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HomeMy WebLinkAboutCC - Applicant TIS Final 12-14-2021 K I TT E LS O N 101 S CAPITOL BOULEVARD,SUITE 600 K BOISE,ID 83702 & ASSOCIATES P 208.338.2683 F 208.338.2685 December 13, 2021 Project#: 26050 (Revised per ACHD Comments—August and November 2021 Comments) NAL Mr. Trevor Gasser GFI-Meridian Investments, LLC 74 East 500 South, Suite#200 Bountiful, UT 84010 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 55, 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.AppendixA 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 14-22) ■ Review of the proposed public street connections for the development (page 22-24) ■ Conclusions and recommendations (pages 25-26) 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 TISIREPORTIFINAL126050-TIS12-13-2021 CLEAN.DOCX Vi//age Apartments&Sessions Parkway Transportation Impact Study September2021 44 _ - USTlWZD 1 I 55 � A �.wy � .• ,:W I L O A SITE B © EAST RIVER VALLEY ST O r, 16 44, j 55 N 0 26 y SITE 69 1 N J I m J m 20 n `64 N ADA COUNTY N N h 3 D A O O Y O O h F C C O. �- Study Intersections Site Vicinity Figure Future Intersections Meridian, Idaho 1 N N_ KITTELSON X &ASSOCIATES Village Apartments&Sessions Parkway Mixed-Use Development Project##:26050 December 13,2021 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 e 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 I/i//age Apartments&Sessions Parkway Transportation/mpact Study September2021 N 1 t 1 , -91 40 Nearest Access q 1.04 �y * r , (North) - Existing M M1 -- . Right-in/Right-out 'i ' r� E -� " ^ - - Access a �r a f' l l it 2 a .. 40; 4614 - I - Buri�rvce Y _ 375' 5 i a w _ I a� o 450' Future Reta'j & Restaurant IV LA Proposed 225 Right-in/Right-out s _ Access --=J L ;,I 1��� � sy — �--_---- oo I 71 Proposed Full3 — Z _I Access Existing r r. �, '7i�r� > 1000' LID Great Wall � — t � `;h ' �yarrn� �-,,� T u¢, 850' Access to be �.� >> closed and r Wei, � �� o Of trafficUj c� rerouted toy�j � w Site Access A fT` 1 � y4 T Nearest Access (South) AOL— r 3 EAST RIVER VALLEY STREET 4 iu r fo-Stud intersections Scale: 1" = 200' y ersec Proposed Site Plan Figure Future Intersections Meridian, Idaho 2 200 100 0 200 N IZ11KITTELSON X &ASSOCIATES Village Apartments&Sessions Parkway Mixed-Use Development Project##:26050 December 13,2021 Page:5 Table 1.Trip Generation Estimate for Proposed Development ITE I& Weekday AM Peak Hour Land Use co A 7Ltal In OA06, "q Multifamily Housing(Mid-Rise) 221 336 1,829 112 29 83 142 87 55 Internal Trips(18%AM/40%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 r1445 101 62 183 88 95 Internal Trips(11%AM/57%PM) (1,269) (9) (9) (105) (52) (53) External Trips 944 92 53 78 36 42 Pass-by Trips(0%AM134%PM) (320) 0 0 (27) (12) (15) Net New Retail Trips 624 92 53 51 24 27 Fast-food restaurant w/drive- 934 7,000 3,297 281 143 138 229 119 110 through 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%PMJ (947J (120) (57) (63) (66) (40) (26) Net New Restaurant Trips 968 127 61 66 67 41 26 Subtotal Trips 7,339 556 273 283 554 294 260 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 iPID,68711 87 364 180 184 203 113 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//age Apartments&Sessions Parkway Transportation Impact Stuoy September2021 N CD e.1 l' i— ... USTICK RD ' O 0 h o 15 /0 '� � , I $ 5 /0 55 w' a w LLJ LL L NN A SITE 4 MWIll "�► � r wr m EAST RIVER VALLEY ST- O o c 0- I y 3 a rn 0 h 0 �o 0 y c v t - Study Intersections Proposed Site Trip Distribution Figure �- Future Intersections p p N 4mmlo -Trip Distribution Percentage Meridian, Idaho 3 x XX% IWI'l KITTELSON N &ASSOCIATES Village Apartments&Sessions Parkway Mixed-Use Development Project##:26050 December 13,2021 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 951h 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 61h 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 951" 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 Project##:26050 December 13,2021 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 v Bicycle On-Street of"T., Limit Roadway Functional ClassificatilM ii�nes "ph) WSidewalks Lanes Parking Eagle Road(ID-55) Principal Arterial' 4/6 55 Partial No No Statewide Route Ustick Road Minor Arterial' 4/5 40 Yes Yes No Records Avenue Planned Commercial' 3 30 Yes Yes No Major Collector East River Valley Street Planned Commerr4al' Major Collector 4 30 Partial Yes No 'COMPASS 2040 Functional Classification Map for Ada County and Canyon County(Reference 6). 'ACHD Master Street Map(Reference 7). 3MPH=Miles Per Hour. 4Idaho'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 December 13,2021 Page:9 Table 3.Study Intersection Crash Type and Severity Summary,2015-2019 Crash Type Hea rR a'- Turni d- Side Intersection I End ng On swipAl - Records Avenue/Ustick Road 12 13 (7)Z 2 6 43 38 31 7 0.89 Eagle Road(ID-55)/River 73 5 1 10 - 34 92 82 10 1.14 Valley Street Records Avenue/River Valley 1 - - 1 2 2 - 0.10 Street 1PDO=Property Damage Only. 2Parenthesis 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 S Sessions Parkway Transportation Impact Stuoy September2O2f N tom' , •: O � USTICK RD Is �► � � o s f R J I — u! 1 tw .. i. •, © © m1 11 � J_��_S I T E g tt" rKill.fKN "+ © © EAST RIVER VALLEY ST O e� c ttt ti 5 J C Y M O N N N d w- y T D 1 t O y c v t m - STOP SIGN Existing Lane Configurations Figure -TRAFFIC SIGNAL and Traffic Control Devices 4 Meridian, Idaho IKITTELSON X &ASSOCIATES Village Apartments&Sessions Parkway Transportation/mpwt Study September202> NWWI OAM Peak Hour PM Peak Hour uSTICK RD - O 55 568� )75 C —65368� �189 AtLLI y: W _ Q AM Peak Hour PM Peak Hour 0 1 l A SITE 1"3 k—22 1w I /" MlD NM t7N © AM Peak Hour PM Peak Hour © EAST RIVER VALLEY ST O 0 0 �LL')CO` IRON AM Peak Hour PM Peak Hour 49-�4 %--23 (47-,,4 W-121 A a 14� �20 �7 .k 36� r82 176t �t 1w ,Q fOMth NN(DV J C t t In N � N Y M O AM Peak Hour PM Peak Hour © AM Peak Hour PM Peak Hour N oJM Nm N I J N l 1 48-x C174t �t N t t 0 y c v t m Existing Traffic Volumes Figure AM and PM Peak Hour g Meridian, Idaho 5 N IKITTELSON N &ASSOCIATES Village Apartments&Sessions Parkway Mixed-Use Development Project##:26050 December 13,2021 Page:12 Table 4. Existing Traffic Conditions,Weekday AM and PM Peak Hours Intersection Lane M Peak Hour,_IIIIIIIIIIIIIEr" PM Peak Hour Group No. Intersection Control 111WC LOS Delayi v/c LOS Delay 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 1 Records Avenue/ Traffic 0.37/ B/ 11.7/ WBR 0.27 A 6.4 0.41 B 16.1 Ustick Road Signal4 0.57 C 23.3 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 Gateway Marketplace TWSC' 2 Southern Access/ (RIROZ) WBR 0.03 C 16.7 0.17 D 28.3 Eagle Road(ID-55) 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 3 Eagle Road(ID-55)/ Traffic 0.82/ E/D 65.5/ WBR 0.07 D 47.8 0.48 F 83.1 River Valley Street Signal4 0.72 44.7 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 NBL 0.03 A 8.4 0.14 B 10.6 NBT 0.10 A 8.3 0.52 C 15.7 4 Records Avenue/ AWSC3 EBL 0.07 A 8.9 0.40 B 15.0 River Valley Street 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. 1TWSC=Two-Way Stop-Controlled Intersection IRIRO=Right-in Right-out 'AWSC=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 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 December 13,2021 Page:13 Table 5. Existing Traffic Conditions Mitigation,Weekday AM and PM Peak Hours- Eagle Road (ID- 55)/River Valley Street Intersection Intersection AM/PM Lane AM Peak Hour PM Peak Hour No. Intersection Control r WC LOS Delay Group V/C LOS Delay V/C LOS Delay 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 W BT 0.05 D 47.3 0.02 E 70.8 Eagle Road/River Valley 0.64/ 42.0/ WBR 0.07 D 47.8 0.48 F 83.1 3 Street Traffic Signal 0.71 D/D 42.5 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 Peak Hour Road ssification' Lanes (One-Way) Dire t Std. Direct! Std. ,ojr,,a AL �ctvpp: r Records Avenue(between Major 193 Ustick Road and E River Collector 33 D/530 (300)5/SB Yes 472/NB Yes Valley Street) E River Valley Street Major 125 369 (between Eagle Road and Collector 43 D/530 to 1,080 (281)5/EB Yes (400)5/EB Yes Records Avenue) 'Per COMPASS 2040 Functional Street Classification Map(Reference 6) 'Travel lanes include the total number of lanes across the roadway's respective cross section 'Cross section includes continuous left-turn lane 4Cross section includes two lanes in the eastbound direction,one lane in westbound direction,and turn lanes(via raised median and continuous left-turn lane) 5This value was recorded on the 24-hour tube count and is greater than the peak hour segment using existing traffic volumes from the intersection turning movement counts Kittelson&Associates,Inc. Boise,Idaho Village Apartments&Sessions Parkway Mixed-Use Development Project##:26050 December 13,2021 Page:14 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. 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 Project#:26050 December 13,2021 Page:15 Table 7.Year 2024 Background Traffic Conditions,Weekday AM and PM Peak Hours Ar Intersection 01 Control V/C LOS Dekn, In LOS Intersection -EL - EBL 0.04 A 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 W BT 0.28 A 6.5 0.44 B 17.2 1 RecordsAvenue/Ustick Traffic 0.33/ B/ 11.0/ WBR 0.28 A 6.5 0.44 B 17.1 Road Signal' 0.62 C 24.2 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 Gateway Marketplace TWSC' 2 Southern Access/Eagle (RIROZ) WBR 0.01 C 16.9 0.17 D 33.9 Road 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 W BT 0.05 D 47.4 0.02 E 70.8 3 Eagle Road/River Valley Traffic 0.59/ C/D 35.0/ WBR 0.08 D 47.8 0.49 F 83.6 Street Signal' 0.72 41.9 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 NBL 0.03 A 8.3 0.16 B 10.9 NBT 0.11 A 8.3 0.61 C 18.4 4 Records Avenue/River AWSC3 EBL 0.06 A 8.9 0.42 C 15.6 Valley Street 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. 'TWSC=Two-Way Stop-Controlled Intersection ZRIRO=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 7, the study intersections are projected to operate acceptably. Kittelson&Associates,Inc. Boise,Idaho Vi//age Apartments&Sessions Parkway Transpodation Impact Study September2021 to N t :, s USTICK RD AM Peak Hour PM Peak Hour 19-$ �32 40-$ k-59 p L J�J "� Q i 0 603� �568 684� �693 � «�-. '}% ,. - 0 7z� Sao 1zz� �zo1 J o '\t P 'S t P cU s r w w !' a AM Peak Hour PM Peak Hour ©, y 1 1 A SITE B W-3 1-23 tr tr ; ,1 i © EAST RIVER VALLEY ST O © AM Peak Hour PM Peak Hour u C-$ k- AM Peak Hour PM Peak Hour 52 24 12815� �21 738 87 187matP J C t t Y � N M O AM Peak Hour PM Peak Hour © AM Peak Hour PM Peak Hour O M D---$' 18 5 M Irn51-x t O mM t r 0 y c v t m Year 2024 Background Traffic Volumes Figure AM and PM Peak Hour Meridian, Idaho 6 N IKITTELSON N &ASSOCIATES Village Apartments&Sessions Parkway Mixed-Use Development Project##:26050 December 13,2021 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 Weekday AM Peak Hour Weekday PM Peak Hour ACHD Peak Hour One-Way One-Way Travel Std.Volume Volume/ me Volume/ Meets Roadway Segment Classification' LaneS2 (One-Way) Direction StIJI Direction Std. J Records Avenue (between Ustick Road Major 33 D/530 205/SB Yes 501/NB Yes and E River Valley Street) Collector E River Valley Street (between Eagle Road and Major 44 D/530-1,080 133/EB Yes 392/EB Yes Records Avenue) Collector '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 December 13,2021 Page:18 Table 9.Year 2024 Total Traffic Conditions,Weekday AM and PM Peak Hours Intersection Intersection AM/Pn- Lane M Peak Hour,_ Peak Hour No. Intersection Control 1� WC LOS Deli_, Group fpc LOS Delay! P LOS Delay EBL 0.06 A 5.2 1 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 W BT 0.29 A 6.5 0.44 B 17.6 1 RecordsAvenue/Ustick Traffic 0.38/ B/ 12.4/ WBR 0.30 A 6.5 0.45 B 17.5 Road signal° 0.65 C 24.9 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 Gateway Marketplace TWSC' 2 Southern Access/Eagle (RIROZ) WBR 0.16 C 20.0 0.32 E 41.2 Road 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 W BT 0.05 D 47.4 0.02 E 70.8 3 Eagle Road/River Valley Traffic 0.60/ D/D 37.8/ WBR 0.18 D 49.8 0.55 F 86.2 Street signal° 0.75 44.4 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 NBL 0.05 A 8.5 0.18 B 11.2 Records Avenue/River NBT 0.12 A 8.5 0.64 C 19.9 4 Valley Street AWSC3 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 TWSC' WBR 0.62 E 38.8 0.74 F 90.7 (RIRO2) RecordsAvenue/Site 1 NBL 0.01 A 7.7 0.02 A 8.4 B Access B TWSC EBLR 0.11 B 10.8 0.13 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 IRIRO=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 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 S Sessions Parkway Transportation Impact Stuoy September2021 ' N ,r USTICK RD AM Peak Hour PM Peak Hour �arO 55 � 93" � P � � ., W 12� 5� oif J rn �I 1� �I I� — (7 ➢. U � LLJ tl �t/* w ; * a, LU rnrr> cove ^� 1 Y Y � • �"� _ © AM Peak Hour PM Peak Hour TV ©; A SITE �37 �19 t�' t/W © EAST RIVER VALLEY ST O © AM Peak Hour PM Peak Hour o � _ V NtO I�N O AM Peak Hour PM Peak Hour �3a �1s Q Ae,10 �6 tl' t� a � �r c 145 75 J C t t NW Y AM Peak Hour PM Peak Hour O AM Peak Hour PM Peak Hour o mN K-'$ N�2� 1� 22�15 4 h 1 t t 0 y c v t m Site Generated Traffic Figure AM and PM Peak Hour Meridian, Idaho 7 IWI'l KITTELSON N &ASSOCIATES Vi//age Apartments S Sessions Parkway Transportation Impact Stuoy September2021 ' N ,r USTICK RD AM Peak Hour PM Peak Hour �arO � L 55 LU 7 In rmR rmR , 311 �32 451 �59 0 if �J'Pi r!' � U) 609� �568 687� �693 « 't% s' - it 89� * �89 146� * �206 J U �t� �t� c9 9 U w yy w �M� HMO �G:'..':: AM Peak Hour PM Peak Hour ©. A SITE 40 )k- t � t O© AM Peak Hour PM Peak Hour EAST RIVER VALLEY ST I�NM �� O PM Peak Hour AM Peak Hour 1 (46 ►L 52 58 14315� �21 �738-x r97 �193 k r NNM�ID � N c 147 81 J C t t Mr Mr N Y AM Peak Hour PM Peak Hour O AM Peak Hour PM Peak Hour o � Ruh N II II �l Jl 0 53 120 39 221 26� 15� It It R o rno RN It t NW N� O y c v t m Year 2024 Total Traffic Volumes Figure AM and PM Peak Hour Meridian, Idaho 8 IKITTELSON N &ASSOCIATES Village Apartments&Sessions Parkway Mixed-Use Development Project##:26050 December 13,2021 Page:21 Per ACHD's request, Kittelson summarized the percentage of site-generated trips at the Eagle Road/River Valley Street and Records Avenue/Ustick Road intersections. These percentages are summarized below: ■ Eagle Road/River Valley Street o Westbound left-turn: 10% during AM peak hour, 3% during PM peak hour ■ Records Avenue/Ustick Road o Westbound left-turn: 10% during AM peak hour, 3% during PM peak hour o Northbound left-turn: 38% during AM peak hour, 9% during PM peak hour o Southbound left-turn: 0% during AM peak hour, 0%during PM peak hour 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 Weekday AM Peak Hour weekday Pm Peak Hour ACHD Peak Hour One-Way One-Way Travel Std.Volume Volume/ Meets Volume/ Meets Roadway Segment Classification' LaneS2 (One-Way) Direction Std. Direction Std. Records Avenue (between Ustick Road Major 33 D/530 259/SB Yes 520/NB Yes and E River Valley Street) Collector E River Valley Street (between Eagle Road and Major 44 D/530 to 1,080 176/WB Yes 400/EB Yes Records Avenue) Collector 'Per COMPASS 2040 Functional Street Classification Map(Reference 6) 'Travel lanes include the total number of lanes across the roadway's respective cross section 'Cross section includes continuous left-turn lane 4Cross 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. QUEUING ANALYSIS Kittelson performed an analysis of the 95th percentile queuing at the study intersections and site accesses. Table 11 shows the projected queue under existing, year 2024 background, and year 2024 total traffic conditions. Kittelson&Associates,Inc. Boise,Idaho Village Apartments&Sessions Parkway Mixed-Use Development Project##:26050 December 13,2021 Page:22 Table 11.95th Percentile Queuing Analysis Lane AM/PM 951h Queue(ft)AM/PM 951h Queue(ft)AM/PM Available(ft) Fits within No. Intersection Group Existing Year 2024 Background Year 2024 Total (Proposed) Storage EBL 25/25 25/25 25/25 150 Yes EBTR 150/275 150/275 175/300 - Yes WBL 25/100 25/100 25/125 100 No Records WBTR 125/225 125/250 125/250 - Yes 1 Avenue/Ustick NBL 50/150 50/175 75/175 100 No Road NBTR 50/250 50/250 75/275 - Yes SBL 50/100 50/100 50/100 50 No SBTR 50/100 50/100 50/100 - Yes Gateway Marketplace NBR 0/0 0/0 0/0 Yes 2 Southern Access/Eagle WBR 25/25 25/25 25/50 - Yes Road EBL 100/125 125/125 125/125 125 Yes EBTR 25/75 50/75 50/75 - Yes WBL 75/200 100/225 100/225 200 No WBT 50/25 50/25 50/25 - Yes Eagle Road/River WBR 0/75 0/75 25/75 200 Yes 3 Valley Street NBL 150/125 150/125 150/125 425 Yes NBT 550/1050 600/1150 650/1200 - Yes NBR 0/100 0/100 0/125 100 No SBL 75/200 75/225 150/275 200 No SBT 1250/950 725/575 750/575 - Yes SBR 50/0 50/0 50/0 150 Yes NBL 25/25 25/25 25/25 125 Yes Records NBT 25/25 25/100 25/125 - Yes 4 Avenue/River EBL 25/50 25/50 25/75 Yes Valley Street EBR 25/25 25/25 25/25 Yes SBTR 25/175 50/200 50/250 Yes A Site Access WBR - - 100/125 - Yes A/Eagle Road NBR 0/0 (200) Yes Records EBLR 25/25 - Yes B Avenue/Site Access B NBL 0/25 (100) Yes As shown in Table 11, the additional trips from the proposed development do not cause any new movements to the exceed their existing or proposed storage by more than one vehicle and any additions to movements that are exceeding are between one to two additional vehicles (25 to 50 feet), except for the southbound left-turn at the Eagle Road/River Valley Street intersection during the AM peak hour where the proposed development adds approximately three vehicles (75 feet). All site accesses accommodate their anticipated queue. At the intersection of Eagle Road/River Valley Street,the westbound dual left-turn lanes have a storage length of 200 feet. The projected 95th percentile queue is 225 feet under year 2024 weekday PM peak hour background and total traffic conditions. The split time for this movement is currently 21 seconds during the weekday PM peak hour. Increasing the split time to 25 seconds reduces the 95th percentile queue to 193 feet during the weekday PM peak hour, which can be accommodated within the existing storage length. If ACHD desires to reduce the 95th percentile queue length at this intersection, it is recommended that signal timing adjustments be made for this movement.There is not adequate width Kittelson&Associates,Inc. Boise,Idaho Village Apartments&Sessions Parkway Mixed-Use Development Project##:26050 December 13,2021 Page:23 on River Valley Street to modify the storage length due to the existing cross-section and location of eastbound left-turn lane for The Regency at River Valley multi-use development. Appendix 1 includes year 2024 total traffic conditions Synchro worksheets with this signal timing change. 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. 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. Kittelson&Associates,Inc. Boise,Idaho Village Apartments&Sessions Parkway Mixed-Use Development Project##:26050 December 13,2021 Page:24 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 12 shows the results of the turn lane evaluation. Appendix J contains the turn lane analysis worksheets. Table 12. Right-Turn Lane Analysis Results at the Site Accesses Year 2024 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 12, 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. 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. Kittelson&Associates,Inc. Boise,Idaho Village Apartments&Sessions Parkway Mixed-Use Development Project##:26050 December 13,2021 Page:25 Looking south along Eagle Road(ID-55) a 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. Looking south along Records Avenue Looking north along Records Avenue ,-J Exhibit 2.Sight Distance at Records Avenue/Site Access B 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. Kittelson&Associates,Inc. Boise,Idaho Village Apartments&Sessions Parkway Mixed-Use Development Project##:26050 December 13,2021 Page:26 ■ 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. 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. Kittelson&Associates,Inc. Boise,Idaho Village Apartments&Sessions Parkway Mixed-Use Development Project##:26050 December 13,2021 Page:27 ■ 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. 4 Andy Daleiden, PE Senior Principal Engineer Kittelson&Associates,Inc. Boise,Idaho Village Apartments&Sessions Parkway Mixed-Use Development Project##:26050 December 13,2021 Page:28 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. Eagle Road/River Valley Street Signal Timing Analysis Synchro Worksheets J. 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 AO� loft? AC JJJQ OF 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) 1 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 Kittalrnn fb 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 <MwaIlace@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 AC V4 YxTWrt '�n J'�i4'RC-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. 2 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 <MwaIlace@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) 3 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, 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 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 1 <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 �� �-FV,4 io rr.ro €io 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 2 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) 3 K I TT E LS O N 101 S CAPITOL BOULEVARD,SUITE 301 & ASSOCIATES P0ISE 208.338.26833702 08 3 8 2 6832 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- VILLAGEAPARTMENTS TISIREPORTISCOPING MEMO126050 VILLAGEAPARTMENTS T155COPING MEMO.DOCX Vi//age Apartments and Sessions Parkway Mmod-Use Development March 2021 44 - k' _ - USTICKKIRD �.. s h A SITE B EAST RIVER VALLEY ST Dl C, i IL 16 ,- U _ 55� 20 26 t V) a 84 SITE p 69 1 i J 2� E lea a N N ADA COUNTY 0 3 a 0 0 a 0 :u t Q m-Studyintersections Site Vicinity Figure Future Intersections Meridian. Idaho 1 KITTELSON X &ASSOCIATES Vi11age Apartments and Sessions Parkway Mmed-Use Development March 2021 # i �i r } Nearest Access (North) - Existing M Right-in Right-out Access 4p 75' 5 I a w — I 450' j Future Retal & RestaurantAl W - NsI v LA � 225 Proposed _ Right-in/Right-out Access ;,I I I— � � ♦� � � — -------- oo � 7 jF f �` • r Proposed Full — y�, , Access Ui A f1� N Existing rT`, r. �, '`��_to� • � > 1000' LO Great Wall � — � `;h ' �yarrn� �-,:� U, Ln sso' n Access to be ry o closed and `— ,$, �'�� ' ° trafficLU ' J c� rerouted to 'yf�+� w Site Access A kP y jjjjjj� a �, T _ Nearest Access N (South) i 3 EAST RIVEN VALLEY STREET (Q t Stud Intersections Scale: 1" = 200' v Proposed Site Plan Figure x - Future Intersections 200 100 0 200 Meridian, Idaho 2 IZ11KITTELSON 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 Project#:26050 March 30,2021 Page 5 Table 1.Trip Generation Estimate for Proposed Development ITE Daily Weekday AM Peak Hour Weekdffl� ME Land Use Code Units Trips Total In Out Total In Out Multifamily Housing(Mid-Rise) 221 1 336 1,829 112 29 83 142 87 55 Internal Trips(18%AM140%PM) (734J (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 F934T7,000 3,297 281 143 138 229 119 110 Internal Trips(12%AM142%PM) (1,382) (34) (25) (9) (96) (38) (58) External Trips 1,915 247 118 129 133 81 52 Pass-by Trips(49%AM150%PMJ (947J (120) (57) (63J (66) (40) (26) Net New Restaurant Trips 968 127 1 61 1 66 67 41 1 26 Subtotal Trips 7,339 556 273 283 554 294 260 Total Internalization(13%AM147916 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 1 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//age Apartments and Sessions Parkway Mixed-Use Development March 202> N o oJIM C)ft - - _ USTICK RD ' 15 /o k'-"" 7f 55 W 04 LU Q 0 LU A SITE Lp a -- ml \ �� -a� •�,..�. 5.,gip°-� - rn lade r, wr m Al - Y © EAST RIVER VALLEY ST- O o� le N � 3 a rn 0 a 0 a t 0 h ti c (V-Study Intersections Ox - Future Intersections Proposed Site Trip Distribution Figure 4=* -Trip Distribution Percentage Meridian, Idaho 3 XX% IWI'l KITTELSON N &ASSOCIATES Village Apartments and Sessions Parkway Mixed-Use Development-Scoping Memo Project#:26050 March 30,2021 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 Project#:26050 March 30,2021 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), 6th 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 951" 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 61h 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 951" 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 6th Edition. Washington D.C. 2015. 8. Ada County Highway District. Policy Manual. 2010. Kittelson&Associates,Inc. Boise,Idaho Attachment A ITD Acceptance Letter �nA�ro * Your Safety ■ Your Mobility IDAHO TRANSPORTATION DEPARTMENT 33 z P.O. Box 8028 • Boise, ID 83707-2028 yro ¢R� Your Economic Opportunity (208) 334-8300 • itd.idaho.gov D�rA 1 r NO ID 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, 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 ryi£s 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 r` 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 P11 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, (Lk, -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 1 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. 41 ve.� village N..2 Job 448 446 Proposed Development new connections Expressway UL Prop Expressway —Principal Arterial -- Proposed PHncipalArterial Minor Arterial —- Proposed Minor Arterial —Collector ——— Proposed Collector Local �� ®Proposed I)evelopmem ~ TAZ Boundary 449 Approved Preliminary Plat 4'� Pending Preliminary Plat Figure 1 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 1253 1502 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, pe Rem contribution to the total peak hour demand ° ! 2 0.2 .2 ` [ [ t Ust «u «m u a u ListPk_ -7 Ustrk e a�u / 3 aWk u La__ a�_ ! ` u m a Rdg 2 .2 ,z §� .2 1 £ G ,z ,z � y { «< 2 $ RIR: \ 2 E , {z 9 e"' K~ f ` I < . % 22 £ u 11YA. � m>L-6_ m>mAve Fairyiew&e Fa__ m>PwAve %_m_ FairyiewAye Ra»&�Aw» R Fa Iry Ave Fairy iew Aye >IEW_ » D _s w m a, a O s \ .2 2 u I & _ / \/ Figure 3: Peak Hour Demand with Proposed Development 1 Z35 122 2 3 55 51 103 35 Bd1k] 4 � � K Usid.Rd US**Rd Rd Lldtk c kR LhflrbRd � llsid.Rd �`�' sick Rd twi-kRd LSdtkRd : � i5aa 1675 17M 1724 1651 im 1661 15M 1663 1716 1555 Us"n 1663 am 859 a63 866 899 936 Tn 1014 909 97,a A2 770 q LFlidh Rd LFlidh Rd L =k Rd C tk M CbLtk m LFli:k FM _ Lhi:h Ftd sadt Rd twi- d � L6dtkR3 FbdtkRi Rd m m 6 @ r3 RRO 458 � -131-0 0 38 38 88 62 a _ iiYrrVa�S � � 727 929 37 126 396 FUVeFVMkja T A, E v 6 13 Ma n n 23 195 f 4 14 57 i$ � o Fayrlw+bc Fa�ew Mc Farwex Ame Fa Frtrr#+a Fayrlw be fa+rrr+rw� Farde Av hzwiEwAy a a' Fairrlw+4ee Faniex A}Y Fayrlw be �a 23M 2459 N70 9• 2409 240a 1700 1700 170G 1613 rn 1834 1wi 1512 _ 1400 1511 1518 4 i1062 16d7 .. 1?38 1238 1239 1os5 1432 UT 1210 F,6i.A— Fa6iwAr FnrN Ay jwk5w A' Fa,A.A.. fs�lw#,� Farie A. �P � FawtwA� b. - 91 Fa1rrlw A, Fame Al- Fayrewbc �a [a �3 Ld - Figure 4: Peak Hour Demand without Proposed Development 1 M 120 9 52 33 103 A 35 Bald lrp s,A m G ry ry Y O _O dsic.Rd Usid.Rd Uhk&Rd Udtk cu k R U4i,:A Rd Uric.Rd `�' sic.Rd L6*k Rd 4dtk Rd 4 LWk:k Rd is% 1674 1754 1723 1651 im id8� d' 1585 1557 1710 M5 UsSc.Rd 1858 878 a54 am WE 893 CM 951 1005 CA $.'s2 M 767 q U4id�Rd U4id�Rd U cKk M tKk m U4i.:k Rd U4i.:k Rd p sick Rd L6*k Rd {16otkAd WkRd U #Rd � Mn rn M � R [s L a a R �a o m �`� i7i'lfVa�� S7 P -72 7 q N 726 35a 215 M � iUVrr,Va Yj S k9 W 18 ME ^ igs q + _ I 8 kq r r s F.6L-A., Fairriw AM, Fnni Aye Fa66.A— ra6"be ramrew?a,e Fars A.a Fd MvtwA a Fairrlw be Fdrinr A}Y Fayrlw be �a 2373 2403 2476 `Y 2d1$ 2415 1709 1709 1704 16p0, pp pp . 1627 15g; 1525 1397 1507 1514 4 iiffi8 16 1?di 1241 1241 Faniew Ame , r 1° -� 1n21 1216 1203 F,6i.A,� ra6iw A+ y,r Are Fah.lw A—. r.2l.br Farie Av Fa ivtw+Xve Fahvlw R,c Fariex A1+e Fayrlw br Fa r 4 M1 Figure 5:Surrounding Area TAZs 3 846 429 427 6lakeslee Commons Yil a5part VillaSpan Verraso Village No 45 Verraso Village No.2 941 448 4 B PPOpPse f 944 ///. L e elp e Expressway Prop Expressway Principal Arterial t Proposed Principal Arterial Minor Arterial Proposed Minor Arterial 950 449 - Collector fi Proposed Collector 450 145 Local2 f � ® Proposed Development objectld` tzones06, new—de mog hh20 hh25 Jobs25 111130 jobs30 hh35 Jobs35 hh40 tobs40 TAZ Boundary 450 450 Wridlan-East 0 0 21 0 30 0 39 0 44 449 449 Wridian-East 158 166 474 166 501 166 523 166 542 Approved Preliminary Plat 446 446 Wridian-East 319 320 43 320 69 320 90 320 109 946 950 MhridiarrEest 9 24 102 24 183 24 253 94 304 Pending Preliminary Plat 9371 9411 IridiarrEast 1761 1031 242 139 296 139 343 139 393 9411 945 1 WridiarrEast I109 1 1241 1551 138 2411 138 1 318 381 370 Figure 6 2020 to 2025 Compounded Annual Growth Rate 2020 Peak Hour to 2025 Peak Hour CompoundedAnnual Growth Rates 1 2021 2 \ J f� � u � J » �E �2 d? \ Cr _akR wm keRd �and � , _ate ƒ2 _ae LW@m �@� j ` �-i @ Rd 1 , u R , a , a 23 . � � ( m ! ` ,! » �7 - ƒ, _ @ $ | , &L � Ct iL f� 17AAwAve 5�Vi,A,- swk Fzi9cAAve FW" ,vj�� �w�A , G .� 9 � mow_ �w_L BWkA %R 9-2u . . 0 u R 0 � � , 9 � , » 2 ƒm � ©© _ G_hRate . : } Lh _ I+uded RoadwW ProjEsi$rogramnipedwthe 2R or Funded in C.1 M 2.0) mUeallMbdk�r&« �mEFY2lZ5 mgmwffiratesqR2020—2025.rw GGIAPA&S_rw_the%«tore_the mo&I for any_deenied necessary. [ A W (Licensed to Community Planning S Qbon) Figure 7: 2025 to 2030 Compounded Annual Growth Rate 2025 Peak Hour to 2030 Peak Hour Compounded Annual Growth Rates 3/17/2021 �a " . m 9 a ri a In � m w, g su x ll39d.Rd 1JsitkPH Us7tkPH Ltsitk Pri uetk R: Usidti Rd _ 1� 13 13 f_7 13 1.5 lJsitkRd :..:e�r3ti #.., 49 L: 12 12 1-2 .3.3 .32 0 � a to xU c N I` 1.7 w � a 9 dP CS r � a m A Q � >�6�ra'AwAve Fa+ iwA4 ve FeniexAve FaftewA,Y ra-m Av Fari Av F�tw�+e g q'4 F ini.Ave FaniexAve r.:i4vtwAve ra,rV 1-9 1-3 15 1-2 1.3 q_g (g 03 o t a 4.8 4A t-3 4 M n 0.1 0.3 to 0 k 6 4L1 0 M Growth Rate 2; - - I ntauded Roadway Project{Prograrnrned in the TIP or Funded in GI W 2.0) D:lUASOOI11ic+Jefuali brat iori&M eJl RFY2125RB'VrowthratestiGR2025 2030.net CCWASS reserves the right to rerun the model for any reason deemed reDa5say. C(Tff JCS (Licensed to Community Planning Association) Figure& 2 30t 2040 Compounded Annual Growth Rate 2030 Peak Hour to 2040 Peak Hour Growth Rates 1 2021 22 ƒ )� 26 u � > & � ,Wick Rd wam G8m A@Rd &@k ƒ3 usiau LW@m m r,3 . . . G �2 ■ � . . �` 2 $ ( R ! _L4 » ! Lp u` GA $ is , ® / E rWk F� .A 5 wA } �w�� �w� , � . 7 , �+_� rw / F�.A %w e ■ G 5 40 1 . \ ki ! 4-7 � & . E � , - c (12 0. , _ eDMANRale � 1+uded Roadway ProjEst(Programmed,the TIP FuWed irk oMIm mUS-22- #E:al&« &asem9FY2M mgDmAhrabes:aR2030_204O.net CADAWA3S reEarvas the%«tore_the mel for a»reasorideemed riece5smy. I[ MF CW (Licensed to Community Planning Assod toy 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 Uses2 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° %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 Uses2 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 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 0 0 0 0 !!� Table 5-A:Computations Summary Table 6-A:Internal Trip Capture Percentages by Land Use Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 556 273 283 Office N/A N/A Internal Capture Percentage 13% 13% 13% Retail 9% 15% Restaurant 17% 7% External Vehicle-Tri s5 484 237 247 Cinema/Entertainment N/A N/A External Transit_Trips 6 0 0 0 Residential 7% 22% External Non-Motorized Trips' 0 0 0 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). °Enter 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. 6Person-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:I 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(From) Destination(To) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 0 0 0 0 0 Retail 18 8 0 9 0 Restaurant 43 19 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' Transie 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 0 0 All Other Land Uses3 0 0 0 0 0 0 Table 9-A(0):Internal and External Trips Summary(Exiting Trips) Origin Land Use Person-Trip Estimates ' External Trips b2 Mode` 2 Internal External Total Vehicles Transit 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 Uses2 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° %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 Uses2 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 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 0 0 0 0 !�M Table 5-P:Computations Summary Table 6-P:Internal Trip Capture Percentages by Land Use Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 554 294 260 Office N/A N/A Internal Capture Percentage 47% 44% 50% Retail 59% 56% Restaurant 32% 53% External Vehicle-Tri s5 296 165 131 Cinema/Entertainment N/A N/A External Transit_Trips 6 0 0 0 Residential 45% 33% External Non-Motorized Tri s6 0 0 0 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). °Enter 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. 6Person-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:j 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 1.00 87 87 1 1.00 55 55 Hotel 1.00 1 0 1 0 1 1.00 0 0 Table 8-P(0):Internal Person-Trip Origin-Destination Matrix(Computed at Origin) Origin(From) Destination(To) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 0 0 0 0 0 Retail 2 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 1 0 0 0 Table 8-P(D):Internal Person-Trip Origin-Destination Matrix(Computed at Destination) Origin(From) Destination(To) 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 3 0 Residential 0 8 14 0 0 Hotel 0 2 1 6 1 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' Transitz 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' Transit2 Non-Motorizedz 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 1 0 1 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 'Total 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! LI ti r 4 } 46 AA A ' r " a .LIM i 41 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) 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 A .Total Right Peds A .Total Right Peds A .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 0 1 7 0 7 0 0 8 Total 0 0 3 0 3 26 0 26 0 0 29 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 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 : 2 Eagle Road Out In Total 448408 0 [1408 0 0 0 0 0 Peds y000 w NO North CO o 0 0 0 0 o y 2/10/2021 07:00 AM m o m a a 2/10/2021 05:45 PM 74 a a' m eo o ao OT o 0 o General Traffic N o 0 o c 5� 3+Axle Heavy Truck O F- R1 ht Peas 233 0 1 0 234 0 233 33 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 App.Total I Right Peds App.Total Right Peds App.Total Peds App.Total Int.Total Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 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 Eagle Road Out In Total 0 P 0 0 3 0 0 0 Peds Peak Hour Data mono T ° ~ N N C North p °'o°' m m o00 0X. o 0 0 Peak Hour Begins at 08:00 A �,O w Y a) 5 W o General Traffic m w O CO o 0 0 3+Axle Heavy Trucks N o 0 0 O o N N N F- Ri ht Peds 26 J00 0 26 [ 26 0 26 26 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 : 4 Eagle Road Marketplace-Turns Eagle Road Ustick Road From North From East From South From West Start Time Peds App.Total Right Peds App.Total Right Peds App.Total Peds I App.Total Int.Total Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Each Avvroach 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 C North * A o 0 o y General Traffic W o W o m 0 d 3+Axle Heavy Trucks C m N m C D W O W OW � D o0o p� o� ym 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 Marketplace-Turns Eagle Road Ustick Road From North From East From South From West Start Time Peds App.Total I Right Peds 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 Peak Hour for Entire Intersection Begins at 04:00 PM 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 22 0 Fj 0 0 22 0 0 0 Peds Peak Hour Data mono T ° F- o North * "o W m o0o p 0 o 0 0 Peak Hour Begins at 04:00 PIM Y N N N N Q. General Traffic N N O N o 0 0 3+Axle Heavy Trucks a, o 0 0 O O D� N N N V o(11- F' Ri ht Peds 103 0J0000 103 03 103 0 103 103 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 : 6 Eagle Road Marketplace-Turns Eagle Road Ustick Road From North From East From South From West Start Time Peds App.Total Right Peds 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 Peak Hour for Each Avvroach Begins 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 C N North * A N General Traffic N C N o m = d 3+Axle Heavy Trucks N N C m N m 0 N O N A � D Ooo p� o� c -OW Ri ht Peds 103 0 0 0 103 0 103 0 103 In-Peak Hour:04:00 PM 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 : 7 Image 1 Eagle Road and Gateway Marketplace rMerd 37.idara . 14� ` k L r� Google Earth 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 : 1 Groups Printed-General Traffic-3+Axle Heavy Trucks-Turns Eagle Road River Valley Street Eagle Road River Valley Street From North From East From South From West Start Right Thru Left Peds App.Total Right Thrtl Left Peds App,Total Right Thru Left Peds App,Tow Right Thru Left Peds App.Tow Int.Total Tulle 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 1 6 525 21 0 552 1 4 3 16 0 23 1 11 310 12 0 333 1 4 1 4 0 9 1 917 Total 27 1853 39 0 1919 1 17 6 73 0 96 1 26 1123 34 0 1183 14 3 6 0 23 1 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 General Traffic 154 6128 542 5 6829 307 39 487 2 835 331 6610 139 0 7080 145 50 144 0 339 15083 i Gen 1 Traffic 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 0 86 0 0 86 1 0 2 0 3 2 97 1 0 100 0 0 0 0 0 189 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 T� 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 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 : 2 Eagle Road Out In Total 7061 6829 138 00 98 86 184 0 6 6 7159 21 14080 154 6128 542 5 0 86 0 0 0 0 6 0 154 6214 548 5 Right Thru Left Peds �n�anoLO n J .�..W 0 -4 W 00 .Z1 P 0000 North m T o o ts `c `e 2/10/2021 07:00 AM 2/10/2021 05:45 PM ro 0 0 co _m aoovt r cwo�wcwi��� 00 General Traffic ro a > 3+Axle Heavy Truck O'N� o_0 cq v o 0 0 0 U-Turns -0 o-• CD CL OVU10�D� Q. N NOO N 4-] T r Left Thru Right Peds 139 6610 331 0 1 97 2 0 78 0 0 0 218 6707 333 0 6760 7080 13840 88 100 188 1 78 79 6849 7258 14107 Out In Total 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 : 3 Eagle Road River Valley Street Eagle Road River Valley Street From North From East From South From West Start Right Thru Left Peds App.Total Right Thru Left Peds App,Toml Right Thru Left Peds App,Tow Right Thru Left Peds App.Toml Int.Totat Time Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 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 cta",atTraffic 91 1535 78 0 1704 22 20 81 0 123 33 1343 69 0 1445 36 14 49 0 99 3371 i G-1 Tram 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 0 25 0 0 25 1 0 1 0 2 0 44 0 0 44 0 0 0 0 0 71 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 T�aa 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 121 3118701117 3189 91 1535 78 0 0Ll 25 0 0 0 0 1 0 91560 79 0 Right Thru Left Peds Peak Hour Data y�otn� 0000) T ° N.�-.;0 V007 > North °"0U m ) o o �� Peak Hour Begins at 08:00 A ��N N < 0000 _m CO o o M L General Traffic r Cn 3+Axle Heavy Trucks OD 0 cn > M o r ro OOOO U-Turns N O' CDlY OCD y N Q N A p1 d N 0000 N W- Left Thru Right Peds 69 1343 33 0 0 44 0 0 5 0 0 0 74 1387 33 0 1652 14445 3097 26 44 70 0 5 5 1678 1494 3172 Out In Total 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 Right Thru Lett Peds App.Tame Right Thru Left Peds App.Total Right Thru Left Peds ppp.Total Right Thru Lett Peds ppp.Total Inc Total Time 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 08:00 AM 08:00 AM +0 mins. 4 390 7 0 401 7 4 14 0 25 7 327 10 0 344 2 0 3 0 5 +15 mins. 8 454 3 0 465 8 2 20 0 30 7 364 17 0 388 4 1 0 0 5 +30 mins. 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 General Traffic 27 18 8 39 0 1904 22 20 81 0 123 33 13 3 69 0 1445 36 14 49 0 99 99. 95. 98. 96. 93. Generel Traffic 100 100 0 99.2 7 100 8 8 2 0 98.4 100 0 96.7 100 100 100 0 100 2 0 15 0 0 15 1 0 1 0 2 0 44 0 0 44 0 0 0 0 0 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 T�a U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 5 0 5 0 0 0 0 0 %U-Turns 0 0 0 0 0 0 0 0 0 0 0 0 6.8 0 0.3 0 0 0 0 0 Eagle Road In-Peak Hour:07:00 AM 1 104 15 0 1919 27J 39 0 0 0 0 0 0L27 39 0 Right Thu Left Peds Peak Hour Data of er A O J IQ O N 2 voov North m A t� i m CDT L�o o� � General Traffic ��N N =< d o 3+Axle Heavy Trucks O o 0 0 o m Y U-Turns 'gym (6= (000(O N N M ML��� r— UION CD cD >d CLco NO ON E ' O O O O n N D a) a. K a o+ 0000 T F+ Left Thru Right Peds 69 1343 33 0 0 44 0 0 5 0 0 0 74 1387 33 0 1445 44 5 1494 In-Peak Hour:08:00 AM 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 Right Thru Left Peds App.roam Right Thru L¢ft Peds App,Toml Right Thru Left Peds App,Total Right Thru Left Peds App.Tofel tatTot.l Time Peak Hour Analysis From 12:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 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 %Gmeral 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 0 24 0 0 24 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 26 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 1pj�- 39712 3999 11 1426 207 4 0 24 0 0 0 0 2 0 11 1450 209 4 Right Thu Left Peds Peak Hour Data R V ON(00 �007�� L,T� 0 0 to North � Not° in n o o r� Peak Hour Begins at 04:30 PIM O ~ V O O-4 _N cc a o o = General Traffic r M-O a �0 1 3+Axle Heavy Trucks f rn o o w U-Turns rn o cn m O CDV N CL 11 N � 0� 0)W c)w 0 Left Thru Right Peds 21 2159 145 0 0 2 0 0 20 0 0 0 41 2161 145 0 1648 2325 3973 24 2 26 1 20 21 1673 2347 4020 Out In Total 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 Right Thru Left Peds App.Tame Right Thru Left Peds App.Total Right Thru Left Peds ppp.Total Right Thru Left Peds ppp.Total Inc Total Time Peak Hour Analysis From 12:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Each Approach Begins 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 mins. 3 351 62 2 418 29 0 43 0 72 35 502 16 0 553 16 4 11 0 31 +30 mins. 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 General Traffic 11 146 207 4 1648 145 2 168 1 316 145 2159 21 0 2325 58 20 46 0 124 %Genendl Traffic 100 98. 99 100 98.4 100 100 100 100 100 100 99. 51. 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 0 1.7 0 0 1.4 0 0 0 0 0 0 0.1 0 0 0.1 0 0 0 0 0 TaMa U-Turns 0 0 2 0 2 0 0 0 0 0 0 0 20 0 20 0 0 0 0 0 %U-Turns 0 0 1 0 0.1 0 0 0 0 0 0 0 488. 0 0.9 0 0 0 0 0 Eagle Road In-Peak Hour:04:30 PM 1648 24 2 1674 11 1426 207 4 0Ll 24 0 0 0 0 2 0 11450 209 4 Right Thru Left Peds Peak Hour Data -oo-et � uv o o o o North CD w m to O N o o N N a L� General Traffic �? F c 4) o ~ 3+Axle Heavy Trucks C NOON j j o m ca x oo o o oo U-Turns ci m > ca n n CD a) o o)o >a 00000a°'o om 0 0 0 0 y o N M a m Left Thru Right Peds 21 21591 145 0 0 2 0 0 20 0 0 0 41 2161 145 0 2325 2 20 2347 In-Peak Hour:04:30 PM 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 : 7 Image 1 Eagle Road and River Valley Street Mer d a7,Hal-c J i 4 55 fo• !�i , 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 : 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 I App.Total Thru Left Peds App.Total Right 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 5 0 23 17 13 0 30 102 Total 58 135 0 193 69 17 0 86 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 ill 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 Tmcks 0 0.1 0 0.1 0 0 0 0 0 0.3 0 0.2 0.1 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 : 2 Records Avenue Out In Total 1020 [1178 [2:198 211 201179 00 382 756 40 0 1 0 382 7571 40 Right Thru Peds �M 0 Cl) North � �N m o m. 2/10/2021 07:00 AM C CO CO c0 C)L N N, 2/10/2021 05:45 PM V a o n y General Traffic >„ o O a 3+Axle HeavyTruck Left Thru Peds 155 652 5 0 0 0 155 652 5 1042 812 [ 1 0043 812 �1854 5 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 I Right-FThrn I Peds App.Total Thru Left Peds App.Total Right I Left Peds App.Total Int.Total Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 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 HeavyTNcks 0 0 0 0 0 0 0 0 0 0 0 0 0 Records Avenue Out In Total 100 193 0 0 100 L2933 58 135 0 0 0 0 58 135 0 Right Tlu Peds Peak Hour Data 0 T F North n o 0 0 o 00p Peak Hour Begins at 08:00 A al— > General Traffic . o o 3+Axle Heavy Trucks � a) Or n o- Left Thu Peds 17 69 0 0 0 0 17 69 0 183 86 2 99 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 : 4 Records Avenue Records Avenue River Valley Street From North From South From West Start Time Right I Thru I Peds App.Total Thru I Left Peds App.Total Right I Left Peds App.Total Int.Total Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 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 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 %3+Axle HeavyTNcks 0 0 0 0 0 0 0 0 0 0 0 0 Records Avenue In-Peak Hour:08:00 AM 193 0 193 581 135 0 01 0 0 58 135 0 Right T�u Peds Peak Hour Data C 2 C North in'000 g� � v o v r General Traffic e 3+Axle HeavyTrucks Y N N O N c Left Thru Peds 17 69 0 0 0 0 17 69 0 86 0 86 In-Peak Hour:08:00 AM 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 : 5 Records Avenue Records Avenue River Valley Street From North From South From West Start Time Right I Thru I Peds App.Total Thru Left Peds App.Total Right I Left Peds App.Total Int.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 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 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Records Avenue Out In Total i121 t296 12012 Right Thru Peds Peak Hour Data 0 o� a North n m o rn Peak Hour Begins at 05:00 P > + General Traffic O rn o rn c)o a) 3+Axle HeavyTrucks a Left Thu Peds 74 298 0 0 0 0 74 298 0 408 372 780 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 : 6 Records Avenue Records Avenue River Valley Street From North From South From West Start Time Right I Thru I Peds App.Total Thru I Left Peds App.Total Right I Left Peds App.Total Int.Total Peak Hour Analysis From 12:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 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 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 %3+Axle HeavyTNcks 0 0 0 0 0 0 0 0 0 0 0 0 Records Avenue In-Peak Hour:05:00 PM 440 0 440 1211 296 23 01 0 0 121 296 23 Right T�u Peds Peak Hour Data a � �0��� d North N N r General Traffic e 3+Axle HeavyTrucks Y � N N O N N >_o d c Left Thru Peds 74 298 0 0 0 0 74 298 0 372 0 372 In-Peak Hour:05:00 PM 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 : 7 Image 1 River Valley Street and Records Read Merd a7,Idaro i 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 : 1 Groups Printed-General Traffic-3+Axle Heavy Trucks-Turns Records Avenue Ustick Road Records Avenue Ustick Road From North From East From South From West Start Right Thru Left Peds App,Tolal Right Thru Left Peds App,Tam Right Thru Left Peds App,Tow Right Thru Left Peds App,Tow Int.Total Tulle 07:00 AM 6 7 7 0 20 4 90 5 0 99 4 3 3 0 10 3 94 0 0 97 226 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 1 5 13 9 1 28 1 3 122 19 0 144 1 12 4 5 0 21 1 15 170 3 0 188 1 381 Total 27 30 28 1 86 1 12 468 37 0 517 1 31 14 17 0 62 44 565 7 0 616 1 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 General Traffic 112 192 179 6 489 153 2335 471 11 2970 444 250 382 13 1089 347 2404 88 2 2841 7389 i Gea-i Traffic 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 2 1 0 0 3 0 1 0 0 1 1 0 0 0 1 0 4 2 0 6 11 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-Turns 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 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 : 2 Records Avenue Out In Total L:2 489L 980 3 50 1 4 2 986 112 192 179 6 2 1 0 0 0 0 0 0 114 193 179 6 Right Thru Left Peds 00 �1 UO LO J W OO W W NO .p 7V0a0 > North �N N NOW V C ° 2/ �=w w N N 0 07:00 AM 22 05:45 PM12021 rn O N U r M M° General Traffic �=� -4 o. N cq o M 3+Axle Heavy Truck j ON N NOON U-Turns o �p d CD Left Thru Ri ht Peds 382 250 444 13 0 0 1 0 0 0 0 0 382 250 445 13 1 1010 1089 2099 1 1 2 0 0 0 1011 1090 2101 Out In Total 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 : 3 Records Avenue Ustick Road Records Avenue Ustick Road From North From East From South From West Start Right Thru Left Peds App.Total Right Thru Left Peds App,Toml Right Thru Left Peds App,Tow Right Thru Left Peds App.Toml Int.Totat Time Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 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 ct•Dt,M Tiara 23 19 32 0 74 30 534 75 0 639 61 25 44 1 131 68 566 16 0 650 1494 i G-1 Trem� 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 2 0 0 0 2 0 1 0 0 1 0 0 0 0 0 0 2 2 0 4 7 '°""''-- 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 T�aa 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 A 74 L145 2 4 00 7 149 L 19 32 00 0 00 0 019 32 0 Right Thru Left Peds Peak Hour Data y�n O t0 N 0a0 F- N J 0000 iCi0 .� (0 N O co , worth o O to LO L� Peak Hour Begins at 08:00 A �?t� w lY NCO c0 ~ C CnO�W _n �oo�L General Traffic r oo�tt'o= ��_ 1 3+Axle Heavy Trucks -4 - Q co 0 7 U-Turns Cn 0 0 Cn �o o � OCO (O ---- y N j J.." N pN0000O W D Left Thru Ri ht Peds 44 25 61 1 0 0 0 0 0 0 0 0 44 25 61 1 M-2 131 1293 0 0 0 0 162 131 Out In Total 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 Right Thru Lett Peds App.Tam1 Right Thru Left Peds App.Total Right Thru Left Peds ppp.Total Right Thru Lett Peds ppp.Total Inc Total Time 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 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 mins. 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 TTatlic 27 29 28 1 85 30 534 75 0 639 61 25 44 1 131 61 649 10 0 720 General Traffic 100 96. 100 100 98.8 100 99. 100 0 99.8 100 100 100 100 100 100 100 100 0 100 AxICH<aryT c 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 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-Turns 0 0 0 0 0 1 0 0 0 0 0 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 28 1 0 1 0 0 0 0 0 0 27 30 28 1 Right Thru Left Peds Peak Hour Data < 0000 � J (D 0 0 0 o o)0 0 o North w C o o O o o O m �L� General Traffic �?c N '� Y 'o ~ 3+Axle Heavy Trucks O a 0 0 x c+Y �oomt U-Turns r o0—to� a �ai Innooccnn o0 O O O O y O C p 1v D N Q d N O o o 0 4 Left Thru Riciht Peds 44 25 61 1 0 0 0 0 0 0 0 0 44 25 61 1 131 0 0 131 In-Peak Hour:08:00 AM 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 -F Records Avenue Ustick Road Records Avenue Ustick Road From North From East From South From West Start Right Thru Left Peds App,Total Right Thru Left Peds App,Toml Right Thru Left Peds App,Total Right Thru Left Peds App.Totvt tatTota Time 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 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 %meal Traffic 100 100 100 0 100 100 100 100 100 100 100 100 100 100 100 100 99.8 100 0 99.9 100.0 A leHee T�c� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 A leHee 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.2 0 0 0.1 0.0 Tuctr 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 L218 167 L385 0 0 0 0 0 0 218 167 385 35 72 60 0 0 0 0 0 0 0 0 0 35 72 60 0 Right Thu Left Peds Peak Hour Data cc') —� *L�p� FO O J '*mOOm Ci O o'* in North C l0 C o ro ro (0 F—+ Peak Hour Begins at 05:00 P +—�a) 0) w �° �°r' °ram o 0 0 0= General Traffic r rn o o rn �0 1 3+Axle Heavy Trucks ,;—� 6; a M O O M U-Turns ro o o cfl O 'J O CD O N [L N W 0 0 00 00 O V— Left Thru Right Peds 155 124 187 5 0 0 0 0 0 0 0 0 155 124 187 5 376 4711847 0 0 0 0 376 471 Out In Total 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 Right Thru Lett Peds App.Tame Right Thru Left Peds App.Total Right Thru Left Peds ppp.Total Right Thru Lett Peds ppp.Total Inc Total Time Peak Hour Analysis From 12:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Each Approach Begins 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 mins. 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 G.—I Traffic 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 99. 100 0 99.9 3+AxICH<aryT c 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 %3+ple Hu, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.2 0 0 0.1 Trucke U-Tums 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 Records Avenue In-Peak Hour:04:45 PM 169 0 0 169 34 74 58 3 0 0 0 0 0 0 0 0 34 74 58 3 Right Thru Left Peds Peak Hour Data co O O co c3 J W O O W .0 to v o to > North w o o Ez—O ro (o �L� General Traffic �?o3 rn 'o ~ 3+pXle Heavy Trucks o o'o m c+Y �oo�t�3-� co o U-Turns r aooa� a i E Da IY --44 oo-4 Ao. 0000� In n a N a o o a F" Left Thru Riciht Peds 155 124 187 5 0 0 0 0 0 0 0 0 155 124 187 5 471 0 0 471 In-Peak Hour:05:00 PM 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 : 7 Image 1 Ustick Road and Records Road Nerr a7,ldarv IT ; J. .T"P7 �M1 - yf' t 4 •i• .._ L2 Data Collection 1-21DataCollection.com Study: KITT0191 Idaho (208)860-7554 Utah (801)413-2993 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 1 L2 Data Collection I-MataCol lection.com Study: KITT0191 Idaho (208)860-7554 Utah (801)413-2993 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 2 L2 Data Collection 1-21DataCollection.com Study: KITT0191 Idaho (208)860-7554 Utah (801)413-2993 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 3 L2 Data Collection 1-21DataCollection.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 1 L2 Data Collection I-MataCol lection.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 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 2 L2 Data Collection 1-21DataCollection.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 t 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 At 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 At 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 vls 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 H:126126050-Village Apartments TISlsynchro126050-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 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),vehlh/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+l l),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 H:126126050-Village Apartments TISlsynchro126050-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 SIB 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 - H:126126050-Village Apartments TISlsynchro126050-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 t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I 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 At 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 At 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 H:126126050-Village Apartments TISlsynchro126050-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 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I ttt r Di) 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),vehlh/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+l l),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 H:126126050-Village Apartments TISlsynchro126050-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 0.94 0.94 0.99 0.99 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 46 72 18 73 136 59 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 SIB EB Conflicting Lanes Left 1 2 0 Conflicting Approach Right NB EB Conflicting Lanes Right 2 0 2 HCM Control Delay 8.2 8.3 9.1 HCM LOS A A A Lane NBLnl NBLn2 EBLn1 EBLn2 SBLn1 Vol Left,% 100% 0% 100% 0% 0% Vol Thru, % 0% 100% 0% 0% 70% Vol Right,% 0% 0% 0% 100% 30% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 17 69 31 48 193 LT Vol 17 0 31 0 0 Through Vol 0 69 0 0 135 RT Vol 0 0 0 48 58 Lane Flow Rate 18 73 46 72 195 Geometry Grp 7 7 7 7 4 Degree of Util(X) 0.028 0.102 0.074 0.09 0.247 Departure Headway(Hd) 5.492 4.99 5.722 4.517 4.56 Convergence,Y/N Yes Yes Yes Yes Yes Cap 654 720 628 795 790 Service Time 3.211 2.708 3.442 2.237 2.577 HCM Lane V/C Ratio 0.028 0.101 0.073 0.091 0.247 HCM Control Delay 8.4 8.3 8.9 7.7 9.1 HCM Lane LOS A A A A A HCM 95th-tile 0 0.1 0.3 0.2 0.3 1 H:126126050-Village Apartments TISlsynchro126050-Existing 2021 AM.syn Synchro 10 Report Kittelson&Associates Pagel Queues Existing Conditions - Weekday AM Peak Hour 101: Records Avenue & Ustick Road II 26050-Village Apartments TIS -11 --,, 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 22 785 80 601 55 107 39 53 vlc Ratio 0.04 0.35 0.16 0.25 0.39 0.44 0.29 0.27 Control Delay 3.9 8.4 4.3 5.8 40.0 18.4 37.0 20.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.9 8.4 4.3 5.8 40.0 18.4 37.0 20.8 Queue Length 50th(ft) 2 92 9 36 26 14 18 11 Queue Length 95th(ft) 8 133 23 108 51 46 41 36 Internal Link Dist(ft) 1164 4863 2564 1285 Turn Bay Length(ft) 150 100 100 50 Base Capacity(vph) 654 2221 590 2449 398 544 379 509 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.03 0.35 0.14 0.25 0.14 0.20 0.10 0.10 Intersection Summary H:126126050-Village Apartments TISlsynchro126050-Existing 2021 AM.syn Synchro 10 Report Kittelson&Associates Page 1 Queues Existing Conditions - Weekday AM Peak Hour 103: Eagle Road & River Valley Street 26050-Village Apartments TIS -11 --1. 4--- t t Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 148 151 92 22 26 85 1594 38 85 1677 98 vlc Ratio 0.94 0.31 0.51 0.05 0.06 0.69 0.72 0.05 0.49 1.13 0.14 Control Delay 128.3 24.4 82.9 47.8 0.3 98.2 36.9 0.1 82.6 106.8 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 128.3 24.4 82.9 47.8 0.3 98.2 36.9 0.1 82.6 106.8 4.7 Queue Length 50th(ft) 157 59 48 18 0 88 484 0 45 -1070 0 Queue Length 95th(ft) 81 4 79 44 0 144 531 0 75 #1237 35 Internal Link Dist(ft) 234 1210 1916 1228 Turn Bay Length(ft) 125 175 200 425 100 200 150 Base Capacity(vph) 157 489 304 419 427 157 2218 752 304 1489 723 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.94 0.31 0.30 0.05 0.06 0.54 0.72 0.05 0.28 1.13 0.14 Intersection Summary Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. H:126126050-Village Apartments TISlsynchro126050-Existing 2021 AM.syn Synchro 10 Report Kittelson&Associates Page 2 HCM Signalized Intersection Capacity Analysis 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(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 At 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 At 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 H:126126050-Village Apartments TISlsynchro126050-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 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),vehlh/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+l l),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 H:126126050-Village Apartments TISlsynchro126050-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 SIB 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 - H:126126050-Village Apartments TISlsynchro126050-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 t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I 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 At 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 At 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 H:126126050-Village Apartments TISlsynchro126050-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 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I ttt r Di) 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),vehlh/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+l l),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 H:126126050-Village Apartments TISlsynchro126050-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 Vii + 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 SB NB Opposing Lanes 0 1 2 Conflicting Approach Left SIB 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,% 100% 0% 100% 0% 0% Vol Thru, % 0% 100% 0% 0% 71% Vol Right,% 0% 0% 0% 100% 29% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 74 298 174 112 417 LT Vol 74 0 174 0 0 Through Vol 0 298 0 0 296 RT Vol 0 0 0 112 121 Lane Flow Rate 75 301 198 127 469 Geometry Grp 7 7 7 7 4 Degree of Util(X) 0.141 0.523 0.403 0.216 0.753 Departure Headway(Hd) 6.767 6.258 7.332 6.11 5.787 Convergence,Y/N Yes Yes Yes Yes Yes Cap 528 575 490 585 623 Service Time 4.524 4.015 5.09 3.867 3.837 HCM Lane V/C Ratio 0.142 0.523 0.404 0.217 0.753 HCM Control Delay 10.6 15.7 15 10.6 24.4 HCM Lane LOS B C B B C HCM 95th-tile 0 0.5 3 1.9 0.8 6.8 H:126126050-Village Apartments TISlsynchro126050-Existing 2021 PM.syn Synchro 10 Report Kittelson&Associates Page 6 Queues Existing Conditions - Weekday PM Peak Hour 101: Records Avenue & Ustick Road II 26050-Village Apartments TIS -11 --,, 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 40 792 199 746 161 324 71 126 vlc Ratio 0.10 0.45 0.49 0.37 0.62 0.80 0.68 0.32 Control Delay 9.0 17.2 12.3 13.3 46.1 43.0 66.5 27.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.0 17.2 12.3 13.3 46.1 43.0 66.5 27.8 Queue Length 50th(ft) 8 161 46 137 98 160 44 57 Queue Length 95th(ft) 26 260 100 229 149 233 81 90 Internal Link Dist(ft) 1164 4863 2564 1285 Turn Bay Length(ft) 150 100 100 50 Base Capacity(vph) 487 1752 424 2012 372 549 149 543 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.08 0.45 0.47 0.37 0.43 0.59 0.48 0.23 Intersection Summary H:126126050-Village Apartments TISlsynchro126050-Existing 2021 PM.syn Synchro 10 Report Kittelson&Associates Page 1 Queues Existing Conditions - Weekday PM Peak Hour 103: Eagle Road & River Valley Street 26050-Village Apartments TIS -11 --1. 4--- t t Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 69 103 187 7 129 43 2275 153 215 1495 11 vlc Ratio 0.71 0.30 0.84 0.02 0.32 0.55 0.87 0.18 0.79 0.75 0.01 Control Delay 132.1 35.2 125.3 70.7 11.8 122.7 46.1 12.1 115.2 35.3 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 132.1 35.2 125.3 70.7 11.8 122.7 46.1 12.1 115.2 35.3 0.0 Queue Length 50th(ft) 95 52 134 8 0 60 978 49 153 796 0 Queue Length 95th(ft) 107 57 #200 27 68 109 1053 96 205 931 0 Internal Link Dist(ft) 234 1210 1916 1228 Turn Bay Length(ft) 125 175 200 425 100 200 150 Base Capacity(vph) 119 345 232 352 397 159 2621 840 309 1984 919 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.58 0.30 0.81 0.02 0.32 0.27 0.87 0.18 0.70 0.75 0.01 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. H:126126050-Village Apartments TISlsynchro126050-Existing 2021 PM.syn Synchro 10 Report Kittelson&Associates Page 2 Appendix F. Year 2021 Existing 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 t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I 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 At 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 At 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 H:126126050-Village Apartments TISlsynchro126050-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 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I ttt r Di) 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),vehlh/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+l l),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 H:126126050-Village Apartments TISlsynchro126050-Existing 2021 AM-MIT.syn Synchro 10 Report Kittelson&Associates Page 2 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 t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I 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 At 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 At 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 H:126126050-Village Apartments TISlsynchro126050-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 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I ttt r Di) 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),vehlh/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+l l),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 H:126126050-Village Apartments TISlsynchro126050-Existing 2021 PM-MIT.syn Synchro 10 Report Kittelson&Associates Page 2 Appendix G. 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 t 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 At 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 At 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 vls 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 H:126126050-Village Apartments TISlsynchro126050-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 --1. -*.-- 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),vehlh/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+l l),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 H:126126050-Village Apartments TISlsynchro126050-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 SIB 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 - H:126126050-Village Apartments TISlsynchro126050-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 t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I 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 At 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 At 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 H:126126050-Village Apartments TISlsynchro126050-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 --I. -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I ttt r Di) 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),vehlh/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+l l),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 H:126126050-Village Apartments TISlsynchro126050-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 Vii + 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 SIB 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,% 100% 0% 100% 0% 0% Vol Thru, % 0% 100% 0% 0% 70% Vol Right,% 0% 0% 0% 100% 30% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 18 73 33 51 205 LT Vol 18 0 33 0 0 Through Vol 0 73 0 0 143 RT Vol 0 0 0 51 62 Lane Flow Rate 20 81 37 57 228 Geometry Grp 7 7 7 7 4 Degree of Util(X) 0.03 0.112 0.059 0.073 0.285 Departure Headway(Hd) 5.453 4.951 5.813 4.607 4.511 Convergence,Y/N Yes Yes Yes Yes Yes Cap 658 726 618 779 800 Service Time 3.17 2.667 3.533 2.327 2.526 HCM Lane V/C Ratio 0.03 0.112 0.06 0.073 0.285 HCM Control Delay 8.3 8.3 8.9 7.7 9.3 HCM Lane LOS A A A A A HCM 95th-tile 0 0.1 0.4 0.2 0.2 1.2 H:126126050-Village Apartments TISlsynchro126050-BK 2024 AM.syn Synchro 10 Report Kittelson&Associates Page 6 Queues Background 2024 - Weekday AM Peak Hour 101: Records Avenue & Ustick Road II 26050-Village Apartments TIS -11 --,, 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 20 711 84 632 49 96 36 49 vlc Ratio 0.04 0.32 0.16 0.26 0.36 0.42 0.28 0.26 Control Delay 3.8 7.9 4.0 5.7 39.5 18.9 37.2 21.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.8 7.9 4.0 5.7 39.5 18.9 37.2 21.2 Queue Length 50th(ft) 2 80 9 37 23 13 17 10 Queue Length 95th(ft) 8 134 23 112 53 54 43 39 Internal Link Dist(ft) 1164 4863 2564 1285 Turn Bay Length(ft) 150 100 100 50 Base Capacity(vph) 644 2234 628 2465 399 539 383 506 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.03 0.32 0.13 0.26 0.12 0.18 0.09 0.10 Intersection Summary H:126126050-Village Apartments TISlsynchro126050-BK 2024 AM.syn Synchro 10 Report Kittelson&Associates Page 1 Queues Background 2024 - Weekday AM Peak Hour 103: Eagle Road & River Valley Street 26050-Village Apartments TIS -11 --1. 4--- t t Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 58 59 97 23 27 87 1636 39 93 1839 108 vlc Ratio 0.56 0.15 0.23 0.05 0.05 0.69 0.75 0.05 0.51 0.87 0.15 Control Delay 92.4 18.7 70.7 45.5 0.2 98.4 38.7 0.1 82.9 46.7 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 92.4 18.7 70.7 45.5 0.2 98.4 38.7 0.1 82.9 46.7 5.9 Queue Length 50th(ft) 60 13 52 18 0 90 506 0 49 633 4 Queue Length 95th(ft) 109 53 84 45 0 152 585 0 80 721 43 Internal Link Dist(ft) 234 1210 1916 1228 Turn Bay Length(ft) 125 175 200 425 100 200 150 Base Capacity(vph) 157 445 500 510 497 157 2182 741 304 2110 714 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.37 0.13 0.19 0.05 0.05 0.55 0.75 0.05 0.31 0.87 0.15 Intersection Summary H:126126050-Village Apartments TISlsynchro126050-BK 2024 AM.syn Synchro 10 Report Kittelson&Associates Page 2 HCM Signalized Intersection Capacity Analysis 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(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 At 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 At 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 H:126126050-Village Apartments TISlsynchro126050-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 --1. -*.-- 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),vehlh/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+l l),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 H:126126050-Village Apartments TISlsynchro126050-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 SIB 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 - H:126126050-Village Apartments TISlsynchro126050-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 t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I 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 At 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 At 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 H:126126050-Village Apartments TISlsynchro126050-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 --I. -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I ttt r Di) 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),vehlh/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+l l),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 H:126126050-Village Apartments TISlsynchro126050-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 Vii + 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 SIB 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,% 100% 0% 100% 0% 0% Vol Thru, % 0% 100% 0% 0% 71% Vol Right,% 0% 0% 0% 100% 29% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 79 316 185 119 442 LT Vol 79 0 185 0 0 Through Vol 0 316 0 0 314 RT Vol 0 0 0 119 128 Lane Flow Rate 86 343 201 129 480 Geometry Grp 7 7 7 7 4 Degree of Util(X) 0.163 0.604 0.419 0.225 0.788 Departure Headway(Hd) 6.839 6.329 7.498 6.274 5.904 Convergence,Y/N Yes Yes Yes Yes Yes Cap 523 567 479 569 610 Service Time 4.603 4.094 5.266 4.04 3.961 HCM Lane V/C Ratio 0.164 0.605 0.42 0.227 0.787 HCM Control Delay 10.9 18.4 15.6 10.9 27.5 HCM Lane LOS B C C B D HCM 95th-tile 0 0.6 4 2 0.9 7.6 H:126126050-Village Apartments TISlsynchro126050-BK 2024 PM.syn Synchro 10 Report Kittelson&Associates Page 6 Queues Background 2024 - Weekday PM Peak Hour 101: Records Avenue & Ustick Road II 26050-Village Apartments TIS -11 --,, 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 42 840 209 783 171 344 67 118 vlc Ratio 0.11 0.49 0.55 0.40 0.62 0.82 0.66 0.29 Control Delay 9.5 18.5 14.2 14.2 44.8 44.5 63.6 25.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.5 18.5 14.2 14.2 44.8 44.5 63.6 25.9 Queue Length 50th(ft) 9 182 51 152 103 173 41 51 Queue Length 95th(ft) 27 280 104 244 157 254 85 90 Internal Link Dist(ft) 1164 4863 1553 1285 Turn Bay Length(ft) 150 100 100 50 Base Capacity(vph) 463 1708 398 1976 377 549 140 543 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.09 0.49 0.53 0.40 0.45 0.63 0.48 0.22 Intersection Summary H:126126050-Village Apartments TISlsynchro126050-BK 2024 PM.syn Synchro 10 Report Kittelson&Associates Page 1 Queues Background 2024 - Weekday PM Peak Hour 103: Eagle Road & River Valley Street 26050-Village Apartments TIS -11 --1. 4--- t t Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 48 71 195 7 133 45 2389 160 231 1603 13 vlc Ratio 0.58 0.22 0.87 0.02 0.32 0.57 0.91 0.19 0.82 0.56 0.01 Control Delay 123.3 26.3 128.5 69.7 11.4 123.1 49.1 12.8 117.5 27.2 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 123.3 26.3 128.5 69.7 11.4 123.1 49.1 12.8 117.5 27.2 0.0 Queue Length 50th(ft) 66 22 140 8 0 62 1088 54 164 495 0 Queue Length 95th(ft) 119 76 #213 27 70 113 1154 103 219 565 0 Internal Link Dist(ft) 234 1210 1916 843 Turn Bay Length(ft) 125 175 200 425 100 200 150 Base Capacity(vph) 119 329 232 378 419 159 2635 844 309 2874 926 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.40 0.22 0.84 0.02 0.32 0.28 0.91 0.19 0.75 0.56 0.01 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. H:126126050-Village Apartments TISlsynchro126050-BK 2024 PM.syn Synchro 10 Report Kittelson&Associates Page 2 Appendix H . 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 t 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 At 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 At 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 vls 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 H:126126050-Village Apartments TISlsynchro126050-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 -*--- 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),vehlh/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+l l),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 H:126126050-Village Apartments TISlsynchro126050-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 SIB 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 - H:126126050-Village Apartments TISlsynchro126050-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 t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I 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 At 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 At 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 H:126126050-Village Apartments TISlsynchro126050-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 --1. -*.-- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I ttt r Di) 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),vehlh/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+l l),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 H:126126050-Village Apartments TISlsynchro126050-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 Vii + 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 SIB Opposing Approach SB NB Opposing Lanes 0 1 2 Conflicting Approach Left SIB 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,% 100% 0% 100% 0% 0% Vol Thru, % 0% 100% 0% 0% 63% Vol Right,% 0% 0% 0% 100% 37% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 29 80 37 53 259 LT Vol 29 0 37 0 0 Through Vol 0 80 0 0 164 RT Vol 0 0 0 53 95 Lane Flow Rate 32 89 41 59 288 Geometry Grp 7 7 7 7 4 Degree of Util(X) 0.049 0.124 0.068 0.078 0.361 Departure Headway(Hd) 5.526 5.023 5.996 4.788 4.521 Convergence,Y/N Yes Yes Yes Yes Yes Cap 649 715 598 748 797 Service Time 3.248 2.745 3.724 2.516 2.538 HCM Lane V/C Ratio 0.049 0.124 0.069 0.079 0.361 HCM Control Delay 8.5 8.5 9.2 7.9 10.1 HCM Lane LOS A A A A B HCM 95th-tile 0 0.2 0.4 0.2 0.3 1.7 H:126126050-Village Apartments TISlsynchro126050-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 BT 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 SIB 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 - H:126126050-Village Apartments TISlsynchro126050-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 + 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 - H:126126050-Village Apartments TISlsynchro126050-TT 2024 AM.syn Synchro 10 Report Kittelson&Associates Page 8 Queues Total 2024 - Weekday AM Peak Hour 101: Records Avenue & Ustick Road II 26050-Village Apartments TIS -11 --,, 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 33 735 94 632 80 108 36 68 vlc Ratio 0.06 0.34 0.19 0.28 0.49 0.40 0.23 0.29 Control Delay 4.7 9.4 5.1 7.8 41.3 17.1 33.0 22.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.7 9.4 5.1 7.8 41.3 17.1 33.0 22.9 Queue Length 50th(ft) 4 91 11 74 38 16 16 18 Queue Length 95th(ft) 14 157 30 126 75 57 41 51 Internal Link Dist(ft) 1164 4863 1551 1285 Turn Bay Length(ft) 150 100 100 50 Base Capacity(vph) 627 2141 604 2290 393 545 378 524 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.05 0.34 0.16 0.28 0.20 0.20 0.10 0.13 Intersection Summary H:126126050-Village Apartments TISlsynchro126050-TT 2024 AM.syn Synchro 10 Report Kittelson&Associates Page 1 Queues Total 2024 - Weekday AM Peak Hour 103: Eagle Road & River Valley Street 26050-Village Apartments TIS -11 --,, 4--- t t Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 58 59 108 23 64 87 1697 43 172 1883 108 vlc Ratio 0.56 0.16 0.26 0.05 0.13 0.69 0.81 0.06 0.68 0.89 0.15 Control Delay 92.4 19.0 70.5 45.5 2.1 98.4 43.2 0.2 85.4 47.3 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 92.4 19.0 70.5 45.5 2.1 98.4 43.2 0.2 85.4 47.3 5.9 Queue Length 50th(ft) 60 13 57 18 0 90 561 0 91 658 4 Queue Length 95th(ft) 109 54 90 45 9 152 641 0 132 747 43 Internal Link Dist(ft) 234 1210 1916 839 Turn Bay Length(ft) 125 175 200 425 100 200 150 Base Capacity(vph) 157 441 489 504 493 157 2094 715 304 2127 719 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.37 0.13 0.22 0.05 0.13 0.55 0.81 0.06 0.57 0.89 0.15 Intersection Summary H:126126050-Village Apartments TISlsynchro126050-TT 2024 AM.syn Synchro 10 Report Kittelson&Associates Page 2 HCM Signalized Intersection Capacity Analysis 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(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 At 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 At 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 H:126126050-Village Apartments TISlsynchro126050-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 -*--- 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),vehlh/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+l l),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 H:126126050-Village Apartments TISlsynchro126050-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 SIB 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 - H:126126050-Village Apartments TISlsynchro126050-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 t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I 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 At 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 At 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 H:126126050-Village Apartments TISlsynchro126050-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 --1. -*.-- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I ttt r Di) 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),vehlh/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+l l),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 H:126126050-Village Apartments TISlsynchro126050-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 Vii + 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 SIB Opposing Approach SB NB Opposing Lanes 0 1 2 Conflicting Approach Left SIB 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,% 100% 0% 100% 0% 0% Vol Thru, % 0% 100% 0% 0% 69% Vol Right,% 0% 0% 0% 100% 31% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 84 328 192 120 469 LT Vol 84 0 192 0 0 Through Vol 0 328 0 0 325 RT Vol 0 0 0 120 144 Lane Flow Rate 91 357 209 130 510 Geometry Grp 7 7 7 7 4 Degree of Util(X) 0.176 0.637 0.442 0.232 0.846 Departure Headway(Hd) 6.942 6.432 7.625 6.399 5.972 Convergence,Y/N Yes Yes Yes Yes Yes Cap 515 560 470 558 607 Service Time 4.715 4.205 5.401 4.173 4.035 HCM Lane V/C Ratio 0.177 0.637 0.445 0.233 0.84 HCM Control Delay 11.2 19.9 16.4 11.1 33.5 HCM Lane LOS B C C B D HCM 95th-tile 0 0.6 4.5 2.2 0.9 9.2 H:126126050-Village Apartments TISlsynchro126050-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 BT 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 - H:126126050-Village Apartments TISlsynchro126050-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 + 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 - H:126126050-Village Apartments TISlsynchro126050-TT 2024 PM.syn Synchro 10 Report Kittelson&Associates Page 8 Queues Total 2024 - Weekday PM Peak Hour 101: Records Avenue & Ustick Road II 26050-Village Apartments TIS -11 --,, 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 47 868 215 783 188 350 67 131 vlc Ratio 0.12 0.52 0.58 0.42 0.68 0.82 0.64 0.32 Control Delay 9.8 19.3 15.4 15.5 48.0 44.5 61.2 27.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.8 19.3 15.4 15.5 48.0 44.5 61.2 27.8 Queue Length 50th(ft) 11 193 54 154 114 178 40 60 Queue Length 95th(ft) 29 291 107 245 175 261 85 102 Internal Link Dist(ft) 1164 4863 1553 1285 Turn Bay Length(ft) 150 100 100 50 Base Capacity(vph) 449 1677 387 1886 368 548 140 543 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.10 0.52 0.56 0.42 0.51 0.64 0.48 0.24 Intersection Summary H:126126050-Village Apartments TISlsynchro126050-TT 2024 PM.syn Synchro 10 Report Kittelson&Associates Page 1 Queues Total 2024 - Weekday PM Peak Hour 103: Eagle Road & River Valley Street 26050-Village Apartments TIS -11 --1' 4--- t t Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 48 71 201 7 149 45 2434 168 263 1622 13 vlc Ratio 0.58 0.22 0.89 0.02 0.34 0.57 0.93 0.20 0.89 0.56 0.01 Control Delay 123.3 26.3 130.8 69.7 11.2 123.1 52.4 13.6 122.8 27.4 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 123.3 26.3 130.8 69.7 11.2 123.1 52.4 13.6 122.8 27.4 0.0 Queue Length 50th(ft) 66 22 144 8 0 62 1138 61 188 504 0 Queue Length 95th(ft) 119 76 #224 27 73 113 1196 110 #267 574 0 Internal Link Dist(ft) 234 1210 1916 843 Turn Bay Length(ft) 125 175 200 425 100 200 150 Base Capacity(vph) 119 328 232 378 432 159 2610 836 309 2874 926 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.40 0.22 0.87 0.02 0.34 0.28 0.93 0.20 0.85 0.56 0.01 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. H:126126050-Village Apartments TISlsynchro126050-TT 2024 PM.syn Synchro 10 Report Kittelson&Associates Page 2 Appendix I . Eagle Road/River Valley Street Signal Timing Analysis Synchro Worksheets Timings Total 2024 - Weekday PM Peak Hour 103: Eagle Road & River Valley Street 26050-Village Apartments TIS -11 --,, 4--- t t Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I ttt r M ttt r Traffic Volume(vph) 46 18 193 7 143 43 2337 161 252 1557 12 Future Volume(vph) 46 18 193 7 143 43 2337 161 252 1557 12 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 Detector Phase 1 6 5 2 2 3 8 8 7 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 11.0 41.0 11.0 44.0 44.0 11.0 34.0 34.0 11.0 25.0 25.0 Total Split(s) 21.0 40.0 25.0 44.0 44.0 26.0 119.0 119.0 26.0 119.0 119.0 Total Split(%) 10.0% 19.0% 11.9% 21.0% 21.0% 12.4% 56.7% 56.7% 12.4% 56.7% 56.7% Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 5.0 5.0 4.0 5.0 5.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 1.0 1.0 2.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None Max Max None Min Min None C-Min C-Min Act Effct Green(s) 10.4 36.4 16.6 45.0 45.0 10.0 113.8 113.8 19.2 125.3 125.3 Actuated g/C Ratio 0.05 0.17 0.08 0.21 0.21 0.05 0.54 0.54 0.09 0.60 0.60 v/c Ratio 0.58 0.23 0.78 0.02 0.34 0.57 0.93 0.20 0.89 0.56 0.01 Control Delay 123.3 27.5 115.5 69.7 11.2 123.1 52.4 13.6 122.8 27.4 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 123.3 27.5 115.5 69.7 11.2 123.1 52.4 13.6 122.8 27.4 0.0 LOS F C F E B F D B F C A Approach Delay 66.2 71.1 51.1 40.4 Approach LOS E E D D Intersection Summary Cycle Length:210 Actuated Cycle Length:210 Offset:80(38%), Referenced to phase 4:SBT,Start of Green Natural Cycle: 150 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.93 Intersection Signal Delay:48.9 Intersection LOS: D Intersection Capacity Utilization 111.1% ICU Level of Service H Analysis Period(min) 15 Splits and Phases: 103: Eagle Road&River Valley Street 01 02 03 04'R'- 5 -1"06 O7 H:126126050-Village Apartments TISlsynchro126050-TT 2024 PM-MIT(signal timing).syn Synchro 10 Report Kittelson&Associates Page 1 Queues Total 2024 - Weekday PM Peak Hour 103: Eagle Road & River Valley Street 26050-Village Apartments TIS -11 --1' 4--- t t Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 48 71 201 7 149 45 2434 168 263 1622 13 v/c Ratio 0.58 0.23 0.78 0.02 0.34 0.57 0.93 0.20 0.89 0.56 0.01 Control Delay 123.3 27.5 115.5 69.7 11.2 123.1 52.4 13.6 122.8 27.4 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 123.3 27.5 115.5 69.7 11.2 123.1 52.4 13.6 122.8 27.4 0.0 Queue Length 50th(ft) 66 23 143 8 0 62 1138 61 188 504 0 Queue Length 95th(ft) 119 78 193 27 73 113 1196 110 #267 574 0 Internal Link Dist(ft) 234 1210 1916 843 Turn Bay Length(ft) 125 175 200 425 100 200 150 Base Capacity(vph) 119 314 294 378 432 159 2610 836 309 2874 926 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.40 0.23 0.68 0.02 0.34 0.28 0.93 0.20 0.85 0.56 0.01 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. H:126126050-Village Apartments TISlsynchro126050-TT 2024 PM-MIT(signal timing).syn Synchro 10 Report Kittelson&Associates Page 2 HCM 6th Signalized Intersection Summary Total 2024 - Weekday PM Peak Hour 103: Eagle Road & River Valley Street 26050-Village Apartments TIS -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t r I 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,vehlh/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 61 166 232 321 270 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,vehlh 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),vehlh/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 0 226 232 321 270 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 0 252 296 321 270 161 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 80.3 96.6 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 16.1 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 6.0 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 80.6 112.6 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 92.2 100.8 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 20.9 36.6 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 19.0 34.0 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 0.1 0.2 0.1 19.7 Intersection Summary HCM 6th Ctrl Delay 43.9 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. H:126126050-Village Apartments TISlsynchro126050-TT 2024 PM-MIT(signal timing).syn Synchro 10 Report Kittelson&Associates Page 3 Appendix J . Turn-Lane Analysis Worksheets 26050 Village Apartments Turn Lane Warrants Records Avenue/Site Access B SB Right Turn Lane Legend Figure 6—Right-Turn Lane Guidelines for Two-Lane Roadways AM '4C PM ov-Roac I speed Speed 40 mph km1h) Assumed to be ;s r110 30 mph go krnlh Add Right-T.r SB Right Turn a r� Lane is not € warranted a 50 m h E ao y s t E0(55 40 km� ) 20 .f 60 mph I100 m'ni 0 200 300 4=: tat 'CC 3CC 50C 1CCC 1100 1200 kl.jo R..d VM...lone dirrchon}.v�hfh NB Left Turn Lane Figure 1 —Left-Turn Lane Guidelines for Two-Lane Roads less than or equal to 40 mph 40% 20% 15% 10% n VA a0c Ada Len-r 10.4% (AM), 73C Lane 3.7% (PM) left-turns 90C L NB Left Turn Lane is a warranted 0 N n'one �3c 100-- 1 \ \\ X D 0 10D 200 3D0 400 5c0 Advancing Volume(Vj,vehlh 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 Page 75 Figure 3B-1. Right-Turn Lane Warrant • r 100 d NB Right Turn gp 'dos Lane is warranted 3 fi� Right-turn lane G r¢ warranted Legend 9 40 P°4ea5pe S�Ah AM C s fi h ea H 2t) PM Right-tum lane 4L not warrantedI I J_ r 0 0 0 0 0 0 0 0 0 0 0 O N M � 0 CAD I� Oho N 0 � Highway Volume (veh/hrlln) (Outside Lane Only, Including Right-turn Volume) Kittelson &Associates, Inc. April 2021