Loading...
HomeMy WebLinkAbout32 - TIA -Carmax 4-6-15 TENW Transportation Engineering NorthWest Transportation Planning | Design | Traffic Impact & Operations 11400 SE 8th Street, Suite 200, Bellevue, WA 98004 | Office (425) 889-6747 MEMORANDUM DATE: April 6, 2015 TO: Jan Illian City of Renton Public Works FROM: Chris Forster, P.E. TENW SUBJECT: Renton CarMax Traffic Impact Analysis TENW Project No. 4827 This memorandum documents the traffic impact analysis completed for the proposed Renton CarMax project located at 3751 East Valley Road in Renton, Washington (see Figure 1). Executive Summary Project Description. The existing site includes a 13-screen movie theater totaling 74,306 square feet, which would be removed. The proposed CarMax project would include up to 20,300 square feet of automobile sales/service uses. There are four access driveways connecting the site that are proposed to remain unchanged and are shared with neighboring commercial businesses. Two full access driveways are located along East Valley Road, one full access driveway is located on SW 41st Street, and another full access (signalized) driveway is located west of the site at the intersection of Lind Ave SW/SW 39th Street. The project is anticipated to be built and occupied in 2017. Trip Generation. The proposed CarMax project is estimated to result in a net reduction in weekday daily trips (-1,623 trips) with 39 net new trips occurring during the weekday AM peak hour (29 entering, 10 exiting), and a net reduction in weekday PM peak hour trips (-124 trips). Given the net reduction in daily and PM peak hour trips, our traffic operations analysis focusses on the impacts of the project during the AM peak hour only. Local Traffic Operations. The study intersections and stop controlled movements at the site driveways currently operate at LOS D or better in the AM peak hour, and are expected to continue to operate at LOS D or better in 2017 without or with the proposed CarMax project. Mitigation SEPA Mitigation. No significant adverse transportation impacts are anticipated with the proposed CarMax Renton project. The site driveways and study intersections as currently configured will operate at acceptable levels during the AM peak hour, and the project will reduce traffic at the site driveways and study intersections during the PM peak hour and on a weekday daily basis. A potential new southbound right-turn lane at the south site driveway on East Valley Road, which was specifically discussed at the pre-application meeting, is not warranted based on our analysis. In summary, no offsite traffic mitigation is proposed and no improvements to the existing site driveways are recommended. Transportation Impact Fees. Based on the City of RentonÊs Rate Study for Impact Fees for Transportation, Parks, and Fire Protection and adopted Ordinance 5670, transportation impact fees are based on PM peak hour trip generation, and a credit is given for existing uses that will be removed. Because the proposed CarMax development will generate less traffic during the PM peak hour than the existing Movie Theater that it will replace, the project will not have an impact on the transportation system in the PM peak hour. Therefore, the payment of transportation impact fees for this project is not required. Traffic Impact Analysis – Renton CarMax TENW April 6, 2015 Page 2 Insert Figure 1 (Vicinity Map) Traffic Impact Analysis – Renton CarMax TENW April 6, 2015 Page 3 Introduction Based on our discussions, the following items are addressed in this traffic impact analysis: · Project description · Trip generation · Trip distribution and assignment · Traffic volume forecasts · Traffic operations at local study intersections and site driveways · Mitigation Project Description The development site is located on the northwest corner of the intersection of East Valley Road and SW 41st Street (see site vicinity map in Figure 1). The existing site includes a 13-screen movie theater totaling 74,306 square feet, which would be removed. The proposed CarMax project would include up to 20,300 square feet of automobile sales/service uses. There are four access driveways connecting the site that are proposed to remain unchanged and are shared with neighboring commercial businesses. Two full access driveways are located along East Valley Road, one full access driveway is located on SW 41st Street, and another full access (signalized) driveway is located west of the site at the intersection of Lind Ave SW/SW 39th Street. Trucks would access the site by entering the north driveway on East Valley Road and exiting at the south driveway on East Valley Road. Customers and employees would primarily use the south driveway on East Valley Road and the driveway on SW 41st Street, with minor usage of the driveway on Lind Ave SW. The project is anticipated to be built and occupied in 2017. A preliminary site plan for the redevelopment is provided in Figure 2. Trip Generation The trip generation estimates for the proposed CarMax project were based on methodology in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9th edition, for Automobile Sales (LUC 841) and Multiplex Movie Theater (LUC 445). The net new trip generation was calculated by subtracting the trips from the movie theater to be removed from the trips generated by the proposed CarMax. The resulting net new weekday daily, AM and PM peak hour trips are summarized in Table 1. A detailed trip generation estimate is included in Attachment A. Table 1 CarMax Renton Trip Generation Summary Net New Trips Generated Weekday Time Period In Out Total Daily -811 -812 -1,623 AM Peak Hour 29 10 39 PM Peak Hour -59 -65 -124 Traffic Impact Analysis – Renton CarMax TENW April 6, 2015 Page 4 INSERT FIGURE 2 (Site Plan) Traffic Impact Analysis – Renton CarMax TENW April 6, 2015 Page 5 As shown in Table 1, the proposed CarMax project is estimated to result in a net reduction in weekday daily trips (-1,623 trips) with 39 net new trips occurring during the weekday AM peak hour (29 entering, 10 exiting), and a net reduction in weekday PM peak hour trips (-124 trips). Given the net reduction in daily and PM peak hour trips associated with the CarMax project, our traffic operations analysis focusses on the impacts of the project during the AM peak hour only. Trip Distribution and Assignment The distribution of net new AM peak hour project trips in the study area was based on the assumptions used in the recently completed traffic study for the nearby IKEA redevelopment. The distribution on roadways in the project vicinity was based on existing traffic patterns in the AM peak hour. The assignment of trips at the site driveways was estimated based on the intended usage of the driveways and the allocation of parking within the site. The AM peak hour project trip distribution and assignment at the study intersections and site driveways are shown in Figure 3. Traffic Volumes Forecasts Existing weekday AM peak hour traffic counts were collected by All Traffic Data, Inc. at the following study intersections and site driveways: 1. E Valley Rd/SW 41st St/SR-167 SB Ramps (traffic signal) 2. E Valley Rd/South Site Driveway (EB/WB stop controlled) 3. E Valley Rd/North Site Driveway (EB/WB stop controlled) 4. SW 41st ST/Site Driveway (NB/SB stop controlled) 5. Lind Ave SW/SW 39th St/Site Driveway (traffic signal) The AM peak hour volumes represent the highest hourly volumes observed between 7:00 AM and 9:00 AM. The existing AM peak hour traffic counts are summarized in Figure 4. Year 2017 without-project AM peak hour baseline traffic volumes were estimated based on the assumption of a 2 percent annual growth rate, consistent with other studies conducted in the area. In addition, the estimated new project trips from the approved IKEA redevelopment were included to account for pipeline development. The year 2017 baseline AM peak hour volumes are shown in Figure 5. Future 2017 with-project AM peak hour traffic volumes were estimated by adding the trip assignment from the proposed project (Figure 3) to the year 2017 without-project volumes (Figure 5). The resulting 2017 with-project AM peak hour traffic volumes at the study intersections and site driveways are shown in Figure 6. Traffic Impact Analysis – Renton CarMax TENW April 6, 2015 Page 6 Fig 3: Trip Distribution/Assignment Traffic Impact Analysis – Renton CarMax TENW April 6, 2015 Page 7 Fig 4: 2015 Existing AM Volumes Traffic Impact Analysis – Renton CarMax TENW April 6, 2015 Page 8 Fig 5 2017 Without Project AM Volumes Traffic Impact Analysis – Renton CarMax TENW April 6, 2015 Page 9 Fig 6: 2017 With-Project AM Volumes Traffic Impact Analysis – Renton CarMax TENW April 6, 2015 Page 10 Traffic Operations at Study Intersections & Site Driveways An existing 2015, 2017 without project, and 2017 with project AM peak hour level of service (LOS) analysis was conducted at the study intersections and site driveways. LOS generally refers to the degree of congestion on a roadway or intersection. It is a measure of vehicle operating speed, travel time, travel delays, and driving comfort. A letter scale from A to F generally describes intersection LOS. At signalized intersections, LOS A represents free-flow conditions (motorists experience little or no delays), and LOS F represents forced-flow conditions where motorists experience an average delay in excess of 80 seconds per vehicle. The LOS reported for signalized intersections represents the average control delay (sec/veh) and can be reported for the overall intersection, for each approach, and for each lane group (additional v/c ratio criteria apply to lane group LOS only). The LOS reported at stop-controlled intersections is based on the average control delay and can be reported for each controlled minor approach, controlled minor lane group, and controlled major-street movement (and for the overall intersection at all-way stop controlled intersections. Additional v/c ratio criteria apply to lane group or movement LOS only). Table 2 outlines the current HCM 2010 LOS criteria for signalized and stop-controlled intersections based on these methodologies. Table 2 LOS Criteria for Signalized and Stop-Controlled Intersections1 SIGNALIZED INTERSECTIONS STOP-CONTROLLED INTERSECTIONS LOS by Volume-to Capacity (V/C) Ratio2 LOS by Volume-to Capacity (V/C) Ratio3 Control Delay (sec/veh) £ 1.0 > 1.0 Control Delay (sec/veh) £ 1.0 > 1.0 £ 10 A F £ 10 A F > 10 to £ 20 B F > 10 to £ 15 B F > 20 to £ 35 C F > 15 to £ 25 C F > 35 to £ 55 D F > 25 to £ 35 D F > 55 to £ 80 E F > 35 to £ 50 E F > 80 F F > 50 F F 1 Source: HCM2010 Highway Capacity Manual, Transportation Research Board, 2010. 2 For approach-based and intersection-wide assessments at signals, LOS is defined solely by control delay. 3 For two-way stop controlled intersections, the LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major-street approaches or for the intersection as a whole at two-way stop controlled intersections. For approach-based and intersection-wide assessments at all-way stop controlled intersections, LOS is solely defined by control delay. Level of service calculations for intersections were based on methodology and procedures outlined in the 2010 update of the Highway Capacity Manual, Transportation Research Board (HCM 2010) using Synchro 8.0 traffic analysis software. Existing signal timing used in the analysis was provided by the City of Renton. Existing intersection geometry was used in the analysis of existing and future conditions as no modifications to the existing intersections or driveways are currently planned by the City or by CarMax. Traffic Impact Analysis – Renton CarMax TENW April 6, 2015 Page 11 The AM peak hour LOS analysis results are summarized in Table 3. The LOS worksheets are included in Attachment B. Table 3 AM Peak Hour LOS Summary at Study Intersections & Site Driveways 2015 Existing 2017 Baseline 2017 With-Project Study Intersection / Stop Controlled Mvmt LOS Delay (sec) LOS Delay (sec) LOS Delay (sec) Signalized Intersections #1 E Valley Rd/SW 41st/SR-167 SB Ramps D 48.9 D 50.9 D 51.4 #5 Lind Ave SW/SW 39th St/Site Access A 6.7 A 6.7 A 6.7 Stop-Controlled Intersections #2 E Valley Rd/South Site Access NB Left (entering site) A 7.6 A 7.6 A 7.7 EB Shared Lt-Th-Rt (exiting site) B 13.2 B 13.5 B 12.9 WB Shared Lt-Th-Rt B 12.6 B 12.9 B 12.9 SB Left A 9.2 A 9.3 A 9.3 #3 E Valley Rd/North Site Access NB Left (entering site) A 7.6 A 7.6 A 7.6 EB Left (exiting site) C 16.8 C 17.3 C 17.4 EB Right (exiting site) A 9.5 A 9.5 A 9.5 WB Shared Lt-Th-Rt C 15.0 C 15.4 C 15.5 SB Left A 0.0 A 0.0 A 0.0 #4 SW 41st St/Site Access NB Shared Lt-Th-Rt A 9.5 A 9.5 A 9.6 EB Left (entering site) A 8.8 A 8.8 A 8.9 WB Left A 7.4 A 7.5 A 7.5 SB Shared Lt-Th-Rt (exiting site) B 10.6 B 10.6 B 11.0 As shown in Table 3, the study intersections and stop controlled movements at site driveways currently operate at LOS D or better in the AM peak hour, and are expected to continue to operate at LOS D or better in 2017 without or with the proposed CarMax project. Mitigation SEPA Mitigation No significant adverse transportation impacts are anticipated with the proposed CarMax Renton project. The site driveways and study intersections as currently configured will operate at acceptable levels during the AM peak hour, and the project will reduce traffic at the site driveways and study intersections during the PM peak hour and on a weekday daily basis. A potential new southbound right-turn lane at the south site driveway on East Valley Road, which was specifically discussed at the pre-application meeting, is not warranted based on our analysis. In summary, no offsite traffic mitigation is proposed and no improvements to the existing site driveways are recommended. Traffic Impact Analysis – Renton CarMax TENW April 6, 2015 Page 12 Transportation Impact Fees Long-term traffic impacts in the City of Renton are mitigated by the projects included in the CityÊs capital facilities plan (CFP). The CFP projects are funded through the payment of City of Renton transportation impact fees. Based on this process, a fee is assessed upon a development to pay for a proportionate share of the cost of public facilities needed to serve new growth and development. Renton transportation impact fees are based on the CFP and a projected amount of growth. Based on the City of RentonÊs Rate Study for Impact Fees for Transportation, Parks, and Fire Protection dated August 26, 2011 and adopted Ordinance 5670, transportation impact fees are based on PM peak hour trip generation, and a credit is given for existing uses that will be removed. Because the proposed CarMax development will generate less traffic during the PM peak hour than the existing Movie Theater that it will replace, the project will not have an impact on the transportation system in the PM peak hour. Therefore, the payment of transportation impact fees for this project is not required. If you have any questions regarding the information presented in this analysis, please call me at 206-498- 5897 or email at forster@tenw.com. cc: Sarah Pangelinan, Pacland Attachments Traffic Impact Analysis – Renton CarMax ATTACHMENT A ITE Land Use Size Units 1 LUC2 Enter Exit Enter Exit Total DAILY Proposed Use: Automobile Sales 20,300 GFA 841 32.30 50% 50% 328 328 656 Less Exiting Use Multiplex Movie Theater3 13 Screens 445 175.27 50% 50% -1,139 -1,140 -2,279 -811 -812 -1,623 AM PEAK HOUR Proposed Use: Automobile Sales 20,300 GFA 841 1.92 75% 25% 29 10 39 Less Exiting Use Multiplex Movie Theater4 13 Screens 445 0 0 0 29 10 39 PM PEAK HOUR Proposed Use: Automobile Sales 20,300 GFA 841 2.62 40% 60% 21 32 53 Less Exiting Use Multiplex Movie Theater 13 Screens 445 13.64 45% 55% -80 -97 -177 -59 -65 -124 Notes: 1 GFA is Gross Floor Area CarMax - Renton Trip Generation Estimate Trip Rate Directional Split Vehicle Trip Generation 3 Interpolated weekday daily trip rate using a ratio of the Friday daily rate to Friday PM rate (292.5/22.76=12.85) applied to the Weekday PM trip rate (13.64) 4 No AM peak hour data was available in the ITE manual. Therefore, no trips were assumed as a conservative estimate. NET NEW DAILY TRIP GENERATION: NET NEW AM PEAK HOUR TRIP GENERATION: NET NEW PM PEAK HOUR TRIP GENERATION: 2 ITE Trip Generation manual, 9th Edition Land Use Code No ITE data available Traffic Impact Analysis – Renton CarMax ATTACHMENT B Level of Service Calculations Traffic Impact Analysis – Renton CarMax 2015 Existing Lanes, Volumes, Timings 1: E Valley Rd & SW 41st St/SR-167 SB Off Ramp 2/20/2015 Carmax Renton Synchro 8 Report 2015 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 9 42 13 489 351 108 63 524 210 53 58 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 500 0 200 0 200 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 30 35 35 Link Distance (ft) 391 755 466 358 Travel Time (s) 10.7 17.2 9.1 7.0 Confl. Peds. (#/hr) 2 2 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 22% 22% 22% 6% 6% 6% 7% 7% 7% 20% 20% 20% Shared Lane Traffic (%) 36% Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Split NA Prot NA Perm Prot NA Protected Phases 6 6 2 2 7 4 3 8 Permitted Phases 6 4 Detector Phase 6 6 6 2 2 7 4 4 3 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 Minimum Split (s) 29.0 29.0 29.0 30.0 30.0 8.0 33.0 33.0 8.0 10.0 Total Split (s) 30.0 30.0 30.0 42.0 42.0 18.0 45.0 45.0 13.0 40.0 Total Split (%) 23.1% 23.1% 23.1% 32.3% 32.3% 13.8% 34.6% 34.6% 10.0% 30.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None Max Max None C-Min C-Min None C-Min Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 52 (40%), Referenced to phase 4:NBT and 8:SBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 1: E Valley Rd & SW 41st St/SR-167 SB Off Ramp HCM 2010 Signalized Intersection Summary 1: E Valley Rd & SW 41st St/SR-167 SB Off Ramp 2/20/2015 Carmax Renton Synchro 8 Report 2015 Existing - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 9 42 13 489 351 108 63 524 210 53 58 6 Number 1 6 16 5 2 12 7 4 14 3 8 18 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 Adj Sat Flow, veh/h/ln 1557 1557 1557 1792 1792 1900 1776 1776 1776 1583 1583 1900 Adj Flow Rate, veh/h 10 48 0 359 674 123 72 595 0 60 66 7 Adj No. of Lanes 1 1 1 1 2 0 1 1 1 1 2 0 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 22 22 22 6 6 6 7 7 7 20 20 20 Cap, veh/h 70 73 62 486 840 153 91 854 726 73 1309 137 Arrive On Green 0.05 0.05 0.00 0.28 0.28 0.28 0.05 0.48 0.00 0.05 0.48 0.48 Sat Flow, veh/h 1483 1557 1324 1707 2952 538 1691 1776 1509 1508 2749 287 Grp Volume(v), veh/h 10 48 0 359 409 388 72 595 0 60 36 37 Grp Sat Flow(s),veh/h/ln 1483 1557 1324 1707 1792 1697 1691 1776 1509 1508 1504 1532 Q Serve(g_s), s 0.8 3.9 0.0 24.8 27.5 27.6 5.5 34.0 0.0 5.1 1.7 1.7 Cycle Q Clear(g_c), s 0.8 3.9 0.0 24.8 27.5 27.6 5.5 34.0 0.0 5.1 1.7 1.7 Prop In Lane 1.00 1.00 1.00 0.32 1.00 1.00 1.00 0.19 Lane Grp Cap(c), veh/h 70 73 62 486 510 483 91 854 726 73 716 729 V/C Ratio(X) 0.14 0.66 0.00 0.74 0.80 0.80 0.79 0.70 0.00 0.82 0.05 0.05 Avail Cap(c_a), veh/h 285 299 255 486 510 483 182 854 726 104 716 729 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.4 60.9 0.0 42.1 43.1 43.1 60.8 26.3 0.0 61.3 18.3 18.3 Incr Delay (d2), s/veh 1.3 13.2 0.0 9.7 12.5 13.2 19.0 4.7 0.0 32.3 0.1 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(-26165%),veh/ln 0.4 2.0 0.0 13.0 15.4 14.7 3.0 17.8 0.0 2.8 0.7 0.7 LnGrp Delay(d),s/veh 60.8 74.1 0.0 51.8 55.6 56.3 79.8 31.0 0.0 93.6 18.4 18.4 LnGrp LOS E E D E E E C F B B Approach Vol, veh/h 58 1156 667 133 Approach Delay, s/veh 71.8 54.7 36.3 52.3 Approach LOS E D D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 42.0 10.3 66.6 11.1 11.0 65.9 Change Period (Y+Rc), s 5.0 4.0 4.0 5.0 4.0 4.0 Max Green Setting (Gmax), s 37.0 9.0 41.0 25.0 14.0 36.0 Max Q Clear Time (g_c+I1), s 29.6 7.1 36.0 5.9 7.5 3.7 Green Ext Time (p_c), s 4.6 0.0 2.3 0.3 0.1 7.0 Intersection Summary HCM 2010 Ctrl Delay 48.9 HCM 2010 LOS D Notes User approved volume balancing among the lanes for turning movement. Lanes, Volumes, Timings 2: E Valley Rd & South Site Access 2/20/2015 Carmax Renton Synchro 8 Report 2015 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 9 0 7 0 0 3 34 586 3 1 118 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 50 0 50 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Link Speed (mph) 25 25 35 35 Link Distance (ft) 126 94 358 479 Travel Time (s) 3.4 2.6 7.0 9.3 Confl. Peds. (#/hr) 4 4 4 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 13% 13% 13% 0% 0% 0% 7% 7% 7% 22% 22% 22% Shared Lane Traffic (%) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 2010 TWSC 2: E Valley Rd & South Site Access 2/20/2015 Carmax Renton Synchro 8 Report 2015 Existing - AM Peak Hour Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 9 0 7 0 0 3 34 586 3 1 118 3 Conflicting Peds, #/hr 4 0 4 0 0 0 4 0 0 0 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 13 13 13 0 0 0 7 7 7 22 22 22 Mvmt Flow 10 0 8 0 0 3 37 637 3 1 128 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 850 850 74 783 851 643 136 0 0 640 0 0 Stage 1 136 136 - 713 713 - - - - - - - Stage 2 714 714 - 70 138 - - - - - - - Critical Hdwy 7.495 6.695 7.095 7.3 6.5 6.2 4.24 - - 4.32 - - Critical Hdwy Stg 1 6.695 5.695 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.295 5.695 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.6235 4.1235 3.4235 3.5 4 3.3 2.27 - - 2.398 - - Pot Cap-1 Maneuver 252 281 941 300 299 477 1410 - - 855 - - Stage 1 826 760 - 426 438 - - - - - - - Stage 2 400 413 - 938 786 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 243 272 935 290 290 475 1405 - - 852 - - Mov Cap-2 Maneuver 325 341 - 359 360 - - - - - - - Stage 1 802 757 - 415 426 - - - - - - - Stage 2 386 402 - 926 782 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.2 12.6 0.4 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1405 - - 455 475 852 - - HCM Lane V/C Ratio 0.026 - - 0.038 0.007 0.001 - - HCM Control Delay (s) 7.6 - - 13.2 12.6 9.2 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0 0 - - Lanes, Volumes, Timings 3: E Valley Rd & North Site Access 2/20/2015 Carmax Renton Synchro 8 Report 2015 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 3 2 1 4 0 3 14 592 1 0 111 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 50 0 50 100 Storage Lanes 1 1 0 0 1 0 1 1 Taper Length (ft) 25 25 25 25 Link Speed (mph) 25 25 35 35 Link Distance (ft) 124 103 479 478 Travel Time (s) 3.4 2.8 9.3 9.3 Confl. Peds. (#/hr) 4 4 2 2 4 2 2 4 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 50% 50% 50% 29% 29% 29% 9% 9% 9% 20% 20% 20% Shared Lane Traffic (%) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 2010 TWSC 3: E Valley Rd & North Site Access 2/20/2015 Carmax Renton Synchro 8 Report 2015 Existing - AM Peak Hour Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 3 2 1 4 0 3 14 592 1 0 111 2 Conflicting Peds, #/hr 4 0 4 2 0 2 4 0 2 2 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 - - - 50 - - 50 - 100 Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 50 50 50 29 29 29 9 9 9 20 20 20 Mvmt Flow 3 2 1 4 0 3 15 651 1 0 122 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 812 810 130 811 810 657 126 0 0 654 0 0 Stage 1 126 126 - 684 684 - - - - - - - Stage 2 686 684 - 127 126 - - - - - - - Critical Hdwy 7.6 7 6.7 7.39 6.79 6.49 4.19 - - 4.3 - - Critical Hdwy Stg 1 6.6 6 - 6.39 5.79 - - - - - - - Critical Hdwy Stg 2 6.6 6 - 6.39 5.79 - - - - - - - Follow-up Hdwy 3.95 4.45 3.75 3.761 4.261 3.561 2.281 - - 2.38 - - Pot Cap-1 Maneuver 248 265 806 269 285 421 1418 - - 853 - - Stage 1 775 708 - 398 410 - - - - - - - Stage 2 369 383 - 816 743 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 242 261 801 264 281 419 1413 - - 850 - - Mov Cap-2 Maneuver 309 323 - 336 345 - - - - - - - Stage 1 764 706 - 393 405 - - - - - - - Stage 2 361 378 - 810 741 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15 15 0.2 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity (veh/h) 1413 - - 309 801 367 850 - - HCM Lane V/C Ratio 0.011 - - 0.011 0.001 0.021 - - - HCM Control Delay (s) 7.6 - - 16.8 9.5 15 0 - - HCM Lane LOS A - - C A C A - - HCM 95th %tile Q(veh) 0 - - 0 0 0.1 0 - - Lanes, Volumes, Timings 4: SW 41st St & Site Access 2/20/2015 Carmax Renton Synchro 8 Report 2015 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 8 56 2 28 372 33 0 2 8 3 0 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 50 0 50 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Link Speed (mph) 25 25 25 25 Link Distance (ft) 968 391 163 143 Travel Time (s) 26.4 10.7 4.4 3.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles (%) 21% 21% 21% 5% 5% 5% 0% 0% 0% 6% 6% 6% Shared Lane Traffic (%) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 2010 TWSC 4: SW 41st St & Site Access 2/20/2015 Carmax Renton Synchro 8 Report 2015 Existing - AM Peak Hour Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 8 56 2 28 372 33 0 2 8 3 0 13 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 50 - - 50 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 21 21 21 5 5 5 0 0 0 6 6 6 Mvmt Flow 9 66 2 33 438 39 0 2 9 4 0 15 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 476 0 0 68 0 0 371 628 34 576 610 238 Stage 1 - - - - - - 86 86 - 523 523 - Stage 2 - - - - - - 285 542 - 53 87 - Critical Hdwy 4.52 - - 4.2 - - 7.5 6.5 6.9 7.62 6.62 7.02 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.62 5.62 - Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.62 5.62 - Follow-up Hdwy 2.41 - - 2.25 - - 3.5 4 3.3 3.56 4.06 3.36 Pot Cap-1 Maneuver 960 - - 1510 - - 566 402 1038 392 399 751 Stage 1 - - - - - - 918 827 - 495 519 - Stage 2 - - - - - - 704 523 - 942 813 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 960 - - 1510 - - 541 390 1038 378 387 751 Mov Cap-2 Maneuver - - - - - - 579 438 - 429 437 - Stage 1 - - - - - - 909 819 - 490 508 - Stage 2 - - - - - - 675 512 - 922 805 - Approach EB WB NB SB HCM Control Delay, s 1.1 0.5 9.5 10.6 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 815 960 - - 1510 - - 658 HCM Lane V/C Ratio 0.014 0.01 - - 0.022 - - 0.029 HCM Control Delay (s) 9.5 8.8 - - 7.4 - - 10.6 HCM Lane LOS A A - - A - - B HCM 95th %tile Q(veh) 0 0 - - 0.1 - - 0.1 Lanes, Volumes, Timings 5: Lind Ave SW & SW 39th St/Site Access 2/20/2015 Carmax Renton Synchro 8 Report 2015 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 6 0 10 9 9 15 179 627 30 8 126 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 150 0 125 0 Storage Lanes 1 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 404 522 614 576 Travel Time (s) 11.0 14.2 12.0 11.2 Confl. Peds. (#/hr) 1 1 1 1 2 4 4 2 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 13% 13% 13% 3% 3% 3% 3% 3% 3% 15% 15% 15% Shared Lane Traffic (%) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 6 2 Detector Phase 4 4 8 8 1 6 5 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 10.0 4.0 10.0 Minimum Split (s) 24.0 24.0 24.0 24.0 8.0 25.0 8.0 25.0 Total Split (s) 30.0 30.0 30.0 30.0 15.0 35.0 15.0 35.0 Total Split (%) 37.5% 37.5% 37.5% 37.5% 18.8% 43.8% 18.8% 43.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 0.0 0.0 0.0 0.0 1.0 0.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 5.0 4.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 36 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Lind Ave SW & SW 39th St/Site Access HCM 2010 Signalized Intersection Summary 5: Lind Ave SW & SW 39th St/Site Access 2/20/2015 Carmax Renton Synchro 8 Report 2015 Existing - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 6 0 10 9 9 15 179 627 30 8 126 16 Number 7 4 14 3 8 18 1 6 16 5 2 12 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 0.99 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 Adj Sat Flow, veh/h/ln 1681 1681 1900 1900 1845 1900 1845 1845 1900 1652 1652 1900 Adj Flow Rate, veh/h 7 0 12 11 11 18 213 746 36 10 150 19 Adj No. of Lanes 1 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 13 13 13 3 3 3 3 3 3 15 15 15 Cap, veh/h 260 0 76 136 20 32 946 1759 85 573 1438 179 Arrive On Green 0.05 0.00 0.05 0.05 0.05 0.05 0.11 0.52 0.52 0.10 0.51 0.51 Sat Flow, veh/h 1237 0 1425 367 367 600 1757 3403 164 1573 2808 350 Grp Volume(v), veh/h 7 0 12 40 0 0 213 384 398 10 83 86 Grp Sat Flow(s),veh/h/ln 1237 0 1425 1334 0 0 1757 1752 1815 1573 1570 1589 Q Serve(g_s), s 0.0 0.0 0.3 1.0 0.0 0.0 2.1 5.3 5.4 0.1 1.1 1.1 Cycle Q Clear(g_c), s 0.2 0.0 0.3 1.3 0.0 0.0 2.1 5.3 5.4 0.1 1.1 1.1 Prop In Lane 1.00 1.00 0.27 0.45 1.00 0.09 1.00 0.22 Lane Grp Cap(c), veh/h 260 0 76 188 0 0 946 906 938 573 804 813 V/C Ratio(X) 0.03 0.00 0.16 0.21 0.00 0.00 0.23 0.42 0.42 0.02 0.10 0.11 Avail Cap(c_a), veh/h 1010 0 939 1139 0 0 1251 1333 1380 854 1194 1208 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.8 0.0 17.8 18.4 0.0 0.0 3.3 5.9 5.9 3.3 5.0 5.0 Incr Delay (d2), s/veh 0.1 0.0 1.4 0.8 0.0 0.0 0.2 1.1 1.1 0.0 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.1 0.0 0.2 0.5 0.0 0.0 1.0 2.8 2.9 0.0 0.5 0.5 LnGrp Delay(d),s/veh 17.8 0.0 19.2 19.2 0.0 0.0 3.5 7.0 7.0 3.3 5.2 5.2 LnGrp LOS B B B A A A A A A Approach Vol, veh/h 19 40 995 179 Approach Delay, s/veh 18.7 19.2 6.3 5.1 Approach LOS B B A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.1 25.2 6.1 7.9 25.4 6.1 Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 5.0 4.0 Max Green Setting (Gmax), s 11.0 30.0 26.0 11.0 30.0 26.0 Max Q Clear Time (g_c+I1), s 4.1 3.1 2.3 2.1 7.4 3.3 Green Ext Time (p_c), s 0.5 14.6 0.3 0.0 13.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 6.7 HCM 2010 LOS A Traffic Impact Analysis – Renton CarMax 2017 Baseline (Without Project) Lanes, Volumes, Timings 1: E Valley Rd & SW 41st St/SR-167 SB Off Ramp 4/1/2015 Carmax Renton Synchro 8 Report 2017 Baseline - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 9 45 20 509 371 112 43 545 218 55 60 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 500 0 200 0 200 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 30 35 35 Link Distance (ft) 391 755 466 358 Travel Time (s) 10.7 17.2 9.1 7.0 Confl. Peds. (#/hr) 2 2 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 22% 22% 22% 6% 6% 6% 7% 7% 7% 20% 20% 20% Shared Lane Traffic (%) 35% Turn Type Split NA Perm Split NA Prot NA Perm Prot NA Protected Phases 6 6 2 2 7 4 3 8 Permitted Phases 6 4 Detector Phase 66622 74438 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 Minimum Split (s) 29.0 29.0 29.0 30.0 30.0 8.0 33.0 33.0 8.0 10.0 Total Split (s) 30.0 30.0 30.0 42.0 42.0 18.0 45.0 45.0 13.0 40.0 Total Split (%) 23.1% 23.1% 23.1% 32.3% 32.3% 13.8% 34.6% 34.6% 10.0% 30.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None Max Max None C-Min C-Min None C-Min Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 52 (40%), Referenced to phase 4:NBT and 8:SBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 1: E Valley Rd & SW 41st St/SR-167 SB Off Ramp HCM 2010 Signalized Intersection Summary 1: E Valley Rd & SW 41st St/SR-167 SB Off Ramp 4/1/2015 Carmax Renton Synchro 8 Report 2017 Baseline - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 9 45 20 509 371 112 43 545 218 55 60 6 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 000000000000 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 Adj Sat Flow, veh/h/ln 1557 1557 1557 1792 1792 1900 1776 1776 1776 1583 1583 1900 Adj Flow Rate, veh/h 10 51 0 376 705 127 49 619 0 62 68 7 Adj No. of Lanes 111120111120 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 22 22 22 666777202020 Cap, veh/h 73 77 65 486 842 152 63 847 720 76 1353 137 Arrive On Green 0.05 0.05 0.00 0.28 0.28 0.28 0.04 0.48 0.00 0.05 0.49 0.49 Sat Flow, veh/h 1483 1557 1324 1707 2958 533 1691 1776 1509 1508 2758 280 Grp Volume(v), veh/h 10 51 0 376 427 405 49 619 0 62 37 38 Grp Sat Flow(s),veh/h/ln 1483 1557 1324 1707 1792 1698 1691 1776 1509 1508 1504 1534 Q Serve(g_s), s 0.8 4.2 0.0 26.3 29.1 29.1 3.7 36.4 0.0 5.3 1.7 1.7 Cycle Q Clear(g_c), s 0.8 4.2 0.0 26.3 29.1 29.1 3.7 36.4 0.0 5.3 1.7 1.7 Prop In Lane 1.00 1.00 1.00 0.31 1.00 1.00 1.00 0.18 Lane Grp Cap(c), veh/h 73 77 65 486 510 483 63 847 720 76 738 752 V/C Ratio(X) 0.14 0.66 0.00 0.77 0.84 0.84 0.78 0.73 0.00 0.82 0.05 0.05 Avail Cap(c_a), veh/h 285 299 255 486 510 483 182 847 720 104 738 752 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.1 60.7 0.0 42.7 43.7 43.7 62.1 27.3 0.0 61.1 17.3 17.3 Incr Delay (d2), s/veh 1.2 13.1 0.0 11.4 15.0 15.8 25.3 5.5 0.0 33.2 0.1 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(-26165%),veh/ln 0.4 2.1 0.0 13.9 16.5 15.7 2.2 19.0 0.0 2.9 0.7 0.7 LnGrp Delay(d),s/veh 60.3 73.8 0.0 54.1 58.7 59.5 87.4 32.8 0.0 94.3 17.4 17.4 LnGrp LOS E E D E E F C F B B Approach Vol, veh/h 61 1208 668 137 Approach Delay, s/veh 71.6 57.5 36.8 52.2 Approach LOS E E D D Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 42.0 10.5 66.0 11.4 8.8 67.8 Change Period (Y+Rc), s 5.0 4.0 4.0 5.0 4.0 4.0 Max Green Setting (Gmax), s 37.0 9.0 41.0 25.0 14.0 36.0 Max Q Clear Time (g_c+I1), s 31.1 7.3 38.4 6.2 5.7 3.7 Green Ext Time (p_c), s 3.9 0.0 1.4 0.3 0.1 7.4 Intersection Summary HCM 2010 Ctrl Delay 50.9 HCM 2010 LOS D Notes User approved volume balancing among the lanes for turning movement. Lanes, Volumes, Timings 2: E Valley Rd & South Site Access 4/1/2015 Carmax Renton Synchro 8 Report 2017 Baseline - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)90700335610311233 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 50 0 50 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Link Speed (mph) 25 25 35 35 Link Distance (ft) 126 94 358 479 Travel Time (s) 3.4 2.6 7.0 9.3 Confl. Peds. (#/hr) 4 4 4 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 13% 13% 13% 0% 0% 0% 7% 7% 7% 22% 22% 22% Shared Lane Traffic (%) Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 2010 TWSC 2: E Valley Rd & South Site Access 4/1/2015 Carmax Renton Synchro 8 Report 2017 Baseline - AM Peak Hour Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 9 0 7 0 0 3 35 610 3 1 123 3 Conflicting Peds, #/hr 4 0 4 0 0 0 4 0 0 0 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 13 13 13 0 0 0 7 7 7 22 22 22 Mvmt Flow 10 0 8 0 0 3 38 663 3 1 134 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 884 884 76 814 884 669 141 0 0 666 0 0 Stage 1 142 142 - 741 741 - - - - - - - Stage 2 742 742 - 73 143 - - - - - - - Critical Hdwy 7.495 6.695 7.095 7.3 6.5 6.2 4.24 - - 4.32 - - Critical Hdwy Stg 1 6.695 5.695 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.295 5.695 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.62354.12353.4235 3.5 4 3.3 2.27 - - 2.398 - - Pot Cap-1 Maneuver 238 268 938 286 286 461 1404 - - 836 - - Stage 1 819 756 - 411 426 - - - - - - - Stage 2 385 401 - 934 782 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 230 260 932 277 277 459 1399 - - 833 - - Mov Cap-2 Maneuver 312 331 - 346 349 - - - - - - - Stage 1 794 753 - 400 414 - - - - - - - Stage 2 371 390 - 922 778 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.5 12.9 0.4 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1399 - - 440 459 833 - - HCM Lane V/C Ratio 0.027 - - 0.04 0.007 0.001 - - HCM Control Delay (s) 7.6 - - 13.5 12.9 9.3 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0 0 - - Lanes, Volumes, Timings 3: E Valley Rd & North Site Access 4/1/2015 Carmax Renton Synchro 8 Report 2017 Baseline - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)32140315616101152 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 50 0 50 100 Storage Lanes 1 1 0 0 1 0 1 1 Taper Length (ft) 25 25 25 25 Link Speed (mph) 25 25 35 35 Link Distance (ft) 124 103 479 478 Travel Time (s) 3.4 2.8 9.3 9.3 Confl. Peds. (#/hr) 4 4 2 2 4 2 2 4 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 50% 50% 50% 29% 29% 29% 9% 9% 9% 20% 20% 20% Shared Lane Traffic (%) Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 2010 TWSC 3: E Valley Rd & North Site Access 4/1/2015 Carmax Renton Synchro 8 Report 2017 Baseline - AM Peak Hour Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 3 2 1 4 0 3 15 616 1 0 115 2 Conflicting Peds, #/hr 4 0 4 2 0 2 4 0 2 2 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 - - - 50 - - 50 - 100 Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 50 50 50 29 29 29 9 9 9 20 20 20 Mvmt Flow 3 2 1 4 0 3 16 677 1 0 126 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 844 843 134 843 842 683 130 0 0 680 0 0 Stage 1 130 130 - 712 712 - - - - - - - Stage 2 714 713 - 131 130 - - - - - - - Critical Hdwy 7.6 7 6.7 7.39 6.79 6.49 4.19 - - 4.3 - - Critical Hdwy Stg 1 6.6 6 - 6.39 5.79 - - - - - - - Critical Hdwy Stg 2 6.6 6 - 6.39 5.79 - - - - - - - Follow-up Hdwy 3.95 4.45 3.75 3.761 4.261 3.561 2.281 - - 2.38 - - Pot Cap-1 Maneuver 235 253 802 255 273 406 1413 - - 834 - - Stage 1 771 705 - 383 398 - - - - - - - Stage 2 355 371 - 812 740 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 230 249 797 250 269 404 1408 - - 831 - - Mov Cap-2 Maneuver 297 312 - 323 334 - - - - - - - Stage 1 760 703 - 378 393 - - - - - - - Stage 2 347 366 - 806 738 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.4 15.4 0.2 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1408 - - 297 797 353 831 - - HCM Lane V/C Ratio 0.012 - - 0.011 0.001 0.022 - - - HCM Control Delay (s) 7.6 - - 17.3 9.5 15.4 0 - - HCM Lane LOS A - - C A C A - - HCM 95th %tile Q(veh) 0 - - 0 0 0.1 0 - - Lanes, Volumes, Timings 4: SW 41st St & Site Access 4/1/2015 Carmax Renton Synchro 8 Report 2017 Baseline - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 8 65 2 29 370 34 0283014 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 50 0 50 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Link Speed (mph) 25 25 25 25 Link Distance (ft) 968 391 163 143 Travel Time (s) 26.4 10.7 4.4 3.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles (%) 21% 21% 21% 5% 5% 5% 0% 0% 0% 6% 6% 6% Shared Lane Traffic (%) Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 2010 TWSC 4: SW 41st St & Site Access 4/1/2015 Carmax Renton Synchro 8 Report 2017 Baseline - AM Peak Hour Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 8 65 2 29 370 34 0 2 8 3 0 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 50 - - 50 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 21 21 21 5 5 5 0 0 0 6 6 6 Mvmt Flow 9 76 2 34 435 40 0 2 9 4 0 16 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 475 0 0 79 0 0 382 640 39 582 622 238 Stage 1 - - - - - - 96 96 - 524 524 - Stage 2 - - - - - - 286 544 - 58 98 - Critical Hdwy 4.52 - - 4.2 - - 7.5 6.5 6.9 7.62 6.62 7.02 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.62 5.62 - Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.62 5.62 - Follow-up Hdwy 2.41 - - 2.25 - - 3.5 4 3.3 3.56 4.06 3.36 Pot Cap-1 Maneuver 961 - - 1495 - - 556 396 1031 388 393 751 Stage 1 - - - - - - 906 819 - 494 518 - Stage 2 - - - - - - 703 522 - 935 804 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 961 - - 1495 - - 531 383 1031 374 380 751 Mov Cap-2 Maneuver - - - - - - 573 434 - 427 433 - Stage 1 - - - - - - 898 811 - 489 506 - Stage 2 - - - - - - 672 510 - 915 796 - Approach EB WB NB SB HCM Control Delay, s 0.9 0.5 9.5 10.6 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 809 961 - - 1495 - - 662 HCM Lane V/C Ratio 0.015 0.01 - - 0.023 - - 0.03 HCM Control Delay (s) 9.5 8.8 - - 7.5 - - 10.6 HCM Lane LOS A A - - A - - B HCM 95th %tile Q(veh) 0 0 - - 0.1 - - 0.1 Lanes, Volumes, Timings 5: Lind Ave SW & SW 39th St/Site Access 4/1/2015 Carmax Renton Synchro 8 Report 2017 Baseline - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 6 0 10 9 9 16 186 652 31 8 131 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 150 0 125 0 Storage Lanes 1 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 404 522 614 576 Travel Time (s) 11.0 14.2 12.0 11.2 Confl. Peds. (#/hr) 1 1 1 1 2 4 4 2 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 13% 13% 13% 3% 3% 3% 3% 3% 3% 15% 15% 15% Shared Lane Traffic (%) Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 1 6 5 2 Permitted Phases 4862 Detector Phase 4 4 8 8 1 6 5 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 10.0 4.0 10.0 Minimum Split (s) 24.0 24.0 24.0 24.0 8.0 25.0 8.0 25.0 Total Split (s) 30.0 30.0 30.0 30.0 15.0 35.0 15.0 35.0 Total Split (%) 37.5% 37.5% 37.5% 37.5% 18.8% 43.8% 18.8% 43.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 0.0 0.0 0.0 0.0 1.0 0.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 5.0 4.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 36.3 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Lind Ave SW & SW 39th St/Site Access HCM 2010 Signalized Intersection Summary 5: Lind Ave SW & SW 39th St/Site Access 4/1/2015 Carmax Renton Synchro 8 Report 2017 Baseline - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 6 0 10 9 9 16 186 652 31 8 131 17 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1681 1681 1900 1900 1845 1900 1845 1845 1900 1652 1652 1900 Adj Flow Rate, veh/h 7 0 12 11 11 19 221 776 37 10 156 20 Adj No. of Lanes 110010120120 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 13 13 13 333333151515 Cap, veh/h 258 0 76 133 19 33 946 1785 85 562 1445 183 Arrive On Green 0.05 0.00 0.05 0.05 0.05 0.05 0.11 0.52 0.52 0.10 0.52 0.52 Sat Flow, veh/h 1236 0 1425 358 358 619 1757 3405 162 1573 2803 354 Grp Volume(v), veh/h 7 0 12 41 0 0 221 399 414 10 86 90 Grp Sat Flow(s),veh/h/ln 1236 0 1425 1335 0 0 1757 1752 1815 1573 1570 1588 Q Serve(g_s), s 0.0 0.0 0.3 1.0 0.0 0.0 2.2 5.6 5.6 0.1 1.1 1.2 Cycle Q Clear(g_c), s 0.2 0.0 0.3 1.4 0.0 0.0 2.2 5.6 5.6 0.1 1.1 1.2 Prop In Lane 1.00 1.00 0.27 0.46 1.00 0.09 1.00 0.22 Lane Grp Cap(c), veh/h 258 0 76 185 0 0 946 919 951 562 809 819 V/C Ratio(X) 0.03 0.00 0.16 0.22 0.00 0.00 0.23 0.43 0.43 0.02 0.11 0.11 Avail Cap(c_a), veh/h 991 0 922 1117 0 0 1239 1309 1356 837 1172 1186 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.1 0.0 18.1 18.8 0.0 0.0 3.3 5.9 5.9 3.4 5.0 5.0 Incr Delay (d2), s/veh 0.1 0.0 1.3 0.8 0.0 0.0 0.2 1.2 1.1 0.0 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.1 0.0 0.2 0.5 0.0 0.0 1.0 3.0 3.1 0.0 0.5 0.5 LnGrp Delay(d),s/veh 18.1 0.0 19.5 19.6 0.0 0.0 3.5 7.1 7.0 3.4 5.2 5.2 LnGrp LOS B B B AAAAAA Approach Vol, veh/h 19 41 1034 186 Approach Delay, s/veh 19.0 19.6 6.3 5.1 Approach LOS BBAA Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.3 25.7 6.2 8.0 26.1 6.2 Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 5.0 4.0 Max Green Setting (Gmax), s 11.0 30.0 26.0 11.0 30.0 26.0 Max Q Clear Time (g_c+I1), s 4.2 3.2 2.3 2.1 7.6 3.4 Green Ext Time (p_c), s 0.5 15.1 0.3 0.0 13.4 0.3 Intersection Summary HCM 2010 Ctrl Delay 6.7 HCM 2010 LOS A Traffic Impact Analysis – Renton CarMax 2017 With-Project Lanes, Volumes, Timings 1: E Valley Rd & SW 41st St/SR-167 SB Off Ramp 4/1/2015 Carmax Renton Synchro 8 Report 2017 With-Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 9 46 21 509 376 117 49 552 218 55 65 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 500 0 200 0 200 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 30 35 35 Link Distance (ft) 391 755 466 358 Travel Time (s) 10.7 17.2 9.1 7.0 Confl. Peds. (#/hr) 2 2 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 22% 22% 22% 6% 6% 6% 7% 7% 7% 20% 20% 20% Shared Lane Traffic (%) 35% Turn Type Split NA Perm Split NA Prot NA Perm Prot NA Protected Phases 6 6 2 2 7 4 3 8 Permitted Phases 6 4 Detector Phase 66622 74438 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 Minimum Split (s) 29.0 29.0 29.0 30.0 30.0 8.0 33.0 33.0 8.0 10.0 Total Split (s) 30.0 30.0 30.0 42.0 42.0 18.0 45.0 45.0 13.0 40.0 Total Split (%) 23.1% 23.1% 23.1% 32.3% 32.3% 13.8% 34.6% 34.6% 10.0% 30.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None Max Max None C-Min C-Min None C-Min Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 52 (40%), Referenced to phase 4:NBT and 8:SBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 1: E Valley Rd & SW 41st St/SR-167 SB Off Ramp HCM 2010 Signalized Intersection Summary 1: E Valley Rd & SW 41st St/SR-167 SB Off Ramp 4/1/2015 Carmax Renton Synchro 8 Report 2017 With-Project - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 9 46 21 509 376 117 49 552 218 55 65 6 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 000000000000 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 Adj Sat Flow, veh/h/ln 1557 1557 1557 1792 1792 1900 1776 1776 1776 1583 1583 1900 Adj Flow Rate, veh/h 10 52 0 379 705 133 56 627 0 62 74 7 Adj No. of Lanes 111120111120 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 22 22 22 666777202020 Cap, veh/h 74 78 66 486 835 157 72 846 719 76 1348 126 Arrive On Green 0.05 0.05 0.00 0.28 0.28 0.28 0.04 0.48 0.00 0.05 0.48 0.48 Sat Flow, veh/h 1483 1557 1324 1707 2934 553 1691 1776 1509 1508 2782 260 Grp Volume(v), veh/h 10 52 0 379 431 407 56 627 0 62 40 41 Grp Sat Flow(s),veh/h/ln 1483 1557 1324 1707 1792 1695 1691 1776 1509 1508 1504 1537 Q Serve(g_s), s 0.8 4.3 0.0 26.5 29.4 29.4 4.3 37.1 0.0 5.3 1.8 1.9 Cycle Q Clear(g_c), s 0.8 4.3 0.0 26.5 29.4 29.4 4.3 37.1 0.0 5.3 1.8 1.9 Prop In Lane 1.00 1.00 1.00 0.33 1.00 1.00 1.00 0.17 Lane Grp Cap(c), veh/h 74 78 66 486 510 482 72 846 719 76 729 745 V/C Ratio(X) 0.13 0.67 0.00 0.78 0.84 0.84 0.78 0.74 0.00 0.82 0.05 0.06 Avail Cap(c_a), veh/h 285 299 255 486 510 482 182 846 719 104 729 745 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.0 60.7 0.0 42.8 43.8 43.8 61.7 27.5 0.0 61.1 17.7 17.8 Incr Delay (d2), s/veh 1.2 13.0 0.0 11.7 15.6 16.4 22.6 5.8 0.0 33.2 0.1 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(0%),veh/ln 0.4 2.1 0.0 14.1 16.8 16.0 2.4 19.5 0.0 2.9 0.8 0.8 LnGrp Delay(d),s/veh 60.2 73.7 0.0 54.5 59.4 60.2 84.3 33.3 0.0 94.3 17.9 17.9 LnGrp LOS E E D E E F C F B B Approach Vol, veh/h 62 1217 683 143 Approach Delay, s/veh 71.5 58.1 37.5 51.0 Approach LOS E E D D Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 42.0 10.5 65.9 11.5 9.5 67.0 Change Period (Y+Rc), s 5.0 4.0 4.0 5.0 4.0 4.0 Max Green Setting (Gmax), s 37.0 9.0 41.0 25.0 14.0 36.0 Max Q Clear Time (g_c+I1), s 31.4 7.3 39.1 6.3 6.3 3.9 Green Ext Time (p_c), s 3.8 0.0 1.0 0.3 0.1 7.6 Intersection Summary HCM 2010 Ctrl Delay 51.4 HCM 2010 LOS D Notes User approved volume balancing among the lanes for turning movement. Lanes, Volumes, Timings 2: E Valley Rd & South Site Access 4/1/2015 Carmax Renton Synchro 8 Report 2017 With-Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 10 0 12 0 0 3 44 613 3 1 123 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 50 0 50 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Link Speed (mph) 25 25 35 35 Link Distance (ft) 126 94 358 479 Travel Time (s) 3.4 2.6 7.0 9.3 Confl. Peds. (#/hr) 4 4 4 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 13% 13% 13% 0% 0% 0% 7% 7% 7% 22% 22% 22% Shared Lane Traffic (%) Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 2010 TWSC 2: E Valley Rd & South Site Access 4/1/2015 Carmax Renton Synchro 8 Report 2017 With-Project - AM Peak Hour Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 10 0 12 0 0 3 44 613 3 1 123 4 Conflicting Peds, #/hr 4 0 4 0 0 0 4 0 0 0 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 13 13 13 0 0 0 7 7 7 22 22 22 Mvmt Flow 11 0 13 0 0 3 48 666 3 1 134 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 907 907 77 837 908 672 142 0 0 670 0 0 Stage 1 142 142 - 764 764 - - - - - - - Stage 2 765 765 - 73 144 - - - - - - - Critical Hdwy 7.495 6.695 7.095 7.3 6.5 6.2 4.24 - - 4.32 - - Critical Hdwy Stg 1 6.695 5.695 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.295 5.695 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.62354.12353.4235 3.5 4 3.3 2.27 - - 2.398 - - Pot Cap-1 Maneuver 229 260 937 275 277 459 1403 - - 833 - - Stage 1 819 756 - 399 416 - - - - - - - Stage 2 374 391 - 934 782 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 220 250 931 263 266 457 1398 - - 830 - - Mov Cap-2 Maneuver 301 321 - 333 339 - - - - - - - Stage 1 788 753 - 385 402 - - - - - - - Stage 2 357 378 - 917 778 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.9 12.9 0.5 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1398 - - 477 457 830 - - HCM Lane V/C Ratio 0.034 - - 0.05 0.007 0.001 - - HCM Control Delay (s) 7.7 - - 12.9 12.9 9.3 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 0 0 - - Lanes, Volumes, Timings 3: E Valley Rd & North Site Access 4/1/2015 Carmax Renton Synchro 8 Report 2017 With-Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)32140318617101162 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 50 0 50 100 Storage Lanes 1 1 0 0 1 0 1 1 Taper Length (ft) 25 25 25 25 Link Speed (mph) 25 25 35 35 Link Distance (ft) 124 103 479 478 Travel Time (s) 3.4 2.8 9.3 9.3 Confl. Peds. (#/hr) 4 4 2 2 4 2 2 4 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 50% 50% 50% 29% 29% 29% 9% 9% 9% 20% 20% 20% Shared Lane Traffic (%) Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 2010 TWSC 3: E Valley Rd & North Site Access 4/1/2015 Carmax Renton Synchro 8 Report 2017 With-Project - AM Peak Hour Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 3 2 1 4 0 3 18 617 1 0 116 2 Conflicting Peds, #/hr 4 0 4 2 0 2 4 0 2 2 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 - - - 50 - - 50 - 100 Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 50 50 50 29 29 29 9 9 9 20 20 20 Mvmt Flow 3 2 1 4 0 3 20 678 1 0 127 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 853 852 135 853 851 685 131 0 0 681 0 0 Stage 1 131 131 - 720 720 - - - - - - - Stage 2 722 721 - 133 131 - - - - - - - Critical Hdwy 7.6 7 6.7 7.39 6.79 6.49 4.19 - - 4.3 - - Critical Hdwy Stg 1 6.6 6 - 6.39 5.79 - - - - - - - Critical Hdwy Stg 2 6.6 6 - 6.39 5.79 - - - - - - - Follow-up Hdwy 3.95 4.45 3.75 3.761 4.261 3.561 2.281 - - 2.38 - - Pot Cap-1 Maneuver 232 250 800 251 269 405 1412 - - 833 - - Stage 1 770 704 - 379 394 - - - - - - - Stage 2 351 368 - 810 739 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 226 245 795 245 264 403 1407 - - 830 - - Mov Cap-2 Maneuver 293 309 - 318 330 - - - - - - - Stage 1 757 702 - 373 388 - - - - - - - Stage 2 342 362 - 804 737 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.4 15.5 0.2 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1407 - - 293 795 350 830 - - HCM Lane V/C Ratio 0.014 - - 0.011 0.001 0.022 - - - HCM Control Delay (s) 7.6 - - 17.4 9.5 15.5 0 - - HCM Lane LOS A - - C A C A - - HCM 95th %tile Q(veh) 0 - - 0 0 0.1 0 - - Lanes, Volumes, Timings 4: SW 41st St & Site Access 4/1/2015 Carmax Renton Synchro 8 Report 2017 With-Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 12 65 2 29 370 45 0285016 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 50 0 50 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Link Speed (mph) 25 25 25 25 Link Distance (ft) 968 391 163 143 Travel Time (s) 26.4 10.7 4.4 3.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles (%) 21% 21% 21% 5% 5% 5% 0% 0% 0% 6% 6% 6% Shared Lane Traffic (%) Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 2010 TWSC 4: SW 41st St & Site Access 4/1/2015 Carmax Renton Synchro 8 Report 2017 With-Project - AM Peak Hour Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 12 65 2 29 370 45 0 2 8 5 0 16 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 50 - - 50 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 21 21 21 5 5 5 0 0 0 6 6 6 Mvmt Flow 14 76 2 34 435 53 0 2 9 6 0 19 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 488 0 0 79 0 0 392 662 39 598 637 244 Stage 1 - - - - - - 106 106 - 530 530 - Stage 2 - - - - - - 286 556 - 68 107 - Critical Hdwy 4.52 - - 4.2 - - 7.5 6.5 6.9 7.62 6.62 7.02 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.62 5.62 - Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.62 5.62 - Follow-up Hdwy 2.41 - - 2.25 - - 3.5 4 3.3 3.56 4.06 3.36 Pot Cap-1 Maneuver 949 - - 1495 - - 547 385 1031 378 385 744 Stage 1 - - - - - - 894 811 - 490 515 - Stage 2 - - - - - - 703 516 - 923 796 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 949 - - 1495 - - 518 371 1031 362 371 744 Mov Cap-2 Maneuver - - - - - - 564 424 - 419 428 - Stage 1 - - - - - - 881 799 - 483 503 - Stage 2 - - - - - - 670 504 - 898 784 - Approach EB WB NB SB HCM Control Delay, s 1.3 0.5 9.6 11 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 802 949 - - 1495 - - 628 HCM Lane V/C Ratio 0.015 0.015 - - 0.023 - - 0.039 HCM Control Delay (s) 9.6 8.9 - - 7.5 - - 11 HCM Lane LOS A A - - A - - B HCM 95th %tile Q(veh) 0 0 - - 0.1 - - 0.1 Lanes, Volumes, Timings 5: Lind Ave SW & SW 39th St/Site Access 4/1/2015 Carmax Renton Synchro 8 Report 2017 With-Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 6 0 10 9 9 16 186 652 31 9 131 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 150 0 125 0 Storage Lanes 1 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 404 522 614 576 Travel Time (s) 11.0 14.2 12.0 11.2 Confl. Peds. (#/hr) 1 1 1 1 2 4 4 2 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 13% 13% 13% 3% 3% 3% 3% 3% 3% 15% 15% 15% Shared Lane Traffic (%) Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 1 6 5 2 Permitted Phases 4862 Detector Phase 4 4 8 8 1 6 5 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 10.0 4.0 10.0 Minimum Split (s) 24.0 24.0 24.0 24.0 8.0 25.0 8.0 25.0 Total Split (s) 30.0 30.0 30.0 30.0 15.0 35.0 15.0 35.0 Total Split (%) 37.5% 37.5% 37.5% 37.5% 18.8% 43.8% 18.8% 43.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 0.0 0.0 0.0 0.0 1.0 0.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 5.0 4.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 36.3 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Lind Ave SW & SW 39th St/Site Access HCM 2010 Signalized Intersection Summary 5: Lind Ave SW & SW 39th St/Site Access 4/1/2015 Carmax Renton Synchro 8 Report 2017 With-Project - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 6 0 10 9 9 16 186 652 31 9 131 17 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1681 1681 1900 1900 1845 1900 1845 1845 1900 1652 1652 1900 Adj Flow Rate, veh/h 7 0 12 11 11 19 221 776 37 11 156 20 Adj No. of Lanes 110010120120 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 13 13 13 333333151515 Cap, veh/h 258 0 76 133 19 33 946 1785 85 562 1445 183 Arrive On Green 0.05 0.00 0.05 0.05 0.05 0.05 0.11 0.52 0.52 0.10 0.52 0.52 Sat Flow, veh/h 1236 0 1425 358 358 619 1757 3405 162 1573 2803 354 Grp Volume(v), veh/h 7 0 12 41 0 0 221 399 414 11 86 90 Grp Sat Flow(s),veh/h/ln 1236 0 1425 1335 0 0 1757 1752 1815 1573 1570 1588 Q Serve(g_s), s 0.0 0.0 0.3 1.0 0.0 0.0 2.2 5.6 5.6 0.1 1.1 1.2 Cycle Q Clear(g_c), s 0.2 0.0 0.3 1.4 0.0 0.0 2.2 5.6 5.6 0.1 1.1 1.2 Prop In Lane 1.00 1.00 0.27 0.46 1.00 0.09 1.00 0.22 Lane Grp Cap(c), veh/h 258 0 76 185 0 0 946 919 951 562 809 819 V/C Ratio(X) 0.03 0.00 0.16 0.22 0.00 0.00 0.23 0.43 0.43 0.02 0.11 0.11 Avail Cap(c_a), veh/h 991 0 922 1117 0 0 1239 1309 1356 837 1172 1186 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.1 0.0 18.1 18.8 0.0 0.0 3.3 5.9 5.9 3.4 5.0 5.0 Incr Delay (d2), s/veh 0.1 0.0 1.3 0.8 0.0 0.0 0.2 1.2 1.1 0.0 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.1 0.0 0.2 0.5 0.0 0.0 1.0 3.0 3.1 0.0 0.5 0.5 LnGrp Delay(d),s/veh 18.1 0.0 19.5 19.6 0.0 0.0 3.5 7.1 7.0 3.4 5.2 5.2 LnGrp LOS B B B AAAAAA Approach Vol, veh/h 19 41 1034 187 Approach Delay, s/veh 19.0 19.6 6.3 5.1 Approach LOS BBAA Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.3 25.7 6.2 8.0 26.1 6.2 Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 5.0 4.0 Max Green Setting (Gmax), s 11.0 30.0 26.0 11.0 30.0 26.0 Max Q Clear Time (g_c+I1), s 4.2 3.2 2.3 2.1 7.6 3.4 Green Ext Time (p_c), s 0.5 15.1 0.3 0.0 13.4 0.3 Intersection Summary HCM 2010 Ctrl Delay 6.7 HCM 2010 LOS A