roadside landscaping and shrubbery be trimmed prior to changes to the intersection. south along Records Avenue Exhibit 2. Sight Distance at Records Avenue/Site Access B Records Avenue Kittelson & Associates, Inc. Boise, Idaho Village Apartments & Sessions Parkway Mixed -Use Development August 6, 2021 Project #: 26050 Page: 24 The following recommendations have been identified to ensure adequate safety and operations at the site access points, internal intersections, and roadways: ■ Remove miscellaneous vegetation, shrubbery, and other potential obstacles to maintain adequate intersection sight distance. ■ Site accesses should match the existing grade of the roadways. ■ Shrubbery, weeds, and landscaping near the internal intersections and site access points should be maintained to ensure adequate sight distance. ■ If future widening occurs along adjacent roadways, care should be taken to ensure adequate intersection sight distance is maintained. CONCLUSIONS AND RECOMMENDATIONS The results of the TIS indicate that the proposed development can be constructed while maintaining acceptable levels of service on the surrounding transportation systems. The findings of this analysis and our recommendations are discussed below. CONCLUSIONS Year 2021 Existing Traffic Conditions ■ The Eagle Road (ID-55)/River Valley Street intersection was found to exceed the ITD LOS threshold during the weekday AM peak hour; however, it will be mitigated by the planned improvement that will provide the intersection with an additional southbound through lane (construction to occur in 2021). ■ All other study intersections operate acceptably under existing conditions. Proposed Development Plan ■ Access to the development is proposed via the following accesses: o Eagle Road/Site Access A (right-in/right-out access) o N Records Avenue/Site Access B (full -movement access) o Cross Access — the site will have several cross -access points. ■ The proposed development is estimated to generate approximately 2,687 net new daily trips, 364 weekday AM peak hour trips and 203 weekday PM peak hour trips. Kittelson & Associates, Inc. Boise, Idaho Village Apartments & Sessions Parkway Mixed -Use Development August 6, 2021 Project #: 26050 Page: 25 Year 2024 Background Traffic Conditions ■ Year 2024 background traffic volumes were forecasted using a 2.0% compounded annual growth. ■ All study intersections are anticipated to operate acceptably under year 2024 background traffic conditions. Year 2024 Total Traffic Conditions ■ All study intersections are anticipated to operate acceptably under year 2024 total traffic conditions. ■ A northbound right -turn lane is warranted at the Site Access A/Eagle Road intersection. ■ On -site shrubbery and landscaping should be trimmed and maintained to ensure adequate sight distance for vehicles entering and exiting the site. RECOMMENDATIONS ■ Construct a northbound right -turn lane at the Site Access A/Eagle Road intersection per the ITD Acceptance Letter from the previous application. ■ Construct a full -movement driveway at the Site Access B/Records Avenue intersection. ■ Maintain adequate sight distance at all site accesses by limiting the shrubbery and landscaping. We trust that the information provided herein adequately addresses the transportation impacts for the proposed Village Apartments & Sessions Parkway development in Meridian, Idaho. Please let us know if you have any questions or need any additional information. Sincerely, KITTELSON & ASSOCIATES, INC. Andy Daleiden, PE Senior Principal Engineer Kittelson & Associates, Inc. Boise, Idaho Village Apartments & Sessions Parkway Mixed -Use Development Project #: 26050 August 6, 2021 Page: 26 REFERENCES 1. Association of Canyon County Highway Districts. Highway Standards & Development Procedures. 2017 Edition. 2. Idaho Transportation Department. IDAPA 39.03.42. Rules Governing Highway Right -of -Way Encroachment Rights -of -Way. June 30, 2019. 3. Institute of Transportation Engineers. Trip Generation Manual, 10th Edition. September 2017. 4. Transportation Research Board. Highway Capacity Manual, 6th Edition. April 2016. 5. American Association of State Highway and Transportation Officials (AASHTO). A Policy on Geometric Design of Highways and Streets, 6th Edition. 2011. 6. Community Planning Association of Southwest Idaho. 2040 Functional Classification Map for Ada County and Canyon County. Approved January 28, 2013. Map background updated July 2019. 7. Ada County Highway District. Ada County Master Street Map. Amended May 16, 2018. 8. Federal Highway Administration. Manual on Uniform Traffic Control Devices. 2009 Edition. 9. Idaho Transportation Department. Traffic Manual: Idaho's Supplementary Guidance. April 2020. 10. Ada County Highway District. Policy Manual Section 7106. December 12, 2018. 11. Idaho Transportation Department. Idaho Statewide Transportation Investment Program (ITIP) — FY21 to FY27. September 16, 2020 12. Transportation Research Board. NCHRP Report 684: Enhancing Internal Trip Capture Estimation for Mixed -Use Developments. March 2016. 13. Institute of Transportation Engineers. Trip Generation Handbook, 3rd Edition. September 2017. APPENDICES A. Scoping Memorandum B. Internal Trip Capture Rate Worksheets C. Crash Data D. Traffic Counts E. Year 2021 Existing Traffic Conditions Synchro Worksheets F. Year 2021 Existing Traffic "Mitigated" Conditions Synchro Worksheets G. Year 2024 Background Traffic Conditions Synchro Worksheets H. Year 2024 Total Traffic Conditions Synchro Worksheets I. Turn -Lane Analysis Worksheets Kittelson & Associates, Inc. Boise, Idaho Appendix A. Scoping Memorandum Andy Daleiden From: Paige Bankhead <pbankhead@achdidaho.org> Sent: Wednesday, March 31, 2021 10:51 AM To: Alec Kauffman; Erika Bowen; Mindy Wallace; Aimee Loudenslager Cc: Mary Ann Waldinger; bparsons@meridiancity.org; Trevor Gasser; Derek Gasser; Stephanie Hopkins; Andy Daleiden Subject: RE: Village Apartments (Proposed TIS Scope of Work for Review) Hi Alec, We just have one comment: correct the internal trips for Fast Food Development (Land use code 934). In the AM peak hour, inbound trips should be 17 trips instead of 25 trips and outbound trips should be 17 trips instead of 9 trips. In the PM peak hour, inbound trips should be 50 trips instead of 38 trips, and outbound trips should be 46 trips instead of 58 trips. Otherwise the scope of work is acceptable. Please ensure that the correct internal trips are reflected in the TIS. You do not need to resubmit the scope for review. Thanks, Paige Bankhead, E.I. Planner III Ada County Highway District Development Services 1301 N. Orchard St. Ste. 200 Phone: (208) 387-6293 /��QHD ,/11,t ACHD Development Services is open for business at our new location at 1301 N. Orchard Street, Suite 200 in the CSC building. Parking and building entrance are located on west side of building. From: Alec Kauffman <akauffman@kittelson.com> Sent: Tuesday, March 30, 2021 3:56 PM To: Paige Bankhead <pbankhead@achdidaho.org>; Erika Bowen <erika.bowen@itd.idaho.gov>; Mindy Wallace <Mwallace@achdidaho.org>; Aimee Loudenslager <Aloudenslager@achdidaho.org> Cc: Mary Ann Waldinger <MWaldinger@compassidaho.org>; bparsons@meridiancity.org; Trevor Gasser <trevor@tgirealestate.com>; Derek Gasser <dgasser@dfgdevelopment.com>; Stephanie Hopkins <shopkins@kmengllp.com>; Andy Daleiden <ADALEIDEN @kittelson.com> Subject: RE: Village Apartments (Proposed TIS Scope of Work for Review) CAUTION: This email originated from outside your organization. Exercise caution when opening attachments or clicking links, especially from unknown senders. Hi Erika and Paige, Please see the attached scoping memo. It includes the COMPASS model run, ITD Acceptance Letter, and proposed growth rate. Let us know if you have any questions, comments, or edits. Thanks and best, Alec Alec Kauffman Transportation Analyst Kittpknn Pi Accnriatpc Inr Transportation Engineering / Planning 503.535.7459 (direct) From: Paige Bankhead <pbankhead@achdidaho.org> Sent: Monday, March 15, 2021 11:05 AM To: Alec Kauffman <akauffman@kittelson.com>; Erika Bowen <Erika.Bowen@itd.idaho.gov>; Mindy Wallace <Mwallace@achdidaho.org>; Aimee Loudenslager <aloudenslager@achdidaho.org> Cc: Mary Ann Waldinger <MWaldinger@compassidaho.org>; bparsons@meridiancity.org; Trevor Gasser <trevor@tgirealestate.com>; Derek Gasser <dgasser@dfgdevelopment.com>; Stephanie Hopkins <shopkins@kmengllp.com>; Andy Daleiden <ADALEIDEN @kittelson.com> Subject: RE: Village Apartments (Proposed TIS Scope of Work for Review) Hi Alec, The Scoping Memo indicates that an area of influence model was requested with COMPASS in order to determine the growth rate. We would like to review the COMPASS model run first before providing feedback on a scoping memo. The scoping memo should include a proposed growth rate based on the COMPASS model run. Thank you, Paige Bankhead, E.I. Planner III Ada County Highway District Development Services 1301 N. Orchard St. Ste. 200 Phone: (208) 387-6293 g c ACHD Development Services is open for business at our new location at 1301 N. Orchard Street, Suite 200 in the CSC building. Parking and building entrance are located on west side of building. From: Alec Kauffman <akauffman@kittelson.com> Sent: Monday, March 15, 2021 10:58 AM To: Erika Bowen <Erika.Bowen@itd.idaho.gov>; Paige Bankhead <pbankhead@achdidaho.org>; Mindy Wallace <Mwallace@achdidaho.org> Cc: Mary Ann Waldinger <MWaldinger@compassidaho.org>; bparsons@meridiancity.org; Trevor Gasser <trevor@tgirealestate.com>; Derek Gasser <dgasser@dfgdevelopment.com>; Stephanie Hopkins <shopkins@kmengllp.com>; Andy Daleiden <ADALEIDEN@kittelson.com> Subject: Village Apartments (Proposed TIS Scope of Work for Review) CAUTION: This email originated from outside your organization. Exercise caution when opening attachments or clicking links, especially from unknown senders. Hi Erika and Paige, Please see the attached scoping memo for review. Our area of influence model run has been requested from COMPASS. Let us know if you have any questions, comments, or edits. Thanks and best, Alec Alec Kauffman Transportation Analyst We are fully operational during COVID-19, but please connect with us before sending hard copy mail. Visit our website for more information. Kittelson & Associates, Inc. Transportation Engineering / Planning 851 SW 6th Avenue, Suite 600 Portland, OR 97204 503.228.5230 503.535.7459 (direct) Andy Daleiden From: Erika Bowen <Erika.Bowen@itd.idaho.gov> Sent: Thursday, April 1, 2021 3:39 PM To: Alec Kauffman; Paige Bankhead; Mindy Wallace; Aimee Loudenslager Cc: Mary Ann Waldinger; bparsons@meridiancity.org; Trevor Gasser; Derek Gasser; Stephanie Hopkins; Andy Daleiden Subject: RE: [EXTERNAL] RE: Village Apartments (Proposed TIS Scope of Work for Review) Hi Alec- ITD finds your SOW to be acceptable. Thanks, Ewi�a AD 60wef, P.14 ITD District 3 (Acting) Development Services Manager From: Alec Kauffman <akauffman@kittelson.com> Sent: Tuesday, March 30, 2021 2:56 PM To: Paige Bankhead <pbankhead@achdidaho.org>; Erika Bowen <Erika.Bowen@itd.idaho.gov>; Mindy Wallace <Mwallace@achdidaho.org>; Aimee Loudenslager <aloudenslager@achdidaho.org> Cc: Mary Ann Waldinger <MWaldinger@compassidaho.org>; bparsons@meridiancity.org; Trevor Gasser <trevor@tgirealestate.com>; Derek Gasser <dgasser@dfgdevelopment.com>; Stephanie Hopkins <shopkins@kmengllp.com>; Andy Daleiden <ADALEIDEN @kittelson.com> Subject: [EXTERNAL] RE: Village Apartments (Proposed TIS Scope of Work for Review) --- This email is from an external sender. Be cautious and DO NOT open links or attachments if the sender is unknown. --- Hi Erika and Paige, Please see the attached scoping memo. It includes the COMPASS model run, ITD Acceptance Letter, and proposed growth rate. Let us know if you have any questions, comments, or edits. Thanks and best, Alec Alec Kauffman Transportation Analyst -telson -es, in Transportation Engineering / Planning 503.535.7459 (direct) From: Paige Bankhead <pbankhead@achdidaho.org> Sent: Monday, March 15, 2021 11:05 AM To: Alec Kauffman <akauffman@kittelson.com>; Erika Bowen <Erika.Bowen@itd.idaho.gov>; Mindy Wallace <Mwallace@achdidaho.org>; Aimee Loudenslager <aloudenslager@achdidaho.org> Cc: Mary Ann Waldinger <MWaldinger@compassidaho.org>; bparsons@meridiancity.org; Trevor Gasser <trevor@tgireaIestate. com>; Derek Gasser <dgasser@dfgdevelopment.com>; Stephanie Hopkins <shopkins@kmengllp.com>; Andy Daleiden <ADALEIDEN @kittelson.com> Subject: RE: Village Apartments (Proposed TIS Scope of Work for Review) Hi Alec, The Scoping Memo indicates that an area of influence model was requested with COMPASS in order to determine the growth rate. We would like to review the COMPASS model run first before providing feedback on a scoping memo. The scoping memo should include a proposed growth rate based on the COMPASS model run. Thank you, Paige Bankhead, E.I. Planner III Ada County Highway District Development Services 1301 N. Orchard St. Ste. 200 Phone: (208) 387-6293 �ien.+..o'tt'ctl �e �er►eo ACHD Development Services is open for business at our new location at 1301 N. Orchard Street, Suite 200 in the CSC building. Parking and building entrance are located on west side of building. From: Alec Kauffman <akauffman@kittelson.com> Sent: Monday, March 15, 2021 10:58 AM To: Erika Bowen <Erika.Bowen@itd.idaho.gov>; Paige Bankhead <pbankhead@achdidaho.org>; Mindy Wallace <Mwallace@achdidaho.org> Cc: Mary Ann Waldinger <MWaldinger@compassidaho.org>; bparsons@meridiancity.org; Trevor Gasser <trevor@tgirealestate.com>; Derek Gasser <dgasser@dfgdevelopment.com>; Stephanie Hopkins <shopkins@kmengllp.com>; Andy Daleiden <ADALEIDEN@kittelson.com> Subject: Village Apartments (Proposed TIS Scope of Work for Review) CAUTION: This email originated from outside your organization. Exercise caution when opening attachments or clicking links, especially from unknown senders. Hi Erika and Paige, Please see the attached scoping memo for review. Our area of influence model run has been requested from COMPASS. Let us know if you have any questions, comments, or edits. Thanks and best, Alec Alec Kauffman Visit our website K I TT E LS O N 101 S CAPITOL BOULEVARD, SUITE 301 ID 8&ASSOCIATES P0208.3 826832 F 208.338.2685 MEMORANDUM Date: March 30, 2021 Project #: 26050 To: Paige Bankhead - Ada County Highway District (ACHD) Erika Bowen — Idaho Transportation Department (ITD) From: Andy Daleiden, PE and Alec Kauffman Project: Village Apartments and Sessions Parkway Mixed -Use Development — Meridian, Idaho Subject: Proposed Scope of Work for the Transportation Impact Study (TIS) This memorandum documents the TIS scope and assumptions for the proposed Village Apartments and Sessions Parkway mixed -use development. This memorandum was developed based on conversations with GFI-Meridian Investments, LLC. (property developer); previous information prepared for the project and submitted to Community Planning Association of Southwest Idaho (COMPASS), Idaho Transportation Department (ITD), Ada County Highway District (ACHD), and City of Meridian; and our familiarity with the area and with ACHD and ITD policies. This memorandum addresses the following items: ■ Project Description ■ Estimated Trip Generation and Distribution ■ Analysis Scenarios and Study Assumptions ■ Analysis Tools PROJECT DESCRIPTION This project is located northwest of the East River Valley Street/North Records Avenue intersection north of The Regency at River Valley development on a vacant plot of land within the City of Meridian (Reference 1). The project borders Eagle Road and Records Avenue. Figure 1 shows the site vicinity and project boundaries. The proposed site is currently vacant land and consists of approximately 16.5 acres. The development plan proposes to build approximately 336 multi -family (mid -rise) units, 23,000 sq. ft. retail space and two 3,500 sq. ft. fast food restaurants with drive-throughs. Figure 2 illustrates the proposed development site plan. FILENAME., H. 126126050 - VILLAGEAPARTMENT5 TI5IREPORTI5COPING MEM0126050 VILLAGE APAR TMENT5 TI55COPING MEMO.DOCX Village Apartments and Sessions Parkway Mixed -Use Development March 2021 �- Study Intersections x�- Future Intersections Site Vicinity Figure Meridian, Idaho 1 jZ11 KITTELSON � & ASSOCIATES Vi//age Apartments and Sessions Parkway Mixed -Use De ue%pment March 2021 N 10 i • /' Existing Right-in/Right-out Access -*I 450' Future Retail & Restaurant z 5, Proposed Right-in/Right-out J Access !� ON * A% 0 Existing LO Great Wall 850' aj Access to be closed and E w traffic � w kI 0 rerouted to 4 - W Site Access A ;' r+ �- Study Intersections �- Future Intersections 1� Nearest Access (North) Proposed Full Access ♦ _ Q �.� ,,��� 17., � ly�l� ,.s �• cn fie. J4 _ U ,, w 00 r, 3y9 t Access P� Few EAST RIVER VALLEY STREET Scale: 1" = 200' Proposed Site Plan Figure 200 iI o zoo Meridian, Idaho 2 17W KITTELSON X & ASSOCIATES Village Apartments and Sessions Parkway Mixed -Use Development - Scoping Memo Project #: 26050 March 30, 2021 Page 4 Access to the development is proposed via the following accesses: ■ Eagle Road/Site Access A (right-in/right-out access) o Approximately 445' South of Gateway Marketplace Southern Right-in/Right-out Access/Eagle Road o Approximately 850' North of East River Valley Street ■ N Records Avenue/Site Access B (full -movement access) o Approximately 1,015' North of East River Valley Street ■ Cross Access — the site will have several cross -access points. o A connection to the north will provide access to and from the Gateway Marketplace. o A connection to the south will provide access to the Great Wall restaurant. o A connection to the east will provide access to and from the multifamily apartments. As part of the previous application, traffic signing plans had been submitted for the project to ITD demonstrating removal of existing deeded approaches on Eagle Road in exchange for a single right- in/right-out access serving the proposed development and the Great Wall restaurant south of the development via a cross -access agreement. This proposal is still planned with the proposed development. Attachment A includes the ITD acceptance letter associated with the right-in/right-out access on Eagle Road. ESTIMATED TRIP GENERATION AND DISTRIBUTION The projected weekday daily, AM and PM peak hour vehicle trips for the proposed development were estimated based on the Trip Generation Manual, 10th Edition (Reference 2). Internal capture and pass - by rates were based on data presented in the ITE Trip Generation Handbook, 3rd Edition (Reference 3). Table 1 summarizes the estimated trip generation for proposed development. Kittelson & Associates, Inc. Boise, Idaho Village Apartments and Sessions Parkway Mixed -Use Development - Scoping Memo March 30, 2021 Project #: 26050 Page 5 Table 1. Trip Generation Estimate for Proposed Development Land Use "C.d. E I Weekday AM Peak In Hour Jr Weekday PM Peak HIM In—q= Multifamily Housing (Mid -Rise) 221 1 336 1,829 112 29 83 142 87 55 Internal Trips (18%AM140% PM) (734) (20) (2) (18) (57) (39) (18) Net New Residential Trips 1,095 92 27 65 85 48 37 Shopping Center 820 23,000 2,213 163 101 62 183 88 95 Internal Trips (11%AM157% PM) (1,269) (18) (9) (9) (105) (52) (53) External Trips 944 145 92 53 78 36 42 Pass -by Trips (0% AM134% PM) (320) 0 0 0 (27) (12) (15) Net New Retail Trips 624 145 92 53 51 24 27 Fast-food restaurant w/ drive - through 934 7,000 3,297 281 143 138 229 119 110 Internal Trips (12%AM/42% PM) (1,382) (34) (25) (9) (96) (38) (58) External Trips 1,915 247 118 129 133 81 52 Pass -by Trips (49% AM150% PM) (947) (120) (57) (63) (66) (40) (26) Net New Restaurant Trips Subtotal Trips 968 7,339 127 556 1 61 273 1 66 283 67 554 41 294 1 26 260 Total Internalization (13% AM147% PM) (3,385) (72) (36) (36) (258) (129) (129) Total External Trips 3,954 484 237 247 296 165 131 Total Pass -by Trips (1,267) (120) (57) (63) (93) (52) (41) Total Net New Trips 2,687 364 180 184 203 113 90 As shown in Table 1, the proposed Village Apartments and Sessions Parkway mixed -use development is estimated to generate a total of 2,687 daily net new trip ends, of these, 364 are estimated to occur in the weekday AM peak hour (180 inbound/184 outbound), and 203 are estimated to occur in the weekday PM peak hour (113 inbound/90 outbound). Trip Distribution The distribution of site generated trips onto the roadway system was based on the area of impact model run by COMPASS, review of the roadway system, and knowledge of travel patterns in the study area. The proposed distribution is shown in Figure 3. Kittelson & Associates, Inc. Boise, Idaho Vi/tage Apartments and Sessions Parkway Mixed -Use Development March 2021 N 0 0 ii O �I i CD I.e.-S, � t• USTICK RD 55� ;' W o ,fir . ____ C/) LU J _ O r 0 '. U ` ,LU • • _. R A SITE _ r © EAST RIVE ' -. , • ♦ 4w (0- Study Intersections (X - Future Intersections 4mmI► - Trip Distribution Percentage XX% Proposed Site Trip Distribution Figure Meridian, Idaho 3 17W KITTELSON N & ASSOCIATES Village Apartments and Sessions Parkway Mixed -Use Development - Scoping Memo March 30, 2021 Project #: 26050 Page 7 ANALYSIS SCENARIOS & STUDY ASSUMPTIONS The proposed TIS assumptions for the analysis include: ■ Study Years: o Existing traffic conditions (Year 2021) o Buildout year (Year 2024) background traffic conditions (includes regional growth and in -process developments but no site development traffic) o Buildout year (Year 2024) total traffic conditions (includes background traffic volumes plus site -generated trips from the proposed development) ■ Time Periods: o Weekday AM Peak Hour (7-9 AM) o Weekday PM Peak Hour (4-6 PM) ■ Study Intersections: o E River Valley Street/Eagle Road (signal) o Ustick Road/Records Avenue (signal) o E River Valley Street/Records Avenue (all -way stop -control) o Gateway Marketplace Southern Right-in/Right-out Access/Eagle Road (stop - control) o All Site Accesses ■ Roadway Segments: o Eagle Road (between Ustick Road and E River Valley Street) o Records Avenue (between Ustick Road and E River Valley Street) o E River Valley Street (between Eagle Road and Records Avenue) ■ Data Collection: o Turning movement counts will be collected during a typical midweek (Tuesday through Thursday) AM peak period (7:00 AM to 9:00 AM) and PM peak period (4:00 PM to 6:00 PM). ■ Existing turning movement counts will be compared to historical counts to ensure existing counts are accurate amid the COVID-19 pandemic. o For crash data, historical crash data will be obtained from ITD for the last 5 years on record. ■ Background Growth Rate and In -Process Developments: o Growth Rate: Kittelson worked with COMPASS to determine a growth rate. The growth rate will be a 2% compounded growth rate. Attachment B includes the area of influence model run from COMPASS. Kittelson & Associates, Inc. Boise, Idaho Village Apartments and Sessions Parkway Mixed -Use Development - Scoping Memo March 30, 2021 Project #: 26050 Page 8 o In -Process Development: Per the COMPASS model run data, the traffic forecast will be based on existing volumes multiplied by a growth rate only, assuming a growth rate accounts for in -process developments in the area. ■ Access Spacing & Needs o Access locations will be evaluated with respect to ACHD and ITD policy and spacing requirements. o The need for traffic control and turn lanes will also be evaluated at each site access. ■ Planned Transportation Improvements: o Based on our review of ACHD's Capital Improvement Plan adopted in August 2020 (CIP, Reference 4), there are no projects planned in the study area. o Based on our review of ACHD's Integrated Five Year Work Plan (IFYWP, Reference 5), there are no roadway and intersection projects planned in the study area. There is a bikeway signage project programmed in 2024, which will install wayfinding and bikeway signage along Records Avenue in the vicinity of the site. o Based on our review of ITD's Idaho Transportation Investment Program (ITIP, Reference 6), a third southbound through lane will be added to Eagle Road (SH-55) between Leslie Drive and Franklin Road. In the study area, this project will add a third southbound through lane to the intersection of Eagle Road and East River Valley Street. Construction is planned for 2021. ANALYSIS TOOLS AND OPERATING STANDARDS Kittelson will perform the intersection operational analysis as follows: ■ Use the Highway Capacity Manual (HCM), 61h Edition analysis procedures (Reference 7). ■ Use peak 15-minute flow rate during the weekday AM and PM peak hours in the evaluation of all intersection level -of -service (LOS), volume -to -capacity (V/C) ratios and 95th percentile queues. ■ Use Synchro 10 software to analyze signalized and stop -controlled intersections, and if needed for supplemental analysis, HCS 7 software (version 7.70). ■ Use the HCM 2000 procedure for signalized intersection overall V/C ratios because the HCM 6th Edition procedure does not produce an intersection overall V/C ratio. Kittelson will perform the analysis in accordance with the methodologies stated in Section 7106.6 of the ACHD Policy Manual (Reference 8). Additionally, Kittelson will evaluate 95th percentile queues and the need for separate left -and right -turn lanes at the study intersections and site accesses. Kittelson will report intersection and segment level -of -service per ACHD thresholds. Kittelson & Associates, Inc. Boise, Idaho Village Apartments and Sessions Parkway Mixed -Use Development - Scoping Memo Project #: 26050 March 30, 2021 Page 9 ACHD requires that signalized intersections operate at a minimum of LOS "E" for Principal Arterials and Minor Arterials and LOS "D" for Collectors. All unsignalized intersections that have a projected LOS "D" or worse shall be evaluated to determine if a signal or roundabout is warranted. The acceptable volume -to -capacity ratio for signalized intersections is 0.90 for the overall intersection and 1.00 for each lane group. The acceptable volume -to -capacity ratio is 1.00 for the critical lane group at unsignalized intersections. Although not policy, ITD's desired thresholds are LOS D and v/c ratio of 0.90 or better for all intersections and lane groups. NEXT STEPS Please contact Andy Daleiden (208.472.9804 or adaleiden@kittelson.com) or Alec Kauffman (503.535.7459 or akauffman@kittelson.com) if you have any questions or comments on the information presented in this memorandum. ATTACHMENTS A. ITD Acceptance Letter B. COMPASS Area of Influence Model Run REFERENCES 1. Meridian, Idaho. Current Zoning Map. 2. Institute of Transportation Engineers. Trip Generation Manual, 10th Edition. September 2017. 3. Institute of Transportation Engineers. Trip Generation Handbook 3rd Edition. September 2017. 4. Ada County Highway District. Capital Improvements Plan. Published August 19, 2020. 5. Ada County Highway District. Five Year Integrated Work Plan 2021-2025. September 23, 2020. 6. Idaho Transportation Department. Idaho Statewide Transportation Investment Program (ITIP) — FY21 to FY27. September 16, 2020. 7. Transportation Research Board. Highway Capacity Manual 61h Edition. Washington D.C. 2015. 8. Ada County Highway District. Policy Manual. 2010. Kittelson & Associates, Inc. Boise, Idaho Attachment A ITD Acceptance Letter \DAHp �* *� Your Safety • Your Mobility ysA Q Your Economic Opportunity �9TarioN o�Qp December 4, 2019 Rob Sunderlage Horrocks Engineers 2162 W. Grove Parkway, Suite 400 Pleasant Grove, Utah 84062 RE: Apartments Traffic Striping Conceptual Plan, ITD Acceptance Via Email Dear Mr. Sunderlage, IDAHO TRANSPORTATION DEPARTMENT P.O. Box 8028 • Boise, ID 83707-2028 (208) 334-8300 • itd.idaho.gov The Idaho Transportation Department (ITD) would like to formalize our acceptance of the revised Traffic Striping Conceptual Drawings dated November 13, 2019 for SH-55 (Eagle Road) from River Valley Street to approximately 1,500ft north (see attached). The paving, curbing and striping work is in association with the proposed right -in -right out access of Eagle Road near milepost 38.6. This revised conceptual striping plan addresses all of ITD's safety concerns. Construction of the proposed access results in closure of four existing approaches • The two northern approaches on Village Apartment's parcel are deeded approaches. Prior to issuing a permit for the proposed approach, ITD will work with the developer on an exchange deed. • The existing Great Wall approach will be removed and relocated to the proposed location. It appears that the proposed approach is located entirely on the Great Wall's parcel. If this is the case, Village Apartments will need to provide ITD with a cross access agreement to show legal use of the access. If the approach straddles both parcels, ITD will need a joint use agreement for the approach. In either case the permit application will need to include a copy of the Great Wall's deed. • The southern approach is not -permitted and shall be removed due to curbing associated with the right turn lane improvements. There is an existing development agreement issued by the city of Meridian for the four parcels between River Valley Street and the proposed approach. A backage road is to be constructed as the parcels develop to provide access to River Valley Street. ITD is unclear how this development agreement may affect usage of the Page 1 of 2 proposed approach. The department does not see this effecting the proposed approach or conceptual design, but the conversation is important to be had to understand if anything additional is necessary for the proposed approach's cross access agreement. ITD appreciates Village Apartments presenting a solution that addresses the department's concern. You may proceed with engineered stamped drawings. This letter only acknowledges the acceptance of the revised Traffic Striping Conceptual Plan, final approval of the proposed access and associated improvements is determined once all documentation has been provided and the permit is signed. Maintaining safety and mobility for Idaho's motorists is of the utmost importance to ITD. Please let me know if you have any questions. I can be reached by phone at 208-265-4312 extension 7 or email at erika.bowen@itd.idaho.gov. Sincerely, Respectfully, (f,-,L -e &,, Erika R Bowen, PE District 3 Traffic Technical Engineer cc: Sonya Allen — City of Meridian Mindy Wallace — ACHD Page 2 of 2 Attachment B COMPASS Area of Influence Model Run Village Apartments Proposed Development The following summarizes the results of an area of influence model run for a proposed development located northeast of River Valley Rd and Eagle Rd. The proposed development shown in Figure will consist of 336 multi -family homes, 23,000 square feet of retail space, and two fast food restaurants with an anticipated build out by 2024. Year 2025 was used for this analysis. I 41 I Verreso V21T No. 4 945 new connections Expressway - - Prop Expressway Principal Arterial - - - Proposed Principal Arterial - Minor Arterial - - - Proposed Minor Arterial Collector Proposed Collector Local ® Proposed Development ' O TAZ Boundary Approved Preliminary Plat Pending Preliminary Plat Figure 7 446 449 II 450 Table 1 provides the existing demographics for TAZ 448 and the proposed development's demographics used for the area of influence model run. Temporary TAZs were used to isolate the proposed development's impact. Table 1 2020 2025 Proposed 2040 HH Jobs HH Jobs HH Jobs TAZ 448 429 566 429 614 630 712 Temp TAZs 1313 & 1314 n/a n/a 336 88 n/a n/a Surrounding TAZs 671 687 737 1,037 857 1,762 Total 1,100 1,253 1,502 1,739 1,487 2,474 Figure 2: Area of Influence, percent contribution to the total peak hour demand Figure 3: Peak Hour Demand with Proposed Development Figure 4: Peak Hour Demand without Proposed Development Figure 5: Surrounding Area TAZs Figure 6: 2020 to 2025 Compounded Annual Growth Rate Figure 7: 2025 to 2030 Compounded Annual Growth Rate Figure 8: 2030 to 2040 Compounded Annual Growth Rate Figure 2: Area of Influence, percent contribution to the total peak hour demand 0 8.8 0.2 m 0.2 m - CO a Ustck Rd Ustick Rd Ustick Rd UsttK R! c Ustidt Rd Ustick Rd o c Ustick Rd USttK Fiy 5 Q 4 V .0 z = M RIRO 10D 1314 $ 1313-� Q � � m 3 N m 0 N FbverVavgy g 0.7 7.1 C Q -_ � x s 9A c, FaNvlaw Ave FaYvlwAve FairviawAve FaW"AVG FahvbwAxe FawewA%e Fairview Ave ,5 0.8 may o J5 0.1 0.1 0.1' CS Q O mW Q g O LIM K Fe U 0 a� m (h u tAttK Ft 0 A 02 03 ff Q o � � O U x Q g 0 FeWeu,Ave 0 FaVVewA%e FairviewAve FarvlwA%e - r U 12 y - _ Ustick Rd Fa Figure 3: Peak Hour Demand with Proposed Development c c Usid Rd 1588 Uskdk Rd 1675 Uskdt Rd 1755 Us1 tk =,' 1724 1 205 51 R Y; Y ! k Po Usk k Rd 1651 1690 d Elddc3I � 8l 122 3 103 BddcQyess $ LD ry Y52i Usid Rd 9 �' 1663 d Id ssi 35 9 skdc Rd d 1588 twick Rd 1663 lytk Rd 1716 R 8 a4 8 d tg aJ9C 8 LWick Rd 1558 Usk* Rd 1663 883 &% 81:03 866 899 936 973 1014 989 970 792 770 n4 Usk* Rd Usk k Rd Ussdc Rd Us1tk RI Udtk RI Ustdi Rd _ Uak * Rd Q skd Rd ` LWick � Lldt k Fb Usttk Rd skdc URd 8 ° n M LE e e r m ZZ O7 TT OI .y iL RRO58 A $5 �1314 $p 4 w Cf jr H O 3B 38 88 ? i18 a 3C a 8 RROO 1313 - 52 + '.' m a� a �N A'.a pA w RrcrVa rty `.A 127 529 310 126 398 258 Rite rVa16y91 _ w LipN d d23 1%Cal s 'd 2,0 s ^ ^ s s o .., 8 8 a z rAve Fa Ave n Faivew q °! ^ ° 4^ _ Fairvew Ave FairvCw A. Fainnew 3 ivelr 2409 Ave 240E Na ew Ave FaivimrAw G< Fa`vewA. d = "' 4"Vew Ave fa"+ Ave Fa+vew A,r fa 2312 2459 2470 23 1703 1700 170:� 1613 r_ ti 1634 - id31 _ 1400 1511 FarrvewAve 1518 Far�:awA. ��' W62 ¢aivlwA. 1881 _� FarvewAve +?➢8 Ft8lwAe 1235 123Bw farNew Ave v 7144115 Av. 1432 k 1427 1210FaavewAve 8 a vi Faevew Ave Farm*Av° faavew Ave fa Figure 4: Peak Hour Demand without Proposed Development f > C7 Usfdt Rd Jacx Rd 1586 1674 878 85d n4 Uvk* Rd Usk* Rd 0 9 �g K :i Faivew Ave Faivew A. 2374 2:d8 _ 1397 1507 FaivewAve FaivewA. 0) 1 'Id �Faas SI 203 123 3 53 35 S 4 J =u Rd Ud tk ;: - a RJ Usfdc Rd Usfdt Rd 8 `� 9 skd Rd 1754 1723 1651 16W 1664 d d 1%5 861 893 929 J51 1006 Rd Udtk RJ Udtk RJ Usk* Rd Usadl Rd i y adt Rd < a a � m� z��w W CV N � N N N Fariew Aw Fa tray Ave 2476 ay 2d16 1514 4 -1658 Favr.iawA. F j j.A. r A A 8 (.1 o P J 9. D �N � � RierVaky3 :12 7 126 354 8 Rite rVakySJ Lip A LL AM I p p N N N T7+6 2t5 a a M w S+ 9� a Usltk Rd LWtk Rd 1657 1710 981 962 Wck Rd Usttk PW N N $ < < z Faivew Ave Fa4 ew Ave Farvwa Ave St FaMvtwA.w =• FaMvl+r A. 2615 17U3 1709 1T35 `'s 1606 f� N 1627 1677 Faivew Ave 1141 N 8 !w Aw 1251 1241 Famew Awe°D `r1 `„i iM 3 FatrtwAve ta21 3 FaivewAm e a g dRl�d a� a� 8 13 UsJtkRJ 1554 A9 UsJtk Rd n V Fa"i Aw 8 Faivew Ave 15,13 1523 1416 1203 FarmwAw FaivewAve Uzwk Rd 1658 767 Usk* Rd Figure 5: Surrounding Area TAZs r-iniciloai Mrtendi — — — Proposed Principal Arterial Minor Arterial Proposed Minor Arterial Collector — — — Proposed Collector Local Proposed Development C TAZ Boundary Approved Preliminary Plat Pending Preliminary Plat 452 objoctid' tzonesOS new_demog hh20 hh25 jobs25 hh30 jobs30 hh35 obs40 450 450 Wridian-East 0 0 21 0 30 0 44 449 449 tbridiarrEast 158 166 474 166 501 166 M3431039 542 446 446 WridiarrEast 319 320 43 320 69 320 109 946 950 WridiarFEast 9 24 102 24 183 24 304 937 941 k ridiarrEast 76 103 242 139 296 139 393 941 945 tkridiarrEast 109 124 155 138 2411 1381 3181 1381 370 Figure 6: 2020 to 2025 Compounded Annual Growth Rate 2020 Peak Hour to 2025 Peak Hour Compounded -nnual Growth Rates 3/17/2021 �y x e� a It fli 1_1 s 78 r g � � w q � U3id..Rd U�tkPtl tkdtkRi umk:kR1qu lfirkr ! 43 U�d Rd U!AckRd Ws kRd Uzi kPd 8 U 4dtkFb L.sltkPn 1 13 1 i 1.1 1.] w I{.? sM S5,4 55 r3 rs m c 4G sv y a � sr Far jwAve Far iwAva Fa Frtx Axe Fa re ex Ave Far jw+ e Fa A.e Ferri Fhe o FatirrewA,x rti FarirwAm Forme hon. 1 rjkejwAwe Faiw p� 4 93 �+1 1 tb� 2.1 2 1_7 19 Of + rt v Growth Rate 42 43 v o 12i F- I nck ded Roadhuay Project {Programmed in the TIP or Funded in CI M 2.0) DAUAGOD11Mad efacallbratbn'5&aseJlP1F(2125Wgrowthrates5GR2D2U 2025.net COMPASS reserves the rg ht to rerun the model For any Pawn deemed necess®y. IFA1 ) CLicensed to Community Planning Association) Figure 7: 2025 to 2030 Compounded Annual Growth Rate 2025 Peak Hour to 2030 Peak Hour Compounded annual Growth Rates 3/17/2021 iV 49 1 2 Sr 1.9 {' � x m r } q su UsickRd WimkPd U61tkFkl Ufitk'Fu Wi7kR,i UsgckRd 7 UqAd1Rd taiEkRd 4dtkPH 4dtkPd lsitkRd 1-913 iJ t.3 15 iS� Ora cF 1 i 1 6 ¢ C� S G E, t1i Q s`I Y f ; } Q r � o �c ,�v ilp a a >66:A. Fa6jwAwe F06iw kYFarieNAtie Far i%vk%. Ay Fa" A� FaNiEwAw shv Faris hm FarieN �•ii•rlwAw 1-9 1-3 15 1-2 1-3 q3 49 83 � i 48 O.d �` Q 6 n 0 0-1 6.1 r 5 a M Growth Rate +` B 40 Included Roadway Project (Programmed in the TIP or Funded in OW 2.0) D:IUAG't2d11 Modlefticalibratiorik&aeelTl FkFY2MPJIYgrowthrateskGR=5_20W. net -COMPAM reserves the right to rerun the nxrdel for any reason deemed I sar{. ;.f'I.II1rlJ[j CLicensed to Community Planning Association) Maur 8 2030 to 2040 Compounded Annual Growth Rate 2030 Peak Hour to 2040 Peak Hour Growth Rates 1 2021 I` ), a� J2 20 1 U_m �a� yam@_9m \■ �m @9m@� j Ulnd Usl@m a3 132 a f] « ± ƒ� �2 §° 2 � (R ! � ƒ, 0.2° u ; p � $� @ � o& _ 6i % 19 � � & F�Wk �6i.A, F�w A + � � }■ ¥�� ���� � . , ��� �.m: ` � .� FQ I ■ % -LiV �a � . V . 4-7 � » � ƒ, c 02 .A _ e�h� — -' _ I rkokodled Roadway rro)ert@�rammedirk the TIP or Fumded irk ou m EGAeagMeder &« &asemRFY2i mV_hrabes:aR2O3O —2C40.net COUP reEarye� the 4kto rerun the melfor a» reasorideemed rveDeBsaffy. I ]/w((Licensed Community Planning Association) Appendix B. Internal Trip Capture Rate Worksheets NCHRP 684 Internal Trip Capture Estimation Tool Project Name: Village Apatments Organization: KAI Project Location: Meridian, Idaho Performed By: AMK Scenario Description: Mixed -Use Calculation Date: 3/9/2021 Analysis Year: 2025 Checked By: Analysis Period: AM Street Peak Hour Date: Table 1-A: Base Vehicle -Trip Generation Estimates (Single -Use Site Estimate) Land Use Development Data (For Information Only) Estimated Vehicle-Trips3 ITE LUCs' Quantity Units Total Entering Exiting Office 0 Retail 163 101 62 Restaurant 281 143 138 Cinema/Entertainment 0 Residential 112 29 83 Hotel 0 All Other Land Usesz 0 556 273 283 Table 2-A: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips Veh. Occ.4 % Transit % Non -Motorized Veh. Occ.4 % Transit % Non -Motorized Office 1.00 0% 0% 1.00 0% 0% Retail 1.00 0% 0% 1.00 0% 0% Restaurant 1.00 0% 0% 1.00 0% 0% Cinema/Entertainment 1.00 0% 0% 1.00 0% 0% Residential 1.00 0% 0% 1.00 0% 0% Hotel 1.00 0% 0% 1.00 0% 0% All Other Land Usesz 1.00 0% 0% 1.00 0% 0% Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) Origin (From) Destination (To) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Table 4-A: Internal Person -Trip Origin -Destination Matrix* Origin (From) Destination (To) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 0 0 0 0 0 Retail 0 a 8 0 1 0 Restaurant 0 8 0 1 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 1 17 0 0 Hotel 0 1 0 1 0 1 0 0 Table 5-A: Computations Summary Total Entering Exiting All Person -Trips 556 273 283 Internal Capture Percentage 13% 13% 13% External Vehicle-Tri PS5 484 237 247 External Transit -Trips 6 0 0 0 External Non -Motorized Tri sfi 0 1 0 1 0 Table 6-A: Internal Trip Capture Percentages by Land Use Land Use Entering Trips Exiting Trips Office N/A N/A Retail 9% 15% Restaurant 17% 7% Cinema/Entertainment N/A N/A Residential 7% 22% Hotel N/A N/A Land Use Codes (LUCs) from Trip Generation Manual, published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed -use development site is not subject to internal trip capture computations in this estimator. 3Enter trips assuming no transit or non -motorized trips (as assumed in ITE Trip Generation Manual). 4Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed -use project, manual adjustments must be made to Tables 5-A, 9-A (O and D). Enter transit, non -motorized percentages that will result with proposed mixed -use project complete. 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A. sPerson-Trips *Indicates computation that has been rounded to the nearest whole number. Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 Project Name7j Village Apatments Analysis Period:1 AM Street Peak Hour Table 7-A: Conversion of Vehicle -Trip Ends to Person -Trip Ends Land Use Table 7-A (D): Entering Trips Table 7-A (0): Exiting Trips Veh.Occ. Vehicle -Trips Person -Trips" Veh.Occ. Vehicle -Trips Person -Trips* Office 1.00 0 0 1.00 0 0 Retail 1.00 101 101 1.00 62 62 Restaurant 1.00 143 143 1.00 138 138 Cinema/Entertainment 1.00 0 0 1.00 0 0 Residential 1.00 29 29 1.00 83 83 Hotel 1.00 0 0 1.00 0 0 Table 8-A (0): Internal Person -Trip Origin -Destination Matrix (Computed at Origin) Origin Destination (To) (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 0 0 0 0 0 Retail 18 8 0 9 0 Restaurant 43 19 1 0 6 4 Cinema/Entertainment 0 0 0 0 0 Residential 2 1 17 0 0 Hotel 0 0 0 0 0 Table 8-A (D): Internal Person -Trip Origin -Destination Matrix (Computed at Destination) Origin (From) Destination (To) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 32 33 0 0 0 Retail 0 72 0 1 0 Restaurant 0 8 0 1 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 17 29 0 0 Hotel 0 4 9 0 0 Table 9-A (D): Internal and External Trips Summary (Entering Trips) Destination Land Use Person -Trip Estimates External Trips by Mode* Internal External Total Vehicles' Transit2 Non-MotorizedZ Office 0 0 0 0 0 0 Retail 9 92 101 92 0 0 Restaurant 25 118 143 118 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 2 27 29 27 0 0 Hotel 0 0 0 0 F-0 0 0 All Other Land Uses3 0 0 0 0 0 Table 9-A (0): Internal and External Trips Summary (Exiting Trips) Origin Land Use Person -Trip Estimates External Trips by Mode* Internal External Total Vehicles ' z Transit z Non -Motorized Office 0 0 0 0 0 0 Retail 9 53 62 53 0 0 Restaurant 9 129 138 129 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 18 65 83 65 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 3Total estimate for all other land uses at mixed -use development site is not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. NCHRP 684 Internal Trip Capture Estimation Tool Project Name: Village Apatments Organization: KAI Project Location: Meridian, Idaho Performed By: AMK Scenario Description: Mixed -Use Calculation Date: 3/9/2021 Analysis Year: 2025 Checked By: Analysis Period: PM Street Peak Hour Date: Table 1-P: Base Vehicle -Trip Generation Estimates (Single -Use Site Estimate) Land Use Development Data (For Information Only) Estimated Vehicle-Trips3 ITE LUCs' Quantity Units Total Entering Exiting Office 0 Retail 183 88 95 Restaurant 229 119 110 Cinema/Entertainment 0 Residential 142 87 55 Hotel 0 All Other Land Usesz 0 554 294 260 Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips Veh. Occ.4 % Transit % Non -Motorized Veh. Occ.4 % Transit % Non -Motorized Office 1.00 0% 0% 1.00 0% 0% Retail 1.00 0% 0% 1.00 0% 0% Restaurant 1.00 0% 0% 1.00 0% 0% Cinema/Entertainment 1.00 0% 0% 1.00 0% 0% Residential 1.00 0% 0% 1.00 0% 0% Hotel 1.00 0% 0% 1.00 0% 0% All Other Land Usesz 1.00 0% 0% 1.00 0% 0% Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Origin (From) Destination (To) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail 500 Restaurant W 750 Cinema/Entertainment Residential 500 750 Hotel Table 4-P: Internal Person -Trip Origin -Destination Matrix* Origin (From) Destination (To) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 0 0 0 0 0 Retail 0 28 0 25 0 Restaurant 0 44 0 14 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 8 10 0 0 Hotel 0 1 0 1 0 1 0 0 Table 5-P: Computations Summary Total Entering Exiting All Person -Trips 554 294 260 Internal Capture Percentage 47% 44% 50% External Vehicle-Tri PS5 296 165 131 External Transit -Trips 6 0 0 0 External Non -Motorized Tri sfi 0 1 0 1 0 Table 6-P: Internal Trip Capture Percentages by Land Use Land Use Entering Trips Exiting Trips Office N/A N/A Retail 59% 56% Restaurant 32% 53% Cinema/Entertainment N/A N/A Residential 45% 33% Hotel N/A N/A Land Use Codes (LUCs) from Trip Generation Manual, published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed -use development site is not subject to internal trip capture computations in this estimator. 3Enter trips assuming no transit or non -motorized trips (as assumed in ITE Trip Generation Manual). 4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed -use project, manual adjustments must be 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P. sPerson-Trips *Indicates computation that has been rounded to the nearest whole number. Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 Project Name: 1 Village Apatments Analysis Period:1 PM Street Peak Hour Table 7-P: Conversion of Vehicle -Trip Ends to Person -Trip Ends Land Use Table 7-P (D): Entering Trips Table 7-P (0): Exiting Trips Veh.Occ. Vehicle -Trips Person -Trips* Veh.Occ. Vehicle -Trips Person -Trips* Office 1.00 0 0 1.00 0 0 Retail 1.00 88 88 1.00 95 95 Restaurant 1.00 119 119 1.00 110 110 Cinema/Entertainment 1.00 0 0 1.00 0 0 Residential 1.00 87 87 1.00 55 55 Hotel 1.00 0 0 1.00 0 0 Table 8-P (0): Internal Person -Trip Origin -Destination Matrix (Computed at Origin) Origin Destination (To) (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 0 0 0 0 0 Retail 2 1 28 4 25 5 Restaurant 3 45 9 20 8 Cinema/Entertainment 0 0 0 0 0 Residential 2 21 10 0 2 Hotel 0 0 0 0 0 Table 8-P (D): Internal Person -Trip Origin -Destination Matrix (Computed at Destination) Origin Destination (To) (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 7 2 0 3 0 Retail 0 35 0 40 0 Restaurant 0 44 0 14 0 Cinema/Entertainment 0 4 4 T 3 0 Residential 0 8 14 0 0 Hotel 0 2 6 0 0 Table 9-P (D): Internal and External Trips Summary (Entering Trips) Destination Land Use Person -Trip Estimates External Trips by Mode' Internal External Total Vehicles' Transit2 Non-Motorizedz Office 0 0 0 0 0 0 Retail 52 36 88 36 0 0 Restaurant 38 81 119 81 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 39 48 87 48 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 Table 9-P (0): Internal and External Trips Summary (Exiting Trips) Origin Land Use Person -Trip Estimates External Trips by Mode` Internal External Total Vehicles ' z Transit z Non -Motorized Office 0 0 0 0 0 0 Retail 53 42 95 42 0 0 Restaurant 58 52 110 52 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 18 37 55 37 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 'Vehicle -trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 3Total estimate for all other land uses at mixed -use development site is not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Appendix C. Crash Data From: Steve Rich <Steve.Rich@itd.idaho.gov> Sent: Tuesday, February 16, 2021 6:39 AM To: Alec Kauffman Cc: Andy Daleiden Subject: RE: [EXTERNAL] Meridian - crash data request Attachments: Eagle & River Valley Intersection Crashes 2015-2019.xlsx; Eagle Rd - River Valley to Ustick Crashes 2015-2019.xlsx; Records & River Valley Intersection Crashes 2015-2019.xlsx; Records & Ustick Intersection Crashes 2015-2019.xlsx; Records Ave - River Valley to Ustick Crashes 2015- 2019.xlsx; River Valley St - Eagle Rd to Records Non -Intersection Crashes 2015-2019.xlsx Follow Up Flag: Follow up Flag Status: Flagged Alec, I can't do an intersection analysis of the Gateway Marketplace entrance/exit because it is not a public road (it's a driveway/parking lot access) and therefore, not an intersection. Since there are only right turns in & out of that access I figured there wouldn't be may crashes related to the access. I looked at the 6 north bound crashes in the vicinity of the access and they were all rear -end crashes resulting from traffic backed up from the signal at Ustick. For some reason, Records Ave has 2 Route IDs and the split occurs between Tahiti Dr and River Valley St. And why the street name changes from Records Ave to Records Way at River Valley and then back to Records Ave south of Fairview is beyond my understanding. Let me know if you have any questions, Steve Rich Research Analyst Principal Office of Highway Safety Idaho Transportation Department (208) 334-8116 OHS Web Page: http://itd.idaho.gov/safety/ From: Alec Kauffman <akauffman@kittelson.com> Sent: Wednesday, February 10, 2021 2:02 PM To: Steve Rich <Steve.Rich @itd.idaho.gov> Cc: Andy Daleiden <ADALEIDEN @kittelson.com> Subject: [EXTERNAL] Meridian - crash data request --- This email is from an external sender. Be cautious and DO NOT open links or attachments if the sender is unknown. --- Hi Steve, I'm working on another project in Meridian, ID and would like to request the crash data for the following intersections and roadway segments for the most recent 5 years available. Intersections (stared and circled in red on the attached map): 1. E River Valley Street/Eagle Road (signal) 2. Ustick Road/Records Avenue (signal) 3. E River Valley Street/Records Avenue (all -way stop -control) 4. Gateway Marketplace Southern Right-in/Right-out Access/Eagle Road (stop -control) (see attached map) Roadway Segments (highlighted on map): 1. Eagle Road between Ustick Road and E River Valley Street 2. Records Avenue between Ustick Road and E River Valley Street 3. E River Valley Street between Eagle Road and Records Avenue I have included a marked -up map for reference. Please let me know if you have any questions! I Thanks and best, Alec Alec Kauffman ansportation Analyst We are fully operational during COVID-19, but please connect with us before sending hard copy mail Visit our website for more information. Kittelson & Associates, Inc. Transportation Engineering / Planning No Text Appendix D. Traffic Counts L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name : Eagle Rd & Gateway Marketplace Intersection: Eagle Rd / Marketplace Site Code : TURNS City, State: Meridian, Idaho Start Date : 2/10/2021 Control: Stop Sign Page No : 1 Groups Printed- General Traffic - 3+ Axle Heavy Trucks Eagle Road Marketplace - Turns Eagle Road Ustick Road From North From East From South From West Start Time Peds TApp. Total Ri ht Peds I App. Total Ri g ht Peds App. Total Peds App. Total Int. Total 07:00 AM 0 0 1 0 1 3 0 3 0 0 4 07:15 AM 0 0 0 0 0 3 0 3 0 0 3 07:30 AM 0 0 0 0 0 7 0 7 0 0 7 07:45 AM 0 0 0 0 0 5 0 5 0 0 5 Total 0 0 1 0 1 18 0 18 0 0 19 08:00 AM 0 0 2 0 2 8 0 8 0 0 10 08:15 AM 0 0 0 0 0 6 0 6 0 0 6 08:30 AM 0 0 0 0 0 5 0 5 0 0 5 08:45 AM 0 0 1 3 0 0 1 3 7 0 7 26 0 26 0 0 0 0 8 29 Total 0 0 04:00 PM 0 0 5 0 5 35 0 35 0 0 40 04:15 PM 0 0 6 0 6 22 0 22 0 0 28 04:30 PM 0 0 8 0 8 20 0 20 0 0 28 04:45 PM 0 0 3 0 3 26 0 26 0 0 29 Total 0 0 22 0 22 103 0 103 0 0 125 05:00 PM 0 0 1 0 1 25 0 25 0 0 26 05:15 PM 0 0 8 0 8 16 0 16 0 0 24 05:30 PM 0 0 8 0 8 18 0 18 0 0 26 05:45 PM 0 0 5 0 5 28 0 28 0 0 33 Total 0 0 22 0 22 87 0 87 0 0 109 Grand Total 0 0 48 0 48 234 0 234 0 0 282 Apprch % 0 100 0 100 0 0 Total % 0 0 17 0 17 83 0 83 0 0 General Traffic 0 0 48 0 48 233 0 233 0 0 281 % General Traffic 0 0 100 0 100 99.6 0 99.6 0 0 99.6 3+ Axle Heavy Trucks 0 0 0 0 0 1 0 1 0 0 1 3+ Axle Heavy Trucks 0 0 0 0 0 0.4 0 0.4 0 0 0.4 L2 Data Collection L2DataCol lection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name : Eagle Rd & Gateway Marketplace Intersection: Eagle Rd / Marketplace Site Code : TURNS City, State: Meridian, Idaho Start Date : 2/10/2021 Control: Stop Sign Page No : 2 Eagle Road Out In Total 48 0 48 0 0 0 48 0 48 0 0 0 Peds Y000 ~ � A � W O N North C 0 o 0 0 0 0 o N 2/10/2021 07:00 AM OD o m _-6 [Ifa 2/10/2021 05:45 PM a a' m m mom o 0 o General Traffic y o 0 o c 3+ Axle Heavy Truck O N N D CA F' NhtlPeds, 0 233 [ 233 0 234 234 Out In Total L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name : Eagle Rd & Gateway Marketplace Intersection: Eagle Rd / Marketplace Site Code : TURNS City, State: Meridian, Idaho Start Date : 2/10/2021 Control: Stop Sign Page No : 3 Eagle Road Marketplace - Turns Eagle Road Ustick Road From North From East From South From West Start Time Peds I App. Total Rieht I Peds I App. Total R1eht I Peds App. Total I Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Paalr VT.— fin Fnti— Tntar tin TA—i— at OR -Of) AM 08:00 AM 0 0 2 0 2 8 0 8 0 0 10 08:15 AM 0 0 0 0 0 6 0 6 0 0 6 08:30 AM 0 0 0 0 0 5 0 5 0 0 5 08:45 AM 0 0 1 0 1 7 0 7 0 0 8 Total Volume 0 0 3 0 3 26 0 26 0 0 29 % App. Total 0 100 0 100 0 0 PHF .000 .000 .375 .000 .375 .813 .000 .813 .000 .000 .725 General Traffic 0 0 3 0 3 26 0 26 0 0 29 % General Traffic 0 0 100 0 100 100 0 100 0 0 100 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 �000 000 � 000y a 000 O Out In Total 0 0 0 113 3 0 0 0 0 Peds Peak Hour Data North Peak Hour Begins at 08:00 A General Traffic 3+ Axle Heavy Trucks F* Ri ht Peds 426 0 0 0 0 26 26 Out In Total N Orn Z Lwow � 5 wow n 0000 0 N N N (00(O— L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name : Eagle Rd & Gateway Marketplace Intersection: Eagle Rd / Marketplace Site Code : TURNS City, State: Meridian, Idaho Start Date : 2/10/2021 Control: Stop Sign Page No : 4 Eagle Road Marketplace - Turns Eagle Road Ustick Road From North From East From South From West Start Time Peds I App. Total Right I Peds App. Total Right] Peds App. Total Peds App. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 08:00 AM 07:30 AM 07:00 AM +0 mins. 0 0 2 0 2 7 0 7 0 0 +15 mins. 0 0 0 0 0 5 0 5 0 0 +30 mins. 0 0 0 0 0 8 0 8 0 0 +45 mins. 0 0 1 0 1 6 0 6 0 0 Total Volume 0 0 3 0 3 26 0 26 0 0 % App. Total 0 100 0 100 0 0 PHF .000 .000 .375 .000 .375 .813 .000 .813 .000 .000 General Traffic 0 0 3 0 3 25 0 25 0 0 % General Traffic 0 0 100 0 100 96.2 0 96.2 0 0 3+ Axle Heavy Trucks 0 0 0 0 0 1 0 1 0 0 3+ Axle Heavy Trucks 0 0 0 0 0 3.8 0 3.8 0 0 Eagle Road In - Peak Hour: 07:00 AM 0 0 0 0 0 0 Peds Peak Hour Data a v North A CO CD 0L� o 0 0 U) General Traffic WOW = = 3+ a Axle HeavyTrucks C m y N WOW 0 N CO co 4) a o� >N Ri ht Peds 25 0 1 0 26 0 25 1 26 In - Peak Hour: 07:30 AM L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name : Eagle Rd & Gateway Marketplace Intersection: Eagle Rd / Marketplace Site Code : TURNS City, State: Meridian, Idaho Start Date : 2/10/2021 Control: Stop Sign Page No : 5 Eagle Road From North Marketplace - Turns From East Eagle Road From South Ustick Road From West Start Time Peds I App. Total Right I Peds I App. Total Right I Peds App. Total Peds App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 P—L- T-T.— f r Pnt;— TntPre-6— 11—;— at (1-Af) PT\R Int. Total 04:00 PM 0 0 5 0 5 35 0 35 0 0 40 04:15 PM 0 0 6 0 6 22 0 22 0 0 28 04:30 PM 0 0 8 0 8 20 0 20 0 0 28 04:45 PM 0 0 3 0 3 26 0 26 0 0 29 Total Volume 0 0 22 0 22 103 0 103 0 0 125 % App. Total 0 100 0 100 0 0 PHF .000 .000 .688 .000 .688 .736 .000 .736 .000 .000 .781 General Traffic 0 0 22 0 22 103 0 103 0 0 125 % General Traffic 0 0 100 0 100 100 0 100 0 0 100 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 % 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 Eagle Road Out In Total [1202 0 [1220 0 0 0 0 Peds Peak Hour Data fl ° North ca o00 �o o 0 o v Peak Hour Begins at 04:00 PM N O N General Traffic N o 0 0 3+ Axle Heavy Trucks N o 0 0 y O o N N N UtOGn— F' Ri ht Peds 103 0 0 0 01 103 0 03 0 103 103 Out In Total Study: KITT0191 Intersection: Eagle Rd / Marketplace City, State: Meridian, Idaho Control: Stop Sign L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 File Name : Eagle Rd & Gateway Marketplace Site Code : TURNS Start Date : 2/10/2021 Page No : 6 Eagle Road Marketplace - Turns Eagle Road Ustick Road From North From East From South From West Start Time Peds I App. Total Right I Peds I App. Total Right] Peds App. Total Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 P-1r TJ— f >• Fah A„r.>• —h R—i- at- 12:00 PM 04:00 PM 04:00 PM 12:00 PM +0 mins. 0 0 5 0 5 35 0 35 0 0 +15 mins. 0 0 6 0 6 22 0 22 0 0 +30 mins. 0 0 8 0 8 20 0 20 0 0 +45 mins. 0 0 3 0 3 26 0 26 0 0 Total Volume 0 0 22 0 22 103 0 103 0 0 % App. Total 0 100 0 100 0 0 PHF .000 .000 .688 .000 .688 .736 .000 .736 .000 .000 General Traffic 0 0 22 0 22 103 0 103 0 0 % General Traffic 0 0 100 0 100 100 0 100 0 0 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 0 0 % 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 0 0 Eagle Road In - Peak Hour: 12:00 PM 0 0 0 0 0 0 Peds Peak Hour Data a v N North A o..000 o' o 0 0 General Traffic NON 0 0 a 3+ Axle HeavyTrucks N N C 0 N N O N O N Y CO A a o� c � Ri ht Peds 103 0 0 0 103 0 103 0 103 In - Peak Hour: 04:00 PM L2 Data Collection L2DataCol lection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name : Eagle Rd & Gateway Marketplace Intersection: Eagle Rd / Marketplace Site Code : TURNS City, State: Meridian, Idaho Start Date : 2/10/2021 Control: Stop Sign Page No : 7 Image 1 Eagle Road and Gateway Marketplace lvlerd ai, Idaro _ 4" L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name Intersection: Eagle Rd / River Valley Site Code City, State: Meridian, Idaho Start Date Control: Signalized Page No Groups Printed- General Traffic - 3+ Axle Heavy Trucks - Turns Eagle Rd & River Valley St 00000000 2/10/2021 1 Eagle Road River Valley Street Eagle Road River Valley Street From North From East From South From West Start Time Right Thru Left Peds ppe. xora� Right Thru L¢it Peds npp Tarn Right Thru Left Peds App. Total Right Thru Left Peds ppe. xora rac Total 07:00 AM 4 390 7 0 401 2 0 17 0 19 2 205 3 0 210 2 0 1 0 3 633 07:15 AM 8 454 3 0 465 2 3 14 0 19 9 277 11 0 297 3 1 1 0 5 786 07:30 AM 9 484 8 0 501 9 0 26 0 35 4 331 8 0 343 5 1 0 0 6 885 07:45 AM 6 525 21 0 552 4 3 16 0 23 11 310 12 0 333 4 1 4 0 9 917 Total 27 1853 39 0 1919 17 6 73 0 96 26 1123 34 0 1183 14 3 6 0 23 3221 08:00 AM 16 368 14 0 398 7 4 14 0 25 7 327 10 0 344 2 0 3 0 5 772 08:15 AM 11 392 20 0 423 8 2 20 0 30 7 364 17 0 388 4 1 0 0 5 846 08:30 AM 21 401 24 0 446 5 4 26 0 35 10 309 13 0 332 6 0 9 0 15 828 08:45 AM 43 399 21 0 463 3 10 22 0 35 9 387 34 0 430 24 13 37 0 74 1002 Total 91 1560 79 0 1730 23 20 82 0 125 33 1387 74 0 1494 36 14 49 0 99 3448 04:00 PM 6 333 64 0 403 29 4 41 0 74 29 531 23 0 583 16 7 20 0 43 1103 04:15 PM 12 371 46 0 429 37 0 33 1 71 30 526 15 0 571 16 4 11 0 31 1102 04:30 PM 4 352 39 0 395 22 3 51 0 76 24 535 7 0 566 13 6 10 0 29 1066 04:45 PM 3 351 62 2 418 35 4 42 0 81 35 502 16 0 553 13 3 5 0 21 1073 Total 25 1407 211 2 1645 123 11 167 1 302 118 2094 61 0 2273 58 20 46 0 124 4344 05:00 PM 4 371 53 2 430 35 0 40 1 76 37 563 10 0 610 16 7 20 0 43 1159 05:15 PM 0 376 55 0 431 29 0 43 0 72 49 561 8 0 618 5 1 8 0 14 1135 05:30 PM 1 334 60 0 395 44 2 38 0 84 37 488 14 0 539 7 1 6 0 14 1032 05:45 PM 6 313 51 1 371 37 0 47 0 84 33 491 17 0 541 9 4 9 0 22 1018 Total 11 1394 219 3 1627 145 2 168 1 316 156 2103 49 0 2308 37 13 43 0 93 4344 Grand Total 154 6214 548 5 6921 308 39 490 2 839 333 6707 218 0 7258 145 50 144 0 339 15357 Apprch % 2.2 89.8 7.9 0.1 36.7 4.6 58.4 0.2 4.6 92.4 3 0 42.8 14.7 42.5 0 Total % 1 40.5 3.6 0 45.1 2 0.3 3.2 0 5.5 2.2 43.7 1.4 0 47.3 0.9 0.3 0.9 0 2.2 C-rat Traffic 154 6128 542 5 6829 307 39 487 2 835 331 6610 139 0 7080 145 50 144 0 339 15083 i cea 1 Tr.M. 100 98.6 98.9 100 98.7 99.7 100 99.4 100 99.5 99.4 98.6 63.8 0 97.5 100 100 100 0 100 98.2 31--- 0 86 0 0 86 1 0 2 0 3 2 97 1 0 100 0 0 0 0 0 189 %3°p �0 1.4 0 0 1.2 0.3 0 0.4 0 0.4 0.6 1.4 0.5 0 1.4 0 0 0 0 0 1.2 U-Turns 0 0 6 0 6 0 0 1 0 1 0 0 78 0 78 0 0 0 0 0 85 % U-Turns 0 0 1.1 0 0.1 0 0 0.2 0 0.1 0 0 35.8 0 1.1 0 0 0 0 0 0.6 L2 Data Collection L2DataCol lection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name Intersection: Eagle Rd / River Valley Site Code City, State: Meridian, Idaho Start Date Control: Signalized Page No Eagle Rd & River Valley St 00000000 2/10/2021 2 Eagle Road Out In Total 6829 1389086 184 a 66 14080 154 a86 �548 Right T�u Left Peds F vooc J O O OJO� V (O (O C � v 0000 North �rnNw 2/10/2021 07:00 AM �? w w < 2/10/2021 05:45 PM � co 0 o co _ v (0 to00 �... W W fD 7 v General Traffic �� m � CO > M 0000,� 3+ Axle Heavy Truck U-Turns 0 N -4 �+ vCD N Q V U ff O_ 41 NOON OVN W — T Left Thru Right Peds 6760 7080 13840 88 100 188 1 78 79 6849 7258 14107 Out In ad Total 2 5 0 0 0 6 0 154 5 139 6610 331 0 1 97 2 0 78 0 0 0 218 6707 333 0 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name Intersection: Eagle Rd / River Valley Site Code City, State: Meridian, Idaho Start Date Control: Signalized Page No Eagle Rd & River Valley St 00000000 2/10/2021 3 Eagle Road River Valley Street Eagle Road River Valley Street From North From East From South From West Start Ri ht g Thru Left Peds App. Toa Right Thru �a Left App Tala Right Th Th. Left Peds ppp. Total night Thru FLeft Ped3 _p. Toa IOL Total Time Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Pack T-T-- f- Pntira Tnt--ti- Tt-i- at OR-00 AM 08:00 AM 16 368 14 0 398 7 4 14 0 25 7 327 10 0 344 2 0 3 0 5 772 08:15 AM 11 392 20 0 423 8 2 20 0 30 7 364 17 0 388 4 1 0 0 5 846 08:30 AM 21 401 24 0 446 5 4 26 0 35 10 309 13 0 332 6 0 9 0 15 828 08:45 AM 43 399 21 0 463 3 10 22 0 35 9 387 34 0 430 24 13 37 0 74 1002 Total Volume 91 1560 79 0 1730 23 20 82 0 125 33 1387 74 0 1494 36 14 49 0 99 3448 %App. Total 5.3 90.2 4.6 0 18.4 16 65.6 0 2.2 92.8 5 0 36.4 14.1 49.5 0 PHF .529 .973 .823 .000 .934 .719 .500 .788 .000 .893 .825 .896 .544 .000 .869 .375 .269 .331 .000 .334 .860 General Traffic 91 1535 78 0 1704 22 20 81 0 123 33 1343 69 0 1445 36 14 49 0 99 3371 General T.M. 100 98.4 98.7 0 98.5 95.7 100 98.8 0 98.4 100 96.8 93.2 0 96.7 100 100 100 0 100 97.8 31-ea 0 25 0 0 25 1 0 1 0 2 0 44 0 0 44 0 0 0 0 0 71 %3.p "® 0 1.6 0 0 1.4 4.3 0 1.2 0 1.6 0 3.2 0 0 2.9 0 0 0 0 0 2.1 U-Turns 0 0 1 0 1 0 0 0 0 0 0 0 5 0 5 0 0 0 0 0 6 % U-Turns 0 0 1.3 0 0.1 0 0 0 0 0 0 0 6.8 0 0.3 0 0 0 0 0 0.2 Eagle Road Out In Total 1414 1704 3118 45 25170 0 1 1 1459 1730 3189 9Q25 Right T�u Left Peds Peak Hour Data �N Cq N N �oo� � J * A '- O.-i1. MHO � P O O North Trn o o rn F� Peak Hour Begins at 08:00 A �� N N 600o < m > M M L General Traffic r cNi o N w 3+ Axle Heavy Trucks �� 1p m CO >?6o�� tr0 0000 U-Turns Now (D �� N p_ AN d N 0 0 0 0 f _ N W T Left Thru Right Peds 1652 1445 3097 26 44 70 0 5 5 1678 1494 3172 Out In Total 5 78 0 0 0 010 90 79 0 69 1343 33 0 0 44 0 0 5 0 0 0 74 1387 33 0 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name : Eagle Rd & River Valley St Intersection: Eagle Rd / River Valley Site Code : 00000000 City, State: Meridian, Idaho Start Date : 2/10/2021 Control: Signalized Page No : 4 Eagle Road River Valley Street Eagle Road River Valley Street From North From East From South From West Start Time Right Thru Left Peds ppp. xora� Right Thru L¢ft Peds npp xam Right Thru Left Peds ppp. Total Right Thru Left Peds ppp. � iac xom, Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak 14— f > Fah A,,,. —ph Tt—;— at- 07:00 AM 08:00 AM 08:00 AM 08:00 "I +0 mins. 4 390 7 0 401 7 4 14 0 25 7 327 10 0 344 2 0 3 0 5 +15 rains. 8 454 3 0 465 8 2 20 0 30 7 364 17 0 388 4 1 0 0 5 +30 rnins. 9 484 8 0 501 5 4 26 0 35 10 309 13 0 332 6 0 9 0 15 +45 mins. 6 525 21 0 552 3 10 22 0 35 9 387 34 0 430 24 13 37 0 74 Total Volume 27 1853 39 0 1919 23 20 82 0 125 33 1387 74 0 1494 36 14 49 0 99 %App. Total 1.4 96.6 2 0 18.4 16 65.6 0 2.2 92.8 5 0 36.4 14.1 49.5 0 PHF .750 .882 .464 .000 .869 .719 .500 .788 .000 .893 .825 .896 .544 .000 .869 .375 .269 .331 .000 .334 183 13 General Traffic 27 39 0 1904 22 20 81 0 123 33 69 0 1445 36 14 49 0 99 3 99 95. 98. 96. 93. �eaea xaffc 100 100 0 99.2 100 0 98.4 100 0 96.7 100 100 100 0 100 2 7 8 8 2 0 15 0 0 15 1 0 1 0 2 0 44 0 0 44 0 0 0 0 0 %3— ® 0 0.8 0 0 0.8 4.3 0 1.2 0 1.6 0 3.2 0 0 2.9 0 0 0 0 0 U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 5 0 5 0 0 0 0 0 % U-rums 0 0 0 0 0 0 0 0 0 0 0 0 6.8 0 0.3 1 0 0 0 0 0 Eagle Road In - Peak Hour: 07:00 AM 1904 15 0 1919 Right T�u Left Peds Peak Hour Data Q1 3 20 W O N Z 1 P O v 0 0 v North Iu m to o o o rn 2 L� ~ General Traffic �? o m d o 3+ Axle Heavy Trucks o 0 0 0 � OO � L U-Turns ` fD cc N a) 0_ (D OD O OD Ut O N W O V) OD .-. 'a om 0 0 0 0 y a m D� a 3 a ^0000 Left Thru Right Peds 1445 44 5 1494 In - Peak Hour: 08:00 AM 27 1838 39 0 0 15 0 0 0 0 0 0 27 1853 39 0 69 1343 33 0 0 44 0 0 5 0 0 0 74 1387 33 0 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name : Eagle Rd & River Valley St Intersection: Eagle Rd / River Valley Site Code : 00000000 City, State: Meridian, Idaho Start Date : 2/10/2021 Control: Signalized Page No : 5 Eagle Road River Valley Street Eagle Road River Valley Street From North From East From South From West Start R, ht g Thru Left Peds App. Total Right Thru Left Peds App Ta a Right Thru Left Peds App. Total light Thru Left Pe& App. Tofal IOL To al Time Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 P-i- 17.. - f >• F„t;,-P T„t--t;- Ti-;- �t na-i l PTR 04:30 PM 4 352 39 0 395 22 3 51 0 76 24 535 7 0 566 13 6 10 0 29 1066 04:45 PM 3 351 62 2 418 35 4 42 0 81 35 502 16 0 553 13 3 5 0 21 1073 05:00 PM 4 371 53 2 430 35 0 40 1 76 37 563 10 0 610 16 7 20 0 43 1159 05:15 PM 0 376 55 0 431 29 0 43 0 72 49 561 8 0 618 5 1 8 0 14 1135 Total Volume 11 1450 209 4 1674 121 7 176 1 305 145 2161 41 0 2347 47 17 43 0 107 4433 %App. Total 0.7 86.6 12.5 0.2 39.7 2.3 57.7 0.3 6.2 92.1 1.7 0 43.9 15.9 40.2 0 PHF .688 .964 .843 .500 .971 .864 .438 .863 .250 .941 .740 .960 .641 .000 .949 .734 .607 .538 .000 .622 .956 General Traffic 11 1426 207 4 1648 121 7 175 1 304 145 2159 21 0 2325 47 17 43 0 107 4384 General Traffic 100 98.3 99.0 100 98.4 100 100 99.4 100 99.7 100 99.9 51.2 0 99.1 100 100 100 0 100 98.9 31 en�T- 0 24 0 0 24 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 26 %3- ® 0 1.7 0 0 1.4 0 0 0 0 0 0 0.1 0 0 0.1 0 0 0 0 0 0.6 U-Turns 0 0 2 0 2 0 0 1 0 1 0 0 20 0 20 0 0 0 0 0 23 % U-Turns 0 0 1.0 0 0.1 0 0 0.6 0 0.3 0 0 48.8 0 0.9 0 0 0 0 0 0.5 Eagle Road Out In Total 2323 1648 3971 2 24 26 0 2 2 2325 1674 3999 Right Thru Left Peds Peak Hour Data O O N (00 H V O O V�(0 N O "aO .�.. -, North m , O O r� Peak Hour Begins at 04:30 PM o o � C � F V O O V _ N o o 1 General Traffic r col, o a 3+ Axle Heavy Trucks -4 > � o N � �0 0000p a U-Turns in o0- Cm -4 -4 a �00� Left Thru Right Peds 1648 2325 3973 24 2 26 1 20 21 1673 2347 4020 Out In Total 11 1426 207 4 0 24 0 0 0 0 2 0 11 1450 209 4 21 2159 145 0 0 2 0 0 20 0 0 0 41 2161 145 0 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name : Eagle Rd & River Valley St Intersection: Eagle Rd / River Valley Site Code : 00000000 City, State: Meridian, Idaho Start Date : 2/10/2021 Control: Signalized Page No : 6 Eagle Road River Valley Street Eagle Road River Valley Street From North From East From South From West Start Time Right Thru Left Peds ppP. xora� Right Thru L¢ft Peds nPp Tam Right Thru Left Peds ppp. Total Right Thru Left Peds ppP. � iac Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 P-1- 14— f >• Fah A,,,. —ph R—;— at- 04:30 PM 05:00 PM 04:30 PM 04:00 PM +0 mins. 4 352 39 0 395 35 0 40 1 76 24 535 7 0 566 16 7 20 0 43 +15 rains. 3 351 62 2 418 29 0 43 0 72 35 502 16 0 553 16 4 11 0 31 +30rnins. 4 371 53 2 430 44 2 38 0 84 37 563 10 0 610 13 6 10 0 29 +45 mins. 0 376 55 0 431 37 0 47 0 84 49 561 8 0 618 13 3 5 0 21 Total Volume 11 1450 209 4 1674 145 2 168 1 316 145 2161 41 0 2347 58 20 46 0 124 App. Total 0.7 86.6 12.5 0.2 45.9 0.6 53.2 0.3 6.2 92.1 1.7 0 46.8 16.1 37.1 0 PHF .688 .964 .843 .500 .971 .824 .250 .894 .250 .940 .740 .960 .641 .000 .949 .906 .714 .575 .000 .721 1426 2159 C—ral Traffic 11 207 4 1648 145 2 168 1 316 145 21 0 2325 58 20 46 0 124 98. 99. 51. yea 1 Traffic 100 99 100 98.4 100 100 100 100 100 100 0 99.1 100 100 100 0 100 0 24 0 0 24 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 %3— ® 0 1.7 0 0 1.4 0 0 0 0 0 0 0.1 0 0 0.1 0 0 0 0 0 U-Turns 0 0 2 0 2 0 0 0 0 0 0 0 20 0 20 0 0 0 0 0 48. % U-Turns 0 0 1 0 0.1 0 0 0 0 0 0 0 0 0.9 0 0 0 0 0 Eagle Road In - Peak Hour: 04:30 PM 1348 24 2 1674 Right Thru Left Peds Peak Hour Data w0ow aio �v 0000 North �A m m to v o o v N N N t� General Traffic 1 ? oN ~ 3+ Axle Heavy Trucks N O O N O N m = CO �L U) LO U-Turns r ��m rnoornC3 dE i om OD OO OD � ' OOOO ur om a 3 C �oo� T r► Left Thru Right Peds 2325 2 20 2347 In - Peak Hour: 04:30 PM 11 1426 207 4 0 24 0 0 0 0 2 0 11 1450 209 4 21 2159 145 0 0 2 0 0 20 0 0 0 41 2161 145 0 L2 Data Collection L2DataCol lection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name Intersection: Eagle Rd / River Valley Site Code City, State: Meridian, Idaho Start Date Control: Signalized Page No Image 1 M N Eagle Rd & River Valley St 00000000 2/10/2021 7 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 Intersection: Records Ave / River Valley City, State: Meridian, Idaho Control: Stop Sign File Name : River Valley St & Records Ave Site Code : 00000000 Start Date : 2/10/2021 Page No : 1 Groups Printed- General Traffic - 3+ Axle Heavy Trucks Records Avenue Records Avenue River Valley Street From North From South From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Ri ht Left Peds App. Total Int. Total 07:00 AM 13 16 0 29 8 1 0 9 5 2 0 7 45 07:15 AM 13 21 0 34 11 2 0 13 4 7 0 11 58 07:30 AM 14 20 1 35 8 1 0 9 3 4 0 7 51 07:45 AM 12 34 0 46 8 3 0 11 12 14 0 26 83 Total 52 91 1 144 35 7 0 42 24 27 0 51 237 08:00 AM 15 33 0 48 14 7 0 21 7 4 0 11 80 08:15 AM 12 35 0 47 17 3 0 20 11 11 1 23 90 08:30 AM 16 33 0 49 20 2 0 22 13 3 0 16 87 08:45 AM 15 34 0 49 18 69 5 0 17 0 23 86 17 13 0 30 102 Total 58 135 0 193 48 31 1 80 359 04:00 PM 38 59 7 104 62 11 2 75 29 37 0 66 245 04:15 PM 32 56 1 89 68 19 1 88 30 36 1 67 244 04:30 PM 48 59 4 111 57 12 2 71 17 26 2 45 227 04:45 PM 33 61 4 98 63 15 0 78 26 38 0 64 240 Total 151 235 16 402 250 57 5 312 102 137 3 242 956 05:00 PM 32 70 4 106 74 20 0 94 34 42 2 78 278 05:15 PM 33 84 5 122 80 14 0 94 35 47 0 82 298 05:30 PM 21 62 5 88 67 23 0 90 19 52 0 71 249 05:45 PM 35 80 9 124 77 17 0 94 24 33 1 58 276 Total 121 296 23 440 298 74 0 372 112 174 3 289 1101 Grand Total 382 757 40 1179 652 155 5 812 286 369 7 662 2653 Apprch % 32.4 64.2 3.4 80.3 19.1 0.6 43.2 55.7 1.1 Total % 14.4 28.5 1.5 44.4 24.6 5.8 0.2 30.6 10.8 13.9 0.3 25 General Traffic 382 756 40 1178 652 155 5 812 286 368 7 661 2651 % General Traffic 100 99.9 100 99.9 100 100 100 100 100 99.7 100 99.8 99.9 3+ Axle Heavy Trucks 0 1 0 1 0 0 0 0 0 1 0 1 2 3+ Axle Heavy Tracks 0 0.1 0 0.1 0 0 0 0 0 0.3 0 0.2 0.1 L2 Data Collection L2DataCol lection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 Intersection: Records Ave / River Valley City, State: Meridian, Idaho Control: Stop Sign File Name : River Valley St & Records Ave Site Code : 00000000 Start Date : 2/10/2021 Page No : 2 Out In Total 1020 1178 2198 1 1 2 1021 1179 2200 382 756 40 0 1 0 382 757 40 Right Thru Peds .ca .0'�0) F `(D� M �� North O ro 1 2/10/2021 07:00 AM w N 2/10/2021 05:45 PM E i o ^ N General Traffic O c w 3+ Axle Hea Truck a +-] T Left Thru Peds 155 652 5 0 0 0 155 652 5 1043 812 1855 Out In Total L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name : River Valley St & Records Ave Intersection: Records Ave / River Valley Site Code : 00000000 City, State: Meridian, Idaho Start Date : 2/10/2021 Control: Stop Sign Page No : 3 Records Avenue Records Avenue River Valley Street From North From South From West Start Time Right Thru Peds I App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Paa1r VT.— fn Fnti— Tntar tin TA—i— at OR -OH AM 08:00 AM 15 33 0 48 14 7 0 21 7 4 0 11 80 08:15 AM 12 35 0 47 17 3 0 20 11 11 1 23 90 08:30 AM 16 33 0 49 20 2 0 22 13 3 0 16 87 08:45 AM 15 34 0 49 18 5 0 23 17 13 0 30 102 Total Volume 58 135 0 193 69 17 0 86 48 31 1 80 359 % App. Total 30.1 69.9 0 80.2 19.8 0 60 38.8 1.2 PHF .906 .964 .000 .985 .863 .607 .000 .935 .706 .596 .250 .667 .880 General Traffic 58 135 0 193 69 17 0 86 48 31 1 80 359 % General Traffic 100 100 0 100 100 100 0 100 100 100 100 100 100 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 3+Axle Heavy Tracks 0 0 0 0 0 0 0 0 0 0 0 0 0 Out In Total 100 193 0 0100 193[2393 58 135 0 0 0 0 58 135 0 Right Thru Peds Peak Hour Data mno� 0 T (D North v O v Lrn Peak Hour Begins at 08:00 A E General Traffic o o 3+ gXle Hea Trucks 3 p � O o_ +-] T Left Thru Peds 17 69 0 0 0 0 17 69 0 F86 269 183 86 269 1813 Out In Total L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 Intersection: Records Ave / River Valley City, State: Meridian, Idaho Control: Stop Sign Records Avenue From North Start Time Right Thru Peds I App. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each ADT)roach Begins at: File Name : River Valley St & Records Ave Site Code : 00000000 Start Date : 2/10/2021 Page No : 4 Records Avenue River Valley Street From South From West Total I Right I Left I Peds I Aw. Total 08:00 AM 08:00 AM 08:00 AM +0 mins. 15 33 0 48 14 7 0 21 7 4 0 11 +15 mins. 12 35 0 47 17 3 0 20 11 11 1 23 +30 mins. 16 33 0 49 20 2 0 22 13 3 0 16 +45 mins. 15 34 0 49 18 5 0 23 17 13 0 30 Total Volume 58 135 0 193 69 17 0 86 48 31 1 80 % App. Total 30.1 69.9 0 80.2 19.8 0 60 38.8 1.2 PHF .906 .964 .000 .985 .863 .607 .000 .935 .706 .596 .250 .667 General Traffic 58 135 0 193 69 17 0 86 48 31 1 80 % General Traffic 100 100 0 100 100 100 0 100 100 100 100 100 3+ Axle Heavy Tracks 0 0 0 0 0 0 0 0 0 0 0 0 3+ Axle Heavy Tracks 0 0 0 0 0 0 0 0 0 0 0 0 In - Peak Hour: 08:00 AM 193 0 193 58 135 0 0 0 0 58 135 0 Right Thr Peds Peak Hour Data a O North O000 v O w v t General Traffic 3+ Axle HeavyTrucks x it Y N N O a � � a Left Thru Peds 17 69 0 0 0 0 17 691 0 �806 86 n - Peak Hour: 08:00 AM L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 Intersection: Records Ave / River Valley City, State: Meridian, Idaho Control: Stop Sign File Name : River Valley St & Records Ave Site Code : 00000000 Start Date : 2/10/2021 Page No : 5 Records Avenue From North Records Avenue From South River Valley Street From West Start Time Right Thru Peds I App. Total Thru Left Peds App. Total Right Left Peds App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM 32 70 4 106 74 20 0 94 34 42 2 78 278 05:15 PM 33 84 5 122 80 14 0 94 35 47 0 82 298 05:30 PM 21 62 5 88 67 23 0 90 19 52 0 71 249 05:45 PM 35 80 9 124 77 17 0 94 24 33 1 58 276 Total Volume 121 296 23 440 298 74 0 372 112 174 3 289 1101 A . Total 27.5 67.3 5.2 80.1 19.9 0 38.8 60.2 1 PHF .864 .881 .639 .887 .931 .804 .000 .989 .800 .837 .375 .881 .924 General Traffic 121 296 23 440 298 74 0 372 112 174 3 289 1101 % General Traffic 100 100 100 100 100 100 0 100 100 100 100 100 100 3+ Axle Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 % 3+ Axle Heavy Tracks 0 0 0 0 0 0 0 0 0 0 0 0 0 Out In Total 472 440 912 0 0 0 472 440 912 121 296 23 0 0 0 121 296 23 Right Thru Peds Peak Hour Data co o 0 -j North NON N 0 N Lrn-� Peak Hour Begins at 05:00 P General Traffic co O co 3+ Axle HeavyTrucks 3 rn o 01 a +-] T Left Thru Peds 74 298 0 0 0 0 74 298 0 F372 780 408 372 780 4108 Out In Total L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 Intersection: Records Ave / River Valley City, State: Meridian, Idaho Control: Stop Sign Records Avenue From North Start Time Right Thru Peds I App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each ADT)roach Begins at: File Name : River Valley St & Records Ave Site Code : 00000000 Start Date : 2/10/2021 Page No : 6 Records Avenue River Valley Street From South From West Total I Right I Left I Peds I Aw. Total 05:00 PM 05:00 PM 04:45 PM +0 mins. 32 70 4 106 74 20 0 94 26 38 0 64 +15 mins. 33 84 5 122 80 14 0 94 34 42 2 78 +30 mins. 21 62 5 88 67 23 0 90 35 47 0 82 +45 mins. 35 80 9 124 77 17 0 94 19 52 0 71 Total Volume 121 296 23 440 298 74 0 372 114 179 2 295 % App. Total 27.5 67.3 5.2 80.1 19.9 0 38.6 60.7 0.7 PHF .864 .881 .639 .887 .931 .804 .000 .989 .814 .861 .250 .899 General Traffic 121 296 23 440 298 74 0 372 114 179 2 295 % General Traffic 100 100 100 100 100 100 0 100 100 100 100 100 3+ Axle Heavy Tracks 0 0 0 0 0 0 0 0 0 0 0 0 3+ Axle Heavy Tracks 0 0 0 0 0 0 0 0 0 0 0 0 In - Peak Hour: 05:00 PM 440 0 440 121 296 23 0 0 0 1211 2961 23 Right Thr Peds Peak Hour Data a e7 wo�4g--t North oxnoxn v o g N N v L General Traffic x 3+ Axle HeavyTrucks E Y CO N N No a � � a Left Thru Peds 74t372 0 00 740 n - Peak Hour: 05:00 PM File Name : River Valley St & Records Ave Site Code : 00000000 Start Date : 2/10/2021 Page No : 7 L2 Data Collection L2DataCol lection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 Intersection: Records Ave / River Valley City, State: Meridian, Idaho Control: Stop Sign Image 1 River Valley Street and Records Road 1,1Fr d ai, idaro L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name Intersection: Ustick Rd / Records Ave Site Code City, State: Meridian, Idaho Start Date Control: Signalized Page No Groups Printed- General Traffic - 3+ Axle Heavy Trucks - Turns Ustick Rd t & Records Ave 00000000 2/10/2021 1 Records Avenue Ustick Road Records Avenue Ustick Road From North From East From South From West Start Time Right Thm Left Peds wpp.- Right Thm Left Peds Appal Right Thm Left Peds App. Total Right Thm Left Peds _p.- 07:00 AM 6 7 7 0 20 4 90 5 0 99 4 3 3 0 10 3 94 0 0 97 _tnmeTotal 226 07:15 AM 8 5 4 0 17 1 110 8 0 119 7 6 5 0 18 13 139 1 0 153 307 07:30 AM 8 5 8 0 21 4 146 5 0 155 8 1 4 0 13 13 162 3 0 178 367 07:45 AM 5 13 9 1 28 3 122 19 0 144 12 4 5 0 21 15 170 3 0 188 381 Total 27 30 28 1 86 12 468 37 0 517 31 14 17 0 62 44 565 7 0 616 1281 08:00 AM 2 7 5 0 14 5 122 17 0 144 13 6 8 1 28 20 178 3 0 201 387 08:15 AM 9 2 5 0 16 4 131 23 0 158 18 5 9 0 32 10 138 4 0 152 358 08:30 AM 6 4 13 0 23 5 148 18 0 171 13 6 11 0 30 18 114 5 0 137 361 08:45 AM 8 6 9 0 23 16 134 17 0 167 17 8 16 0 41 20 138 6 0 164 395 Total 25 19 32 0 76 30 535 75 0 640 61 25 44 1 131 68 568 18 0 654 1501 04:00 PM 12 18 24 0 54 16 173 50 2 241 47 23 52 5 127 32 187 9 0 228 650 04:15 PM 4 18 16 1 39 14 186 39 1 240 39 25 40 0 104 25 145 8 2 180 563 04:30 PM 6 14 12 1 33 13 147 42 0 202 34 26 37 1 98 34 140 9 0 183 516 04:45 PM 5 22 7 3 37 12 174 39 0 225 46 13 37 1 97 29 158 2 0 189 548 Total 27 72 59 5 163 55 680 170 3 908 166 87 166 7 426 120 630 28 2 780 2277 05:00 PM 12 21 16 0 49 14 174 49 2 239 50 32 40 1 123 26 160 7 0 193 604 05:15 PM 10 15 19 0 44 20 176 41 2 239 51 34 31 2 118 39 159 10 0 208 609 05:30 PM 7 16 16 0 39 7 155 49 0 211 43 28 40 2 113 23 163 9 0 195 558 05:45 PM 6 20 9 0 35 15 148 50 4 217 43 30 44 0 117 27 163 12 0 202 571 Total 35 72 60 0 167 56 653 189 8 906 187 124 155 5 471 115 645 38 0 798 2342 Grand Total 114 193 179 6 492 153 2336 471 11 2971 445 250 382 13 1090 347 2408 91 2 2848 7401 Apprch % 23.2 39.2 36.4 1.2 5.1 78.6 15.9 0.4 40.8 22.9 35 1.2 12.2 84.6 3.2 0.1 Total % 1.5 2.6 2.4 0.1 6.6 2.1 31.6 6.4 0.1 40.1 6 3.4 5.2 0.2 14.7 4.7 32.5 1.2 0 38.5 (3-erat Traffic 112 192 179 6 489 153 2335 471 11 2970 444 250 382 13 1089 347 2404 88 2 2841 7389 G-al Tr.M. 98.2 99.5 100 100 99.4 100 100 100 100 100 99.8 100 100 100 99.9 100 99.8 96.7 100 99.8 99.8 31- 2 1 0 0 3 0 1 0 0 1 1 0 0 0 1 0 4 2 0 6 11 %3°" �1.8 0.5 0 0 0.6 0 0 0 0 0 0.2 0 0 0 0.1 0 0.2 2.2 0 0.2 0.1 U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 % U-Toms 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.1 0 0 0 L2 Data Collection L2DataCol lection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name Intersection: Ustick Rd / Records Ave Site Code City, State: Meridian, Idaho Start Date Control: Signalized Page No Ustick Rd t & Records Ave 00000000 2/10/2021 2 Records Avenue Out In Total 489L982023 L491 1494 Right T�u Left Peds Y Om� 00 � n N 0ON� 1 00 J �WOOW O vv0m North Nocn� m m ro v v t� N N 2/10/2021 07:00 AM �? w w a y N N F 2/10/2021 05:45 PM rn O CA N N— 0 (O (O 3 U O O L r V O VO 01 M General Traffic �� -4 -4 o N M O O N N NOON VCD 3+ Axle Heavy Truck U-Turns O O j o 0 N Q O c0 ff Left Thru Right Peds 1010 1089 :2029291100 1011 1090 Out In Total 112 192 179 6 2 1 0 0 0 0 0 0 114 193 179 6 382 250 444 13 0 0 1 0 0 0 0 0 382 250 445 13 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name Intersection: Ustick Rd / Records Ave Site Code City, State: Meridian, Idaho Start Date Control: Signalized Page No Ustick Rd t & Records Ave 00000000 2/10/2021 3 Records Avenue Ustick Road Records Avenue Ustick Road From North From East From South From West Start Ri ht g Thru Left Peds App. Total Right Thru Left FPeds App Talal Right Thru Left Peds App. Totes Might Thru Left Peds App. Total IOL Total Time Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Pack TT—- fn Fntira Tnt--ti— Raai— at OR -On AM 08:00 AM 2 7 5 0 14 5 122 17 0 144 13 6 8 1 28 20 178 3 0 201 387 08:15 AM 9 2 5 0 16 4 131 23 0 158 18 5 9 0 32 10 138 4 0 152 358 08:30 AM 6 4 13 0 23 5 148 18 0 171 13 6 11 0 30 18 114 5 0 137 361 08:45 AM 8 6 9 0 23 16 134 17 0 167 17 8 16 0 41 20 138 6 0 164 395 Total volume 25 19 32 0 76 30 535 75 0 640 61 25 44 1 131 68 568 18 0 654 1501 %App. Total 32.9 25 42.1 0 4.7 83.6 11.7 0 46.6 19.1 33.6 0.8 10.4 86.9 2.8 0 PHF .694 .679 .615 .000 .826 .469 .904 .815 .000 .936 .847 .781 .688 .250 .799 .850 .798 .750 .000 .813 .950 General Traffic 23 19 32 0 74 30 534 75 0 639 61 25 44 1 131 68 566 16 0 650 1494 General T.M. 92.0 100 100 0 97.4 100 99.8 100 0 99.8 100 100 100 100 100 100 99.6 88.9 0 99.4 99.5 31 2 0 0 0 2 0 1 0 0 1 0 0 0 0 0 0 2 2 0 4 7 %3.A "® 8.0 0 0 0 2.6 0 0.2 0 0 0.2 0 0 0 0 0 0 0.4 11.1 0 0.6 0.5 U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Records Avenue Out In Total 74 145 2 4 0 0 L73 76 149 23 19 L Right Thru Left Peds Peak Hour Data YO IO ISO (ONO N� SON (o N O cn North (O�OO C m o v o v 0 l(Dn ° H� Peak Hour Begins at 08:00 A �; w lc'n T — c to (oo o o L General Traffic (ll O � A r (l rn rn�x o o to A + 3+ Axle Heavy Trucks „ „ a co O o O ((oo (oo 0 0 0 0 rn V LI-Turns cn o o cn W N a a rn o 0 0 0 o (o m o w m Left Thru Right Peds 131 ]62 ]93 0 131 Out In Total 0 2 0 0 0 0 0 2519 0 44 25 61 1 0 0 0 0 0 0 0 0 44 25 61 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name : Ustick Rd t & Records Ave Intersection: Ustick Rd / Records Ave Site Code : 00000000 City, State: Meridian, Idaho Start Date : 2/10/2021 Control: Signalized Page No : 4 Records Avenue Ustick Road Records Avenue Ustick Road From North From East From South From West Start Time Right Thru Left Peds ppp. xora� Right Thru L¢ft Peds npp Tam Right Thru Left Peds App.- Right Thru Left Peds App. Tow iac Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 P-1- 14—r f r Fah A,,,. —ph Tt—;— at- 07:00 AM 08:00 AM 08:00 AM 07:15 AM +0 mins. 6 7 7 0 20 5 122 17 0 144 13 6 8 1 28 13 139 1 0 153 +15 rains. 8 5 4 0 17 4 131 23 0 158 18 5 9 0 32 13 162 3 0 178 +30 mins. 8 5 8 0 21 5 148 18 0 171 13 6 11 0 30 15 170 3 0 188 +45 mins. 5 13 9 1 28 16 134 17 0 167 17 8 16 0 41 20 178 3 0 201 Total volume 27 30 28 1 86 30 535 75 0 640 61 25 44 1 131 61 649 10 0 720 %App. Total 31.4 34.9 32.6 1.2 4.7 83.6 11.7 0 46.6 19.1 33.6 0.8 8.5 90.1 1.4 0 PHF .844 .577 .778 .250 .768 .469 .904 .815 .000 .936 .847 .781 .688 .250 .799 .763 .912 .833 .000 .896 General Traffic 27 29 28 1 85 30 534 75 0 639 61 25 44 1 131 61 649 10 0 720 96. 99. N. General Tram 100 100 100 98.8 100 100 0 99.8 100 100 100 100 100 100 100 100 0 100 a 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 %3.p "® 0 3.3 0 0 1.2 0 0.2 0 0 0.2 0 0 0 0 0 0 0 0 0 0 U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % U-Tums 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 Records Avenue In - Peak Hour: 07:00 AM 85 1 0 86 27 29 L Right Thru Left Peds Peak Hour Data 0000� ? A r rn O o rn North o0 0 0 0 o c'o coo t� ~ General Traffic �? c' a '� y Y'o 3+ Axle Heavy Trucks cwn o o 41. OOU-TUrlls t o �a r- CD 0 c- o i cci,00ccla O O O O n O D � a 3 a rn o00o Left Thru Right Peds 131 0 0 131 In - Peak Hour: 08:00 AM 1 0 1 0 0 0 0 2730 1 44 25 61 1 0 0 0 0 0 0 0 0 44 25 61 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name : Ustick Rd t & Records Ave Intersection: Ustick Rd / Records Ave Site Code : 00000000 City, State: Meridian, Idaho Start Date : 2/10/2021 Control: Signalized Page No : 5 Records Avenue Ustick Road Records Avenue Ustick Road From North From East From South From West Start g at Thru Left Le Peds App. To a Right Thru Left rPeds App Ta[a Right Thru Left PB(IS App. Total Right Thru Left PedsApp. To a InL To al Time Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 P—i- 14-- f ,• T:nt;— Tnt--t;— yi—;— �t ww)n PM 05:00 PM 12 21 16 0 49 14 174 49 2 239 50 32 40 1 123 26 160 7 0 193 604 05:15 PM 10 15 19 0 44 20 176 41 2 239 51 34 31 2 118 39 159 10 0 208 609 05:30 PM 7 16 16 0 39 7 155 49 0 211 43 28 40 2 113 23 163 9 0 195 558 05:45 PM 6 20 9 0 35 15 148 50 4 217 43 30 44 0 117 27 163 12 0 202 571 Total volume 35 72 60 0 167 56 653 189 8 906 187 124 155 5 471 115 645 38 0 798 2342 %App. Total 21 43.1 35.9 0 6.2 72.1 20.9 0.9 39.7 26.3 32.9 1.1 14.4 80.8 4.8 0 PHF .729 .857 .789 .000 .852 .700 .928 .945 .500 .948 .917 .912 .881 .625 .957 .737 .989 .792 .000 .959 .961 General Traffic 35 72 60 0 167 56 653 189 8 906 187 124 155 5 471 115 644 38 0 797 2341 oeneai Tie 100 100 100 0 100 100 100 100 100 100 100 100 100 100 100 100 99.8 100 0 99.9 100.0 31 en�T— 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 %3—® 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.2 0 0 0.1 0.0 U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Records Avenue Out In Total 18167 38500000 0 �2118 167 385 Right Thru Left Peds Peak Hour Data 00 CD CD 00 ce) CO — 00 O 0) 0 to (o .C.. v0(o North N o " c m O o rn rn F� Peak Hour Begins at 05:00 PM �� woow (o m F noon 1 General Traffic r 0 o o rn �m 1 3+ Axle Heavy Trucks �(D o, � c00000 °m a MOOM O 0000 N U-Tuns c V O O N a N co O O w N O V — ' Left Thru Right Peds 471 0 M376�84 0 471 Out In Total 35 72 60 0 0 0 0 0 0 0 0 0 35 72 60 0 155 124 187 5 0 0 0 0 0 0 0 0 155 124 187 5 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name : Ustick Rd t & Records Ave Intersection: Ustick Rd / Records Ave Site Code : 00000000 City, State: Meridian, Idaho Start Date : 2/10/2021 Control: Signalized Page No : 6 Records Avenue Ustick Road Records Avenue Ustick Road From North From East From South From West Start Time Right Thru Left Peds ppP. xora� Right Thru L¢ft Peds nPp Tam Right Thru Left Peds App.- Right Thru Left Peds pPP. Tow iac Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak 14—r f r Fah A,,,. —ph Tt—;— at- 04:45 PM 04:45 PM 05:00 PM 05:00 PM +0 mins. 5 22 7 3 37 12 174 39 0 225 50 32 40 1 123 26 160 7 0 193 +15 rains. 12 21 16 0 49 14 174 49 2 239 51 34 31 2 118 39 159 10 0 208 +30 mins. 10 15 19 0 44 20 176 41 2 239 43 28 40 2 113 23 163 9 0 195 +45 mins. 7 16 16 0 39 7 155 49 0 211 43 30 44 0 117 27 163 12 0 202 Total volume 34 74 58 3 169 53 679 178 4 914 187 124 155 5 471 115 645 38 0 798 %App. Total 20.1 43.8 34.3 1.8 5.8 74.3 19.5 0.4 39.7 26.3 32.9 1.1 14.4 80.8 4.8 0 PHF .708 .841 .763 .250 .862 .663 .964 .908 .500 .956 .917 .912 .881 .625 .957 .737 .989 .792 .000 .959 General Traffic 34 74 58 3 169 53 679 178 4 914 187 124 155 5 471 115 644 38 0 797 99. N. General Tram 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 0 99.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 %3.p "® 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.2 0 0 0.1 U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % U-Tums 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 Records Avenue In - Peak Hour: 04:45 PM 169 0 0 169 J00 Right Thu Left Peds Peak Hour Data MOO co 00 J v to v r o ux ro North W O O W m '0 � O tb O .. to t� ~ General Traffic 4—? rn M m m '� T Y'o 3+ o the Heavy Trucks CD CD x �Y Uoo�L U-Turns r a00a� o �a E + p� OOoj063. OOO O rn � ll N A T Left Thru Right Peds 471 0 0 471 In - Peak Hour: 05:00 PM 74 58 3 0 0 0 0 74 58 3 155 124 187 5 0 0 0 0 0 0 0 0 155 124 187 5 L2 Data Collection L2DataCol lection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 File Name Intersection: Ustick Rd / Records Ave Site Code City, State: Meridian, Idaho Start Date Control: Signalized Page No Image 1 - Ustick Road and Records Road Fder d s-i, IdaFo jraa Ustick Rd t & Records Ave 00000000 2/10/2021 7 L2 Data Collection =ataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 Records Ave N of River Valley St VOL Type: Volume / Direction Start Date: 2/10/2021 Tech: Judd / Klaren End Date: 2/11/2021 Count: Axle Hits / 2 Records Ave north of Rlver Valley St Meridian, Idaho 2/10/2021 Southbound Northbound Time Total 12:00 AM 0 12:15 0 12:30 0 12:45 0 1:00 0 1:15 0 1:30 0 1:45 0 2:00 0 1 1 2:15 0 1 1 2:30 0 1 1 2:45 1 1 2 3:00 0 0 0 3:15 2 0 2 3:30 3 0 3 3:45 2 0 2 4:00 0 0 0 4:15 3 1 4 4:30 3 0 3 4:45 6 2 8 5:00 4 3 7 5:15 4 1 5 5:30 11 4 15 5:45 8 2 10 6:00 7 5 12 6:15 8 6 14 6:30 17 8 25 6:45 36 12 48 7:00 20 12 32 7:15 26 22 48 7:30 22 12 34 7:45 40 22 62 8:00 36 22 58 8:15 44 27 71 8:30 44 26 70 8:45 41 33 74 9:00 46 26 72 9:15 45 24 69 9:30 50 28 78 9:45 69 36 105 10:00 58 31 89 10:15 72 40 112 10:30 58 40 98 10:45 68 41 109 11:00 66 56 122 11:15 74 63 137 11:30 78 78 156 11:45 82 68 150 Total 1154 755 1909 Percent 60.5% 39.5% Peak 11:00 11:00 11:00 Volume 300 265 565 Peak Factor 0.915 0.849 0.905 L2 Data Collection =ataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 Records Ave N of River Valley St VOL Type: Volume / Direction Start Date: 2/10/2021 Tech: Judd / Klaren End Date: 2/11/2021 Count: Axle Hits / 2 Records Ave north of Rlver Valley St Meridian, Idaho 2/10/2021 Southbound Northbound Time Total 12:00 PM 94 88 182 12:15 90 98 188 12:30 100 88 188 12:45 95 78 173 1:00 80 70 150 1:15 83 68 151 1:30 77 76 153 1:45 100 98 198 2:00 76 78 154 2:15 69 74 143 2:30 55 82 137 2:45 116 79 195 3:00 84 88 172 3:15 79 80 159 3:30 89 96 185 3:45 86 100 186 4:00 94 93 187 4:15 84 90 174 4:30 102 79 181 4:45 92 90 182 5:00 92 102 194 5:15 112 108 220 5:30 78 110 188 5:45 114 106 220 6:00 116 87 203 6:15 80 105 185 6:30 78 75 153 6:45 82 72 154 7:00 51 68 119 7:15 61 62 123 7:30 43 50 93 7:45 43 38 81 8:00 38 46 84 8:15 33 40 73 8:30 37 41 78 8:45 33 34 67 9:00 23 30 53 9:15 23 28 51 9:30 20 19 39 9:45 14 19 33 10:00 15 16 31 10:15 9 15 24 10:30 5 16 21 10:45 3 7 10 11:00 4 7 11 11:15 4 7 11 11:30 2 7 9 11:45 3 6 9 Total 2961 3014 5975 Percent 49.6% 50.4% Peak 5:15 5:00 5:15 Volume 420 426 831 Peak Factor 0.905 0.968 0.944 L2 Data Collection =ataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 Records Ave N of River Valley St VOL Type: Volume / Direction Start Date: 2/10/2021 Tech: Judd / Klaren End Date: 2/11/2021 Count: Axle Hits / 2 Records Ave north of Rlver Valley St Meridian, Idaho 2/11/2021 Southbound Northbound Time Total 12:00 AM 7 3 10 12:15 2 4 6 12:30 2 4 6 12:45 1 3 4 1:00 0 1 1 1:15 1 0 1 1:30 2 3 5 1:45 1 1 2 2:00 0 2:15 0 2:30 0 2:45 0 3:00 0 3:15 0 3:30 0 3:45 0 4:00 0 4:15 0 4:30 0 4:45 0 5:00 0 5:15 0 5:30 0 5:45 0 6:00 0 6:15 0 6:30 0 6:45 0 7:00 0 7:15 0 7:30 0 7:45 0 8:00 0 8:15 0 8:30 0 8:45 0 9:00 0 9:15 0 9:30 0 9:45 0 10:00 0 10:15 0 10:30 0 10:45 0 11:00 0 11:15 0 11:30 0 11:45 0 Total 16 19 35 Percent 45.7% 54.3% Peak 12:00 AM 12:00 AM 12:00 AM Volume 12 14 26 Peak Factor 0.429 0.875 0.650 Grand Total 4131 3788 7919 Percent 52.2% 47.8% AADT ADT: 3,960 AADT: 3,960 L2 Data Collection =ataCollection.com Study: KITT0191 Idaho (208) 860-7554 Utah (801) 413-2993 River Valley St E of Eagle Rd VOL Type: Volume / Direction Start Date: 2/10/2021 Tech: Judd / Klaren End Date: 2/11/2021 Count: Axle Hits / 2 River Valley St east of Eagle Road Meridian, Idaho 2/10/2021 Westbound Eastbound Time Total 12:00 AM 0 12:15 0 12:30 0 12:45 0 1:00 0 1:15 0 1:30 0 1:45 0 2:00 0 0 0 2:15 2 3 5 2:30 1 1 2 2:45 2 2 4 3:00 0 0 0 3:15 2 1 3 3:30 2 0 2 3:45 1 1 2 4:00 2 1 3 4:15 0 2 2 4:30 4 2 6 4:45 3 8 11 5:00 2 4 6 5:15 4 8 12 5:30 4 9 13 5:45 7 3 10 6:00 8 8 16 6:15 7 8 15 6:30 14 8 22 6:45 16 18 34 7:00 20 9 29 7:15 19 13 32 7:30 40 16 56 7:45 21 32 53 8:00 25 23 48 8:15 33 28 61 8:30 33 36 69 8:45 36 42 78 9:00 46 42 88 9:15 24 34 58 9:30 36 40 76 9:45 25 33 58 10:00 28 48 76 10:15 45 64 109 10:30 47 40 87 10:45 45 58 103 11:00 38 60 98 11:15 61 64 125 11:30 48 86 134 11:45 48 71 119 Total 799 926 1725 Percent 46.3% 53.7% Peak 11:00 11:00 11:00 Volume 195 281 476 Peak Factor 0.799 0.817 0.888 0 L2 Data Collection =ataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study: KITT0191 River Valley St E of Eagle Rd VOL Type: Volume / Direction Start Date: 2/10/2021 Tech: Judd / Klaren End Date: 2/11/2021 Count: Axle Hits / 2 River Valley St east of Eagle Road Meridian, Idaho 2/10/2021 Westbound Eastbound Time Total 12:00 PM 60 92 152 12:15 69 120 189 12:30 98 64 162 12:45 74 102 176 1:00 78 106 184 1:15 77 78 155 1:30 72 74 146 1:45 52 80 132 2:00 88 68 156 2:15 73 70 143 2:30 52 50 102 2:45 66 60 126 3:00 56 76 132 3:15 61 56 117 3:30 78 81 159 3:45 60 69 129 4:00 74 105 179 4:15 67 80 147 4:30 68 70 138 4:45 80 104 184 5:00 72 94 166 5:15 79 104 183 5:30 67 98 165 5:45 86 88 174 6:00 74 58 132 6:15 66 78 144 6:30 56 80 136 6:45 49 78 127 7:00 47 68 115 7:15 43 59 102 7:30 41 48 89 7:45 41 36 77 8:00 40 31 71 8:15 32 34 66 8:30 29 29 58 8:45 31 26 57 9:00 16 30 46 9:15 13 23 36 9:30 11 15 26 9:45 8 13 21 10:00 5 6 11 10:15 5 9 14 10:30 5 7 12 10:45 7 2 9 11:00 5 8 13 11:15 4 3 7 11:30 2 2 4 11:45 1 3 4 Total 2338 2735 5073 Percent 46.1 % 53.9% Peak 12:30 4:45 12:15 Volume 327 400 711 Peak Factor 0.834 0.962 0.940 L2 Data Collection =ataCollection.com Study: KITT0191 Idaho (208) 860-7554 Utah (801) 413-2993 River Valley St E of Eagle Rd VOL Type: Volume / Direction Start Date: 2/10/2021 Tech: Judd / Klaren End Date: 2/11/2021 Count: Axle Hits / 2 River Valley St east of Eagle Road Meridian, Idaho 2/11/2021 Westbound Eastbound Time Total 12:00 AM 4 2 6 12:15 1 2 3 12:30 1 4 5 12:45 1 2 3 1:00 3 1 4 1:15 1 0 1 1:30 0 1 1 1:45 1 3 4 2:00 0 2:15 0 2:30 0 2:45 0 3:00 0 3:15 0 3:30 0 3:45 0 4:00 0 4:15 0 4:30 0 4:45 0 5:00 0 5:15 0 5:30 0 5:45 0 6:00 0 6:15 0 6:30 0 6:45 0 7:00 0 7:15 0 7:30 0 7:45 0 8:00 0 8:15 0 8:30 0 8:45 0 9:00 0 9:15 0 9:30 0 9:45 0 10:00 0 10:15 0 10:30 0 10:45 0 11:00 0 11:15 0 11:30 0 11:45 0 Total 12 15 27 Percent 44.4% 55.6% Peak 12:00 AM 12:00 AM 12:00 AM Volume 7 10 17 Peak Factor 0.438 0.625 0.708 Grand Total 3149 3676 6825 Percent 46.1 % 53.9% AADT ADT: 3,412 AADT: 3,412 3 Appendix E. Year 2021 Existing Traffic Conditions Synchro Worksheets HCM Signalized Intersection Capacity Analysis Existing Conditions - Weekday AM Peak Hour 101: Records Avenue & Ustick Road 26050 - Village Apartments TIS -11 --1. 4- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip t Traffic Volume (vph) 18 568 68 75 535 30 44 25 61 32 19 25 Future Volume (vph) 18 568 68 75 535 30 44 25 61 32 19 25 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 5.0 6.0 5.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 1.00 0.89 1.00 0.92 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1541 3291 1676 3326 1676 1577 1676 1563 Flt Permitted 0.42 1.00 0.31 1.00 0.72 1.00 0.69 1.00 Satd. Flow (perm) 689 3291 550 3326 1275 1577 1214 1563 Peak -hour factor, PHF 0.81 0.81 0.81 0.94 0.94 0.94 0.80 0.80 0.80 0.83 0.83 0.83 Adj. Flow (vph) 22 701 84 80 569 32 55 31 76 39 23 30 RTOR Reduction (vph) 0 6 0 0 3 0 0 69 0 0 27 0 Lane Group Flow (vph) 22 779 0 80 598 0 55 38 0 39 26 0 Confl. Peds. (#/hr) 1 1 Heavy Vehicles (%) 11 % 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 8% Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 1 6 5 2 8 4 Permitted Phases 6 2 8 4 Actuated Green, G (s) 52.6 50.5 57.8 53.1 7.8 7.8 7.8 7.8 Effective Green, g (s) 52.6 50.5 57.8 53.1 7.8 7.8 7.8 7.8 Actuated g/C Ratio 0.66 0.63 0.72 0.66 0.10 0.10 0.10 0.10 Clearance Time (s) 6.0 5.0 6.0 5.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 4.0 2.0 4.0 3.0 3.0 2.0 2.0 Lane Grp Cap (vph) 475 2077 463 2207 124 153 118 152 v/s Ratio Prot 0.00 c0.24 c0.01 c0.18 0.02 0.02 v/s Ratio Perm 0.03 0.11 c0.04 0.03 v/c Ratio 0.05 0.37 0.17 0.27 0.44 0.25 0.33 0.17 Uniform Delay, d1 4.8 7.1 3.5 5.5 34.1 33.4 33.7 33.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.5 0.1 0.3 2.5 0.9 0.6 0.2 Delay (s) 4.8 7.6 3.6 5.8 36.6 34.3 34.3 33.3 Level of Service A A A A D C C C Approach Delay (s) 7.6 5.6 35.0 33.7 Approach LOS A A D C Intersection Summary HCM 2000 Control Delay 10.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.37 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 46.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group W26\26050 - Village Apartments TIS\synchro\26050 - Existing 2021 AM.syn Synchro 10 Report Kittelson & Associates Page 1 HCM 6th Signalized Intersection Summary Existing Conditions - Weekday AM Peak Hour 101: Records Avenue & Ustick Road 26050 - Village Apartments TIS -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip t Traffic Volume (veh/h) 18 568 68 75 535 30 44 25 61 32 19 25 Future Volume (veh/h) 18 568 68 75 535 30 44 25 61 32 19 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1646 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1688 Adj Flow Rate, veh/h 22 701 84 80 569 32 55 31 76 39 23 30 Peak Hour Factor 0.81 0.81 0.81 0.94 0.94 0.94 0.80 0.80 0.80 0.83 0.83 0.83 Percent Heavy Veh, % 11 2 2 2 2 2 2 2 2 2 2 8 Cap, veh/h 558 1862 223 522 2083 117 212 55 134 162 84 110 Arrive On Green 0.02 0.62 0.62 0.05 0.64 0.64 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh/h 1567 3027 362 1688 3240 182 1351 455 1116 1287 698 910 Grp Volume(v), veh/h 22 390 395 80 295 306 55 0 107 39 0 53 Grp Sat Flow(s),veh/h/In 1567 1683 1706 1688 1683 1739 1351 0 1571 1287 0 1608 Q Serve(g_s), s 0.4 9.3 9.3 1.3 6.1 6.1 3.1 0.0 5.1 2.4 0.0 2.4 Cycle Q Clear(g_c), s 0.4 9.3 9.3 1.3 6.1 6.1 5.5 0.0 5.1 7.5 0.0 2.4 Prop In Lane 1.00 0.21 1.00 0.10 1.00 0.71 1.00 0.57 Lane Grp Cap(c), veh/h 558 1035 1050 522 1082 1118 212 0 189 162 0 194 V/C Ratio(X) 0.04 0.38 0.38 0.15 0.27 0.27 0.26 0.00 0.57 0.24 0.00 0.27 Avail Cap(c_a), veh/h 755 1035 1050 687 1082 1118 472 0 491 409 0 503 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 5.4 7.7 7.7 5.3 6.2 6.2 34.5 0.0 33.2 36.7 0.0 32.0 Incr Delay (d2), s/veh 0.0 1.0 1.0 0.1 0.6 0.6 0.6 0.0 2.6 0.3 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.1 2.9 3.0 0.3 1.8 1.9 1.0 0.0 2.0 0.7 0.0 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 5.4 8.8 8.7 5.3 6.8 6.8 35.1 0.0 35.8 37.0 0.0 32.3 LnGrp LOS A A A A A A D A D D A C Approach Vol, veh/h 807 681 162 92 Approach Delay, s/veh 8.7 6.6 35.6 34.3 Approach LOS A A D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.9 56.4 15.6 10.2 54.2 15.6 Change Period (Y+Rc), s 6.0 5.0 6.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 12.0 26.0 25.0 12.0 26.0 25.0 Max Q Clear Time (g_c+11), s 2.4 8.1 9.5 3.3 11.3 7.5 Green Ext Time (p-c), s 0.0 4.5 0.2 0.0 5.5 0.6 Intersection Summary HCM 6th Ctrl Delay 11.7 HCM 6th LOS B KQ6\26050 - Village Apartments TIS\synchroQ6050 - Existing 2021 AM.syn Synchro 10 Report Kittelson & Associates Page 2 HCM 6th TWSC Existing Conditions - Weekday AM Peak Hour 102: Eagle Road & Gateway Marketplace Access 26050 - Village Apartments TIS Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r* tt r* tt Traffic Vol, veh/h 0 3 1433 26 0 1730 Future Vol, veh/h 0 3 1433 26 0 1730 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length 0 - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 38 38 87 87 93 93 Heavy Vehicles, % 0 2 2 2 0 2 Mvmt Flow 0 8 1647 30 0 1860 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 824 0 0 Stage 1 - - - - Stage 2 - Critical Hdwy 6.94 - - Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - - Follow-up Hdwy - 3.32 - Pot Cap-1 Maneuver 0 316 - 0 - Stage 1 0 - 0 - Stage 2 0 - - 0 - Platoon blocked, % Mov Cap-1 Maneuver - 316 - - - Mov Cap-2 Maneuver Stage 1 Stage 2 Approach WB NB SB HCM Control Delay, s 16.7 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - 316 HCM Lane V/C Ratio - 0.025 HCM Control Delay (s) - 16.7 HCM Lane LOS - C HCM 95th %tile Q(veh) - 0.1 W26\26050 - Village Apartments TIS\synchroQ6050 - Existing 2021 AM.syn Synchro 10 Report Kittelson & Associates Page 3 HCM Signalized Intersection Capacity Analysis Existing Conditions - Weekday AM Peak Hour 103: Eagle Road & River Valley Street 26050 - Village Apartments TIS -11 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r* Di ttt r* M tt r* Traffic Volume (vph) 49 14 36 82 20 23 74 1387 33 79 1560 91 Future Volume (vph) 49 14 36 82 20 23 74 1387 33 79 1560 91 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 0.97 0.95 1.00 Frt 1.00 0.89 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1676 1574 3252 1765 1471 1676 4771 1500 3252 3353 1500 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1676 1574 3252 1765 1471 1676 4771 1500 3252 3353 1500 Peak -hour factor, PHF 0.33 0.33 0.33 0.89 0.89 0.89 0.87 0.87 0.87 0.93 0.93 0.93 Adj. Flow (vph) 148 42 109 92 22 26 85 1594 38 85 1677 98 RTOR Reduction (vph) 0 56 0 0 0 20 0 0 20 0 0 54 Lane Group Flow (vph) 148 95 0 92 22 6 85 1594 18 85 1677 44 Heavy Vehicles (%) 2% 2% 2% 2% 2% 4% 2% 3% 2% 2% 2% 2% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 15.0 44.1 8.9 38.0 38.0 11.9 74.4 74.4 8.6 71.1 71.1 Effective Green, g (s) 15.0 44.1 8.9 38.0 38.0 11.9 74.4 74.4 8.6 71.1 71.1 Actuated g/C Ratio 0.09 0.28 0.06 0.24 0.24 0.07 0.47 0.47 0.05 0.44 0.44 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 157 433 180 419 349 124 2218 697 174 1489 666 v/s Ratio Prot c0.09 c0.06 0.03 0.01 c0.05 c0.33 0.03 c0.50 v/s Ratio Perm 0.00 0.01 0.03 v/c Ratio 0.94 0.22 0.51 0.05 0.02 0.69 0.72 0.03 0.49 1.13 0.07 Uniform Delay, d1 72.1 44.7 73.4 47.1 46.7 72.2 34.4 23.2 73.6 44.5 25.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 54.2 0.1 1.0 0.2 0.1 11.8 1.2 0.0 0.8 66.1 0.2 Delay (s) 126.3 44.8 74.5 47.3 46.8 84.0 35.6 23.2 74.4 110.5 25.6 Level of Service F D E D D F D C E F C Approach Delay (s) 85.1 65.1 37.7 104.4 Approach LOS F E D F Intersection Summary HCM 2000 Control Delay 73.1 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group W26\26050 - Village Apartments TIS\synchro\26050 - Existing 2021 AM.syn Synchro 10 Report Kittelson & Associates Page 4 HCM 6th Signalized Intersection Summary Existing Conditions - Weekday AM Peak Hour 103: Eagle Road & River Valley Street 26050 - Village Apartments TIS -11 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r* ttt r* M tt r* Traffic Volume (veh/h) 49 14 36 82 20 23 74 1387 33 79 1560 91 Future Volume (veh/h) 49 14 36 82 20 23 74 1387 33 79 1560 91 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1772 1772 1772 1772 1772 1744 1772 1758 1772 1772 1772 1772 Adj Flow Rate, veh/h 148 42 109 92 22 26 85 1594 38 85 1677 98 Peak Hour Factor 0.33 0.33 0.33 0.89 0.89 0.89 0.87 0.87 0.87 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 4 2 3 2 2 2 2 Cap, veh/h 158 127 330 131 421 351 103 2309 722 123 1541 687 Arrive On Green 0.09 0.29 0.29 0.04 0.24 0.24 0.06 0.48 0.48 0.04 0.46 0.46 Sat Flow, veh/h 1688 436 1132 3274 1772 1478 1688 4799 1502 3274 3367 1502 Grp Volume(v), veh/h 148 0 151 92 22 26 85 1594 38 85 1677 98 Grp Sat Flow(s),veh/h/In 1688 0 1568 1637 1772 1478 1688 1600 1502 1637 1683 1502 Q Serve(g_s), s 13.9 0.0 12.1 4.4 1.5 2.2 8.0 41.3 2.2 4.1 73.2 6.1 Cycle Q Clear(g_c), s 13.9 0.0 12.1 4.4 1.5 2.2 8.0 41.3 2.2 4.1 73.2 6.1 Prop In Lane 1.00 0.72 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 158 0 457 131 421 351 103 2309 722 123 1541 687 V/C Ratio(X) 0.94 0.00 0.33 0.70 0.05 0.07 0.82 0.69 0.05 0.69 1.09 0.14 Avail Cap(c_a), veh/h 158 0 457 307 421 351 158 2309 722 307 1541 687 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 72.0 0.0 44.5 75.9 47.1 47.3 74.3 32.3 22.1 76.1 43.4 25.2 Incr Delay (d2), s/veh 52.1 0.0 0.2 2.5 0.2 0.4 10.8 1.0 0.0 2.6 51.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 8.4 0.0 4.8 1.9 0.7 0.8 3.7 15.4 0.8 1.7 39.5 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 124.1 0.0 44.6 78.4 47.3 47.8 85.0 33.2 22.1 78.6 94.4 25.6 LnGrp LOS F A D E D D F C C E F C Approach Vol, veh/h 299 140 1717 1860 Approach Delay, s/veh 84.0 67.8 35.6 90.0 Approach LOS F E D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.0 44.0 15.8 79.2 12.4 52.6 12.0 83.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 15.0 38.0 15.0 68.0 15.0 38.0 15.0 68.0 Max Q Clear Time (g_c+11), s 15.9 4.2 10.0 75.2 6.4 14.1 6.1 43.3 Green Ext Time (p-c), s 0.0 0.1 0.0 0.0 0.1 0.6 0.1 15.6 Intersection Summary HCM 6th Ctrl Delay 65.5 HCM 6th LOS E KQ6\26050 - Village Apartments TIS\synchroQ6050 - Existing 2021 AM.syn Synchro 10 Report Kittelson & Associates Page 5 HCM 6th AWSC Existing Conditions - Weekday AM Peak Hour 104: Records Avenue & River Valley Street 26050 - Village Apartments TIS Intersection Intersection Delay, s/veh 8.7 Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane Configurations r* t Traffic Vol, veh/h 31 48 17 69 135 58 Future Vol, veh/h 31 48 17 69 135 58 Peak Hour Factor 0.67 0.67 0.84 0.84 0.99 0.99 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 46 72 20 82 136 59 Number of Lanes 1 1 1 1 1 0 Approach EB NB SB Opposing Approach SB NB Opposing Lanes 0 1 2 Conflicting Approach Left SB EB Conflicting Lanes Left 1 2 0 Conflicting Approach RighNB EB Conflicting Lanes Right 2 0 2 HCM Control Delay 8.2 8.4 9.1 HCM LOS A A A Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X) Departure Headway (Hd) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th-tile Q 100% 0% 100% 0% 0% 0% 100% 0% 0% 70% 0% 0% 0% 100% 30% Stop Stop Stop Stop Stop 17 69 31 48 193 17 0 31 0 0 0 69 0 0 135 0 0 0 48 58 20 82 46 72 195 7 7 7 7 4 0.031 0.114 0.074 0.09 0.248 5.492 4.99 5.748 4.543 4.573 Yes Yes Yes Yes Yes 653 720 625 790 788 3.212 2.709 3.47 2.264 2.589 0.031 0.114 0.074 0.091 0.247 8.4 8.4 8.9 7.7 9.1 A A A A A 0.1 0.4 0.2 0.3 1 W26\26050 - Village Apartments TIS\synchroQ6050 - Existing 2021 AM.syn Synchro 10 Report Kittelson & Associates Page 6 No Text HCM Signalized Intersection Capacity Analysis Existing Conditions - Weekday PM Peak Hour 101: Records Avenue & Ustick Road 26050 - Village Apartments TIS -11 --1. 4- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip t Traffic Volume (vph) 38 645 115 189 653 56 155 124 187 60 72 35 Future Volume (vph) 38 645 115 189 653 56 155 124 187 60 72 35 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 5.0 6.0 5.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 Frt 1.00 0.98 1.00 0.99 1.00 0.91 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1676 3259 1675 3313 1676 1583 1668 1679 Flt Permitted 0.36 1.00 0.27 1.00 0.67 1.00 0.27 1.00 Satd. Flow (perm) 627 3259 470 3313 1185 1583 477 1679 Peak -hour factor, PHF 0.96 0.96 0.96 0.95 0.95 0.95 0.96 0.96 0.96 0.85 0.85 0.85 Adj. Flow (vph) 40 672 120 199 687 59 161 129 195 71 85 41 RTOR Reduction (vph) 0 11 0 0 5 0 0 59 0 0 19 0 Lane Group Flow (vph) 40 781 0 199 741 0 161 265 0 71 107 0 Confl. Peds. (#/hr) 5 5 8 8 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 1 6 5 2 8 4 Permitted Phases 6 2 8 4 Actuated Green, G (s) 59.7 56.1 70.1 61.3 23.1 23.1 23.1 23.1 Effective Green, g (s) 59.7 56.1 70.1 61.3 23.1 23.1 23.1 23.1 Actuated g/C Ratio 0.57 0.53 0.67 0.58 0.22 0.22 0.22 0.22 Clearance Time (s) 6.0 5.0 6.0 5.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 4.0 2.0 4.0 3.0 3.0 2.0 2.0 Lane Grp Cap (vph) 392 1741 414 1934 260 348 104 369 v/s Ratio Prot 0.00 0.24 c0.04 0.22 c0.17 0.06 v/s Ratio Perm 0.05 c0.28 0.14 0.15 v/c Ratio 0.10 0.45 0.48 0.38 0.62 0.76 0.68 0.29 Uniform Delay, d1 10.0 15.0 8.1 11.7 37.0 38.4 37.6 34.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.8 0.3 0.6 4.3 9.4 13.7 0.2 Delay (s) 10.1 15.8 8.5 12.3 41.3 47.8 51.3 34.3 Level of Service B B A B D D D C Approach Delay (s) 15.5 11.5 45.6 40.4 Approach LOS B B D D Intersection Summary HCM 2000 Control Delay 21.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 105.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 76.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group W26\26050 - Village Apartments TIS\synchro\26050 - Existing 2021 PM.syn Synchro 10 Report Kittelson & Associates Page 1 HCM 6th Signalized Intersection Summary Existing Conditions - Weekday PM Peak Hour 101: Records Avenue & Ustick Road 26050 - Village Apartments TIS -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip t Traffic Volume (veh/h) 38 645 115 189 653 56 155 124 187 60 72 35 Future Volume (veh/h) 38 645 115 189 653 56 155 124 187 60 72 35 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 0.99 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 Adj Flow Rate, veh/h 40 672 120 199 687 59 161 129 195 71 85 41 Peak Hour Factor 0.96 0.96 0.96 0.95 0.95 0.95 0.96 0.96 0.96 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 410 1392 248 424 1669 143 338 173 261 161 308 148 Arrive On Green 0.03 0.49 0.49 0.08 0.53 0.53 0.27 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 1688 2852 509 1688 3136 269 1258 633 957 1055 1126 543 Grp Volume(v), veh/h 40 396 396 199 368 378 161 0 324 71 0 126 Grp Sat Flow(s),veh/h/In 1688 1683 1677 1688 1683 1722 1258 0 1590 1055 0 1669 Q Serve(g_s), s 1.2 16.6 16.6 6.0 13.8 13.8 12.1 0.0 19.5 6.9 0.0 6.2 Cycle Q Clear(g_c), s 1.2 16.6 16.6 6.0 13.8 13.8 18.4 0.0 19.5 26.5 0.0 6.2 Prop In Lane 1.00 0.30 1.00 0.16 1.00 0.60 1.00 0.33 Lane Grp Cap(c), veh/h 410 822 819 424 896 916 338 0 434 161 0 456 V/C Ratio(X) 0.10 0.48 0.48 0.47 0.41 0.41 0.48 0.00 0.75 0.44 0.00 0.28 Avail Cap(c_a), veh/h 515 822 819 455 896 916 389 0 500 204 0 524 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.8 18.0 18.0 13.0 14.7 14.7 37.2 0.0 34.8 46.9 0.0 30.0 Incr Delay (d2), s/veh 0.0 2.0 2.0 0.3 1.4 1.4 1.0 0.0 5.2 0.7 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.4 6.5 6.5 2.1 5.2 5.3 3.8 0.0 8.1 1.8 0.0 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.8 20.0 20.0 13.3 16.1 16.1 38.3 0.0 40.0 47.6 0.0 30.1 LnGrp LOS B C C B B B D A D D A C Approach Vol, veh/h 832 945 485 197 Approach Delay, s/veh 19.7 15.5 39.4 36.4 Approach LOS B B D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.4 60.9 34.7 14.1 56.2 34.7 Change Period (Y+Rc), s 6.0 5.0 6.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 10.0 45.0 33.0 10.0 45.0 33.0 Max Q Clear Time (g_c+11), s 3.2 15.8 28.5 8.0 18.6 21.5 Green Ext Time (p-c), s 0.0 6.9 0.2 0.1 7.3 2.1 Intersection Summary HCM 6th Ctrl Delay 23.3 HCM 6th LOS C KQ6\26050 - Village Apartments TIS\synchroQ6050 - Existing 2021 PM.syn Synchro 10 Report Kittelson & Associates Page 2 HCM 6th TWSC Existing Conditions - Weekday PM Peak Hour 102: Eagle Road & Gateway Marketplace Access 26050 - Village Apartments TIS Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r* tt r* tt Traffic Vol, veh/h 0 22 2222 103 0 1670 Future Vol, veh/h 0 22 2222 103 0 1670 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length 0 - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 69 69 95 95 97 97 Heavy Vehicles, % 0 2 2 2 0 2 Mvmt Flow 0 32 2339 108 0 1722 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1170 0 0 Stage 1 - - - - Stage 2 - Critical Hdwy 6.94 - - Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - - Follow-up Hdwy - 3.32 - Pot Cap-1 Maneuver 0 186 - 0 - Stage 1 0 - 0 - Stage 2 0 - - 0 - Platoon blocked, % Mov Cap-1 Maneuver - 186 - - - Mov Cap-2 Maneuver Stage 1 - - Stage 2 Approach WB NB SB HCM Control Delay, s 28.3 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - 186 HCM Lane V/C Ratio - 0.171 HCM Control Delay (s) - 28.3 HCM Lane LOS - D HCM 95th %tile Q(veh) - 0.6 W26\26050 - Village Apartments TIS\synchroQ6050 - Existing 2021 PM.syn Synchro 10 Report Kittelson & Associates Page 3 HCM Signalized Intersection Capacity Analysis Existing Conditions - Weekday PM Peak Hour 103: Eagle Road & River Valley Street 26050 - Village Apartments TIS -11 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r* Di ttt r* M tt r* Traffic Volume (vph) 43 17 47 176 7 121 41 2161 145 209 1450 11 Future Volume (vph) 43 17 47 176 7 121 41 2161 145 209 1450 11 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 0.97 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.89 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1676 1569 3252 1765 1472 1676 4818 1479 3252 3353 1500 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1676 1569 3252 1765 1472 1676 4818 1479 3252 3353 1500 Peak -hour factor, PHF 0.62 0.62 0.62 0.94 0.94 0.94 0.95 0.95 0.95 0.97 0.97 0.97 Adj. Flow (vph) 69 27 76 187 7 129 43 2275 153 215 1495 11 RTOR Reduction (vph) 0 48 0 0 0 103 0 0 36 0 0 5 Lane Group Flow (vph) 69 55 0 187 7 26 43 2275 117 215 1495 6 Confl. Peds. (#/hr) 4 4 1 1 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 12.3 39.8 14.4 41.9 41.9 8.7 114.3 114.3 17.5 123.1 123.1 Effective Green, g (s) 12.3 39.8 14.4 41.9 41.9 8.7 114.3 114.3 17.5 123.1 123.1 Actuated g/C Ratio 0.06 0.19 0.07 0.20 0.20 0.04 0.54 0.54 0.08 0.59 0.59 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 98 297 222 352 293 69 2622 804 271 1965 879 v/s Ratio Prot 0.04 c0.04 c0.06 0.00 0.03 c0.47 c0.07 c0.45 v/s Ratio Perm 0.02 0.08 0.00 v/c Ratio 0.70 0.19 0.84 0.02 0.09 0.62 0.87 0.15 0.79 0.76 0.01 Uniform Delay, d1 97.1 71.5 96.7 67.5 68.5 99.0 41.3 23.7 94.5 32.5 18.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 17.0 0.1 23.2 0.1 0.6 11.9 3.4 0.1 13.8 2.8 0.0 Delay (s) 114.1 71.6 119.9 67.7 69.1 111.0 44.7 23.8 108.2 35.3 18.1 Level of Service F E F E E F D C F D B Approach Delay (s) 88.7 98.5 44.6 44.3 Approach LOS F F D D Intersection Summary HCM 2000 Control Delay 49.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 210.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 106.2% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group W26\26050 - Village Apartments TIS\synchro\26050 - Existing 2021 PM.syn Synchro 10 Report Kittelson & Associates Page 4 HCM 6th Signalized Intersection Summary Existing Conditions - Weekday PM Peak Hour 103: Eagle Road & River Valley Street 26050 - Village Apartments TIS -11 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r* ttt r* M tt r* Traffic Volume (veh/h) 43 17 47 176 7 121 41 2161 145 209 1450 11 Future Volume (veh/h) 43 17 47 176 7 121 41 2161 145 209 1450 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 Adj Flow Rate, veh/h 69 27 76 187 7 129 43 2275 153 215 1495 11 Peak Hour Factor 0.62 0.62 0.62 0.94 0.94 0.94 0.95 0.95 0.95 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 83 67 188 217 321 270 54 2807 871 246 2099 936 Arrive On Green 0.05 0.16 0.16 0.07 0.18 0.18 0.03 0.58 0.58 0.08 0.62 0.62 Sat Flow, veh/h 1688 408 1148 3274 1772 1492 1688 4837 1500 3274 3367 1501 Grp Volume(v), veh/h 69 0 103 187 7 129 43 2275 153 215 1495 11 Grp Sat Flow(s),veh/h/In 1688 0 1555 1637 1772 1492 1688 1612 1500 1637 1683 1501 Q Serve(g_s), s 8.5 0.0 12.5 11.9 0.7 16.3 5.3 78.3 10.0 13.7 63.2 0.6 Cycle Q Clear(g_c), s 8.5 0.0 12.5 11.9 0.7 16.3 5.3 78.3 10.0 13.7 63.2 0.6 Prop In Lane 1.00 0.74 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 83 0 255 217 321 270 54 2807 871 246 2099 936 V/C Ratio(X) 0.83 0.00 0.40 0.86 0.02 0.48 0.79 0.81 0.18 0.87 0.71 0.01 Avail Cap(c_a), veh/h 121 0 281 234 321 270 161 2807 871 312 2099 936 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 99.0 0.0 78.6 97.1 70.7 77.1 100.9 34.9 20.6 96.1 26.8 15.0 Incr Delay (d2), s/veh 18.2 0.0 0.4 23.7 0.1 6.0 9.3 2.0 0.1 16.7 2.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.2 0.0 5.1 5.8 0.3 6.6 2.5 29.8 3.5 6.3 24.7 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 117.2 0.0 79.0 120.8 70.8 83.1 110.3 36.9 20.7 112.8 28.9 15.0 LnGrp LOS F A E F E F F D C F C B Approach Vol, veh/h 172 323 2471 1721 Approach Delay, s/veh 94.3 104.6 37.2 39.3 Approach LOS F F D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.3 44.0 12.7 136.9 19.9 40.4 21.8 127.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 15.0 38.0 20.0 113.0 15.0 38.0 20.0 113.0 Max Q Clear Time (g_c+11), s 10.5 18.3 7.3 65.2 13.9 14.5 15.7 80.3 Green Ext Time (p-c), s 0.0 0.2 0.0 21.5 0.0 0.4 0.1 27.2 Intersection Summary HCM 6th Ctrl Delay 44.7 HCM 6th LOS D KQ6\26050 - Village Apartments TIS\synchroQ6050 - Existing 2021 PM.syn Synchro 10 Report Kittelson & Associates Page 5 HCM 6th AWSC Existing Conditions - Weekday PM Peak Hour 104: Records Avenue & River Valley Street 26050 - Village Apartments TIS Intersection Intersection Delay, s/veh18.2 Intersection LOS C Movement EBL EBR NBL NBT SBT SBR Lane Configurations r* t Traffic Vol, veh/h 174 112 74 298 296 121 Future Vol, veh/h 174 112 74 298 296 121 Peak Hour Factor 0.88 0.88 0.99 0.99 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 198 127 75 301 333 136 Number of Lanes 1 1 1 1 1 0 Approach EB NB SIB Opposing Approach SIB NB Opposing Lanes 0 1 2 Conflicting Approach Left SB EB Conflicting Lanes Left 1 2 0 Conflicting Approach RighNB EB Conflicting Lanes Right 2 0 2 HCM Control Delay 13.3 14.7 24.4 HCM LOS B B C Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X) Departure Headway (Hd) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th-tile Q 100% 0% 100% 0% 0% 0% 100% 0% 0% 71% 0% 0% 0% 100% 29% Stop Stop Stop Stop Stop 74 298 174 112 417 74 0 174 0 0 0 298 0 0 296 0 0 0 112 121 75 301 198 127 469 7 7 7 7 4 0.141 0.523 0.403 0.216 0.753 6.767 6.258 7.332 6.11 5.787 Yes Yes Yes Yes Yes 528 575 490 585 623 4.524 4.015 5.09 3.867 3.837 0.142 0.523 0.404 0.217 0.753 10.6 15.7 15 10.6 24.4 B C B B C 0.5 3 1.9 0.8 6.8 W26\26050 - Village Apartments TIS\synchroQ6050 - Existing 2021 PM.syn Synchro 10 Report Kittelson & Associates Page 6 Appendix F. Year 2024 Background Traffic Conditions Synchro Worksheets HCM Signalized Intersection Capacity Analysis Background 2024 - Weekday AM Peak Hour 101: Records Avenue & Ustick Road 26050 - Village Apartments TIS -11 --1. 4- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip t Traffic Volume (vph) 19 603 72 80 568 32 47 27 65 34 20 27 Future Volume (vph) 19 603 72 80 568 32 47 27 65 34 20 27 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 5.0 6.0 5.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 1.00 0.89 1.00 0.91 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1541 3291 1676 3326 1676 1577 1676 1561 Flt Permitted 0.41 1.00 0.34 1.00 0.73 1.00 0.69 1.00 Satd. Flow (perm) 668 3291 606 3326 1280 1577 1226 1561 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 20 635 76 84 598 34 49 28 68 36 21 28 RTOR Reduction (vph) 0 6 0 0 3 0 0 62 0 0 25 0 Lane Group Flow (vph) 20 705 0 84 629 0 49 34 0 36 24 0 Confl. Peds. (#/hr) 1 1 Heavy Vehicles (%) 11 % 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 8% Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 1 6 5 2 8 4 Permitted Phases 6 2 8 4 Actuated Green, G (s) 52.9 50.8 58.1 53.4 7.5 7.5 7.5 7.5 Effective Green, g (s) 52.9 50.8 58.1 53.4 7.5 7.5 7.5 7.5 Actuated g/C Ratio 0.66 0.63 0.73 0.67 0.09 0.09 0.09 0.09 Clearance Time (s) 6.0 5.0 6.0 5.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 4.0 2.0 4.0 3.0 3.0 2.0 2.0 Lane Grp Cap (vph) 464 2089 502 2220 120 147 114 146 v/s Ratio Prot 0.00 c0.21 c0.01 c0.19 0.02 0.02 v/s Ratio Perm 0.03 0.11 c0.04 0.03 v/c Ratio 0.04 0.34 0.17 0.28 0.41 0.23 0.32 0.16 Uniform Delay, d1 4.7 6.8 3.4 5.5 34.2 33.6 33.9 33.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.4 0.1 0.3 2.3 0.8 0.6 0.2 Delay (s) 4.7 7.2 3.4 5.8 36.4 34.4 34.4 33.5 Level of Service A A A A D C C C Approach Delay (s) 7.2 5.5 35.1 33.9 Approach LOS A A D C Intersection Summary HCM 2000 Control Delay 10.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.33 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group W26\26050 - Village Apartments TIS\synchro\26050 - BK 2024 AM.syn Synchro 10 Report Kittelson & Associates Page 1 HCM 6th Signalized Intersection Summary Background 2024 - Weekday AM Peak Hour 101: Records Avenue & Ustick Road 26050 - Village Apartments TIS -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip t Traffic Volume (veh/h) 19 603 72 80 568 32 47 27 65 34 20 27 Future Volume (veh/h) 19 603 72 80 568 32 47 27 65 34 20 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1646 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1688 Adj Flow Rate, veh/h 20 635 76 84 598 34 49 28 68 36 21 28 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 11 2 2 2 2 2 2 2 2 2 2 8 Cap, veh/h 550 1888 226 566 2118 120 203 51 124 159 76 102 Arrive On Green 0.02 0.62 0.62 0.05 0.65 0.65 0.11 0.11 0.11 0.11 0.11 0.11 Sat Flow, veh/h 1567 3028 362 1688 3238 184 1356 458 1113 1300 689 918 Grp Volume(v), veh/h 20 353 358 84 311 321 49 0 96 36 0 49 Grp Sat Flow(s),veh/h/In 1567 1683 1706 1688 1683 1739 1356 0 1572 1300 0 1607 Q Serve(g_s), s 0.4 8.0 8.0 1.4 6.3 6.3 2.7 0.0 4.6 2.2 0.0 2.2 Cycle Q Clear(g_c), s 0.4 8.0 8.0 1.4 6.3 6.3 5.0 0.0 4.6 6.8 0.0 2.2 Prop In Lane 1.00 0.21 1.00 0.11 1.00 0.71 1.00 0.57 Lane Grp Cap(c), veh/h 550 1050 1064 566 1101 1137 203 0 175 159 0 178 V/C Ratio(X) 0.04 0.34 0.34 0.15 0.28 0.28 0.24 0.00 0.55 0.23 0.00 0.27 Avail Cap(c_a), veh/h 750 1050 1064 730 1101 1137 476 0 491 421 0 502 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 5.2 7.2 7.2 4.9 5.9 5.9 34.9 0.0 33.7 36.9 0.0 32.6 Incr Delay (d2), s/veh 0.0 0.9 0.9 0.0 0.6 0.6 0.6 0.0 2.7 0.3 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.1 2.5 2.5 0.3 1.8 1.9 0.9 0.0 1.9 0.7 0.0 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 5.2 8.0 8.0 4.9 6.5 6.5 35.5 0.0 36.3 37.1 0.0 32.9 LnGrp LOS A A A A A A D A D D A C Approach Vol, veh/h 731 716 145 85 Approach Delay, s/veh 8.0 6.3 36.1 34.7 Approach LOS A A D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.8 57.3 14.9 10.2 54.9 14.9 Change Period (Y+Rc), s 6.0 5.0 6.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 12.0 26.0 25.0 12.0 26.0 25.0 Max Q Clear Time (g_c+11), s 2.4 8.3 8.8 3.4 10.0 7.0 Green Ext Time (p-c), s 0.0 4.7 0.2 0.0 5.2 0.6 Intersection Summary HCM 6th Ctrl Delay 11.0 HCM 6th LOS B KQ6\26050 - Village Apartments TIS\synchroQ6050 - BK 2024 AM.syn Synchro 10 Report Kittelson & Associates Page 2 HCM 6th TWSC Background 2024 - Weekday AM Peak Hour 102: Eagle Road & Gateway Marketplace Access 26050 - Village Apartments TIS Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r tt r tt Traffic Vol, veh/h 0 3 1521 28 0 1836 Future Vol, veh/h 0 3 1521 28 0 1836 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length 0 - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 2 2 0 2 Mvmt Flow 0 3 1690 31 0 2040 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 845 0 0 Stage 1 - - - - Stage 2 - Critical Hdwy 6.94 - - Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - - Follow-up Hdwy - 3.32 Pot Cap-1 Maneuver 0 306 - 0 - Stage 1 0 - 0 - Stage 2 0 - - 0 - Platoon blocked, % Mov Cap-1 Maneuver - 306 - - - Mov Cap-2 Maneuver Stage 1 - - Stage 2 Approach WB NB SB HCM Control Delay, s 16.9 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - 306 HCM Lane V/C Ratio - 0.011 HCM Control Delay (s) - 16.9 HCM Lane LOS - C HCM 95th %tile Q(veh) - 0 W26\26050 - Village Apartments TIS\synchroQ6050 - BK 2024 AM.syn Synchro 10 Report Kittelson & Associates Page 3 HCM Signalized Intersection Capacity Analysis Background 2024 - Weekday AM Peak Hour 103: Eagle Road & River Valley Street 26050 - Village Apartments TIS -11 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r* Di ttt r* M ttt r* Traffic Volume (vph) 52 15 38 87 21 24 78 1472 35 84 1655 97 Future Volume (vph) 52 15 38 87 21 24 78 1472 35 84 1655 97 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 0.97 0.91 1.00 Frt 1.00 0.89 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1676 1576 3252 1765 1471 1676 4771 1500 3252 4818 1500 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1676 1576 3252 1765 1471 1676 4771 1500 3252 4818 1500 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 58 17 42 97 23 27 87 1636 39 93 1839 108 RTOR Reduction (vph) 0 33 0 0 0 19 0 0 21 0 0 58 Lane Group Flow (vph) 58 26 0 97 23 8 87 1636 18 93 1839 50 Heavy Vehicles (%) 2% 2% 2% 2% 2% 4% 2% 3% 2% 2% 2% 2% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 8.8 34.5 20.6 46.3 46.3 12.1 71.9 71.9 9.0 68.8 68.8 Effective Green, g (s) 8.8 34.5 20.6 46.3 46.3 12.1 71.9 71.9 9.0 68.8 68.8 Actuated g/C Ratio 0.06 0.22 0.13 0.29 0.29 0.08 0.45 0.45 0.06 0.43 0.43 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 92 339 418 510 425 126 2143 674 182 2071 645 v/s Ratio Prot c0.03 c0.02 c0.03 0.01 c0.05 c0.34 0.03 c0.38 v/s Ratio Perm 0.01 0.01 0.03 v/c Ratio 0.63 0.08 0.23 0.05 0.02 0.69 0.76 0.03 0.51 0.89 0.08 Uniform Delay, d1 74.0 50.0 62.6 40.9 40.6 72.1 36.9 24.5 73.4 42.0 26.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.9 0.0 0.1 0.2 0.1 12.4 1.8 0.0 1.0 6.1 0.2 Delay (s) 83.9 50.1 62.7 41.1 40.7 84.5 38.7 24.6 74.4 48.2 27.1 Level of Service F D E D D F D C E D C Approach Delay (s) 66.8 55.3 40.6 48.3 Approach LOS E E D D Intersection Summary HCM 2000 Control Delay 45.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 63.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group W26\26050 - Village Apartments TIS\synchro\26050 - BK 2024 AM.syn Synchro 10 Report Kittelson & Associates Page 4 HCM 6th Signalized Intersection Summary Background 2024 - Weekday AM Peak Hour 103: Eagle Road & River Valley Street 26050 - Village Apartments TIS -11 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r* ttt r* M ttt r* Traffic Volume (veh/h) 52 15 38 87 21 24 78 1472 35 84 1655 97 Future Volume (veh/h) 52 15 38 87 21 24 78 1472 35 84 1655 97 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1772 1772 1772 1772 1772 1744 1772 1758 1772 1772 1772 1772 Adj Flow Rate, veh/h 58 17 42 97 23 27 87 1636 39 93 1839 108 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 4 2 3 2 2 2 2 Cap, veh/h 73 108 267 137 421 351 105 2539 794 132 2452 761 Arrive On Green 0.04 0.24 0.24 0.04 0.24 0.24 0.06 0.53 0.53 0.04 0.51 0.51 Sat Flow, veh/h 1688 453 1118 3274 1772 1478 1688 4799 1502 3274 4837 1502 Grp Volume(v), veh/h 58 0 59 97 23 27 87 1636 39 93 1839 108 Grp Sat Flow(s),veh/h/In 1688 0 1571 1637 1772 1478 1688 1600 1502 1637 1612 1502 Q Serve(g_s), s 5.4 0.0 4.8 4.7 1.6 2.3 8.2 39.0 2.0 4.5 48.4 6.1 Cycle Q Clear(g_c), s 5.4 0.0 4.8 4.7 1.6 2.3 8.2 39.0 2.0 4.5 48.4 6.1 Prop In Lane 1.00 0.71 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 73 0 375 137 421 351 105 2539 794 132 2452 761 V/C Ratio(X) 0.80 0.00 0.16 0.71 0.05 0.08 0.83 0.64 0.05 0.70 0.75 0.14 Avail Cap(c_a), veh/h 158 0 375 307 421 351 158 2539 794 307 2452 761 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 75.8 0.0 48.1 75.7 47.1 47.4 74.2 26.9 18.2 75.8 31.4 21.0 Incr Delay (d2), s/veh 7.2 0.0 0.1 2.5 0.2 0.4 12.2 0.7 0.0 2.6 2.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.5 0.0 1.9 2.0 0.8 0.9 3.8 14.2 0.7 1.9 18.2 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 83.0 0.0 48.2 78.3 47.4 47.8 86.3 27.6 18.3 78.4 33.5 21.3 LnGrp LOS F A D E D D F C B E C C Approach Vol, veh/h 117 147 1762 2040 Approach Delay, s/veh 65.5 67.8 30.3 34.9 Approach LOS E E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.9 44.0 16.0 87.1 12.7 44.2 12.5 90.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 15.0 38.0 15.0 68.0 15.0 38.0 15.0 68.0 Max Q Clear Time (g_c+11), s 7.4 4.3 10.2 50.4 6.7 6.8 6.5 41.0 Green Ext Time (p-c), s 0.0 0.1 0.0 13.9 0.1 0.2 0.1 17.0 Intersection Summary HCM 6th Ctrl Delay 35.0 HCM 6th LOS C KQ6\26050 - Village Apartments TIS\synchroQ6050 - BK 2024 AM.syn Synchro 10 Report Kittelson & Associates Page 5 HCM 6th AWSC Background 2024 - Weekday AM Peak Hour 104: Records Avenue & River Valley Street 26050 - Village Apartments TIS Intersection Intersection Delay, s/veh 8.8 Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane Configurations r* t Traffic Vol, veh/h 33 51 18 73 143 62 Future Vol, veh/h 33 51 18 73 143 62 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 37 57 20 81 159 69 Number of Lanes 1 1 1 1 1 0 Approach EB NB SIB Opposing Approach SB NB Opposing Lanes 0 1 2 Conflicting Approach Left SB EB Conflicting Lanes Left 1 2 0 Conflicting Approach RighNB EB Conflicting Lanes Right 2 0 2 HCM Control Delay 8.2 8.3 9.3 HCM LOS A A A Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X) Departure Headway (Hd) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th-tile Q 100% 0% 100% 0% 0% 0% 100% 0% 0% 70% 0% 0% 0% 100% 30% Stop Stop Stop Stop Stop 18 73 33 51 205 18 0 33 0 0 0 73 0 0 143 0 0 0 51 62 20 81 37 57 228 7 7 7 7 4 0.03 0.112 0.059 0.073 0.285 5.453 4.951 5.813 4.607 4.511 Yes Yes Yes Yes Yes 658 726 618 779 800 3.17 2.667 3.533 2.327 2.526 0.03 0.112 0.06 0.073 0.285 8.3 8.3 8.9 7.7 9.3 A A A A A 0.1 0.4 0.2 0.2 1.2 W26\26050 - Village Apartments TIS\synchroQ6050 - BK 2024 AM.syn Synchro 10 Report Kittelson & Associates Page 6 No Text HCM Signalized Intersection Capacity Analysis Background 2024 - Weekday PM Peak Hour 101: Records Avenue & Ustick Road 26050 - Village Apartments TIS -11 --1. 4- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip t Traffic Volume (vph) 40 684 122 201 693 59 164 132 198 64 76 37 Future Volume (vph) 40 684 122 201 693 59 164 132 198 64 76 37 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 5.0 6.0 5.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 1.00 0.91 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1676 3259 1676 3314 1676 1584 1668 1677 Flt Permitted 0.34 1.00 0.24 1.00 0.68 1.00 0.25 1.00 Satd. Flow (perm) 593 3259 427 3314 1202 1584 447 1677 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 42 712 127 209 722 61 171 138 206 67 79 39 RTOR Reduction (vph) 0 11 0 0 4 0 0 58 0 0 19 0 Lane Group Flow (vph) 42 829 0 209 779 0 171 286 0 67 99 0 Confl. Peds. (#/hr) 5 5 8 8 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 1 6 5 2 8 4 Permitted Phases 6 2 8 4 Actuated Green, G (s) 58.4 54.7 69.2 60.1 24.2 24.2 24.2 24.2 Effective Green, g (s) 58.4 54.7 69.2 60.1 24.2 24.2 24.2 24.2 Actuated g/C Ratio 0.56 0.52 0.66 0.57 0.23 0.23 0.23 0.23 Clearance Time (s) 6.0 5.0 6.0 5.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 4.0 2.0 4.0 3.0 3.0 2.0 2.0 Lane Grp Cap (vph) 367 1697 389 1896 277 365 103 386 v/s Ratio Prot 0.00 0.25 c0.05 0.23 c0.18 0.06 v/s Ratio Perm 0.06 c0.31 0.14 0.15 v/c Ratio 0.11 0.49 0.54 0.41 0.62 0.78 0.65 0.26 Uniform Delay, d1 10.7 16.2 9.0 12.6 36.2 37.9 36.6 33.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.0 0.7 0.7 4.1 10.5 10.7 0.1 Delay (s) 10.7 17.2 9.8 13.2 40.3 48.5 47.2 33.2 Level of Service B B A B D D D C Approach Delay (s) 16.9 12.5 45.8 38.3 Approach LOS B B D D Intersection Summary HCM 2000 Control Delay 22.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 105.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 79.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group W26\26050 - Village Apartments TIS\synchro\26050 - BK 2024 PM.syn Synchro 10 Report Kittelson & Associates Page 1 HCM 6th Signalized Intersection Summary Background 2024 - Weekday PM Peak Hour 101: Records Avenue & Ustick Road 26050 - Village Apartments TIS -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip t Traffic Volume (veh/h) 40 684 122 201 693 59 164 132 198 64 76 37 Future Volume (veh/h) 40 684 122 201 693 59 164 132 198 64 76 37 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 0.99 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 Adj Flow Rate, veh/h 42 712 127 209 722 61 171 138 206 67 79 39 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 387 1355 242 402 1640 139 357 180 269 156 315 155 Arrive On Green 0.03 0.48 0.48 0.08 0.52 0.52 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 1688 2852 508 1688 3141 265 1267 638 953 1036 1116 551 Grp Volume(v), veh/h 42 420 419 209 387 396 171 0 344 67 0 118 Grp Sat Flow(s),veh/h/In 1688 1683 1677 1688 1683 1723 1267 0 1591 1036 0 1667 Q Serve(g_s), s 1.3 18.3 18.3 6.5 15.0 15.0 12.7 0.0 20.8 6.6 0.0 5.7 Cycle Q Clear(g_c), s 1.3 18.3 18.3 6.5 15.0 15.0 18.4 0.0 20.8 27.4 0.0 5.7 Prop In Lane 1.00 0.30 1.00 0.15 1.00 0.60 1.00 0.33 Lane Grp Cap(c), veh/h 387 800 797 402 879 900 357 0 449 156 0 470 V/C Ratio(X) 0.11 0.53 0.53 0.52 0.44 0.44 0.48 0.00 0.77 0.43 0.00 0.25 Avail Cap(c_a), veh/h 491 800 797 426 879 900 397 0 500 189 0 524 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.5 19.3 19.3 13.9 15.6 15.6 36.2 0.0 34.5 47.1 0.0 29.1 Incr Delay (d2), s/veh 0.0 2.5 2.5 0.4 1.6 1.6 1.0 0.0 6.3 0.7 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 7.3 7.2 2.3 5.7 5.8 4.0 0.0 8.7 1.7 0.0 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.5 21.7 21.8 14.3 17.2 17.1 37.2 0.0 40.9 47.8 0.0 29.2 LnGrp LOS B C C B B B D A D D A C Approach Vol, veh/h 881 992 515 185 Approach Delay, s/veh 21.4 16.5 39.6 35.9 Approach LOS C B D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.5 59.8 35.6 14.5 54.9 35.6 Change Period (Y+Rc), s 6.0 5.0 6.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 10.0 45.0 33.0 10.0 45.0 33.0 Max Q Clear Time (g_c+11), s 3.3 17.0 29.4 8.5 20.3 22.8 Green Ext Time (p-c), s 0.0 7.3 0.2 0.0 7.6 2.1 Intersection Summary HCM 6th Ctrl Delay 24.2 HCM 6th LOS C KQ6\26050 - Village Apartments TIS\synchroQ6050 - BK 2024 PM.syn Synchro 10 Report Kittelson & Associates Page 2 HCM 6th TWSC Background 2024 - Weekday PM Peak Hour 102: Eagle Road & Gateway Marketplace Access 26050 - Village Apartments TIS Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r tt r tt Traffic Vol, veh/h 0 23 2358 109 0 1772 Future Vol, veh/h 0 23 2358 109 0 1772 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length 0 - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 2 2 0 2 Mvmt Flow 0 26 2620 121 0 1969 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1310 0 0 Stage 1 - - - - - Stage 2 - Critical Hdwy 6.94 - - Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - 3.32 - Pot Cap-1 Maneuver 0 150 - 0 - Stage 1 0 - 0 - Stage 2 0 - - 0 - Platoon blocked, % Mov Cap-1 Maneuver - 150 - - - Mov Cap-2 Maneuver Stage 1 Stage 2 Approach WB NB SB HCM Control Delay, s 33.9 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - 150 HCM Lane V/C Ratio - 0.17 HCM Control Delay (s) - 33.9 HCM Lane LOS - D HCM 95th %tile Q(veh) - 0.6 W26\26050 - Village Apartments TIS\synchroQ6050 - BK 2024 PM.syn Synchro 10 Report Kittelson & Associates Page 3 HCM Signalized Intersection Capacity Analysis Background 2024 - Weekday PM Peak Hour 103: Eagle Road & River Valley Street 26050 - Village Apartments TIS -11 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r* Di ttt r* M ttt r* Traffic Volume (vph) 46 18 50 187 7 128 43 2293 154 222 1539 12 Future Volume (vph) 46 18 50 187 7 128 43 2293 154 222 1539 12 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.89 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1676 1571 3252 1765 1472 1676 4818 1479 3252 4818 1500 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1676 1571 3252 1765 1472 1676 4818 1479 3252 4818 1500 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 48 19 52 195 7 133 45 2389 160 231 1603 12 RTOR Reduction (vph) 0 42 0 0 0 105 0 0 36 0 0 5 Lane Group Flow (vph) 48 29 0 195 7 29 45 2389 124 231 1603 8 Confl. Peds. (#/hr) 4 4 1 1 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 9.2 39.6 14.6 45.0 45.0 8.9 113.7 113.7 18.1 122.9 122.9 Effective Green, g (s) 9.2 39.6 14.6 45.0 45.0 8.9 113.7 113.7 18.1 122.9 122.9 Actuated g/C Ratio 0.04 0.19 0.07 0.21 0.21 0.04 0.54 0.54 0.09 0.59 0.59 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 73 296 226 378 315 71 2608 800 280 2819 877 v/s Ratio Prot 0.03 c0.02 c0.06 0.00 0.03 c0.50 c0.07 0.33 v/s Ratio Perm c0.02 0.08 0.01 v/c Ratio 0.66 0.10 0.86 0.02 0.09 0.63 0.92 0.16 0.82 0.57 0.01 Uniform Delay, d1 98.8 70.4 96.7 65.1 66.1 98.9 43.8 24.1 94.4 27.1 18.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 15.1 0.1 26.3 0.1 0.6 12.8 5.7 0.1 16.9 0.8 0.0 Delay (s) 113.9 70.5 123.0 65.2 66.7 111.7 49.5 24.2 111.3 27.9 18.2 Level of Service F E F E E F D C F C B Approach Delay (s) 88.0 99.4 49.0 38.3 Approach LOS F F D D Intersection Summary HCM 2000 Control Delay 49.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 210.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 109.3% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group W26\26050 - Village Apartments TIS\synchro\26050 - BK 2024 PM.syn Synchro 10 Report Kittelson & Associates Page 4 HCM 6th Signalized Intersection Summary Background 2024 - Weekday PM Peak Hour 103: Eagle Road & River Valley Street 26050 - Village Apartments TIS -11 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r* ttt r* M ttt r* Traffic Volume (veh/h) 46 18 50 187 7 128 43 2293 154 222 1539 12 Future Volume (veh/h) 46 18 50 187 7 128 43 2293 154 222 1539 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 Adj Flow Rate, veh/h 48 19 52 195 7 133 45 2389 160 231 1603 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 60 62 169 225 321 270 57 2850 884 262 3075 954 Arrive On Green 0.04 0.15 0.15 0.07 0.18 0.18 0.03 0.59 0.59 0.08 0.64 0.64 Sat Flow, veh/h 1688 416 1139 3274 1772 1492 1688 4837 1500 3274 4837 1501 Grp Volume(v), veh/h 48 0 71 195 7 133 45 2389 160 231 1603 12 Grp Sat Flow(s),veh/h/In 1688 0 1556 1637 1772 1492 1688 1612 1500 1637 1612 1501 Q Serve(g_s), s 5.9 0.0 8.6 12.4 0.7 16.8 5.6 84.2 10.3 14.7 37.9 0.6 Cycle Q Clear(g_c), s 5.9 0.0 8.6 12.4 0.7 16.8 5.6 84.2 10.3 14.7 37.9 0.6 Prop In Lane 1.00 0.73 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 60 0 230 225 321 270 57 2850 884 262 3075 954 V/C Ratio(X) 0.80 0.00 0.31 0.87 0.02 0.49 0.80 0.84 0.18 0.88 0.52 0.01 Avail Cap(c_a), veh/h 121 0 282 234 321 270 161 2850 884 312 3075 954 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 100.5 0.0 79.9 96.9 70.7 77.3 100.8 35.0 19.8 95.6 20.8 14.0 Incr Delay (d2), s/veh 8.8 0.0 0.3 25.6 0.1 6.3 9.1 2.5 0.1 19.7 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.8 0.0 3.5 6.1 0.3 6.9 2.6 32.1 3.6 6.9 14.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 109.3 0.0 80.2 122.4 70.8 83.6 109.8 37.5 20.0 115.3 21.5 14.1 LnGrp LOS F A F F E F F D B F C B Approach Vol, veh/h 119 335 2594 1846 Approach Delay, s/veh 91.9 105.9 37.6 33.2 Approach LOS F F D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.5 44.0 13.0 139.5 20.4 37.1 22.8 129.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 15.0 38.0 20.0 113.0 15.0 38.0 20.0 113.0 Max Q Clear Time (g_c+11), s 7.9 18.8 7.6 39.9 14.4 10.6 16.7 86.2 Green Ext Time (p-c), s 0.0 0.2 0.0 25.9 0.0 0.2 0.1 23.6 Intersection Summary HCM 6th Ctrl Delay 41.9 HCM 6th LOS D KQ6\26050 - Village Apartments TIS\synchroQ6050 - BK 2024 PM.syn Synchro 10 Report Kittelson & Associates Page 5 HCM 6th AWSC Background 2024 - Weekday PM Peak Hour 104: Records Avenue & River Valley Street 26050 - Village Apartments TIS Intersection Intersection Delay, s/veh20.2 Intersection LOS C Movement EBL EBR NBL NBT SBT SBR Lane Configurations r* t Traffic Vol, veh/h 185 119 79 316 314 128 Future Vol, veh/h 185 119 79 316 314 128 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 201 129 86 343 341 139 Number of Lanes 1 1 1 1 1 0 Approach EB NB SIB Opposing Approach SB NB Opposing Lanes 0 1 2 Conflicting Approach Left SB EB Conflicting Lanes Left 1 2 0 Conflicting Approach RighNB EB Conflicting Lanes Right 2 0 2 HCM Control Delay 13.8 16.9 27.5 HCM LOS B C D Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X) Departure Headway (Hd) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th-tile Q 100% 0% 100% 0% 0% 0% 100% 0% 0% 71% 0% 0% 0% 100% 29% Stop Stop Stop Stop Stop 79 316 185 119 442 79 0 185 0 0 0 316 0 0 314 0 0 0 119 128 86 343 201 129 480 7 7 7 7 4 0.163 0.604 0.419 0.225 0.788 6.839 6.329 7.498 6.274 5.904 Yes Yes Yes Yes Yes 523 567 479 569 610 4.603 4.094 5.266 4.04 3.961 0.164 0.605 0.42 0.227 0.787 10.9 18.4 15.6 10.9 27.5 B C C B D 0.6 4 2 0.9 7.6 W26\26050 - Village Apartments TIS\synchroQ6050 - BK 2024 PM.syn Synchro 10 Report Kittelson & Associates Page 6 Appendix G. Year 2024 Total Traffic Conditions Synchro Worksheets HCM Signalized Intersection Capacity Analysis Total 2024 - Weekday AM Peak Hour 101: Records Avenue & Ustick Road 26050 - Village Apartments TIS -11 --1. 4- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip t Traffic Volume (vph) 31 609 89 89 568 32 76 34 68 34 38 27 Future Volume (vph) 31 609 89 89 568 32 76 34 68 34 38 27 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 5.0 6.0 5.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 1.00 0.90 1.00 0.94 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1541 3279 1676 3326 1676 1588 1676 1617 Flt Permitted 0.41 1.00 0.33 1.00 0.71 1.00 0.69 1.00 Satd. Flow (perm) 668 3279 588 3326 1258 1588 1213 1617 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 33 641 94 94 598 34 80 36 72 36 40 28 RTOR Reduction (vph) 0 8 0 0 3 0 0 64 0 0 25 0 Lane Group Flow (vph) 33 727 0 94 629 0 80 44 0 36 43 0 Confl. Peds. (#/hr) 1 1 Heavy Vehicles (%) 11 % 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 8% Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 1 6 5 2 8 4 Permitted Phases 6 2 8 4 Actuated Green, G (s) 52.0 48.7 55.4 50.4 9.3 9.3 9.3 9.3 Effective Green, g (s) 52.0 48.7 55.4 50.4 9.3 9.3 9.3 9.3 Actuated g/C Ratio 0.65 0.61 0.69 0.63 0.12 0.12 0.12 0.12 Clearance Time (s) 6.0 5.0 6.0 5.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 4.0 2.0 4.0 3.0 3.0 2.0 2.0 Lane Grp Cap (vph) 470 1996 475 2095 146 184 141 187 v/s Ratio Prot 0.00 c0.22 c0.01 0.19 0.03 0.03 v/s Ratio Perm 0.04 0.12 c0.06 0.03 v/c Ratio 0.07 0.36 0.20 0.30 0.55 0.24 0.26 0.23 Uniform Delay, d1 5.0 7.9 4.2 6.8 33.4 32.1 32.2 32.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.5 0.1 0.4 4.2 0.7 0.3 0.2 Delay (s) 5.0 8.4 4.3 7.1 37.5 32.8 32.5 32.3 Level of Service A A A A D C C C Approach Delay (s) 8.2 6.8 34.8 32.4 Approach LOS A A C C Intersection Summary HCM 2000 Control Delay 11.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group W26\26050 - Village Apartments TIS\synchro\26050 - TT 2024 AM.syn Synchro 10 Report Kittelson & Associates Page 1 HCM 6th Signalized Intersection Summary Total 2024 - Weekday AM Peak Hour 101: Records Avenue & Ustick Road 26050 - Village Apartments TIS -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip t Traffic Volume (veh/h) 31 609 89 89 568 32 76 34 68 34 38 27 Future Volume (veh/h) 31 609 89 89 568 32 76 34 68 34 38 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1646 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1688 Adj Flow Rate, veh/h 33 641 94 94 598 34 80 36 72 36 40 28 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 11 2 2 2 2 2 2 2 2 2 2 8 Cap, veh/h 540 1779 260 539 2027 115 212 68 136 174 125 88 Arrive On Green 0.03 0.60 0.60 0.05 0.63 0.63 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1567 2946 431 1688 3238 184 1333 527 1055 1286 970 679 Grp Volume(v), veh/h 33 366 369 94 311 321 80 0 108 36 0 68 Grp Sat Flow(s),veh/h/In 1567 1683 1694 1688 1683 1739 1333 0 1582 1286 0 1650 Q Serve(g_s), s 0.6 8.8 8.8 1.6 6.8 6.8 4.6 0.0 5.1 2.2 0.0 3.0 Cycle Q Clear(g_c), s 0.6 8.8 8.8 1.6 6.8 6.8 7.6 0.0 5.1 7.3 0.0 3.0 Prop In Lane 1.00 0.25 1.00 0.11 1.00 0.67 1.00 0.41 Lane Grp Cap(c), veh/h 540 1016 1023 539 1054 1089 212 0 204 174 0 213 V/C Ratio(X) 0.06 0.36 0.36 0.17 0.29 0.30 0.38 0.00 0.53 0.21 0.00 0.32 Avail Cap(c_a), veh/h 725 1016 1023 699 1054 1089 457 0 494 410 0 516 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 5.6 8.0 8.0 5.5 6.9 6.9 35.1 0.0 32.6 36.0 0.0 31.7 Incr Delay (d2), s/veh 0.0 1.0 1.0 0.1 0.7 0.7 1.1 0.0 2.1 0.2 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.2 2.8 2.8 0.4 2.1 2.2 1.5 0.0 2.0 0.7 0.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 5.6 9.0 9.0 5.6 7.6 7.6 36.2 0.0 34.7 36.2 0.0 32.0 LnGrp LOS A A A A A A D A C D A C Approach Vol, veh/h 768 726 188 104 Approach Delay, s/veh 8.9 7.3 35.4 33.4 Approach LOS A A D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.6 55.1 16.3 10.4 53.3 16.3 Change Period (Y+Rc), s 6.0 5.0 6.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 12.0 26.0 25.0 12.0 26.0 25.0 Max Q Clear Time (g_c+11), s 2.6 8.8 9.3 3.6 10.8 9.6 Green Ext Time (p-c), s 0.0 4.7 0.2 0.1 5.2 0.7 Intersection Summary HCM 6th Ctrl Delay 12.4 HCM 6th LOS B KQ6\26050 - Village Apartments TIS\synchroQ6050 - TT 2024 AM.syn Synchro 10 Report Kittelson & Associates Page 2 HCM 6th TWSC Total 2024 - Weekday AM Peak Hour 102: Eagle Road & Gateway Marketplace Access 26050 - Village Apartments TIS Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r tt r tt Traffic Vol, veh/h 0 40 1607 70 0 1947 Future Vol, veh/h 0 40 1607 70 0 1947 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length 0 - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 2 2 0 2 Mvmt Flow 0 44 1786 78 0 2163 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 893 0 0 Stage 1 - - - - Stage 2 - Critical Hdwy 6.94 - - Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - 3.32 - Pot Cap-1 Maneuver 0 285 - 0 - Stage 1 0 - 0 - Stage 2 0 - - 0 - Platoon blocked, % Mov Cap-1 Maneuver - 285 - - - Mov Cap-2 Maneuver Stage 1 - - Stage 2 Approach WB NB SB HCM Control Delay, s 20 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - 285 HCM Lane V/C Ratio - 0.156 HCM Control Delay (s) - 20 HCM Lane LOS - C HCM 95th %tile Q(veh) - 0.5 W26\26050 - Village Apartments TIS\synchroQ6050 - TT 2024 AM.syn Synchro 10 Report Kittelson & Associates Page 3 HCM Signalized Intersection Capacity Analysis Total 2024 - Weekday AM Peak Hour 103: Eagle Road & River Valley Street 26050 - Village Apartments TIS -11 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r* Di ttt r* M ttt r* Traffic Volume (vph) 52 15 38 97 21 58 78 1527 39 155 1695 97 Future Volume (vph) 52 15 38 97 21 58 78 1527 39 155 1695 97 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 0.97 0.91 1.00 Frt 1.00 0.89 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1676 1576 3252 1765 1471 1676 4771 1500 3252 4818 1500 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1676 1576 3252 1765 1471 1676 4771 1500 3252 4818 1500 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 58 17 42 108 23 64 87 1697 43 172 1883 108 RTOR Reduction (vph) 0 33 0 0 0 46 0 0 24 0 0 58 Lane Group Flow (vph) 58 26 0 108 23 18 87 1697 19 172 1883 50 Heavy Vehicles (%) 2% 2% 2% 2% 2% 4% 2% 3% 2% 2% 2% 2% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 8.8 34.0 20.5 45.7 45.7 12.1 69.0 69.0 12.5 69.4 69.4 Effective Green, g (s) 8.8 34.0 20.5 45.7 45.7 12.1 69.0 69.0 12.5 69.4 69.4 Actuated g/C Ratio 0.06 0.21 0.13 0.29 0.29 0.08 0.43 0.43 0.08 0.43 0.43 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 92 334 416 504 420 126 2057 646 254 2089 650 v/s Ratio Prot c0.03 c0.02 c0.03 0.01 0.05 0.36 c0.05 c0.39 v/s Ratio Perm 0.01 0.01 0.03 v/c Ratio 0.63 0.08 0.26 0.05 0.04 0.69 0.82 0.03 0.68 0.90 0.08 Uniform Delay, d1 74.0 50.4 62.9 41.4 41.3 72.1 40.2 26.2 71.8 42.1 26.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.9 0.0 0.1 0.2 0.2 12.4 3.0 0.0 5.5 6.8 0.2 Delay (s) 83.9 50.5 63.0 41.5 41.5 84.5 43.1 26.2 77.3 48.9 26.8 Level of Service F D E D D F D C E D C Approach Delay (s) 67.0 53.4 44.7 50.1 Approach LOS E D D D Intersection Summary HCM 2000 Control Delay 48.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group W26\26050 - Village Apartments TIS\synchro\26050 - TT 2024 AM.syn Synchro 10 Report Kittelson & Associates Page 4 HCM 6th Signalized Intersection Summary Total 2024 - Weekday AM Peak Hour 103: Eagle Road & River Valley Street 26050 - Village Apartments TIS -11 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r* ttt r* M ttt r* Traffic Volume (veh/h) 52 15 38 97 21 58 78 1527 39 155 1695 97 Future Volume (veh/h) 52 15 38 97 21 58 78 1527 39 155 1695 97 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1772 1772 1772 1772 1772 1744 1772 1758 1772 1772 1772 1772 Adj Flow Rate, veh/h 58 17 42 108 23 64 87 1697 43 172 1883 108 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 4 2 3 2 2 2 2 Cap, veh/h 73 107 263 148 421 351 105 2420 757 213 2452 761 Arrive On Green 0.04 0.24 0.24 0.05 0.24 0.24 0.06 0.50 0.50 0.07 0.51 0.51 Sat Flow, veh/h 1688 453 1118 3274 1772 1478 1688 4799 1502 3274 4837 1502 Grp Volume(v), veh/h 58 0 59 108 23 64 87 1697 43 172 1883 108 Grp Sat Flow(s),veh/h/In 1688 0 1571 1637 1772 1478 1688 1600 1502 1637 1612 1502 Q Serve(g_s), s 5.4 0.0 4.8 5.2 1.6 5.5 8.2 43.4 2.3 8.3 50.3 6.1 Cycle Q Clear(g_c), s 5.4 0.0 4.8 5.2 1.6 5.5 8.2 43.4 2.3 8.3 50.3 6.1 Prop In Lane 1.00 0.71 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 73 0 370 148 421 351 105 2420 757 213 2452 761 V/C Ratio(X) 0.80 0.00 0.16 0.73 0.05 0.18 0.83 0.70 0.06 0.81 0.77 0.14 Avail Cap(c_a), veh/h 158 0 373 307 421 351 158 2420 757 307 2452 761 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 75.8 0.0 48.6 75.4 47.1 48.6 74.2 30.4 20.2 73.8 31.8 21.0 Incr Delay (d2), s/veh 7.2 0.0 0.1 2.6 0.2 1.1 12.2 1.0 0.0 6.4 2.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.5 0.0 1.9 2.3 0.8 2.1 3.8 16.0 0.8 3.6 18.9 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 83.0 0.0 48.7 78.0 47.4 49.8 86.3 31.4 20.3 80.2 34.2 21.3 LnGrp LOS F A D E D D F C C F C C Approach Vol, veh/h 117 195 1827 2163 Approach Delay, s/veh 65.7 65.1 33.8 37.2 Approach LOS E E C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.9 44.0 16.0 87.1 13.2 43.7 16.4 86.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 15.0 38.0 15.0 68.0 15.0 38.0 15.0 68.0 Max Q Clear Time (g_c+11), s 7.4 7.5 10.2 52.3 7.2 6.8 10.3 45.4 Green Ext Time (p-c), s 0.0 0.2 0.0 12.8 0.1 0.2 0.1 15.6 Intersection Summary HCM 6th Ctrl Delay 37.8 HCM 6th LOS D KQ6\26050 - Village Apartments TIS\synchroQ6050 - TT 2024 AM.syn Synchro 10 Report Kittelson & Associates Page 5 HCM 6th AWSC Total 2024 - Weekday AM Peak Hour 104: Records Avenue & River Valley Street 26050 - Village Apartments TIS Intersection Intersection Delay, s/veh 9.4 Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane Configurations r* t Traffic Vol, veh/h 37 53 29 80 164 95 Future Vol, veh/h 37 53 29 80 164 95 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 41 59 32 89 182 106 Number of Lanes 1 1 1 1 1 0 Approach EB NB SB Opposing Approach SB NB Opposing Lanes 0 1 2 Conflicting Approach Left SB EB Conflicting Lanes Left 1 2 0 Conflicting Approach RighNB EB Conflicting Lanes Right 2 0 2 HCM Control Delay 8.4 8.5 10.1 HCM LOS A A B Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X) Departure Headway (Hd) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th-tile Q 100% 0% 100% 0% 0% 0% 100% 0% 0% 63% 0% 0% 0% 100% 37% Stop Stop Stop Stop Stop 29 80 37 53 259 29 0 37 0 0 0 80 0 0 164 0 0 0 53 95 32 89 41 59 288 7 7 7 7 4 0.049 0.124 0.068 0.078 0.361 5.526 5.023 5.996 4.788 4.521 Yes Yes Yes Yes Yes 649 715 598 748 797 3.248 2.745 3.724 2.516 2.538 0.049 0.124 0.069 0.079 0.361 8.5 8.5 9.2 7.9 10.1 A A A A B 0.2 0.4 0.2 0.3 1.7 W26\26050 - Village Apartments TIS\synchroQ6050 - TT 2024 AM.syn Synchro 10 Report Kittelson & Associates Page 6 HCM 6th TWSC Total 2024 - Weekday AM Peak Hour 201: Eagle Road & Site Access A 26050 - Village Apartments TIS Intersection Int Delay, s/veh 1.5 Movement WBL WJ MWT NBR SBL SBT Lane Configurations r* ttt r* ttt Traffic Vol, veh/h 0 147 1533 173 0 1947 Future Vol, veh/h 0 147 1533 173 0 1947 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length 0 0 - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 163 1703 192 0 2163 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 852 0 0 Stage 1 - - - - - Stage 2 - Critical Hdwy 7.1 - - Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - 3.9 - Pot Cap-1 Maneuver 0 263 - 0 - Stage 1 0 - 0 - Stage 2 0 - - 0 - Platoon blocked, % Mov Cap-1 Maneuver - 263 - - - Mov Cap-2 Maneuver Stage 1 - Stage 2 Approach WB NB SB HCM Control Delay, s 38.8 0 0 HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - 263 HCM Lane V/C Ratio - 0.621 HCM Control Delay (s) - 38.8 HCM Lane LOS - E HCM 95th %tile Q(veh) - 3.8 W26\26050 - Village Apartments TIS\synchroQ6050 - TT 2024 AM.syn Synchro 10 Report Kittelson & Associates Page 7 HCM 6th TWSC Total 2024 - Weekday AM Peak Hour 202: Records Avenue & Site Access B 26050 - Village Apartments TIS Intersection Int Delay, s/veh 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y t Traffic Vol, veh/h 39 26 11 106 200 16 Future Vol, veh/h 39 26 11 106 200 16 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 100 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 43 29 12 118 222 18 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 373 231 240 0 0 Stage 1 231 - - - - Stage 2 142 - - Critical Hdwy 6.4 6.2 4.1 - - Critical Hdwy Stg 1 5.4 - - Critical Hdwy Stg 2 5.4 - - - - Follow-up Hdwy 3.5 3.3 2.2 Pot Cap-1 Maneuver 632 813 1339 - - Stage 1 812 - - Stage 2 890 - - - - Platoon blocked, % Mov Cap-1 Maneuver 626 813 1339 - Mov Cap-2 Maneuver 626 - - Stage 1 805 - - Stage 2 890 - Approach EB NB SB HCM Control Delay, s 10.8 0.7 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1339 689 HCM Lane V/C Ratio 0.009 0.105 HCM Control Delay (s) 7.7 10.8 HCM Lane LOS A B HCM 95th %tile Q(veh) 0 0.3 W26\26050 - Village Apartments TIS\synchroQ6050 - TT 2024 AM.syn Synchro 10 Report Kittelson & Associates Page 8 No Text HCM Signalized Intersection Capacity Analysis Total 2024 - Weekday PM Peak Hour 101: Records Avenue & Ustick Road 26050 - Village Apartments TIS -11 --1. 4- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip t Traffic Volume (vph) 45 687 146 206 693 59 180 136 200 64 88 37 Future Volume (vph) 45 687 146 206 693 59 180 136 200 64 88 37 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 5.0 6.0 5.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.99 1.00 0.91 1.00 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1676 3244 1676 3314 1676 1585 1668 1686 Flt Permitted 0.33 1.00 0.23 1.00 0.67 1.00 0.25 1.00 Satd. Flow (perm) 578 3244 409 3314 1174 1585 447 1686 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 47 716 152 215 722 61 188 142 208 67 92 39 RTOR Reduction (vph) 0 15 0 0 4 0 0 56 0 0 16 0 Lane Group Flow (vph) 47 853 0 215 779 0 188 294 0 67 115 0 Confl. Peds. (#/hr) 5 5 8 8 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 1 6 5 2 8 4 Permitted Phases 6 2 8 4 Actuated Green, G (s) 58.6 53.8 67.8 58.4 24.8 24.8 24.8 24.8 Effective Green, g (s) 58.6 53.8 67.8 58.4 24.8 24.8 24.8 24.8 Actuated g/C Ratio 0.56 0.51 0.65 0.56 0.24 0.24 0.24 0.24 Clearance Time (s) 6.0 5.0 6.0 5.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 4.0 2.0 4.0 3.0 3.0 2.0 2.0 Lane Grp Cap (vph) 372 1662 377 1843 277 374 105 398 v/s Ratio Prot 0.01 0.26 c0.05 0.23 c0.19 0.07 v/s Ratio Perm 0.06 c0.32 0.16 0.15 v/c Ratio 0.13 0.51 0.57 0.42 0.68 0.79 0.64 0.29 Uniform Delay, d1 10.6 16.9 9.8 13.5 36.5 37.6 36.1 32.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.1 1.3 0.7 6.5 10.4 9.0 0.1 Delay (s) 10.7 18.1 11.1 14.2 42.9 48.1 45.1 33.0 Level of Service B B B B D D D C Approach Delay (s) 17.7 13.5 46.3 37.1 Approach LOS B B D D Intersection Summary HCM 2000 Control Delay 23.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 105.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group W26\26050 - Village Apartments TIS\synchro\26050 - TT 2024 PM.syn Synchro 10 Report Kittelson & Associates Page 1 HCM 6th Signalized Intersection Summary Total 2024 - Weekday PM Peak Hour 101: Records Avenue & Ustick Road 26050 - Village Apartments TIS -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip t Traffic Volume (veh/h) 45 687 146 206 693 59 180 136 200 64 88 37 Future Volume (veh/h) 45 687 146 206 693 59 180 136 200 64 88 37 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 0.99 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 Adj Flow Rate, veh/h 47 716 152 215 722 61 188 142 208 67 92 39 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 386 1295 275 390 1623 137 351 185 270 156 337 143 Arrive On Green 0.04 0.47 0.47 0.08 0.52 0.52 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow, veh/h 1688 2760 586 1688 3141 265 1252 646 946 1031 1178 499 Grp Volume(v), veh/h 47 437 431 215 387 396 188 0 350 67 0 131 Grp Sat Flow(s),veh/h/In 1688 1683 1663 1688 1683 1723 1252 0 1592 1031 0 1677 Q Serve(g_s), s 1.5 19.5 19.5 6.7 15.1 15.2 14.4 0.0 21.1 6.7 0.0 6.4 Cycle Q Clear(g_c), s 1.5 19.5 19.5 6.7 15.1 15.2 20.7 0.0 21.1 27.8 0.0 6.4 Prop In Lane 1.00 0.35 1.00 0.15 1.00 0.59 1.00 0.30 Lane Grp Cap(c), veh/h 386 790 780 390 870 890 351 0 455 156 0 479 V/C Ratio(X) 0.12 0.55 0.55 0.55 0.44 0.45 0.54 0.00 0.77 0.43 0.00 0.27 Avail Cap(c_a), veh/h 486 790 780 410 870 890 386 0 500 185 0 527 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.8 20.0 20.0 14.6 15.9 15.9 37.1 0.0 34.3 47.1 0.0 29.1 Incr Delay (d2), s/veh 0.1 2.8 2.8 0.7 1.6 1.6 1.3 0.0 6.6 0.7 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 7.8 7.7 2.4 5.8 5.9 4.5 0.0 8.9 1.7 0.0 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.8 22.8 22.8 15.3 17.6 17.5 38.4 0.0 40.9 47.8 0.0 29.2 LnGrp LOS B C C B B B D A D D A C Approach Vol, veh/h 915 998 538 198 Approach Delay, s/veh 22.3 17.1 40.0 35.5 Approach LOS C B D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.7 59.3 36.0 14.7 54.3 36.0 Change Period (Y+Rc), s 6.0 5.0 6.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 10.0 45.0 33.0 10.0 45.0 33.0 Max Q Clear Time (g_c+11), s 3.5 17.2 29.8 8.7 21.5 23.1 Green Ext Time (p-c), s 0.0 7.3 0.2 0.0 7.8 2.1 Intersection Summary HCM 6th Ctrl Delay 24.9 HCM 6th LOS C KQ6\26050 - Village Apartments TIS\synchroQ6050 - TT 2024 PM.syn Synchro 10 Report Kittelson & Associates Page 2 HCM 6th TWSC Total 2024 - Weekday PM Peak Hour 102: Eagle Road & Gateway Marketplace Access 26050 - Village Apartments TIS Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r tt r tt Traffic Vol, veh/h 0 42 2396 132 0 1820 Future Vol, veh/h 0 42 2396 132 0 1820 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length 0 - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 2 2 0 2 Mvmt Flow 0 47 2662 147 0 2022 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1331 0 0 Stage 1 - - - - Stage 2 - Critical Hdwy 6.94 - - Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - - Follow-up Hdwy - 3.32 Pot Cap-1 Maneuver 0 145 - 0 - Stage 1 0 - 0 - Stage 2 0 - - 0 - Platoon blocked, % Mov Cap-1 Maneuver - 145 - - - Mov Cap-2 Maneuver Stage 1 - - Stage 2 Approach WB NB SB HCM Control Delay, s 41.2 0 0 HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - 145 HCM Lane V/C Ratio - 0.322 HCM Control Delay (s) - 41.2 HCM Lane LOS - E HCM 95th %tile Q(veh) - 1.3 W26\26050 - Village Apartments TIS\synchroQ6050 - TT 2024 PM.syn Synchro 10 Report Kittelson & Associates Page 3 HCM Signalized Intersection Capacity Analysis Total 2024 - Weekday PM Peak Hour 103: Eagle Road & River Valley Street 26050 - Village Apartments TIS -11 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r* Di ttt r* M ttt r* Traffic Volume (vph) 46 18 50 193 7 143 43 2337 161 252 1557 12 Future Volume (vph) 46 18 50 193 7 143 43 2337 161 252 1557 12 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.89 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1676 1571 3252 1765 1472 1676 4818 1479 3252 4818 1500 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1676 1571 3252 1765 1472 1676 4818 1479 3252 4818 1500 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 48 19 52 201 7 149 45 2434 168 262 1622 12 RTOR Reduction (vph) 0 42 0 0 0 117 0 0 36 0 0 5 Lane Group Flow (vph) 48 29 0 201 7 32 45 2434 132 263 1622 8 Confl. Peds. (#/hr) 4 4 1 1 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 9.2 39.5 14.7 45.0 45.0 8.9 112.6 112.6 19.2 122.9 122.9 Effective Green, g (s) 9.2 39.5 14.7 45.0 45.0 8.9 112.6 112.6 19.2 122.9 122.9 Actuated g/C Ratio 0.04 0.19 0.07 0.21 0.21 0.04 0.54 0.54 0.09 0.59 0.59 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 73 295 227 378 315 71 2583 793 297 2819 877 v/s Ratio Prot 0.03 0.02 c0.06 0.00 0.03 c0.51 c0.08 0.34 v/s Ratio Perm c0.02 0.09 0.01 v/c Ratio 0.66 0.10 0.89 0.02 0.10 0.63 0.94 0.17 0.89 0.58 0.01 Uniform Delay, d1 98.8 70.5 96.8 65.1 66.3 98.9 45.7 24.8 94.3 27.2 18.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 15.1 0.1 30.3 0.1 0.6 12.8 8.0 0.1 24.8 0.9 0.0 Delay (s) 113.9 70.6 127.1 65.2 66.9 111.7 53.6 24.9 119.1 28.1 18.2 Level of Service F E F E E F D C F C B Approach Delay (s) 88.1 100.8 52.8 40.6 Approach LOS F F D D Intersection Summary HCM 2000 Control Delay 52.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 210.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 111.1% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group W26\26050 - Village Apartments TIS\synchro\26050 - TT 2024 PM.syn Synchro 10 Report Kittelson & Associates Page 4 HCM 6th Signalized Intersection Summary Total 2024 - Weekday PM Peak Hour 103: Eagle Road & River Valley Street 26050 - Village Apartments TIS -11 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r* ttt r* M ttt r* Traffic Volume (veh/h) 46 18 50 193 7 143 43 2337 161 252 1557 12 Future Volume (veh/h) 46 18 50 193 7 143 43 2337 161 252 1557 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 Adj Flow Rate, veh/h 48 19 52 201 7 149 45 2434 168 262 1622 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 60 61 166 230 321 270 57 2806 870 292 3075 954 Arrive On Green 0.04 0.15 0.15 0.07 0.18 0.18 0.03 0.58 0.58 0.09 0.64 0.64 Sat Flow, veh/h 1688 416 1139 3274 1772 1492 1688 4837 1500 3274 4837 1501 Grp Volume(v), veh/h 48 0 71 201 7 149 45 2434 168 262 1622 12 Grp Sat Flow(s),veh/h/In 1688 0 1556 1637 1772 1492 1688 1612 1500 1637 1612 1501 Q Serve(g_s), s 5.9 0.0 8.6 12.8 0.7 19.1 5.6 89.3 11.1 16.6 38.6 0.6 Cycle Q Clear(g_c), s 5.9 0.0 8.6 12.8 0.7 19.1 5.6 89.3 11.1 16.6 38.6 0.6 Prop In Lane 1.00 0.73 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 60 0 227 230 321 270 57 2806 870 292 3075 954 V/C Ratio(X) 0.80 0.00 0.31 0.87 0.02 0.55 0.80 0.87 0.19 0.90 0.53 0.01 Avail Cap(c_a), veh/h 121 0 282 234 321 270 161 2806 870 312 3075 954 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 100.5 0.0 80.2 96.7 70.7 78.3 100.8 37.3 20.8 94.7 21.0 14.0 Incr Delay (d2), s/veh 8.8 0.0 0.3 27.0 0.1 7.9 9.1 3.2 0.2 24.9 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.8 0.0 3.5 6.4 0.3 7.8 2.6 34.3 3.9 8.0 14.2 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 109.3 0.0 80.5 123.6 70.8 86.2 109.8 40.5 21.0 119.6 21.6 14.1 LnGrp LOS F A F F E F F D C F C B Approach Vol, veh/h 119 357 2647 1896 Approach Delay, s/veh 92.1 107.0 40.4 35.1 Approach LOS F F D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.5 44.0 13.0 139.5 20.8 36.7 24.7 127.8 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 15.0 38.0 20.0 113.0 15.0 38.0 20.0 113.0 Max Q Clear Time (g_c+11), s 7.9 21.1 7.6 40.6 14.8 10.6 18.6 91.3 Green Ext Time (p-c), s 0.0 0.2 0.0 26.4 0.0 0.2 0.1 19.7 Intersection Summary HCM 6th Ctrl Delay 44.4 HCM 6th LOS D KQ6\26050 - Village Apartments TIS\synchroQ6050 - TT 2024 PM.syn Synchro 10 Report Kittelson & Associates Page 5 HCM 6th AWSC Total 2024 - Weekday PM Peak Hour 104: Records Avenue & River Valley Street 26050 - Village Apartments TIS Intersection Intersection Delay, s/veh23.2 Intersection LOS C Movement EBL EBR NBL NBT SBT SBR Lane Configurations r* t Traffic Vol, veh/h 192 120 84 328 325 144 Future Vol, veh/h 192 120 84 328 325 144 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 209 130 91 357 353 157 Number of Lanes 1 1 1 1 1 0 Approach EB NB SB Opposing Approach SB NB Opposing Lanes 0 1 2 Conflicting Approach Left SB EB Conflicting Lanes Left 1 2 0 Conflicting Approach RighNB EB Conflicting Lanes Right 2 0 2 HCM Control Delay 14.4 18.1 33.5 HCM LOS B C D Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X) Departure Headway (Hd) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th-tile Q 100% 0% 100% 0% 0% 0% 100% 0% 0% 69% 0% 0% 0% 100% 31% Stop Stop Stop Stop Stop 84 328 192 120 469 84 0 192 0 0 0 328 0 0 325 0 0 0 120 144 91 357 209 130 510 7 7 7 7 4 0.176 0.637 0.442 0.232 0.846 6.942 6.432 7.625 6.399 5.972 Yes Yes Yes Yes Yes 515 560 470 558 607 4.715 4.205 5.401 4.173 4.035 0.177 0.637 0.445 0.233 0.84 11.2 19.9 16.4 11.1 33.5 B C C B D 0.6 4.5 2.2 0.9 9.2 W26\26050 - Village Apartments TIS\synchroQ6050 - TT 2024 PM.syn Synchro 10 Report Kittelson & Associates Page 6 HCM 6th TWSC Total 2024 - Weekday PM Peak Hour 201: Eagle Road & Site Access A 26050 - Village Apartments TIS Intersection Int Delay, s/veh 1.6 Movement WBL WJ MWT NBR SBL SBT Lane Configurations r* ttt r* ttt Traffic Vol, veh/h 0 81 2438 117 0 1820 Future Vol, veh/h 0 81 2438 117 0 1820 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length 0 0 - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 90 2709 130 0 2022 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1355 0 0 Stage 1 - - - - Stage 2 - Critical Hdwy 7.1 - - Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - 3.9 - Pot Cap-1 Maneuver 0 122 - 0 - Stage 1 0 - 0 - Stage 2 0 - - 0 - Platoon blocked, % Mov Cap-1 Maneuver - 122 - - - Mov Cap-2 Maneuver Stage 1 - - Stage 2 Approach WB NB SB HCM Control Delay, s 90.7 0 0 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - 122 HCM Lane V/C Ratio - 0.738 HCM Control Delay (s) - 90.7 HCM Lane LOS - F HCM 95th %tile Q(veh) - 4.1 W26\26050 - Village Apartments TIS\synchroQ6050 - TT 2024 PM.syn Synchro 10 Report Kittelson & Associates Page 7 HCM 6th TWSC Total 2024 - Weekday PM Peak Hour 202: Records Avenue & Site Access B 26050 - Village Apartments TIS Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y t Traffic Vol, veh/h 22 15 19 501 411 29 Future Vol, veh/h 22 15 19 501 411 29 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 100 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 24 17 21 557 457 32 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1072 473 489 0 0 Stage 1 473 - - - - Stage 2 599 - - Critical Hdwy 6.4 6.2 4.1 - - Critical Hdwy Stg 1 5.4 - - Critical Hdwy Stg 2 5.4 - - - - Follow-up Hdwy 3.5 3.3 2.2 Pot Cap-1 Maneuver 246 595 1085 - - Stage 1 631 - - Stage 2 553 - - - - Platoon blocked, % Mov Cap-1 Maneuver 241 595 1085 - - Mov Cap-2 Maneuver 241 - - Stage 1 619 - - Stage 2 553 - Approach EB NB SB HCM Control Delay, s 18 0.3 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1085 318 HCM Lane V/C Ratio 0.019 0.129 HCM Control Delay (s) 8.4 18 HCM Lane LOS A C HCM 95th %tile Q(veh) 0.1 0.4 W26\26050 - Village Apartments TIS\synchroQ6050 - TT 2024 PM.syn Synchro 10 Report Kittelson & Associates Page 8 Appendix H. Year 2024 Total Traffic "Mitigated" Conditions Synchro Worksheets HCM Signalized Intersection Capacity Analysis Existing Mitigation - Weekday AM Peak Hour 103: Eagle Road & River Valley Street 26050 - Village Apartments TIS -11 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r* Di ttt r* M ttt r* Traffic Volume (vph) 49 14 36 82 20 23 74 1387 33 79 1560 91 Future Volume (vph) 49 14 36 82 20 23 74 1387 33 79 1560 91 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 0.97 0.91 1.00 Frt 1.00 0.89 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1676 1574 3252 1765 1471 1676 4771 1500 3252 4818 1500 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1676 1574 3252 1765 1471 1676 4771 1500 3252 4818 1500 Peak -hour factor, PHF 0.33 0.33 0.33 0.89 0.89 0.89 0.87 0.87 0.87 0.93 0.93 0.93 Adj. Flow (vph) 148 42 109 92 22 26 85 1594 38 85 1677 98 RTOR Reduction (vph) 0 57 0 0 0 19 0 0 22 0 0 58 Lane Group Flow (vph) 148 94 0 92 22 7 85 1594 16 85 1677 40 Heavy Vehicles (%) 2% 2% 2% 2% 2% 4% 2% 3% 2% 2% 2% 2% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 17.3 51.1 8.2 42.0 42.0 11.3 69.2 69.2 7.5 65.4 65.4 Effective Green, g (s) 17.3 51.1 8.2 42.0 42.0 11.3 69.2 69.2 7.5 65.4 65.4 Actuated g/C Ratio 0.11 0.32 0.05 0.26 0.26 0.07 0.43 0.43 0.05 0.41 0.41 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 181 502 166 463 386 118 2063 648 152 1969 613 v/s Ratio Prot c0.09 c0.06 0.03 0.01 c0.05 c0.33 0.03 c0.35 v/s Ratio Perm 0.00 0.01 0.03 v/c Ratio 0.82 0.19 0.55 0.05 0.02 0.72 0.77 0.03 0.56 0.85 0.07 Uniform Delay, d1 69.8 39.4 74.1 44.1 43.7 72.8 38.7 26.1 74.6 42.9 28.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 22.9 0.1 2.3 0.2 0.1 16.7 2.0 0.0 2.5 4.9 0.2 Delay (s) 92.7 39.5 76.4 44.3 43.8 89.5 40.7 26.1 77.2 47.8 28.9 Level of Service F D E D D F D C E D C Approach Delay (s) 65.8 65.3 42.8 48.1 Approach LOS E E D D Intersection Summary HCM 2000 Control Delay 47.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group W26\26050 - Village Apartments TIS\synchro\26050 - Existing 2021 AM-MIT.syn Synchro 10 Report Kittelson & Associates Page 1 HCM 6th Signalized Intersection Summary Existing Mitigation - Weekday AM Peak Hour 103: Eagle Road & River Valley Street 26050 - Village Apartments TIS -11 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r* ttt r* M ttt r* Traffic Volume (veh/h) 49 14 36 82 20 23 74 1387 33 79 1560 91 Future Volume (veh/h) 49 14 36 82 20 23 74 1387 33 79 1560 91 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1772 1772 1772 1772 1772 1744 1772 1758 1772 1772 1772 1772 Adj Flow Rate, veh/h 148 42 109 92 22 26 85 1594 38 85 1677 98 Peak Hour Factor 0.33 0.33 0.33 0.89 0.89 0.89 0.87 0.87 0.87 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 4 2 3 2 2 2 2 Cap, veh/h 168 130 336 130 421 351 103 2283 714 122 2187 679 Arrive On Green 0.10 0.30 0.30 0.04 0.24 0.24 0.06 0.48 0.48 0.04 0.45 0.45 Sat Flow, veh/h 1688 436 1132 3274 1772 1478 1688 4799 1502 3274 4837 1502 Grp Volume(v), veh/h 148 0 151 92 22 26 85 1594 38 85 1677 98 Grp Sat Flow(s),veh/h/In 1688 0 1568 1637 1772 1478 1688 1600 1502 1637 1612 1502 Q Serve(g_s), s 13.9 0.0 12.0 4.4 1.5 2.2 8.0 41.7 2.2 4.1 46.5 6.1 Cycle Q Clear(g_c), s 13.9 0.0 12.0 4.4 1.5 2.2 8.0 41.7 2.2 4.1 46.5 6.1 Prop In Lane 1.00 0.72 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 168 0 466 130 421 351 103 2283 714 122 2187 679 V/C Ratio(X) 0.88 0.00 0.32 0.71 0.05 0.07 0.83 0.70 0.05 0.69 0.77 0.14 Avail Cap(c_a), veh/h 211 0 480 184 421 351 137 2283 714 164 2187 679 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 71.1 0.0 43.7 75.9 47.1 47.3 74.3 32.9 22.6 76.1 36.8 25.7 Incr Delay (d2), s/veh 24.7 0.0 0.1 2.6 0.2 0.4 19.9 1.1 0.0 3.8 2.6 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 7.2 0.0 4.8 1.9 0.7 0.8 3.9 15.6 0.8 1.8 17.9 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 95.9 0.0 43.9 78.5 47.3 47.8 94.2 34.0 22.6 79.9 39.4 26.1 LnGrp LOS F A D E D D F C C E D C Approach Vol, veh/h 299 140 1717 1860 Approach Delay, s/veh 69.6 67.9 36.7 40.5 Approach LOS E E D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.9 44.0 15.8 78.3 12.4 53.5 12.0 82.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 38.0 13.0 65.0 9.0 49.0 8.0 70.0 Max Q Clear Time (g_c+11), s 15.9 4.2 10.0 48.5 6.4 14.0 6.1 43.7 Green Ext Time (p-c), s 0.1 0.1 0.0 12.3 0.0 0.7 0.0 16.2 Intersection Summary HCM 6th Ctrl Delay 42.0 HCM 6th LOS D KQ6\26050 - Village Apartments TIS\synchroQ6050 - Existing 2021 AM-MIT.syn Synchro 10 Report Kittelson & Associates Page 2 No Text HCM Signalized Intersection Capacity Analysis Existing Mitigations - Weekday PM Peak Hour 103: Eagle Road & River Valley Street 26050 - Village Apartments TIS -11 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r* Di ttt r* M ttt r* Traffic Volume (vph) 43 17 47 176 7 121 41 2161 145 209 1450 11 Future Volume (vph) 43 17 47 176 7 121 41 2161 145 209 1450 11 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.89 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1676 1569 3252 1765 1472 1676 4818 1479 3252 4818 1500 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1676 1569 3252 1765 1472 1676 4818 1479 3252 4818 1500 Peak -hour factor, PHF 0.62 0.62 0.62 0.94 0.94 0.94 0.95 0.95 0.95 0.97 0.97 0.97 Adj. Flow (vph) 69 27 76 187 7 129 43 2275 153 215 1495 11 RTOR Reduction (vph) 0 48 0 0 0 103 0 0 36 0 0 5 Lane Group Flow (vph) 69 55 0 187 7 26 43 2275 117 215 1495 6 Confl. Peds. (#/hr) 4 4 1 1 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 12.3 39.8 14.4 41.9 41.9 8.7 114.3 114.3 17.5 123.1 123.1 Effective Green, g (s) 12.3 39.8 14.4 41.9 41.9 8.7 114.3 114.3 17.5 123.1 123.1 Actuated g/C Ratio 0.06 0.19 0.07 0.20 0.20 0.04 0.54 0.54 0.08 0.59 0.59 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 98 297 222 352 293 69 2622 804 271 2824 879 v/s Ratio Prot 0.04 c0.04 c0.06 0.00 0.03 c0.47 c0.07 0.31 v/s Ratio Perm 0.02 0.08 0.00 v/c Ratio 0.70 0.19 0.84 0.02 0.09 0.62 0.87 0.15 0.79 0.53 0.01 Uniform Delay, d1 97.1 71.5 96.7 67.5 68.5 99.0 41.3 23.7 94.5 26.1 18.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 17.0 0.1 23.2 0.1 0.6 11.9 3.4 0.1 13.8 0.7 0.0 Delay (s) 114.1 71.6 119.9 67.7 69.1 111.0 44.7 23.8 108.2 26.8 18.1 Level of Service F E F E E F D C F C B Approach Delay (s) 88.7 98.5 44.6 36.9 Approach LOS F F D D Intersection Summary HCM 2000 Control Delay 47.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 210.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 106.2% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group W26\26050 - Village Apartments TIS\synchro\26050 - Existing 2021 PM-MIT.syn Synchro 10 Report Kittelson & Associates Page 1 HCM 6th Signalized Intersection Summary Existing Mitigations - Weekday PM Peak Hour 103: Eagle Road & River Valley Street 26050 - Village Apartments TIS -11 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r* ttt r* M ttt r* Traffic Volume (veh/h) 43 17 47 176 7 121 41 2161 145 209 1450 11 Future Volume (veh/h) 43 17 47 176 7 121 41 2161 145 209 1450 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 Adj Flow Rate, veh/h 69 27 76 187 7 129 43 2275 153 215 1495 11 Peak Hour Factor 0.62 0.62 0.62 0.94 0.94 0.94 0.95 0.95 0.95 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 83 67 188 217 321 270 54 2807 871 246 3016 936 Arrive On Green 0.05 0.16 0.16 0.07 0.18 0.18 0.03 0.58 0.58 0.08 0.62 0.62 Sat Flow, veh/h 1688 408 1148 3274 1772 1492 1688 4837 1500 3274 4837 1501 Grp Volume(v), veh/h 69 0 103 187 7 129 43 2275 153 215 1495 11 Grp Sat Flow(s),veh/h/In 1688 0 1555 1637 1772 1492 1688 1612 1500 1637 1612 1501 Q Serve(g_s), s 8.5 0.0 12.5 11.9 0.7 16.3 5.3 78.3 10.0 13.7 35.4 0.6 Cycle Q Clear(g_c), s 8.5 0.0 12.5 11.9 0.7 16.3 5.3 78.3 10.0 13.7 35.4 0.6 Prop In Lane 1.00 0.74 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 83 0 255 217 321 270 54 2807 871 246 3016 936 V/C Ratio(X) 0.83 0.00 0.40 0.86 0.02 0.48 0.79 0.81 0.18 0.87 0.50 0.01 Avail Cap(c_a), veh/h 121 0 281 234 321 270 161 2807 871 312 3016 936 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 99.0 0.0 78.6 97.1 70.7 77.1 100.9 34.9 20.6 96.1 21.6 15.0 Incr Delay (d2), s/veh 18.2 0.0 0.4 23.7 0.1 6.0 9.3 2.0 0.1 16.7 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.2 0.0 5.1 5.8 0.3 6.6 2.5 29.8 3.5 6.3 13.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 117.2 0.0 79.0 120.8 70.8 83.1 110.3 36.9 20.7 112.8 22.1 15.0 LnGrp LOS F A E F E F F D C F C B Approach Vol, veh/h 172 323 2471 1721 Approach Delay, s/veh 94.3 104.6 37.2 33.4 Approach LOS F F D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.3 44.0 12.7 136.9 19.9 40.4 21.8 127.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 15.0 38.0 20.0 113.0 15.0 38.0 20.0 113.0 Max Q Clear Time (g_c+11), s 10.5 18.3 7.3 37.4 13.9 14.5 15.7 80.3 Green Ext Time (p-c), s 0.0 0.2 0.0 22.9 0.0 0.4 0.1 27.2 Intersection Summary HCM 6th Ctrl Delay 42.5 HCM 6th LOS D KQ6\26050 - Village Apartments TIS\synchroQ6050 - Existing 2021 PM-MIT.syn Synchro 10 Report Kittelson & Associates Page 2 Appendix I. Turn -Lane Analysis Worksheets 26050 Village Apartments Turn Lane Warrants Records Avenue/Site Access B SB Right Turn Lane Figure 6 — Right -Turn Lane Guidelines for Two -Lane Roadways '4= 1x Mm 4C 20 0 20C 300 4_: ___ 50C 'CO 2C= iOC ICCC " JC Major -Road Volume (one dvv,- on) ve�lh 'a)or-Rea speed Speed 30 mph :' An•.hr Assumed to be 45 mpr 30 mph ?Q kn r Add Right Turf It Lane 50 Ml oh (80 ) 55. c m! ) o FfVh (100.no) l Legend AM PM SB Right Turn Lane is not warranted NB Left Turn Lane Figure 1 — Left -Turn Lane Guidelines for Two -Lane Roads less than or equal to 40 mph ' JC t eoc 0 0 ax 0 a n 300 v 200 10C C � Add Left -Turn Lane 10.4% (AM), 3.7% (PM) left -turns SB Left Turn Lane is warranted No Left-tu n lie Advancing Volume (V j. veh+h Kittelson & Associates, Inc. April 2021 26050 Village Apartments Turn Lane Warrants Site Access A/Eagle Road NB Right Turn Lane Traffic Manual: Idaho Supplementary Guidance to the MUTCD 1 r 100 m 80 m 3 60 O > 40 E H 20 r 0 12 Figure 3B-1. Right -Turn Lane Warrant 0 0 0 0 0 0 0 0 0 0 Page 75 Highway Volume (veh/hr/In) (Outside Lane Only, Including Right-tum Volume) NB Right Turn Lane is warranted Legend AM PM Kittelson & Associates, Inc. April 2021