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HomeMy WebLinkAboutRS_TIA_Revised_Chick-fil-A_190109.pdf Chick-fil-A Renton, WA PRE17-000838 Revised Transportation Impact Analysis January 4, 2019 Prepared for: Chick-fil-A Inc. 15635 Alton Parkway, Suite 350 Irvine, CA 92618 Prepared by: TENW Transportation Engineering NorthWest 11400 SE 8th Street, Suite 200 Bellevue, WA 98004 Office: (425) 889-6747 Fax: (425) 889-8369 Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page i Table of Contents FINDINGS/CONCLUSIONS ......................................................................................................1 INTRODUCTION ......................................................................................................................3 Project Description................................................................................................................3 Project Approach..................................................................................................................3 Primary Data and Information Sources ......................................................................................3 EXISTING CONDITIONS ...........................................................................................................6 Roadway Network ...............................................................................................................6 Existing Traffic Volumes..........................................................................................................6 Public Transportation Services .................................................................................................6 Level of Service....................................................................................................................9 Collision History.................................................................................................................10 FUTURE TRAFFIC CONDITIONS AND TRAFFIC IMPACTS............................................................11 Planned Transportation Improvements .....................................................................................11 Project Trip Generation........................................................................................................11 Project Trip Distribution and Assignment ..................................................................................11 Future Traffic Volumes..........................................................................................................12 Future Level of Service .........................................................................................................12 On-Site Drive-Thru Queues....................................................................................................13 Site Access Assessment........................................................................................................14 Site Access LOS Analysis ..................................................................................................14 Site Access Queue Analysis...............................................................................................15 Parking Analysis.................................................................................................................16 Assessment of Opening Weeks.............................................................................................16 On-Site Strategies...............................................................................................................17 Traffic and Parking Management Plan ....................................................................................18 MITIGATION .........................................................................................................................19 Appendices Appendix A – Peak Hour Turning Movement Counts Appendix B – Level of Service (LOS) Calculations Appendix C – Trip Generation Calculations Appendix D – Site Access Level of Service (LOS) and Queue Calculations Appendix E – Traffic and Parking Management Plan – Opening Weeks Appendix F – Traffic and Parking Management Plan – Normalized Conditions Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page ii List of Figures and Tables Figure 1 Project Site Vicinity .......................................................................................................4 Figure 2 Preliminary Site Plan .....................................................................................................5 Figure 3 AM Peak Hour Traffic Volumes .......................................................................................7 Figure 4 PM Peak Hour Traffic Volumes........................................................................................8 Table 1 Existing Roadway Network Summary – Project Site Vicinity ..................................................6 Table 2 LOS Criteria for Signalized and Stop-Controlled Intersections1 ..............................................9 Table 3 2018 Existing Peak Hour Level of Service Summary..........................................................10 Table 4 Collision Data Summary, January 1, 2014 to December 31, 2016....................................10 Table 5 Trip Generation Summary............................................................................................11 Table 6 Project Trip Distribution................................................................................................11 Table 7 Year 2020 Peak Hour Level of Service Summary .............................................................12 Table 8 Site Access Assessment – Peak Hour Level of Service Summary...........................................14 Table 9 Site Access Assessment – Peak Hour Queue Summary ......................................................15 Table 10 Western Washington Chick-fil-A Drive-Thru Transactions..................................................17 Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 1 FINDINGS/CONCLUSIONS This transportation impact analysis (TIA) has been prepared for the proposed Chick-fil-A Restaurant project located at 361 Rainier Avenue S in Renton. It has been revised to incorporate comments received from the Renton Police Department related to the traffic and parking management plan. Project Proposal. The project proposal includes a 4,195 square foot (SF) Chick-fil-A fast-food restaurant with a drive-through window on a site that is currently vacant (formerly occupied by Diamond Lil’s Restaurant). Vehicular access to the site is proposed at two locations: one via the Rainier Avenue S / S 3rd Place signalized intersection and the other via a right-in/right-out driveway north of the signal. Full buildout of the project is estimated to occur in 2020. Trip Generation. The proposed project is estimated to generate 988 new weekday daily trips with 86 new trips occurring during the weekday AM peak hour (44 entering, 22 exiting) and 68 new trips occurring during the weekday PM peak hour (35 entering, 33 exiting). Future Year LOS. LOS analyses were conducted for future year 2020 AM and PM peak hour conditions at the Rainier Avenue S / S 3rd Place signalized intersection. Based on the analysis results, the signalized study intersection is expected to operate at LOS C or better in 2020 with the proposed Chick-fil-A Restaurant project. Site Access Analysis. The individual movements at the proposed right-in/right-out driveway on Rainier Avenue S are expected to operate at LOS B or better in 2019 with 95th percentile queues anticipated to be less than 25 feet during both the AM and PM peak hours. Parking Evaluation. The project proposes a total of 42 on-site surface parking stalls. Peak parking demand was estimated based on rates included in the ITE Parking Generation manual, which has an average peak period parking demand rate for a fast-food restaurant with drive-through window of 9.98 vehicles per 1,000 SF. Applying the peak parking demand rate to the proposed Chick-fil-A Restaurant results in a total estimated peak parking demand of 42 stalls (9.98 X 4,195 / 1000). The 42 proposed on-site parking stalls would accommodate this peak parking demand. Parking Modification. The project proposes 42 stalls which exceeds the City coded allowance of 1 stall per 75 SF of dining area. To ensure public safety and minimize impact to adjacent properties, it is imperative that adequate on-site parking is provided for customers and to accommodate traffic circulation. Having adequate on-site parking and drive-thru queuing will prevent parking spill-over onto adjacent businesses and neighborhoods. If delays in the drive-thru are too long, customers will intuitively park on-site and go inside the restaurant. Without adequate on-site parking and good circulation, dine-in customers will create parking spillover. This can be avoiding by allowing the site to provide the amount of proposed parking greater than code allows. Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 2 Mitigation. Off-Site Improvements. Based on the results of the analysis, the existing transportation facilities are anticipated to accommodate the additional traffic generated by the proposed Chick-fil-A Restaurant project. No project-specific off-site transportation mitigation is proposed. Transportation Impact Fees. To mitigate long-term traffic impacts, the City of Renton requires payment of a traffic impact fee. The City’s currently adopted impact fee rates are $90.36 per square foot of fast-food restaurant with drive-through window use and $30.48 per square foot of sit-down restaurant use. Based on the current site plan, with credit for the former Diamond Lil’s Restaurant, the net impact fee for the proposed project would be $225,166.68. The City’s impact fee rate is subject to change. Traffic and Parking Management Plan. During the opening weeks of the Chick-fil-A Restaurant, it is expected that higher traffic levels and parking needs will be generated similar to other recent openings in the region. As a result, a Traffic and Parking Management Plan has been developed that will help direct entering and exiting vehicles for Chick-fil-A drive- through and walk-up patrons to areas within the site to help reduce impacts to the shared parking areas and drive aisles of the retail center, and to eliminate queue spill-back onto adjacent streets. Implementation of the Traffic and Parking Management Plan is proposed to mitigate short-term transportation impacts. Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 3 INTRODUCTION This transportation impact analysis (TIA) has been prepared for the proposed Chick-fil-A Restaurant project located at 361 Rainier Avenue S in Renton as shown in the Figure 1 Vicinity Map. Project Description The project proposal includes a 4,195 square foot (SF) Chick-fil-A fast-food restaurant with a drive- through window and 42 parking stalls on a site that is currently vacant (formerly Diamond Lil’s Restaurant). Vehicular access to the site is proposed at two locations: one on S 3rd Place west of Rainier Avenue S signalized intersection, other via a right-in/right-out driveway north of the signal. Full buildout of the project is anticipated in 2020. A preliminary site plan is provided in Figure 2. Project Approach To analyze the traffic impacts from the project, the following tasks were undertaken: Assessed existing conditions through field reconnaissance and reviewed existing planning documents; Described and assessed existing transportation conditions in the area; Documented collision histories at study intersections; Documented planned transportation improvements in the site vicinity; Documented existing traffic volumes and intersection levels of service (LOS) at the Rainier Avenue S / S 3rd Place study intersection during the weekday AM and PM peak hours; Estimated trip generation and documented trip distribution and assignment of AM and PM peak hour project-generated traffic; Documented traffic forecasts and assumptions for year 2020 conditions at the off- site study intersection without and with the proposed development; Analyzed weekday AM and PM peak hour LOS for year 2020 conditions at the off- site study intersection without and with the proposed development; Assessed operations at the proposed site access locations, including LOS and queuing during weekday AM and PM peak hour conditions; Identified transportation mitigation to the City of Renton. Primary Data and Information Sources City of Renton Comprehensive Plan Transportation Element, June 22, 2015. City of Renton 2018 - 2023 Transportation Improvement Program. ITE Trip Generation Manual, 10th Edition, 2017. AM and PM Peak Hour traffic counts by All Traffic Data, June 2018. Highway Capacity Manual (HCM 6th Edition), 2016. Washington State Department of Transportation (WSDOT) Collision Data, 2015- 2017. Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 4 Figure 1 Project Site Vicinity Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 5 Figure 2 Preliminary Site Plan Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 6 EXISTING CONDITIONS Roadway Network The primary anticipated travel route to and from the site in the City of Renton includes Rainier Avenue S. Descriptions of this roadway are included in Table 1 below. Table 1 Existing Roadway Network Summary – Project Site Vicinity Roadway Orientation Classification Speed Limit Number of Lanes Street Parking Sidewalks Rainier Avenue S N-S Principal Arterial 35 6 None Both Sides The intersection of Rainier Ave S and S 3rd Place is identified as a study intersection for the purpose of this traffic analysis. The intersection is signalized with crosswalks on all 4 legs. There is also a center raised median along Rainier Ave S. Existing Traffic Volumes Existing weekday AM and PM peak hour traffic volumes at the Rainier Avenue S / S 3rd Place off- site study intersection were based on counts conducted by All Traffic Data in June 2018. Figure 3 illustrates the 2018 existing AM and PM peak hour traffic volumes at the study intersection. The detailed peak hour turning movement count sheets are provided in Appendix A. Public Transportation Services Public transportation in the immediate project vicinity is served by King County Metro Transit. The closet transit stop is located on Rainier Avenue S, south of S 3rd Place. This stop provide access to King County Metro Transit routes 102, 167, 169, and RapidRide F Line. Route 102 offers weekday service between Fairwood and Downtown Seattle. Weekday service runs from approximately 4:45 a.m. to 7:00 p.m. with approximate 15-minute headways. Route 167 offers weekday service between South Renton Park & Ride and University District. Weekday service runs from approximately 6:00 a.m. to 6:30 p.m. with approximate 30-minute headways. Route 169 offers weekday service between Kent Station and the Renton Transit Center. Weekday service runs from approximately 4:30 a.m. to 1:00 a.m. with approximate 30-minute headways. RapidRide F Line offers weekday and weekend service between Burien, Tukwila International Blvd Link Station, the Renton Transit Center, and The Landing. Weekday service runs from approximately 4:45 a.m. to 1:00 a.m. with approximate 15-minute headways. Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 7 Figure 3 AM Peak Hour Traffic Volumes Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 8 Figure 4 PM Peak Hour Traffic Volumes Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 9 Level of Service Level of service (LOS) analyses were conducted at the Rainier Avenue S / S 3rd Place off-site study intersection during the weekday AM and PM peak hours. 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 6th Edition 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: Highway Capacity Manual (6th Edition), Transportation Research Board, 2016. 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 latest Highway Capacity Manual (6th Edition) using Synchro 10.1 traffic analysis software. The 2018 existing AM and PM peak hour LOS analysis results for the Rainier Avenue S / S 3rd Place study intersection are summarized in Table 3. The 2018 existing LOS worksheets are included in Appendix B. Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 10 Table 3 2018 Existing Peak Hour Level of Service Summary 2018 Existing Time Period / Study Intersection LOS Delay (sec) AM Peak Hour Rainier Avenue S / S 3rd Place B 12.8 PM Peak Hour Rainier Avenue S / S 3rd Place C 25.7 1. Results based on HCM Methodologies (6th Edition). As shown in Table 3, the existing Rainier Avenue S / S 3rd Place signalized intersection currently operates at LOS C or better during both the AM and PM peak hours. Collision History Historic collisions at the study intersections were analyzed for the three-year period from 2015 to 2017. Collision data was provided by WSDOT. Summaries of the total and yearly average collisions during this period are provided in Table 4. Table 4 Collision Data Summary, January 1, 2014 to December 31, 2016 Location 2015 2016 2017 Three-Year Total Collisions Average Annual Collisions Intersection Rainier Avenue S / S 3rd Place 7 2 7 16 5.33 Segment Rainier Avenue S between SW Sunset Blvd and S 3rd Pl 8 6 10 24 8.00 Source: WSDOT Collision Records. Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 11 FUTURE TRAFFIC CONDITIONS AND TRAFFIC IMPACTS Planned Transportation Improvements This section documents the known planned transportation improvements included in the City of Renton’s 2018-2023 Transportation Improvement Program (TIP). Based on the most recent TIP, there are no planned improvements in the project study area. Project Trip Generation The trip generation estimate for the proposed 4,195 SF Chick-fil-A Restaurant with drive-thru was based on methodology included in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th edition for Land Use Code (LUC) 934 (Fast-Food Restaurant with Drive-Through Window). Adjustments to the trip generation estimates were made to account for pass-by trips which are made by vehicles that are already on adjacent streets and make intermediate stops at the site en-route to a primary destination (e.g. on the way home from work). The resulting net new weekday daily, AM, and PM peak hour trip generation associated with the proposed project is summarized in Table 5. Table 5 Trip Generation Summary Net New Trips Generated Weekday Time Period In Out Total Weekday Daily 494 494 988 Weekday AM Peak Hour 44 42 86 Weekday PM Peak Hour 35 33 68 As shown in Table 5, the proposed project is estimated to generate 988 net new weekday daily trips, with 86 net new trips occurring during the weekday AM peak hour (44 entering, 42 exiting), and 68 net new trips occurring during the weekday PM peak hour (35 entering, 33 exiting). Detailed trip generation calculations are included in Attachment C. Project Trip Distribution and Assignment The distribution and assignment of the net new AM and PM peak hour project trips were estimated based existing traffic counts in the area and anticipated travel patterns. The following Table 6 summarizes the general trip distribution patterns. The project trip distribution and assignment through the site driveways and the study intersection are shown in Figure 4. Table 6 Project Trip Distribution Route (Direction)Trip Distribution Rainier Avenue S (north)50% Rainier Avenue S (south)45% S 3rd Place (east)5% TOTAL 100% Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 12 Future Traffic Volumes Year 2020 No Action (without project) peak hour traffic volumes were estimated by applying a 3 percent annual background growth rate to the existing volumes (confirmed by City staff). The 2020 With-Project traffic volumes were determined by adding the trip assignment from the proposed development to the future 2020 No Action traffic volumes. The 2020 No Action and 2020 With-Project AM and PM peak hour traffic volumes were shown previously in Figures 3 and 4. Future Level of Service Future year 2020 Level of Service (LOS) analyses were conducted at the Rainier Avenue S / S 3rd Place off-site study intersection for year 2020 weekday AM and PM peak hour No Action (without project) conditions and for year 2020 With-Project conditions. Existing intersection geometry was assumed at the study intersection as there are no planned improvements at this intersection. The 2020 weekday AM and PM peak hour LOS results at the study intersection without and with the proposed project are summarized in Table 7. The LOS worksheets are included in Appendix C. Table 7 Year 2020 Peak Hour Level of Service Summary 2020 No Action 2020 With-Project Time Period / Study Intersection LOS Delay (sec)LOS Delay (sec) AM Peak Hour Rainier Avenue S / S 3rd Place B 13.3 B 18.2 PM Peak Hour Rainier Avenue S / S 3rd Place C 26.9 C 29.9 1. Results based on HCM Methodologies (6th Edition). As shown in Table 7, the Rainier Avenue / S 3rd Place signalized intersection is anticipated to operate at LOS C or better in 2020 during both the weekday AM and PM peak hours with or without the proposed Chick-fil-A project. Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 13 On-Site Drive-Thru Queues During the Opening Weeks, the maximum drive-thru demand may reach as much as 120–130 vehicles during the lunch peak hour. The drive-thru queue resulting during the lunch peak during Opening Weeks and Normalized Conditions depend on a number of factors including service time (which includes time to pay, time to receive the food order, and time for the next vehicle to move up to the pick-up window), kitchen efficiency, staff experience, and customer recognition. It is important to note that Chick-fil-A has an Opening Staff group for all store openings throughout the country that remain on-site until staff are trained. They are accustomed to having high staff levels during Opening Weeks in order to provide a high quality level of customer service. With the increased staff levels and the Opening Staff group experience with higher customer demand during Opening Weeks, this results in faster service times. For purposes of estimating future drive-thru queues during Opening Weeks, a maximum of 130 vehicles were assumed in the drive-through during the weekday lunch peak. With faster service times during Opening Weeks, the drive-thru queue during the lunch peak period is estimated to about 25 vehicles. During Normalized Conditions, queues at the drive-thru are expected to be about 15 vehicles during the lunch peak based on 75 arriving vehicles in the drive-thru. To mitigate higher traffic generation and drive-thru queue demand during Opening Weeks, a Traffic Management Plan has been developed to ensure that that vehicle queues do not extend back to Rainier Ave or S 3rd Place. Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 14 Site Access Assessment Vehicular access to the site is proposed at two driveway locations: (1) via S 3rd Place shared access west of the Rainier Avenue S signalized intersection (note that S 3rd Place is a shared access road with Fred Meyer) (2) via a right-in/right-out driveway onto Rainier Ave S located approximately 175 feet north of the signalized intersection with S 3rd Place. It is imperative that the project have two fully functioning access driveways in order to accommodate peak hour demands and circulation to the adjacent street system. While the access on Rainier is limited to right-turns, maintaining ingress and egress at all times is necessary for the site to operate at its highest capacity and accommodate peak demands. To evaluate operations of the proposed site access on Rainier Avenue S, weekday AM and PM peak hour level of service (LOS) and queuing were analyzed at the following three locations: (1) Rainier Avenue S / S 3rd Place (signalized) (2) Internal Intersection west of Rainier Avenue S / S 3rd Place (all-way stop controlled) (3) Rainier Avenue S / Site Driveway (right-in/right-out stop controlled) Existing intersection geometry was assumed to remain at the study intersections for the future LOS and queue analysis since there are no planned improvements at these locations. Site Access LOS Analysis The LOS calculations were conducted using Synchro 10.1 software based on methodology outlined in the latest edition of the Highway Capacity Manual (6th Edition). Table 8 summarizes the results of the 2020 with-project LOS and queue analyses. The detailed LOS and queue calculation sheets are included in Appendix D, and queues are discussed following this section on the next page. Table 8 Site Access Assessment – Peak Hour Level of Service Summary 2020 No Action 2020 With-Project Time Period / Study Intersection LOS Delay (sec)LOS Delay (sec) AM Peak Hour 1. Rainier Avenue S / S 3rd Place B 13.3 B 18.2 2. Internal Intersection A 8.0 A 8.7 3. Rainier Avenue S / Site Driveway Eastbound Right-Turn ----B 13.4 PM Peak Hour 1. Rainier Avenue S / S 3rd Place C 26.9 C 29.9 2. Internal Intersection A 10.0 B 10.9 3. Rainier Avenue S / Site Driveway Eastbound Right-Turn ----C 22.0 1. Results based on HCM Methodologies (6th Edition). Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 15 As shown in Table 8, the adjacent signalized study intersection, all-way stop controlled study intersection, and the individual movements at the proposed site driveway on Rainier Avenue S are all expected to operate at LOS D or better in 2020 with the proposed project. Site Access Queue Analysis The queue calculations were conducted using Synchro 10.1 software based on methodology outlined in the latest edition of the Highway Capacity Manual (6th Edition). The reported queues are estimated 95th percentile queues that are exceeded only 5 percent of the time. Table 9 summarizes the results of the 2020 with-project queues. Table 9 Site Access Assessment – Peak Hour Queue Summary 2020 No Action 2020 With-Project Time Period / Study Intersection 50th % Queue (ft) 95th % Queue (ft) 50th % Queue (ft) 95th % Queue (ft) AM Peak Hour 1. Rainier Avenue S / S 3rd Place Eastbound Left-Turn 25’50’75’125’ Eastbound Shared Thru-Right 25’50’25’50’ PM Peak Hour 1. Rainier Avenue S / S 3rd Place Eastbound Left-Turn 100’150’125’200’ Eastbound Shared Thru-Right 125’200’150’225’ As shown in Table 9, the 50th percentile queues, which are typically described as “average queues” are not expected to extend through the internal intersection west of the Rainier Avenue S / S 3rd Place signalized intersection during the weekday AM, and PM peak hours. The 95th percentile queues are estimated to extend through this intersection during the weekday PM peak hour. It should be noted that the 95th percentile queue represents a queue that is only exceeded 5% of the time, which means that queues through the intersection are only expected during a few of the signal cycles in the PM peak hour. Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 16 Parking Analysis A parking analysis was completed for the proposed Chick-fil-A Restaurant project to evaluate the estimated peak parking demand as it compares proposed parking supply, and to propose a modification to allow more than the maximum allowed by code (1 stall per 75 SF of dining area). Parking Supply. The project proposes a total of 42 on-site surface parking stalls. Parking Demand. The peak parking demand for the proposed 4,195 SF fast-food restaurant was estimated based on rates included in the ITE Parking Generation manual, 4th edition for LUC 934 (Fast-Food Restaurant with Drive-Through Window). Per ITE, the average peak period parking demand rate for a fast-food restaurant with drive-through window is 9.98 vehicles per 1,000 SF. Applying the peak parking demand rate to the proposed Chick-fil-A Restaurant results in a total estimated peak parking demand of 42 stalls (9.98 X 4,195 / 1000). The 42 proposed on-site parking stalls would accommodate this peak parking demand. Code Required Parking Supply. Per City of Renton Municipal Code section 4-4-080 (Parking, Loading, and Driveway Regulations), a minimum and maximum of 1 stall per 75 SF of dining area is required. The proposed Chick-fil-A Restaurant consists of 1,473 SF of dining area, which results in a minimum and maximum required parking supply of 20 stalls (1,473 SF / 75). Code Required Drive-Through Stacking. City of Renton Municipal Code section 4-4-080 (Parking, Loading, and Driveway Regulations), the drive-through facility shall provide sufficient on-site vehicle stacking space (typically 5 spaces per window are required). The proposed Chick-fil-A Restaurant includes drive-through stacking space for 15 vehicles, which is intended to minimize drive-through impacts to on-site circulation and parking. Justification for Parking Modification. To ensure public safety and minimize impact to adjacent properties, it is imperative that adequate on-site parking is provided for customers and to accommodate traffic circulation. Having adequate on-site parking and drive-thru queuing will prevent parking spill-over onto adjacent businesses and neighborhoods. If delays in the drive-thru are too long, customers will intuitively park on-site and go inside the restaurant. Without adequate on-site parking and good circulation, dine-in customers will create parking spillover. This can be avoided by allowing the site to provide the amount of proposed parking greater than code allows. Assessment of Opening Weeks During Opening Weeks, it is anticipated that higher traffic demand will be generated on the site; this is similar to all other recent openings in the greater Puget Sound region. Chick-fil-A has a total of 9 locations open and operating in Western Washington. After great success during the first 3 Chick-fil-A openings in 2015 (Bellevue, Tacoma, Lynnwood), the 6 other more recent Chick-fil-A openings have experienced less demand during opening weeks and normalized conditions. We reviewed history drive-thru transaction data at the 3 initial Chick-fil-A openings and the recent 6 openings and a comparison is summarized in Table 10. Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 17 Table 10 Western Washington Chick-fil-A Drive-Thru Transactions Opening Weeks Normalized Time Period Bellevue Tacoma Lynnwood Other Recent Openings % Change Bellevue Tacoma Lynnwood Other Recent Openings % Change 12:00 – 1:00 PM 123 84 -32%98 82 -16% 5:00 – 6:00 PM 106 65 -38%63 56 -12% Based on the information summarized in Table 10, we can make the following observations: Traffic demand at the recent 6 store openings are less than the demand generated by the first 3 Chick-fil-A openings. After opening weeks, normalized drive-thru demand is lower, particularly during the PM peak hour. Recent Chick-fil-A openings have normalized lunch peak demand similar to opening weeks. We believe this is due to the fact that 9 stores are now open and the “newness” of Chick- fil-A is no longer creating a significant opening demand. This recent queue information for Opening Weeks was considered when preparing the Traffic and Parking Management Plan for the site which is described on the next page. On-Site Strategies It should be noted that the following strategies have been implemented at recent Chick-fil-A sites to help accommodate the increased traffic demand during Opening Weeks: Flexible traffic management plans have been developed and coordinated with Cities and Police Departments with great success. Chick-fil-A has been pursing larger sites with more parking to help accommodate the increased traffic demand. Employees use iPads to take orders early, allowing the drive-through to continue its efficient operation. Chick-fil-A provides canopies with heaters in order to accommodate employees as they walk up to take orders. The Chick-fil-A mobile app allows customers to place order before arriving on-site, streamlining their on-site experience and increasing efficiency. During opening weeks, Chick-fil-A has their “Grand Opening Team” on-site. Their experience with opening weeks at other locations provides expertise in handling the increased traffic during opening weeks. Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 18 Traffic and Parking Management Plan During Opening Weeks, a combination of manual control and signage will be utilized. Manual control will include presence of a Chick-fil-A staff positioned strategically on the site to help direct entering Chick-fil-A vehicle traffic. Traffic entering and exiting the site from the public ROW will be managed by an off-duty hired police officer. Signage will direct customers and used to restrict parking for Chick-fil-A customers in neighboring properties. It should be noted that based on opening weeks at other locations, it is important to have two site access points to accommodate the increased traffic demand. Below is a summary of the measures proposed to control traffic and parking during Opening Weeks: Chick-fil-A Opening Staff will communicate with the City of Renton Police Department in reasonable intervals to evaluate the effectiveness of mitigation measures. Off-duty officers will be utilized to implement the established management measures with the purpose to help facilitate the safe movement of vehicles and pedestrians on Rainier Ave and S 3rd Place through the site and back to the street. Weekly coordination meetings are expected. An off-duty police officer will be positioned at the right-in/right-out driveway on Rainier Avenue S to ensure that Chick-fil-A traffic does not backup onto Rainier Avenue S. In the event that the queue extends back to Rainier Avenue S, the officer will direct vehicles destined to Chick-fil-A to access the site via the Rainier Avenue S / S 3rd Place signal. An additional police officer will be positioned at the Rainier Avenue S / S 3rd Place ingress point to direct traffic to appropriate areas. Chick-fil-A has secured an area in an adjacent parking lot with 15 stalls for overflow customers and staff parking to help reduce the impact to adjacent businesses and S 3rd Place. This lot is directly across the street from the Chick-fil-A site at the Rainier Ave S / S 3rd Place intersection, which includes crosswalks and pedestrian pushbuttons to provide safe access between the parking lot and Chick-fil-A. Chick-fil-A drive-through traffic will be directed to access the drive-through from either access on Rainier and 3rd Place. A police officer will be positioned at the Rainier Ave S driveway to ensure drive-through queues do not extend back onto Rainier Ave S. Signage will be placed on the Fred Meyer property, and potentially other adjacent properties near the Chick-fil-A site indicating “No Chick-fil-A Parking.” A Chick-fil-A staff member will be positioned near the drive-through entrance to manage the dual entry lanes and keep a path clear for dine-in customers to by-pass the drive-through. A Chick-fil-A staff member will be positioned at the exit of the drive-through to direct exiting traffic to use the southwest access to S 3rd Place. During the grand opening, police officers will be utilized to direct traffic and manage ingress and egress at the two site access locations. It is anticipated that the Traffic Commander will assess these driveways on a regular basis and at any time traffic volumes are deemed a hazard or impact traffic on Rainier Ave S in regard to safety, revisions to the proposed traffic and parking management plan may be made on an “as needed” basis. The proposed traffic and parking management plan during Opening Weeks is shown graphically in Appendix E. Normalized conditions are shown graphically in Appendix F. Revised Transportation Impact Analysis Chick-fil-A – Renton, WA TENW January 4, 2019 Page 19 MITIGATION The following measures are proposed to mitigation the transportation and parking impacts of the proposed 4,195 SF Chick-fil-A restaurant with drive-through. Off-Site Improvements. Based on the results of the analysis, the existing transportation facilities are anticipated to accommodate the additional traffic generated by the proposed project. No project- specific off-site transportation improvements are proposed. Transportation Impact Fees. To mitigate long-term traffic impacts, the City of Renton requires payment of a traffic impact fee. The City’s currently adopted impact fee rates are $90.36 per SF of fast-food restaurant with drive-through window use and $30.48 per SF of sit-down restaurant use. Based on the proposed 4,195 SF fast-food restaurant with drive-through window, the impact fee associated with the proposed use would be $379,060.20 (4,195 SF X $90.36/SF). Based on 5,049 SF of existing sit-down restaurant use, the impact fee credit associated with the existing use would be $153,893.52 (5,049 SF X $30.48/SF). The resulting net impact fee for the proposed project is $225,166.68. Traffic and Parking Management Plan. During the opening weeks of the Chick-fil-A Restaurant, it is expected that higher traffic levels and parking needs will be generated similar to other recent openings in the region. As a result, a Traffic and Parking Management Plan has been developed that will help direct entering and exiting vehicles for Chick-fil-A drive-through and walk-up patrons to areas within the site to help reduce impacts to the shared parking areas and drive aisles of the retail center, and to eliminate queue spill-back onto adjacent streets. Implementation of the Traffic and Parking Management Plan is proposed to mitigate short-term transportation impacts. Revised Transportation Impact Analysis Chick-fil-A – Renton, WA Appendix A Peak Hour Turning Movement Counts Peak Hour:07:15 AM - 08:15 AM RAINER AVE S RAINER AVE SS 3RD PLACCESS RD (303) 216-2439 www.alltrafficdata.net Location:4 RAINER AVE S & S 3RD PL AM Thursday, June 28, 2018Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk412961 27 19 25 13 28 741 1,453 107 30 1,399737 66 93 N S EW 0 0 689251,36284ACCESS RD S 3RD PLRAINER AVE SRAINER AVE S2,313 2 4112N S EW 0410 1 1 102Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 7:00 AM 2,303071054012362049952521865 7:15 AM 2,313062059183430115255531627 7:30 AM 2,297064034163820017460541227 7:45 AM 2,271073048133472420661871718 8:00 AM 2,19809407618290041575351116319 8:15 AM 0 4 4 0 6 7 0 7 300 0 2 173 539817110 8:30 AM 0 6 3 0 3 9 0 9 319 0 6 178 5791112518 8:45 AM 0 6 9 0 2 6 0 16 272 4 10 182 545916112 Count Total 0 51 30 0 35 53 4 69 2,615 6 31 1,321 4,501551242186 Peak Hour 0 28 13 0 19 27 4 25 1,362 2 9 689 2,3132561841 HV%PHF 0.69 0.89 0.89 0.84 4.5% 3.7% 6.8% 5.5% 6.2%0.94 EB WB NB SB All 0003 0 1 0 0 3 41 99 4 2 9542 3 0 N S EW 0 0 4109320Heavy VehiclesInterval Start Time EB NB TotalWBSB 7:00 AM 0 26 0 8 34 7:15 AM 1 20 1 10 32 7:30 AM 0 26 3 9 38 7:45 AM 0 23 0 12 35 8:00 AM 2 26 0 10 38 8:15 AM 0 26 1 10 37 8:30 AM 0 23 0 10 33 8:45 AM 0 22 0 15 37 Count Total 3 192 5 84 284 Peak Hour 3 95 4 41 143 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 7:00 AM 1 0 0 0 1 7:15 AM 5 0 2 1 8 7:30 AM 2 0 2 1 5 7:45 AM 3 0 0 0 3 8:00 AM 2 1 0 0 3 8:15 AM 0 1 2 0 3 8:30 AM 3 0 1 1 5 8:45 AM 7 2 1 1 11 Count Total 23 4 8 4 39 Peak Hour 12 1 4 2 19 Peak Hour:04:15 PM - 05:15 PM RAINER AVE S RAINER AVE SS 3RD PLACCESS RD (303) 216-2439 www.alltrafficdata.net Location:4 RAINER AVE S & S 3RD PL PM Thursday, June 28, 2018Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk11397589 49 26 92 79 92 1,514 1,396 164 180 1,3141,446 263 233 N S EW 0 0 1,317711,2062611ACCESS RD S 3RD PLRAINER AVE SRAINER AVE S3,255 5 221611N S EW 913511 1 4 38Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 4:00 PM 3,2200231605141192671143597982818627 4:15 PM 3,2550202005143232960163258062819730 4:30 PM 3,248020160892223105303418331721428 4:45 PM 3,2510262507152122954143107832018629 5:00 PM 3,1770261806114143050153418332731926 5:15 PM 0 29 25 0 5 10 5 19 288 5 14 325 7992416628 5:30 PM 0 26 29 0 9 12 1 25 298 4 18 344 8362817619 5:45 PM 0 32 15 0 7 14 3 27 270 3 16 249 7092121625 Count Total 0 202 164 0 52 99 21 161 2,329 22 137 2,594 6,39719316150212 Peak Hour 0 92 79 0 26 49 11 71 1,206 9 75 1,317 3,255928926113 HV%PHF 0.93 0.85 0.97 0.94 0.0% 0.6% 2.8% 3.1% 2.6%0.98 EB WB NB SB All 2001 0 0 0 0 0 47 37 1 1 3745 0 2 N S EW 0 0 4503610Heavy VehiclesInterval Start Time EB NB TotalWBSB 4:00 PM 0 7 0 12 19 4:15 PM 0 12 0 16 28 4:30 PM 0 7 0 11 18 4:45 PM 0 10 1 10 21 5:00 PM 0 8 0 10 18 5:15 PM 2 3 0 14 19 5:30 PM 0 11 0 11 22 5:45 PM 0 7 1 11 19 Count Total 2 65 2 95 164 Peak Hour 0 37 1 47 85 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 4:00 PM 1 5 13 2 21 4:15 PM 8 4 3 0 15 4:30 PM 1 4 8 2 15 4:45 PM 0 6 5 1 12 5:00 PM 2 2 6 2 12 5:15 PM 8 5 3 1 17 5:30 PM 3 9 2 7 21 5:45 PM 3 6 6 0 15 Count Total 26 41 46 15 128 Peak Hour 11 16 22 5 54 Revised Transportation Impact Analysis Chick-fil-A – Renton, WA Appendix B Level of Service (LOS) Calculations Revised Transportation Impact Analysis Chick-fil-A – Renton, WA 2018 Existing Lanes, Volumes, Timings 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2018 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 28 13 25 19 27 61 29 1362 8 11 689 41 Future Volume (vph) 28 13 25 19 27 61 29 1362 8 11 689 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 225 0 150 0 Storage Lanes 1 0 1 0 1 1 1 1 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) 393 783 719 265 Travel Time (s) 10.7 21.4 14.0 5.2 Confl. Peds. (#/hr) 2 1 1 2 4 12 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 5% 5% 5% 4% 4% 4% 7% 7% 7% 6% 6% 6% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Perm Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Minimum Split (s) 42.0 42.0 43.0 43.0 9.0 28.0 28.0 9.0 26.0 26.0 Total Split (s) 55.0 55.0 55.0 55.0 19.0 83.0 83.0 18.0 82.0 82.0 Total Split (%) 35.3% 35.3% 35.3% 35.3% 12.2% 53.2% 53.2% 11.5% 52.6% 52.6% 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 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 36 (23%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: Rainier Ave S & S 3rd Pl HCM 6th Signalized Intersection Summary 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2018 Existing - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 28 13 25 19 27 61 29 1362 8 11 689 41 Future Volume (veh/h) 28 13 25 19 27 61 29 1362 8 11 689 41 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 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/ln 1826 1826 1826 1841 1841 1841 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 30 14 27 20 29 65 31 1449 9 12 733 44 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 5 5 5 4 4 4 7 7 7 6 6 6 Cap, veh/h 111 59 113 157 53 119 39 2689 1196 18 2668 1181 Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.11 0.02 0.79 0.79 0.01 0.78 0.78 Sat Flow, veh/h 1266 555 1071 1338 503 1127 1711 3413 1518 1725 3441 1523 Grp Volume(v), veh/h 30 0 41 20 0 94 31 1449 9 12 733 44 Grp Sat Flow(s),veh/h/ln 1266 0 1626 1338 0 1630 1711 1706 1518 1725 1721 1523 Q Serve(g_s), s 3.6 0.0 3.6 2.2 0.0 8.5 2.8 24.4 0.2 1.1 9.5 1.0 Cycle Q Clear(g_c), s 12.1 0.0 3.6 5.8 0.0 8.5 2.8 24.4 0.2 1.1 9.5 1.0 Prop In Lane 1.00 0.66 1.00 0.69 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 111 0 172 157 0 172 39 2689 1196 18 2668 1181 V/C Ratio(X) 0.27 0.00 0.24 0.13 0.00 0.55 0.79 0.54 0.01 0.67 0.27 0.04 Avail Cap(c_a), veh/h 383 0 521 444 0 523 154 2689 1196 144 2668 1181 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 72.0 0.0 64.0 66.7 0.0 66.2 75.8 6.1 3.5 76.9 5.0 4.1 Incr Delay (d2), s/veh 1.9 0.0 1.0 0.5 0.0 3.8 28.8 0.8 0.0 35.4 0.3 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/ln 1.2 0.0 1.6 0.8 0.0 3.8 1.6 8.0 0.1 0.7 3.2 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 73.8 0.0 65.0 67.2 0.0 70.0 104.6 6.9 3.5 112.4 5.3 4.1 LnGrp LOS E A E E A E F A A F A A Approach Vol, veh/h 71 114 1489 789 Approach Delay, s/veh 68.7 69.5 8.9 6.8 Approach LOS E E A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.6 127.9 21.5 8.6 125.9 21.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 13.0 78.0 50.0 14.0 77.0 50.0 Max Q Clear Time (g_c+I1), s 3.1 26.4 14.1 4.8 11.5 10.5 Green Ext Time (p_c), s 0.0 37.5 0.5 0.0 17.5 1.0 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B Lanes, Volumes, Timings 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2018 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 13 15 41 19 70 1 39 19 39 21 0 Future Volume (vph) 0 13 15 41 19 70 1 39 19 39 21 0 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) 185 393 235 231 Travel Time (s) 5.0 10.7 6.4 6.3 Confl. Peds. (#/hr) 3 11 8 3 11 8 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%) 7% 7% 7% 1% 1% 1% 3% 3% 3% 0% 0% 0% Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th AWSC 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2018 Existing - AM Peak Hour Intersection Intersection Delay, s/veh 7.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 13 15 41 19 70 1 39 19 39 21 0 Future Vol, veh/h 0 13 15 41 19 70 1 39 19 39 21 0 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 7 7 7 1 1 1 3 3 3 0 0 0 Mvmt Flow 0 16 19 51 23 86 1 48 23 48 26 0 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 7.7 8 7.7 8.1 HCM LOS A A A A Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 2% 0% 0% 100% 0% 65% Vol Thru, % 66% 100% 46% 0% 21% 35% Vol Right, % 32% 0% 54% 0% 79% 0% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 59 0 28 41 89 60 LT Vol 1 0 0 41 0 39 Through Vol 39 0 13 0 19 21 RT Vol 19 0 15 0 70 0 Lane Flow Rate 73 0 35 51 110 74 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.087 0 0.045 0.076 0.133 0.094 Departure Headway (Hd) 4.301 5.099 4.722 5.4 4.346 4.564 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 835 0 760 668 830 787 Service Time 2.316 2.815 2.438 3.1 2.046 2.58 HCM Lane V/C Ratio 0.087 0 0.046 0.076 0.133 0.094 HCM Control Delay 7.7 7.8 7.7 8.5 7.7 8.1 HCM Lane LOS A N A A A A HCM 95th-tile Q 0.3 0 0.1 0.2 0.5 0.3 Lanes, Volumes, Timings 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2018 Existing - Lunch Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 85 50 99 27 64 77 119 1084 31 59 996 87 Future Volume (vph) 85 50 99 27 64 77 119 1084 31 59 996 87 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 225 0 150 0 Storage Lanes 1 0 1 0 1 1 1 1 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) 393 783 719 265 Travel Time (s) 10.7 21.4 14.0 5.2 Confl. Peds. (#/hr) 13 19 19 13 21 15 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 4% 4% 4% 5% 5% 5% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Perm Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Minimum Split (s) 42.0 42.0 43.0 43.0 9.0 28.0 28.0 9.0 26.0 26.0 Total Split (s) 45.0 45.0 45.0 45.0 14.0 98.0 98.0 13.0 97.0 97.0 Total Split (%) 28.8% 28.8% 28.8% 28.8% 9.0% 62.8% 62.8% 8.3% 62.2% 62.2% 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 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 120 (77%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: Rainier Ave S & S 3rd Pl HCM 6th Signalized Intersection Summary 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2018 Existing - Lunch Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 85 50 99 27 64 77 119 1084 31 59 996 87 Future Volume (veh/h) 85 50 99 27 64 77 119 1084 31 59 996 87 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.97 0.98 0.97 1.00 0.98 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/ln 1870 1870 1870 1870 1870 1870 1841 1841 1841 1826 1826 1826 Adj Flow Rate, veh/h 88 52 102 28 66 79 123 1118 32 61 1027 90 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 4 4 4 5 5 5 Cap, veh/h 206 114 224 196 157 188 101 2285 1003 77 2220 979 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.06 0.65 0.65 0.04 0.64 0.64 Sat Flow, veh/h 1220 553 1085 1211 763 913 1753 3497 1535 1739 3469 1529 Grp Volume(v), veh/h 88 0 154 28 0 145 123 1118 32 61 1027 90 Grp Sat Flow(s),veh/h/ln 1220 0 1639 1211 0 1675 1753 1749 1535 1739 1735 1529 Q Serve(g_s), s 10.5 0.0 12.8 3.2 0.0 11.7 9.0 25.4 1.2 5.4 23.6 3.5 Cycle Q Clear(g_c), s 22.3 0.0 12.8 16.1 0.0 11.7 9.0 25.4 1.2 5.4 23.6 3.5 Prop In Lane 1.00 0.66 1.00 0.54 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 206 0 338 196 0 345 101 2285 1003 77 2220 979 V/C Ratio(X) 0.43 0.00 0.46 0.14 0.00 0.42 1.22 0.49 0.03 0.79 0.46 0.09 Avail Cap(c_a), veh/h 267 0 420 257 0 430 101 2285 1003 89 2220 979 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.5 0.0 54.3 61.3 0.0 53.8 73.5 13.8 9.6 73.8 14.4 10.7 Incr Delay (d2), s/veh 2.0 0.0 1.4 0.5 0.0 1.2 158.7 0.8 0.1 33.4 0.7 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(50%),veh/ln 3.4 0.0 5.5 1.0 0.0 5.1 8.5 10.0 0.4 3.1 9.3 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 65.5 0.0 55.6 61.8 0.0 55.0 232.2 14.5 9.6 107.2 15.1 10.9 LnGrp LOS E A E E A D F B A F B B Approach Vol, veh/h 242 173 1273 1178 Approach Delay, s/veh 59.2 56.1 35.4 19.5 Approach LOS E E D B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.9 106.9 37.2 14.0 104.8 37.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 8.0 93.0 40.0 9.0 92.0 40.0 Max Q Clear Time (g_c+I1), s 7.4 27.4 24.3 11.0 25.6 18.1 Green Ext Time (p_c), s 0.0 31.7 1.5 0.0 29.5 1.3 Intersection Summary HCM 6th Ctrl Delay 32.1 HCM 6th LOS C Lanes, Volumes, Timings 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2018 Existing - Lunch Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 36 14 104 51 105 12 50 91 109 64 3 Future Volume (vph) 3 36 14 104 51 105 12 50 91 109 64 3 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) 185 393 235 231 Travel Time (s) 5.0 10.7 6.4 6.3 Confl. Peds. (#/hr) 11 17 6 11 17 6 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 (%) 2% 2% 2% 2% 2% 2% 3% 3% 3% 1% 1% 1% Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th AWSC 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2018 Existing - Lunch Peak Hour Intersection Intersection Delay, s/veh 9.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 36 14 104 51 105 12 50 91 109 64 3 Future Vol, veh/h 3 36 14 104 51 105 12 50 91 109 64 3 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, % 2 2 2 2 2 2 3 3 3 1 1 1 Mvmt Flow 3 39 15 113 55 114 13 54 99 118 70 3 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 8.9 9.6 9.1 10 HCM LOS A A A A Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 8% 100% 0% 100% 0% 62% Vol Thru, % 33% 0% 72% 0% 33% 36% Vol Right, % 59% 0% 28% 0% 67% 2% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 153 3 50 104 156 176 LT Vol 12 3 0 104 0 109 Through Vol 50 0 36 0 51 64 RT Vol 91 0 14 0 105 3 Lane Flow Rate 166 3 54 113 170 191 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.217 0.006 0.084 0.187 0.235 0.27 Departure Headway (Hd) 4.705 6.246 5.541 5.97 4.989 5.074 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 757 568 640 597 714 704 Service Time 2.772 4.041 3.336 3.747 2.765 3.139 HCM Lane V/C Ratio 0.219 0.005 0.084 0.189 0.238 0.271 HCM Control Delay 9.1 9.1 8.9 10.1 9.3 10 HCM Lane LOS A A A B A A HCM 95th-tile Q 0.8 0 0.3 0.7 0.9 1.1 Lanes, Volumes, Timings 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2018 Existing - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 92 79 92 26 49 89 82 1206 26 84 1317 113 Future Volume (vph) 92 79 92 26 49 89 82 1206 26 84 1317 113 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 225 0 150 0 Storage Lanes 1 0 1 0 1 1 1 1 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) 393 783 719 242 Travel Time (s) 10.7 21.4 14.0 4.7 Confl. Peds. (#/hr) 5 16 16 5 22 11 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 3% 3% 3% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Perm Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Minimum Split (s) 42.0 42.0 43.0 43.0 9.0 28.0 28.0 9.0 26.0 26.0 Total Split (s) 45.0 45.0 45.0 45.0 22.0 89.0 89.0 22.0 89.0 89.0 Total Split (%) 28.8% 28.8% 28.8% 28.8% 14.1% 57.1% 57.1% 14.1% 57.1% 57.1% 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 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 40 (26%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: Rainier Ave S & S 3rd Pl HCM 6th Signalized Intersection Summary 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2018 Existing - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 92 79 92 26 49 89 82 1206 26 84 1317 113 Future Volume (veh/h) 92 79 92 26 49 89 82 1206 26 84 1317 113 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.98 0.99 0.98 1.00 0.98 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/ln 1900 1900 1900 1885 1885 1885 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 94 81 94 27 50 91 84 1231 27 86 1344 115 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 0 0 1 1 1 3 3 3 3 3 3 Cap, veh/h 208 161 187 181 120 218 104 2258 990 106 2262 1000 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.06 0.64 0.64 0.06 0.64 0.64 Sat Flow, veh/h 1247 791 918 1202 589 1072 1767 3526 1545 1767 3526 1559 Grp Volume(v), veh/h 94 0 175 27 0 141 84 1231 27 86 1344 115 Grp Sat Flow(s),veh/h/ln 1247 0 1709 1202 0 1662 1767 1763 1545 1767 1763 1559 Q Serve(g_s), s 11.1 0.0 14.2 3.2 0.0 11.5 7.3 30.1 1.0 7.5 34.4 4.5 Cycle Q Clear(g_c), s 22.6 0.0 14.2 17.4 0.0 11.5 7.3 30.1 1.0 7.5 34.4 4.5 Prop In Lane 1.00 0.54 1.00 0.65 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 208 0 347 181 0 338 104 2258 990 106 2262 1000 V/C Ratio(X) 0.45 0.00 0.50 0.15 0.00 0.42 0.81 0.55 0.03 0.81 0.59 0.11 Avail Cap(c_a), veh/h 274 0 438 245 0 426 193 2258 990 193 2262 1000 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.9 0.0 55.2 62.9 0.0 54.1 72.5 15.5 10.3 72.4 16.2 10.8 Incr Delay (d2), s/veh 2.2 0.0 1.6 0.5 0.0 1.2 13.7 1.0 0.1 13.6 1.2 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(50%),veh/ln 3.7 0.0 6.4 1.0 0.0 5.0 3.7 12.1 0.4 3.8 13.8 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.1 0.0 56.8 63.4 0.0 55.3 86.2 16.4 10.3 86.0 17.3 11.0 LnGrp LOS E A E E A E F B B F B B Approach Vol, veh/h 269 168 1342 1545 Approach Delay, s/veh 60.0 56.6 20.7 20.7 Approach LOS E E C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.4 104.9 36.7 14.2 105.1 36.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 84.0 40.0 17.0 84.0 40.0 Max Q Clear Time (g_c+I1), s 9.5 32.1 24.6 9.3 36.4 19.4 Green Ext Time (p_c), s 0.1 31.6 1.7 0.1 34.2 1.2 Intersection Summary HCM 6th Ctrl Delay 25.7 HCM 6th LOS C Lanes, Volumes, Timings 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2018 Existing - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 68 27 77 48 84 6 57 85 121 76 0 Future Volume (vph) 2 68 27 77 48 84 6 57 85 121 76 0 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) 185 393 235 231 Travel Time (s) 5.0 10.7 6.4 6.3 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 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th AWSC 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2018 Existing - PM Peak Hour Intersection Intersection Delay, s/veh 9.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 68 27 77 48 84 6 57 85 121 76 0 Future Vol, veh/h 2 68 27 77 48 84 6 57 85 121 76 0 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 74 29 84 52 91 7 62 92 132 83 0 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 9.4 9.5 9.1 10.4 HCM LOS A A A B Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 4% 100% 0% 100% 0% 61% Vol Thru, % 39% 0% 72% 0% 36% 39% Vol Right, % 57% 0% 28% 0% 64% 0% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 148 2 95 77 132 197 LT Vol 6 2 0 77 0 121 Through Vol 57 0 68 0 48 76 RT Vol 85 0 27 0 84 0 Lane Flow Rate 161 2 103 84 143 214 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.211 0.004 0.158 0.141 0.204 0.303 Departure Headway (Hd) 4.733 6.232 5.525 6.079 5.124 5.099 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 751 569 642 585 693 700 Service Time 2.81 4.03 3.322 3.865 2.909 3.172 HCM Lane V/C Ratio 0.214 0.004 0.16 0.144 0.206 0.306 HCM Control Delay 9.1 9.1 9.4 9.9 9.2 10.4 HCM Lane LOS A A A A A B HCM 95th-tile Q 0.8 0 0.6 0.5 0.8 1.3 Revised Transportation Impact Analysis Chick-fil-A – Renton, WA 2020 No Action Lanes, Volumes, Timings 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 Without Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 30 14 27 20 29 65 31 1445 8 12 731 43 Future Volume (vph) 30 14 27 20 29 65 31 1445 8 12 731 43 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 225 0 150 0 Storage Lanes 1 0 1 0 1 1 1 1 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) 393 783 719 265 Travel Time (s) 10.7 21.4 14.0 5.2 Confl. Peds. (#/hr) 2 1 1 2 4 12 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 5% 5% 5% 4% 4% 4% 7% 7% 7% 6% 6% 6% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Perm Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Minimum Split (s) 42.0 42.0 43.0 43.0 9.0 28.0 28.0 9.0 26.0 26.0 Total Split (s) 55.0 55.0 55.0 55.0 19.0 83.0 83.0 18.0 82.0 82.0 Total Split (%) 35.3% 35.3% 35.3% 35.3% 12.2% 53.2% 53.2% 11.5% 52.6% 52.6% 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 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 36 (23%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 1: Rainier Ave S & S 3rd Pl HCM 6th Signalized Intersection Summary 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 Without Project - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 14 27 20 29 65 31 1445 8 12 731 43 Future Volume (veh/h) 30 14 27 20 29 65 31 1445 8 12 731 43 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 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/ln 1826 1826 1826 1841 1841 1841 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 32 15 29 21 31 69 33 1537 9 13 778 46 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 5 5 5 4 4 4 7 7 7 6 6 6 Cap, veh/h 112 61 118 161 56 124 42 2670 1188 19 2646 1171 Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.11 0.02 0.78 0.78 0.01 0.77 0.77 Sat Flow, veh/h 1260 554 1072 1335 506 1125 1711 3413 1518 1725 3441 1523 Grp Volume(v), veh/h 32 0 44 21 0 100 33 1537 9 13 778 46 Grp Sat Flow(s),veh/h/ln 1260 0 1626 1335 0 1631 1711 1706 1518 1725 1721 1523 Q Serve(g_s), s 3.9 0.0 3.9 2.3 0.0 9.1 3.0 27.8 0.2 1.2 10.5 1.1 Cycle Q Clear(g_c), s 12.9 0.0 3.9 6.1 0.0 9.1 3.0 27.8 0.2 1.2 10.5 1.1 Prop In Lane 1.00 0.66 1.00 0.69 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 112 0 180 161 0 180 42 2670 1188 19 2646 1171 V/C Ratio(X) 0.29 0.00 0.24 0.13 0.00 0.55 0.79 0.58 0.01 0.68 0.29 0.04 Avail Cap(c_a), veh/h 377 0 521 441 0 523 154 2670 1188 144 2646 1171 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 71.9 0.0 63.4 66.2 0.0 65.7 75.7 6.7 3.7 76.9 5.4 4.3 Incr Delay (d2), s/veh 2.0 0.0 1.0 0.5 0.0 3.8 27.0 0.9 0.0 35.2 0.3 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/ln 1.3 0.0 1.7 0.8 0.0 4.0 1.6 9.2 0.1 0.7 3.6 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 73.8 0.0 64.4 66.8 0.0 69.5 102.7 7.6 3.7 112.1 5.7 4.4 LnGrp LOS E A E E A E F A A F A A Approach Vol, veh/h 76 121 1579 837 Approach Delay, s/veh 68.4 69.0 9.6 7.2 Approach LOS E E A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.7 127.0 22.2 8.8 124.9 22.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 13.0 78.0 50.0 14.0 77.0 50.0 Max Q Clear Time (g_c+I1), s 3.2 29.8 14.9 5.0 12.5 11.1 Green Ext Time (p_c), s 0.0 37.6 0.5 0.0 18.9 1.0 Intersection Summary HCM 6th Ctrl Delay 13.3 HCM 6th LOS B Lanes, Volumes, Timings 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 Without Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 14 16 43 20 74 1 41 20 41 22 0 Future Volume (vph) 0 14 16 43 20 74 1 41 20 41 22 0 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) 185 393 235 231 Travel Time (s) 5.0 10.7 6.4 6.3 Confl. Peds. (#/hr) 3 11 8 3 11 8 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%) 7% 7% 7% 1% 1% 1% 3% 3% 3% 0% 0% 0% Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th AWSC 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 Without Project - AM Peak Hour Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 14 16 43 20 74 1 41 20 41 22 0 Future Vol, veh/h 0 14 16 43 20 74 1 41 20 41 22 0 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 7 7 7 1 1 1 3 3 3 0 0 0 Mvmt Flow 0 17 20 53 25 91 1 51 25 51 27 0 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 7.7 8.1 7.8 8.1 HCM LOS A A A A Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 2% 0% 0% 100% 0% 65% Vol Thru, % 66% 100% 47% 0% 21% 35% Vol Right, % 32% 0% 53% 0% 79% 0% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 62 0 30 43 94 63 LT Vol 1 0 0 43 0 41 Through Vol 41 0 14 0 20 22 RT Vol 20 0 16 0 74 0 Lane Flow Rate 77 0 37 53 116 78 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.092 0 0.049 0.08 0.14 0.099 Departure Headway (Hd) 4.332 5.128 4.752 5.409 4.354 4.596 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 829 0 756 665 826 782 Service Time 2.347 2.843 2.468 3.122 2.067 2.611 HCM Lane V/C Ratio 0.093 0 0.049 0.08 0.14 0.1 HCM Control Delay 7.8 7.8 7.7 8.6 7.8 8.1 HCM Lane LOS A N A A A A HCM 95th-tile Q 0.3 0 0.2 0.3 0.5 0.3 Lanes, Volumes, Timings 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 Without Project - Lunch Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 90 53 105 29 68 82 126 1150 33 62 1057 92 Future Volume (vph) 90 53 105 29 68 82 126 1150 33 62 1057 92 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 225 0 150 0 Storage Lanes 1 0 1 0 1 1 1 1 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) 393 783 719 265 Travel Time (s) 10.7 21.4 14.0 5.2 Confl. Peds. (#/hr) 13 19 19 13 21 15 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 4% 4% 4% 5% 5% 5% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Perm Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Minimum Split (s) 42.0 42.0 43.0 43.0 9.0 28.0 28.0 9.0 26.0 26.0 Total Split (s) 45.0 45.0 45.0 45.0 14.0 98.0 98.0 13.0 97.0 97.0 Total Split (%) 28.8% 28.8% 28.8% 28.8% 9.0% 62.8% 62.8% 8.3% 62.2% 62.2% 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 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 120 (77%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: Rainier Ave S & S 3rd Pl HCM 6th Signalized Intersection Summary 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 Without Project - Lunch Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 53 105 29 68 82 126 1150 33 62 1057 92 Future Volume (veh/h) 90 53 105 29 68 82 126 1150 33 62 1057 92 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.97 0.98 0.97 1.00 0.98 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/ln 1870 1870 1870 1870 1870 1870 1841 1841 1841 1826 1826 1826 Adj Flow Rate, veh/h 93 55 108 30 70 85 130 1186 34 64 1090 95 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 4 4 4 5 5 5 Cap, veh/h 204 116 229 195 159 193 101 2263 993 80 2205 972 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.06 0.65 0.65 0.05 0.64 0.64 Sat Flow, veh/h 1210 553 1086 1202 756 918 1753 3497 1535 1739 3469 1529 Grp Volume(v), veh/h 93 0 163 30 0 155 130 1186 34 64 1090 95 Grp Sat Flow(s),veh/h/ln 1210 0 1639 1202 0 1675 1753 1749 1535 1739 1735 1529 Q Serve(g_s), s 11.3 0.0 13.6 3.5 0.0 12.6 9.0 28.3 1.2 5.7 26.0 3.8 Cycle Q Clear(g_c), s 23.9 0.0 13.6 17.1 0.0 12.6 9.0 28.3 1.2 5.7 26.0 3.8 Prop In Lane 1.00 0.66 1.00 0.55 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 204 0 345 195 0 353 101 2263 993 80 2205 972 V/C Ratio(X) 0.46 0.00 0.47 0.15 0.00 0.44 1.29 0.52 0.03 0.80 0.49 0.10 Avail Cap(c_a), veh/h 259 0 420 250 0 429 101 2263 993 89 2205 972 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.9 0.0 54.0 61.5 0.0 53.6 73.5 14.7 9.9 73.7 15.1 11.0 Incr Delay (d2), s/veh 2.3 0.0 1.4 0.5 0.0 1.2 184.3 0.9 0.1 35.3 0.8 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(50%),veh/ln 3.7 0.0 5.8 1.1 0.0 5.5 9.2 11.2 0.4 3.3 10.3 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.2 0.0 55.4 62.0 0.0 54.8 257.8 15.6 10.0 109.0 15.9 11.2 LnGrp LOS E A E E A D F B B F B B Approach Vol, veh/h 256 185 1350 1249 Approach Delay, s/veh 59.3 56.0 38.8 20.3 Approach LOS E E D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.2 105.9 37.9 14.0 104.1 37.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 8.0 93.0 40.0 9.0 92.0 40.0 Max Q Clear Time (g_c+I1), s 7.7 30.3 25.9 11.0 28.0 19.1 Green Ext Time (p_c), s 0.0 33.8 1.5 0.0 31.7 1.4 Intersection Summary HCM 6th Ctrl Delay 34.0 HCM 6th LOS C Lanes, Volumes, Timings 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 Without Project - Lunch Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 38 15 110 54 111 13 53 97 116 68 3 Future Volume (vph) 3 38 15 110 54 111 13 53 97 116 68 3 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) 185 393 235 231 Travel Time (s) 5.0 10.7 6.4 6.3 Confl. Peds. (#/hr) 11 17 6 11 17 6 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 (%) 2% 2% 2% 2% 2% 2% 3% 3% 3% 1% 1% 1% Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th AWSC 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 Without Project - Lunch Peak Hour Intersection Intersection Delay, s/veh 9.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 38 15 110 54 111 13 53 97 116 68 3 Future Vol, veh/h 3 38 15 110 54 111 13 53 97 116 68 3 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, % 2 2 2 2 2 2 3 3 3 1 1 1 Mvmt Flow 3 41 16 120 59 121 14 58 105 126 74 3 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 9 9.9 9.3 10.3 HCM LOS A A A B Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 8% 100% 0% 100% 0% 62% Vol Thru, % 33% 0% 72% 0% 33% 36% Vol Right, % 60% 0% 28% 0% 67% 2% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 163 3 53 110 165 187 LT Vol 13 3 0 110 0 116 Through Vol 53 0 38 0 54 68 RT Vol 97 0 15 0 111 3 Lane Flow Rate 177 3 58 120 179 203 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.235 0.006 0.092 0.201 0.252 0.29 Departure Headway (Hd) 4.776 6.448 5.74 6.037 5.056 5.141 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 744 558 628 589 703 693 Service Time 2.858 4.148 3.44 3.826 2.844 3.223 HCM Lane V/C Ratio 0.238 0.005 0.092 0.204 0.255 0.293 HCM Control Delay 9.3 9.2 9 10.4 9.6 10.3 HCM Lane LOS A A A B A B HCM 95th-tile Q 0.9 0 0.3 0.7 1 1.2 Lanes, Volumes, Timings 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 Without Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 98 84 98 28 52 94 87 1279 28 90 1397 120 Future Volume (vph) 98 84 98 28 52 94 87 1279 28 90 1397 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 225 0 150 0 Storage Lanes 1 0 1 0 1 1 1 1 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) 393 783 719 242 Travel Time (s) 10.7 21.4 14.0 4.7 Confl. Peds. (#/hr) 5 16 16 5 22 11 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 3% 3% 3% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Perm Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Minimum Split (s) 42.0 42.0 43.0 43.0 9.0 28.0 28.0 9.0 26.0 26.0 Total Split (s) 45.0 45.0 45.0 45.0 22.0 89.0 89.0 22.0 89.0 89.0 Total Split (%) 28.8% 28.8% 28.8% 28.8% 14.1% 57.1% 57.1% 14.1% 57.1% 57.1% 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 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 40 (26%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: Rainier Ave S & S 3rd Pl HCM 6th Signalized Intersection Summary 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 Without Project - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 98 84 98 28 52 94 87 1279 28 90 1397 120 Future Volume (veh/h) 98 84 98 28 52 94 87 1279 28 90 1397 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.98 0.99 0.98 1.00 0.98 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/ln 1900 1900 1900 1885 1885 1885 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 100 86 100 29 53 96 89 1305 29 92 1426 122 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 0 0 1 1 1 3 3 3 3 3 3 Cap, veh/h 207 164 191 179 123 223 109 2228 977 112 2235 988 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.06 0.63 0.63 0.06 0.63 0.63 Sat Flow, veh/h 1239 790 919 1191 591 1071 1767 3526 1545 1767 3526 1559 Grp Volume(v), veh/h 100 0 186 29 0 149 89 1305 29 92 1426 122 Grp Sat Flow(s),veh/h/ln 1239 0 1709 1191 0 1663 1767 1763 1545 1767 1763 1559 Q Serve(g_s), s 11.9 0.0 15.1 3.5 0.0 12.2 7.8 33.7 1.1 8.0 38.8 4.8 Cycle Q Clear(g_c), s 24.1 0.0 15.1 18.5 0.0 12.2 7.8 33.7 1.1 8.0 38.8 4.8 Prop In Lane 1.00 0.54 1.00 0.64 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 207 0 356 179 0 346 109 2228 977 112 2235 988 V/C Ratio(X) 0.48 0.00 0.52 0.16 0.00 0.43 0.81 0.59 0.03 0.82 0.64 0.12 Avail Cap(c_a), veh/h 267 0 438 236 0 426 193 2228 977 193 2235 988 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.2 0.0 54.9 63.1 0.0 53.7 72.3 16.8 10.8 72.1 17.6 11.3 Incr Delay (d2), s/veh 2.5 0.0 1.7 0.6 0.0 1.2 13.4 1.1 0.1 13.3 1.4 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/ln 4.0 0.0 6.8 1.1 0.0 5.3 3.9 13.6 0.4 4.1 15.7 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.7 0.0 56.6 63.7 0.0 54.9 85.7 17.9 10.8 85.5 19.0 11.6 LnGrp LOS E A E E A D F B B F B B Approach Vol, veh/h 286 178 1423 1640 Approach Delay, s/veh 60.1 56.4 22.0 22.1 Approach LOS E E C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.9 103.6 37.5 14.6 103.9 37.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 84.0 40.0 17.0 84.0 40.0 Max Q Clear Time (g_c+I1), s 10.0 35.7 26.1 9.8 40.8 20.5 Green Ext Time (p_c), s 0.1 32.3 1.7 0.1 33.5 1.3 Intersection Summary HCM 6th Ctrl Delay 26.9 HCM 6th LOS C Lanes, Volumes, Timings 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 Without Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 72 29 82 51 89 6 60 90 128 81 0 Future Volume (vph) 2 72 29 82 51 89 6 60 90 128 81 0 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) 185 393 235 231 Travel Time (s) 5.0 10.7 6.4 6.3 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 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th AWSC 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 Without Project - PM Peak Hour Intersection Intersection Delay, s/veh 10 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 72 29 82 51 89 6 60 90 128 81 0 Future Vol, veh/h 2 72 29 82 51 89 6 60 90 128 81 0 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 78 32 89 55 97 7 65 98 139 88 0 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 9.7 9.8 9.4 10.9 HCM LOS A A A B Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 4% 100% 0% 100% 0% 61% Vol Thru, % 38% 0% 71% 0% 36% 39% Vol Right, % 58% 0% 29% 0% 64% 0% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 156 2 101 82 140 209 LT Vol 6 2 0 82 0 128 Through Vol 60 0 72 0 51 81 RT Vol 90 0 29 0 89 0 Lane Flow Rate 170 2 110 89 152 227 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.232 0.004 0.175 0.155 0.224 0.333 Departure Headway (Hd) 4.923 6.434 5.723 6.254 5.297 5.276 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 733 557 627 575 679 686 Service Time 2.931 4.166 3.454 3.981 3.024 3.282 HCM Lane V/C Ratio 0.232 0.004 0.175 0.155 0.224 0.331 HCM Control Delay 9.4 9.2 9.7 10.1 9.6 10.9 HCM Lane LOS A A A B A B HCM 95th-tile Q 0.9 0 0.6 0.5 0.9 1.5 Revised Transportation Impact Analysis Chick-fil-A – Renton, WA 2020 With-Project Lanes, Volumes, Timings 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 76 16 44 20 32 64 78 1418 8 12 735 46 Future Volume (vph) 76 16 44 20 32 64 78 1418 8 12 735 46 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 225 0 150 0 Storage Lanes 1 0 1 0 1 1 1 1 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) 393 783 719 265 Travel Time (s) 10.7 21.4 14.0 5.2 Confl. Peds. (#/hr) 2 1 1 2 4 12 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 5% 5% 5% 4% 4% 4% 7% 7% 7% 6% 6% 6% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Perm Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Minimum Split (s) 42.0 42.0 43.0 43.0 9.0 28.0 28.0 9.0 26.0 26.0 Total Split (s) 55.0 55.0 55.0 55.0 19.0 83.0 83.0 18.0 82.0 82.0 Total Split (%) 35.3% 35.3% 35.3% 35.3% 12.2% 53.2% 53.2% 11.5% 52.6% 52.6% 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 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 36 (23%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 1: Rainier Ave S & S 3rd Pl HCM 6th Signalized Intersection Summary 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 76 16 44 20 32 64 78 1418 8 12 735 46 Future Volume (veh/h) 76 16 44 20 32 64 78 1418 8 12 735 46 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 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/ln 1826 1826 1826 1841 1841 1841 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 81 17 47 21 34 68 83 1509 9 13 782 49 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 5 5 5 4 4 4 7 7 7 6 6 6 Cap, veh/h 159 63 173 192 80 160 102 2547 1133 19 2401 1062 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.06 0.75 0.75 0.01 0.70 0.70 Sat Flow, veh/h 1258 427 1181 1312 546 1093 1711 3413 1518 1725 3441 1522 Grp Volume(v), veh/h 81 0 64 21 0 102 83 1509 9 13 782 49 Grp Sat Flow(s),veh/h/ln 1258 0 1608 1312 0 1639 1711 1706 1518 1725 1721 1522 Q Serve(g_s), s 9.8 0.0 5.5 2.3 0.0 8.8 7.5 31.4 0.2 1.2 13.9 1.6 Cycle Q Clear(g_c), s 18.6 0.0 5.5 7.8 0.0 8.8 7.5 31.4 0.2 1.2 13.9 1.6 Prop In Lane 1.00 0.73 1.00 0.67 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 159 0 236 192 0 240 102 2547 1133 19 2401 1062 V/C Ratio(X) 0.51 0.00 0.27 0.11 0.00 0.42 0.82 0.59 0.01 0.68 0.33 0.05 Avail Cap(c_a), veh/h 378 0 515 420 0 525 154 2547 1133 144 2401 1062 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 69.0 0.0 59.2 62.6 0.0 60.6 72.5 9.0 5.1 76.9 9.2 7.4 Incr Delay (d2), s/veh 3.5 0.0 0.9 0.4 0.0 1.7 18.0 1.0 0.0 35.2 0.4 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/ln 3.3 0.0 2.3 0.8 0.0 3.8 3.8 11.0 0.1 0.7 5.2 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.6 0.0 60.0 63.0 0.0 62.3 90.5 10.0 5.1 112.1 9.6 7.4 LnGrp LOS E A E E A E F B A F A A Approach Vol, veh/h 145 123 1601 844 Approach Delay, s/veh 67.0 62.4 14.2 11.0 Approach LOS E E B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.7 121.4 27.9 14.3 113.9 27.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 13.0 78.0 50.0 14.0 77.0 50.0 Max Q Clear Time (g_c+I1), s 3.2 33.4 20.6 9.5 15.9 10.8 Green Ext Time (p_c), s 0.0 34.8 1.0 0.1 18.9 1.0 Intersection Summary HCM 6th Ctrl Delay 18.2 HCM 6th LOS B Lanes, Volumes, Timings 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 14 16 43 20 127 1 41 20 106 22 0 Future Volume (vph) 0 14 16 43 20 127 1 41 20 106 22 0 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) 185 393 235 231 Travel Time (s) 5.0 10.7 6.4 6.3 Confl. Peds. (#/hr) 3 11 8 3 11 8 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%) 7% 7% 7% 1% 1% 1% 3% 3% 3% 0% 0% 0% Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th AWSC 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - AM Peak Hour Intersection Intersection Delay, s/veh 8.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 14 16 43 20 127 1 41 20 106 22 0 Future Vol, veh/h 0 14 16 43 20 127 1 41 20 106 22 0 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 7 7 7 1 1 1 3 3 3 0 0 0 Mvmt Flow 0 17 20 53 25 157 1 51 25 131 27 0 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 8.1 8.7 8.1 9.1 HCM LOS A A A A Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 2% 0% 0% 100% 0% 83% Vol Thru, % 66% 100% 47% 0% 14% 17% Vol Right, % 32% 0% 53% 0% 86% 0% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 62 0 30 43 147 128 LT Vol 1 0 0 43 0 106 Through Vol 41 0 14 0 20 22 RT Vol 20 0 16 0 127 0 Lane Flow Rate 77 0 37 53 181 158 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.098 0 0.052 0.083 0.227 0.21 Departure Headway (Hd) 4.591 5.415 5.039 5.621 4.51 4.789 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 779 0 709 638 795 749 Service Time 2.625 3.155 2.779 3.352 2.241 2.819 HCM Lane V/C Ratio 0.099 0 0.052 0.083 0.228 0.211 HCM Control Delay 8.1 8.2 8.1 8.9 8.6 9.1 HCM Lane LOS A N A A A A HCM 95th-tile Q 0.3 0 0.2 0.3 0.9 0.8 Lanes, Volumes, Timings 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - Lunch Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 144 57 129 28 74 80 178 1124 32 61 1056 97 Future Volume (vph) 144 57 129 28 74 80 178 1124 32 61 1056 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 225 0 150 0 Storage Lanes 1 0 1 0 1 1 1 1 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) 393 783 719 265 Travel Time (s) 10.7 21.4 14.0 5.2 Confl. Peds. (#/hr) 13 19 19 13 21 15 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 4% 4% 4% 5% 5% 5% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Perm Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Minimum Split (s) 42.0 42.0 43.0 43.0 9.0 28.0 28.0 9.0 26.0 26.0 Total Split (s) 45.0 45.0 45.0 45.0 14.0 98.0 98.0 13.0 97.0 97.0 Total Split (%) 28.8% 28.8% 28.8% 28.8% 9.0% 62.8% 62.8% 8.3% 62.2% 62.2% 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 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 120 (77%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: Rainier Ave S & S 3rd Pl HCM 6th Signalized Intersection Summary 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - Lunch Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 144 57 129 28 74 80 178 1124 32 61 1056 97 Future Volume (veh/h) 144 57 129 28 74 80 178 1124 32 61 1056 97 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.98 0.99 0.98 1.00 0.98 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/ln 1870 1870 1870 1870 1870 1870 1841 1841 1841 1826 1826 1826 Adj Flow Rate, veh/h 148 59 133 29 76 82 184 1159 33 63 1089 100 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 4 4 4 5 5 5 Cap, veh/h 227 115 260 195 186 201 101 2199 964 79 2139 942 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.06 0.63 0.63 0.05 0.62 0.62 Sat Flow, veh/h 1208 502 1131 1173 811 875 1753 3497 1534 1739 3469 1529 Grp Volume(v), veh/h 148 0 192 29 0 158 184 1159 33 63 1089 100 Grp Sat Flow(s),veh/h/ln 1208 0 1633 1173 0 1687 1753 1749 1534 1739 1735 1529 Q Serve(g_s), s 18.5 0.0 16.0 3.5 0.0 12.4 9.0 28.7 1.3 5.6 27.4 4.2 Cycle Q Clear(g_c), s 30.9 0.0 16.0 19.5 0.0 12.4 9.0 28.7 1.3 5.6 27.4 4.2 Prop In Lane 1.00 0.69 1.00 0.52 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 227 0 375 195 0 387 101 2199 964 79 2139 942 V/C Ratio(X) 0.65 0.00 0.51 0.15 0.00 0.41 1.82 0.53 0.03 0.80 0.51 0.11 Avail Cap(c_a), veh/h 260 0 419 227 0 432 101 2199 964 89 2139 942 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.2 0.0 52.5 61.0 0.0 51.1 73.5 16.1 11.0 73.7 16.7 12.3 Incr Delay (d2), s/veh 5.8 0.0 1.5 0.5 0.0 1.0 404.7 0.9 0.1 34.7 0.9 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(50%),veh/ln 6.1 0.0 6.8 1.1 0.0 5.5 15.4 11.5 0.5 3.3 11.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.0 0.0 54.0 61.4 0.0 52.1 478.2 17.0 11.1 108.4 17.6 12.5 LnGrp LOS E A D E A D F B B F B B Approach Vol, veh/h 340 187 1376 1252 Approach Delay, s/veh 60.9 53.5 78.5 21.8 Approach LOS E D E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.1 103.1 40.8 14.0 101.2 40.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 8.0 93.0 40.0 9.0 92.0 40.0 Max Q Clear Time (g_c+I1), s 7.6 30.7 32.9 11.0 29.4 21.5 Green Ext Time (p_c), s 0.0 32.6 1.4 0.0 31.5 1.3 Intersection Summary HCM 6th Ctrl Delay 52.6 HCM 6th LOS D Lanes, Volumes, Timings 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - Lunch Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 38 15 110 54 174 13 53 97 198 68 3 Future Volume (vph) 3 38 15 110 54 174 13 53 97 198 68 3 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) 185 393 235 231 Travel Time (s) 5.0 10.7 6.4 6.3 Confl. Peds. (#/hr) 11 17 6 11 17 6 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 (%) 2% 2% 2% 2% 2% 2% 3% 3% 3% 1% 1% 1% Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th AWSC 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - Lunch Peak Hour Intersection Intersection Delay, s/veh 11.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 38 15 110 54 174 13 53 97 198 68 3 Future Vol, veh/h 3 38 15 110 54 174 13 53 97 198 68 3 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, % 2 2 2 2 2 2 3 3 3 1 1 1 Mvmt Flow 3 41 16 120 59 189 14 58 105 215 74 3 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 9.6 11.2 10.1 12.8 HCM LOS A B B B Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 8% 100% 0% 100% 0% 74% Vol Thru, % 33% 0% 72% 0% 24% 25% Vol Right, % 60% 0% 28% 0% 76% 1% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 163 3 53 110 228 269 LT Vol 13 3 0 110 0 198 Through Vol 53 0 38 0 54 68 RT Vol 97 0 15 0 174 3 Lane Flow Rate 177 3 58 120 248 292 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.257 0.006 0.099 0.214 0.371 0.443 Departure Headway (Hd) 5.219 6.898 6.187 6.433 5.384 5.459 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 687 519 578 558 669 661 Service Time 3.257 4.643 3.931 4.164 3.115 3.492 HCM Lane V/C Ratio 0.258 0.006 0.1 0.215 0.371 0.442 HCM Control Delay 10.1 9.7 9.6 10.9 11.3 12.8 HCM Lane LOS B A A B B B HCM 95th-tile Q 1 0 0.3 0.8 1.7 2.3 Lanes, Volumes, Timings 3: Rainier Ave S & Site Access 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - Lunch Peak Hour Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 23 0 1355 1191 47 Future Volume (vph) 0 23 0 1355 1191 47 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 35 35 Link Distance (ft) 296 265 341 Travel Time (s) 8.1 5.2 6.6 Confl. Peds. (#/hr) 28 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 3% 4% 4% 5% 5% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 3: Rainier Ave S & Site Access 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - Lunch Peak Hour Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 23 0 1355 1191 47 Future Vol, veh/h 0 23 0 1355 1191 47 Conflicting Peds, #/hr 0 28 0 0 0 28 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 92 92 92 92 92 92 Heavy Vehicles, % 3 3 4 4 5 5 Mvmt Flow 0 25 0 1473 1295 51 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 729 - 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 7.16 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.93 - - - - Pot Cap-1 Maneuver 0 312 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 296 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 18.3 0 0 HCM LOS C Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - 296 - - HCM Lane V/C Ratio - 0.084 - - HCM Control Delay (s) - 18.3 - - HCM Lane LOS - C - - HCM 95th %tile Q(veh) - 0.3 - - Lanes, Volumes, Timings 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 130 87 114 28 56 92 119 1263 28 89 1395 124 Future Volume (vph) 130 87 114 28 56 92 119 1263 28 89 1395 124 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 225 0 150 0 Storage Lanes 1 0 1 0 1 1 1 1 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) 393 783 719 242 Travel Time (s) 10.7 21.4 14.0 4.7 Confl. Peds. (#/hr) 5 16 16 5 22 11 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 3% 3% 3% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Perm Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Minimum Split (s) 42.0 42.0 43.0 43.0 9.0 28.0 28.0 9.0 26.0 26.0 Total Split (s) 45.0 45.0 45.0 45.0 22.0 89.0 89.0 22.0 89.0 89.0 Total Split (%) 28.8% 28.8% 28.8% 28.8% 14.1% 57.1% 57.1% 14.1% 57.1% 57.1% 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 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 40 (26%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: Rainier Ave S & S 3rd Pl HCM 6th Signalized Intersection Summary 1: Rainier Ave S & S 3rd Pl 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 130 87 114 28 56 92 119 1263 28 89 1395 124 Future Volume (veh/h) 130 87 114 28 56 92 119 1263 28 89 1395 124 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.98 1.00 0.98 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/ln 1900 1900 1900 1885 1885 1885 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 133 89 116 29 57 94 121 1289 29 91 1423 127 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 0 0 1 1 1 3 3 3 3 3 3 Cap, veh/h 224 163 213 180 139 230 142 2185 957 111 2124 939 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.08 0.62 0.62 0.06 0.60 0.60 Sat Flow, veh/h 1238 739 963 1172 631 1040 1767 3526 1545 1767 3526 1558 Grp Volume(v), veh/h 133 0 205 29 0 151 121 1289 29 91 1423 127 Grp Sat Flow(s),veh/h/ln 1238 0 1701 1172 0 1671 1767 1763 1545 1767 1763 1558 Q Serve(g_s), s 16.1 0.0 16.6 3.5 0.0 12.1 10.5 34.2 1.1 7.9 42.0 5.5 Cycle Q Clear(g_c), s 28.2 0.0 16.6 20.2 0.0 12.1 10.5 34.2 1.1 7.9 42.0 5.5 Prop In Lane 1.00 0.57 1.00 0.62 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 224 0 376 180 0 369 142 2185 957 111 2124 939 V/C Ratio(X) 0.59 0.00 0.55 0.16 0.00 0.41 0.85 0.59 0.03 0.82 0.67 0.14 Avail Cap(c_a), veh/h 268 0 436 222 0 428 193 2185 957 193 2124 939 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.1 0.0 53.8 62.8 0.0 52.0 70.8 17.8 11.5 72.2 20.7 13.4 Incr Delay (d2), s/veh 3.6 0.0 1.8 0.6 0.0 1.0 22.3 1.2 0.1 13.4 1.7 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/ln 5.4 0.0 7.4 1.1 0.0 5.3 5.7 13.9 0.4 4.0 17.4 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.7 0.0 55.6 63.3 0.0 53.1 93.1 18.9 11.5 85.6 22.4 13.7 LnGrp LOS E A E E A D F B B F C B Approach Vol, veh/h 338 180 1439 1641 Approach Delay, s/veh 60.3 54.7 25.0 25.2 Approach LOS E D C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.8 101.7 39.5 17.6 99.0 39.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 84.0 40.0 17.0 84.0 40.0 Max Q Clear Time (g_c+I1), s 9.9 36.2 30.2 12.5 44.0 22.2 Green Ext Time (p_c), s 0.1 31.7 1.7 0.1 31.5 1.2 Intersection Summary HCM 6th Ctrl Delay 29.9 HCM 6th LOS C Lanes, Volumes, Timings 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 72 29 82 51 129 6 60 90 179 81 0 Future Volume (vph) 2 72 29 82 51 129 6 60 90 179 81 0 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) 185 393 235 231 Travel Time (s) 5.0 10.7 6.4 6.3 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 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th AWSC 2: Internal Intersection 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - PM Peak Hour Intersection Intersection Delay, s/veh 10.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 72 29 82 51 129 6 60 90 179 81 0 Future Vol, veh/h 2 72 29 82 51 129 6 60 90 179 81 0 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 78 32 89 55 140 7 65 98 195 88 0 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 10.1 10.5 9.8 12.4 HCM LOS B B A B Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 4% 100% 0% 100% 0% 69% Vol Thru, % 38% 0% 71% 0% 28% 31% Vol Right, % 58% 0% 29% 0% 72% 0% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 156 2 101 82 180 260 LT Vol 6 2 0 82 0 179 Through Vol 60 0 72 0 51 81 RT Vol 90 0 29 0 129 0 Lane Flow Rate 170 2 110 89 196 283 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.242 0.004 0.183 0.16 0.296 0.425 Departure Headway (Hd) 5.145 6.71 5.997 6.455 5.439 5.416 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 697 533 598 556 661 664 Service Time 3.184 4.452 3.738 4.189 3.172 3.45 HCM Lane V/C Ratio 0.244 0.004 0.184 0.16 0.297 0.426 HCM Control Delay 9.8 9.5 10.1 10.4 10.5 12.4 HCM Lane LOS A A B B B B HCM 95th-tile Q 0.9 0 0.7 0.6 1.2 2.1 Revised Transportation Impact Analysis Chick-fil-A – Renton, WA Appendix C Trip Generation Calculations ITE Land Use Area Units 1 LUC 2 In Out Trip Rate In Out Total Weekday Daily Proposed Use: Fast-Food Rest. with Drive-Thru 4,195 GFA 934 50%50%470.95 988 988 1,976 Pass-By Trips 3 50%-494 -494 -988 Net Proposed Trips = 494 494 988 Net New Weekday Daily Trips = 494 494 988 Weekday AM Peak Hour Proposed Use: Fast-Food Rest. with Drive-Thru 4,195 GFA 934 51%49%40.19 86 83 169 Pass-By Trips 3 49%-42 -41 -83 Net Proposed Trips = 44 42 86 Net New Weekday AM Peak Hour Trips = 44 42 86 Weekday PM Peak Hour Proposed Use: Fast-Food Rest. with Drive-Thru 4,195 GFA 934 52%48%32.67 71 66 137 Pass-By Trips 3 50%-36 -33 -69 Net Proposed Trips = 35 33 68 Net New Weekday PM Peak Hour Trips = 35 33 68 Notes: 1 GFA = Gross Floor Area. 2 Institute of Transportation Engineers, Trip Generation Manual, 10th edition Land Use Code. 3 Pass-by percentage based on studies documents in the ITE Trip Generation Handbook, 3rd Edition, 2017. Chick-fil-A Renton Trip Generation Summary Directional Distribution Trips Generated 8/7/2018 Chick-fil-A Renton - Trip Generation Revised Transportation Impact Analysis Chick-fil-A – Renton, WA Appendix D Site Access LOS and Queue Calculations Lanes, Volumes, Timings 3: Rainier Ave S & Site Access 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - AM Peak Hour Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 18 0 1560 777 33 Future Volume (vph) 0 18 0 1560 777 33 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 35 35 Link Distance (ft) 296 265 341 Travel Time (s) 8.1 5.2 6.6 Confl. Peds. (#/hr) 14 14 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 3% 7% 7% 6% 6% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 3: Rainier Ave S & Site Access 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - AM Peak Hour Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 18 0 1560 777 33 Future Vol, veh/h 0 18 0 1560 777 33 Conflicting Peds, #/hr 0 14 0 0 0 14 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 92 92 92 92 92 92 Heavy Vehicles, % 3 3 7 7 6 6 Mvmt Flow 0 20 0 1696 845 36 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 469 - 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 7.16 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.93 - - - - Pot Cap-1 Maneuver 0 461 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 449 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 13.4 0 0 HCM LOS B Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - 449 - - HCM Lane V/C Ratio - 0.044 - - HCM Control Delay (s) - 13.4 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0.1 - - Lanes, Volumes, Timings 3: Rainier Ave S & Site Access 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - PM Peak Hour Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 15 0 1495 1593 31 Future Volume (vph) 0 15 0 1495 1593 31 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 35 35 Link Distance (ft) 242 242 364 Travel Time (s) 6.6 4.7 7.1 Confl. Peds. (#/hr) 16 16 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 3: Rainier Ave S & Site Access 09/10/2018 Chick-Fil-A Renton Synchro 10 Report 2020 With Project - PM Peak Hour Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 15 0 1495 1593 31 Future Vol, veh/h 0 15 0 1495 1593 31 Conflicting Peds, #/hr 0 16 0 0 0 16 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 92 92 92 92 92 92 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 0 16 0 1625 1732 34 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 915 - 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 7.16 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.93 - - - - Pot Cap-1 Maneuver 0 235 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 228 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 22 0 0 HCM LOS C Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - 228 - - HCM Lane V/C Ratio - 0.072 - - HCM Control Delay (s) - 22 - - HCM Lane LOS - C - - HCM 95th %tile Q(veh) - 0.2 - - Revised Transportation Impact Analysis Chick-fil-A – Renton, WA Appendix E Traffic and Parking Management Plan Opening Weeks Revised Transportation Impact Analysis Chick-fil-A – Renton, WA Appendix F Traffic and Parking Management Plan Normalized Conditions