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18-105934Bridge Point 1-5 Seattle RECEIVED OCT 18 2019 PN[Uhr1Y EDDYY L� o MY 10/18/19 Milton, WA Prepared for: Bridge Development Partners 10900 NE 4th Street, Suite 2300 Bellevue, WA 98004 Prepared by: 'PTENW Transportation Engineering NorthWest 11400 SE 8th Street Bellevue, WA 98004 Office: (425) 889-6747 Fax: (425) 889-8369 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Table of Contents FINDINGS/CONCLUSIONS.............................................................. ................. .................... 1 INTRODUCTION............................................... ....... ..................._.................,...........3 ProjectDescription........................................................................................... 3 ProjectApproach ................................. ......................... ;..:....................................... 3 Primary Data and Information Sources ................ ............................................. :.::.. 4 EXISTINGCONDITIONS..............................................................................._............7 Roadway Network........................................................ 7 Transit Service .................... .... ............... 7 Non -motorized Transportation Facilities................................................................... 7 Existing Peak -Hour Traffic Volumes........................................................................ 8 CollisionHistory ............................................... ............... ................................................ 8 Level of Service ....................................... ... 1 1 TRAFFIC IMPACT ANALYSIS ............................. Planned Transportation Improvements................................:.............................. 13 ProjectTrip Generation ........................................... ::.....:......................... :....... ... 14 AnalysisPeriods................................................._........................----------................ 15 Project Trip Distribution and Assignment ............................... :.................. I ............ ... 15 Future Traffic Volumes - City of Milton ........... ................... ...................................... 15 Future LOS at Study Intersections in Milton ........ ............................. ......... ................. 19 SR 99 / Porter Way Intersection Analysis................................................._.._........... 20 SiteAccess Operations............................................:........................................... 20 City of Federal Way Traffic Analysis....................................................................... 21 StudyIntersections......................................................................:........._.::........ 21 TrafficVolumes................................................................................................ 22 Future LOS at Study Intersections in Federal....:...:.....:...:....:..:......... 28 Milton Road S Capacity Analysis ...............................;:...:......... . 32 Enchanted Pkwy S 8. Milton Road S Queue Analysis ........ .................................. 32 MITIGATION..........................................................................................................34 Appendices Appendix A - Traffic Count Data Appendix B - LOS Results Worksheets Appendix C - Trip Generation Calculations Appendix D - City of Federal Way EMME/2 Traffic Model Distribution Plots Appendix E - Kidder Mathews Market Report Appendix F - Proposed Intersection Improvements Appendix G - City of Federal Way LOS and Queue Worksheets Appendix H - Enchanted Parkway S/Milton Road S Queue Worksheets I TEN W October 18, 2019 Page Updated Traffic Impact Analysis Bridge Point 1-5 Seattle List of Figures and Tables Figure1 Site Vicinity................................................................................................................. 5 Figure 2 Preliminary Site Plan Concept......................................................................................... 6 Figure 3 2019 Existing Weekday PM Peak Hour Traffic Volumes ................................................... 10 Figure 4 Weekday PM Peak Hour Net Project Trip Assignment........................................................ 16 Figure 5 2024 Without Project Weekday PM Peak Hour Traffic Volumes ........................................... 17 Figure 6 2024 With Project Weekday AM Peak Hour Traffic Volumes ............................................ 18 Figure 7 City of Federal Way Study Intersections......................................................................... 23 Figure 8 2019 Existing PM Peak Hour Traffic Volumes at City of Federal Way Study Intersections ........ 24 Figure 9 PM Peak Hour Net Project Trip Assignment at City of Federal Way Study Intersections............. 25 Figure 10 2024 Without Project PM Peak Hour Traffic Volumes at Federal Way Study Intersections...... 26 Figure 11 2024 With Project PM Peak Hour Traffic Volumes at Federal Way Study Intersections.......... 27 Table 1 Existing Roadway Network Summary — Project Site Vicinity .................................................... 7 Table 2 Collision Data Summary By Year, ,January 1, 2013 to December 31, 2017.......................... 8 Table 3 Collision Data Summary By Type, ,January 1, 2013 to December 31, 2017.......................... 9 Table 4 LOS Criteria for Signalized and Unsignalized Intersectional ............................................... 11 Table 5 2019 PM Peak Hour LOS Summary ............................................................................... 12 Table 6 Project Trip Generation Summary .................................................................................. 14 Table 7 2024 PM Peak Hour LOS Summary ..........................................................................._.. 19 Table 8 Site Access PM Peak Hour LOS................................................................................... 20 Table 9 2019 PM Peak Hour LOS Summary at City of Federal Way Study Intersections .................... 28 Table 10 2024 PM Peak Hour LOS Summary at City of Federal Way Study Intersections .................. 30 Table 11 Enchanted Pkwy S & Milton Road S 2024 Weekday PM Peak Hour Queue Summary......... 33 TEN W October 18, 2019 19 Page ii Updated Traffic Impact Analysis Bridge Point 1-5 Seattle FINDINGS/CONCLUSIONS This updated traffic impact analysis (TIA) has been prepared for the proposed Bridge Point 1-5 Seattle project located in Milton, WA. This is an update to our previous TIA dated August 15, 2019, and addresses comments from the City of Federal Way's traffic consultant dated October 9, 2019. Project Proposal. The project site is located on the east side of Milton Road S, east of 1-5, and south of S 3766 Street. The project includes development of four industrial buildings including up to 1,925,000 square feet (SF) of warehouse building area and 125,000 SF of manufacturing building area. Vehicular access is proposed at three locations along Milton Road S. Project buildout is expected by 2022. For this analysis a 2024 horizon year was used. Analysis Approach. The approach to the traffic analysis addresses impacts to City of Milton and City of Federal Way separately. Traffic impacts to City of Milton are based on future traffic forecasts with the project and LOS impacts at study intersections and at the site driveways. Traffic impacts to City of Federal Way are based on LOS at study intersections. Trip Generation. The proposed Bridge Point 1-5 Seattle project is estimated to generate 3,308 net new weekday daily trips with 280 net new trips during the weekday AM peak hour (229 in, 51 out) and 330 net new trips during the weekday PM peak hour (92 in, 238 out). Intersection Level of Service (LOS). LOS analyses were conducted at 6 study intersections in Milton. The signalized study intersections and all movements at the stop -controlled study intersections are estimated to operate at LOS D or better during the PM peak hour in 2024 without or with the proposed project with exception of the 51h Avenue/Porter Way intersection. The southbound stop - controlled approach is expected to operate at LOS F in the future without or with the Bridge Point 1-5 project; mitigation has been identified to address this deficiency. Site Access Evaluation. The results of the site access analyses indicate that all movements at the site access locations on Milton Road are expected to operate at LOS B or better during the weekday PM peak hour with the proposed project. City of Federal Way Analysis. LOS analyses were conducted at 26 City of Federal Way study intersections. The results of the LOS analysis indicated that 25 of the 26 study intersections are anticipated to meet the LOS standard as outlined in the Settlement Agreement and Covenant Regarding Traffic Impacts LandUoyd Development Co. Planned Development Master Plan, dated December 10, 2003 in 2024 with the proposed Bridge Point 1-5 Seattle development. The only intersection anticipated to not meet the LOS standard is Pacific Hwy S/S 373rd Street. Mitigation at the deficient City of Federal Way intersection has been identified next. Mitigation Measures. The following summarizes the measures proposed to mitigate impacts of the proposed Bridge Point 1-5 Seattle project to the City of Milton and City of Federal Way. Off -Site Improvements Based on the results of the updated traffic analysis, off -site transportation mitigation is proposed to include the following which would allow trucks on 5rh Avenue (south of the project site) and mitigate LOS deficiencies: 1 TENW October 18, 2019 Page 1 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle City of Milton Study Intersections ➢ 51h Avenue/Porter Way. The southbound approach (stop controlled) at the intersection is anticipated to operate at LOS F during the weekday PM peak hour without or with the proposed project in 2024. Mitigation to accommodate trucks and to improve operations of the intersection to LOS D or better would include constructing a single lane roundabout with a southbound right turn slip lane. The proposed roundabout is anticipated to operate at LOS B in 2024. ➢ SR 99/Porter Wavy. Improvements for this intersection includes prohibiting the westbound through movement resulting in an exclusive westbound left -turn lane and an exclusive westbound right -turn lane. Additional improvements include extending the westbound right turn queue storage approximately 200 feet and optimizing signal timing. The proposed westbound through movement restriction would be consistent with the City's desire to reduce reliance on the short road segment west of SR 99, and route vehicles and trucks on SR 99. Cily of federal Way Intersections ➢ Pacific W S/S 373rd Street. The westbound approach at the unsignalized study intersection of Pacific Hwy S/S 373rd Street (#17) is anticipated to operate at LOS F with a v/c ratio = 3.93 with the proposed project during the weekday PM peak hour in 2024. Potential mitigation for consideration includes the construction of an interim traffic signal. With a traffic signal, this intersection would improve to LOS C with a v/c ratio = 0.97 during the PM peak hour with the project. It should be noted that the City of Federal Way has a planned improvement in their six -year TIP at this intersection which includes the installation of a roundabout. In lieu of constructing a temporary traffic signal, the applicant is proposing to contribute $250,000 dollars towards the construction of the future City roundabout. Tralnsoortatlon Impact Fees ➢ Csy of Milton Impact Fees. To mitigate long-term transportation impacts, the City of Milton administers a Traffic Impact Fee jTIF) to new developments to improve the transportation system to accommodate the higher travel demand added by new development. Per Ordinance # 1994-18, the current traffic impact fee is $4,190 per PM peak hour trip. Based on the current fee, and the net trip generation in this report, the total fee for the development would be $1,382,700 j330 new PM peak hour trips X $4,190 per new PM trip). ➢ C iN of Federal Way. To mitigate transportation impacts of the Bridge Point 1-5 Seattle development to Milton Road S and other roadways and intersections in the City of Federal Way, a traffic impact fee payment will be made consistent with the City of Federal Way Transportation Impact Fee �TIF) schedule based on the 52 weekday project PM peak hour trips generated to Milton Road north of S 3761h Street. The current traffic impact fee rate is $3,503.56 per trip end; it is understood that there are also adjustment factors such as trip rate, trips length, and pass -by percentage that will also be applied to deriving the rate per SF/GFA or other unit of measure at the time of building permit issuance. %9 TEN W October lPage 2 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle INTRODUCTION This updated traffic impact analysis (TIA) has been prepared for the proposed Bridge Point 1-5 Seattle project located in Milton, WA. This is an update to our previous traffic analysis dated August 15, 2019, and addresses comments received from the City of Federal Way's traffic consultant dated October 9, 2019. Project Description The project site is located on the east side of Milton Road S, east of 1-5, and south of S 376ih Street. A vicinity map of the surrounding area is shown in Figure 1. The project includes the development of four industrial buildings including up to 1,925,000 square feet (SF) of warehouse building area and 125,000 SF of manufacturing building area. The existing site includes a gravel pit operation which will be removed with the project. Vehicular access is proposed at three locations along Milton Road S. Project buildout is expected in 2021-2022. For this analysis a 2024 horizon year was used. A preliminary site plan concept is included in Figure 2. Project Approach Based on the traffic scoping with City of Milton staff, and the City of Federal Way transportation staff, the following tasks were undertaken to evaluate the traffic impacts associated with the proposed Bridge Point 1-5 Seattle project: • Assessed existing conditions through field reconnaissance and reviewed existing planning documents; • Described and assessed existing transportation conditions in the study area; • Documented existing public transit service and non -motorized facilities; • Documented existing traffic volumes and intersection levels of service (LOS) at the following study intersections during the weekday PM peak hour: SR 161 /Milton Road S 2. Milton Road S/S 3691h Street 3. Milton Road S/S 375th Street 4. SR 99/Porter Way 5. 5ih Avenue/Porter Way 6. Porter Way/Milton Way 7. Milton Way/20ih Street E • Documented collision histories at study intersections; • Documented planned transportation improvements in the site vicinity, including the study intersections; • Estimated trip generation for weekday daily, AM and PM peak hour conditions; %9 TEN W October 18, 2019 Page 3 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle • Documented trip distribution and assignment of project -generated traffic; • Documented traffic forecasts and assumptions for year 2024 PM peak hour conditions with and without the proposed development; • Conducted LOS analyses during the PM peak hour at the 7 off -site study intersections as confirmed by the City of Milton in an email dated ,January 25, 2019; • Assessed impacts to the City of Federal Way. • Assessed site access operations including year 2024 LOS; • Identified transportation mitigation to the City of Milton and the City of Federal Way. Primary Data and Information Sources • Settlement Agreement and Covenant Regarding Traffic Impacts Iandlloyd Development Co. Planned Development Master Plan, December 10, 2003 • City of Milton Comprehensive Transportation Plan, 2017. • City of Milton 2019 - 2024 Transportation Improvement Program, 2018. ■ City of Federal Way 2020 - 2025 Transportation Improvement Program, 2019. • Washington State Statewide Transportation Improvement Plan, 2019. • Institute of Transportation Engineers Trip Generation Manual, 1 Oih Edition, 2017. • AM and PM Peak Hour traffic counts by All Traffic Data, ,January 2019. • Highway Capacity Manual /HCMJ, TRB, 6ih Edition, 2016. • Highway Capacity Manual �HCMJ 2000, TRB, 2000. ■ Pierce Transit Website, August 2019. • Existing signal timing information provided by WSDOT, the City of Milton, the City of Federal Way, and Pierce County Transportation. • Washington State Department of Transportation (WSDOT) Collision Data, 2013- 2017. 19 TENW October 18, 2019 4 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle s 9 suns log _ a M West Hyiebos Wetlands Park s A St 4 w f m 5 5 7dUT R WFid Waves Theme $ Water Park FIY@ Mitt Lake -Park Lakeland SOLIth Project Site y v � Fife Weights ;6R Edgewood f ¢y C D Fife r ma sz N Figure 1: Project Site Vicinit`, T 1 J NOT T7 SCALE TEN W October 18, 2019 Page 5 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Proposed Site Access — Figure 2: Preliminary Site Plan V TENW October 18, 2019 Page 6 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle EXISTING CONDITIONS Roadway Network Table 1 describes the existing characteristics of the streets that would be used as primary routes to and from the project site. Roadway characteristics are described in terms of orientation, arterial classification, posted speed limits, number of lanes, and bicycle facilities. The relationship of these roadways to the project site is shown in Figure 1. Table 1 Existing Roadway Network Summary - Project Site Vicinity Roadway Orientation Classification Speed Limit Number of Travel Lanes Sidewalks Bicycle Facilities Porter Way E/W Minor Arterial _(mph) 35 2 Intermittent None S 375th Street E/W Local Street 25 2 Intermittent None Milton Road S Collector (5th Avenue)* N/S Arterial 25-35 2 Intermittent None *Trucks are currently restricted on 5th Avenue south of the project site Transit Service Transit service to and from the project site is served by Pierce County Transit. The closest existing transit stops are located on SR 99 near Porter Way, which is approximately 1 mile southwest of the site, and provides access to route 500. The transit route is not anticipated to be significantly impacted by the proposed Bridge Point 1-5 Seattle development. Route 500 offers weekday, Saturday, and Sunday service between the Tacoma 1 Oih and Commerce Transit Center and the Federal Way Transit Center. Weekday service runs between 5:15 a.m. and 10:30 p.m. with approximate 30-minute headways. Saturday service runs between 7:00 a.m. and 10:30 p.m. with approximate 30-minute headways. Sunday service runs between 7:00 a.m. and 10:30 p.m. with approximate 30-minute headways. Non -motorized Transportation Facilities Along Milton Road S, which is classified as 51h Avenue south of the site, there are intermittent non - motorized transportation facilities in the project site vicinity including sidewalks and paved shoulders. The signalized study intersections include crosswalks with pedestrian push buttons. Non -motorized transportation facilities are not anticipated to be significantly impacted by the proposed Bridge Point 1-5 Seattle development. 19 TEN W October 18, 2019 Page 7 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Existing Peak -Hour Traffic Volumes Existing traffic volumes were collected and evaluated during the weekday PM peak period at the following study intersections were based on counts conducted by All Traffic Data in February 2019 between 4:00 and 6:00 p.m.: 1. SR 161 /Milton Road S 2. Milton Road S/S 369th Street 3. Milton Road S/S 375th Street 4. SR 99/Porter Way 5. 51h Avenue/Porter Way 6. Porter Way/Milton Way 7. Milton Way/20ih Street E The existing count data is provided in Appendix A. The existing weekday PM peak hour traffic volumes at the study intersections are shown in Figure 3. Collision History Historic collisions at the study intersections were analyzed for the five-year period from 2013 to 2017. Collision data was provided by WSDOT. Summaries of the total and yearly average collisions during this period are provided in Table 2. Summaries of collisions by type over the five- year period are provided in Table 3. Table 2 Collision Data Summary By Year, January 1, 2013 to December 31, 2017 Five -Year Average `2 `:2 ° " Total Annual Collisions Location o o Q CD o Collisions Collisions per MEN' 1. SR 161 /Milton Rd S 5 8 3 9 3 28 5.60 0.57 2. Milton Road S/S 369th Street 0 0 0 0 2 2 0.40 0.18 3. Milton Road S/S 375th Street 1 1 0 0 0 2 0.40 0.18 4. SR 99/Porter Way 5 7 2 10 2 26 5.20 0.52 5. 5th Avenue/Porter Way 1 1 0 0 1 3 0.60 0.14 6. Porter Way/Milton Way 1 2 2 3 1 9 1.80 0.36 7. Milton Way/20th Street E 2 2 1 1 0 6 1.20 0.19 Source: WSDOT Crash Data. 1. MEV = Million Entering Vehicles So TENW October 2019 Pa8 9 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Table 3 Collision Data Summary By Type, January 1, 2013 to December 31, 2017 Location E D Average U 5-Year Annual o Total Collision Q- Collisions Rate Q Collision Woe W X m CF a r j _Q 3 m 1. SR 161 /Milton Road S 28 5.60 4 7 4 13 0 0 2. Milton Road S/S 369th Street 2 0.40 0 1 0 0 1 0 3. Milton Road S/S 375th Street 2 0.40 0 0 0 0 2 0 4. SR 99/Porter Way 26 5.20 6 4 5 10 1 0 5. 5th Avenue/Porter Way 3 0.60 0 0 1 1 1 0 6. Porter Way/Milton Way 9 1.80 3 0 4 0 2 0 7. Milton Way/20th Street E 6 1.20 1 0 1 3 1 0 Source: WSDOT Crash Data, Intersection collision rates over 1 .0 collision per MEV generally warrant further review to determine if any patterns exist. Based on the collision data shown in Table 2, all of the study intersections have a collision rate that is less than 1.0 collision per MEV. I TEN W October 18, 2019 Page 9 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle SR 161 / S 360th St / Milton Rd S Co 146 a 7muf. F81 � 25 Fds53601h51 52 1 t f 43 O O N 6� Rd S / S 375th St 1 S 3761h St _ 8 7Milton ,a c� P E- 2 5375h1 S! 53761h 51 24 - t 2 1. ^ 0 13� 5th Ave / Porter Way s• h 62 E- 169 46 580 -30. Milton Way / Freeman Rd E 1 201h 5t C , Yuma St �3 _ t E-117 ■ �66 7nm .IF Yum�/a.51 344 118 R t 1 f -� 73 � I Cl) 1n. Figure 3: 2019 Existing Weekday PM Peak Hour Traffic Volumes V TENW Milton Rd S / S 369th St D y� 7t o �7 a f � 17 53691h 51 ♦m I 1\ (h 447 m 'It,BS CK N E- 154 y X-116 Porgy Wov 44 � R 1 t f 177 AI- 62 �o 04 4� POTte- Way 1 Milton Way � q9 r LEA 4a4 CO 3bb a �y2'y N T "wTavus October 18, 2019 Page 10 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Level of Service Weekday PM peak hour level of service (LOS) analyses were conducted at the study intersections using the methodology and procedures outlined in the 61h Edition of the Highway Capcci/,Manua/ and Synchro 70.3 methodology/traffic analysis software. Existing signal timing used in the analysis was provided by WSDOT, the City of Milton, and City of Federal Way. 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, roundabouts, and all -way stop controlled intersections represents the average control delay (sec/veh) and can be reported for the overall intersection, for each approach, and for each lane group or movement (additional v/c ratio criteria apply to lane group or movement LOS only). The LOS reported at two-way 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 (additional v/c ratio criteria apply to lane group or movement LOS only). Table 4 outlines the current HCM 611, Edition LOS criteria for signalized and unsignalized intersections based on these methodologies. Table 4 LOS Criteria for Signalized and Unsignalized Intersections' SIGNALIZED INTERSECTIONS LOS by Volume -to CapaS;Jty NQ RQJQ Control Delay < 1.0 > 1.0 U N5IG NALIZ ED. INTERSECTION S LOS by Volume -to Capacity (y/C) Ratio3 Control Delay (sec/vehl s 1.0 > 1.0 <_10 A F <_10 A F > 10to520 B F > 10to<15 B F >20to<35 C F > 15to<25 C F >35to<_55 D F >25to535 D F >55to<_80 E F >35to<_50 E F > 80 F F > 50 F F 1) Source: Highway Capacity Manual, Transportation Research Board, 61h Edition, 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. Existing PM peak hour LOS analysis results for the study intersections are summarized in Table 5. The 2019 existing LOS worksheets are included in Appendix B. 1 TEN W October 18, 2019 Page 11 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Table 5 2019 Existing PM Peak Hour LOS Summary Delay Study Intersection LOS sec 2 V/V _ ! rah,- Intersection 1. SR 161 /Milton Road S C 23.2 0.87 4. SR 99/Porter Way B 19.9 0.85 6. Porter Way/Milton Way C 20.8 0.87 7. Milton Way/20th Street E C 27.8 0.83 stop -Controlled Intersection 2. Milton Road S/S 369th Street Westbound Left -Right B 12.4 0.05 Southbound Left -Turn A 7.5 0.01 3. Milton Road S/S 375th Street Northbound Left -Turn A 8.4 0.01 Eastbound Left-Thru-Right B 13.5 0.09 Westbound Left-Thru-Right B 10.1 0.02 Southbound Left -Turn A 7.4 0.00 5. 5th Avenue/Porter Way Eastbound Left -Turn A 7.8 0.04 Southbound Left -Right F 62.7 0.93 Notes: 1. LOS = Level of Service. 2. Delay refers to average control delay expressed in seconds per vehicle. 3. V/C shown at signalized intersections is the max v/c ratio for all lane groups As shown in Table 5, all signalized study intersections and individual movements of stop -controlled study intersections operate at LOS C or better during the weekday PM peak hour with exception to the southbound approach (which is stop controlled) at the intersection of 51h Avenue/Porter Way which operates at LOS F. to TENW October Page 12 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle TRAFFIC IMPACT ANALYSIS The updated traffic impact analysis of the proposed Bridge Point 1-5 development addresses impacts to City of Milton and City of Federal Way separately. First planned improvements are identified along with project trip generation, distribution and assignment to the adjacent road system in Milton and Federal Way. Traffic impacts to City of Milton are then identified based on future traffic forecasts with the project and LOS impacts at study intersections and at the site driveways. Then traffic impacts to City of Federal Way evaluated LOS at study intersections, assessed road capacity on Milton Road, and analyzed queues at the Enchanted Parkway/Milton Road intersection. Following the traffic analysis is a summary of measures proposed to mitigate impacts to the City of Milton and City of Federal Way based on the traffic analysis results, which have been revised and updated in this updated TIA report. Planned Transportation Improvements This section documents known transportation improvements in the study area. Planned transportation improvement projects identified in the City of Milton's adopted 2019-2024 Transportation Improvement Program (TIP) and the City of Federal Way 2020-2025 TIP are summarized next. City of Milton 2019-2024 TIP TIP #1.1: 5fh Avenue Improvements — 376fh Street to Porter Way ri ti n_ This project will rebuild, realign, widen, signalize, and raise the road bed for 51h Avenue from S 3761h Street to Porter Way. The total estimated project cost is $6,180,000. It should be noted that the planned improvement on 51h Avenue would support the proposed development by removing the current truck restriction on 5rh Avenue south of the project site. • TIP #1.3: Pacific Highway East Reconstruction — Entire City Limits Description: This project will widen the roadway to provide curb, gutter, sidewalk, streetlight, and storm drainage improvements. The total estimated project cost is $7,725,000. • TIP #2.2: Milton Way Improvements —Juniper to Porter Way Description: This project will widen the roadway to provide curb, gutter, sidewalk, and retaining wall improvements. The total estimated project cost is $3,410,000. ■ TIP #2.3: Porter Way Improvements (west side) — 5fh Avenue to Kent Street Description: This project will repair the pavement, construct sidewalks, and improve the storm drainage. The total estimated project cost is $352,000. ■ TIP #2.5: Milton Way / High School — Pedestrian Connection Description: This project will construct a pedestrian improvement from Porter down Milton Way and 20ih Avenue to the High School. The total estimated project cost is $4,330,000. %9 TEN W October 18, 2019 Page 13 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle City of Federal Way 2020-2025 TIP • TIP #2: SR 99 / S 3731d Street Description: This project includes the installation of a roundabout at the intersection of SR 99/S 373rd Street . The total estimated project cost is $2,500,000. • TIP #8: SR 99 HOV Lanes Phase 5: S 340th St — S 356rh St Description: This project includes the addition of HOV lanes, installation of raised median on SR 99, and the addition of turn lanes at S 3481h Street. The total estimated project cost is $29,874,000. • TIP #21: SW 356rh St: 4th PI SW — 15th Ave SW Description: This project includes an overlay on SW 3561h Street between 0 Place SW and 151h Avenue SW. The total estimated project cost is $1,300,000. Project Trip Generation The trip generation estimate for the proposed Bridge Point 1-5 Seattle project was based on methodology documented in the Institute of Transportation Engineers (ITE) Trip Generation Manual 101h edition for Land Use Code (LUQ 140 (Manufacturing) and 150 (Warehousing). The project includes development of 1 ,925,000 square feet (SF) of warehouse building area and 125,000 SF of manufacturing building area. The trip generation estimates for the existing gravel pit operation curreMy on the site were based on traffic counts collected at the existing site driveway locations on Wednesday January 30, 2019 and Thursday January 31, 2019. Table 6 summarizes the total trip generation estimate. A detailed trip generation calculation can be found in Appendix C. Table 6 Project Trip Generation Summary P055n er Velhi!;Ie. r i s Truck Trips Total Trip GenpratOn In Out Total In Out Total Time Period In Out Total Daily Gross Trips 1,457 1,458 2,915 364 364 728 1,821 1,822 3,643 Less Existing Trips -45 -45 -90 -122 -123 -245 -167 -168 -335 Net New Daily Trips 1,412 1,413 2,825 242 241 483 1,654 1,654 3,308 Gross AM Peak Hour 206 61 267 51 16 67 257 77 334 Less Existing Trips -4 -4 -8 -24 -22 -46 -28 -26 -54 Net New AM Peak Hour Trips 202 57 259 27 -6 21 229 51 280 Gross PM Peak Hour 77 197 274 19 50 69 96 247 343 Less Existing Trips -3 -7 -10 -1 -2 -3 -4 -9 -13 Net New PM Peak Hour Trips 74 190 264 18 48 66 92 238 330 Gross Saturday Peak Hour' 109 62 171 28 15 43 137 77 214 Note 1. Reported Saturday peak hour trips are gross project trips and do not include trip reductions for the existing use. No data available ibi existing Saturday peak hour trips, As shown in Table 6, the proposed Bridge Point I-5 Seattle project is estimated to generate 3,308 net new weekday daily trips with 280 net new trips during the weekday AM peak hour (229 in, 51 out) and 330 net new trips during the weekday PM peak hour (92 in, 238 out). During the Saturday peak hour, the project is estimated to generate 214 gross peak hour trips (1 37 in, 77 out). % TENW October Page 14 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Analysis Periods Through traffic scoping discussions with City of Milton, LOS during the weekday PM peak hour was identified at 7 study intersections, For traffic impacts to Federal Way, PM peak hour LOS was evaluated at intersections impacted by 10 or more weekday PM peak hour project trips. In addition, Federal Way intersections impacted by 100 or more weekday AM peak hour or weekend peak hour project trips were considered. Project Trip Distribution and Assignment The distribution of the weekday PM peak hour passenger car project trips generated by the proposed Bridge Point 1-5 Seattle project was based on anticipated travel patterns in the area and EMME/2 traffic model distribution plots (provided by the City of Federal Way). The EMME/2 traffic model distribution plots are included in Appendix D. Based on the City's traffic model, non -truck project trips were distributed based on the following: • Entering trips: 21 % from the north, 79 % from the south • Exiting trips: 78% to the north, 22% to the south The distribution of the weekday PM peak hour truck project trips generated by the proposed Bridge Point 1-5 Seattle was based on discussions with the applicant and a market report prepared by Kidder Mathews. The truck distribution was assumed to be 90% south on SR 99 via 5ih Avenue and Porter Way, and 10% north on SR 161 via Milton Road S. The market report prepared by Kidder Mathers is included in Appendix E. The assignment of weekday PM peak hour passenger and truck trips generated by the proposed Bridge Point 1-5 Seattle project to the City of Milton is shown graphically in Figure 4. It should be n ied ih t the r 's f tri s h wn i th i f Milton W r H f r / tri i t i L= creshown athe offs& sA4 intarsections. Future traffic forecasts to City of Federal Way study intersections are discussed later in the report starting on page 21 under the Traffi"cAnalysis to City ofFeoderal Way section. Future Traffic Volumes - City of Milton Future weekday PM peak hour traffic volumes without the proposed Bridge Point 1-5 Seattle project were estimated for the future horizon year 2024 conditions in the City of Milton. Year 2024 without project PM peak hour traffic volumes were estimated by applying a 2 percent annual growth rate to the existing traffic volumes. The 2 percent annual growth rate used to project future traffic volumes is intended to account for both known and unknown future residential and commercial pipeline developments in the area. The net new PM peak hour project trips associated with the proposed Bridge Point 1-5 Seattle project (Figure 4) were added to the without project traffic volumes (Figure 5) to estimate the future year 2024 with project PM peak hour traffic volumes in the City of Milton. The 2024 with project PM peak hour traffic volumes at the study intersections and the proposed site access driveway locations are illustrated in Figure 6. to TEN W October 18, 2019 Page 15 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle "Note: Gross Trip at the Driveways SR 161 / S 360th St / Milton Rd 5 a i 'Win. Rd S R S 3601h SI (3) 16 1 8� 8� Milton Rd S / 3 375th St / S 3761h St tE CV;tE S J751h 51 S 3761h 51 '!\ 1 cV a O 12� 51h Ave I Porter Way TOv a N — 23 Porter Wny (17) 37 --�f Milton Way / Freeman Rd E / 20th St E / Yuma St $ �5 n 7U1h stF Yuma 51 7 �w a n Millar; Rd S / ' Middle Site Access v =_ 38 (2) 22 (27) Access T`Slte I � M lh O Figure 4: Weekday PM Peak Hour Net Project Trip Assignment miltcn Rd S / S 369th St v � _o E � 1 S 369th St th SR 99 / Porter Way b 00 24 (45) Pa to W— Cn CV n Porter Way / • Milton way s ti b i• a e. Y:ai y �1 Mflton Rd S / North Site Access v � o: = — o — 84 (2) 11 (5) Site Access t 0o [7 N Millon Rd S 1 South Site Access C0 _ 31 (1) E — 11 (13) silo Ac— t h N h N I(!) NOTTO SCALE TEN W October 18, 2019 Page 16 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle :SR 161 / :S 360th St / Milton Rd S o — 161 ^ -V M F 89 28 .MUlf-Rd5 53601h 51 57 -14 R If 1 t f 47 �N 7� Milton Rd S / S 375th St / S 376th St •�9 C, P F2 S3761h SI 26--4 t r 2-t m^o 14 �a a 7oder Sth Ave / Porter Way Wm. 51 640 --)P. Mi11on Way/Freeman Rd E 1 20th St E 1 Yuma St 3 � 3 jcoF 129 y X-73 N4h OF �umr_;r 380 - R 1 a, N 130 81 y v Milton Rd S / S 369th St a � 0 0` 8 1 � y �19 33691h SF I SR 99 / Porter Way 8 v •+ 94 v 00 CI) E- 170 1 �128 P�-w- 49 R �/ 1 140� NON 'O CV 4� Figure 5: 2024 Without Project Weekday PM Peak Hour Traffic Volumes Porter Way / Milton Way r �3p o- �s rl�� g2 � 3 � ZA N T NUrTO SCALE Is TEN W October 18, 2019 Page 17 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle 5 376t1.15t r SIR 161/ S 360th St 1 Milton Rd S 'a 161 _ CO E-90 28 MOlon Rd S 5 Wth St 76 R 1 55 15 Millon Rd S / S 375th Sl 15 376th St a 9 °--2 7375V1 St 53761h SI 26 2 —*- O Co N O 26 -14 s Sth Ave 1 Porter Way C14 N h 91 ) F 187 Porter Wo 105 640 Mllan Woy / Freeman Rd WE / 20th St E 1 Yuma St 3 v8 ° E-129 I 73 7OthStF �Yi—.51 387 w 1 t 130 81�� S Milton Rd S / • Middle Site Access a 4Y 40 A<- 49 $lie Arrest N V Figure b: 2024 With Project Weekday PM Peak Hour Traffic Volumes V TENW Milton Rd S I S 369th St D y� w N `o � 8 20 5 3611h 51 i� SIR 99/ Porter Way a vi 94 � C!I E 170 1 197 Pnher Wm 49 R �/ 1 f k 40 N 4� Way / Milton Rd S / North Site Access v � O o 7 86 { 16 Slte Access 0 04 Millcn Rd S / South Site Access z � _ 32 � �24 �r Site Access t ,2 N N T NarTO SCALE October 18, 2019 Page 18 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Future LOS at Study Intersections - City of Milton Future weekday PM Peak hour LOS were evaluated at the study intersections for the future buildout year of 2024. The 2024 weekday PM peak hour LOS results are summarized in Table 7, and the detailed LOS worksheets included in Appendix B. Table 7 2024 PM Peak Hour LOS Summary 2024 Without Proiect 2Q24 With Project Delay Delay Study Intersection LDS ' sec 2 V/C3 LDS ' (sec)-? V/C' S�gnafrzed Intersections 1. SR 161 /Milton Road S C 25.1 0.88 C 26.7 0.88 4. SR 99/Porter Way C 23.3 0.88 C 33.2 0.91 6. Porter Way/Milton Way C 29.0 0.99 C 33.9 1.05 7. Milton Way/20th Street E C 31.3 0.85 C 32.6 0.86 Stop -Controlled In Ilion 2. Milton Road S/S 369th Street Westbound Left -Right B 13.1 0.60 B 13.7 0.07 Southbound Left -Turn A 7.5 0.02 A 7.6 0.02 3. Milton Road S/S 375th Street Northbound Left -Turn A 8.6 0.01 A 9.0 0.12 Eastbound Left-Thru-Right B 14.4 0.11 C 18.9 0.19 Westbound Left-Thru-Right B 10.2 0.02 B 12.2 0.03 Southbound Left -Turn A 7 A In nn A 7 S n nn 5. 5th Avenue/Porter Way Eastbound Left -Turn A 7.9 0.04 A 8.3 0.09 Southbound Left -Right F 133.3 1.16 F 343.7 1.66 f with RAB as Mitigation) 4 - - - B 11.0 0.77 1. LOS = Level or Service. 2. Delay refers to average control delay expressed in seconds per vehicle. 3. V/C shown at signalized intersections is the max v/c ratio for all lane groups. 4. LOS results with proposed mitigation with a single lane RAB are provided in Appendix B As shown in Table 7, the signalized study intersections and all movements at the stop -controlled study intersections operate at LOS D or better during the PM peak hour in 2024 without or with the proposed Bridge Point 1-5 Seattle project with one exception. The southbound approach at the 5th Avenue/Porter Way intersection is anticipated to operate at LOS F without or with the project; mitigation has been identified with a new roundabout (RAB) to mitigate this deficiency. With a single - lane RAB and southbound right -turn slip lane, the intersection is anticipated to operate at LOS B in the PM peak hour. An illustration Of the proposed single -lane roundabout is provided in Appendix E. The LOS results with the single -lane RAB are included in Appendix B. 1 TEN W October 18, 2019 Page 19 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle SR 99 / Porter Way Intersection Analysis The City of Milton requested that additional evaluation be provided at the intersection of SR 99 and Porter Way to consider potential east -west re-channelization to reduce traffic on Porter Way between 701h Ave and SR 99 given the short road segment. As part of previous City -planning efforts, the City considered several east -west alignment alternatives as a result of the short segment of Porter Way between SR 99 and 70ih and lack of queuing capacity between the intersections. During peak times traffic along this segment can queue back and through each intersection. Several re-channelization and alignment alternatives were considered. The configuration that is proposed includes widening the east leg (westbound direction) to extend the westbound right -turn lane and discouraging westbound through traffic from Porter Way at the SR 99 intersection. This would result in the westbound approach having separate westbound right -turn and left -turn lanes. Additional signage would also be provided to limit westbound throughs to "local access only." While this would not restrict westbound through traffic, it is intended to discourage through traffic which would result in fewer trips on the short segment of Porter Way between 701h and SR 99. This would also result in more westbound to southbound traffic as left -turns at the signal. An illustration of the proposed re-channelization at the intersection is provided in Appendix F. The LOS results with the re-channelization is also included in Appendix B. The result is that the intersection is anticipated to operate at LOS D during the PM peak hour in 2024 with project buildout. Site Access Operations Vehicular access to the proposed Bridge Point 1-5 Seattle project would be provided via three new full access driveways on Milton Road S. Table 8 summarizes the future 2024 LOS at the three proposed site access driveway locations. It should be noted that the driveway analysis was conducted based on total project trips. The detailed LOS calculation sheets for the site access analysis are included in Appendix B. Table 8 Site Access PM Peak Hour LOS Time Period/Movement LOS I Delay (sect 2 V/C 3 A. Milton Road S/North Site Access Westbound Left -Right B 11.0 0.16 Southbound Left -Turn A 7.7 0.01 B. Milton Road S/Middle Site Access Westbound Left -Right B 14.6 0.21 Southbound Left -Turn A 7.6 0.00 C. Milton Road S/South Site Access Westbound Left -Right B 13.2 0.12 Southbound Left -Turn A 7.8 0.00 1. LOS = Level of Service. 2. Delay refers to average control delay expressed in seconds per vehicle 3. V/C = Volume to capacity ratio. As shown in Table 8, the results of the site access analysis show that all movements at the proposed site access locations are expected to operate at LOS B or better during the weekday PM peak hour with the proposed project. TEN W October 18, 2019 Is Page 20 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle City of Federal Way Traffic Analysis The section summaries the evaluation of traffic impacts to the City of Federal Way associated with the proposed Bridge Point 1-5 Seattle development. Traffic impacts to the City of Federal Way were evaluated at City intersections impacted by 10 or more weekday PM peak hour trips, 100 or more weekday AM peak hour trips, and 100 or more weekend peak hour trips. In addition, a queue analysis at Enchanted Pkwy/S Milton Road S was also completed. This was confirmed through scoping discussions with City staff consistent with City Federal Way traffic analysis guidelines, and intended to be consistent with the Settlement Agreement and Covenant Regarding Traffic Impacts Landlloyod Development Co. Planned Development Master Plan dated December 10, 2003. Study Intersections Based on traffic modeling provided by the City of Federal Way, 26 Federal Way intersections would be impacted by 10 or more PM peak hour project trips. Figure 7 illustrates the location of the 26 City of Federal Way study intersections. No City of Federal Way intersections would be impacted by 100 or more project -generated trips during the weekday AM peak hour or weekend peak hour. Based on the distribution of project trips from the City's traffic model, the number of weekday AM peak hour and Saturday peak hour project trips that would impact the City of Federal Way (trips to/from the north of the site on Milton Road) is shown in Table 9 below. Table 9 Project Trips Impacting City of Federal Way A B C=AXB Distribution of Project Trips To/From Federal Way (North of Site on Milton Rd)1 Total Project Model Trip Project Trips Impacting Time Period Trips Distribution2 City of Federal Way AM Peak Hour Entering Trips 229 21 % 48 Exiting Trips 51 78% 40 Total AM Peak Hour Trips 280 88 Saturday Peak Hour Entering Trips 137 21 % 29 Exiting Trips 77 78% 60 Total Saturday Peak Hour Trips 214 89 1. Project site located just south of Milton/Federal way border. All project trips to north on Milton Road would impact the City Federal Way. 2. Model trip distribution based on results from City of Federal Way Emme/2 traffic mode. V TE N W October 18, 2019 Page 21 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Traffic Volumes Existing weekday PM peak hour traffic volumes were collected at the 26 study intersections in 2018 and 2019. For traffic counts not collected in 2019, a two percent annual growth rate was applied. Figure 8 illustrates the resulting 2019 weekday PM peak hour traffic volumes at the City of Federal Way study intersections. The distribution of the weekday PM peak hour passenger car project trips generated by the proposed Bridge Point 1-5 Seattle project was based on anticipated travel patterns in the area and EMME/2 traffic model distribution plots (provided by the City of Federal Way). The EMME/2 traffic model distribution plots are included in Appendix D. The distribution of the weekday PM peak hour truck project trips generated by the proposed Bridge Point 1-5 Seattle was based on discussions with the applicant and a market report prepared by Kidder Mathews. The truck distribution was assumed to be 90% south on SR 99 via 51h Avenue and Porter Way, and 10% north on SR 161 via Milton Road S. Of the 10% truck trips north on SR 161 all were assumed to be to/from SR 18 and 1-5. The assignment of the net new weekday PM peak hour passenger and truck trips generated by the proposed Bridge Point 1-5 Seattle project is shown graphically in Figure 9. Future weekday PM peak hour traffic volumes without the proposed Bridge Point 1-5 Seattle project were estimated for the future horizon year 2024 conditions at the 26 City of Federal Way study intersections. Year 2024 without project PM peak hour traffic volumes were estimated by applying a 2 percent annual growth rate to the existing traffic volumes. The 2 percent annual growth rate used to project future traffic volumes is intended to account for both known and unknown future residential and commercial pipeline developments in the area. The net new PM peak hour project trips associated with the proposed Bridge Point 1-5 Seattle project (Figure 9) were added to the without project traffic volumes (Figure 10) to estimate the future year 2024 with project PM peak hour traffic volumes. The 2024 with project PM peak hour traffic volumes at the 26 City of Federal Way study intersections are illustrated in Figure 11. October 18, 2019 1 TENW Page22 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle N Figure 7: City of Federal Way Stud Intersections T Y NOT TO SCALE GO TENW October 18, 2019 Page 23 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle SR99/ S 3241h St S ^ �21 o y E-187 J��v JF 1 � � 336 s 22411,st 116 1 t r 208 — ^ °DD N CD 141 --�,k SR 99 / S 352nd St ro Q c�•s � h � 156 133 53S2nd Sr m � o 1 st Ave S / SW 356th St / S 356th St p -117 co N m s F 718 W �19 2 S 35e1t sl 188 1 t f 538 c°v v m 32 -y 16th Ave S 1 S 359th St $ �2 E-2 ►� LL# I�0 5]S4rh51. RR 0-' N v�o 31 -�k 81h Ave S 1 S 375th St w M ` 90 �353151h 51 O SIR 99/ S 330th St R (1) � *-26 v v�i=c^Nro F16 �26 5330MR 27� R �/ i f 24 .2 4A 77 � SR 161 / S 352nd St a '$ M �262 m m 00 N F 125 rr 'or-214 33S7nd St R �/ 57 a 69 m00 83 SR 99 S 356th St 42 423 L 420 s i xm.v 205 --( f 1 t I' 263--). m0C) r, 502 SR99/ S 373rd St N R e 14 °D 101 S 3/3'd SI In N Milton Rd S / S 375th St / S 376th St � —8 O N F 2 S 3750,51 S37611,SI 24 t 2 ^ O 13 b SR99/ S 3361h St 8 �118 '0rn `2 E- 604 �161 $336fh 270 1 t f 474 NW� 317 21 st Ave SW / SW 356th St m N� CDI� N n F 864 1 L- r46 SW-1w. 51 454 t f 422 -31. v ^ 7 v o7 3 16th Ave S / S 356th St n M 430 NJ °, Cl) ,p Wh A 33 386 -� ^ 17� Sth Ave S / S 373rd St m 7 c < —3 • Ac2 S 373rd St I� R 1 t f 4 ^ Cl) 16� Milton Rd S / S 3691hSt 71� �7 a _ r 17 13h1th 51 99 / S 340th PI 1 16th Ave S 7SR o m H *-676 m m CD E 1 � L 11 .S 340Mi PI IQflu A S 9� R C 1 t r 5 (M N o, 01 15 131h Way SW / 14th Ave SW 1 SW 356th St ^ ° H 45 t F 1,226 n 6 � SSW3561h SI 34 - 1 t ?� 3 680 --)N. h ar ^ r7 5�L :SR 161 / :S 356th St D a 0 K �16 N�•G E-119 I� 1 LLT 51 53561h S1 191 R 1 t r 14� n a 218 S 372nd Wray 1 S 373rd PI 1 S 373rd Sl o' 3 v JM CN i t 5 373rd Sr 4 2� R 1 t - r L e SR 1611SR 18-SR 161.SB ` Off Romp 419 566 SR 19 - SR I61 56 011 Ramp V O LEGEND aStudy Intersection tPM Peak Hour XX Traffic Volume Figure 8: 2019 Existing PM Peak Hour Traffic Volumes at City of Federal Way Study Intersections SR 161 / S 348th St *-332 -1.312 I 1 s nccca �856 13 �5 t 1,034 -3p. 249 8th Ave SW / SW 356th St 29 a F-1,279 55 1 .S W 35611, St � 12 —4 R y/ 1 632 — co CAN 16 � SR 99 / S 359th St cV g o 15 `14 CN 43 57591h SI ^ 0XSth Ave S / IS 373rd PI m � ` N �2 m 22 S 3/"I1d PI t f* 0 a0 m ^ SR 161 / Milton Rd S./ S 36M St co 146 m 11 �2 E- 81 - 25 Mllfon Rd S S 369111511 52 R 1 t f 43 --)o. ° N 6--A SR 161 / ` 19th WayS ^ N i t l91h wav S t 35 --'( 28 v V TEN W October 18, 2019 Page 24 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle SIR 99/ SIR 99/ S 324th St S 330th St 9E 711110' 332rol S• �2 Lo e, Sr SR 99 / SR 1611 • S 352nd St S 352nd St ��II r 2 /� ~ 5 352nd SI 5 352nd Sf M t'7 1st Ave S / SW 356th St S 3561h St ti-`•6ii• St -3 & a E-13 N N= nI E 7 1 SW JSN715r 53YFln>f F3561h 5] '!\ I 4 3 c�c') 2 61hAve S S 375th St v 102 5 3751h sl SIR 99/ 373rd St N �2 70 S 3/3rd 51 Milton Rd S / S 3751h St 1 S 3761h St rc A N � S 377 51h Sl S 3761h 51 -r N O 12 � O ? M SR99/ S 336th St � Fl ..3361h .Gf h 21 st Ave SW / .SW 356th St $ �6 N A F4 3 S W 3561h Si 1 bth Ave S / S 3561h St 3 6 1 53561h I R I 4 81h Ave S / S 373rd $1 w F3 S.3.373,d St 3 Milton S 3691h St & 0 W 5 3691h 5/ M M Figure 9: PM Peak Hour Net Project Trip Assignment at City of Federal Way Study Intersections SR 99 / S 340th PI / 16th SR i 61 / ` Ave S .S 348th St & �4 71A—, hI N MgkAw 5 I N t7 13th Way SW / 14th Ave 8th Ave SW / SW / SW 356th St SW 356th St 3 t F13 F13 S W 3561h Sr W 3561i r so 3R 161 r SR 99 / 5 356th St S 3591h 51 R �R N ^II N " 1 0 I as6•a n 53696rA 16 M t N S 372nd Way / S 373rd eth Ave S / PI / S 373rd St S 373rd PI 2 o > a mJa 9 S 373rd Sp S 3/3rd I'I r7 � SRi6115Rt8-SRldISB SR161/Milton RdS/S Off Ramp 369th St C1.4 E 1 SR IB-SR IbI SB ,yl;l on RdI 53691h St Olr kamp GG I (3) 16 8� LEGEND SR / 19th Way S ® Study Intersection 00 PM Peak Hour XX Nontruck Trips (XX) (Truck Trips) t 14� 19 TEN W October 18, 2019 Page 25 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle SIR 99/ S 324th St S 24 N y �'ry206 73241NOT 371 128- 230 -000 155 -y SR99/ S 352nd St ^ 8 a co 172 I, W y lT X- 146 5352nd St t N O n O ^ ^ 1 st Ave S / SW 356th St / S 356th St . 130 _21 7&l4vil 793 1.0I- M ■ � 2 sr s356�1/nsr 207 R� 1 f 593 CN ccr) In Cq 35 16th Ave S / :S 359th St �2 �' cJ - a F 2 ■ a1 �' i� 0 f 3S9ur 9 12 R �/ l t 0 N o O 34 81h Ave S / S 375th St ^l `� 99 y �3 S 375fh 51 o SIR 99/ S 330th St a 28 F18 it ■ u 28 S J.lrrRe Sr 29 27� N o� 84 SR 161 / S 352nd St C289 m ' 7S159,Cd1 N139 236 St 63� R �/ 1 f 77-� P�a 91 SR 99 S 356th St *,-46 Av y L+ X- 464 226 f } t r 291 N :; "00 LO 554 SR 99 1 S 373rd St o 16 Alf-111 S 373rd SI t a N . I onRdS1S375thSI1 S 376th St M & ®�9 n V N ° F2 - 375!. • 5 S 376111 St 26 --0( t 2 .0^0 14 SIR 99/ S 336th St R > �131 M F667 y �R178 298 1 t f 524 -� 2 V M m ^ 350 21 st Ave SW / SW 356th St cD 7WJ561h 208 954 �-51 Si 501 _ R I t f 466 -,o Q v 3� 16th Ave S / S 356th St F 475 c') •. 3.56,h St 36 !\ 1 426 19 ?9F Ave S / 373rd St �- 3 ` �2 373rd St R 4� ODM^ 18 � Milton Rd S S 369th St a 0 0 �8 19 �r 5 369th St W M SR 99 / S 340th PI / 16th Ave S 724M 747 00 0012 PI WhA-55 10� R 1 t f 6 N Wo 0 17 13th Way SW / 141h Ave SW / SW 356th St N — Cl) 'o 50 t F 1,354 n 7 SWW3561h 51 37--;(3 ) t 751 M- Cl) 6�L SR 161 / ::S 356th St N *-18 y Cq - 132 ' + � 56 JrVV 53y1tl5f R �/ 211 1 1 16 ` m 241 S 372nd Way / S 373rd PI 1 S 373rd St 3 CN J� I t 5373dA 4� R l 1 I 2� N„ SR 161 / SR 18 - SR 161 SB off Romp ^ h � 463 x- 625 SR 18 - SR 161 SB OR Ramp t cN LEGEND n Intersection ak HourVolume Figure 10: 2024 Without Project PM Peak Hour Traffic Volumes at City of Federal Way Study Intersections V TENW SR 161 / S 348th St �366 7�A� coF1,448 945 ess 15� 'f i t I� 123--"r gmn� 1,142 275 Ave SW / F-th 356ih St 3 32 F 1,412 N t �61 SW 35601 S1 14� R �/ 1 698 0 N 18 SR99/ S 359th St cm & v �+ v 17 1 �r j� � 47 53591h 51 O eth Ave S + S 373rd PI v 0 �2 24 S 3/3rd N t W SR 161 / Milton Rd S i S 3a91h st ° R 161 C' ^ 00'F89 7M11t.n 28 Rd S S 3691h SI 57 ---'( R 1 t 1 47 -)o. ^ N N �o 7� SR 161 / • 19th WayS a c M 00 w 1 1•Jrh WrNS t 1 00 38 ---'( 30 o October 18, 2019 Page 26 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle SR 991 S 324th St & *,- 24 N coF206 7�Q4j �373 , sl 128 �' R C 1 t 230� ��on 155� -aN SR 99 / S 352nd St N 8z 0 r a 172 j� lT 148 S 352nd 51 t N m (") 'o r\ 1st Ave S / SW 356th St / S 356th St E �133 co 0 Q, E 806 ^) '--IoIm 21 2 Sl4 J�E�15� >d:O11r 51 207 -- R� 1 597 c�� 35 16th Ave S / a S 359th St N Q �2 '0 12 l 0-- NN�O 36 81hAve S/ S 375th St a i h 201 I— 1 y �3 53/51h 51 O— SR99/ S 330th St 9 a 7�ULtb.CT 28 F8 1 I��i �� 1 �28 29� fl1 t r 27 v M 04 84 SR 161 / ;S 352nd St b 4 � 7Wr.i N289 F 139 St R 63 f 1 t r 77� -'0M N O N 91 SR 99 S 356th St 2i *1- 46 o `O mI F 474 �rL# 464 5 im'. 3! 226 R �/ 1 t r 294 --),. 7Z v '10) N 556 - SR99/ S 373rd St a &i 1r! N 18 � 181 53/3ftl51 V (V rn Milton Rd S / S 375th St / S 376th St & i�9 �v N F2 :S J791, St S J/61h Sf 26 ---'( t ef 2� o m o 26 - - SR99/ S 336th St R 131 701MMA 668 la178 298 l t r 524 N 350 21 st Ave SW / SW 356th St 3 7w, �214 00. N a F 958 y 54 c, q, 501 R y/ 1 I 467 m v 3� 16th Ave S / S 356th St R 0 a C 0 0II F 475 co _$ 1 5356h, SI � 36 426 m 22�' Ave S / S 373rd St v 7i8th 3 13 2 , d SI R� 4 -� m 21 - Milton Rd S / S 369th St v N Q �8 _ n N 20 5 369th ,St E�� Figure 11: 2024 With Project PM Peak Hour Traffic Volumes at City of Federal Way Study Intersections SR 99 / S 340th PI / 16th Ave S v, N �751 mmm F1 rr 12 s.�enm» rnlhm�s 10-� R ■,,��yy 1 1 t r 6 r3 N o 0 17� 13th Way SW / 14th Ave SW / SW 356th St 3 N—C') o' 50 3 F1,367 SW356fS' 'Air-7 37 -,'( t il,V 755 m m 6�e r SR 161 / S 356th St Cq E-132 �l7 % 35h1h St �56 227 f 16 ..0CN m m- 241 - S 372nd Way / S 373rd PI 1 S 373rd St 3 11� NII v i 1 5 37Jrd 51 i 4 � R I t v SR 161 / SR 18 - SR 161 SB Oft Romp � a ,3 h 463 �r - 626 SR III -SR 161 SO Olf Ramp t 0 LEGEND Study Intersection tPM Peak Hour XX Traffic Volume SR 161 / S 348th St 7AV�w 366 1,488 951 13 _ t 12 gmv- 1,142� 275 Sth Ave SW / SW 356th St 32 F 1,425 �m �61 /C .5f 13� R� 1 r 702 --]o. oN N CN 18 � SR 99 S 359th St 0 8 i 27 s`i 4 j� 47 S35911,SI m - 8t3- Ave S / '= 373rd PI „i CN 2 m 33 5 3/3rd I'I i t If I7 N ,n v SR 161 / Milton Rd S / S 369th St z � 161 O o a^0 � v E- 90 y kuhv, MIS X- 28 R S369K it 1 t r 00 M 01 76 55 15 SR 161 / 19th Way S v v m )0 -I I 1901 ifhtr S t 38 44 �� 1 TEN W October 18, 2019 Page 27 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Future LOS at Study Intersections in Federal Way Future weekday PM peak hour level of service (LOS) analyses were conducted at City of Federal Way study intersections for 2019 existing and 2024 future without and with project conditions. The reported LOS results at the study intersections were based on methodology and procedures outlined in the Highway CapocityManual /HCM) 2000 using Synchro /0traffic analysis software. Signal timing used in the analysis was provided by the City of Federal Way. For the future analysis, a maximum cycle length of 120 seconds was used based on guidelines included in the prior 2003 Settlement Agreement. Tables 10 and 11 summarize the 2019 existing and 2024 without and with project LOS results at the 26 City of Federal Way study intersections. Table 10 2019 PM Peak Hour LOS Summary at Federal Way Study Intersections Delay Study Intersection/Movement Los (Sec) 7 V/C- Egnalized Intersection 1. Pacific Hwy S / S 324' St D 48.3 0.69 2. Pacific Hwy S / S 330th St B 14.8 0.43 3. Pacific Hwy S / S 336' St D 49.2 0.95 4. Pacific Hwy S / S 340th PI / 16th Ave S B 15.3 0.39 5. Enchanted Pkwy S / S 348th St E 61.5 0.85 6. Pacific Hwy S / S 352nd St B 16.6 0.37 7. Enchanted Pkwy S / S 352nd St C 33.5 0.71 8. 21It Ave SW / SW 356th St D 42.3 0.76 10.8th Ave SW / SW 356th St A 8.6 0.55 11. 1st Ave S / S 356th St C 28.0 0.70 12. Pacific Hwy S / S 356th St E 58.6 0.78 13. 16th Ave S / S 356th St C 34.9 0.38 14. Enchanted Pkwy S / S 356th St D 37.5 0.78 24. Enchanted Pkwy S / SR 18 Off Ramp C 34.6 0.81 25. Enchanted Pkwy S / Milton Rd S C 28.4 0.73 26. Enchanted Pkwy S / 19th Way S A 4.0 0.45 Stop Controlled ln_ tersections 9. 13th Way SW / SW 356th St Eastbound Left B 12.8 0.07 Westbound Left A 9.2 0.01 Northbound Left-Thru-Right C 17.6 0.02 Southbound Left-Thru-Right D 30.7 0.33 15. Pacific Hwy S / S 359th St Westbound Left -Right F 82.1 0.60 Southbound Left A 9.6 0.03 TENW October 18, 2019 t Page 28 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Table 10 (Continued) 2019 PM Peak Hour LOS Summary at Federal Way Study Intersections 2012 Exi tin Delay Study Intersection/Movement LOS' sec u/C 17. Pacific Hwy S / S 373rd St Westbound Leff -Right F 440.3 1.66 Southbound Left A 1.8 0.07 18. 8th Ave S / S 373rd St Eastbound Left A 0.3 0.00 Westbound Left A 1.2 0.00 Northbound Left-Thru-Right A 9.6 0.12 Southbound Left-Thru-Right A 9.1 0.01 19. S 372 Way / S 373rd St Eastbound Left -Right A 7.0 0.01 Northbound Left-Thru A 7.0 0.01 20. 8th Ave S / S 372 Way Westbound Left -Right A 7.5 0.04 Northbound Thru-Right A 7.6 0.13 21. 8th Ave S / S 375th St Westbound Left -Right A 7.0 0.12 Northbound Thru-Right A 6.6 0.00 Southbound Left-Thru A 7.7 0.07 22. Milton Rd S / S 376th St Eastbound Left-Thru-Right B 14.0 0.10 Westbound Left-Thru-Right B 10.3 0.02 Northbound Left A 0.8 0.01 Southbound Left A 0.0 0.00 23. Milton Rd S / S 369th St Westbound Left -Right B 11.2 0.04 Southbound Left A 0.4 0.01 Roundabout 16. 16th Ave S / S 359th St 4 A 3.7 0.16 Notes: 1. LOS = Level of Service based on HCM 2000 methodology. 2. Delay refers to average control delay expressed in seconds per vehicle. 3. V/C = volume/capacity ratio. 4. Reported LOS based on Sidra analysis. BOLD = Exceeds LOS criteria established in the 2003 Settlement Agreement. 1 TENW October 18, 2019 Page 29 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Table 11 2024 PM Peak Hour LOS Summary at Federal Way Study Intersections 2324 Without -Project 2024 With-Brgt Delay Delay Study intersection/Movement LOS' sec 2 V/C3 LOS' sec ' v/C3 Sianalized Inf i 1. Pacific Hwy S / S 324th St D 48.4 0.80 D 48.8 0.80 2. Pacific Hwy S / S 330th St B 15.9 0.50 B 17.2 0.50 3. Pacific Hwy S / S 3361h St E 56.8 0.90 E 55.2 0.90 4. Pacific Hwy S / S 340th PI / 16th Ave S B 18.5 0.45 B 18.4 0.45 5. Enchanted Pkwy S / S 348th St 4 E 66.0 0.93 E 66.6 0.94 6. Pacific Hwy S / S 352nd St C 27.9 0.43 C 27.9 0.43 7. Enchanted Pkwy S / S 352nd St D 52.3 0.82 D 51.5 0.84 8. 21 st Ave SW / SW 356th St D 44.9 0.86 D 46.0 0.87 10. 8th Ave SW / SW 356th St A 9.3 0.61 A 9.3 0.61 11. 1 st Ave S / S 356th St C 30.3 0.79 C 30.9 0.80 12. Pacific Hwy S / S 356th St D 49.2 0.92 D 50.5 0.93 13. 16th Ave S / S 356th St D 41.5 0.43 D 42.4 0.44 14. Enchanted Pkwy S / S 356th St C 29.9 0.90 C 30.5 0.91 24. Enchanted Pkwy S / SR 18 Off Ramp C 25.7 0.85 C 25.6 0.85 25. Enchanted Pkwy S / Milton Rd S C 30.2 0.78 C 33.2 0.79 26. Enchanted Pkwy S / 19th Way S A 3.9 0.50 A 4.2 0.50 Stop Controlled Intersections 9. 13th Way SW / SW 356th St Eastbound Left B 14.0 0.09 B 14.1 0.09 Westbound Left A 9.5 0.01 A 9.4 0.01 Northbound Left-Thru-Right C 19.7 0.03 C 19.8 0.03 Southbound Left-Thru-Right E 40.2 0.42 E 41.2 0.43 15. Pacific Hwy S / S 359th St Westbound Left -Right F 182.2 0.92 F 182.0 0.96 Southbound Left A 9.9 0.03 A 9.9 0.04 17. Pacific Hwy S / S 373rd St Westbound Leff -Right F 690.7 2.19 F - 3.93 Southbound Left A 2.1 0.08 A 2.2 0.08 (With Traffic Signal) - - C 24.7 0.97 18 8th Ave S / S 373rd St Eastbound Left A 0.3 0.00 A 0.3 0.00 Westbound Left A 1.0 0.00 A 0.8 0.00 Northbound Left-Thru-Right A 9.4 0.09 A 9.9 0.18 Southbound Left-Thru-Right A 9.0 0.01 A 9.1 0.01 19. S 372 Way / S 3731d St Eastbound Left -Right A 7.0 0.01 A 7.1 0.01 Northbound Left-Thru A 7.0 0.01 A 7.2 0.05 TEN W October 18, 2019 Page 30 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Table 11 (Continued) 2024 PM Peak Hour LOS Summary at City of Federal Way Study Intersections 2024 Without -Project 2024 With-Projt�-fi Delay Delay Study Intersection/Movement LOS I (sec) 2 V/C3 LOS ' (sec) ' V/C-- 20. 8th Ave S / S 372 Way Westbound Left -Right A 7.4 0.03 A 7.8 0.05 Northbound Thru-Right A 7.5 0.11 A 8.1 0.23 21. 8th Ave S / S 375th St Westbound Left -Right A 6.8 0.10 A 6.8 0.10 Northbound Thru-Right A 6.5 0.00 A 6.5 0.00 Southbound Left-Thru A 7.5 0.06 A 7.5 0.06 22. Milton Rd S / S 376th St Eastbound Left-Thru-Right B 14.6 0.11 C 19.0 0.18 Westbound Left-Thru-Right B 10.4 0.02 B 12.3 0.02 Northbound Left A 0.8 0.01 A 4.8 0.11 Southbound Left A 0.0 0.00 A 0.0 0.00 23. Milton Rd S / S 369th St Westbound Left -Right B 11.5 0.05 B 11.7 0.05 Southbound Left A 0.5 0.01 A 0.5 0.02 Roundabout 16. 16th Ave S / S 359th St 5 A 3.5 0.13 A 3.6 0.14 Notes: 1. LOS = Level of Service based on HCM 2000 methodology with maximum cycle length = 120 seconds. 2. Delay refers to average control delay expressed in seconds per vehicle. 3. V/C = volume/capacity ratio. 4. Results based on existing signal timing that includes cycle length = 160 seconds. 5. Reported LOS based on Sidra analysis. BOLD = Exceeds LOS threshold established in the 2003 Settlement Agreement. ( ) = Potential mitigation. The detailed LOS worksheets at City Federal Way study intersection are included in Appendix G. The LOS threshold established in the 2003 Settlement Agreement and Covenant Regarding Tra& Impacts Iandlloyd Development Co. Planned DevelopmentMaster Plan includes LOS E or better with a volume/capacity (v/c) ratio of less than 1.000 for signalized intersections or all -way stop controlled intersections, and a v/c ratio of less than 1.000 for unsignalized intersections not controlled by an all -way stop. Based on this LOS threshold, the only City of Federal Way study intersection anticipated to operate below the 2003 SeNementAgreementLOS threshold in 2024 is the Pacific Hwy S S/S 373rd Street intersection. Potential improvements at the deficient intersection includes the following: Pacific H= S/S 373rd Street (Study Inlersection # 171. The westbound approach at the unsignalized study intersection of Pacific Hwy S/S 3731d Street (#17) is anticipated to operate at LOS F with a v/c ratio = 3.93 with the proposed project during the weekday PM peak hour in 2024. Potential mitigation for consideration includes the construction of a traffic signal. With a traffic signal, this intersection would be expected to improve to LOS C with a v/c ratio = 0.97 I TEN W October 18, 2019 Page 31 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle during the PM peak hour with the project. It should be noted that the City of Federal Way has a planned improvement at the SR 99/S 373rd Street intersection which includes the installation of a roundabout. Milton Road S Capacity Analysis At the request of City Federal Way, an evaluation of roadway capacity was conducted for the section of Milton Road S north of S 376ih Street to determine if the planned 2-lane Type "P" and Type "O" street cross sections is adequate to accommodate the estimated future traffic projections and traffic generated by the Bridge Point 1-5 Seattle development. City road standards identify a 2-lane roadway capacity of up to 350 directional design hour volume (DDHV). Based on the estimated future PM peak hour traffic volumes for year 2024 as depicted in Figure 1 1, the PM peak hour volume an Milton Road S north of S 376th Street is greater than 350 trips indicating that a 2-lane road section would be not be adequate. It should be noted that under 2019 existing conditions the volume on Milton Road S currently exceeds the 2-lone 350 trip threshold. With the proposed project, there would be a net reduction in truck traffic on Milton Road S (north of the project) site with the proposed project. All existing trucks trips to/from the site are currently restricted from using Milton Road S south of the project site. With proposed improvements on Milton Road S by the project, the restriction of trucks south of the site on Milton Road would be removed. It is anticipated that 90 percent of the proposed project's truck trips would be destined to/from the south on Milton Road S and only 10 percent of the truck trips would be destined to/from the north on Milton Road S. Enchanted Pkwy S & Milton Road S Queue Analysis At the request of City Federal Way, queue analyses were completed at the intersection of Enchanted Pkwy S and Milton Road S. The analysis was completed for future 2024 weekday PM peak hour without and with the proposed Bridge Point 1-5 Seattle development. A summary of the queue analysis is shown below in Table 12. The queue worksheets are included in Appendix H. October 18, 2019 to TEN W Page 32 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Table 12 Enchanted Pkwy S & Milton Road S 2024 Weekday PM Peak Hour Queue Summary 95th Percentile Queue ffil Storage 2024 2024 With - Study Intersection/Movement feet Baseline Pra"ECt Enchanted Pkwy S & Milton Road S Eastbound Left 350' 1 75' 100, Eastbound Thru-Right - 75' 75' Westbound Thru-Left - 150' 150' Westbound Right 150' 50' 50' Northbound Left 225' 25' 25' Northbound Thru 2,00012 400' 400' Northbound Thru-Right 2,00012 400' 400' Southbound Left 250' 1 225' 225' Southbound Thru 72512 1, 150' 1, 150' Southbound Thru-Right 72512 1, 150' 1, 150' 1. Additional queue storage provided by center two-way left -turn lane. 2. Through queue storage measured to adjacent signalized intersection. As shown in the above table, the Bridge Point 1-5 Seattle project is not anticipated to create a significant impact on vehicle queues at the Enchanted Pkwy S & Milton Road S intersection. Is TEN W October 18, 2019 Page 33 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle MITIGATION The following summarizes the measures proposed to mitigate impacts of the proposed Bridge Point 1-5 Seattle project to the City of Milton and City of Federal Way. off -Site Improvements Based on the results of the updated traffic analysis, off -site transportation mitigation is proposed to include the following which would allow trucks on 51h Avenue (south of the project site) and mitigate LOS deficiencies: City of Milton Study Intersections ➢ 5th Avenue/Porter Way. The southbound approach (stop controlled) at the intersection is anticipated to operate at LOS F during the weekday PM peak hour without or with the proposed project in 2024. Mitigation to accommodate trucks and to improve operations of the intersection to LOS D or better would include constructing a single lane roundabout with a southbound right turn slip lane. The proposed roundabout is anticipated to operate at LOS B in 2024. ➢ SR 99/Porter Wa)4. Improvements for this intersection includes prohibiting the westbound through movement resulting in an exclusive westbound left -turn lane and an exclusive westbound right -turn lane. Additional improvements include extending the westbound right turn queue storage approximately 200 feet and optimizing signal timing. The proposed westbound through movement restriction would be consistent with the City's desire to reduce reliance on the short road segment west of SR 99, and route vehicles and trucks on SR 99. City of Federal Way Intersections ➢ rd Street. The westbound approach at the unsignalized study intersection of Pacific Hvvy S/S 373rd Street (# 17) is anticipated to operate at LOS F with a v/c ratio = 3.93 with the proposed project during the weekday PM peak hour in 2024. Potential mitigation for consideration includes the construction of an interim traffic signal. With a traffic signal, this intersection would improve to LOS C with a v/c ratio = 0.97 during the PM peak hour with the project. It should be noted that the City of Federal Way has a planned improvement in their six -year TIP at this intersection which includes the installation of a roundabout. In lieu of constructing a temporary traffic signal, the applicant is proposing to contribute $250,000 dollars towards the construction of the future City roundabout. TENW October Page34 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Transportation Impact Fees ➢ Cifof Milton IM12act Fees. To mitigate long-term transportation impacts, the City of Milton administers a Traffic Impact Fee (TIF) to new developments to improve the transportation system to accommodate the higher travel demand added by new development. Per Ordinance # 1994-18, the current traffic impact fee is $4,190 per PM peak hour trip. Based on the current fee, and the net trip generation in this report, the total fee for the development would be $1,382,700 (330 new PM peak hour trips X $4,190 per new PM trip). ➢ City of Eederal Way. To mitigate transportation impacts of the Bridge Point 1-5 Seattle development to Milton Road S and other roadways and intersections in the City of Federal Way, a traffic impact fee payment will be made consistent with the City of Federal Way Transportation Impact Fee (TIF) schedule based on the 52 weekday project PM peak hour trips generated to Milton Road north of S 3761h Street. The current traffic impact fee rate is $3,503.56 per trip end; it is understood that there are also adjustment factors such as trip rate, trips length, and pass -by percentage that will also be applied to deriving the rate per SF/GFA or other unit of measure at the time of building permit issuance. to TEN W October 18, 2019 Page 35 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Appendix A Traffic Count Data Location: 1 SR 161 & MILTON RD S PM Date and Start Time: Wednesday, January 23, 2019 Peak Hour: 04:45 PM - 05:45 PM (303) 216-2439 www.alltrafficdata.net Peak Hour All Vehicles 1,715 808 r M LTON R`_: W Q L J L 146 450 52 J N 252 31 yy 2,710 43 .. E r 25 101 � 6 5 am* 238 c 0 1 "1 r 1,214 642 HV% PHF Heavy Vehicles 310 115 3 J L J1L� 0 L.3 w1 +� q co 1 20 11 City of Milton Study Intersection 1 Pedestrians/Bicycles in Crosswalk EB 4.0% 0.79 WS 1.6% 0.89 NB 1.7% 0,86 SB 1.7% 0.90 All 1.8% 0.90 Traffic Counts - All Vehicles MILTON RD 3 MILTON RD S SR 161 SR 161 Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Tight U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour 4:00 PM 0 17 7 6 0 9 24 52 0 2 149 7 0 38 295 81 687 2,639 4:15 PM 0 14 13 2 0 10 29 37 0 1 158 3 0 30 318 60 675 2,626 4:30 PM 0 12 11 0 0 11 23 39 0 1 148 2 0 52 280 57 636 2,706 4:45 PM 0 9 11 2 0 5 20 46 0 1 161 7 0 45 260 74 641 2,710 5:00 PM 0 11 12 3 0 5 25 40 0 1 133 6 0 50 304 84 674 2,699 5:15 PM 0 17 15 0 0 8 22 30 0 1 180 6 0 40 344 92 755 5:30 PM 0 15 5 1 0 7 14 30 0 3 136 7 0 34 275 113 640 5:45 PM 0 7 4 0 0 3 18 49 0 1 127 4 0 43 281 93 630 Count Total 0 102 78 14 0 58 175 323 0 11 1,192 42 0 332 2,357 654 5,338 Peak Hour 0 52 43 6 0 25 81 146 0 6 610 26 0 169 1.183 363 2,710 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval t le;)vy Vehicles Interval PedestriansiNcycles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB so Total 4:00 PM 2 4 3 15 24 4:00 PM 0 0 1 0 1 4:15 PM 0 3 2 15 20 4:15 PM 0 0 0 0 0 4:30 PM 2 6 2 7 17 4:30 PM 0 0 1 0 1 4:45 PM 0 3 1 9 13 4:45 PM 0 0 0 0 0 5:00 PM 4 4 1 9 18 5:00 PM 0 3 4 0 7 5:15PM 0 3 2 8 13 5:15PM 0 1 0 0 1 5:30 PM 0 1 0 4 5 5:30 PM 0 0 0 0 0 5:45 PM 0 4 1 4 9 5:45 PM 0 0 0 0 0 Count Total 8 28 12 71 119 Count Total 0 4 6 0 10 Peak Hour 4 11 4 30 49 Peak Hour 0 4 4 0 8 Location: 2 MILTON RD S & S 369TH ST PM Date and Start Time: Wednesday, January 23, 2019 Peak Hour: 05:00 PM - 06:00 PM (303) 216-2439 www.alltrafficdata.net Peak Hour All Vehicles a81 8G � tl Mb, L O c aJ ! L LY N 4 4-- 24 J W 616 E S 17 ME* 51 0 In try �r rz 479 111 HV% PHF Heavy Vehicles 7 3 1 i �.J l L Ut- 0 ry •-- 2 �o yWq��r (— z -W� C- n t r ! i 9 .. City of Milton Study Intersection 2 Pedestrians/Bicycles in Crosswalk EB WB 8.3% 0.75 NB 3.6% 0.82 SB 1.5% 0.97 All 2.1 % 0.96 Traffic Counts - All Vehicles S 369TH ST MILTON RD S MILTON RD S Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru R€ ht U-Turn Left Thru Right Total Hour 4:00 PM 0 6 0 6 0 0 20 16 0 8 100 0 156 509 4:15 PM 0 5 0 4 0 0 23 5 0 2 83 0 122 503 4:30 PM 0 5 0 3 0 0 17 5 0 7 77 0 114 542 4:45 PM 0 3 0 4 0 0 17 7 0 4 82 0 117 587 5:00 PM 0 3 0 2 0 0 22 7 0 6 110 0 150 616 5:15 PM 0 5 0 1 0 0 28 6 0 6 115 0 161 5:30 PM 0 6 0 2 0 0 20 7 0 2 122 0 159 5:45 PM 0 3 0 2 0 0 9 12 0 5 115 0 146 Count Total 0 36 0 24 0 0 156 65 0 40 804 0 1,125 Peak Hour 0 17 0 7 0 0 79 32 0 19 462 0 616 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval Pedestrians(Bio Iles on Crosswalk Start Time EB NB WB gB Taal Start Time EB NB WB SB Total 4:00 PM 5 1 6 12 4:00 PM 0 0 0 0 4:15PM 0 0 3 3 4:15PM 0 0 0 0 4:30 PM 2 1 3 6 4:30 PM 0 0 0 0 4:45 PM 1 0 2 3 4:45 PM 0 0 0 0 5:00 PM. 3 1 1 5 5:00 PM 0 0 0 0 5:15PM 0 0 2 2 5:15PM 0 0 0 0 5:30 PM 0 1 2 3 5:30 PM 0 0 0 0 5:45 PM 1 0 2 3 5:45 PM 0 0 0 0 Count Total 12 4 21 37 Count Total 0 0 0 0 Peak Hour 4 2 7 13 Peak Hour 0 0 0 0 D. . (303) 216-2439 www.alltrafficdata.net Peak Hour Location: 3 MILTON RD S & S 376TH ST PM Date and Start Time: Wednesday, January 23, 2019 Peak Hour: 05:00 PM - 06:00 PM All Vehicles 469 104 3 i t r ` $ A N S STbTH S7 c� � N o J i L U s 75 24 N 4-- 2 ~ 11 W 598 E 2 ,.., y T 1 ~ 4 13 0 q Ij 415 79 HV% PHF EB 0.0% 0.70 WB 0.0% 0.69 NB 6.3% 0.76 SIB 1,9% 0.87 All 2.3% 0.92 Traffic Counts - All Vehicles Heavy Vehicles 9 5 L U o 2 40— 0 N �0 4--0 Jw@—"t 0 �► ° ~ c T ° ...r 0 �n •1 i rC 0 a o - o 7 5 City of Milton Study Intersection 3 Pedestrians/Bicycles in Crosswalk Interval Start Time U-Turn S 375TH ST Eastbound Left Thru Fight U Turn S 376TH ST Westbound Left Thru Right U-Turn MILTON RD S Northbound Left Thru Right U-Turn MILTON RD S Southbound Left Thru Right Total Rolling Hour 4:00 PM 0 5 0 3 0 1 0 4 0 3 24 1 0 2 100 19 162 510 4:15 PM 0 11 0 4 0 0 0 0 0 1 17 0 0 2 65 20 120 484 4:30 PM 0 3 0 3 0 0 0 2 0 2 17 1 0 2 63 13 106 524 4:45 PM 0 5 0 3 0 0 0 1 0 3 21 0 0 2 74 13 122 580 5:00 PM 0 4 0 3 0 0 1 2 0 4 19 0 0 0 85 18 136 598 5:15 PM 0 11 0 3 0 0 1 3 0 2 24 0 0 1 94 21 160 5:30 PM 0 5 0 4 0 1 0 1 0 1 15 0 0 1 114 20 162 5:45 PM 0 4 2 3 0 0 0 2 0 0 14 0 0 0 108 7 140 Count Total 0 48 2 26 0 2 2 15 0 16 151 2 0 10 703 131 1,108 Peak Hour 0 24 2 13 0 1 2 8 0 7 72 0 0 2 401 66 598 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval Pedestrians/Bicycles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total 4:00 PM 1 3 0 6 10 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 3 3 4:15 PM 0 0 0 0 0 4:30 PM 1 1 0 2 4 4:30 PM 0 0 0 0 0 4:45 PM 0 1 0 2 3 4:45 PM 0 0 0 0 0 5:00 PM 0 4 0 2 6 5:00 PM 0 0 0 0 0 5:15PM 0 0 0 1 1 5:15PM 0 0 0 0 0 5:30 PM 0 0 0 3 3 5:30 PM 0 0 0 0 0 5:45 PM 0 1 0 3 4 5:45 PM 0 0 0 0 0 Count Total 2 10 0 22 34 Count Total 0 0 0 0 0 Peak Hour 0 5 0 9 14 Peak Hour 0 0 0 0 0 Location: 4 SR 99 & PORTER WAY PM 4ff.A'l imp Date and Start Time: Wednesday, January 23, 2019 Peak Hour: 04:30 PM - 05:30 PM (303) 216-2439 www.alltrafficdata.net Peak Hour All Vehicles 1,427 686 o PaR"L /W A c r G .J 1 L U 0 L 85 266 4� 44 J N 355 r 154 127 W 2,736 E r, 116 176 moo,S •rF 628 p � pp r Q::TGR .'inY v A ! t 1,156 779 HV% PHF EB 1.1% 0.89 WB 2.5% 0.91 NB 9.5% 0.93 SIB 5.7% 0.98 All 6.1 % 0.97 Traffic Counts - All Vehicles Heavy Vehicles 82 63 .11 LU �i 69 74 City of Milton Study Intersection 4 Pedestrians/Bicycles in Crosswalk PORTER WAY PORTER WAY SR 99 SR 99 Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Ri ht U-Turn Left Thru Ri ht U-Turn Left Thru Right U-Turn Left Thru Ri ht TWO Hour 4:00 PM 0 12 32 2 0 32 32 21 0 3 151 43 0 72 301 27 728 2,725 4:15 PM 0 13 30 1 0 37 41 18 0 5 107 37 0 80 275 22 666 2,697 4:30 PM 0 10 33 1 0 30 34 25 0 3 147 44 0 48 293 22 690 2,736 4:45 PM 0 11 30 0 0 30 35 18 0 0 128 48 0 81 245 15 641 2,660 5:00 PM 0 12 27 2 0 24 39 22 0 11 141 58 0 76 267 21 700 2,664 5:15 PM 0 11 37 1 0 32 46 20 0 4 141 54 0 92 231 36 705 5:30 PM 0 12 29 2 0 32 21 23 0 1 115 35 0 71 242 31 614 5:45 PM 0 8 22 1 0 39 31 22 0 1 132 42 0 53 277 17 645 Count Total 0 89 240 10 0 256 279 169 0 28 1,062 361 0 573 2.131 191 5,389 Peak Hour 0 44 127 4 0 116 154 85 0 18 557 204 0 297 1,036 94 2,736 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Start Time EB Heavy Vehicles NB WB SB Total Interval Start Time PedestriansMicycles on Crosswalk EB NB WB SIB Total 4:00 PM 0 23 5 31 59 4:00 PM 0 0 0 0 0 4:15 PM 0 19 3 27 49 4:15 PM 0 0 0 0 0 4:30 PM 1 26 3 15 45 4:30 PM 0 0 0 0 0 4:45 PM 0 19 3 20 42 4:45 PM 0 0 1 0 1 5:00 PM 0 19 1 28 48 5:00 PM 0 0 0 1 1 5:15 PM 1 10 2 19 32 5:15 PM 0 0 0 1 1 5:30 PM 0 10 2 17 29 5:30 PM 0 0 0 0 0 5:45 PM 0 8 3 8 19 5:45 PM 0 0 2 1 3 Count Total 2 134 22 165 323 Count Total 0 0 3 3 6 Peak Hour 2 74 9 82 167 Peak Hour 0 0 1 2 3 (303) 216-2439 www.alItrafficdata.net Peak Hour Location: 5 5TH AVE & PORTER WAY PM Date and Start Time: Wednesday, January 23, 2019 Peak Hour: 04:45 PM - 05:45 PM All Vehicles 343 108 i PORTER YIM r" O J1LUt 0 ' L 62 .301 40— 46 N *— 231 ~ 580 W 1,200E `~ r il69 626..y S r 1 r HV% PHF EB 2.1% 0.90 WB 2.6% 0.84 NB SB 2.3% 0,89 All 2.3% 0.96 Traffic Counts - All Vehicles Heavy Vehicles 8 0 1 h• C. , L 8 4— �J t L Ut- o J ,r� � 6 13 10 ~ 5 rO r.r 19 t r� 1 t City of Milton Study Intersection 5 Pedestrians/Bicycles in Crosswalk PORTER WAY PORTER WAY 5TH AVE Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour 4:00 PM 0 19 122 0 0 0 45 11 0 64 0 37 298 1,151 4:15 PM 0 9 141 0 0 0 46 11 0 52 0 26 285 1,164 4:30 PM 0 7 119 0 0 0 51 13 0 49 0 31 270 1,189 4:45 PM 0 14 147 0 0 0 44 25 0 40 0 28 298 1,200 5:00 PM 0 7 149 0 0 0 54 13 0 58 0 30 311 1,185 5:15 PM 0 18 156 0 0 0 33 12 0 54 0 37 310 5:30 PM 0 7 128 0 0 0 38 12 0 59 0 37 281 5:45 PM 0 13 106 0 0 0 36 7 0 63 0 58 283 Count Total 0 94 1,068 0 0 0 347 104 0 439 0 284 2,336 Peak Hour 0 46 580 0 0 0 169 62 0 211 0 132 1,200 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval PedestrianrMie Iles on Crosswalk Start Time EB NB WB S8 Total Start Time EB NB WB SB Total 4:00 PM 9 1 5 15 4:00 PM 0 0 0 0 4:15PM 4 1 2 7 4:15PM 0 0 0 0 4:30 PM 1 1 4 6 4:30 PM 0 0 0 0 4:45 PM 2 1 3 6 4:45 PM 0 0 0 0 5:00 PM 5 1 3 9 5:00 PM 0 0 0 0 5:15PM 3 0 2 5 5:15PM 0 0 0 0 5:30 PM 3 4 0 7 5:30 PM 0 0 0 0 5:45 PM 2 1 3 6 5:45 PM 0 0 0 0 Count Total 29 10 22 61 Count Total 0 0 0 0 Peak Hour 13 6 8 27 Peak Hour 0 0 0 0 ■ 2 ■. (303) 216-2439 www.aIItrafficdata.net Peak Hour All Vehicles Location: 6 PORTER WAY & MILTON WAY PM Date and Start Time: Wednesday, January 23, 2019 Peak Hour: 04:00 PM - 05:00 PM 346 123 0 P A14.TOi WAY T 1 ■ A 673 14 � INL 448 4-563 346 -rt t 1.365 E T 2 382 S 456 x � � w r 1 i 113 74 HV% PHF EB 3.1% 0.95 WB 6.0% 0.83 NB 2.7% 0.97 SB 3.8% 0,93 All 4.5% 092 Traffic Counts - All Vehicles Heavy Vehicles 13 4 40 34 1 W E 4- 32 12 11 y S r 0 �..� � 16 6 noi ir�� 1 t 1 2 City of Milton Study Intersection 6 Pedestrians/Bicycles in Crosswalk MILTON WAY MILTON WAY PORTER WAY PORTER WAY Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Ri hl U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour 4:00 PM 0 0 91 2 0 2 114 22 0 10 8 0 0 25 26 37 337 1,365 4:15 PM 0 7 89 5 0 0 115 13 0 7 11 1 0 28 12 40 328 1,348 4:30 PM 0 2 85 12 0 0 155 14 0 4 15 0 0 32 26 27 372 1,324 4:45 PM 0 5 81 3 0 0 114 14 0 4 12 2 0 22 25 46 328 1,299 5:00 PM 0 4 76 8 0 1 105 15 0 5 13 1 0 22 20 50 320 1,256 5:15 PM 0 1 64 2 0 0 104 9 0 6 12 0 0 30 25 51 304 5:30 PM 0 1 93 8 0 0 121 13 0 4 5 0 0 31 32 39 347 5:45 PM 0 3 70 4 0 1 110 11 0 2 11 1 0 23 23 26 285 Count Total 0 23 649 44 0 4 938 111 0 42 87 5 0 213 189 316 2,621 Peak Hour 0 14 346 22 0 2 498 63 0 25 46 3 0 107 89 150 1,365 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicle9 Interval Pedestrians/Bic cles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total 4:00 PM 1 0 10 5 16 4:00 PM 0 0 0 0 0 4:15 PM 3 2 9 4 18 4:15 PM 0 0 0 0 0 4:30 PM 5 0 8 2 15 4:30 PM 1 1 0 0 2 4:45 PM 3 0 7 2 12 4:45 PM 0 0 0 0 0 5:00 PM 0 0 4 3 7 5:00 PM 0 0 0 0 0 5:15PM 3 0 7 2 12 5:15PM 0 0 0 0 0 5:30 PM 3 1 7 3 14 5:30 PM 0 0 0 0 0 5:45 PM 2 0 4 2 8 5:45 PM 0 0 0 0 0 Count Total 20 3 56 23 102 Count Total 1 1 0 0 2 Peak Hour 12 2 34 13 61 Peak Hour 1 1 0 0 2 Location: 7 FREEMAN RD E & 20TH ST E PM Date and Start Time: Wednesday, January 23, 2019 Peak Hour: 04:00 PM - 05:00 PM (303) 216-2439 www.alltrafficdata.net Peak Hour All Vehicles 889 424 * R YUMA ST ray 1 a � l�'�+ 689 's4a � 4— 186 a.. 117 W 1,728 E 1 t8 !r 66 535 � 5 0 � 125 773 t rC, a m 490 118 HV%a PHF EB 1.5% 0.95 WB 2.2% 0.75 NB 2.5% 0.84 SIB 5.1 % 0.98 All 3.5% 0.97 Heavy Vehicles 45 10 1 t LV`o q�J! 30 7 N 2 4 �W�E 8 ..y 1 Q si c li 2 , � t r` o o w 1 19 3 City of Milton Study Intersection 7 Pedestrians/Bicycles in Crosswalk Traffic Counts -All Vehicles YUMA ST 20TH ST E FREEMAN RD E MILTON WAY Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Riaht U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour 4:00 PM 0 91 28 16 0 19 41 2 0 8 12 3 0 1 71 146 438 1,7H 4:15 PM 0 88 27 20 0 16 22 0 0 11 18 0 0 0 99 127 428 1,702 4:30 PM 0 94 28 19 0 19 28 1 0 10 19 2 0 0 73 151 444 1,701 4:45 PM 0 71 35 18 0 12 26 0 0 6 28 1 0 0 108 113 418 1,633 5:00 PM 0 72 39 19 0 13 27 0 0 7 22 4 0 0 95 114 412 1,582 5:15 PM 0 70 32 17 0 15 25 1 0 7 12 2 0 1 109 136 427 5:30 PM 0 82 29 14 0 11 19 1 0 2 14 1 0 1 60 142 376 5:45 PM 0 78 40 11 0 5 15 0 0 3 12 3 0 0 55 145 367 Count Total 0 646 258 134 0 110 203 5 0 54 137 16 0 3 670 1,074 3,310 Peak Hour 0 344 118 73 0 66 117 3 0 35 77 6 0 1 351 537 1,728 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval Pedestrians/Bicycles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB _ Total 4:00 PM 2 0 2 12 16 4:00 PM 0 0 0 0 0 4:15PM 0 1 1 15 17 4:15PM 0 0 0 0 0 4:30 PM 5 0 0 9 14 4:30 PM 0 0 1 1 2 4:45 PM 1 2 1 9 13 4:45 PM 0 0 0 0 0 5:00 PM 2 0 0 10 12 5:00 PM 0 0 0 0 0 5:15PM 4 1 0 8 13 5:15PM 0 0 0 0 0 5:30 PM 3 0 0 4 7 5:30 PM 0 0 0 0 0 5:45 PM 2 1 0 6 9 5:45 PM 0 0 0 0 0 Count Total 19 5 4 73 101 Count Total 0 0 1 1 2 Peak Hour 8 3 4 45 60 Peak Hour 0 0 1 1 2 Location: 1 MILTON RD S & N DWY AM Date and Start Time: Wednesday, January 30, 2019 Peak Hour: 07:00 AM - 08:00 AM (303) 216-2439 www.aIItrafficdata.net Peak Hour All Vehicles 81 137 3 1 o r'I � 0 W 219 E i ~ S t *�+ 0 U 1 ` O 4 N 82 137 HV% PHF EB WB 0.0% 0.25 NB 16.8% 0.73 SB 24.7% 0.84 All 19.6% 0.77 Traffic Counts - All Vehicles Heavy Vehicles 2U 2ii3 1 1 JI LU L 0 a•- 0 c �0 0 fl rc � r 20 23 Existing Count Data @Existing Dwy #1 Pedestrians/Bicycles in Crosswalk N DWY MILTON RD S MILTON RD S Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour 7:00 AM 0 0 0 0 0 0 33 0 0 0 20 0 53 219 7:15 AM 0 1 0 0 0 0 27 0 0 0 21 0 49 214 7:30 AM 0 0 0 0 0 0 47 0 0 0 24 0 71 212 7:45 AM 0 0 0 0 0 0 30 0 0 0 16 0 46 180 8:00 AM 0 0 0 0 0 0 32 0 0 0 16 0 48 188 8:15 AM 0 0 0 0 0 0 25 0 0 0 22 0 47 8:30 AM 0 1 0 0 0 0 19 0 0 0 19 0 39 8:45 AM 0 0 0 0 0 0 37 0 0 0 17 0 54 Count Total 0 2 0 0 0 0 250 0 0 0 155 0 407 Peak Hour 0 1 0 0 0 0 137 0 0 0 81 0 219 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval PedestrianslBicydes on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total TOO AM 7 0 5 i 2 7:00 AM 0 0 0 0 7:15 AM 2 0 5 7 7:15 AM 0 0 0 0 7:30 AM 12 0 4 16 7:30 AM 0 0 0 0 7:45 AM 2 0 6 8 7:45 AM 0 0 0 0 8:00 AM 5 0 7 12 8:00 AM 0 0 0 0 8:15AM 6 0 7 13 8:15AM 0 0 0 0 8:30 AM 6 0 8 14 8:30 AM 0 0 0 0 8:45 AM 8 0 5 13 8:45 AM 0 0 0 0 Count Total 48 0 47 95 Count Total 0 0 0 0 Peak Hour 23 0 20 43 Peak Hour 0 0 0 0 All f (303) 216-2439 www.aIItrafficdata.net Peak Hour Location: 2 MILTON RD S & S DWY AM Date and Start Time: Wednesday, January 30, 2019 Peak Hour: 07:00 AM - 08:00 AM All Vehicles 82 138 3 t z P JlLlr o 2 � ' 21 t_ � 22 IN0 � W 223 E 4--0 22 o N 61 119 HV% PHF Heavy Vehicles 17 22 _ - r - L JI LV 0 "� i� 17 4-10 N 17 0 1� ,WQWE 0 0 �rioitr� S r o no*14 �0!o� oF t 3 5 Existing Count Data @Existing Dwy #2 Pedestrians/Bicycles in Crosswalk EB 0.0% 0.00 WB 77.3% 0.46 NB 4.2% 0.80 SIB 20.7% 0.89 All 17.5% 0.77 Traffic Counts - All Vehicles S DWY S DWY MILTON RD S MILTON RD S Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Rai hl U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour 7:00 AM 0 0 0 0 0 0 0 4 0 0 30 0 0 5 15 0 54 223 7:15 AM 0 0 0 0 0 0 0 3 0 0 21 0 0 8 14 0 46 218 7:30 AM 0 0 0 0 0 0 0 12 1 0 36 0 0 5 17 1 72 221 7:45 AM 0 0 0 0 0 1 0 2 0 1 30 0 0 4 13 0 51 185 8:00 AM 0 0 0 0 0 0 0 6 0 0 25 1 0 7 10 0 49 191 8:15 AM 0 0 0 0 0 1 0 5 0 0 21 0 0 7 13 2 49 8:30 AM 0 2 0 0 0 0 0 5 0 1 9 0 0 6 11 2 36 8:45 AM 0 1 0 0 0 0 0 8 1 0 29 0 0 7 11 0 57 Count Total 0 3 0 0 0 2 0 45 2 2 201 1 0 49 104 5 414 Peak Hour 0 0 0 0 0 1 0 21 1 1 117 0 0 22 59 1 223 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval PedesVlanggic es on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WI3 SB Total 7:00 AM 0 1 4 5 10 7:00 AM 0 0 0 0 0 7:15AM 0 0 2 4 6 7:15AM 0 0 0 0 0 7:30 AM 0 3 9 4 16 7:30 AM 0 0 0 0 0 7:45 AM 0 1 2 4 7 7:45 AM 0 0 0 0 0 8:00 AM 0 0 6 8 14 8:00 AM 0 0 0 0 0 8:15AM 0 0 5 7 12 8:15AM 0 0 0 0 0 8:30 AM 2 0 4 8 14 8:30 AM 0 0 0 0 0 8:45 AM 1 1 8 5 15 8:45 AM 0 0 0 0 0 Count Total 3 6 40 45 94 Count Total 0 0 0 0 0 Peak Hour 0 5 17 17 39 Peak Hour 0 0 0 0 0 Location: 1 MILTON RD S & N DWY PM Date and Start Time: Wednesday, January 30, 2019 Peak Hour: 04:45 PM - 05:45 PM (303) 216-2439 www.alItrafficdata.net Peak Hour All Vehicles 380 777 J O L �.! L. LPL a � N � 0 W 457 E 0 S v" o�ya N TM 7T HV% PHF EB WB 0.0% 0.00 NB 0.0% 0.88 SB 1.8% 0.82 All 1.5% 0.86 Traffic Counts - All Vehicles Heavy Vehicles 77 00 3 �..1 1 L U o N G S 0 O ...� ��I o00 F 1 t 7 0 Existing Count Data @Existing Dwy #1 Pedestrians/Bicycles in Crosswalk — 0 - 1 N WA ow c ! 0 1 4-0 0...► N DWY MILTON RD S MILTON RD S Interval Eastbourc '+yesrbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Ri ht Total Hour 4:00 PM 0 0 0 0 0 0 19 0 0 0 96 0 115 435 4:15 PM 0 0 0 0 0 0 19 0 0 0 90 0 109 420 4:30 PM 0 0 0 0 0 0 19 0 0 0 77 0 96 420 4:45 PM 0 0 0 0 0 0 22 0 0 1 92 0 115 457 5:00 PM 0 0 0 0 0 0 19 0 0 0 81 0 100 441 5:15 PM 0 0 0 0 0 0 19 0 0 0 90 0 109 5:30 PM 0 0 0 0 0 0 17 0 0 0 116 0 133 5:45 PM 0 0 0 0 0 0 20 0 0 0 79 0 99 Count Total 0 0 0 0 0 0 154 0 0 1 721 0 876 Peak Hour 0 0 0 0 0 0 77 0 0 1 379 0 457 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval _ Ped estria ns0cycies on Crosswalk _ Start Time EB NB WB SIB Total Start Time EB NB WB SIB Total 4:00 PM 1 0 6 7 4:00 PM 0 0 0 0 4:15PM 1 0 1 2 4:15PM 0 0 0 0 4:30 PM 0 0 0 0 4:30 PM 0 0 0 0 4:45 PM 0 0 5 5 4:45 PM 0 0 0 0 5:00 PM 0 0 1 1 5:00 PM 0 0 0 0 5:15PM 0 0 1 1 5:15PM 0 0 0 0 5:30 PM 0 0 0 0 5:30 PM 0 0 0 0 5:45 PM 0 0 2 2 5:45 PM 0 0 0 0 Count Total 2 0 16 18 Count Total 0 0 0 0 Peak Hour 0 0 7 7 Peak Hour 0 0 0 0 Location: 2 MILTON RD S & S DWY PM Date and Start Time: Wednesday, January 30, 2019 Peak Hour: 04:45 PM - 05:45 PM (303) 216-2439 www.alitrafficdata.net Peak Hour All Vehicles 377 77 1 a� L 0 +-- N 2 W 3 —.0 13 "* 456 E 3 !r ...F 0 7 t r� c a 1 379 74 HV% PHF Heavy Vehicles 77 0 3 11 f L .J [ L V La o .-. 0� 'i t r�J c a F I i 7 0 Existing Count Data @Existing Dwy #2 Pedestrians/Bicycles in Crosswalk �4—o a�L t �� ■ �iN t 1 0 1 4-0 Oy� EB 0.0% 0.38 WB 0.0% 0.50 NB 0.0% 0.84 SB 1.9% 0.81 All 1.5% 0.86 Traffic Counts - All Vehicles S DWY S DWY MILTON RD S MILTON RD S Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour 4:00 PM 0 0 0 0 0 1 0 2 0 0 16 0 0 1 97 0 117 431 4:15 PM 0 0 0 0 0 0 0 1 0 0 18 0 0 0 89 0 108 419 4:30 PM 0 0 0 0 0 2 0 1 0 0 18 1 0 0 77 0 99 422 4:45 PM 0 0 0 0 0 0 0 1 0 0 22 0 0 0 84 0 107 .' 456 5:00 PM 0 0 0 2 0 0 0 1 0 0 17 0 0 0 85 0 105 439 5:15 PM 0 0 0 0 0 0 0 0 0 0 19 0 0 0 92 0 111 5:30 PM 0 1 0 0 0 0 0 0 0 0 16 0 0 0 116 0 133 5:45 PM 0 0 0 0 0 0 0 0 0 0 17 0 0 2 71 0 90 Count Total 0 1 0 2 0 3 0 6 0 0 143 1 0 3 711 0 870 Peak Hour 0 1 0 2 0 0 0 2 0 0 74 0 0 0 377 0 456 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Hear Vehicles Interval Pedestria nsfBicygles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total 4:00 PM 0 0 1 6 7 4:00 PM 0 0 0 0 0 4:15PM 0 0 1 2 3 4:15PM 0 0 0 0 0 4:30 PM 0 0 0 1 1 4:30 PM 2 0 0 0 2 4:45 PM 0 0 0 5 5 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 1 1 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 1 1 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:30 PM 2 0 0 0 2 5:45 PM 0 0 0 2 2 5:45 PM 0 0 0 0 0 Count Total 0 0 2 18 20 Count Total 4 0 0 0 4 Peak Hour 0 0 0 7 7 Peak Hour 2 0 0 0 2 All Traffic Data (303) 216-2439 www.alitrafficdata.net Peak Hour Location: 1 MILTON RD S & N DWYAM Date and Start Time: Thursday, January 31, 2019 Peak Hour: 07:00 AM - 08:00 AM All Vehicles 7A 181 1 � a Z o a o 0 ,J1LU N 0� C W 255 E .-► r s o �1i i r N 1 t 74 181 HV% PHF Heavy Vehicles 18 25 � r c w c o 1 L UL o N 0 �0 W M E c ro o 0 n t r� 1 1 18 25 Existing Count Data @Existing Dwy #1 Pedestrians/Bicycles in Crosswalk EB WB 0.0% 0.00 NB 13.8% 0.84 SB 24.3% 0.93 All 16.9% 0.86 Traffic Counts - All Vehicles N DWY MILTON RD S MILTON RD S Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru ii ht U-Turn Left Thru Ri ht Total Hour 7:00 AM 0 0 0 0 0 0 47 0 0 0 15 0 62 255 7:15 AM 0 0 0 0 0 0 45 0 0 0 19 0 64 243 7:30 AM 0 0 0 0 0 0 35 0 0 0 20 0 55 223 7:45 AM 0 0 0 0 0 0 54 0 0 0 20 0 74 202 8:00 AM 0 0 0 1 0 0 32 0 0 0 17 0 50 175 8:15 AM 0 0 0 0 0 0 23 0 0 1 20 0 44 8:30 AM 0 0 0 1 0 0 17 0 0 0 16 0 34 8:45 AM 0 0 0 1 0 0 27 0 0 0 19 0 47 Count Total 0 0 0 3 0 0 280 0 0 1 146 0 430 Peak Hour 0 0 0 0 0 0 181 0 0 0 74 0 255 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval Pedeshians/Bicydes on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total 7:00 AM 5 0 6 11 7:00 AM 0 0 0 0 7:15 AM 11 0 6 17 7:15 AM 0 0 0 0 7:30 AM 5 0 2 7 7:30 AM 0 0 0 0 7:45 AM 4 0 4 8 7:45 AM 0 0 0 0 8:00 AM 6 0 6 12 8:00 AM 0 0 0 0 8:15 AM 8 0 6 14 8:15 AM 0 0 0 0 8:30 AM 3 0 6 9 8:30 AM 0 0 0 0 8:45 AM 6 0 8 14 8:45 AM 0 0 0 0 Count Total 48 0 44 92 Count Total 0 0 0 0 Peak Hour 25 0 18 43 Peak Hour 0 0 0 0 . (303) 216-2439 www.aIItrafficdata.net Peak Hour Location: 2 MILTON RD S & S DWY AM Date and Start Time: Thursday, January 31, 2019 Peak Hour: 07:00 AM - 08:00 AM All Vehicles 78 191 1 L lr� a �'� 22 2 q J N 4^ 23 W 276 E o� u 1 s* MM* zs 0,'i 0 n ry '1 1 rC. e w S 62 175 HV% PHF EB 0.0% 000 WB 91.3% 0.48 NB 4.6% 0.73 SB 23.1% 0.89 All 17.0% 0.82 Traffic Counts - All Vehicles Heavy Vehicles 18 28 � r I o ro m o LhL2t 0%J! 0 N 0 W E 0— 21 0 0 ~ S o rn in o "1 1 r� f _: F f� I 3 8 Interval Start Time U-Turn S DWY Eastbound Left Thru Right U-Turn S DWY Westbound Left Thru 7:00 AM 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 1 0 8:00 AM 0 0 0 0 0 0 0 8:15AM 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 1 0 Peak Hour 0 0 0 0 0 1 0 Existing Count Data Pa Existing Dwy #2 Pedestrians/Bicycles in Crosswalk *_0 OBL 1 N to i f�CSS ! 0 0—o o�� MILTON RD S MILTON RD S Northbound Southbound Rolling 3ht U-Turn Left Thru Right U-Turn Left Thru Right Total Hour 5 0 0 42 0 0 6 12 0 65 276 12 0 0 38 0 0 5 12 1 68 262 4 1 0 32 2 0 2 18 0 59 236 1 0 1 57 2 0 4 18 0 84 216 5 0 1 27 1 0 7 9 1 51 175 9 0 0 13 0 0 6 14 0 42 5 2 0 16 0 0 4 12 0 39 4 0 0 19 0 0 9 11 0 43 45 3 2 244 5 0 43 106 2 451 22 1 1 169 4 0 17 60 1 276 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval Pedestrians/Bicycles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB _ Total 7:00 AM 0 0 5 6 11 7:00 AM 0 0 0 0 0 7:15 AM 0 2 11 6 19 7:15 AM 0 0 0 0 0 7:30 AM 0 2 4 2 8 7:30 AM 0 0 0 0 0 7:45 AM 0 4 1 4 9 7:45 AM 0 0 0 0 0 8:00 AM 0 3 5 6 14 8:00 AM 0 0 0 0 0 8:15AM 0 0 8 5 13 8:15AM 0 0 0 0 0 8:30 AM 0 2 4 6 12 8:30 AM 0 0 0 0 0 8:45 AM 0 1 4 8 13 8:45 AM 0 0 0 0 0 Count Total 0 14 42 43 99 Count Total 0 0 0 0 0 Peak Hour 0 8 21 18 47 Peak Hour 0 0 0 0 0 Location: 1 MILTON RD S & N DWY PM Date and Start Time: Thursday, January 31, 2019 Peak Hour: 05:00 PM - 06:00 PM (303) 216-2439 www.alltrafficdata.net Peak Hour All Vehicles 418 81 3 y 1 � ❑ I+Ix Y E� �J I L UL a N 0 1 1 W 502 E ~ S r 0 4 —I f1l 1 "I r� � 1 N 417 83 HV% PHF EB WB 0.0% 0.25 NB 0.0% 0.77 SB 1.0% 0.92 All 0.8% 0.97 Traffic Counts - All Vehicles Heavy Vehicles 4 0 1 'J 1 L VL 0 r N 0 �WQ-E~0 r S 0 tr 0 oo� F 4 0 Existing Count Data @Existing Dwy #1 Pedestrians/Bicycles in Crosswalk �0=0 0�L 1 N 1 Wk CW o 1 0 ! *_o o —0 N DWY MILTON RD S MILTON RD S Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour 4:00 PM 0 0 0 0 0 0 17 0 0 0 102 0 119 490 4:15 PM 0 0 0 0 0 0 25 0 0 0 105 0 130 497 4:30 PM 0 0 0 0 0 0 35 1 0 0 89 0 125 496 4:45 PM 0 0 0 0 0 0 19 0 0 0 97 0 116 492 5:00 PM 0 0 0 0 0 0 27 0 0 0 99 0 126 502 5:15PM 0 0 0 0 0 0 15 0 0 0 114 0 129 5:30 PM 1 0 0 0 0 0 25 2 0 0 93 0 121 5:45 PM 0 0 0 0 0 0 14 0 0 1 111 0 126 Count Total 1 0 0 0 0 0 177 3 0 1 810 0 992 Peak Hour 1 0 0 0 0 0 81 2 0 1 417 0 502 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval Pedestrians/Bicycles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total 4:00 PM 2 0 7 9 4:00 PM 0 0 0 0 4:15 PM 0 0 5 5 4:15 PM 0 0 0 0 4:30 PM 1 0 1 2 4:30 PM 0 0 0 0 4:45 PM 0 0 0 0 4:45 PM 0 0 0 0 5:00 PM 0 0 1 1 5:60 PM 0 0 0 0 5:15PM 0 0 2 2 5:15PM 0 0 0 0 5:30 PM 0 0 1 1 5:30 PM 0 0 0 0 5:45 PM 0 0 0 0 5:45 PM 0 0 0 0 Count Total 3 0 17 20 Count Total 0 0 0 0 Peak Hour 0 0 4 4 Peak Hour 0 0 0 0 Location: 2 MILTON RD S & S DWY PM Date and Start Time: Thursday, January 31, 2019 Peak Hour: 04:15 PM - 05:15 PM (303) 216-2439 www.aIItraffiedata.net Peak Hour All Vehicles 389 S10 � i sDwY 1 i � I L UL a �J 1 J N 4'— 8 4--O w 502 E 1r 3am* 4 ...w 5 0 0 "1 1 I~C D J f o N 391 101 HV% PHF EB 0.0% 0.50 WB 0.0% 0.50 NB 0.0% 0.72 SB 1.8% 0.94 All 1.4% 0.94 Traffic Counts - All Vehicles Heavy Vehicles 7 1 ! i 1 u c c - L I L U[._ o ,J o 0 40— o N J��E �0 � 0 o� 0� s r 0 .-► 0 o a h t rC- O a p A 1 1 6 0 Existing Count Data @Existing Dwy #2 Pedestrians/Bicycles in Crosswalk Interval Start Time U-Turn S DWY Eastbound Left Thru Riaht U-Turn S DWY Westbound Left Thru Pight U-Turn MILTON RD S Northbound Left Thru Right U-Turn MILTON RD S Southbound Left Thru Ri ht Total Rolling Hour 4:00 PM 0 0 0 1 0 1 0 3 0 0 13 0 0 3 98 0 119 488 4:15 PM 0 1 0 0 0 2 0 2 0 0 22 0 0 0 104 0 131 502 4:30 PM 0 1 0 0 0 0 0 0 0 0 35 0 1 0 90 0 127 498 4:45 PM 0 0 0 0 0 1 0 1 0 0 18 0 0 0 91 0 111 489 5:00 PM 0 0 0 2 0 0 0 2 0 0 26 0 1 0 101 1 133 497 5:15 PM 0 0 0 0 0 0 0 0 0 0 12 0 0 0 115 0 127 5:30 PM 0 1 0 0 0 0 0 0 0 0 26 0 1 0 90 0 118 5:45 PM 0 0 0 0 0 0 0 0 0 0 13 0 0 0 106 0 119 Count Total 0 3 0 3 0 4 0 8 0 0 165 0 3 3 795 1 985 Peak Hour 0 2 0 2 0 3 0 5 0 0 101 0 2 0 386 1 502 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval PedestriansfBicycles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total 4:00 PM 0 0 2 7 9 4:00 PM 0 0 0 0 0 4:15PM 0 0 0 5 5 4:15PM 0 0 0 0 0 4:30 PM 0 0 0 1 1 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 1 1 5:00 PM 0 0 1 0 1 5:15PM 0 0 0 2 2 5:15PM 0 0 0 0 0 5:30 PM 0 0 0 1 1 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 5.45 PM 0 0 0 0 0 Count Total 0 0 2 17 19 Count Total 0 0 1 0 1 Peak Hour 0 0 0 7 7 Peak Hour 0 0 1 0 1 TTRAFFIC DATA GATHERING TURNING MOVEMENTS DIAGRAM 4:00 PM - 6:00 PM PEAK HOUR: 4:30 PM TO 5:30 PM Pacific Highway S @ S 324th Street Federal Way, WA COUNTED BY: TDG City of Federal Way Study Intersection 1 SB 1.6% 0.93 NB 1.4% 0.98 WB 3.0% 0.93 EB 1.1% 0 889 INTRS. 1.7% 1 0.98 PHF = Peak Hour Factor HV = Heavy Vehicle DATE OF COUNT: Tue. 7/24/18 REDUCTION DATE Fri. 7/27/18 TIME OF COUNT: 4:00 PM - 6:00 PM ��uNM TAAFF/G OAT4 O4TJF_R6V0 INTERSECTION TURNING MOVEMENTS REDUCTION SHEET LOCATON: —OF COUNT: Lu.]f14f3 COLNTCL it: f.�.. 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PHF•P.*k HIy F. a YO pm - E N AM PEAK HOUR 1 +.4E PM TO SI45AM ROLLING HOUR COUNT TTRA DATA GATHERING TURNING MOVEMENTS DIAGRAM 4:00 PM - 6:00 PM PEAK HOUR: 4:15 PM TO 5:15 PM L --I Peds = 11 1 CU 0 13 U � [300 1171 93 1,126 E— n a U-Turn 0 265 d 1,041 465 Bicycles 0 311 W, INTERSECTION PEAK HOUR VOLUME IN 4,591 OUT 4,591 COUNTED BY: TDG REDUCTION DATE: Fri. 6/29/18 1,640 II 234 1 793 1 66 1 I Peds = 13 1 City of Federal Way Study Intersection 3 S 336th Street 116 2 Bicycles 592 866 LO 158 0 U-Turn , 0) a i 624 HV PHF SB 3.7% 0.94 NB 2.4% 0.92 WB 2.8% 0.93 EB 1.61/6 0.89 INTRS. 2.7% 0.98 PHF = Peak Hour Factor HV = Heavy Vehicle Pacific Highway S @ S 336th Street Federal Way, WA DATE OF COUNT: Tue. 6/5/18 TIME OF COUNT: 4:00 PM - 6:00 PM L, rnAFPVC OATA O 779MMWO INTERSECTION TURNING MOVEMENTS REDUCTION SHEET i�GilOh DATE OF COUNT: CAUmm sf.. 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FHF•P..+nor F..ror 6:00 PM- 6:00 PM PEAK HOUR: I •:15PM i0 3�53 P31 ROLLING HOUR COUNT TTRAFFIC DATA GATHERING TURNING MOVEMENTS DIAGRAM 4:00 PM - 6:00 PM PEAK HOUR: 4:15 PM TO 5:15 PM Lr Peds = 0 J u d U-Turn 0 d 29 L I Bicycles 0 INTERSECTION PEAK HOUR VOLUME IN±2;�,66dOUT COUNTED BY: REDUCTION DATE: C/) N 3 m 1,585 1,034 o n (1 U a 1 3 790 1 792 663 1 11 9 5 15 2 362 1 9 >+ 3 3 0 a� cUi 816 376 �7 a � u Peds = 2 City of Federal Way Study Intersection 4 th Avenue S 0 Bicycles 675 0 0 U-Turn II (D a 806 HV I PHF SB 2.0% 0.92 NB 3.5% 0.92 WB 1.9% 0.94 EB 0.0% 0.45 INTRS. 2.2% 1 0.95 PHF = Peak Hour Factor HV = Heavy Vehicle Pacific Highway S @ 16th Avenue S/S 340th Street Federal Way, WA TDG DATE OF COUNT: Tue. 8/7/18 Ti it- 9191/19 TIME OF COUNT: 4:00 PM - 6:00 PM LY31j1 1AAFF'/G pATA pAT}EF)//Vp INTERSECTION TURNING MOVEMENTS REDUCTION SHEET LOCATION: DATE OF COUNT: COUNTED BY: SOG f.—KC, Re TIME OF COUNT: DATE OF REDUCTION: Fis �r��r+ir �■ w ■�■ ss s A s ■i■ w �■s■ ■��■ sw w w ■�■ �..��■ sue■ wi r,■�w�.� �� A�w� ��lw�1l�!!wwl�l�■ A w �!.! i'.■ R�lwl �d■!■!�i■ wA !�!'�� w!■ ■l�l1�■■ ll��A!■ � �l�A!■il�lil � A A A!■�I! w A �!!!� �■��ws�sr�wrAAer®®s■��nw��ss�.r�w�w�wA�� s�� ■� w� ■�es� e� �rw�■�■ s w �■s � s w ss ■�■�.e ■■ sr�r�� w � ��a��■ w ■�� s s w w wi s�ts� ww a� � ■�� ■ ■� wss wis �w ��w�■ raw w ��■x� s s s s�.!�rw� ■ems �■ s w� ■�€� w ws ws■ wry ��■ws ®��rA ■� s�A s®�■� ww w s � ®sw �■ s sss® w�s�■ ��r�� ■ ■■wises ��■wwi s �w �a� � w s ssw�� !+�� w �sw e�� ss�wss� sw�■■ ■�■ s sw � � w! �■ w sA s�wt ■■■�� ■� �■ s sw� ®wws■�■��■ ®A w� �■� �■ �■ � s�■ wE ■� ■� sew sww� �wAss®®seswes�s�r�s�s�e�n��r�w�■e�es�>wt �wwwwwwewwwwwwwwwwwwwwww�wwwww RV = Heavy V.NI.I. PIF�PJ IYa iM.W 4;49 PM -"PM PGu1 MO1/R 1 4:15 PM TO 5:15PM ROLLING HOUR COUNT TTRA DATA GATHERING TURNING MOVEMENTS DIAGRAM 4:00 PM - 6:00 PM PEAK HOUR: 4:45 PM TO 5:45 PM L Peds = 10 U) ■i L SW 348th Street 1,635 *---4 Ln n cn aa) U-Turn 13 109 1,380 1014 Bicycles 0 244 INTERSECTION PEAK HOUR VOLUME IN 6,232 OUT 6,232 COUNTED BY: REDUCTION DATE: Vol TDG JI.D ~ 1,058 904 0 0 99 651 308 1250 470 535 89 0 1,734 1,344 5 I Peds = 2 1 City of Federal Way Study Intersection 5 :'TaV 325 0 Bicycles 1286 2,450 839 0 U-Turn N a 1,857 HV PHF SB 1.1% 0.89 NB 2.5% 0.91 WB 3.9% 0.94 EB 5.9% 0.92 INTRS. 3.6% 0.96 PHF = Peak Hour Factor HV = Heavy Vehicle 16th Avenue S @ SR 18/SW 348th Street Federal Way, WA DATE OF COUNT: Thu. 8/2/18 Thu. 8/16/18 TIME OF COUNT: 4:00 PM - 6:00 PM ,.-EM rl A$q'Ya owrA 1247PAUWWO INTERSECTION TURNING MOVEMENTS REDUCTION SHEET LOCATION: ➢hmf CONNI: COUNTED BY: times[ ws._ wA wl w CCDM! pAeE of AEOOCxiON: �� A ■,■ w■��s ■� s ■� ■nr w � �■�■ r�s rr�rR■w � � rei s■�r r!�Rr� �� rrrrrral�l�� A � w �■s �■s rear A ��!■!! ss r4�s rRlrlr!!� �rl!■l�rA �[� �!■ �■ ■� r•A rrrr�� rrs e■ sA �®■� rr, ®per es�A ■� r�r■a•A r�■rr,AA rr, rs s r, � rrrr, �rnn r'■ r� ■��e■r!,■>�r aa■ �■� �� A ■� �� ra■s�s■ � s � A �e■ �� AARR■rl�r!!!r1�111A�17lJr I!.!!■11�1�rl�lfr��l■!■�■r■�!■rc■!r• �!A■r<M� rr,■ r�� Af!rl�r!■■!!■r!r � rrA A ■!rE!■ rr! 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A r!'rf l.7 �!�■ � �'A A l7l�� r� r!#r'� �7�!'■!! 3!}1�RC!l1��1�1��■l��A�!■�■■l�Rrrlrl!!!■��AA '�!!!�!�■!AA!■r��!!� !ll�D�1AT��!!!!A '!��!■1!■!!■�■SARI�!!�I■�l■��!■�R��!!■!»,��ANE�I�I�. i�!"RRR��il��1�■l��N 1!!flS1 ■■!� ■'�l�J t!!�l41�1!!■!� � r!� � rllr �!■ ■l�,t■� 1� � kRf !ldE�l i i'Y■'� � �!!!rllll�ll■!!!�!�!� ��!!�lRl��■l17�1� lRllk�l rIA!!!■ �� r.�A ld�r•� '!lRdRlll'�r• ■'■ ■'� �A �!#!1�!!e!!� �!!i!!��!!�!!!�!3!!il■ �� 111�!!#�71Klll7rr!! ■1�14��■lam E�i� R7 R■l1�A11J�llltil�!!!!�T■ SI�R!!lR��1■ Ai��l�1 r�!!!� R.!!!!■!■il,�R,!llA�1! ��s�Al�lL7lS��14�Arf'1r�1�9�!!!�4'J�AI�'f �7E1llrl�fli'sll��3E!!f� r7rTRAFF/C OATA 0AT"A=-H1N0 TURNING MOVEMENTS DIAGRAM 4:00 PM - 6:00 PM PEAK HOUR: 4:45 PM TO 5:45 PM Peds = 1 1,2271 11 1 828 IBicycles 1 33 1063 131 HV PHF SB 7.1% 0.89 NB 9.4% 0.84 WB 2.5% 0.77 INTRS. 7.3% 0.94 HV = Heavy Vehicles PHF = Peak Hour Factor U-Turn U-Turn 675 65 2 0 1,1931 11 I 742 1 Peds = 0 W City of Federal Way Study Intersection 6 SW 352nd Street 153 0 I 283 I 130 0 `14 i Cn C 196 m Bicycles Pacific Highway S @ SW 352nd Street Federal Way, WA INTERSECTION PEAK HOUR VOLUME IN 2,252 OUT 2,252 COUNTED BY: TDG DATE OF COUNT: Wed. 8/1/18 REDUCTION DATE: Thu. 8/16/18 TIME OF COUNT: 4:00 PM - 6:00 PM r�aw�c oa ra caarrEaevo INTERSECTION TURNING MOVEMENTS REDUCTION SHEET LOCATION: DATE OF COUNT: COUNTED BY: (�� L' lA'L. •'U' THE OF COUNT: IpLPY_.Ia! }y DAW OP rEpyt ww �r�sr�s� � �■� s �■ ■�rnr�� ■ems ■�■ �■ r■ r�� s � ■� ��w � �■ �■ A s�®� �■ ��e� er yaw AA �■■ s � s ®� ■� �es�■�� ■� Sri■ � � �� s� s�■�■� � ■� ��■ ■�■ sw�■ � ■�■ �■w�■��■s�� *� wrwE�� ems w �■ ■r� �■ �rre� �a� u�w � � ■�� !� �n+�r�s■�se�e��wr.��s��A�sssRrs��s�■AA� w"awswwwwwww�wwwww■�wwwwwwwswww� vNF •��M IIe� Fear 4:OO PM -6:00PM P� IIOUR: "Pm TO 5 s5 PM ROLLING HOUR COUNT TTRAFFIC DATA GATHERING TURNING MOVEMENTS DIAGRAM 4:00 PM - 6:00 PM PEAK HOUR: 4:00 PM TO 5:00 PM Peds = 4 l m E m 1,642 m 0 0 L c 81 1332 229 w SW 352nd Street 291 rn u a�i U-Turn 0 56 a. 205 68 Bicycles 0 81 INTERSECTION PEAK HOUR VOLUME IN 3,553 OUT 3,553 COUNTED BY: REDUCTION DATE: TDG y 87 833 195 ■ 1 0 1,623 1,116 c � U Peds = 9 City of Federal Way Study Intersection 7 257 0 Bicycles 123 590 210 0 U-Turn u a LT m a HV PHF SB 2.8% 0.96 NB 2.7% 0.91 WB 1.7% 0.93 EB 3.4% 0.81 INTRS. 2.6% 0.98 PHF = Peak Hour Factor HV = Heavy Vehicle Enchanted Parkway @ SW 352nd Street Federal Way, WA DATE OF COUNT: Wed. 8/1/18 Thu. 8/16/18 TIME OF COUNT: 4:00 PM - 6:00 PM L��!1 ]AAFFIC DATA pAT}ERM/p INTERSECTION TURNING MOVEMENTS REDUCTION SHEET LOCAnOK0-1100 r. hRiLNvi. COUNTED BY: SIIG rweorc r: wrEaFnco -: �� w■i■�� s a��■�■ ■� ��■e■ ■s�■ Ate ■� �� ■ rnrw �■ s ��A �rierl� A � �s ®s s ®�a� A ®er erss� A�■r� n� � � �� ■e�®®s �� a �■ ■� es �rssA �■�� ■ ®� �a� s iea■ e� Awe■ �Ar� � s �� r� s�eri ■�,�e�■ ��w� ��■��a �r■� ��■ s �r� �ei�■�■ w ■a■ � r�ea �� s■■s■�■�rrwwa�■�■��e■�®e�s�■Ase�eri�a�Ar�s�®�� !■ sw s ®� �!■ ■� �s s � � �■ saw 4■�■�■ � � ■� A A ■ar ��■�� ■■■mow � � �w �� A �■ w� e■ �� s■�■ sue■ � �� w w�� ■■i ��■ �A � ®�®A A s� e�� a�r As A ®e�n� A m■ �eaes�■ � per e��ee�we�eeweeeeeeeeeeeewweeeee HV = Henry Whkle PHF•P-k Hour F-1.1 4:00 PM- 6:OD PM PEAK HOUR: SOO PM To 504PN ROLLING HOUR COUNT TTRA DATA GATHERING TURNING MOVEMENTS DIAGRAM 4:00 PM - 6:00 PM PEAK HOUR: 5:00 PM TO 6:00 PM Peds = 2 Q N 1,265 0 u D U-Turn 0 445 n. 862 414 Bicycles 0 3 INTERSECTION PEAK HOUR VOLUME IN 2,729 OUT 2,729 N N C ` U 7 U F Vm Z) r661 0 0 368 801 213 COUNTED BY: TDG REDUCTION DATE: Fri. 8/17/18 673 50 43 36 0 1 128 129 F Peds = 16 City of Federal Way Study Intersection 8 SW 356th Street 185 0aU-Turn 847 45 0 n w v a) 663LT HV PHF SB 2.4% 0.93 NB 0.8% 0.81 WB 1.9% 0.96 EB 1.7% 0.95 INTRS. 1.9% 0.97 PHF = Peak Hour Factor HV = Heavy Vehicle 21st Avenue S @ SW 356th Street Federal Way, WA DATE OF COUNT: Wed. 8/1/18 TIME OF COUNT: 4:00 PM - 6:00 PM L'1�]I TAAFF/C OATA OATIEA/11/O INTERSECTION TURNING MOVEMENTS REDUCTION SHEET LOCAnON: 6AWF O"T- COUNTED BY: e.e,.n w.. w TWE VF cOPM: J_91lLijp,LM_ o.n: O�ALDUCPON• �r!�r�i!�®��I�!'i!!i�l��ElLlf�!�9�■!+�A�fl�!I!E'�I�!�R!9I!R!!Jr!!�r��e�w�� w sir®��a�®sw � � � � wrs s w � r.�e■ wsss�� r� �rss a■�sAw�■ s s s rr� � �� s �� ■ ■�ss� A� �.� ors• ■� s �s s��n�s�e■ ®s s ®r■ �r��r s es s r� ■�sss rs� s � ■�■ �■ � ��■��ss s s � �■ e■ ■tee■ ■� �� ■ ■��■� n��,l� �+�s �■ w ■■�■� sws■� s ��■!■ �■�rw ■■ raw � �■ ■�■��■ r�r �r ��.� ��e■stews®®wss®esessruss��s■�ss��A�� *��■ � w see ie■ � sra s ■� �s■� s� s �� s�r�rs � r�!� �� r�wRA s ■�■�■ � � s s s ��s u��■ w ■a■w � � Ate■ � � � � wr�r� �� s®� ®s s a� ®��rs�ru■ Hiss e�®tea■ ■■ A ®� es� ��■�s s s� w � a� s sz■s� �ar�■ ssw r�u� rs� ■� A � erg R�� r�wfs�a��wwss��■■■�sss��ss��e��s sew w sss ©�■�s s �rre� r� s s�■ �■ss� �� s ■■ s � s s �� ew�ww�e®e®wssweeeew�w®ewew��e®ems Ny.wPT WNyi� •>•.f Hur+.cm. 4.0 PM • 6*0 PM PLW HOUR: 5:00 PM Tp 6.00 PM ROLLING HOUR COUNT City of Federal Way Study Intersection 9 TTRA FFIC DATA GATHERING TURNING MOVEMENTS DIAGRAM 4:00 PM - 6:00 PM PEAK HOUR: 4:15 PM TO 5:15 PM Peds = 2 I U) C N m 62 ' 78 w 0 0 Cl)26 1 1 35 J/ 1,231 0 ii 44 0 Bicycles 1202 1,252 0 5 1 U-Turn u U-Turn 0 33 a) o_ 705 667 705 Blcycles 0 5 1 INTERSECTION PEAK HOUR VOLUME IN 2,026 OUT 2,026 3 1 3 u7 0 0 c a� Q' 11 F L C N Peds = 1 HV PHF SB 0.0% 0.86 NB 0.0% 0.44 WB 1.3% 0.95 EB 2.7% 0.92 INTRS. 1 1.7% 0.95 PHF = Peak Hour Factor HV = Heavy Vehicle 13th Way SW/14th Avenue SW @ SW 356th Street Federal Way, WA COUNTED BY: TDG DATE OF COUNT: Wed. 6/6/18 REDUCTION DATE Fri. 6/29/18 TIME OF COUNT: 4:00 PM - 6:00 PM L��J ]AAFF/G OATH OAT1ERg1/O INTERSECTION TURNING MOVEMENTS REDUCTION SHEET wrAnO.I: ��. w.., e..��n ... �Ne,sw ,..•"s•�.�t DATE OF COUNT: OCUI Dfir, TIME OF COUNT: J.L6ZIL•iNfjl DATE OF REDUCTION: w"'MMME.9. e■aAr �i!!�A race �■�ae � w� � wL'<wr!■ � A �A w�!■ w M aa�r�w A �+�+�rr�s ■�■� aaaraa!!w � aaaaw na■ ■� ��■ s A se■ w ■� r�■srr€aaaaA awe �■ r�■wwa �� ■�■ sww r,■a�sw w aAaa�ss ■� � aaaa.rw s �� ■�■�■� aaaatr w �� rarw r� aaaa■ alas ws�s� ran■ ae■aara■>sr�r � Aww s ssrraaa ■� as asa�s saaaaaaa� aaaaaaaa�naaa�a s wA waa�aa!■ w�aaa,aarnrai r�aEaaa�ae■ � �■ �■wsw ■��■ � � w �■ w� � �� aaaaaaaa�� s w �■ ■ems ■� aa�r�aaa!nawaaa�s � �■ �■w ww � � ww aa�■ w>Ar� � ��.� �a�s aaawa a�a ww w ei ��■ w®�■ s auraa�■ asaanea�■ �■ � � ra�aaaaAAaA � � �� ■raA4A®saaarlaaayrweMer®■�A■as�ni�swwwerrssa �sw aAaa�aen as as ae■ ■mow e■ ■� �■saarlaa�ww �■ � r■ A Awe■ � � s aaaaaa� �*��w ■tee■ s ss � ■� aAa aea■ sssre� aasaes as e■ eR■ wi r� ■�waa'■ w � s aaaaaas■ aaaaaaaa!�sas aaR■ wwi ws�as s w assaee®� w■s aaG■ s s aR■ �■ ewe■ �■ a!�wi ��, �� s wAs sssA w s®sass aaaa•aaa■ �■ s ss eeaaa� w s sews ��asaaa�aaaaaafaasaasaar■asaswaar�wsaeareasaaa�w�■wareaww■.■aasaeaaae�■saaaararas 'aaaaaaaa�+r�� re waasw sas aa�w aanaR anaaaarase■ � �■ arrra�a as reasw we■ ■� w r■esw aaaaaas■I aaaaaaaa�� w was w rer�■ ss aas aa�raararasw ni � are■ w as r■�sset■ w w r<rrrs■e �w nr r� w a®aes s s e�aeraa�■aass s as sAr w ®way arias w w ser®saaaaaas■ e� w w w ese e e eww wow e e wwwsw� ©w w w Aew w� ars�aaaaaaaa�s_ � ��>_aasaaaaaaaaaaar�+r■.�aa� �r� �.w•aaaaaaaasw� aaaaaaaaa■ � �aaaaaaaasw� aaaaaaaaa■ waaaaaaaaaa■aaaaaaiaaaaaaw, HV=H. 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TTRA DATA GATHERING TURNING MOVEMENTS DIAGRAM 4:00 PM - 6:00PM PEAK HOUR: 4:00 PM TO 5:00 PM L Peds = 0 IN C N i c Q 0 0 [�660 61 349 1,392 E— ca u CD U-Turn F 0 184 a- 742 527 Bicycles 0 31 INTERSECTION PEAK HOUR VOLUME IN 2,759 OUT 2,759 28 1 46 1 33 a) 0 0 c Q 111 107 C N 7 d j u m Peds = 5 COUNTED BY: TDG REDUCTION DATE: Fri. 6/29/18 City of Federal Way Study Intersection 11 5 356th Street 115 0 Bicycles 704 840 19 2 U-Turn w a� a 909 HV PHF SB 1.6% 0.89 NB 3.7% 0.72 WB 1.3% 0.90 EB 2.3% 0.90 INTRS. 1.8% 0.95 PHF = Peak Hour Factor HV = Heavy Vehicle 1st Avenue S @ S 356th Street Federal Way, WA DATE OF COUNT: Tue. 6/5/18 TIME OF COUNT: 4:00 PM - 6:00 PM TRAFF/G DATA Q4T}EgI11/0 INTERSECTION TURNING MOVEMENTS REDUCTION SHEET eC4Ai�ON _l-L�1L' ii2i75G'^ �'�••� wTi w COUNT: cou NTEO BY: TYlS WYMT: yy}pY;i�jf� PATE OF REDUCTION: �w�wws��u�wss�er�s�■��a�■s�er�sr��■��■e�� rr■■�€w ■r■ �� ss■� � �■� s� say■ ■�■■�■ � � R �■ � s � �s s �� re��■s��e��®�rass��ss�sAs®®A�s�®�es■�. �� r�■ ��n� � e�� er a�■ ■�■�■� s wry swi �r�■ r�� ■� ■� � ��■ �� ■��n■®e®A��sss�a■�es��s��s��s® HV=He VeM1lcle -'eeY Haw F.,,. 4!W PM• f:Op PM PEN[ Np(IA: 4—PU YO sopH ROLLING HOUR COUNT TTRAFFIC DATA GATHERING TURNING MOVEMENTS DIAGRAM 4:00 PM - 6:00 PM PEAK HOUR: 4:30 PM TO 5:30 PM Peds = 1 I N E U cu m 1,192 � s 0 7 [1:50 Ca 1019 16 SW 356th Street 744 I I a�i U-Turn 0 201 a 951 258 Bicycles 2 492 INTERSECTION PEAK HOUR VOLUME IN 3,721 OUT 3,721 COUNTED BY: REDUCTION DATE: U: a m 3 L U w U m CL TDG 722 179 480 50 1 1 1,923 710 c a I Peds = 0 1 City of Federal Way Study Intersection 12 Bicycles 868 U-Turn it rn N IL 324 HV I PHF SB 7.7% 0.98 NB 9.3% 0.85 WB 1.6% 0.96 EB 2.3% 0.93 INTRS. 5.2% 0.95 PHF = Peak Hour Factor HV = Heavy Vehicle Pacific Highway S @ SW 356th Street Federal Way, WA DATE OF COUNT: Wed. 8/1/18 Fri. 8/17/18 TIME OF COUNT: 4:00 PM - 6:00 PM LZLil - r-1G OAT. 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'M 1 , V, City of Federal Way Study Intersection 17 S 373rd Street 14 0 113 99 0 u Cn JE a� 31 Bicycles Pacific Highway S @ S 373rd Street Federal Way, WA INTERSECTION PEAK HOUR VOLUME IN 2,810 OUT 2,810 DATE OF COUNT: Thu. 8/30/18 TIME OF COUNT: 4:00 PM - 6:00 PM ]AAFF/C OATH GATtER/NO INTERSECTION TURNING MOVEMENTS REDUCTION SHEET LOCATION: DAM OF LOUNT: Rui COVIII=AV: SOG NA TIME OF COUNT: {�LpraF o-f OATS OF REDUCTION: �.ra�� ■� wi �■� ■�■s s �■ ■� w� s�■i■w ss ■�■ �ww nt�!■ w■�■� ■�■w �� w� ■�■ ■�■i� r��w w w ■�■ ■ems®A sw w �■ ��■ ��e■ a� w� w�� ie�A s®� s� � w ww �■s®s ■ems ®s s�swA w w � �At� w■as�■■� sw■�� w ww�■�■■��■ �■ w �■ iw�■ ■�r!ir� w s ��w� ■!■ ■!■€ww w� �s� ■!�w■�:■ w w w�■ sue■ �re■i A �■ �■ w w ��■ �■�.� A A A l� ®� S!�l.�l� S!■ S �!�!� ws�!1�11!1!! � �■ w SA �!� �� rr� �■ ww �� s wow w ■�r �■ � s �a� w�■c� rb■ rr �■ ■� w s �� w �w �e�a�wrs■�ss�■�■�■!■■�rw�■e�wwa�s■■�wr��wwiwA�wrw sir■s■�■wa■�■�■�■a�ww��e■ssww�■�s�■�w�w�s�r�w ��we!�wse�sA�■■�sA®ew�ws©es��wwere�s�w �+�� ■�■ �a ■ems �w wi w w ■� � e�■� � wry w� �■�■ � �s�w�w A rr■ �� ■ w �■ ws �■w r� �a w w� �ww nrw w er■ �� w ww�■�■ �� r.!w ��ww w w�■ �� A w s w w �s� ■ter■ s� ��■ s w wsren s� mew � �A wser�� w■�we�e� sA ni s w � � sr��■ ®sue es e a wesw�ew eeee®ee w e w ee eew a �e ee NV=Ne VeNlcle ry •FAN Nor F.— 4:00 PM -6:00 PM PEAK HOUR: I A.-j0 PM TO 5.30 PM ROLLING HOUR COUNT f �oo�©m®000�yy�®yono�o®00000yo� All Traffic Data (303) 216-2439 www.alltrafficdata.net Peak Hour Location: 1 8TH AVE S & S 373RD ST PM Date: Thursday, June 27, 2019 Peak Hour: 04:00 PM - 05:00 PM All Vehicles 8 1 w a L � $ �� 3 87 1 N 14 W 122 E 21 4� S r 2 6 n ~i r r � u — :3�bif+SI 1 t 22 79 HV% PHF Heavy Vehicles 0 0 1 i a=�JLiLO 2 N 4'0 0 , +■+� W � E 0 0 0 S r0 --1, 0 0 aq -I t r`' 1 t 0 2 EB 0.0% 0.75 WB 0.0% 0.70 NB 2.5% 0.64 SB 0.0% 0.50 All 1.6% 0.33 Traffic Counts - All Vehicles S 373RD ST S 373RD ST 8TH AVE S Interval Eastbound Westbound Northbound Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru 1 4:00 PM 0 0 0 5 0 1 4 0 0 29 1 4:15PM 0 1 3 3 0 0 3 1 0 13 0 4:30 PM 0 0 0 5 0 1 1 0 0 9 2 4:45 PM 0 0 1 3 0 0 1 2 0 24 0 5:00 PM 0 0 1 4 0 0 6 0 0 13 0 5:15PM 0 0 1 6 0 0 2 0 0 19 0 5:30 PM 0 0 0 7 0 2 1 0 0 10 0 5:45 PM 0 0 4 4 0 0 4 0 0 13 1 Count Total 0 1 10 37 0 4 22 3 0 130 4 Peak Hour 0 1 4 16 0 2 9 3 0 75 3 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval Pedestrians/Bicycles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total 4:00 PM 0 1 0 0 1 4:00 PM 0 0 0 0 0 4:15PM 0 0 0 0 0 4:15PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 1 0 0 1 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15PM 1 1 0 0 2 5:15PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 1 3 0 0 4 Count Total 0 0 0 0 0 Peak Hour 0 2 0 0 2 Peak Hour 8 0 0 0 0 City of Federal Way Study Intersection 18 Pedestrians/Bicycles in Crosswalk N DWY Southbound _ it U-Turn Left Thru 1 0 1 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 1 Rolling it Total Hour 0 42 122 2 28 104 0 20 105 1 32 106 0 24 101 0 29 0 21 0 27 1 0 1 7 3 223 1 0 1 4 3 122 All Traffic .. (303) 216-2439 www.alltrafficdata.net Peak Hour All Vehicles 34 13 1 i a 4-- N W 50 E S r 2 CC' 7 G f �t F 1 23 10 HV% PHF WB NB 0.0% 0.65 SIB 0.0% 0.85 All 0,0% 0.83 Traffic Counts -All Vehicles S 373RD ST Interval Eastbound Start Time U-Turn Left Thru 4:00 PM 0 1 0 4:15 PM 0 2 0 4:30 PM 0 0 0 4:45 PM 0 1 0 5:00 PM 0 1 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 3 0 Count Total 0 8 0 Location: 2 S 372ND PL & S 373RD ST PM Date: Thursday, June 27, 2019 Peak Hour: 04:00 PM - 05:00 PM Heavy Vehicles 0 0 � t �000� o�'a1l.�iL o N 0 Jw�—E 0 0 S r 0 '� 1 t r� -.t F U 0 _ Westbound qt U-Turn Left Thru Rioht 1 0 0 0 1 0 2 5 S 372ND PL Northbound U-Turn Left Thru 0 0 2 0 0 0 0 1 2 0 0 5 0 1 1 0 0 3 0 0 0 0 1 1 0 3 14 Peak Hour 0 4 0 2 0 1 9 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk City of Federal Way Study Intersection 19 Pedestrians/Bicycles in Crosswalk 0 i N 1 W ew o Right U-Turn S 372ND PL Southbound Left Thru Right Total Rolling Hour 0 0 0 5 5 14 50 0 0 0 4 4 11 48 0 0 0 6 1 10 50 0 0 0 6 3 15 46 0 0 0 4 5 12 44 0 0 0 7 2 13 0 0 0 4 2 6 0 0 0 4 2 13 0 0 0 40 24 94 Interval Heavy Vehicles Interval Pedestrians/Bicycles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SIB Total_ 4:00 PM 0 0 0 0 4:00 PM 0 0 0 0 4:15PM 0 0 0 0 4:15PM 0 0 0 0 4:30 PM 0 0 0 0 4:30 PM 0 0 0 0 4:45 PM 0 0 0 0 4:45 PM 0 0 0 0 5:00 PM 0 0 0 0 5:00 PM 0 0 0 0 5:15PM 0 0 0 0 5:15PM 0 0 0 0 5:30 PM 0 0 0 0 5:30 PM 0 0 0 0 5:45 PM 0 0 0 0 5:45 PM 0 0 0 0 Count Total 0 0 0 0 Count Total 0 0 0 0 Peak Hour 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 21 13 50 Location: 3 8TH AVE S & S 373RD PL PM City of Federal Way Date: Thursday, June 27, 2019 Study Intersection 20 Peak Hour: 04:00 PM - 05:00 PM (303) 216-2439 www.alltrafficdata.net Peak Hour All Vehicles Heavy Vehicles Pedestrians/Bicycles in Crosswalk 22 8♦0 0[ 2 1 i /�0 0-4 L`- i U 0 J l V 0 z �w Vt-q t N 1 fi 20. O N 0 �"' r p 0 0 !� W f�E e W 132 E 0 W E 0 0 4 1 1 I r` 0 r 71.5 c cW wo1 4-0 0IF 1 � 1 ■ 43 86 0 2 HV% PHF EB 0.0% 0.00 WB 0.0% 0.86 NB 2.3% 0.65 SB 0.0% 0,69 All 1.5% 0.73 Traffic Counts -All Vehicles W DWY S 373RD PL 8TH AVE S 8TH AVE S Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right 5-Turn Left Thru Right U-Turn Left Thru Mght U-Turn Left Thru Right Total Hour 4:00 PM 0 0 0 0 0 6 0 0 0 0 32 1 0 0 6 0 45 132 4:15 PM 0 0 0 0 0 6 0 0 0 0 13 1 0 0 5 0 25 110 4:30 PM 0 0 0 0 0 5 0 0 0 0 11 1 0 1 7 0 25 121 4:45 PM 0 0 0 0 0 5 0 2 0 0 22 5 0 0 3 0 37 124 5:00 PM 0 1 0 0 0 4 0 0 0 0 12 2 0 0 4 0 23 114 5:15 PM 0 0 0 0 0 6 0 0 0 1 19 3 0 0 7 0 36 5:30 PM 0 0 0 0 0 7 0 0 0 0 11 1 0 0 8 1 28 5:45 PM 0 0 0 0 0 5 0 0 0 0 14 2 0 0 6 0 27 Count Total 0 1 0 0 0 44 0 2 0 1 134 16 0 1 46 1 246 Peak Hour 0 0 0 0 0 22 0 2 0 0 78 8 0 1 21 0 132 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval HeLq Vehlcles Interval Pedestrians/Bicycles on C_ rosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total 4:00 PM 0 1 0 0 1 4:00 PM 0 0 0 0 0 4:15PM 0 0 0 0 0 4:15PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 1 0 0 1 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15PM 0 1 0 1 2 5:15PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:45 PM 0 0 0 _ 0 0 Count Total 0 3 0 1 4 Count Total 0 0 0 0 0 Peak Hour 0 2 0 0 2 Peak Hour 0 0 0 0 0 All Traffic Data�, (303) 216-2439 www.alltrafficdata.net Peak Hour Location: 4 S DWY & S 375TH ST PM Date: Thursday, June 27, 2019 Peak Hour: 04:00 PM - 05:00 PM All Vehicles 90 93 N J w �-- 0 138 E `~ s ...r 44 �ti try s Q o a — s srsrK sr � 1 t 1 4 1 EB WB 2.2% 0.68 NB 0.0% 0.25 SIB 0.0% 0.92 All 1.4% 0.75 Traffic Counts - All Vehicles Heavy Vehicles 0 2 f �..� 1 IN L U� ~ S �D D inn ir0 o o a o 1 0 0 S 375TH ST Interval Eastbound Westbound Start Time U-Turn Left Thru Right U-Turn Left Thru 4:00 PM 0 1 0 4:15 PM 0 1 0 4:30 PM 0 1 0 4:45 PM 0 0 0 5:00 PM 0 1 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 0 0 Count Total 0 4 0 City of Federal Way Study Intersection 21 Pedestrians/Bicycles in Crosswalk S DWY 8TH AVE S _ Northbound Southbound tight U-Turn Left Thru Right U-Turn Left Thru Right Total 33 0 0 0 0 0 11 1 0 46 15 0 0 0 0 0 12 0 0 28 13 0 0 0 0 0 12 0 0 26 29 0 0 0 1 0 8 0 0 38 13 0 0 0 0 0 8 0 0 22 23 0 0 0 0 0 13 0 0 36 12 0 0 0 0 0 13 2 0 27 15 0 0 1 2 0 8 3 0 29 153 0 0 1 3 0 85 6 0 252 Peak Hour 0 3 0 90 0 0 0 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval tied 1lehides Interval Pedestrians/Bicycles on Crosswalk Start Time EB NB WB SIB Total Start Time EB NB WB SIB Total 4:00 PM 0 1 0 1 4:00 PM 0 0 0 0 4:15PM 0 0 0 0 4:15PM 0 0 0 0 4:30 PM 0 0 0 0 4:30 PM 0 0 0 0 4:45 PM 0 1 0 1 4:45 PM 0 0 0 0 5:00 PM 0 0 0 0 5:00 PM 0 0 0 0 5:15PM 0 1 1 2 5:15PM 0 0 0 0 5:30 PM 0 0 0 0 5:30 PM 0 0 0 0 5:45 PM 0 0 0 0 5:45 PM 1 0 0 1 Count Total 0 3 1 4 Count Total 1 0 0 1 Peak Hour 0 2 0 2 Peak Hour 0 0 0 0 1 0 43 1 0 138 Rolling Hour 138 114 122 123 114 A.11 Traffic Data (303) 216-2439 www.alltrafficdata.net Peak Hour All Vehicles Location: 3 MILTON RD S & S 376TH ST PM Date and Start Time: Wednesday, January 23, 2019 Peak Hour: 05:00 PM - 06:00 PM 469 104 3 1 L U� �J 6 75 4— 24 4— 11 z ~ 39 �F W 596 L: S Jr 4 13 �� 0 n t rG N � 1 t 415 79 HV% PHF EB 0.0% 0.70 WB 0.0% 0.69 NB 6.3% 0.76 SB 1.9% 0.87 All 2.3% 0.92 Traffic Counts - All Vehicles Heavy Vehicles 9 5 I "s— -'a L t L. LjL a -13J Q 2 � W r Q 0 , '0 N! � E 0 0 S !r0 mmj� 0 -tn 0 tr ! 1 7 5 City of Federal Way Study Intersection 22 Pedestrians/Bicycles in Crosswalk S 375TH ST S 376TH ST MILTON RD S MILTON RD S Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Ri ht U-Turn Left Thru Richt U-Turn Left Thru Right .-Turn Left Thru Right Total Hour 4:00 PM 0 5 0 3 0 1 0 4 0 3 24 1 0 2 100 19 162 510 4:15 PM 0 11 0 4 0 0 0 0 0 1 17 0 0 2 65 20 120 484 4:30 PM 0 3 0 3 0 0 0 2 0 2 17 1 0 2 63 13 106 524 4:45 PM 0 5 0 3 0 0 0 1 0 3 21 0 0 2 74 13 122 580 5:00 PM 0 4 0 3 0 0 1 2 0 4 19 0 0 0 85 18 136 598 5:15 PM 0 11 0 3 0 0 1 3 0 2 24 0 0 1 94 21 160 5:30 PM 0 5 0 4 0 1 0 1 0 1 15 0 0 1 114 20 162 5:45 PM 0 4 2 3 0 0 0 2 0 0 14 0 0 0 108 7 140 Count Total 0 48 2 26 0 2 2 15 0 16 151 2 0 10 703 131 1,108 Peak Hour 0 24 2 13 0 1 2 8 0 7 72 0 0 2 401 66 598 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval Pedestrran0i c4es on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total 4:00 PM 1 3 0 6 10 4:00 PM 0 0 0 0 0 4:15PM 0 0 0 3 3 4:15PM 0 0 0 0 0 4:30 PM 1 1 0 2 4 4:30 PM 0 0 0 0 0 4:45 PM 0 1 0 2 3 4:45 PM 0 0 0 0 0 5:00 PM 0 4 0 2 6 5:00 PM 0 0 0 0 b 5:15PM 0 0 0 1 1 5:15PM 0 0 0 0 0 5:30 PM 0 0 0 3 3 5:30 PM 0 0 0 0 0 5:45 PM 0 1 0 3 4 5:45 PM 0 0 0 0 0 Count Total 2 10 0 22 34 Count Total 0 0 0 0 0 Peak Hour 0 5 0 9 14 Peak Hour 0 0 0 0 0 Location: 2 MILTON RD S & S 369TH ST PM Date and Start Time: Wednesday, January 23, 2019 Peak Hour: 05:00 PM - 06:00 PM (303) 216-2439 www.alltrafficdata.net Peak Hour All Vehicles 481 86 n L LS N �D Q J l t+ li 4-- JN ` 7 24 W 616 E 0 y 17 � S r r.w 51 t rC 0 o Q N 5 36S3N Ss 479 111 HV% PHF EB WB 8 3% 0.75 NB 3.6% 0.82 SB 1.5% 0.97 All 2.1% 0.96 Traffic Counts - All Vehicles Interval Eastbound Start Time U-Turn Left Thru 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM Count Total Heavy Vehicles 7 33 1 U J1LU N LO 40— 2 �0 W �� E rr� - G � r 9 4 City of Federal Way Study Intersection 23 Pedestrians/Bicycles in Crosswalk S 369TH ST MILTON RD S MILTON RD S Westbound Northbound Southbound U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru 0 6 0 6 0 0 20 16 0 8 100 0 5 0 4 0 0 23 5 0 2 83 0 5 0 3 0 0 17 5 0 7 77 0 3 0 4 0 0 17 7 0 4 82 0 3 0 2 0 0 22 7 0 6 110 0 5 0 1 0 0 28 6 0 6 115 0 6 0 2 0 0 20 7 0 2 122 0 3 0 2 0 0 9 12 0 5 115 0 36 0 24 0 0 156 65 0 40 804 _ Rolling ht Total Hour 0 156 509 0 122 503 0 114 542 0 117 587 0 150 616 0 161 0 159 0 146 0 1.125 Peak Hour 0 17 0 7 0 0 79 32 0 19 462 0 616 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval _ Heavy Vehicles Interval Pedesirians/Bloydes on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total 4:00 PM 5 1 6 12 4:00 PM 0 0 0 0 4:15PM 0 0 3 3 4:15PM 0 0 0 0 4:30 PM 2 1 3 6 4:30 PM 0 0 0 0 4:45 PM 1 0 2 3 4:45 PM 0 0 0 0 5:00 PM 3 1 1 5 5:00 PM 0 0 0 0 5:15PM 0 0 2 2 5:15PM 0 0 0 0 5:30 PM 0 1 2 3 5:30 PM 0 0 0 0 5:45 PM 1 0 2 3 5:45 PM 0 0 0 0 Count Total 12 4 21 37 Count Total 0 0 0 0 Peak Hour 4 2 7 13 Peak Hour 0 0 0 0 7r, TRAFF/C OATA GATHERING TURNING MOVEMENTS DIAGRAM 4:00 PM - 6:00 PM PEAK HOUR: 4:45 PM TO 5:45 PM HV PHF SB 2.5% 0.97 NB 2.3% 0.95 WB 2.2% 0.94 INTRS. 2.4% 0.97 Peds = 0 1,3831 11 11,336 U-Turn U-Turn 925 0 Cn 0 411 555 0 Bicycles 1 rn J CU C U) m City of Federal Way Study Intersection 24 SR 18-SR 161 S 0 966 0 u C a INTERSECTION PEAK HOUR VOLUME IN 3,274 OUT 3,274 HV = Heavy Vehicles PHF = Peak Hour Factor Enchanted Parkway S @ SR 18-SR 161 SB Off -Ramp Federal Way, WA COUNTED BY: TDG REDUCTION DATE: Sat. 9/15/18 DATE OF COUNT: Tue. 9/11/18 TIME OF COUNT: 4:00 PM - 6:00 PM T�.F�7CVA. 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U>L 3 40-4 7 4 J ., Q" E '1 0 y 1-0 4 � 5 -.* 7 0 C. 0 1 T r 1 i 20 11 Pedestrians/Bicycles in Crosswalk �4-0 0 -4�L i N t 0 k o S I 4 �4--3 1-E► MILTON RD S MILTON RD S SR 161 SR 161 Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Rig ht Total Hour 4:00 PM 0 17 7 6 0 9 24 52 0 2 149 7 0 38 295 81 687 2,639 4:15 PM 0 14 13 2 0 10 29 37 0 1 158 3 0 30 318 60 675 2,626 4:30 PM 0 12 11 0 0 11 23 39 0 1 148 2 0 52 280 57 636 2,706 4:45 PM 0 9 11 2 0 5 20 46 0 1 161 7 0 45 260 74 641 2,710 5:00 PM 0 11 12 3 0 5 25 40 0 1 133 6 0 50 304 84 674 2,699 5:15 PM 0 17 15 0 0 8 22 30 0 1 180 6 0 40 344 92 755 5:30 PM 0 15 5 1 0 7 14 30 0 3 136 7 0 34 275 113 640 5:45 PM 0 7 4 0 0 3 18 49 0 1 127 4 0 43 281 93 630 Count Total 0 102 78 14 0 58 175 323 0 11 1,192 42 0 332 2,357 654 5,338 Peak Hour 0 52 43 6 0 25 81 146 0 6 610 26 0 169 1,183 363 2.710 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Venues Interval PedestrianOicydes on Crosswalk _ Start Time - EB NB WB SB Total Start Time EB NB WB SB Total 4:00 PM 2 4 3 15 24 4:00 PM 0 0 1 0 1 4:15 PM 0 3 2 15 20 4:15 PM 0 0 0 0 0 4:30 PM 2 6 2 7 17 4:30 PM 0 0 1 0 1 4:45 PM 0 3 1 9 13 4:45 PM 0 0 0 0 0 5:00 PM 4 4 1 9 18 5:00 PM 0 3 4 0 7 5:15PM 0 3 2 8 13 5:15PM 0 1 0 0 1 5:30 PM 0 1 0 4 5 5:30 PM 0 0 0 0 0 5:45 PM 0 4 1 4 9 5:45 PM 0 0 0 0 0 Count Total 8 28 12 71 119 Count Total 0 4 6 0 10 Peak Hour 4 11 4 30 49 Peak Hour 0 4 4 0 8 LJI•L,1 TRAFFIC DATA GATHERING TURNING MOVEMENTS DIAGRAM 4:00 PM - 6:00 PM PEAK HOUR: 4:30 PM TO 5:30 PM U) dl,26441 664s = 1 I a Bicycles U-Turn J 0 ca E751189 W 118 ■ 0 II U-Turn a 0 61 0 Bicycles INTERSECTION PEAK HOUR VOLUME IN 1,998 OUT 1,998 COUNTED BY: TDG REDUCTION DATE: Fri. 8/17/18 34 27 A co Y m IL c m t U C W 43 630 0 0 Bicycles U-Turn mmism ■ -� Enchanted Parkway S @ 19th Way S Federal Way, WA City of Federal Way Study Intersection 26 HV PHF SB 2.8% 0.90 NB 2.5% 0.93 EB 0.0% 0.76 INTRS. 2.7% 0.93 HV = Heavy Vehicles PHF = Peak Hour Factor DATE OF COUNT: Wed. 8/1/18 TIME OF COUNT: 4:00 PM - 6:00 PM L;,lU 7AAiF1G DATA OATlER9V0 INTERSECTION TURNING MOVEMENTS REDUCTION SHEET LOC411GK DATE OF COUNT: COUNTED BY: T ORCODHf: DATE OF REDUCTION: �rar�� rw w �■ wiw�■ w w w ��w w ws ww�■ wiwws■�rr r.� �■ A �i �w ww w � ww� �■ w w www ■� ss sw�■ ss wwww w s�� r�■,�wwwn�■��■wwwiAsssssswwi��■ww:afr,��■�� e� w see rs w®w A�nrw s w s �■ ■mow w � ew w �■ww��wa ��wwww�■�aw�ww��w■�wwww��ww■n■A�w�� ww ww�R■ w � r.�■�ww w w wr■� A w w w ■�� rR■ �w r�■ w ��■�� ■�■� w w�■ �■ �wweww � r� �■s�� A w w ww � wi ■� ■� � ■�■w ■��■ �■'�■■ ww�s ®w©�!w®� w Sw w w l�l�Iw I!!!� A w w �7�l� �lR��wl�l�wL�R!!!S �A w w■■!R! ww!■ ■mow w ww■!�1�■ w w!!■ � w �� ww wt�■w!� e�wwwn■ a�A��■ ■��■ ww�■ � �� ■ A w � w w �w ��wis�■�■ r�wt� esw w w w�■e�� w �■ www w ww �w ss �■ s ��swws®esa�wwAsw®ssAw®w�e�ww�rr�rwswe� w A� w wl�lll■w w A wwe�w A ■!■ w wwA �!■ ■yt1lS!■i},l�w!!!� ��wi � w w w �e� �■ w wwse�s w ■a�w s �w[w w ■� w s w�w�w ��Aws■��r�ssAww■�■ser�serwww�r�rw�www�■+■r�■�.wt �� ear w�■ sw �� r.■ w w ■� � � ®■� Ate■ w w �Md■ ww wa ©es�w• �ewAiwewew■�AwewwwwwwwwAwwAwewe HV = Heavy VeNlcle -F•—h ..-1.— 4:00 PM- 6:00 PM PEAK HOUR: 4nO PM TEE $:0o PM ROLLING HOUR COUNT Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Appendix B LOS Result Worksheets Updated Traffic Impact Analysis Bridge Point 1-5 Seattle 2019 Existing Lanes, Volumes, Timings 1: Enchanted Pkwy S & Milton Rd S 08/14/2019 --i. --* *-- 4\ t Lane Group EBL EBT EBR WBL WBT UUBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 52 43 6 25 81 146 6 610 26 169 1183 363 Future Volume (vph) 52 43 6 25 81 146 6 610 26 169 1183 363 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 5% 2% 3% -2% Storage Length (ft) 350 0 0 150 225 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 100 100 100 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 45 40 Link Distance (ft) 1415 2125 2126 852 Travel Time (s) 27.6 41.4 32.2 14.5 Confl. Peds. (#/hr) 4 4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 8% 0% 0% 0% 1 % 2% 0% 1 % 12% 2% 2% 2% Bus Blockages (#/hr) 2 0 2 2 0 2 0 2 0 0 2 0 Shared Lane Traffic (%) Turn Type Split NA Split NA pm+ov Prot NA Prot NA Protected Phases 4 4 8 8 1 5 2 1 6 Permitted Phases 8 Detector Phase 4 4 8 8 1 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 10.0 Minimum Split (s) 37.5 37.5 36.5 36.5 9.7 9.7 33.5 Total Split (s) 38.0 38.0 37.0 37.0 25.0 20.0 35.0 Total Split (%) 28.1 % 28.1 % 27.4% 27.4% 18.5% 14.8% 25.9% Yellow Time (s) 4.0 4.0 4.0 4.0 3.7 3.7 4.5 All -Red Time (s) 1.5 1.5 1.5 1.5 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 4.7 4.7 5.5 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lead -Lag Optimize? Recall Mode None None None None None None C-Min Intersection Summa Area Type: Other Cycle Length: 135 Actuated Cycle Length: 135 Offset: 35 (26%), Referenced to phase 2:NBT and 6:SBT, Start of Greer Natural Cycle: 125 Control Type: Actuated -Coordinated Description: 1Aug2018 - Traffic Data Gathering Splits and Phases: 1: Enchanted Pkwy S & Milton Rd S 4\ 05 I ■ 5.0 10.0 9.7 36.5 25.0 40.0 18.5% 29.6% 3.7 4.5 1.0 1.0 0.0 0.0 4.7 5.5 Lead Lag None C-Min Bridge Point 1-5 Seattle Synchro 10 Report 2019 Existing - PM Peak Hour HCM 6th Signalized Intersection Summary 1: Enchanted Pkwy S & Milton Rd S 1I08/14/2019 Movement EBL EBT EBR WBL MT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ #1 r 0 fl� Traffic Volume (veh/h) 52 43 6 25 81 146 6 610 26 169 1183 363 Future Volume (veh/h) 52 43 6 25 81 146 6 610 26 169 1183 363 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1634 1753 1753 1862 1862 1847 1847 1832 1832 1949 1949 1949 Adj Flow Rate, veh/h 58 48 7 28 90 31 7 678 29 188 1314 403 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 8 0 0 1 1 2 0 1 1 2 2 2 Cap, veh/h 105 100 15 36 117 310 15 1958 84 216 1923 572 Arrive On Green 0.07 0.07 0.06 0.08 0.08 0.08 0.01 0.58 0.57 0.12 0.68 0.68 Sat Flow, veh/h 1556 1479 216 437 1403 1553 1759 3401 145 1856 2812 837 Grp Volume(v), veh/h 58 0 55 118 0 31 7 347 360 188 851 866 Grp Sat Flow(s),veh/h/In 1556 0 1695 1840 0 1553 1759 1741 1805 1856 1851 1798 Q Serve(g_s), s 4.9 0.0 4.2 8.5 0.0 2.2 0.5 14.3 14.3 13.4 36.3 39.9 Cycle Q Clear(g_c), s 4.9 0.0 4.2 8.5 0.0 2.2 0.5 14.3 14.3 13.4 36.3 39.9 Prop In Lane 1.00 0.13 0.24 1.00 1.00 0.08 1.00 0.47 Lane Grp Cap(c), veh/h 105 0 114 153 0 310 15 1002 1039 216 1266 1229 V/C Ratio(X) 0.55 0.00 0.48 0.77 0.00 0.10 0.47 0.35 0.35 0.87 0.67 0.70 Avail Cap(c_a), veh/h 375 0 408 429 0 543 199 1002 1039 279 1266 1229 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 0.98 0.98 0.98 0.46 0.46 0.46 Uniform Delay (d), s/veh 61.0 0.0 60.7 60.6 0.0 44.1 66.6 15.2 15.2 58.6 12.5 13.2 Incr Delay (d2), slveh 5.4 0.0 3.7 9.5 0.0 0.2 20.3 0.9 0.9 11.1 1.3 1.6 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 We BackOfQ(95%),veh/In 3.7 0.0 3.5 7.8 0.0 1.6 0.6 9.4 9.7 9.8 18.0 19.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.3 0.0 64.5 70.1 0.0 44.3 87.0 16.1 16.1 69.7 13.8 14.8 LnGrp LOS E A E E A D F B B E B B Approach Vol, veh/h 113 149 714 1905 Approach Delay, s/veh 65.4 64.7 16.8 19.8 Approach LOS E E B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.4 83.2 14.6 5.9 97.8 16.7 Change Period (Y+Rc), s * 4.7 5.5 5.5 * 4.7 5.5 5.5 Max Green Setting (Gmax), s * 20 29.5 32.5 * 15 34.5 31.5 Max Q Clear Time (g_c+ll ), s 15.4 16.3 6.9 2.5 41.9 10.5 Green Ext Time (p-c), s 0.3 7.0 0.5 0.0 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 23.2 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Bridge Point 1-5 Seattle Synchro 10 Report 2019 Existing - PM Peak Hour Lanes, Volumes, Timings 4: SR 99 & Porter Way 03/28/2019 -,* --► ---t 4--- t Lane GroupEBL EBT EBP, WBL WBT WBF2 NBL -_NBT NBR 8'k SBT - 'SBR Lane Configurations *T ►j tT t1 Traffic Volume (vph) 44 127 4 116 154 85 18 557 204 297 1036 94 Future Volume (vph) 44 127 4 116 154 85 18 557 204 297 1036 94 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (ft) 0 0 0 60 60 0 100 0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 35 45 45 Link Distance (ft) 514 1863 1130 954 Travel Time (s) 14.0 36.3 17.1 14.5 Confl. Peds. (#/hr) 2 2 1 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% 1 % 0% 3% 1 % 5% 0% 10% 8% 5% 6% 1 % Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 Detector Phase 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 4.0 10.0 4.0 10.0 Minimum Split (s) 12.6 12.6 32.6 32.6 32.6 8.6 31.7 8.6 25.7 Total Split (s) 34.6 34.6 34.6 34.6 34.6 24.6 75.7 34.6 75.7 Total Split (%) 23.9% 23.9% 23.9% 23.9% 23.9% 17.0% 52.2% 23.9% 52.2% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 4.7 3.6 4.7 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 5.7 4.6 5.7 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Recall Mode None None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 144.9 Actuated Cycle Length: 104.2 Natural Cycle: 90 Control Type: Actuated -Uncoordinated SpRs and Phases: 4: SR 99 & Porter'UAav 01 I I C? --l"04 34.6s 1 175.7S.. 68 05 06 r 08 5175,75034AS Bridge Point 1-5 Seattle Synchro 10 Report 2019 Existing - PM Peak Hour Page 7 HCM 6th Signalized Intersection Summary 4: SR 99 & Porter Way --.I, �+-- 4\ t 103/28/2019 41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4� +1 r tT 0 Traffic Volume (vehlh) 44 127 4 116 154 85 18 557 204 297 1036 94 Future Volume (vehlh) 44 127 4 116 154 85 18 557 204 297 1036 94 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1786 1786 1786 1786 1786 1730 1800 1660 1660 1730 1716 1716 Adj Flow Rate, veh/h 45 131 4 120 159 0 19 574 210 306 1068 97 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, % 1 1 1 1 1 5 0 10 10 5 6 6 Cap, veh/h 126 305 8 211 211 333 30 766 280 359 1629 148 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.00 0.02 0.34 0.34 0.22 0.54 0.54 Sat Flow,veh1h 266 1345 37 601 928 1466 1714 2261 825 1647 3022 274 Grp Volume(v), veh/h 180 0 0 279 0 0 19 400 384 306 576 589 Grp Sat Flow(s),veh/h/In 1648 0 0 1529 0 1466 1714 1577 1510 1647 1630 1666 Q Serve(g_s), s 0.0 0.0 0.0 5.6 0.0 0.0 0.8 15.5 15.5 12.3 17.3 17.4 Cycle Q Clear(g_c), s 6.1 0.0 0.0 11.7 0.0 0.0 0.8 15.5 15.5 12.3 17.3 17.4 Prop In Lane 0.25 0.02 0.43 1.00 1.00 0.55 1.00 0.16 Lane Grp Cap(c), veh/h 439 0 0 422 0 333 30 534 512 359 879 898 V/C Ratio(X) 0.41 0.00 0.00 0.66 0.00 0.00 0.63 0.75 0.75 0.85 0.66 0.66 Avail Cap(c_a), veh/h 767 0 0 729 0 638 498 1602 1534 717 1656 1693 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 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 22.9 0.0 0.0 25.0 0.0 0.0 33.6 20.2 20.2 25.9 11.3 11.3 Incr Delay (d2), slveh 0.6 0.0 0.0 1.8 0.0 0.0 19.3 2.3 2.4 5.8 0.9 0.9 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.5 0.0 0.0 4.2 0.0 0.0 0.5 5.2 5.0 4.8 4.9 5.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.5 0.0 0.0 26.7 0.0 0.0 52.9 22.5 22.6 31.6 12.2 12.2 LnGrp LOS C A A C A A D C C C B B Approach Vol, veh/h 180 279 803 1471 Approach Delay, s/veh 23.5 26.7 23.3 16.3 Approach LOS C C C B Timer - Assigned Phs 1 2 4 5 8 Phs Duration (G+Y+Rc), s 19.6 29.1 20.2 5.8 42.8 20.2 Change Period (Y+Rc), s 4.6 5.7 4.6 4.6 5.7 4.6 Max Green Setting (Gmax), s 30.0 70.0 30.0 20.0 70.0 30.0 Max Q Clear Time (g_c+11), s 14.3 17.5 8.1 2.8 19.4 13.7 Green Ext Time (p-c), s 0.8 5.8 1.0 0.0 10.0 1.4 'Intersection Summa HCM 6th Ctrl Delay 19.9 HCM 6th LOS B Bridge Point 1-5 Seattle Synchro 10 Report 2019 Existing - PM Peak Hour Page 8 Lanes, Volumes, Timings 6: Porter Way & Milton Way 03/28/2019 - v. i Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44 ,14 *T, 41� Traffic Volume (vph) 14 346 22 2 498 63 25 46 3 107 89 150 Future Volume (vph) 14 346 22 2 498 63 25 46 3 107 89 150 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 11900 1900 1900 1900 1900 1900 1900 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 25 35 Link Distance (ft) 567 452 525 730 Travel Time (s) 11.0 8.8 14.3 14.2 Confl. Peds. (#/hr) 1 1 1 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 (%) 7% 3% 0% 0% 6% 3% 4% 2% 0% 5% 1 % 5% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Split NA Split NA Protected Phases 2 6 8 8 4 4 Permitted Phases 2 6 Detector Phase 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 4.0 6.0 6.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 50.0 50.0 50.0 50.0 20.0 20.0 20.0 20.0 Total Split (%) 55.6% 55.6% 55.6% 55.6% 22.2% 22.2% 22.2% 22.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode Min Min Min Min None None None None Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 65.7 Natural Cycle: 80 Control Type: Actuated -Uncoordinated Solits and Phases: 6: Porter Wav & Milton V+!av -002 Z0 5 I 020s 06 Bridge Point 1-5 Seattle Synchro 10 Report 2019 Existing - PM Peak Hour Page 11 HCM 6th Signalized Intersection Summary 6: Porter Way & Milton Way -10- -IV t 1I03/28/2019 i.41 Movement EBL EBT EBR WBL WBT WBR NBL NST NBR 5131- SBT SBA Lane Configurations 41� 41� Traffic Volume (veh/h) 14 34ti 22 2 498 63 25 46 3 107 89 150 Future Volume (veh/h) 14 346 22 2 498 63 25 46 3 107 89 150 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1856 1856 1856 1811 1811 1811 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 15 376 24 2 541 68 27 50 3 116 97 163 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 Percent Heavy Veh, % 3 3 3 6 6 6 2 2 2 1 1 1 Cap, veh/h M 707 44 66 661 83 36 67 4 133 111 187 Arrive On Green 0.42 0.42 0.42 0.42 0.42 0.42 0.06 0.06 0.06 0.25 0.25 0.25 Sat Flow, veh/h 24 1686 105 1 1576 197 617 1142 69 531 444 741 Grp Volume(v), veh/h 415 0 0 611 0 0 80 0 0 376 0 0 Grp Sat Flow(s),veh/h/ln 1816 0 0 1774 0 0 1827 0 0 1722 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 2.4 0.0 0.0 11.6 0.0 0.0 Cycle Q Clear(g_c), s 9.4 0.0 0.0 16.9 0.0 0.0 2.4 0.0 6.0 11.6 0.0 0.0 Prop In Lane 0.04 0.06 0.00 0.11 0.34 0.04 0.31 0.43 Lane Grp Cap(c), veh/h 828 0 0 809 0 0 108 0 0 432 0 0 V/C Ratio(X) 0.50 0.00 0.00 0.76 0.00 0.00 0.74 0.00 0.00 0.87 0.00 0.00 Avail Cap(c a), veh/h 1520 0 0 1507 0 0 495 0 0 467 0 0 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 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.1 0.0 0.0 14.2 0.0 0.0 25.6 0.0 0.0 19.9 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.0 1.5 0.0 0.0 9.7 0.0 6.6 15.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Wle BackOfQ(50%),veh/ln 3.2 0.0 0.0 5.8 0.0 0.0 1.3 0.0 0.0 5.9 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.5 0.0 0.0 15.7 0.0 0.0 35.3 0.0 0.0 35.2 0.0 0.0 LnGrp LOS B A A B A A D A A D A A Approach Vol, veh/h 415 611 80 376 Approach Delay, s)veh 12.5 15.7 35.3 35.2 Approach LOS B B D D Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 28.2 18.9 28.2 8.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 45.0 15.0 45.0 15.0 Max Q Clear Time (g_c+11), s 11.4 13.6 18.9 4.4 Green Ext Time (p_c), s 2.8 0.3 4.3 0.2 Intersection Summary HCM 6th Ctrl Delay 20.8 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Bridge Point 1-5 Seattle Synchro 10 Report 2019 Existing - PM Peak Hour Page 12 Lanes, Volumes, Timings 7: Freeman Rd E/Milton Way & 20th St E/Yuma St * 103/28/2019 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '. 4 1: *T r Traffic Volume (vph} 344 118 73 66 117 3 35 77 6 1 351 537 Future Volume (vph) 344 118 73 66 117 3 35 77 6 1 351 537 Ideal Flow (vphpl) 1900 1900 1900 1960 1900 '1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 100 0 0 75 Storage lanes 1 0 0 0 1 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 25 35 35 Link Distance (ft) 125 506 839 1705 Travel Time (s) 2.4 13.8 16.3 33.2 Confl. Peds. (#Ihr) 1 1 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% 1 % 0% 3% 2% 0% 0% 4%u 0% 06% 5% 5% Shared Lane Traffic (%) Turn Type Split NA Split NA Split NA Split NA pm+ov Protected Phases 4 4 8 8 2 2 6 6 4 Permitted Phases 6 Detector Phase 4 4 8 8 2 2 6 6 4 Switch Phase Minimum Initial (s) 7.0 7.0 6.0 6.0 8.0 8.0 8.0 8.0 7.0 Minimum Split (s) 24.5 24.5 22.5 22.5 24.5 24.5 12.5 12.5 24.5 Total Split (s) 39.5 39.5 39.5 39.5 39.5 39.5 39.5 39.5 39.5 Total Split (%) 25.0% 25.0% 25.0% 25.0% 25.0% 25.0% 25.0% 25.0% 25.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead -Lag Optimize? Recall Mode Min Min None None None None None None Min Intersection Summa Area Type: Other Cycle Length:158 Actuated Cycle Length: 107 Natural Cycle: 95 Control Type: Actuated -Uncoordinated Splits and Phases: 7: Freeman Rd }E�/_Milton Way & 20th St E/Yuma St 4t02 e6 1 �14 7-08 Bridge Point 1-5 Seattle Synchro 10 Report 2019 Existing - PM Peak Hour Page 13 HCM 6th Signalized Intersection Summary 7: Freeman Rd E/Milton Way& 20th St E/Yuma St ■-- *-�. 4,, t 1I03128I2019 t __. Movement EBL EBT EBR VIlBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� 1� +T r Traffic Volume (veh/h) 344 118 73 66 117 3 35 77 6 1 351 537 Future Volume (veh/h) 344 118 73 66 117 3 35 77 6 1 351 537 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.66 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1885 1885 1870 1870 1870 1900 1841 1841 1826 1826 1826 Adj Flow Rate, veh/h 355 122 75 68 121 3 36 79 6 1 362 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 1 1 2 2 2 0 4 4 5 5 5 Cap, veh/h 441 270 166 93 166 4 193 180 14 1 439 Arrive On Green 0.25 0.25 0.25 0.14 0.14 0.14 0.11 0.11 0.11 0.24 0.24 0.00 Sat Flow, veh/h 1781 1093 672 649 1155 29 1810 1689 128 5 1821 1547 Grp Volume(v), veh/h 355 0 197 192 0 0 36 0 85 363 0 0 Grp Sat Flow(s),vehlh/In 1781 0 1764 1833 0 0 1810 0 1817 1826 0 1547 Q Serve(g_s), s 12.9 0.0 6.5 6.9 0.0 0.0 1.2 0.0 3.0 13.0 0.0 0.0 Cycle Q Clear(g_c), s 12.9 0.0 6.5 6.9 0.0 0.0 1.2 0.0 3.0 13.0 0.0 0.0 Prop In Lane 1.00 0.38 0.35 0.02 1.00 0.07 0.00 1.00 Lane Grp Cap(c), veh/h 441 0 437 263 0 0 193 0 194 440 0 V/C Ratio(X) 0.81 0.00 0.45 0.73 0.00 0.00 0.19 0.00 0.44 0.83 0.00 Avail Cap(c_a), vehlh 906 0 897 932 0 0 920 0 924 928 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 24.3 0.0 21.9 28.2 0.0 0.0 28.0 0.0 28.8 24.7 0.0 0.0 Incr Delay (d2), s/veh 3.5 0.0 0.7 3.9 0.0 0.0 0.3 0.0 1.2 3.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Me BackOfQ(50%),veh/In 5.4 0.0 2.6 3.2 0.0 0.0 0.5 0.0 1.3 5.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),slveh 27.8 0.0 22.7 32.1 0.0 0.0 28.4 0.0 30.0 27.7 0.0 0.0 LnGrp LOS C A C C A A C A C C A Approach Vol, veh/h 552 192 121 363 A Approach Delay, s/veh 26.0 32.1 29.5 27.7 Approach LOS C C C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 11.8 21.5 21.1 14.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 35.0 35.0 35.0 35.0 Max Q Clear Time (g_c+11), s 5.0 14.9 15.0 8.9 Green Ext Time (p-c), s 0.4 2.1 1.6 1.1 Intersection Summary HCM 6th Ctrl Delay 27.8 HCM 6th LOS C Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay Bridge Point 1-5 Seattle Synchro 10 Report 2019 Existing - PM Peak Hour Page 14 Lanes, Volumes, Timings 2: Milton Rd S & S 369th St 03/28/2019 Lane Group WBL WBR NST NBP. 6K SBT Lane Configurations Y T +T Tragic Volume (vph) 17 7 79 32 19 462 Future Volume (vph) 17 7 79 32 19 462 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 30 30 Link Distance (tt) 514 620 756 Travel Time (s) 14.0 14.1 17.2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 12% 0% 4% 3% 0% 2% Shared Lane Traffic (°lo) Sign Control Stop Free Free Intersection summary Area Type-. Other Control Type; Unsignaliaed Bridge Point 1-5 Seattle Synchro 10 Report 2019 Existing - PM Peak Hour Page 3 HCM 6th TWSC 2: Milton Rd S & S 369th St 03/28/2019 7 Intersection ___ Int Delay, s/veh Movement 0.7 WBL WBR NBT NBR SBL SBT Lane Configurations Y 1� Traffic Vol, vehlh l7 7 79 32 19 462 Future Vol, vehlh 17 7 79 32 19 462 Conflicting Peds, #/hr 0 0 0 A 6 0 Sign Control Stop Stop Free Free Free Free RT Channelixed - None - None - None Storage Length 0 - - - - - Veh in Median Storage, #0 - 4 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 12 0 4 3 0 2 Mvmt Flow 18 7 82 33 4 481 MajorlM€nor Minorl- Conflicting Flow All u20 99 0 0 115 0 Stage 1 99 - - - - - Stage 2 51 - - - - - Critical Hdwy 6S2 6.2 - - 4.1 - Critical Hdwy Stg 1 5.52 - - - - - Critical Hdwy 8tg 2 5.5-2 - - - - - Follow-up Hdwy 3.608 3.3 - - 2.2 - Pot Cap-1 Maneuver 436 962 - - 1487 - Stage 1 900 - - - - - Stage 2 576 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 428 962 - - 1487 - Mov_ Cap-2 Maneuver 428 - - - - - Stage 1 900 - - - - - Stage 2 566 - - - - Approach WB NB SIB HCM Control Delay, s 12.4 0 0.3 HCM LOS B Minor Lane/Major Mvmt NBT NBRVVBLn1 SBL SBT Capacity (veh/h) - 511 1487 - HCM Lane V/C Ratio - 0.049 0.013 - HCM Control Delay (s) - - 12.4 7.5 6 HCM Lane LOS - B A A HCM 95th %tile Q(veh) - - 0.2 0 - Bridge Point 1-5 Seattle Synchro 10 Report 2019 Existing - PM Peak Hour Page 4 Lanes, Volumes, Timings 3: Milton Rd S & S 375th St/S 376th St 03/28/2019 --O� f- *-- 4\ I/P. i Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *T+ *T, Traffic Volume (vph) 24 2 13 1 2 8 7 72 0 2 401 66 Future Volume (vph) 24 2 13 1 2 8 7 72 0 2 401 66 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 30 30 Link Distance (ft) 995 954 341 692 Travel Time (s) 27.1 26.0 7.8 15.7 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 (%) 0% 0% 0% 0% 0% 0% 0% 7% 0% 0% 2% 3% Shared Lane Traffic (%) Sign Control Stop Stop Free Intersection Summary Area Type: Other Control Type: Unsignalized Bridge Point 1-5 Seattle Synchro 10 Report 2019 Existing - PM Peak Hour Page 5 HCM 6th TWSC 3: Milton Rd S & S 375th SUS 376th St 03/28/2019 Intersection Int Delay, slveh 1.2 Movement EBL EBT EBR WBL WST WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 Traffic Vol, vehth 24 2 13 1 2 8 7 72 0 2 401 66 Future Vol, vehlh 24 2 13 1 2 8 7 72 0 2 401 66 Conflicting Peds, #lhr 0 0 0 0 0 0 0 0 0- 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - -None Storage Length - - -- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - - Peak HourFactor 92 92 92 92 92 .92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 7 0 0 2 3 Mvmt Flow 26 2 14 1 2 9 8 76 0 2 43672 Ma orlk inor minor2 Minorl Maori Maw - Conflicting Flow All 576 570 472 578 606 78 508 0 0 78 0 0 Stage 1 476 476 - 94 94 - - - - - - - Stage 2 100 94 - 484 512 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Sig 2 Critical 6.1 5.5 - 6.1 5.5 - - - - - - - _. Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1-Maneuver 431 434 596 430 414 988 1067 - - 1533 - - Stage 1 574 560 - 918 821 Stage 2 911 821- Platoon blocked, % " Mov Cap-1 Maneuver 422 430 596 415 41.0 988 1067 - - 1533 - - Mov Cap-2 Maneuver 422 430 - 415 410 - - - - Stage 1 569 559 - 911 814 - - - - Stage 2 863 814 - 551 539 - - - Approach E.8 WB N8 56 HCM Control Delay,, s 13.5 10.1 0.7 0 HCM LOS B B Minor LanelMajor Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1067 - - 468 715 1533 - - HCM Lane V/C Ratio 0.007 - - 0.091 0.017 0,001 - HCM Control Delay (s) 8.4 0 - 13.5 10.1 7.4 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0 - - 0.3 0.1 0 - - Bridge Point 1-5 Seattle Synchro 10 Report 2019 Existing - PM Peak Hour Page 6 Lanes, Volumes, Timings 5: Porter Way & 5th Ave 03/2812019 Lane Group EBL EBT WST W13R SBL SBR Lane ConfFgurations Traffic Volume (vph) 46 580 169 62 211 132 Future Volume (vph) 46 560 169 62 211 132 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 35 35 25 Link distance (ft) 1863 661 496 Travel Time (s) 36.3 12.9 13.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 2% 4%n 0% 3% 2% Shared Lane Traffic { /o) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Llnsignalized Bridge Point 1-5 Seattle Synchro 10 Report 2019 Existing - PM Peak Hour Page 9 HCM 6th TWSC 5: Porter Wav & 5th Ave 03/28/2019 I ntersection Int Delay, s/veh 18.2 Movement EBL EST WBT WBR SBL SBR Lane Configurations 4 11i Y Traffic Vol, veWh 46 580 169 q 211 132 Future Vol, veh/h 46 580 169 62 211 132 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None one Storage Length - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 2 4 0 3 2 Mvmt Flow 46 604 176 65 220 14 Major/Minor Maori Ma or2 Minos2 Conflicting Flow All 241 0 0 909 209 Stage 1 - - 209 - Stage 2 - - 700 - Critical Hdwy 4.1 - - 6.43 6.22 Critical Hdwy Stg 1 - - 5.43 - Critical Hdwy Stg 2 - - 5.43 - Follow-up Hdwy 2.2 - - 3.527 3.318 Pot Cap-1 Maneuver 1337 - - - 304 831 Stage 1 - - - 824 - Stage 2 - - 491 - Platoo_n blocked, % - - - Mov Ca p-1 Maneuver 1337 - - - 288 831 Mov Cap-2 Maneuver - - - - 288 - Stage 1 - - - 180 - Stage 2 - - - - 491 - Approach EB WB SB HCM Control Delay, s 0.6 0 62.7 HCM LOS F Minor LanelMaor Mvmt EBL EBT WBT WBR S6Ln1 Capacity (veh/h) 1337 - - 385 HCM Lane V/C Ratio 0.036 - - 0.928 HCM Control Delay (s) 7.8 0 - 62.7 HCM Lane LOS A A - F HCM 95th %tile Q(veh) 0.1 - - 10 Bridge Point 1-5 Seattle Synchro 10 Report 2019 Existing - PM Peak Hour Page 10 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle 2024 Without Project Lanes, Volumes, Timings 1: Enchanted Pkwy S & Milton Rd S '- t 108/14/2019 # _40. Lane Group EBL EST WBR NBL NBT NBR SBL SBT SBR Lane Configurations I T *T r 0 0 Traffic Volume (vph) 57 47 7 28 89 161 7 673 29 187 1306 401 Future Volume (vph) 57 47 7 28 89 161 7 673 29 187 1306 401 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 5% 2% 3% -2% Storage Length (ft) 350 0 0 150 225 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Ta or Len th (ft) 100 100 100 100 p 9 Right Turn on Red Yes Link Speed (mph) 35 35 Link Distance (ft) 1415 2125 Travel Time (s) 27.6 41.4 Confl. Peds. (#/hr) 4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 7% 0% 0% 0% 1 °k Bus Blockages (#Ihr) 2 0 2 2 C Shared Lane Traffic (%) Yes Yes Yes 45 40 2126 852 32.2 14.5 4 0.90 0.90 0.90 0.90 0.90 0.90 0.90 2% 0% 1% 12% 2% 2% 2% 2 0 2 0 0 2 0 Turn Type Split NA Split NA pm+ov Protected Phases 4 4 8 8 1 Permitted Phases 8 Detector Phase 4 4 8 8 1 Switch Phase Prot NA 5 2 5 2 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 10.0 Minimum Split (s) 37.5 37.5 36.5 36.5 9.7 9.7 33.5 Total Split (s) 38.0 38.0 37.0 37.0 25.0 20.0 35.0 Total Split (%) 28.1 % 28.1 % 27.4% 27.4% 18.5% 14.8% 25.9% Yellow Time (s) 4.0 4.0 4.0 4.0 3.7 3.7 4.5 All -Red Time (s) 1.5 1.5 1.5 1.5 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 4.7 4.7 5.5 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lead -Lag Optimize? Recall Mode None None None None None None C-Min Intersection Summa Area Type: Other Cycle Length: 135 Actuated Cycle Length: 135 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 125 Control Type: Actuated -Coordinated Description: 1Aug2018 - Traffic Data Gathering Splits and Phases: 1: Enchanted Pkwy S & Milton Rd S 01 102 L) _ -±*O4 06 (r, 'y = Prot NA 1 6 1 6 5.0 5.0 9.7 36.5 25.0 40.0 18.5% 29.6% 3.7 4.5 1.0 1.0 0.0 0.0 4.7 5.5 Lead Lag None C-Min Bridge Point 1-5 Seattle Synchro 10 Report 2024 Without Project - PM Peak Hour HCM 6th Signalized Intersection Summary 1: Enchanted Pkwy S & Milton Rd S # 08/14/2019 --p- --v 4- I t Movement I BL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBA Lane Configurations T4 *T r t1 0 Traffic Volume (veh/h) 57 47 7 28 89 161 7 673 29 187 1306 401 Future Volume (veh/h) 57 47 7 28 89 161 7 673 29 187 1306 401 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 6.99 1.00 1.60 0.99 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 1649 1753 1753 1862 1862 1847 1847 1832 1832 1949 1949 1949 Adj Flow Rate, veh/h 63 52 8 31 99 35 8 748 32 208 1451 446 Peak Hour Factor 0.90 0.90 6.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 7 0 0 1 1 2 0 1 1 2 2 2 Cap, veh/h 111 104 16 40 126 337 17 1888 81 236 1898 557 Arrive On Green 0.07 0.07 0.06 0.09 0.09 0.09 0.01 0.56 0.55 0.13 0.67 0.67 Sat Flow. veh/h 1570 1467 226 439 1401 1553 1759 3400 145 1856 2822 828 Grp Volume(v), veh/h 63 0 60 130 0 35 8 383 397 208 928 969 Grp Sat Flow(s),veh/h/In 1570 0 1693 1840 0 1553 1759 1741 1805 1856 1851 1800 Q Serve(g_s), s 5.2 0.0 4.6 9.3 0.0 2.4 0.6 16.9 17.0 14.9 44.5 51.8 Cycle Q Clear(g_c), s 5.2 0.0 4.6 9.3 0.0 2.4 0.6 16.9 17.0 14.9 44.5 51.8 Prop In Lane 1.00 0.13 0.24 1.00 1.00 0.08 1.00 0.46 Lane Grp Cap(c), veh/h 111 0 120 166 0 337 17 966 1002 236 1245 1210 V/C Ratio(X) 0.57 0.00 0.50 0.78 0.00 0.10 0.47 0.40 0.40 0.88 0.75 0.80 Avail Cap(c_a), veh/h 378 0 408 429 0 559 199 966 1002 279 1245 1210 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 0.98 0.98 0.98 0.35 0.35 0.35 Uniform Delay (d), s/veh 60.7 0.0 60.5 60.1 0.0 42.3 66.5 17.1 17.2 57.9 14.5 15.9 Incr Delay (d2), s/veh 5.4 0.0 3.9 9.3 0.0 0.2 18.8 1.2 1.2 10.5 1.5 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 We BackOfQ(95%),veh/ln 4.0 0.0 3.8 8.3 0.0 1.7 0.6 11.0 11.3 10.2 21.2 24.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.1 0.0 64.4 69.4 0.0 42.5 85.3 18.3 18.3 68.5 16.0 17.9 LnGrp LOS E A E E A D F B B E B B Approach Vol, vehm 123 165 788 2105 Approach Delay, s/veh 65.3 63.7 19.0 22.1 Approach LOS E E B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 21.8 80.4 15.0 6.0 96.3 17.7 Change Period (Y+Rc), s * 4.7 5.5 5.5 * 4.7 5.5 5.5 Max Green Setting (Gmax), s " 20 29.5 32.5 * 15 34.5 31.5 Max Q Clear Time (g_c+ll), s 16.9 19.0 7.2 2.6 53.8 11.3 Green Ext Time (p-c), s 0.3 6.4 0.6 0.0 0.0 0.9 Intersection Surnmary HCM 6th Ctrl Delay 25.1 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier Bridge Point 1-5 Seattle Synchro 10 Report 2024 Without Project - PM Peak Hour Lanes, Volumes, Timings 4: SR 99 & Porter Way --► t 1I03/28/2019 t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +1 *T if Vi ti tl Traffic Volume (vph) 49 140 4 128 170 94 20 615 225 328 1144 104 Future Volume (vph) 49 140 4 128 170 94 20 615 225 328 1144 104 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1 800 1800 1800 1800 Storage Length (ft) 0 0 0 60 60 0 100 0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 35 45 45 Link Distance (ft) 514 1863 1130 954 Travel Time (s) 14.0 36.3 17.1 14.5 Confl. Peds. (#/hr) 2 2 1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 2% 1 % 0% 3% 1 % 5% 0% 10% 8% 5% 6% 1 % Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 Detector Phase 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 4.0 10.0 4.0 10.0 Minimum Split (s) 12.6 12.6 32.6 32.6 32.6 8.6 31.7 8.6 25.7 Total Split (s) 34.6 34.6 34.6 34.6 34.6 24.6 75.7 34.6 75.7 Total Split (%) 23.9% 23.9% 23.9% 23.9% 23.9% 17.0% 52.2% 23.9% 52.2% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 4.7 3.6 4.7 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 5.7 4.6 5.7 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Recall Mode None None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length:144.9 Actuated Cycle Length: 110.3 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Splits and Phases: 4: SR 99 & Porter Way \*01 102 } 05 06 Oka Bridge Point 1-5 Seattle Synchro 10 Report 2024 Without Project - PM Peak Hour Page 7 HCM 6th Signalized Intersection Summary 4: SR 99 & Porter Way 03/28/2019 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4r *' r tT ti� Traffic Volume (veh/h) 49 140 4 128 170 94 20 615 225 328 1144 104 Future Volume (veh/h) 49 140 4 128 170 94 20 615 225 328 1144 104 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1786 1786 1786 1786 1786 1730 1800 1660 1660 1730 1716 1716 Adj Flow Rate, veh/h 49 140 4 128 170 0 20 615 225 328 1144 104 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 1 1 1 1 1 5 0 10 10 5 6 6 Cap, veh/h 122 308 8 205 210 356 31 785 287 373 1679 152 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.00 0.02 0.35 0.35 0.23 0.56 0.56 Sat Flow, veh/h 272 1267 33 584 865 1466 1714 2260 826 1647 3022 274 Grp Volume(v), vehlh 193 0 0 298 0 0 20 429 411 328 616 632 Grp Sat Flow(s),veh/h/In 1571 0 0 1449 0 1466 1714 1577 1510 1647 1630 1666 Q Serve(g_s), s 0.0 0.0 0.0 8.0 0.0 0.0 0.9 19.8 19.8 15.6 21.9 22.0 Cycle Q Clear(g_c), s 7.9 0.0 0.0 16.0 0.0 0.0 0.9 19.8 19.8 15.6 21.9 22.0 Prop In Lane 0.25 0.02 0.43 1.00 1.00 0.55 1.00 0.16 Lane Grp Cap(c), veh/h 437 0 0 415 0 356 31 547 524 373 906 926 V/C Ratio(X) 0.44 0.00 0.00 0.72 0.00 0.00 0.65 0.78 0.78 0.88 0.68 0.68 Avail Cap(c_a), vehlh 636 0 0 602 0 542 423 1361 1303 610 1407 1439 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 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.1 0.0 0.0 29.3 0.0 0.0 39.6 23.7 23.7 30.3 12.9 12.9 Incr Delay (d2), slveh 0.7 0.0 0.0 2.3 0.0 0.0 20.9 2.7 2.9 8.4 1.0 1.0 Initial Q Delay(d3),slveh 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%),vehlln 3.2 0.0 0.0 5.5 0.0 0.0 0.6 7.0 6.7 6.6 6.6 6.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.8 0.0 0.0 31.6 0.0 0.0 60.5 26.4 26.6 38.7 13.9 13.9 LnGrp LOS C A A C A A E C C D B B Approach Vol, veh/h 193 298 860 1576 Approach Delay, s/veh 26.8 31.6 27.3 19.0 Approach LOS C C C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.9 33.8 24.3 6.1 50.7 24.3 Change Period (Y+Rc), s 4.6 5.7 4.6 4.6 5.7 4.6 Max Green Setting (Gmax), s 30.0 70.0 30.0 20.0 70.0 30.0 Max Q Clear Time (g_c+11), s 17.6 21.8 9.9 2.9 24.0 18.0 Green Ext Time (p-c), s 0.8 6.3 1.1 0.0 11.1 1.3 Intersection Summary HCM 6th Ctrl Delay 23.3 HCM 6th LOS C Bridge Point 1-5 Seattle Synchro 10 Report 2024 Without Project - PM Peak Hour Page 8 Lanes, Volumes, Timings 6: Porter Way& Milton Way03128I2019 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 41� 44 4 Traffic Volume (vph) 15 382 24 2 550 70 28 51 3 118 98 166 Future Volume (vph) 15 382 24 2 550 70 28 51 3 118 98 166 Ideal Flow (vphpl) 1900 1900 1900 1900 1906 1900 1900 1900 1900 1900 1900 1900 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 25 35 Link Distance (ft) 567 452 525 730 Travel Time (s) 11.0 8.8 14.3 14.2 Confl. Peds. (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 Heavy Vehicles (%) 7% 3% 0% Shared Lane Traffic (%) Turn Type Perm NA Protected Phases 2 Permitted Phases 2 Detector Phase 2 2 Switch Phase Minimum Initial (s) 6.0 6.0 Minimum Split (s) 21.0 21.0 Total Split (s) 50.0 50.0 Total Split (%) 55.6% 55.6% Yellow Time (s) 3.5 3.5 All -Red Time (s) 1.5 1.5 Lost Time Adjust (s) 0.0 Total Lost Time (s) 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode Min Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 68.8 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Min 1 0.92 0.92 0.92 0% 6% 3% Perm NA 6 6 6 6 6.0 6.0 21.0 21.0 50.0 50.0 55.6% 55.6% 3.5 3.5 1.5 1.5 0.0 5.0 Min Min 0.92 0.92 4% 2% Split NA 8 8 8 8 4.0 4.0 21.0 21.0 20.0 20.0 22.2% 22.2% 3.5 3.5 1.5 1.5 0.0 5.0 None None 0.92 0.92 0.92 0% 5% 1% Split NA 4 4 4 4 6.0 6.0 21.0 21.0 20.0 20.0 22.2% 22.2% 3.5 3.5 1.5 1.5 0.0 5.0 None None 1 0.92 5% Bridge Point 1-5 Seattle Synchro 10 Report 2024 Without Project - PM Peak Hour Page 11 HCM 6th Signalized Intersection Summary 6: Porter Way & Milton Way 03/28/2019 --,D. 4--- t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41� + + Traffic Volume (veh/h) 15 382 24 2 550 70 28 51 3 118 98 166 Future Volume (veh/h) 15 382 24 2 550 70 28 51 3 118 98 166 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1856 1856 1856 1811 1811 1811 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 16 415 26 2 598 76 30 55 3 128 107 180 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 Percent Heavy Veh, % 3 3 3 6 6 6 2 2 2 1 1 1 Cap, veh/h 71 758 46 59 706 89 41 74 4 129 108 182 Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.07 0.07 0.07 0.24 0.24 0.24 Sat Flow, veh/h 24 1689 103 1 1574 199 623 1142 62 531 444 747 Grp Volume(v), veh/h 457 0 0 676 0 0 88 0 0 415 0 0 Grp Sat Flow(s),veh/h/In 1817 0 0 1774 0 0 1828 0 0 1722 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 2.9 0.0 0.0 14.8 0.0 0.0 Cycle Q Clear(g_c), s 11.3 0.0 0.0 20.9 0.0 0.0 2.9 0.0 0.0 14.8 0.0 0.0 Prop In Lane 0.04 0.06 0.00 0.11 0.34 0.03 0.31 0.43 Lane Grp Cap(c), vehlh 875 0 0 854 0 0 119 0 0 419 0 0 V/C Ratio(X) 0.52 0.00 0.00 0.79 0.00 0.00 0.74 0.00 0.00 0.99 0.00 0.00 Avail Cap(c_a), veh/h 1367 0 0 1351 0 0 444 0 0 419 0 0 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 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.5 0.0 0.0 15.1 0.0 0.0 28.3 0.0 0.0 23.3 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.0 1.7 0.0 0.0 8.6 0.0 0.0 41.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.0 0.0 0.0 7.3 0.0 0.0 1.5 0.0 0.0 10.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),slveh 13.0 0.0 0.0 16.8 0.0 0.0 36.9 0.0 0.0 64.8 0.0 0.0 LnGrp LOS B A A B A A D A A E A A Approach Vol, veh/h 457 676 88 415 Approach Delay, s/veh 13.0 16.8 36.9 64.8 Approach LOS B B D E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 32.7 20.0 32.7 9.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 45.0 15.0 45.0 15.0 Max Q Clear Time (g_c+11), s 13.3 16.8 22.9 4.9 Green Ext Time (p-c), s 3.1 0.0 4.7 0.2 Intersection Summary HCM 6th Ctrl Delay 29.0 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Bridge Point 1-5 Seattle Synchro 10 Report 2024 Without Project - PM Peak Hour Page 12 Lanes, Volumes, Timings 7: Freeman Rd E/Milton Wav & 20th St ENuma St } -'► 4--- *�- t 1I03/28/2019 t41 Lane Group EBL EBT E13R WBL WBT WBR NBL NBT NBR 5BL SBT SBR Lane Configurations '� + 1 +T r Traffic Volume (vph) 380 130 81 73 129 3 39 85 7 1 388 593 Future Volume (vph) 380 130 81 73 129 3 39 85 7 1 388 593 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1906 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 100 0 0 75 Storage Lanes 1 0 0 0 1 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 25 35 35 Link Distance (ft) 125 506 839 1705 Travel Time (s) 2.4 13.8 16.3 33.2 Confl. Peds. (#/hr) 1 1 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% 1 % 0% 3% 26/o 0% 0% 4% 0% 0% 5% 5% Shared Lane Traffic (%) Turn Type Split NA Split NA Split NA Split NA pm+ov Protected Phases 4 4 8 8 2 2 6 6 4 Permitted Phases 6 Detector Phase 4 4 8 8 2 2 6 6 4 Switch Phase Minimum Initial (s) 7.0 7.0 6.0 6.0 8.0 8.0 8.0 8.0 7.0 Minimum Split (s) 24.5 24.5 22.5 22.5 24.5 24.5 12.5 12.5 24.5 Total Split (s) 39.5 39.5 39.5 39.5 39.5 39.5 39.5 39.5 39.5 Total Split (%) 25.0% 25.0% 25.0% 25.0% 25.0% 25.0% 25.0% 25.0% 25.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead -Lag Optimize? Recall Mode Min Min None None None None None None Min Intersection Summary Area Type: Other Cycle Length:158 Actuated Cycle Length: 118.8 Natural Cycle: 95 Control Type: Actuated -Uncoordinated p/liitttss and Phases: 7: Freeman Rd E/Milton Way & 20th St E/Yuma St '1 02 ■ * O6 1404 107"08 Bridge Point 1-5 Seattle Synchro 10 Report 2024 Without Project - PM Peak Hour Page 13 HCM 6th Signalized Intersection Summary 7: Freeman Rd E/Milton Way & 20th St ENuma St 1I03/28/2019 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *i 1� *, T-, + Traffic Volume (veh/h) 380 130 81 73 129 3 39 85 7 1 388 593 Future Volume (veh/h) 380 130 81 73 129 3 39 85 7 1 388 593 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 188.5 1885 1870 1870 1870 1900 1841 1841 1826 1826 1826 Adj Flow Rate, veh/h 392 134 84 75 133 3 40 88 7 1 400 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 1 1 2 2 2 0 4 4 5 5 5 Cap,veh1h 468 285 179 99 175 4 178 166 13 1 468 Arrive On Green 0.26 0.26 0.26 0.15 0.15 0.15 0.10 0.10 0.10 0.26 0.26 0.00 Sat Flow, veh/h 1781 1084 679 652 1155 26 1810 1682 134 5 1821 1547 Grp Volume(v), veh/h 392 0 218 211 0 0 40 0 95 401 0 0 Grp Sat Flow(s),veh/h/In 1781 0 1763 1833 0 0 1810 0 1816 1826 0 1547 Q Serve(g_s), s 16.3 0.0 8.1 8.6 0.0 0.0 1.6 0.0 3.9 16.4 0.0 0.0 Cycle Q Clear(g_c), s 16.3 0.0 8.1 8.6 0.0 0.0 1.6 0.0 3.9 16.4 0.0 0.0 Prop In Lane 1.00 0.39 0.36 0.01 1.00 0.07 0.00 1.00 Lane Grp Cap(c), veh/h 468 0 464 277 0 0 178 0 179 469 0 V/C Ratio(X) 0.84 0.00 0.47 0.76 0.00 0.00 0.22 0.00 0.53 0.85 0.00 Avail Cap(c_a), veh/h 797 0 789 820 0 0 810 0 812 817 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.0o 0.00 Uniform Delay (d), s/veh 27.2 0.0 24.2 31.8 0.0 0.0 32.5 0.0 33.5 27.7 0.0 0.0 Incr Delay (d2), s/veh 4.0 0.0 0.7 4.3 0.0 0.0 0.5 0.0 1.8 3.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 We BackOfQ(50%),veh/ln 7.0 0.0 3.3 4.1 0.0 0.0 0.7 0.0 1.7 7.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.3 0.0 25.0 36.1 0.0 0.0 33.0 0.0 35.3 31.1 0.0 0.0 LnGrp LOS C A C D A A C A D C A Approach Vol, veh/h 610 211 135 401 A Approach Delay, s/veh 29.0 36.1 34.6 31.1 Approach LOS C D C C Timer - Assi ned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 12.2 25.1 24.6 16.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 35.0 35.0 35.0 35.0 Max Q Clear Time (g_c+l1), s 5.9 18.3 18.4 10.6 Green Ext Time (p-c), s 0.5 2.3 1.7 1.3 Intersection Summary HCM 6th Ctrl Delay 31.3 HCM 6th LOS C Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Bridge Point 1-5 Seattle Synchro 10 Report 2024 Without Project - PM Peak Hour Page 14 Lanes, Volumes, Timings 2: Milton Rd S & S 369th St 03/28/2019 t t Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Y il� Traffic Volume (vph) 19 87 35 21 510 Future Volume (vph) 19 87 35 21 510 Ideal Flow (yphpl) 1900 1900 1900 1900 1900 Link Speed (mph) 25 30 30 Link Distance A 514 620 756 Travel Time (s) 14.0 14.1 17.2 Peak Hour Factor 0.96 6.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 12% o% 4% 3% 0% 2% Shared Lane Traffic_ (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Bridge Point 1-5 Seattle Synchro 10 Report 2024 Without Project - PM Peak Hour Page 3 HCM 6th TWSC 2: Milton Rd S & S 369th St 03/28/2019 Intersection Int Delay, s/veh Movement 0.8 WBL WBR NST NBR SBL SB T Lane Configurations Y T4 *' Traffic Vol, veh/h 19 8 87 35 21 510 Future Vol, veh/h 19 8 87 35 21 510 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 12 0 4 3 0 2 Mvmt Flow 20 8 91 36 22 531 Maio0Minor Minorl Ma or1 Ma or2 Conflicting Flow All 684 109 0 0 127 0 Stage 1 109 - - - Stage 2 575 - Critical Hdwy 6.52 6.2 4.1 Critical Hdwy Stg 1 5.52 - Critical Hdwy Stg 2 5.52 - Follow-up Hdwy 3.608 3.3 - 2.2 Pot Cap-1 Maneuver 399 950 - 1472 Stage 1 891 - - Stage 2 544 - - Platoon blocked, % Mov Cap-1 Maneuver 391 950 - 1472 Mov Cap-2 Maneuver 391 - - Stage 1 891 - Stage 2 533 - Approach WB NB SB HCM Control Delay, s 13.1 0 0.3 HCM LOS B Minor Lane?Ma or Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 474 1472 HCM Lane V/C Ratio - 0.059 0.015 - HCM Control Delay (s) - 13.1 7.5 0 HCM Lane LOS - B A A HCM 95th We Q(veh) - - 0.2 0 - Bridge Point 1-5 Seattle Synchro 10 Report 2024 Without Project - PM Peak Hour Page 4 Lanes, Volumes, Timings 3: Milton Rd S & S 375th St/S 376th St Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles N EBL EBT EBR WBL WBT WBR 4 + 26 2 14 1 2 9 26 2 14 1 2 9 1900 1900 1900 1900 1900 1900 25 25 995 954 27.1 26.0 0.92 0.92 0.92 0.92 0.92 0.9 0% 0% 0%0%0% 0% 03/28/2019 NBL 2 t NBT NBR SBL i SBT 41 SBR 4 � 8 79 0 2 443 73 8 79 0 2 443 73 1900 1900 1900 1900 1900 1900 30 30 341 692 7.8 15.7 0.92 0.92 0.92 0.92 0.92 0.92 0%n 7% 0%n 0% 2% 3% Shared Lane Traffic (%) Sign Control Stop Stop Free Free Intiksedot, aia Area Type: Other Control Type: Unsignalized Bridge Point 1-5 Seattle Synchro 10 Report 2024 Without Project - PM Peak Hour Page 5 HCM 6th TWSC 3: Milton Rd S & S 375th St/S 376th St 03/28/2019 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WSR NBL NBT NBR SBL SBT SBR Lane Configurations +10 Traffic Vol, veh/h 26 2 14 1 2 9 8 79 0 2 443 73 Future Vol, veh/h 26 2 14 1 2 9 8 79 0 2 443 73 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None. - - None - - None - - None Storage Length - Veh in Median Storage, # - 0 - 0 0 - 0 - Grade, % - 0 - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 7 0 0 2 3 Mvmt Flow 28 2 15 1 2 10 9 86 0 2 482 79 Ma'ar/Minor Minor2 Minor1 Ma or1 M?jor2 Conflicting Flow All 636 630 522 638 669 86 561 0 0 86 0 0 Stage 1 526 526 - 104 104 - - - Stage 2 110 104 - 534 565 - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - 4.1 Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - 2.2 Pot Cap-1 Maneuver 393 401 559 392 381 978 1020 - - 1523 Stage 539 532 - 907 813 - - - - Stage 2 900 813 - 534 511 - - - - Platoon blocked, % _ Mov Cap-1 Maneuver 384 397 559 377 377 978 1020 - 1523 Mov Cap-2 Maneuver 384 397 - 377 377 - - - Stage 1 534 531 - 899 806 - - Stage 2 881 806 - 516 510 - Approach EB WB NB SB HCM Control Delay, s 14.4 10.2 _ _ 0.8 0 HCM LOS B B Minor Laneftior Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (vehlh) 1020 429 699 1523 HCM Lane VIC Ratio 0.009 - 0.106 0.019 0.001 - HCM Control Delay (s) 8.6 0 - 14.4 10.2 7.4 0 14CM Lane LOS A A - B B A A HCM 95th We Q(veh) 0 - - 0.4 0.1 0 - Bridge Point 1-5 Seattle Synchro 10 Report 2024 Without Project - PM Peak Hour Page 6 Lanes, Volumes, Timings 5: Porter Way & 5th Ave 03/28/2019 Lane Group ESL EBT WST WBR SBL SBR Lane Configurations '- Y Traffic Volume (vph) 51 187 68 233 146 Future Volume (vph) 51 640 187 68 233 146 Ideal Flaw (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 35 25 Link Distance (ft) 1863 496 Travel Time (s) 36.3 13.5 Peak Hour Factor 0.96 0.96 G.96 0.96 0.96 Heavy Vehicles {°loj 0% 3% 2% Shared Lane Traffic Cla) Sign Control Stop Intersection Summary Area Type: Other Control Type: Unsignalized Bridge Point 1-5 Seattle Synchro 10 Report 2024 Without Project - PM Peak Hour Page 9 HCM 6th TWSC 5: Porter Way & 5th Ave 03/28/2019 lntersection Int Delay, s/veh 38.4 Movement EBL EBT WBT WBR SSL SBR Lane Configurations +' 1� Traffic Vol, veh/h 51 640 187 68 233 146 Future Vol, veh/h 51 640 187 6.8 233 146 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - - 0 - Veh in Median Storage, # - 0 0 0 - Grade, % - 0 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 2 4 0 3 2 Mvmt Flow 53 667 195 71 243 152 Major/Minor Maori Maor2 Minor2 Conflicting Flow All 266 0 0 1004 231 Stage 1 - - - 231 - Stage 2 - 773 - Critical Hdwy 4.1 - 6.43 6.22 Critical Hdwy Stg 1 - 5.43 - Critical Hdwy Stg 2 - - - 5.43 - Follow-up Hdwy 2.2 - 3.527 3.318 Pot Cap-1 Maneuver 1310 - 267 808 Stage 1 - - 805 - Stage 2 - - 454 - Platoon blocked, % - Mov Cap-1 Maneuver 1310 250 808 Mov Cap-2 Maneuver - - - 250 - Stage 1 - - - 753 - Stage 2 - - 454 - Approach EB WB SB HCM Control Delay, s 0.6 0 133.3 HCM LOS F Minor LaneJMa'or Mvmt EBL EBT WBT WBR SBLn 1 Capacity (vehfh) 1310 - 341 HCM Lane V/C Ratio 0.041 - 1.158 HCM Control Delay (s) 7.9 0 133.3 HCM Lane LOS A A F HCM 95th %file Q(veh) 0.1 - 16 Bridge Point 1-5 Seattle Synchro 10 Report 2024 Without Project - PM Peak Hour Page 10 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle 2024 With Project Lanes, Volumes, Timings 1: Enchanted Pkwy S & Milton Rd S 10/17/2019 ---- 4N t Lane Group EBL EBT EBk WBL WBT WBR IVBL kbf NBk SBL SBT SBR Lane Configurations I 1� +T r tl ti� Traffic Volume (vph) 76 55 15 28 90 161 8 673 29 187 1306 401 Future Volume (vph) 76 55 15 28 90 161 8 673 29 187 1306 401 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 5% 2% 3% -2% Storage Length (ft) 350 0 0 150 225 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 100 100 100 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 45 40 Link Distance (ft) 1415 2125 2126 852 Travel Time (s) 27.6 41.4 32.2 14.5 Confl. Peds. (#/hr) 4 4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 10% 0% 0% 0% 1 % 2% 0% 1 % 10% 2% 2% 2% Bus Blockages (#/hr) 2 0 2 2 0 2 0 2 0 0 2 0 Shared Lane Traffic (%) Turn Type Split NA Split NA pm+ov Prot NA Prot NA Protected Phases 4 4 8 8 1 5 2 1 6 Permitted Phases 8 Detector Phase 4 4 8 8 1 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 10.0 Minimum Split (s) 37.5 37.5 36.5 36.5 9.7 9.7 33.5 Total Split (s) 38.0 38.0 37.0 37.0 25.0 20.0 35.0 Total Split (%) 28.1 % 28.1 % 27.4% 27.4% 18.5% 14.8% 25.9% Yellow Time (s) 4.0 4.0 4.0 4.0 3.7 3.7 4.5 All -Red Time (s) 1.5 1.5 1.5 1.5 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 4.7 4.7 5.5 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lead -Lag Optimize? Recall Mode None None None None Intersection Summary Area Type: Other Cycle Length: 135 Actuated Cycle Length: 135 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 125 Control Type: Actuated -Coordinated Description: 1 Aug2018 - Traffic Data Gathering Splits and Phases: 1: Enchanted Pkwy S & Milton Rd S 01 02 (R) 4 05 ■ � 06 5.0 5.0 9.7 36.5 25.0 40.0 18.5% 29.6% 3.7 4.5 1.0 1.0 0.0 0.0 4.7 5.5 Lead Lag None None C-Min None C-Min 7-08 17 .. Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour HCM 6th Signalized Intersection Summary 1: Enchanted Pk S & Milton Rd S 10117/2019 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '+ +T r l tT fl� Traffic Volume (veh/h) 76 55 15 28 90 161 8 673 29 187 1306 401 Future Volume (veh/h) 76 55 15 28 90 161 8 673 29 187 1306 401 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1605 1753 1753 1862 1862 1847 1847 1832 1832 1949 1949 1949 Adj Flow Rate, veh/h 84 61 17 31 100 0 9 748 32 208 1451 446 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 10 0 0 1 1 2 0 1 1 2 2 2 Cap, veh/h 131 112 31 39 125 335 19 1840 79 236 1856 545 Arrive On Green 0.09 0.09 0.08 0.09 0.09 0.00 0.01 0.54 0.53 0.13 0.66 0.65 Sat Flow, veh/h 1528 1303 363 435 1404 1553 1759 3400 145 1856 2822 828 Grp Volume(v), veh/h 84 0 78 131 0 0 9 383 397 208 928 969 Grp Sat Flow(s),veh/h/In 1528 0 1667 1840 0 1553 1759 1741 1805 1856 1851 1800 Q Serve(g_s), s 7.2 0.0 6.1 9.4 0.0 0.0 0.7 17.5 17.5 14.9 46.5 54.2 Cycle Q Clear(g_c), s 7.2 0.0 6.1 9.4 0.0 0.0 0.7 17.5 17.5 14.9 46.5 54.2 Prop In Lane 1.00 0.22 0.24 1.00 1.00 0.08 1.00 0.46 Lane Grp Cap(c), veh/h 131 0 143 164 0 335 19 942 977 236 1217 1183 V/C Ratio(X) 0.64 0.00 0.55 0.80 0.00 0.00 0.48 0.41 0.41 0.88 0.76 0.82 Avail Cap(c_a), veh/h 368 0 401 429 0 559 199 942 977 279 1217 1183 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.98 0.98 0.98 0.35 0.35 0.35 Uniform Delay (d), s/veh 59.7 0.0 59.3 60.3 0.0 0.0 66.4 18.2 18.2 57.9 15.9 17.4 Incr Delay (d2), s/veh 6.2 0.0 3.9 10.2 0.0 0.0 17.7 1.3 1.2 10.5 1.6 2.3 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(95%),veh/In 5.4 0.0 4.9 8.5 0.0 0.0 0.7 11.3 11.7 10.2 22.4 25.4 Unsig, Movement Delay, s/veh LnGrp Delay(d),s/veh 65.9 0.0 63.2 70.5 0.0 0.0 84.1 19.5 19.5 68.5 17.5 19.7 LnGrp LOS E A E E A A F B B E B B Approach Vol, veh/h 162 131 789 2105 Approach Delay, s/veh 64.6 70.5 20.2 23.6 Approach LOS E E C C Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 21.8 78.6 17.1 6.1 94.3 17.5 Change Period (Y+Rc), s * 4.7 5.5 5.5 * 4.7 5.5 5.5 Max Green Setting (Gmax), s * 20 29.5 32.5 * 15 34.5 31.5 Max Q Clear Time (g_c+11), s 16.9 19.5 9.2 2.7 56.2 11.4 Green Ext Time (p-c), s 0.3 6.1 0.8 0.0 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 26.7 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Lanes, Volumes, Timings 4: SR 99 & Porter Way 10/17/2019 } --0- 'r ',- I i Lane Group EBL EBT EBR WBL WBT WBR NBL NST NBR SBL SBT SBR Lane Configurations +T> +T tT tll Traffic Volume (vph) 49 140 4 197 170 94 20 615 271 336 1209 104 Future Volume (vph) 49 140 4 197 170 94 20 615 271 336 1209 104 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (ft) 0 0 0 60 60 0 100 0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 35 45 45 Link Distance (ft) 514 1863 1130 954 Travel Time (s) 14.0 36.3 17.1 14.5 Confl. Peds. (#/hr) 2 2 1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 2% 1 % 0% 25% 1 % 4% 0% 10% 13% 5% 6% 1 % Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 Detector Phase 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 4.0 10.0 4.0 10.0 Minimum Split (s) 12.6 12.6 32.6 32.6 32.6 8.6 31.7 `�' 8.6 25.7 Total Split (s) 34.6 34.6 34.6 34.6 34.6 24.6 75.7 34.6 75.7 Total Split (%) 23.9% 23.9% 23.9% 23.9% 23.9% 17.0% 52.2% 23.9% 52.2% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 4.7 3.6 4.7 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 5.7 4.6 5.7 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Recall Mode None None None None None None Min None Min Intersection Summa Area Type: Other Cycle Length: 144.9 Actuated Cycle Length: 114.3 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Splits and Phases: 4: SR 99 & Porter Way 1.*431 1 102 31. 6 1 11117175 :63 - I 435 • 06 08 I Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 1 HCM 6th Signalized Intersection Summary 4: SR 99 & Porter Way10/1712019 Movement EBL EBT EBR WBL ' WBT +NBR ' NBL NBT NBR SBL SBT SBR Lane Configurations *T r* tT tT,) Traffic Volume (veh/h) 49 140 4 197 170 94 20 615 271 336 1209 104 Future Volume (veh/h) 49 140 4 197 170 94 20 615 271 336 1209 104 Initial Q 1W veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/In Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % 1 Cap, veh/h Arrive On Green Sat Flow. veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(ca), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay ((Q), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/In Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGr LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer -Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+ll ), s Green Ext Time (p-c), s Intersection Summary HCM 6th Ctrl Delay 33.2 HCM 6th LOS C _ 1.00 1.00 1786 49 1.00 129 0.29 301 193 1530 0.0 9.9 0.25 481 0.40 481 1.00 1.00 30.1 0.5 0.0 4.0 30.6 C 1 28.1 4.6 30.0 22.9 0.6 1.00 No 1786 140 1.00 1 343 0.29 1198 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 193 30.6 C 2 6.7 42.2 5.7 70.0 29.8 1.00 1.00 1.00 1.00 0.00 0 1786 1786 4 197 1.00 1.00 1 1 9 253 0.29 0.29 32 699 0 367 0 1301 0.0 19.6 0.0 29.5 0.02 0.54 0 425 0.86 425 1.00 1.00 0.00 1.00 0.0 38.0 0.0 16.6 0.0 0.0 0.0 11.1 0.0 54.6 A D 1.00 No 1786 170 1.00 172 0.29 603 0 0 00 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 1.00 1.00 1744 0 1.00 4 423 0.00 1478 0 1478 0.0 0.0 1.00 423 0.00 423 1.00 0.00 0.0 0.0 0.0 0.0 1.00 1.00 1800 20 1.00 0 29 0.02 1714 20 1714 1.2 1.2 1.00 29 0.69 327 1.00 1.00 51.3 25.6 0.0 0.7 1.00 No 1660 615 1.00 10 741 0.35 2129 455 1577 27.8 27.8 549 0.83 1052 1.00 1.00 31.3 3.6 0.0 10.4 1.00 1.00 1660 271 1.00 10 327 0.35 937 431 1489 27.8 27.8 0.63 519 0.83 994 1.00 1.00 31.3 3.8 0.0 9.9 1.00 1.00 1730 336 1.00 5 368 0.22 1647 336 1647 20.9 20.9 1.00 368 0.91 471 1.00 1.00 39.7 18.9 0.0 10.0 1.00 No 1716 1209 1.00 6 1686 0.56 3038 648 1630 30.8 30.8 905 0.72 1088 1.00 1.00 17.2 1.9 0.0 10.6 1.00 1.00 1716 104 1.00 6 145 0.56 261 665 1669 30.9 30.9 0.16 926 0.72 1114 1.00 1.00 17.3 1.9 0.0 10.9 0.0 0.0 76.9 34.9 35.1 58.6 19.1 19.1 A A E C D E B B 367 906 1649 54.6 35.9 27.2 p D C 4 1.00 1.00 1786 49 1.00 129 0.29 301 193 1530 0.0 9.9 0.25 481 0.40 481 1.00 1.00 30.1 0.5 0.0 4.0 30.6 C 1 28.1 4.6 30.0 22.9 0.6 1.00 No 1786 140 1.00 1 343 0.29 1198 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 193 30.6 C 2 6.7 42.2 5.7 70.0 29.8 1.00 1.00 1.00 1.00 0.00 0 1786 1786 4 197 1.00 1.00 1 1 9 253 0.29 0.29 32 699 0 367 0 1301 0.0 19.6 0.0 29.5 0.02 0.54 0 425 0.86 425 1.00 1.00 0.00 1.00 0.0 38.0 0.0 16.6 0.0 0.0 0.0 11.1 0.0 54.6 A D 1.00 No 1786 170 1.00 172 0.29 603 0 0 00 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 1.00 1.00 1744 0 1.00 4 423 0.00 1478 0 1478 0.0 0.0 1.00 423 0.00 423 1.00 0.00 0.0 0.0 0.0 0.0 1.00 1.00 1800 20 1.00 0 29 0.02 1714 20 1714 1.2 1.2 1.00 29 0.69 327 1.00 1.00 51.3 25.6 0.0 0.7 1.00 No 1660 615 1.00 10 741 0.35 2129 455 1577 27.8 27.8 549 0.83 1052 1.00 1.00 31.3 3.6 0.0 10.4 1.00 1.00 1660 271 1.00 10 327 0.35 937 431 1489 27.8 27.8 0.63 519 0.83 994 1.00 1.00 31.3 3.8 0.0 9.9 1.00 1.00 1730 336 1.00 5 368 0.22 1647 336 1647 20.9 20.9 1.00 368 0.91 471 1.00 1.00 39.7 18.9 0.0 10.0 1.00 No 1716 1209 1.00 6 1686 0.56 3038 648 1630 30.8 30.8 905 0.72 1088 1.00 1.00 17.2 1.9 0.0 10.6 1.00 1.00 1716 104 1.00 6 145 0.56 261 665 1669 30.9 30.9 0.16 926 0.72 1114 1.00 1.00 17.3 1.9 0.0 10.9 0.0 0.0 76.9 34.9 35.1 58.6 19.1 19.1 A A E C D E B B 367 906 1649 54.6 35.9 27.2 p D C 4 5 6 8 34.6 6.4 63.9 34.6 4.6 4.6 5.7 4.6 30.0 20.0 70.0 30.0 11.9 3.2 32.9 31.5 1.0 0.0 11.5 0.0 Bridge Point I-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 2 Lanes, Volumes, Timings 6: Porter Way & Milton Way 10/17/2019 --IN. *-- 4\ t # Lane Group EBL EBT EBR WBL VV$T WBR NBL NBT NBR SBL SBT SBR Lane Configurations *T+ +T+ 4 Traffic Volume (vph) 32 382 24 2 550 76 28 51 3 122 98 180 Future Volume (vph) 32 382 24 2 550 76 28 51 3 122 98 180 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 25 35 Link Distance (ft) 567 452 525 730 Travel Time (s) 11.0 8.8 14.3 14.2 Confl. Peds. (#/hr) 1 1 1 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 (%) 3% 3% 0% 0% 6% 3% 4% 2% 0% 5% 1 % 4% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Split NA Split NA Protected Phases 2 6 8 8 4 4 Permitted Phases 2 6 Detector Phase 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 4.0 6.0 6.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 50.0 50.0 50.0 50.0 20.0 20.0 20.0 20.0 Total Split (%) 55.6% 55.6% 55.6% 55.6% 22.2% 22.2% 22.2% 22.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode Min Min Min Min None None None None Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 69.2 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Splits and Phases: 6: Porter Way & Milton Way 002 =�*o 4� 08 §- 20s s 06 k's- _ . Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 11 HCM 6th Signalized Intersection Summary 6: Porter Way& Milton Way10117/2019 Movement E13L EST EBR WBL WBT WBR NBL NBT NBR SBL SBT $BR Lane Configurations 41 41� 41� Traffic Volume (veh/h) 32 382 24 2 550 76 28 51 3 122 98 180 Future Volume (veh/h) 32 382 24 2 550 76 28 51 3 122 98 180 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 _ Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1856 1856 1856 1811 1811 1811 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 35 415 26 2 598 83 30 55 3 133 107 196 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 Percent Heavy Veh, % 3 3 3 6 6 6 2 2 2 1 1 1 Cap,veh/h 92 720 43 58 704 97 41 74 4 126 102 186 Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.07 0.07 0.07 0.24 0.24 0.24 Sat Flow, veh/h 66 1590 96 1 1555 215 623 1142 62 524 422 772 Grp Volume(v), veh/h 476 0 0 683 0 0 88 0 0 436 0 0 Grp Sat Flow(s),veh/h/In 1752 0 0 1771 0 0 1828 0 0 1718 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 2.9 0.0 0.0 15.0 0.0 0.0 Cycle Q Clear(g_c), s 11.9 0.0 0.0 21.4 0.0 0.0 2.9 0.0 0.0 15.0 0.0 0.0 Prop In Lane 0.07 0.05 0.00 0.12 0.34 0.03 0.31 0.45 Lane Grp Cap(c), veh/h 855 0 0 860 0 0 119 0 0 414 0 0 V/C Ratio(X) 0.56 0.00 0.00 0.79 0.00 0.00 0.74 0.00 0.00 1.05 0.00 0.00 Avail Cap(c_a), veh/h 1305 0 0 1338 0 0 441 0 0 414 0 0 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 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.6 0.0 0.0 15.2 0.0 0.0 28.6 0.0 0.0 23.6 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.0 0.0 1.8 0.0 0.0 8.6 0.0 0.0 58.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.2 0.0 0.0 75 0.0 0.0 1.5 0.0 0.0 12.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.1 0.0 0.0 17.0 0.0 0.0 37.2 0.0 0.0 82.2 0.0 0.0 LnGrp LOS B A A B A A D A A F A A Approach Vol, veh/h 476 683 88 436 Approach Delay, s/veh 13.1 17.0 37.2 82.2 Approach LOS B B D F Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 33.1 20.0 33.1 9.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 45.0 15.0 45.0 15.0 Max Q Clear Time (g_c+ll ), s 13.9 17.0 23.4 4.9 Green Ext Time (p-c), s 3.4 0.0 4.8 0.2 Intersection Summa HCM 6th Ctrl Delay 33.9 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 12 Lanes, Volumes, Timings 7: Freeman Rd E/Milton Way & 20th St E/Yuma St 10/17/2019 Lane Group EBL EBT EBR WSL WBT WB . _NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume {vph) 387 130 81 73 129 39 90 7 7 392 597 Future Volume (vph) 387 130 81 73 129 8 39 90 7 7 392 597 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 100 0 0 75 Stora9e Lanes 1 0 0 0 1 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 25 35 35 Link Distance (ft) 125 506 839 1705 Travel Time (s) 2.4 13.8 16.3 33.2 Cod'. Peds. (#(hr)_ 1 1 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% 1%_ 0% 3% 2%v 0% 0%0 3% 0_ % 0% 5% 5% Shared Lane Traffic (%) Turn Type Split NA Split NA Split NA Split NA pm+oV Protected Phases 4 4 8 8 2 2 6 6 4 Permitted Phases_ g Detector Phase 4 4 8 8 2 2 6 6 4 Switch Phase Minimum Initial (s) 7.0 7.0 6.0 6.0 8.0 8.0 8.0 8.0 7.0 Minimum Split (s) 24.5 24.5 22.5 22.5 24.5 24.5 12.5 12.5 24.5 Total Split (s) 39.5 39.5 39.5 39.5 39.5 39.5 39.5 39.5 39.5 Total Split (%) 25.60% 25.0% 25.0% 25.0% 25.0% 25.06% 25.0% 25.0% 25.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.6 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) - 4.5 4.5 4.5 4.5 4.6 4.5 4.5 Lead/Lag Lead -Lag Optimize? Recall Mode Min Min None None None None None None Min Intersection Area Type: Other Cycle Length:158 Actuated Cycle Length: 120.1 Natural CycIe:105 Control Type: Actuated -Uncoordinated Spplslils and Phases: 7: Freeman Rd E/Milton Way & 20th St E/Yuma St �I 02 �*O6 4 1708 Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 13 HCM 6th Signalized Intersection Summary 7: Freeman Rd E/Milton Way & 20th St E/Yuma St 10/17/2019 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SIR Lane Configurations T-1 44� 1� *T r Traffic Volume (veh/h) 387 130 81 73 129 8 39 90 7 7 392 597 Future Volume (veh/h) 387 130 81 73 129 8 39 90 7 7 392 597 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 b 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 4.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.06 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1885 1885 1870 1870 1870 1906 1856 1856 1826 1826 1826 Adj Flow Rate, veh/h 399 134 84 75 133 8 40 93 7 7 404 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 1 1 2 2 2 0 3 3 5 5 5 Cap, veh/h 472 287 180 98 173 10 175 164 12 8 469 Arrive On Green 0.27 0.27 0.27 0.15 0.15 0.15 0.10 0.10 0.10 0.26 0.26 0.00 Sat Flow, veh/h 1781 1084 679 634 1124 68 1810 1703 128 31 1793 1547 Grp Volume(v), veh/h 399 0 218 216 0 0 40 0 100 411 0 0 Grp Sat Flow(s),veh/hAn 1781 0 1763 1B26 0 0 1810 0 1832 1824 0 1547 Q Serve(g_s), s 17.1 0.0 8.4 9.2 0.0 0.0 1.6 0.0 4.2 17.3 0.0 0.0 Cycle Q Clear(g_c), s 17.1 0.0 8.4 9.2 0.0 0.0 1.6 0.0 4.2 17.3 0.0 0.0 Prop In Lane 1.00 0.39 0.35 0.04 1.00 0.07 0.02 1.00 Lane Grp Cap(c), veh/h 472 0 468 281 0 0 175 0 177 477 0 V/C Ratio(X) 0.84 0.00 0.47 0.77 0.00 0.00 0.23 0.00 0.57 0.86 0.00 Avail Cap(c_a), veh/h 772 0 764 792 0 0 785 0 794 791 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 28.1 0.0 24.9 32.8 0.0 0.0 33.7 0.0 34.8 28.4 0.0 0.0 Incr Delay (d2), slveh 4.7 0.0 0.7 4A 0.0 0.0 0.5 0.0 2.1 4.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 BackOfQ(50%),veh/In 7.5 0.0 3.4 4.3 0.0 0.0 0.7 0.0 1.9 7.7 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.8 0.0 25.6 37.2 0.0 0.0 34.2 0.0 36.9 32.7 0.0 0.0 LnGrp LOS C A C D A A C A D C A Approach Vol, veh/h 617 216 140 411 A Approach Delay, s/veh 30.2 37.2 36.2 32.7 Approach LOS C D D C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 12.3 25.9 25.6 16.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 35.0 35.0 35.0 35.0 Max Q Clear Time (g_c+ll ), s 6.2 19.1 19.3 11.2 Green Ext Time (p_c), s 0.5 2.3 1.8 1.3 Intersection Summary HCM 6th Ctrl Delay 32.6 HCM 6th LOS C Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 14 Lanes, Volumes, Timings 2: Milton Rd S & S 369th St 10/17/2019 Lane Group '- WBL WBR I NBT NBR SBL Si3T Lane Configurations Y 1: 4 Traffic Volume (vph) 20 8 122 49 21 512 Future Volume (vph) 20 8 122 49 21 512 Ideal Flow (vphpl) 1900 1966 1900 1900 1900 1900 Link Speed (mph) 25 30 30 Link Distance (ft) 514 620 756 Travel Time (s) 14.0 14.1 17.2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 10% 0% 7% 2% 0% 2% Shared Lane Traffic (%) Sign Control Slap Free Free Intersection Summa Area Type: Other Control Type: Unsignalized Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 3 HCM 6th TWSC 2: Milton Rd S & S 369th St 10/17/2019 Intersection Int Delay, s/veh 0.7 Movement WBL WBR NBT NBR SOL SBT Lane Configurations Y 114 Traffic Vol, veh/h 20 9 122 49 21 Future Vol, veh/h 20 8 122 49 21 Conflicting Peds, *fir 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized . None - None - None Storage Length 0 - - - - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 10 0 7 2 0 2 Mvmt Flow 21 8 127 51 22 533 s MajorfMinor Minorl Majorl Ma or2 Conflicting Flow All 730 153 0 0 178 0 Stage 1 153 - - - - - Stage 2 577 - - - Critical Hdwy 6.5 6.2 - 4.1 Critical Hdwy Stg 1 5.5 - - - - - Critical Hdwy Stg 2 5.5 - - - Follow-up Hdwy 3.59 3.3 - 2.2 - Pot Cap-1 Maneuver 378 898 - 1410 Stage 1 856 - - - Stage 2 546 - - - - Platoon blocked, % - - Mov Cap-1 Maneuver 370 898 - 1410 Mov Cap-2 Maneuver 370 - - Stage 1 856 - - - Stage 2 534 - - - WB NB SB HCM Control Delay, s 13.7 HCM LOS B Minor LanelMaior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0 0.3 NBT NBRWBLn1 SBL SBT - - 445 1410 - - - 0.066 0,016 - - - 13.7 7.6 0 - B A A - - 0.2 0 - Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 4 Lanes, Volumes, Timings 3: Milton Rd S & S 375th SYS 376th St 10/17/2019 .- 4\ t I A/ Lane Group EBL EST EBR WBL WBT WBR NBL N8T NBR SBL SBT SBR Lane Configurations 4 41� Traffic Volume (vph) 26 2 26 1 2 9 110 128 0 2 446 73 Future Volume (vph) 26 2 26 1 2 9 110 128 0 2 446 73 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 30 30 Link Distance (ft) 995 954 341 692 Travel Time (s) 27.1 26.0 7.8 15.7 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 (%) 0% 0% 0% 0% 0% 0% 0% 9% 0% 0% 2% 3% Shared Lane Traffic (%) Sign Control Stop Stop Free Free Intersection Summa Area Type: Other Control Type: Unsignalized Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 5 HCM 6th TWSC 3: Milton Rd S & S 375th St/S 376th St 10/17/2019 Intersection Int Delay, s/veh 2.6 Movement EBL BBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations c 4+ Traffic Val, vehlh 2t 2 26 1 2 9 110 128 0 2 446 73 Future Vol, veh/h 26 2 26 1 2 9 110 128 0 2 446 73 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - Veh in Median Storage, # - 0 - - 0 - l) - - 0 - Grade, % - 0 - - 0 - 0 - - 0 - Peak Hour Factor 92 92 _ 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 9 0 0 2 3 Mvmt Flow 28 2 28 1 2 10 120 139 0 2 485 79 Ma'orlMinor Minor2 Minorl Ma or1 Major2 Conflicting Flow All 914 908 525 923 947 139 564 0 0 139 0 0 Stage 1 529 529 - 379 379 - - Stage 2 385 379 - 544 568 - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - 4.1 Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 2.2 Pot Cap-1 Maneuver 256 277 556 252 263 915 1018 1457 - Stage 1 537 530 - 647 618 - - - Stage 2 642 618 - 527 510 - - - Platoon blocked, % Mov Cap-1 Maneuver 227 241 556 214 229 915 1018 1457 - Mov Cap-2 Maneuver 227 241 214 229 - - - Stage 1 468 529 564 539 - - - Stage 2 552 539 497 509 - - - Approach EB W8 NB SB HCM Control Delay, s 18.9 12.2 4.2 0 HCM LOS C B Minor Lane!Maior Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity tveh/h) 1018 - 318 516 1457 HCM Lane V/C Ratio 0.117 - - 0.185 0.025 0.001 - HCM Control Delay (s) 9 0 18.9 12.2 7.5 0 HCM Lane LOS A A C B A A HCM 95th %tile Q(veh) 0.4 - 0.7 0.1 0 - - Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 6 Lanes, Volumes, Timings 5: Porter Way & 5th Ave 10/17/2019 ---* .0--- Lane Group EBi_ EBT WBT WBR SBL SBR Lane Configurations Y Traffic Volume (vph) 105 640 187 91 251 21S Future Volume (vph) 105 640 187 91 251 215 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 35 35 25 Link Distance (tt) 1863 661 496 Travel Time (s) 36.3 12.9 13.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 16% 2% 4% 0% 3% 22% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 9 HCM 6th TWSC 5. Porter Way & 5th Ave 10/17/2019 Intwrspr.Iinn Int Delay, s/veh Movement 108.2 EBL EBT WBT WBR SBL SBR Lane Configurations *' 1� Y Traffic Vol, veh/h 105 640 187 91 251 215 Future Vol, veh/h 105 640 187 91 251 215 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 Veh in Median Storage, # - 0 0 0 Grade, % - 0 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 16 2 4 0 3 22 Mvmt Flow 109 667 195 95 261 224 Ma'or/Minor Ma'or1 M� or2 Minor2 Conflicting Flow All 290 0 0 1128 243 Stage 1 - - - 243 - Stage 2 - - 885 - Critical Hdwy 4.26 - 6.43 6.42 Critical Hdwy Stg 1 - - 5.43 - Critical Hdwy Stg 2 - - 5.43 - Follow-up Hdwy 2.344 - 3.527 3.498 Pot Cap-1 Maneuver 1196 - — 225 749 Stage 1 - - - 795 - Stage 2 - - 402 - Platoon blocked, % Mov Cap-1 Maneuver 1196 - —192 749 Mov Cap-2 Maneuver - - —192 - Stage 1 - - 680 - Stage 2 - - - 402 Approach EB VVB SB HCM Control Delay, s 1.2 0 $ 343.7 HCM LOS F Minor LanelMa or Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1196 - - 292 HCM Lane V/C Ratio 0.091 - - 1.662 HCM Control Delay (s) 8.3 0 -$343.7 HCM Lane LOS A A - F HCM 95th %tile Q(veh) 0.3 - - 30.2 Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 10 Lanes, Volumes, Timings 8: Milton Rd S & North Site Access 1011712019 t /W t Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Y Traffic Volume (vph) 16 86 152 17 10 463 Future Volume (vph) 16 86 152 17 10 463 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 30 30 Link Distance (ft) 704 411 341 Travel Time (s) 19.2 9.3 7.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 31% 2% 6% 12% 10% 2% Shared Lane Traffic,(%o) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignahzed Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 15 HCM 6th TWSC 8: Milton Rd S & North Site Access 10/17/2019 Intersection Int Delay, slveh 1.6 Movement WSL WBR NST NBR SBL SBT - l - Lane Configurations Y 1� Traffic Vol, veh/h 16 86 152 17 10 463 - Future Vol, veh/h 16 86 152 17 10 463 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - Veh in Median Storage, # 0 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 31 2 6 12 10 2 Mvmt Flow 17 93 165 18 11 503 MaIor/Minor Minorl Majors Ma or2 Conflicting Flow All 699 174 0 0 183 0 r Stage 1 174 - - - - - Stage 2 525 - - - Critical Hdwy 6.71 6.22 - 4.2 Critical Hdwy Stg 1 5.71 - - Critical Hdwy Stg 2 5.71 - - Follow-up Hdwy 3.779 3.318 - - 2.29 Pot Cap-1 Maneuver 365 869 - - 1345 Stage 1 791 - - Stage 2 539 - - Platoon blocked, % - Mov Cap-1 Maneuver 361 869 - - 1345 Mov Cap-2 Maneuver 361 - - - - Stage 1 791 - - - Stage 2 533 - - - - Anmmnnh WB NS SB HCM Control Delay, s 11 HCM LOS B Minor Lane/Maior Mvmi Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.2 NBT NBRWELnl SBL SBT - 712 1345 - - 0.156 0.008 - - 11 7.7 0 - B A A - 0.5 0 - Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 16 Lanes, Volumes, Timings 9: Milton Rd S & Middle Site Access# 10/17/2019 qr `' 1► i Lane Grou2 WBL WBR NBT NBR SBL 5BT Lane Configurations Y T Traffic Volume (vph) 49 40 129 41 4 475 Future Volume (vph) 49 40 129 41 4 475 [deal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 30 30 Link Distance (ft) 651 229 942 Travel Time (s) 17.8 5.2 21 A Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 55% 5% 7% 24% 0% 3% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summ Area Type: Other Control Type: Unsignalized Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 17 HCM 6th TWSC 9: Milton Rd S & Middle Site Access 10/17/2019 Intersection Int Delay, s/veh Movement 1.8 WBL WBR NBT NBR SBL SBT Lane Configurations Y 1� +T Traffic Vol, vehlh 49 40 129 41 4 475 Future Vol, veh/h 49 40 129 41 4 475 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 - - - Veh in Media_ n Storage, # 0 - 0 - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 55 5 7 24 0 3 Mvmt Flow 53 43 140 45 4 516 MajorlMinor Minor1 Ma or1 Major2 Conflicting Flow All 687 163 0 0 185 0 Stage 1 163 - - - Stage 2 524 - - Critical Hdwy 6.95 6.25 4.1 Critical Hdwy Stg 1 5.95 - - - Critical Hdwy Stg 2 5.95 - - Follow-up Hdwy 3.995 3.345 2.2 Pot Cap-1 Maneuver 342 874 1402 Stage 1 752 - - Stage 2 500 - - Platoon blocked, % - Mov Cap-1 Maneuver 341 874 - 1402 Mov Cap-2 Maneuver 341 - - - - Stage 1 752 - - - Stage 2 498 - - - Approach WB NB SB HCM Control Delay, s 14.6 0 0.1 HCM LOS B Minor Lane/Maior Mvmt NBT NBRVVBLni SBL SBT Capacity (veh/h) - - 470 1402 - HCM Lane VIC Ratio - - 0.206 0.003 - HCM Control Delay (s) - - 14.6 7.6 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.8 0 - Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 18 Lanes, Volumes, Timings 10: Milton Rd S & South Site Access 10/17/2019 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Y '# 4 Traffic Volume {vph} 24 32 138 20 4 520 Future Volume {vph} 24 32 138 20 4 520 Ideal Flow {vphpl} 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 30 30 Link Distance (ft) 735 326 228 Travel Time (s) 20.0 7.4 5.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (°I°} 54% 3% 13% 25% 25% 8% Shared Lane Traffic (°lo) Sign Control Stop Free Free lntersec6n Summa Area Type: Other Control Type: Unsignal'rxed Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 19 HCM 6th TWSC 10: Milton Rd S & South Site Access 10/17/2019 Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y 1� *' Traffic Vol, veh/h 24 32 138 20 4 520 Future Vol, veh/h 24 32 138 20 4 520 Conflicting Peds, #1hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - Veh in Media_ n Storage, # 0 0 - - 0 Grade, % 0 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 54 3 13 25 25 8 Mvmt Flow 26 35 150 22 4 565 MajorlMinor Minorl Major1 Ms' t2 Conflicting Flow All 734 161 0 0 172 0 Stage 1 161 - - - - - Stage 2 573 - - Critical Hdwy 6.94 6.23 4.35 Critical Hdwy Stg 1 5.94 - Critical Hdwy Stg 2 5.94 - - Follow-up Hdwy 3.986 3.327 - 2.425 Pot Cap-1 Maneuver 321 881 - 1277 Stage 1 756 - Stage 2 474 - Platoon blocked, % Mov Cap-1 Maneuver 319 881 1277 Mov Cap-2 Maneuver 319 - - - Stage 1 756 Stage 2 472 - - Approach WB NS SB HCM Control Delay, s 13.2 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLnl SBL SST Capacity (veh/h) - 502 1277 - HCM Lane V/C Ratio - 0.121 0.003 - HCM Control Delay (s) - - 13.2 7.8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.4 0 - Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour Page 20 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle 2024 With Project With Mitigation) LANE LEVEL OF SERVICE Lane Level of Service V Site: 5 [2024 With Project - PM Peak Hour] Bridge Point 1-5 Seattle - 5th Ave & Porter Way Site Category: (None) Roundabout A proaches I Intersection East_ North IWWest LOS A A I C B I N Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. SIDRA INTERSECTION 8.0 l Copyright © 2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: TENW I Processed: Friday, October 18, 2019 11:39:52 AM Project: T:\Nctive Projects\Lloyd Site Milton - 5798\Planning - 5798\LOS\Lloyd Site Milton - 5th Ave & Porter Way.sip8 LANE SUMMARY Site: 5 [2024 With Project - PM Peak Hour] Bridge Point 1-5 Seattle - 5th Ave & Porter Way Site Category: (None) Roundabout Lane 1 d 290 2.5 1183 0.245 100 5.3 LOS A 1.2 31.7 Full 1600 0.0 0.0 Approach 290 2.5 0.245 5.3 LOS A 1.2 31.7 North: 5th Ave Lane 1d 261 2.8 1149 0.227 100 5.2 LOSA 1.0 26.1 Full 1600 0.0 0.0 Lane 2 224 21.5 1378 0.162 100 0.0 LOS A 0.0 0.0 Short 200 00 NA Approach 485 11.4 0 227 2.8 LOS A 1.0 26.1 West: Porter Way Lane 1d 776 4.2 1007 -- 0.771 -- - - - 100 • -- - •------------•----•--- 18.3 LOS C ......-- -- -- 15.8 -- - -- 409.4 Full - 1600 0.0 -- --- 0.0 --- Approach 776 4.2 0.771 18.3 LOS C 15.8 409.4 Intersection 1551 6.1 0 771 11.0 LOS B 15.8 409.4 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap -Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 8.0 1 Copyright © 2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: TENW I Processed: Friday, October 18, 2019 11:39:52 AM Project: T\Active Projects\Lloyd Site Milton - 5798\Planning - 5798\LOS\Lloyd Site Milton - 5th Ave & Porter Way.sip8 Lanes, Volumes, Timings 4: SR 99 & Porter Way --* --,, -,* r *-- 4\ t 1I10/18/2019 i Lane Group EBL EBT EBR WBL Wbf WBR NBL NBT NBR SBL SBT SBR Lane Configurations #1 r tT* fl� Traffic Volume (vph) 49 140 4 350 0 111 20 615 271 336 1209 104 Future Volume (vph) 49 140 4 350 0 111 20 615 271 336 1209 104 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (ft) 0 0 0 200 60 0 100 0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 35 45 45 Link Distance (ft) 514 1863 1130 954 Travel Time (s) 14.0 36.3 17.1 14.5 Confl. Peds. (#Ihr) 2 2 1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 2% 1 % 0% 14% 0% 4% 0% 10% 13% 5% 6% 1 % Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 Detector Phase 4 4 8 8 8 5 2 1 u Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 4.0 10.0 4.0 10.0 Minimum Split (s) 12.6 12.6 32.6 32.6 32.6 8.6 31.7 8.6 25.7 Total Split (s) 60.4 60.4 60.4 60.4 60.4 8.7 48.3 36.2 75.8 Total Split (%) 41.7% 41.7% 41.7% 41.7% 41.7% 6.0% 33.3% 25.0% 52.3% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 4.7 3.6 4.7 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 5.7 4.6 5.7 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Recall Mode None None None None None None Min None Min Intersection Summa Area Type: Other Cycle Length: 144.9 Actuated Cycle Length: 144.2 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour - Mitigation HCM 6th Signalized Intersection Summary 4: SR 99 & Porter Way 10/18/2019 --1.- 4\ t 4/ Movement EBL EBT EBR WBL WBT WBR -NBL IVBT NBR SBL SBT SBR Lane Configurations 4 41 r tT tT Traffic Volume (veh/h) 49 140 4 350 0 111 20 615 271 336 1209 104 Future Volume (veh/h) 49 140 4 350 0 111 20 615 271 336 1209 104 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1786 1786 1786 1800 1800 1744 1800 1660 1660 1730 1716 1716 Adj Flow Rate, veh/h 49 140 4 350 0 0 20 615 271 336 1209 104 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 1 1 1 0 0 4 0 10 10 5 6 6 Cap, veh/h 167 455 12 436 0 504 28 677 298 362 1585 136 Arrive On Green 0.34 0.34 0.34 0.34 0.00 0.00 0.02 0.32 0.32 0.22 0.52 0.52 Sat Flow, veh/h 382 1336 36 1108 0 1478 1714 2128 937 1647 3038 261 Grp Volume(v), veh/h 193 0 0 350 0 0 20 455 431 336 648 665 Grp Sat Flow(s),vehlh/In 1755 0 0 1108 0 1478 1714 1577 1489 1647 1630 1669 Q Serve(g_s), s 0.0 0.0 0.0 27.9 0.0 0.0 1.4 34.0 34.1 24.5 38.7 38.9 Cycle Q Clear(g_c), s 9.9 0.0 0.0 37.8 0.0 0.0 1.4 34.0 34.1 24.5 38.7 38.9 Prop In Lane 0.25 0.02 1.00 1.00 1.00 0.63 1.00 0.16 Lane Grp Cap(c), veh/h 635 0 0 436 0 504 28 501 473 362 851 871 V/C Ratio(X) 0.30 0.00 0.00 0.80 0.00 0.00 0.72 0.91 0.91 0.93 0.76 0.76 Avail Cap(c_a), veh/h 822 0 0 572 0 672 57 547 517 424 931 953 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 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.9 0.0 0.0 40.3 0.0 0.0 60.1 40.2 40.2 46.9 23.3 23.3 Incr Delay (d2), s/veh 0.3 0.0 0.0 6.1 0.0 0.0 29.8 18.4 19.3 24.4 3.5 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.3 0.0 0.0 10.8 0.0 0.0 0.8 15.2 14.5 12.2 14.5 14.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.2 0.0 0.0 46.4 0.0 0.0 89.9 58.5 59.4 71.3 26.8 26.8 LnGrp LOS C A A D A A F E E E C C Approach Vol, veh/h 193 350 906 1649 Approach Delay, s/veh 30.2 46.4 59.6 35.9 Approach LOS C D E D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 31.6 44.7 46.4 6.6 69.8 46.4 Change Period (Y+Rc), s 4.6 5.7 4.6 4.6 5.7 4.6 Max Green Setting (Gmax), s 31.6 42.6 55.8 4.1 70.1 55.8 Max Q Clear Time (g_c+I1), s 26.5 36.1 11.9 3.4 40.9 39.8 Green Ext Time (p-c), s 0.5 3.0 1.3 0.0 10.7 2.0 Intersection Summary HCM 6th Ctrl Delay 43.7 _ HCM 6th LOS D Bridge Point 1-5 Seattle Synchro 10 Report 2024 With Project - PM Peak Hour - Mitigation Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Appendix C Trip Generation Calculations Bridge Point 1-5 Seattle Tsin Generation Srsmmam ITE Directional Distribution Trips Generated Truck Trip Generation Non -Truck Trip Generation Land Use Units' Luc z In Out Trip Rate In Out Total Truck %' Enter Exit Total Enter Exit Total -00;i Dow Proposed Use: Warehouse 1,925,000 GFA 150 50% 9% EQN 1,543 1,544 3,087 20% 308 309 617 1,235 1,235 2,470 Manufacturing 125,000 GFA 140 50% 50% EQN 278 278 556 20% 56 55 ill 222 223 445 Existing Use: Existing Lloyd Site - - - -• -- -167 -168 -335 73% -122 -123 -245 -45 -45 -90 Ma New Daily Tifps 1,6 1.65d 3.M - - -=_-241 483 1Al2 IA13 2.325 Weekday AM Peok Pour Proposed Use: Warehouse 1,925,000 GFA 150 77% 23% EQN 197 59 256 20% 39 12 5 Manufacturing 125,000 GFA 140 77% 23% 0.62 60 18 78 20% 12 4 1 Existing Use: Existing Lloyd Sites - - -- -28 -26 -54 85% -24 -22 -46 -4 -4 -8 -@, Net New AM Peak Mour Nips Sl no 27 -6 21 202 57 259 Weekday PM Peak Hour Proposed Use: 'Warehouse 1,925,000 GFA 150 27% 73% EQN 70 189 259 20% 14 38 52 56 15 ,Manufacturing 125,000 GFA 140 31% 69% 0.67 26 58 84 20% 5 12 17 21 46 Existing Use: Existing Lloyd Site' -- - -- -4 -9 •13 23% -1 -2 -3 -3 -7 -10 Net New PM PooPouf Trips 92 238 330 1848 6d 74 110 264 Sofurdoy Peok Hour P(Oposed Use: Warehouse 1,925,000 GFA 150 647. 36% 0.05 61 35 96 207 12 7 19 49 28 77 Ma rwfac luring 125,000 GFA 140 64% 36% 0.94 76 42 118 207. 16 8 24 60 34 94 rOsx afufd ay PIA M k Ham Trip s= 137 77 214 28 15 43 109 62 17t Notes: 1, GFA = Gross Floor Area. 2. Land Use Code and trip rates based on ITE Trip Generation Manual, 1 Oth Edition, 2017. 3, Truck percentage based on ITE Trip Generation Handbook, 3rd Edition. 2017. 4, Based on the average of AM and PM counts with K-Factor= 0,10. 5, Based on existing counts collected on Wednesday January 30. 2019 and Thursday January 31, 2019. 6. No Saturday direclional distribution for Manufacturing available, Directional Distribution estimated based on Warehouse land use, 10/1B/2019 V TEN W Bridge Point 1-5 Seattle Existing Trip Generation Summary - Weekday Ann Peak mour Two -Day Average of Wednesday 1/30/2019 and Thursday 1/31/2019 Weekday AM Peak Hour Nontruck Weekday AM Peak Hour Truck Trip Trip Generation Generation Day Time Period In Out Total In Out Total Wednesday - January 30, 2019 8:00 - 9:00 AM 5 3 8 23 23 46 Thursday - January 31, 2019 8:00 - 9:00 AM 3 5 8 25 21 46 2-Day Average 4 4 8 24 22 46 Bridge Point 1-5 Seattle Existing Irip Generation summary - weeKaay rm realk nour Two -Day Average of Wednesday 1/30/2019 and Thursday 1/31/2019 Weekday PM Peak Hour Nontruck Weekday PM Peak Hour Truck Trip Trip Generation Generation Day Time Period In Out Total In Out Total Wednesday - January 30, 2019 4:00 - 5:00 PM 2 6 8 i 2 3 Thursday - January 31, 2019 4:00 - 5:00 PM 3 8 11 1 2 3 2-Day Average 3 7 10 1 2 3 3/28/2019 'PT E N W Bridge Point 1-5 Seattle Existing Trip Generation Summary - AM Peak Hour Wednesday - January 30, 2019 Interval 1 Nontrucks Milton Rd S / N Driveway 2 Nontrucks Milton Rd S / S Driveway 1 Trucks Milton Rd S / N Driveway 2 Trucks Milton Rd S / S Driveway Total Trips Hourly Begin In Out in Out in Out In Out In Out Total Totals 7:00 AM 0 0 1 0 0 0 4 4 5 4 9 7:15AM 0 1 1 4 1 1 0 0 4 2 8 4 12 7:30 AM 0 0 1 3 0 0 4 9 5 12 17 7:45 AM 0 0 2 1 0 0 2 2 4 3 7 45 7:00 - 3:00 AM 8:00AM 0 0 1 0 0 0 7 6 8 6 14 50 7:15-8:15AM 8:15AM 0 0 2 1 0 0 5 5 7 6 13 51 7:30-8:30AM 8:30 AM 0 1 0 1 0 0 6 4 6 6 12 46 7:45 - 8:45 AM 8:45 AM 0 0 2 0 0 0 5 8 7 8 15 54 8:00 - 9:00 AM 0 1 5 2 0 0 23 23 28 26 54 Peak Hour is 8:00 - 9:00 AM Peak Hour 1 7 0 46 3/28/2019 IPT E N W Bridge Point 1-5 Seattle Existing Trip Generation Summary - AM Peak Hour Thursday - January 31, 2019 Interval 1 Nontrucks Milton Rd S / N Driveway 2 Nontrucks Milton Rd S / S Driveway 1 Trucks Milton Rd S / N Driveway 2 Trucks Milton Rd S / S Driveway Total Trips Hourly Totals Begin in Out In Out In Out In Out In Out Total 7:00 AM 0 0 0 0 0 0 6 5 6 5 11 7:15AM 0 0 1 1 1 0 0 1 4 11 5 12 17 7:30 AM 0 0 2 0 0 0 1 2 4 4 4 8 7:45 AM 0 0 2 1 0 0 4 1 6 2 8 44 7:00 - 8:00 AM 8:00 AM 0 1 1 0 0 0 7 5 8 6 14 47 7:15-8:15AM 8:15 AM 0 0 1 1 1 0 5 8 7 9 1 16 46 7:30 - 8:30 AM 8:30 AM 0 1 0 1 0 0 4 4 4 6 10 48 '7:45 - 8:45 AM 8:45 AM 0 1 1 0 0 0 8 4 9 5 14 54 8:00. 9:00 AM 0 3 3 2 1 0 24 21 28 26 54 Peak Hour is 8:00 - 9:00 AM Peak Hour 3 5 1 45 3/28/2019 'PT E N W Bridge Point 1-5 Seattle Existing Trip Generation Summary - PM Peak Hour Wednesday - January 30, 2019 Interval 1 Nontrucks Milton Rd S / N Driveway 2 Nontrucks Milton Rd S / S Driveway 1 Trucks Milton Rd S / N Driveway 2 Trucks Milton Rd S / S Driveway Total Trips Hourly Begin in Out In Out In Out In Out In Out Total Totals 4:00 PM 0 0 0 2 0 0 1 1 1 3 4 4:15PM 0 0 0 0 1 0 0 1 0 1 0 1 1 4:30 PM 0 0 1 3 0 0 0 0 1 3 4 4:45 PM 1 0 0 1 0 0 0 0 1 1 2 11 4:00 - 5:00 PM 5:00PM 0 0 0 1 0 0 0 0 0 1 1 8 4:15-5:15PM 5:15PM 0 0 0 0 0 0 0 1 0 0 0 0 7 4:30-5:30PM 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 3 4:45 - 5:45 PM 5:45 PM 0 0 1 0 0 0 1 0 2 0 2 3 5:00 - 6:00 PM Peak Hour 1 0 1 6 0 0 1 2 3 8 11 Peak: Hour is 4:00 - 5:00 PM 1 7 0 3 3/28/2019 %TEN W Bridge Point 1-5 Seattle Existing Trip Generation Summary - PM Peak Hour Thursday - January 31, 2019 1 2 1 2 Nontrucks Nontrucks Trucks Trucks Total Trips Milton Rd S / N Milton Rd S / S Milton Rd S / N Milton Rd S / S Interval Driveway Driveway Driveway Driveway Begin In Out in Out In Out In pul In Out Total 4:00 PM 0 0 2 2 0 0 1 2 3 4 7 4:15PM 0 0 0 4 0 0 0 0 0 4 4 4:30 PM 1 0 0 0 0 0 0 0 1 0 1 4:45 PM 0 0 0 2 0 0 0 0 0 2 2 5,00 PM 0 0 0 2 0 0 0 0 0 2 2 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 2 0 0 0 0 0 0 0 2 0 2 5:45 PM 1 0 0 0 0 0 0 0 1 0 1 1 0 2 8 0 0 1 2 4 1Q 14 Peak Hour 1 10 0 3 Hourly Totals 4:00 - 5:00 PM 415 - 5:15 PM 4:30 - 5:30 PM 4:45 - 5:45 PM 5:00 - 6:00 PM Hour Is 4:00 - 5:00 3/28/2019 IPTENW Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Appendix D City of Federal Way EMME/2 Traffic Model Distribution Plots Emme/2 Model Results Provided by City of Federal Way 5/22/19 Entering Trips = 86 Exiting Trips = 224 I ' C s r�rN.■yam/l nen�n+` Y BN �ra�same�rrya�gnq; �n.e. 3 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Appendix E Kidder Mathews Market Report Kidder Mathews City of Federal Way. To Whom it May Concern: We have been asked to give our opinion on traffic generation for the site known as the Lloyd Enterprise Gravel Pit in the city of Milton. This site is approximately 100 acres of land and will support approximately 1.8M sf of warehouse, distribution and/or manufacturing space. We are the brokers of record on the property. It is our understanding that the city would like as much information as possible regarding traffic patterns. We have been tasked to give our opinion on where we think the truck traffic will travel both entering and exiting the site and where they are coming from, based on our experience with similar tenants in similar locations. Both Matt Wood and Mike Newton have a long history of working with both distribution and manufacturing companies in the greater Puget Sound. More specifically, the majority of the tenants we've worked with are located in both the Tacoma and Kent Valley submarkets. Both, Mike & Matt, have over 25 years of experience working with Landlords and Tenants in these markets and have worked with such developers as Panattoni, Ave 55, Davis Property, Bridge Development, Prologis, DCT and others. The Tenants we have represented are the likes of Cort, Panasonic, AIM Aerospace, Whirlpool, DHL, Wayfair, and Motion Industries. Our experience is vast in understanding the market drivers that cause Developers to build and tenants to locate where they do. Market Drivers: As it pertains to the Lloyd site, clearly the main market driver is its proximity to the Port of Tacoma. It is important to recognize that the Port of Tacoma and the Port of Seattle's combined containers represents the 6th largest Port in the country. More importantly, there is a major volume shift occurring both in inbound and outbound containers transitioning towards the Port of Tacoma. This is a result of two things. The labor market is cheaper in Pierce County than it is in King County, and there is greater container and ship capacity in the Port of Tacoma. Finally, real estate in and around the Port of Seattle have higher and better uses. Office buildings, professional arenas, and mixed use housing and retail are replacing older functionally obsolescent manufacturing and distribution buildings. Further, the port of Seattle is expanding its cruise ship business. As traffic increases, industrial building rents increase, and overall urban congestion continues in Seattle. This has driven companies South to reduce facility costs and gain quicker access to the Port of Tacoma.. Tenant Composition: Bridge Development will be building exceptionally large buildings relative to the market (buildings over 300,000 sf), with the explicit intention of attracting national and international distribution & manufacturing companies and exploiting the close proximity to the Port of Tacoma. We expect the majority of these tenants to be import/export related. They receive product overseas to assemble and redistribute back to the Port of Tacoma. In some instances they will distribute to the local market or to the greater northwest (Portland, Seattle, Idaho, Montana, Northern CA, and eastern WA), but it is our opinion and expectation that this will be minimal based on the nature of the building product delivered. Currently, over 50% of the goods that come into the Port are repackaged and distributed outside of this market. We fully expect that the truck traffic will be predominantly south from the subject property using 5th and Porter given its natural path to the Port. Market Examples: A good example of these types of Tenants that have headed south with the exclusive intent on using the Port of Tacoma in recent years is: SBS Logistics, Samsung, Ashley Furniture, Geodis, SuperValu, JFC and Damco. Technical Delivery: Since 5th and Porter is the fastest and easiest route to the Port, truck traffic will predominantly go through Milton and not Federal Way. In the event traffic does travel north to either 1-5 or to HWY 18, then traffic will still go to 5th and Porter because of multiple factors, which include equal or better time, less lights, less traffic congestion, predominantly right turns, wider roads with more lanes, safer route due to less residential (traffic & people) and straighter road ways, and better traffic flow. Oactive projects\lloyd site milton - 5798\planning - 5798\receivables\market report from brokers-6.13.19.docx Kidder Mathews Going South is the quickest path to Pacific Highway (SR 99), which leads to 1-5and Highway 18 access. This route also avoids the retail impact of Enchanted Village/Wild Waves, and all the Federal Way retail (restaurants, shopping malls, gas stations) servicing the local residences. Summary: We strongly summarize that most traffic will use 5th and Porter regardless if they plan to go North or South. Our experience and a preponderance of evidence suggests that a majority of inbound trucks will be coming from the Port of Tacoma due to the site's superior proximity. In fact, most Port users will find this site to be advantageous to even those sites located at the intersection or closer to the Port further south since these sites must deal with the congestions of 1-5 and the 54th St. exit, which can take 5-15 minutes just exiting the freeway to get to the Port. The subject site allows access to the Port using surface streets via 5th and Porter and Pacific Highway and users will will prefer this over those closer to the Port due to the time savings and reduced traffic congestion. We estimate that outbound traffic from the site will produce 50% truck access back to the Port, the remainder will be split between intrastate and interstate that will go both North and South via 1-5. Of that remainder that will make their way to the freeway in both directions, we estimate that most (80-90%), if not all, will leave the site, travel South on 5th, and out to Pacific Highway in order to access the major freeway interchanges. Outbound trucks will use 5th and Porter 100% of the time if trucks are heading south on 1-5 to the Port. A large majority of inbound trucks will be coming from the Port, in which case they also would use 5th and Porter to access the site. Outbound trucks wanting to travel north would use 5th and Porter to Pacific Highway to access 1-5 or Highway 18. In this event, the travel times are 3 minutes faster during peak hours, it is safer, less congested and more truck friendly, for the reasons stated above, and therefore trucks will choose this route over going North on 5th through Federal Way. Please see exhibit map attached showing drive times both to 1-5 North/Hwy 18 and to 1-5 South and the Port. If you have questions, please feel free to reach out to either one of us. Thank you. Mike Newton Vice President 206-248-7311 Matt Wood Executive Vice President 206-248-7306 t:\active projects\lloyd site milton - 5798\planning - 5798\receivables\market report from brokers-6.13.19.docx y1�•sl• tAI `P;� h. " FEDERAL WAY AUBURN F,�•. ~'_ ate: �, � � a; ,,,,,;�: ..�'; !R/ •`tip .1 Fit 8 MfNUrE3 t ` R i <v,•' ALi3dKA to- Mtr. 7.0 �. 'i s • r.• c .r• ' FAGRC CURRENT LQCA'f1�N _1 ti •S "_ i is •� - r._ �i•• M a^ y" If . i0llA.iNLiTE8 Not 79 - a VE am Kid3'er .' Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Appendix F Proposed Intersection Improvements I* ONLY "LOCAL ACCESS ONLY" ^. g/w ONLY l v I 4 I I 4 'I yil+`�F4 -- - ..... 0 �r RI — 200' 0 40 29TENW �� Transporfal'on EngYneerimg NoAhWesf SCALE IN FEET n..ay. tee.1 I'm— —1— DATE: 03/06119 v s 50' 50' TAPER PORTER WAY I PRELIMINARY - FOR DISCUSSION ONLY DEVELOPMENT-LLOYD MILTON SHEE _ MILTON, WA PORTER WAY & PACIFIC HIGHWAY of INTERSECTION 2 f iNO EX R/W — .�-=i�-�I�� rse' =-�.• \ EX R7W — — — — — - — PRELIMINARY - FOR DISCUSSION ONLY o ao N 1TENW BRIDGE DEVELOPMENT—LLOYD MILTON s"E- SCALE IN FEET Transportal'nn Eng'neerng NorlhWest MILTON, WA 2 iw'"° " PORTER WAY & 5TH AVE OF ° ° �< INTERSECTION 2 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Appendix G City of Federal Way Study Intersections LOS and Queue Worksheets Updated Traffic Impact Analysis Bridge Point 1-5 Seattle 2019 Existing HCM Signalized Intersection Capacity Analysis 1: Pacific H S & S 324th St 1011712019 Mnvement EBL EBT EBR WBL WBT 'IWBR IVBU NBL N.BT NBR SBU SBL Lane Configurations t r M 1 ti ttT+ A Traffic Volume (vph) 116 208 141 337 187 21 71 152 888 238 26 94 Future Volume (vph) 116 208 141 337 187 21 71 152 888 238 26 94 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1 % 1 % 0% Total Lost time (s) 5.0 5.5 5.5 5.5 6.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 0.91 1.00 Frpb, pedlbikes 1.00 1.00 0.98 1.00 1.00 1.00 0.99 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.97 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1796 1830 1530 3342 1789 1773 4905 1713 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow erm 1796 1830 1530 3342 1789 1773 4905 1713 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 118 212 144 344 191 21 72 155 906 243 27 96 RTOR Reduction (vph) 0 0 123 0 3 0 0 0 26 0 0 0 Lane Group Flow (vph) 118 212 21 344 209 0 0 227 1123 0 0 123 Confl. Peds. (#Ihr) 8 9 13 Confl. Bikes (#Ihr) 1 1 2 Heavy Vehicles (%) 1 % 1 % 1 % 3% 3% 3% 1 % 1 % 1 % 1 % 2% 2% Bus Blockages #/hr 0 8 6 6 2 0 6 2 0 8 0 8 Turn Type Prot NA Perm Prot NA Prot Prot NA Prot Prot Protected Phases 7 4 3 8 5 5 2 1 1 Permitted Phases 4 Actuated Green, G (s) 20.3 23.5 23.5 20.3 23.5 24.6 76.2 20.0 Effective Green, g (s) 19.8 23.0 23.0 19.8 23.0 24.6 76.2 20.0 Actuated g/C Ratio 0.12 0.14 0.14 0.12 0.14 0.15 0.48 0.12 Clearance Time (s) 4.5 5.0 5.0 5.0 5.5 5.0 5.0 5.0 Vehicle Extension s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 222 263 219 413 257 272 2336 214 vls Ratio Prot 0.07 0.12 c0.10 c0.12 c0.13 0.23 0.07 v/s Ratio Perm 0.01 v/c Ratio 0.53 0.81 0.09 0.83 0.81 0.83 0.48 0.57 Uniform Delay, dl 65.7 66.3 59.5 68.5 66.4 65.7 28.5 66.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.2 15.5 0.1 12.9 16.9 18.5 0.7 2.3 Delay (s) 67.0 81.8 59.5 81.4 83.3 84.3 29.2 68.3 Level of Service E F E F F F C E Approach Delay (s) 71.3 82.1 38.3 Approach LOS E F D Intersection Summa HCM 2000 Control Delay 48.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 21.0 Intersection Capacity Utilization 78.5% ICU Level of Service D Analysis Period (min) 15 Description: 04Ju12018 - TDG Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 1: Pacific Hwy S & S 324th St 10/17/2019 Movement SBT SBR Lane)�onfigurations ++ 111 Traffic Volume (vph) 1107 110 Future Volume (vph) 1107 110 Ideal Flow (vphpl) 11966 1900 Grade (%) 0% Total Lost time (s) 5.0 Lane Util. Factor 0.91 Frpb, pad/aikes 0.99 Flpb, ped/bikes 1.00 Frt 0.99 Fit Protected 1.00 Sall. Flow (prot) 4941 Fit Permitted 1.00 Satd. Flow (perm) 4641 Peak -hour factor, PH 0.98 0.98 Adj. Flow (vph) 1130 112 RTOR Reduction (vph) 6 0 Lane Group Flow (vph) 1236 0 Confl. Peds. (#/hr) 18 Confl. Bikes (#/hr) Heavy Vehicles_ (%) 2% 2% Bus Blockages (#/hr) '6 Turn Type NA Protected Phases 6 Permitted Phases Actuated, ed Green, G (s) 71.6 Effective Green, g (s) 71.6 Actuated g/C Ratio 0.45 Clearance Time (s) 5.0 Vehicle Extension s) 2.0 Lane Grp Cap (vph) 2211 v/s Ratio Prot c0.25 v/s Ratio Perm v/c Ratio 0.56 Uniform Delay, dl 32.6 Progression'Factor 1.00 Incremental Delay, d2 1.0 Delay (s) 33.6 Level of Service C Approach Delay (s) 36.7 Approach LOS D Intersection Summary Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 2: Pacific H S & S 330th St 10/17I2019 --* --p.- *-- fl 4\ L Movement EBL EBT EBR VVBL WBR NBL SBU SBL Lane Configurations T+ '� 1� t tO A Traffic Volume (vph) 27 24 77 26 16 26 24 55 1128 36 80 27 Future Volume (vph) 27 24 77 26 16 26 24 55 1128 36 80 27 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 4% 0% 2% Total Lost time (s) 5.0 5.0 5.0 5.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 Frpb, ped/bikes 1.00 0.98 1.00 0.97 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.88 1.00 0.91 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1797 1676 1710 1624 1769 5012 1787 Flt Permitted 0.73 1.00 0.61 1.00 0.11 1.00 0.19 Satd. Flow (pwmj 1379 1676 1099 1624 213 5012 366 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 28 24 79 27 16 27 24 56 1151 37 82 28 RTOR Reduction (vph) 0 69 0 0 24 0 0 0 2 0 0 0 Lane Group Flow (vph) 28 34 0 27 19 0 0 80 1186 0 0 110 Confl. Peds. (#/hr) 12 22 12 Heavy Vehicles (%) 0% 0% 0% 3% 3% 3% 1 % 1 % 1 % 1 % 2% 2% Bus Blockages (#/hr) 6 0 6 6 0 6 6 0 6 0 6 0 Turn Type D.P+P NA D.P+P NA D.P+P D.P+P NA D.P+P D.P+P Protected Phases 7 4 3 8 5 5 2 1 1 Permitted Phases 8 4 6 6 2 2 Actuated Green, G (s) 21.9 17.4 21.9 17.4 92.1 82.2 92.1 Effective Green, g (s) 19.9 16.4 19.9 16.4 92.1 82.2 92.1 Actuated g/C Ratio 0.15 0.13 0.15 0.13 0.71 0.63 0.71 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 222 211 184 204 256 3169 367 v/s Ratio Prot 0.00 c0.02 c0.00 0.01 0.02 c0.24 0.02 v/s Ratio Perm 0.02 0.02 0.20 0.19 v/c Ratio 0.13 0.16 0.15 0.10 0.31 0.37 0.30 Uniform Delay, dl 47.6 50.7 49.3 50.2 17.3 11.5 6.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.8 0.8 0.4 1.5 0.3 1.0 Delay (s) 48.1 51.4 50.1 50.7 18.7 11.9 7.5 Level of Service D D D D B B A Approach Delay (s) 50.7 50.4 12.3 Approach LOS D D B Intersection Summary HCM 2000 Control Delay 14.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15 Description: 18Oct2018 - TDG c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 2: Pacific Hw y S & S 33Oth St 10/17/2019 i Movement SBT SBR Lanelponfigu rations ttl� Traffic Volume (vph) 1532 30 Future Volume (vph) 1532 30 Ideal Flow (vphpl) 1900 1900 Grade (%) -2% Total Lost time (s) 4.0 Lane Util. Factor 0.91 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 1.00 Flt Protected 1.00 Satd. Flow (prot) 5076 Flt Permitted 1.00 Satd. Flow (perm) 5076 Peak -hour factor, PHF 0.98 0.98 Adj. Flow (vph) 1563 31 RTOR Reduction (vph) 1 0 Lane Group Flaw (vph) 1593 0 Confl. Peds. (#Ihr) 11 Heavy Vehicles (%) 2% 2% Bus Blockages #1hr 6 0 Turn Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 83.3 Effective Green, g (s) 83.3 Actuated g/C Ratio 0.64 Clearance Time (s) 4.0 Vehicle Extension (s) 5.0 Lane Grp Cap (vph) 3252 v/s Ratio Prot c0.31 v/s Ratio Perm v/c Ratio 0.49 Uniform Delay, d1 12.2 Progression Factor 1.00 Incremental Delay, d2 0.5 Delay (s) 12.8 Level of Service B Approach Delay (s) 12.4 Approach LOS B Intersection Summary Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 3: Pacific Hwy S & S 336th St 10117/2019 *-- *-- it 4\ } I . --0-,(- Movement EBL EBT EBR WBL 1NBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations t 0 M W, ti Traffic Volume (vph) 270 474 317 161 604 118 14 239 809 67 13 95 Future Volume (vph) 270 474 317 161 604 118 14 239 809 67 13 95 Ideal Flow (vphpl) '1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 1% 1% 3% Total Lost time (s) 4.5 5.5 5.5 4.5 5.5 5.0 5.0 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.97 0.91 1.00 Frpb, pedlbikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 0.99 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1719 1853 1511 1716 3376 3368 4891 1762 Flt Permitted 0.17 1.00 1.00 0.15 1.00 0.95 1.00 0.95 Satd. Flow (perm) 304 1853 1511 272 3376 3368 4891 1762 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 276 484 323 164 616 120 14 244 826 68 13 97 RTOR Reduction (vph) 0 0 203 0 15 0 0 0 8 0 0 0 Lane Group Flow (vph) 276 484 120 164 721 0 0 258 886 0 0 110 Confl. Peds. (#Ihr) 13 11 15 Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 2% 2% 2% 2% 4% 4% Bus Siocka es (#Ihr) 6 0 4 4 2 6 4 2 6 0 6 0 Turn Type D.P+P NA Perm D.P+P NA Prot Prot NA Prot Prot Protected Phases 7 4 3 8 5 5 2 1 1 Permitted Phases 8 4 4 Actuated Green, G (s) 38.5 33.0 33.0 38.5 30.0 18.5 42.0 9.0 Effective Green, g (s) 38.5 33.0 33.0 38.5 30.0 18.5 42.0 9.0 Actuated g/C Ratio 0.35 0.30 0.30 0.35 0.27 0.17 0.38 0.08 Clearance Time (s) 4.5 5.5 5.5 4.5 5.5 5.0 5.0 5.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 215 555 453 167 920 566 1867 144 vls Ratio Prot c0.10 0.26 0.05 0.21 0.08 c0.18 c0.06 vls Ratio Perm c0.35 0.08 c0.29 vlc Ratio 1.28 0.87 0.26 0.98 0.78 0.76 Uniform Delay, d1 31.2 36.5 29.3 33.8 37.0 41.2 41.2 25.7 25.7 49.5 49.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 158.2 13.7 0.1 63.8 4.1 0.2 0.9 19.2 Delay (s) 189.5 50.2 29.4 97.6 41.1 41.4 26.5 68.6 Level of Service F D C F D D C E Approach Delay (s) 79.5 51.4 29•9 Approach LOS E D C Intersection Summa HCM 2000 Control Delay 49.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.95 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 20.5 Intersection Capacity Utilization 84.8% ICU Level of Service E Analysis Period (min) 15 Description: 05June2018 - TDG c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 3: Pacific Hwy S & S 3I36th St 10/17/2019 i 4/ Movement SBT SBR LaneXonfegurations ttt r Traffic Volume (vph) 1194 306 Future Volume (vph) 1194 306 Ideal Flow (vphpl) 19l)d 19t)0 Grade (°Io} -3% Total Lost time (s) 5.5 5.5 Lane Util. Factor 0.91 1.00 Frpb, ped/bikes 1.00 0.97 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prat) 5035 1518 At Permitted 1.00 1.00 Satd. Flow (perm) 5035 1518 Peak -hour factor, PHI= 0.98 0.98 Adj. Flow (vph) 1 312 RTOR Reduction (vph) 0 137 Lane Group Flow (vph) 1218 175 Confl. Peds. (#/hr) 11 Heavy Vehicles (%) 40/ 4% Bus Blockages #Ihr 2 Turn Type NA Perm Protected Phases 6 Permitted Phases 6 Actuated Green, G (s) 32.5 32.5 Effective Green, g (s) 32.5 32.5 Actuated g/C Ratio 0.30 0.30 Clearance Time (s) 5;5 5.5 Vehicle Extension (s) 2.0 2.0 Lane Grp Cap (vph) 1487 448 v/s Ratio Prot c0.24 v/s Ratio Perm 0.12 v/c Ratio 0.82 0.39 Uniform Delay, d1 36.0 30.9 Progression Factor 1.00 1.00 incremental Delay_, d2 5.2 2.6 Delay (s) 41.2 33.4 Level of Service D C Approach Delay (s) 41.5 Approach LOS D [nterseciion Summary Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 4: Pacific Hwy S & S 340th PI/16th Ave S 10117I2019 . --1.. f- �- it t Movemeni EBL EBT EBR WBL WBT WBR WII "NBL NBT NBR SBL SBT Lane Configurations 1 t rr Zi ttlt� )) ttl� Traffic Volume (vph) 9 5 15 11 1 676 3 2 369 9 808 806 Future Volume (vph) 9 5 15 11 1 676 3 2 369 9 808 806 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 2% -5% 0% -2% Total Lost time (s) 5.0 5.0 5.0 5.0 6.5 5.0 5.0 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 0.88 1.00 0.91 0.97 0.91 Frpb, pedlbikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.89 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1787 1648 1799 1909 2833 1736 4944 3454 5119 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.32 1.00 0.95 1.00 Satd. Flow (perm) 1787 1648 1799 1909 2833 579 4944 3454 5119 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 095 0.95 0.95 0.95 0.95 Adj. Flow (vph) 9 5 16 12 1 712 3 2 388 9 851 848 RTOR Reduction (vph) 0 15 0 0 0 222 0 0 3 0 0 0 Lane Group Flow (vph) 9 6 0 12 1 490 0 5 394 0 851 851 Confl. Peds. (#/hr) 2 Heavy Vehicles (%) 0% 0% 0% 2% 2% 2% 4% 4% 4% 4% 2% 2% Bus Blockages (#+hr) 0 0 0 2 0 4 0 0 4 2 2 2 Turn Type Prot NA Prot NA pm+ov Perm D.P+P NA Prot NA Protected Phases 7 4 3 8 5 1 6 5 2 Permitted Phases 8 6 2 Actuated Green, G (s) 9.5 6.8 3.7 1.0 112.1 129.0 17.9 111.1 128.0 Effective Green, g (s) 9.5 6.8 3.7 1.0 110.1 129.0 17.9 111.1 128.0 Actuated g/C Ratio 0.06 0.04 0.02 0.01 0.69 0.81 0.11 0.69 0.80 Clearance Time (s) 5.0 5.0 5.0 5.0 5.5 5.0 5.0 5.5 5.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 106 70 41 11 1949 474 553 2398 4095 v/s Ratio Prot c0.01 c0.00 c0.01 0.00 0.17 0.00 c0.08 c0.25 0.17 v/s Ratio Perm 0.01 vlc Ratio 0.08 0.08 0.29 0.09 0.25 0.01 0.71 0.35 0.21 Uniform Delay, dl 71.1 73.6 76.9 79.0 9.4 3.0 68.6 9.9 3.8 Progression Factor 1.00 1.00 1.20 1.17 0.41 0.95 0.88 1.00 1.00 Incremental Delay, d2 0.1 0.2 1.1 1.0 0.0 0.0 3.5 0.4 0.1 Delay (s) 71.3 73.8 93.1 93.3 3.9 2.9 64.1 10.3 4.0 Level of Service E E F F A A E B A Approach Delay (s) 73.0 5.5 63.4 7.1 Approach LOS E A E A Intersection Summary HCM 2000 Control Delay 15.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.39 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 21.5 Intersection Capacity Utilization 52.0% ICU Level of Service A Analysis Period (min) 15 Description: 08July2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 4: Pacific Hwy S & S 340th PI/16th Ave S 10/17/2019 4/ Movemem SPR Ltonficurations Traffic Volume (vph) 3 Future Volume (vph) 3 Ideal Flow (vphpl) 1900 Grade (%) Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (Derml Peak -hour factor, PHF 0.95 Ads. Flow (vph) 3 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Conff. Peds. (#fhr) 1 Heavy Vehicles (%) 2% Bus Blockages #Ihr 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 5: Enchanted Pk S/16th Ave S & S 348th St/SR 18 10117I2019 Movement LBO EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL Lane Configurations Di ttt r ))) ttt r M ti� r Traffic Volume (vph) 13 111 1034 249 856 1312 332 91 255 479 546 314 Future Volume (vph) 13 111 1034 249 856 1312 332 91 255 479 546 314 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 2% 4% 2% Total Lost time (s) 4.5 4.5 4.5 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.91 1.00 0.94 0.91 1.00 0.97 0.91 0.91 0.97 Frpb, pedlbikes 1.00 1.00 0.99 1.00 1.00 0.97 1.00 0.99 0.98 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.95 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 1672 4844 1474 4979 5074 1526 3352 3122 1391 3502 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow erne' 1672 4844 1474 4979 5074 1526 3352 3122 1391 3502 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 14 116 1077 259 892 1367 346 95 266 499 569 327 RTOR Reduction (vph) 0 0 0 83 0 0 165 0 0 34 44 0 Lane Group Flow (vph) 0 130 1077 176 892 1367 181 0 361 704 286 327 Confl. Peds. (#/hr) 2 10 11 Heavy Vehicles (%) 6% 6% 6% 6% 4% 4% 4% 3% 3% 3% 3% 1 % Bus Blockaqes (#/hr) 2 2 0 2 2 2 2 2 2 2 0 0 Turn Type Prot Prot NA Perm Prot NA Perm Prot Prot NA pm+ov Prot Protected Phases 7 7 4 3 8 5 5 2 3 1 Permitted Phases 4 8 2 Actuated Green, G (s) 20.5 48.6 48.6 31.3 59.4 59.4 19.3 43.1 74.4 17.5 Effective Green, g (s) 20.5 48.6 48.6 31.3 59.4 59.4 19.3 43.1 74.4 17.5 Actuated g/C Ratio 0.13 0.30 0.30 0.20 0.37 0.37 0.12 0.27 0.47 0.11 Clearance Time (s) 4.5 4.5 4.5 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 214 1471 447 974 1883 566 404 840 646 383 v/s Ratio Prot 0.08 c0.22 c0.18 0.27 0.11 c0.23 0.09 0.09 v/s Ratio Perm 0.12 0.12 0.12 v/c Ratio 0.61 0.73 0.39 0.92 0.73 0.32 0.89 0.84 0.44 0.85 Uniform Delay, d1 65.9 49.9 44.1 63.1 43.3 35.9 69.3 55.2 28.8 70.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.21 Incremental Delay, d2 3.3 3.3 2.6 12.6 2.5 1.5 20.9 7.0 0.2 15.8 Delay (s) 69.3 53.1 46.6 75.7 45.8 37.4 90.2 62.2 29.0 100.4 Level of Service E D D E D D F E C F Approach Delay (s) 53.4 54.9 61.6 Approach LOS D D E Intersection Summary HCM 2000 Control Delay 61.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 96.8% ICU Level of Service F Analysis Period (min) 15 Description: 02Aug2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 5: Enchanted PKwy S/1 6th Ave S & S 348th St/SR 18 10/17/2019 Movement SBT SBR Lar%Vonfigurations Traffic Volume (Vp -Ij) 11,664 101 Future Volume (vph) 664 101 1-deal Flow (yphpl) 1900 Grade -.1900 -2% Total Lost time (s) 5.'5 Lane Util. Factor 0.95 Frpb, -ed/b[kes Flpb, ped/bikes 1.00 Frt 01.918 Flt Protected 1.00 8atd_. -Flow (-prot) 5 - 1 3516 Flt Permitted 1.00 8atd. Plow (Perm) 35-16 Peak -hour factor, PHF 0.96 0.96 Adj. Flow (vph) 692 106 RTOR Reduction (vph) 7 0 Lane Group Flow (vph)790 0 Confl. Peds. (#/hr) 5 Heavy Vehicles (0/6) 10% 1 % Bus BlockaRes (k1hr) 2 2 Turn Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 40.8 Effective Green, g (s) 40.8 Actuated g/C Ratio 0.25 Clearance Time (s) 5.5 Vehicle Extension (s) 2.0 Lane Grp Cap (vph) 896 v/s Ratio Prot c0.22 v/s Ratio - _ Perm V/c Ratio 0.88 Uniform -Delay, d1l _67.3 Progression Factor 1.25 Incremental Delay, d2 9.7 Delay (s) 81.4 Level of Service F Approach Delay (s) 87.0 Appro - ach LOS F intersection Summary Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 6: Pacific Hwy S & S 352nd St 10/17/2019 it t L* I # Movement WBL WBR NBU NBT NBR SBU SBL SBT Lane Configurations r A ttT,,. Di +tt Traffic Volume (vph) 133 156 2 689 66 34 134 1084 Future Volume (vph) 133 156 2 689 66 34 134 1084 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 12 12 12 12 12 Grade (%) 01% 2% -2% _ Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lane LIM. Factor 1.00 1.00 1.00 0.91 1.00 0.91 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 Said. Flow (prof) 1752 1493 1639 4638 1704 4896 Fit Permitted 0.95 1.00 0.22 1.00 0.31 1.00 Satd. Flow(perm) 1752 1493 387 4638 560 4896 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flo_ w (vph) 141 166 2 733 70 36 143 1153 RTOR Reduction (vph) 0 148 0 4 0 0 0 0 Lane Group Flow (vph) 141 18 2 799 0 0 179 1153 Confl. Peds. (Nhr) 1 2 Heavy Vehicles °l0 3% 3% 9% 9% 9% 7% 7% 7% Turn Type custom Perm D.P+P NA D.P+P D.P+P NA Protected Phases 3 5 2 1 1 6 Permitted Phases 4 3 6 2 2 Actuated Green, G (s) 17.5 17.5 127.5 98.5 127.5 126.5 Effective Green, g (s) 17.5 17.5 127.5 98.5 127.5 126.5 Actuated g1C Ratio 0.11 0.11 0.80 0.62 0.80 0.79 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extensions 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 191 163 316 2855 653 3870 v/s Ratio Prot c0.08 0.00 c0.17 0.05 c0.24 vls Ratio Perm 0.01 0.01 0.17 v/c Ratio 0.74 0.11 0.01 0.28 0.27 0.30 Uniform Delay, d1 69.0 64.2 3.4 14.3 6.9 4.6 Progression Factor 1.00 1.00 1.00 1.00 1.12 0.98 Incremental Delay, d2 12.1 0.1 0.0 0.2 0.1 0.2 Delay (s) 81.1 64.4 3.4 14.5 7.9 4.7 Level of Service F E A B A A Approach Delay (s) 72.0 14.5 5.1 Approach LOS E B A Intersection Summa HCM 2000 Control Delay 16.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.37 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 47.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7: Enchanted Pkvvy S & S 352nd St 10/17/2019 Movement `EBL EBT EBR WBL_ WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vii t r t r tT tt r T raffic Volume (vph) 57 69 83 214 125 262 90 850 199 234 1359 83 Future Volume (vph) 57 69 83 214 125 262 90 850 199 234 1359 83 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 1 % -11 % 0% 1 % Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.98 1.00 0.99 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1730 1835 1507 1852 1965 1628 1752 3368 1744 3473 1491 Flt Permitted 0.45 1.00 1.00 0.71 1.00 1.00 0.12 1.00 0.21 1.00 1.00 Satd. Flow (perm) 818 1835 1507 1387 1965 1628 229 3368 380 3473 1491 Peak -hour factor, PHF 0.98 0-98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 58 70 85 218 128 267 92 867 203 239 1387 85 RTOR Reduction (vph) 0 0 77 0 0 251 0 11 0 0 0 32 Lane Group Flow (vph) 58 70 8 218 128 16 92 1059 0 239 1387 53 Confl. Peds. (#/hr) 9 4 6 9 Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 3% 3% 3% 3% 3% 3% Bus Blockages (#/hr) 2 0 2 2 0 2 0 2 0 0 2 0 Turn Type D.P+P NA Perm D.P+P NA Perm D.P+P NA D.P+P NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 4 4 8 6 2 6 Actuated Green, G (s) 26.7 15.4 15.4 26.7 9.9 9.9 103.3 92.9 103.3 93.3 93.3 Effective Green, g (s) 24.7 14.4 14.4 24.7 8.9 8.9 103.3 92.9 103.3 93.3 93.3 Actuated g/C Ratio 0.16 0.10 0.10 0.16 0.06 0.06 0.69 0.62 0.69 0.62 0.62 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 1.6 1.6 1.6 1.6 1.6 1.6 1.6 3.0 1.6 3.0 3.0 Lane Grp Cap (vph) 230 176 144 260 116 96 259 2085 356 2160 927 v/s Ratio Prot c0.03 0.04 c0.06 0.07 0.02 0.31 0.05 c0.40 v/s Ratio Perm 0.01 0.01 c0.08 0.01 0.22 c0.42 0.04 v/c Ratio 0.25 0.40 0.06 0.84 1.10 0.17 0.36 0.51 0.67 0.64 0.06 Uniform Delay, d1 58.2 63.7 61.6 59.4 70.5 67.0 29.0 15.9 11.3 17.8 11.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.5 0.1 19.6 114.1 0.3 0.3 0.9 3.9 1.5 0.1 Delay (s) 58.4 64.3 61.7 79.1 184.6 67.3 29.3 16.7 15.2 19.3 11.2 Level of Service E E E E F E C B B B B Approach Delay (s) 61.6 96.0 17.7 18.3 Approach LOS E F B B Intersection Summary HCM 2000 Control Delay 33.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 82.3% ICU Level of Service E Analysis Period (min) 15 Description: 01Aug2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 8: 21 st Ave SW & SW 356th St 1I10117I2019 Movement EBL EBT EBR WBL 'RR NBL NBT NBR S$L SBT SBR Lane Configurations 1 t� 1� +T r Traffic Volume (vph) 454 422 3 46 864 189 51 44 37 217 82 375 Future Volume (vph) 454 422 3 46 864 189 51 44 37 217 82 375 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% -1% 0% 1% Total Lost time (s) 4.5 4.5 4.5 4.5 4.0 4.0 4.5 4.5 Lane Util. Factor 0.97 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 F ff 1.00 1.00 1.00 0.97 1.00 0.93 1.00 0.85 At Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 3426 1845 1778 3431 1766 1723 1789 1507 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.97 1.00 Satd. Flow perm 3426 1845 1778 3431 1766 1723 1789 1507 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 468 435 3 47 891 195 53 45 38 224 85 387 RTOR Reduction (vph) 0 0 0 0 12 0 0 20 0 0 0 301 Lane Group Flow (vph) 468 438 0 47 1074 0 53 63 0 0 309 86 Confl. Peds. (#/hr) 16 2 7 10 Confl. Bikes (#/hr) 3 1 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 1 % 1 % 1 % 2% 2% 2% Bus Blockages (#/hr) 1 2 0 0 3 1 3 2 2 0 3 Turn Type Prot NA Prot NA Split NA Split NA Perm Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 6 Actuated Green, G (s) 23.5 64.6 6.4 47.5 10.3 10.3 28.3 28.3 Effective Green, g (s) 23.5 64.6 6.4 47.5 10.3 10.3 28.3 28.3 Actuated g/C Ratio 0.18 0.51 0.05 0.37 0.08 0.08 0.22 0.22 Clearance Time (s) 4.5 4.5 4.5 4.5 4.0 4.0 4.5 4.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 633 937 89 1282 143 139 398 335 v/s Ratio Prot c0.14 0.24 0.03 c0.31 0.03 c0.04 c0.17 v/s Ratio Perm 0.06 v/c Ratio 0.74 0.47 0.53 0.84 0.37 0.45 0.78 0.26 Uniform Delay, d1 48.9 20.2 58.9 36.3 55.3 55.7 46.4 40.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.9 0.1 2.6 4.7 0.6 0.9 8.4 0.1 Delay (s) 52.8 20.3 61.5 41.0 55.9 56.6 54.8 40.9 Level of Service D C E D E E D D Approach Delay (s) 37.1 41.9 56.3 47.1 Approach LOS D D E D Intersection Summary HCM 2000 Control Delay 42.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 127.1 Sum of lost time (s) 17.5 Intersection Capacity Utilization 77.2% ICU Level of Service D Analysis Period (min) 15 Description: 01Aug2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 10: 8th Ave SW & SW 356th St 10/17/2019 Movement EBL EBT t9k WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *i fl, t� 4 + Traffic Volume (vph) 12 632 16 56 1279 29 18 2 23 20 5 12 Future Volume (vph) 12 632 16 56 1279 29 18 2 23 20 5 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 12 11 12 12 15 12 12 15 12 Grade (%) -3% 3% 1% -1% Total Lost time (s) 5.5 5.5 5.0 5.0 6.5 6.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.93 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.98 0.97 Satd. Flow (prot) 1779 3411 1760 3378 1889 1892 At Permitted 0.16 1.00 0.37 1.00 0.85 0.80 Satd. Flow (perm) 295 3411 686 3378 1631 1562 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 12 652 16 58 1319 30 19 2 24 21 5 12 RTOR Reduction (vph) 0 1 0 0 1 0 0 22 0 0 11 0 Lane Group Flow (vph) 12 667 0 58 1348 0 0 23 0 0 27 0 Confl. Peds. (#/hr) 1 2 2 Heavy Vehicles (%) 3% 3% 3% 1 % 1 % 1 % 0% 0% 0% 3% 3% 3% Bus Blockages Who 0 2 0 0 2 0 2 0 2 2 0 2 Turn Type D.P+P NA D.P+P NA Perm NA Perm NA Protected Phases 1 6 5 2 4 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 47.5 37.3 47.5 47.0 7.0 6.0 Effective Green, g (s) 47.5 37.3 47.5 47.0 6.0 6.0 Actuated g/C Ratio 0.67 0.53 0.67 0.67 0.09 0.09 Clearance Time (s) 5.5 5.5 5.0 5.0 5.5 6.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 209 1804 617 2252 138 132 v/s Ratio Prot 0.00 0.20 c0.01 c0.40 v/s Ratio Perm 0.04 0.05 0.01 c0.02 v/c Ratio 0.06 0.37 0.09 0.60 0.17 0.20 Uniform Delay, d1 8.1 9.7 5.0 6.5 29.9 30.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.0 0.0 0.3 0.2 0.3 Delay (s) 8.2 9.8 51 6.8 30.1 30.3 Level of Service A A A A C C Approach Delay (s) 9.7 6.7 30.1 30.3 Approach LOS A A C C Intersection Summa HCM 2000 Control Delay 8.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 70.5 Sum of lost time (s) 17.0 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 Description: 01Aug2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 11: 1 st Ave S & SW 356th St/S 356th St 1011712019 (;; -4- t Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NM SBL SBT Lane Configurations + r tT t r 1� Traffic Volume (vph) 188 538 32 2 19 718 117 29 47 32 356 62 Future Volume (vph) 188 538 32 2 19 718 117 29 47 32 356 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 4% 5% 3% 1 % Total Lost time (s) 5.5 5.5 5.5 4.5 4.5 5.0 4.5 4.5 5.0 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frpb, pedlbikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.98 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 0.87 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1791 1900 1560 1742 3388 1696 1785 1496 1761 1516 Fit Permitted 0.17 1.00 1.00 0.27 1.00 0.22 1.00 1.00 0.73 1.00 Satd. Flow (efm) 328 1900 1560 491 3388 386 1785 1496 1344 1516 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 198 566 34 2 20 756 123 31 49 34 375 65 RTOR Reduction (vph) 0 0 18 0 0 8 0 0 0 31 0 116 Lane Group Flow (vph) 198 566 16 0 22 871 0 31 49 3 375 275 Confl. Peds. (#/hr) 5 1 Confl. Bikes (#/hr) 3 1 Heavy Vehicles (%) 2% 2% 2% 1 % 1 % 1 % 1 % 4% 4% 4% 2% 2% Bus Blockages 4/hr) 2 0 0 0 0 2 2 2 2 0 0 0 Turn Type D.P+P NA Perm custom D.P+P NA D.P+P NA Perm D.P+P NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 2 6 5 6 8 4 4 Actuated Green, G (s) 48.7 46.9 46.9 48.7 37.5 32.3 10.2 10.2 32.3 28.7 Effective Green, g (s) 48.7 46.9 46.9 48.7 37.5 32.3 10.2 10.2 32.3 28.7 Actuated g/C Ratio 0.48 0.47 0.47 0.48 0.37 0.32 0.10 0.10 0.32 0.29 Clearance Time (s) 5.5 5.5 5.5 4.5 4.5 5.0 4.5 4.5 5.0 4.5 Vehicle Extension s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 321 886 728 260 1264 170 181 151 523 432 v/s Ratio Prot c0.07 c0.30 0.00 c0.26 0.01 0.03 c0.16 c0.18 v/s Ratio Perm 0.23 0.01 0.04 0.05 0.00 c0.07 v/c Ratio 0.62 0.64 0.02 0.08 0.69 0.18 0.27 0.02 0.72 0.64 Uniform Delay, dl 17.2 20.4 14.4 15.4 26.6 37.2 41.7 40.7 29.4 31.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 1.1 0.0 0.1 1.3 0.2 0.3 0.0 3.9 2.3 Delay (s) 19.7 21.5 14.4 15.4 27.8 37.4 42.0 40.7 33.3 33.6 Level of Service B C B B C D D D C C Approach Delay (s) 20.7 27.5 40.3 32.1 Approach LOS C C D C Intersection Summa HCM 2000 Control Delay 28.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 100.5 Sum of lost time (s) 19.5 Intersection Capacity Utilization 73.0% ICU Level of Service D Analysis Period (min) 15 Description: 05June2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 11: 1 st Ave S & SW 356th St/S 356th St 10/17/2019 4/ Movement SBR Lan 4Configurations Traffic Volume (vph) 673 Future Volume (vph) 673 Ideal Flow (vphpl) 1900 Grade (%) Total Lost time (s) 4.5 Lane Util. Factor 0.95 Frpb, ped/bikes 0.98 Flpb, ped/bikes 1.00 Frt 0.85 Flt Protected 1.00 Satd. Flow (prot) 1456 Flt Permitted 1.00 Satd. Flow (perm) 1456 Peak -hour factor, PHF 0.95 Adj. Flow (vph) 708 RTOR Reduction (vph) 209 Lane Group Flow (vph) 173 Confl. Peds. (#/hr) 6 Confl. Bikes (#/hr) Heavy Vehicles (%) 2% Bus Blockages #/hr 2 Turn Type Perm Protected Phases Permitted Phases 8 Actuated Green, G (s) 28.7 Effective Green, g (s) 28.7 Actuated g/C Ratio 0.29 Clearance Time (s) 4.5 Vehicle Extension (s) 2.0 Lane Grp Cap (vph) 415 v/s Ratio Prot v/s Ratio Perm 0.12 v/c Ratio 0.42 Uniform Delay, dl 29.1 Progression Factor 1.00 Incremental Delay, d2 0.2 Delay (s) 29.4 Level of Service C Approach Delay (s) Approach LOS Intersection Summary Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 12: Pacific Hwy S & S 356th St 10117/2019 fl t L* 10 Movement EBR wBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations tt tt r M ttll� ti Traffic Volume (vph) 205 263 502 420 423 42 1 183 490 51 7 16 Future Volume (vph) 205 263 502 420 423 42 1 183 490 51 7 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1 % -3% 2% Total Lost time (s) 7.0 5.0 5.0 6.0 5.0 6.0 4.5 4.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1764 3557 1579 1782 3592 1573 3180 4626 1688 Flt Permitted 0.21 1.00 1.00 0.41 1.00 1.00 0.95 1.00 0.40 Satd. Flow(perm) 391 3557 1579 760 3592 1573 3180 4626 715 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 216 277 528 442 445 44 1 193 516 54 7 17 RTOR Reduction (vph) 0 0 413 0 0 37 0 0 6 0 0 0 Lane Group Flow (vph) 216 277 115 442 445 7 0 194 564 0 0 24 Confl. Peds. (#/hr) 1 1 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 9% 9% 9% 9% 8% 8% Bus Blockages #/hr) 2 0 2 2 0 2 2 0 2 0 0 0 Turn Type D.P+P NA Perm D.P+P NA Perm Prot Prot NA custom D.P+P Protected Phases 7 4 3 8 5 5 2 1 Permitted Phases 8 4 4 8 1 2 Actuated Green, G (s) 44.0 21.0 21.0 45.0 24.1 24.1 31.7 79.4 83.0 Effective Green, g (s) 44.0 21.0 21.0 45.0 24.1 23.1 32.7 80.4 83.0 Actuated g/C Ratio 0.29 0.14 0.14 0.30 0.16 0.15 0.22 0.54 0.55 Clearance Time (s) 7.0 5.0 5.0 6.0 5.0 5.0 5.5 5.5 5.5 Vehicle Extension s) 3.0 2.0 2.0 2.0 2.0 2.0 2.0 2.5 2.0 Lane Grp Cap (vph) 296 497 221 391 577 242 693 2479 418 v/s Ratio Prot 0.10 0.08 c0.18 0.12 c0.06 0.12 0.00 v/s Ratio Perm 0.12 0.07 c0.16 0.00 0.03 v/c Ratio 0.73 0.56 0.52 1.13 0.77 0.03 0.28 0.23 0.06 Uniform Delay, d1 43.5 60.2 59.8 53.6 60.3 53.9 48.8 18.4 15.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.7 0.8 1.0 85.9 5.8 0.0 0.1 0.2 0.0 Delay (s) 52.2 60.9 60.9 139.6 66.1 53.9 48.9 18.6 15.3 Level of Service D E E F E D D B B Approach Delay (s) 59.1 100.4 26.3 Approach LOS E F C Intersection Surnmary HCM 2000 Control Delay 58.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 99.9% ICU Level of Service F Analysis Period (min) 15 Description: 9/10/2014 - Traffic Count Consultant c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 12: Pacific Hwy S & S I356th St 10/17/2019 i Movement SBT SBR LaneXonfigurations ttll, Traffic Volume (vph) 1039 153 Future Volume (vph) 1039 153 Ideal Flow (vphpl) 1900 1900 Grade (%) -2% Total Lost time (s) 5.5 Lane Util. Factor 0.91 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.98 Flt Protected 1.00 Satd. Flow (prot) 4736 Flt Permitted 1.00 Said. Flow (perm) 4736 Peak -hour factor, PHF 0.95 0.95 Adj. Flow (vph) 1094 161 RTOR Reduction (vph) 11 0 Lane Group Flow (vph) 1244 0 Confl. Peds. (#Ihr) 1 Heavy Vehicles (%) 8% 8% Bus Blockages #/hr 2 0 Turn Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 51.3 Effective Green, g (s) 51.3 Actuated g/C Ratio 0.34 Clearance Time (s) 5.5 Vehicle Extension (s) 2.5 Lane Grp Cap (vph) 1619 v/s Ratio Prot c0.26 v/s Ratio Perm v/c Ratio 0.77 Uniform Delay, 41 44.1 Progression Factor 1.00 Incremental Delay, d2 3.6 Delay (s) 47.6 Level of Service D Approach Delay (s) 47.0 Approach LOS D Intersection Summary Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 13: 16th Ave S & S 356th St 110117I2019 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tT+ 0 iN t if Traffic Volume (vph) 0 386 17 33 430 0 21 0 75 3 93 279 Future Volume (vph) 0 386 17 33 430 0 21 0 75 3 93 279 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 7% -1 % 3% 0% Total Lost time (s) 4.0 3.0 4.0 4.0 3.0 3.0 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frpb, pedlbikes 1.00 1.00 0.99 0.99 1.00 0.97 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 1.00 0.91 0.85 1.00 0.85 Flt Protected 1.00 1.00 0.98 1.00 1.00 1.00 Satd. Flow (prot) 3386 3510 1518 1433 1860 1537 Flt Permitted 1.00 0.91 0.82 1.00 0.72 1.00 Satd. Flow (perm) 3386 3210 1274 1433 1344 1537 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 0 411 18 35 457 0 22 0 80 3 99 297 RTOR Reduction (vph) 0 2 0 0 0 0 0 0 0 0 0 163 Lane Group Flow (vph) 0 427 0 0 492 0 0 51 51 0 102 134 Confl. Peds. (#Ihr) 8 5 1 8 Heavy Vehicles °lo' 2% 2% 2% 3% 3% 3% 4% 4% 4% 2% 2% 2% Turn Type NA custom NA Perm NA Perm Perm NA Perm Protected Phases 4 5 58 7 6 Permitted Phases 8 7 7 6 6 Actuated Green, G (s) 25.2 59.2 10.5 10.5 70.3 70.3 Effective Green, g (s) 26.2 63.2 11.5 11.5 72.3 72.3 Actuated g/C Ratio 0.16 0.40 0.07 0.07 0.45 0.45 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 1.6 1.6 1.6 3.0 3.0 Lane Grp Cap (vph) 554 1335 91 102 607 694 vls Ratio Prot c0.13 c0.08 vls Ratio Perm 0.06 c0.04 0.04 0.08 c0.09 vlc Ratio 0.77 0.37 0.56 0.50 0.17 0.19 Uniform Delay, d1 64.0 34.3 71.8 71.5 26.0 26.3 Progression Factor 1.00 0.07 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.0 0.0 4.6 1.4 0.6 0.6 Delay (s) 70.0 2.6 76.4 72.9 26.6 27.0 Level of Service E A E E C C Approach Delay (s) 70.0 2.6 74.7 26.9 Approach LOS E A E C Intersection Summary HCM 2000 Control Delay 34.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.38 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 53.3% ICU Level of Service A Analysis Period (min) 15 Description: 06June2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 14: Enchanted Pkwy S & S 356th St 10/17/2I019 4\ t I*\q. # Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations *' r T tT tt Traffic Volume (vph) 191 14 218 51 119 16 334 1006 72 1 6 1016 Future Volume (vph) 191 14 218 51 119 16 334 1006 72 1 6 1016 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 1 % 0% -1 % 1 % Total Lost time (s) 4.0 4.0 3.0 3.0 3.0 4.0 5.0 3.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.94 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.98 1.00 0.99 1.00 1.00 Fit Protected 0.96 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1771 1466 1773 1847 1778 3511 1744 3486 Flt Permitted 0.44 1.00 0.62 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 815 1466 1165 1847 1778 3511 1744 3486 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 199 15 227 53 124 17 348 1048 75 1 6 1058 RTOR Reduction (vph) 0 0 190 0 3 0 0 2 0 0 0 0 Lane Group Flow (vph) 0 214 37 53 138 0 348 1121 0 0 7 1060 Confl. Peds. (#/hr) 19 7 Heavy Vehicles (%) 11, 2% 2% 2% 1 % 1 % 1 % 2% 2% 2% 3% 3% 3% Bus Blockages (#/hr) 0 0 2 2 0 0 0 0 0 0 0 0 Turn Type pm+pt NA Perm Perm NA Prot NA Prot Prot NA Protected Phases 7 4 8 5 2 1 1 6 Permitted Phases 4 4 8 Actuated Green, G (s) 35.7 25.2 25.2 25.2 34.0 102.9 1.4 70.3 Effective Green, g (s) 37.7 26.2 27.2 27.2 36.0 103.9 1.4 72.3 Actuated g/C Ratio 0.24 0.16 0.17 0.17 0.22 0.65 0.01 0.45 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 1.6 1.6 1.6 1.6 2.5 3.0 1.6 3.0 Lane Grp Cap (vph) 260 240 198 313 400 2279 15 1575 v/s Ratio Prot c0.06 0.07 c0.20 0.32 0.00 c0.30 v/s Ratio Perm c0.13 0.03 0.05 v/c Ratio 0.82 0.15 0.27 0.44 0.87 0.49 0.47 0.67 Uniform Delay, d1 58.0 57.4 57.7 59.6 59.7 14.4 78.9 34.5 Progression Factor 0.69 0.34 1.00 1.00 1.13 1.29 1.00 1.00 Incremental Delay, d2 14.8 0.1 0.3 0.4 18.8 0.6 8.1 2.3 Delay (s) 54.9 19.4 58.0 59.9 86.1 19.3 87.1 36.9 Level of Service D B E E F B F D Approach Delay (s) 36.6 59.4 35.1 37.2 Approach LOS D E D D Intersection Summa HCM 2000 Control Delay 37.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15 Description: 05June2018 - TDG c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 14: Enchanted Pkwy S & S 356th St 10/17/2019 4/ Movement SBR Lat{�onfgu�'ariors Traffic Volume (vph) 2 - Future Volume (vph) 2 Ideal Flow (vphpl) 1900 Grade (%) Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt At Protected Satd. Flow (prot) At Permitted Satd. Flow (perm) Peak -hour factor, PHF 0.96 Adj. Flow (vph) 2 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. (#/hr) Heavy Vehicles (%°) 3% Bus Blockages #/hr) 0 Turn Type - — - - Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 24: Enchanted Pkwv S & SR18 Off Ramp 10/17/2019 .r Ir t Movement WBL WBR NBT NBR SSL SBT Lane Configurations )y tt tt TrafI Vol me_�vph) 566 419 944 0 0 1411 Future Volume (vph) 566 419 944 0 0 1411 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Grade (%) 0% -1 % -2% Total Lost time (s) 5.Q 5.0 5.0 Lane Util. Factor 0.97 0.95 0.95 Frpb,, ped/Aes 1.60 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 Frt 0.94 1.00 1.00 Fit Protected 0.97 1.00 1.00 Satd. Flow (prot) 3017 3263 3247 Flt Permitted 0.97 1.00 1.00 Satd. Flow(perm) 3097 3263 3247 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 584 432 973 0 0 1455 RTOR Reduction (vph) 70 0 0 0 0 0 Lane Group Flow (vph) 946 0 973 0 6 1455 _ Confl. Peds. (#Jhr) 4 Heavy Vehicles (%) 2% 2% 261. 2% 3% 3% Bus Blockages Mr) 2 2 2 0 0 2 Turn Type Prot NA NA Protected Phases 8 Permitted Phases 2 6 Actuated Green, G (s) 54.7 95.3 95.3 Effective Green, g (s) 54.7 95.3 95.3 Actuated g/C Ratlo 0.34 0.60 0.60 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 Lane Grp Cap (vph) 1031 1943 1933 v/s Ratio Prot 00.31 vis Ratio Perm 0.30 c0.45 v/c Ratio 0.92 0.50 0.75 Uniform Delay, d1 50.5 18.6 23.7 Progression Factor 1.00 1.00 0.96 Incremental Delay, d2 12.3 0.9 2.3 Delay (s) 62.8 19.6 25.0 Level of Service E B C Approach Delay (s) 52.8 19.6 25.0 Approach LOS E B C Intersection Summa HCM 2000 Control Delay 34.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 82.6% ICU Level of Service E Analysis Period (min) 15 Description: 11 Sept2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 25: Enchanted Pkwy S & Milton Rd S 10/17/2019 Movement EBL EBT EBR WBL INBT VVSR NBL NBT NBR SBL SBT SBR Lane Configurations ` I TT Traffic Volume (vph) 52 43 6 25 81 146 6 610 26 169 1183 363 Future Volume (vph) 52 43 6 25 81 146 6 610 26 169 1183 363 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 5% 2% 3% -2% Total Lost time (s) 5.5 5.5 5.5 4.7 4.7 5.5 4.7 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.85 1.00 0.99 1.00 0.96 Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1616 1813 1845 1555 1778 3465 1787 3435 Flt Permitted 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd Flow (perm) 1616 1813 1845 1555 1778 3465 1787 3435 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 58 48 7 28 90 162 7 678 29 188 1314 403 RTOR Reduction (vph) 0 5 0 0 0 121 0 2 0 0 11 0 Lane Group Flow (vph) 58 50 0 0 118 41 7 705 0 188 1706 0 Confl. Peds. (#/hr) 4 4 Heavy Vehicles(%) 8% 0% 0% 0% 1% 2% 0% 1% 12% 2% 2% 2% Bus Blockages (#/hr) 2 0 2 2 0 2 0 2 0 0 2 0 Turn Type Split NA Split NA pm+ov Prot NA Prot NA Protected Phases 4 4 8 8 1 5 2 1 6 Permitted Phases 8 Actuated Green, G (s) 12.8 12.8 14.4 34.2 1.5 66.8 19.8 85.1 Effective Green, g (s) 12.8 12.8 14.4 34.2 1.5 66.8 19.8 85.1 Actuated g/C Ratio 0.09 0.09 0.11 0.25 0.01 0.49 0.15 0.63 Clearance Time (s) 5.5 5.5 5.5 4.7 4.7 5.5 4.7 5.5 Vehicle Extension (s) 3.5 3.5 3.5 3.5 3.0 6.2 3.5 6.2 Lane Grp Cap (vph) 153 171 196 393 19 1714 262 2165 v/s Ratio Prot c0.04 0.03 c0.06 0.02 0.00 0.20 c0.11 c0.50 v/s Ratio Perm 0.01 v/c Ratio 0.38 0.30 0.60 0.10 0.37 0.41 0.72 0.79 Uniform Delay, d1 57.4 56.9 57.6 38.7 66.3 21.6 54.9 18.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.9 1.1 5.4 0.1 11.7 0.7 9.3 3.0 Delay (s) 59.2 58.0 63.0 38.8 78.0 22.4 64.3 21.3 Level of Service E E E D E C E C Approach Delay (s) 58.6 49.0 22.9 25.6 Approach LOS E D C C Intersection HCM 2000 Control Delay 28.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 135.0 Sum of lost time (s) 21.2 Intersection Capacity Utilization 73.9% ICU Level of Service D Analysis Period (min) 15 Description: 1Aug2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Signalized Intersection Capacity Analysis 26: Enchanted Pkwy S & 19th Way S * I 10/17/2019 � � 1 t Movement EBL EBR NSL NBT SBT SBR Lane Configurations r tt tT+ Traffic Volume (vph) 3f: 28 44 643 1213 77 Future Volume (vph) 35 28 44 643 1213 77 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 9900 Grade (%) 0% -1% 1% Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.06 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1791 1569 1761 3508 3442 Flt Permitted 0.95 1.00 0.19 1.00 1.00 Satd. Flow (perm) 1791 1569 344 3508 3442 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 38 30 47 691 1304 83 RTOR Reduction (vph) 0 29 0 0 2 0 Lane Group Flow (vph) 38 1 47 691 1385 0 Confl. Peds. (#/hr) 2 Heavy Vehicles (%) 0% 0% 3% 3% 3% 3% Bus Blockages (#/hr) 2 2 0 2 2 0 Turn Type Prot Perm Perm NA NA Protected Phases 4 2 6 Permitted Phases 4 2 Actuated Green, G (s) 6.8 6.8 143.2 143.2 143.2 Effective Green, g (s) 6.8 6.8 143.2 143.2 143.2 Actuated g1C Ratio 0.04 0.04 0.89 0.89 0.89 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extensions 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 76 66 307 3139 3080 v/s Ratio Prot c0.02 0.20 c0.40 v/s Ratio Perm 0.00 0.14 v/c Ratio 0.50 0.02 0.15 0.22 0.45 Uniform Delay, d1 74.9 73.4 1.0 1.1 1.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.0 1.1 0.2 0.5 Delay (s) 76.8 73.4 2.1 1.3 2.0 Level of Service E E A A A Approach Delay (s) 75.3 1.3 2.0 Approach LOS E A A Intersection Summa HCM 2000 Control Delay 4.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 49.4% ICU Level of Service A Analysis Period (min) 15 Description: 2008 or before c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 9: 14th Ave SW/13th Way SW & SW 356th St 10/17/2019 q .- Movement EBL EBT EBR WBU WBL WST WBR INK NBT NBR Sk SBT Lane Configurations +$* ti� 4 4 Traffic Volume (veh/h) 34 680 5 1 5 1226 45 3 1 3 36 1 Future Volume (Veh1h) 34 680 5 1 5 1226 45 3 1 3 36 1 Sign Control Free Free Stop Stop, Grade -2% 0% 1 % -1 % Peak Hour Factor 0.95 0.95 0.95 0.95 Ok 0.95 0.95 0.95 0.95 0.95 U.95 6.9$ Hourly flow rate (vph) 36 716 5 0 5 1291 47 3 1 3 38 1 Pedestrians 10 10 10 10 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ftts) 3.5 it 3.5 3.5 Percent Blockage 1 1 1 1 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 Z Upstream signal (ft) pX, platoon unblocked 0-00 - vC, conflicting volume 1348 0 731 1494 2158 380 1778 2138 vC1, stage,1 conf vol 800 800 1334 1334 vC2, stage 2 conf vol 694 1358 444 803 vCu, unblocked vol 1348 0 731 1494 2158 360 1778 2138 tC, single (s) 4.2 0.0 4.1 7.5 6.5 6.I 7.5 6.5 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 2.2 0.0 2-2 3.5 4.0 3.3 3.5 4.0 p0 queue free e/6 93 0 99 99 99 100 75 99 cM capacity (vehlh) 497 0 867 236 161 611 154 188 Direction. Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 36 477 244 5 861 477 7 67 Volume Left 36 0 0 5 b 0 3 38 Volume Right 0 0 5 0 0 47 3 28 cSH 497 17l]0 1700 867 1706 1700 293 206 Volume to Capacity 0.07 0.28 0.14 0.01 0.51 0.28 0.02 0.33 Queue Length 95th (ft) 6 0 0 0 U 0 2 34 Control Delay (s) 12.8 0.0 0.0 9.2 0.0 0.0 17.6 30.7 Lane LOS B A C D Approach Delay (s) 0.6 0.0 17.6 30.7 Approach LOS C D Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 49.6% ICU Level of Service A Analysis Period (min) 15 Description: 06June2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 9: 14th Ave SW/13th Way SW & SW 356th St 10/17/2019 4/ Movement SBR LanWonfigurations Traffic Volume (veh/h) 27 Future Volume (Veh/h) 27 Sign Control Grade Peak Hour Factor 0.95 Hourly flow rate (vph) 28 Pedestrians Lane Width (ft) Walking Speed (ftfs) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked VC, conflicting volume 689 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 689 tC, single (s) 6.9 tC, 2 stage (s) tF (s) 3.3 p0 queue free % 93 cM capacity (veh/h) 385 Direction, Lane # Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 15: Pacific HwyS & S 359th St 10/17I2019 I' Movement WBL WBR NBT NBR SBL SBT Lane Configurations tT4tt Traffic Volume (veh/h) 43 15 729 15 21 2032 Future Volume (Veh/h) 43 15 729 15 21 2032 Sign Control Stop Free Free Grade 2% 3% -3% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 45 16 767 16 22 2139 Pedestrians 10 10 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 Percent Blockage 1 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 776 pX, platoon unblocked 0.75 vC, conflicting volume 1898 402 783 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1530 402 783 tC, single (s) 6.8 6.9 4.2 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 43 97 97 cM capacity (veh/h) 79 598 812 Direction, Lane # WB 1 NB 1 NB 2 SB 1 862 SB 3 Volume Total 61 511 272 22 1070 1070 Volume Left 45 0 0 22 0 0 Volume Right 16 0 16 0 0 0 cSH 103 1700 1700 812 1700 1700 Volume to Capacity 0.60 0.30 0.16 0.03 0.63 0.63 Queue Length 95th (ft) 71 0 0 2 0 0 Control Delay (s) 82.1 0.0 0.0 9.6 0.0 0.0 Lane LOS F A Approach Delay (s) 82.1 0.0 0.1 Approach LOS F Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 67.8% ICU Level of Service Analysis Period (min) 15 Description: 06June2018 - Traffic Data Gathering C Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 16: 16th Ave S & S 359th St 10/17/2019 Movement EBL EBT EBR WBL WBT ►NBR NBU NBL NBT NBR SBU SHL Right Turn Channelized Traffic Volume (veh/h) 11 0 31 0 2 2 2 14 40 0 1 2 Future Volume (veh/h) 11 0 31 0 2 2 2 14 40 0 1 2 Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0,70 0.70 0.70 0.70 0,70 Hourly flow rate (vph) 16 0 44 0 3 3 3 20 57 0 1 3 Approach Volume (veh/h) 60 6 80 Crossing Volume (veh/h) 127 97 20 High Capacity (veh/h) 1254 1284 1363 High v/c (veh/h) 0.05 0.00 0.06 Low Capacity (veh/h) 1042 1069 1142 Low v/c (veh/h) 0.06 0.01 0.07 Intersection Summa Maximum v/c High 0.16 Maximum v/c Low 0.19 Intersection Capacity Utilization 31.3% ICU Level of Service A Description: 9/17/14 - Traffic Count Consultant 4/ Movement SBT SBR Right Turn Channelized Traffic Volume (veh/h) 84 61 Future Volume (veh/h) 84 61 Peak Hour Factor 0.70 0.70 Hourly flow rate (vph) 120 87 Approach Volume (veh/h) 211 Crossing Volume (veh/h) 26 High Capacity (veh/h) 1357 High v/c (veh/h) 0.16 Low Capacity (veh/h) 1136 Low v/c (veh/h) 0.19 Intersection Summary Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 17: Pacific Hwy S & S 373th St 10/17/2019 t II t Movement WBL WBR NBT NBR SBL SST Lane Configurations Y ti' +Tt Traffic Volume (veh/h) 79 35 715 15 54 1865 Future Volume (Veh/h) 79 35 715 15 54 1865 Sign Control Stop Free Free Grade 3% -2% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 86 38 777 16 59 2027 Pedestrians 1 10 10 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 1 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1928 408 794 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1928 408 794 tC, single (s) 6.8 6A 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 0 94 93 cM capacity (veh/h) 54 592 822 Direction. Lane # WB 1 NB 1 NB 2 SB 1 S13 2 Volume Total 124 518 275 735 1351 Volume Left 86 0 0 59 0 Volume Right 38 0 16 0 0 cSH 75 1700 1700 822 1700 Volume to Capacity 1.66 0.30 0.16 0.07 0.79 Queue Length 95th (ft) 264 0 0 6 0 Control Delay (s) 440.3 0.0 0.0 1.8 0.0 Lane LOS F A Approach Delay (s) 440.3 0.0 0.6 Approach LOS F Intersection Summa Average Delay 18.6 Intersection Capacity Utilization 92.6% ICU Level of Service F Analysis Period (min) 15 Description: 30Aug2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 18: 8th Ave S & S 373th St 10/17/2019 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t* Traffic Volume (veh/h) 1 4 16 2 Future Volume (Veh/h) 1 4 16 2 Sign Control Free Grade 10% Peak Hour Factor 0.73 0.73 0.73 0.73 Hourly flow rate (vph) 1 5 22 3 Pedestrians 10 Lane Width (ft) 10.0 Walking Speed (ft/s) 3.5 Percent Blockage 1 Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 26 37 vC1, stage 1 conf vol vC2, stage 2 conf vol 4� 4T+ 9 3 75 3 1 9 3 75 3 1 Free Stop -5% -5% 0.73 0.73 0.73 0.73 0.73 12 4 103 4 1 10 10 10.0 10.0 3.5 3.5 1 1 None 1 4 3 1 4 3 Stop 3% 0.73 0.73 0.73 1 5 4 10 10.0 3.5 1 64 60 36 61 69 34 vCu, unblocked vol 26 37 64 60 36 61 69 34 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 100 88 100 100 100 99 100 cM capacity (veh/h) 1589 1574 892 820 1026 907 810 1028 Direction, Lane # EB 1 WB t NB 1 SB 1 Volume Total 28 19 108 10 Volume Left 1 3 103 1 Volume Right 22 4 1 4 cSH 1589 1574 890 896 Volume to Capacity 0.00 0.00 0.12 0.01 Queue Length 95th (ft) 0 0 10 1 Control Delay (s) 0.3 1.2 9.6 9.1 Lane LOS A A A A Approach Delay (s) 0.3 1.2 9.6 9.1 Approach LOS A A intersection Summa Average Delay 7.0 Intersection Capacity Utilization 22.7% ICU Level of Service A Analysis Period (min) 15 Description: 22Sept2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 19: S 372 Way & S 373th St 10/17/2019 t II i Movement EBL ESR NBL NBT SBT SBR Lane Configurations Y +' 1� Sign Control Stop Stop Stop Traffic Volume (vph) 4 2 1 9 21 13 Future Volume (vph) 4 2 1 9 21 13 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Hourly flow rate (vph) 5 2 1 11 25 16 Direction, Lane # EB i K8.1 561 Volume Total (vph) 7 12 41 Volume Left (vph) 5 1 0 Volume Right (vph) 2 0 16 Hadj (s) -0.03 0.02 -0.23 Departure Headway (s) 4.0 4.0 3.7 Degree Utilization, x 0.01 0.01 0.04 Capacity (veh/h) 887 901 967 Control Delay (s) 7.0 7.0 6.9 Approach Delay (s) 7.0 7.0 6.9 Approach LOS A A A intersection Summa Delay 6.9 Level of Service A Intersection Capacity Utilization 15.0% ICU Level of Service A Analysis Period (min) 15 Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 20: 8th Ave S & S 372 Way 10/17/2019 T 4 Movement W8L WBR NBT NBR SBL SBT Lane Configurations Y T 4 Sign Control Stop Stop Stop Traffic Volume (vph) 22 2 78 8 1 21 Future Volume (vph) 22 2 76 8 1 21 Peak Hour Factor 0.73 0.73' 0.73 0.73 0.73 0.73 Hourly flow rate (vph) 30 3 107 11 ! 29 Direction. Lane 9 WB 1 NB 1 SB 1 Volume Total (vph) 33 118 30 Volume Left (vph) 30 0 1 Volume Right_(vph) 3 11 6 Hadj (s) 0.13 -0.01 0.01 Departure He (s) 4.3 4.6 4.1 Degree Utilization, x 0.04 0.13 0.03 Capacity (vehlh) 799 882 863 Control Delay (s) 7.5 7.6 7.2 Approach Delay (s) 7.5 7.6 7.2 Approach LOS A A A Intersection Surnma Delay 7.5 Level of Service A Intersection Capacity Utilization 16.3% ICU Level of Service A Analysis Period (min) _ 15 Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 21: S 375th St & 8th Ave S 10/1712019 t i Movement. WBL WBR NBT NBR SBL SBT Lane Configurations Y 1E 4 Sign Control Stop Stop Stop Traffic Volume (vph) 3 90 0 1 43 1 Future Volume (vph) 3 90 0 1 43 1 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 Hourly flow rate (vph) 4 120 0 1 57 1 Direction, Lane # WB 1 NB 1 SB t Volume Total (vph) 124 1 58 Volume Left (vph) 4 0 57 Volume Right (vph) 120 1 0 Hadj (s) -0.54 -0.60 0.20 Departure Headway (s) 3.5 3.6 4.3 Degree Utilization, x 0.12 0.00 0.07 Capacity (veh/h) 1009 954 805 Control Delay (s) 7.0 6.6 7.7 Approach Delay (s) 7.0 6.6 7.7 Approach LOS A A A Intersection Summary Delay 7.2 Level of Service A Intersection Capacity Utilization 21.5% ICU Level of Service A Analysis Period (min) 15 Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 22: Milton Rd S & S 375th SVS 376th St 10/17/2019 ---I. ■--- t i 4-1 Movement EBL EBT EBR WBL WST WBR NBL NBT NBR SBL SBT SBR Lane Configurations *T, +T, 4 4T+ Traffic Volume (veh/h) 24 2 13 1 2 8 7 72 0 2 401 66 Future Volume (Veh/h) 24 2 13 1 2 8 7 72 0 2 401 66 Sign Control Stop Stop Free Free Grade 2% 2% 2% -1% Peak Hour Factor 0.92 U.92 0.92 0,92 0.92 0.92 0.92 0.92 4.92 0.92 0.92 0.92 Hourly flow rate (vph) 26 2 14 1 2 9 8 78 0 2 436 72 Pedestrians 10 10 10 10 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 3.5 Percent Blockage 1 1 1 1 Righf tum flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 600 590 vC1, stage 1 conf vol vC2, stage 2 conf vol 492 605 626 98 518 vCu, unblocked vol 600 $66 492 665 tC, single (s) 7.1 6.5 6.2 7.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 pl) queue free "/6 93 100 98 100 cM capacity (veh/h) 394 411 570 385 Direction, Lane # EB i W8 t NB 1 SB 1 Volume Total 42 12 86 510 Volume Left 26 1 8 2 Volume Right 14 9 0 72 cSH 440 697 1048 1506 Volume to Capacity 0.10 0.02 0.01 0.00 Queue Length 95th (ft) 8 1 1 0 Control Delay (s) 14.0 10.3 0.8 0.0 Lane LOS B B A A Approach Delay (s) 14.0 10.3 0.8 0.0 Approach LOS B B Intersections Summa None 88 626 98 518 88 6-5 6.2 4A 4.1 4.0 3.3 2.2 2.2 99 99 99 10U 392 945 1048 1506 Average Delay 1.2 Intersection Capacity Utilization 42.8% ICU Level of Service Analysis Period (mini) 15 Description: 22Sept2018 - Traffic Data Gathering A None Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 23: Milton Rd S & S 369th St 10/17/2019 I 1 t Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y 1� Traffic Volume (veh/h) 17 7 79 32 19 462 Future Volume (Veh/h) 17 7 79 32 19 462 Sign Control Stop Free Free Grade -2% 1 % 2% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 18 7 82 33 20 481 Pedestrians 10 10 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 Percent Blockage t 1 Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 630 108 115 vC1, stage 1 conf vol 98 vC2, stage 2 conf vol 531 vCu, unblocked vol 630 108 115 tC, single (s) 6.5 6.2 4.1 tC, 2 stage (s) 5.5 tF (s) 3.6 3.3 2.2 p0 queue free % 97 99 99 cM capacity (veh/h) 536 942 1487 Direction. Lane # WB i NB 1 SB i Volume Total 25 115 501 Volume Left 18 0 20 Volume Right 7 33 0 cSH 610 1700 1487 Volume to Capacity 0.04 0.07 0.01 Queue Length 95th (ft) 3 0 1 Control Delay (s) 11.2 0.0 0.4 Lane LOS B A Approach Delay (s) 11.2 0.0 0.4 Approach LOS B Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 43.7% ICU Level of Service A Analysis Period (min) 15 Description: 22Aug2018- - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2019 Existing - PM Peak Hour LANE LEVEL OF SERVICE Lane Level of Service V Site: 16 [2019 Existing - PM Peak Hour] Lloyd Site Milton 16th Ave S / S 359th St Site Category: (None) Roundabout Approaches Intersection South I East North I West LOS A A A A A r Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies SIDRA INTERSECTION 8.0 1 Copyright © 2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: TENW I Processed: Monday, July 22, 2019 9:11:01 AM Project: T\Active Projects\Lloyd Site Milton - 5798\Planning - 5798\LOS\Federal Way\16th Ave 3 & S 359th St.sip8 LANE SUMMARY Site: 16 [2019 Existing - PM Peak Hour] Lloyd Site Milton 16th Ave S / S 359th St Site Category: (None) Roundabout South: 16th Ave S Lane 1d 81 0.0 1350 0.060 100 3.1 LOS A Approach 81 0.0 0.060 3.1 LOS A East: S 359th St Lane 1 d 7 0.0 1250 0.006 100 2.9 LOS A Approach 7 0.0 0.006 2.9 LOS A North: 16th Ave S Lane 1 d 211 1.4 1323 0.160 100 4.0 LOS A Approach 211 1.4 0.160 4.0 LOS A West: S 359th St Lane 1d 61 0.0 1206 0.051 100 3.4 LOSA Approach 61 0.0 0.051 3.4 LOS A Intersection 361 0.8 0.160 3.7 LOS A 0.3 6.7 _ Full 1600 0.0 0.0 0.3 6.7 0.0 _ 0.6 Full 1600 0.0 0.0 0.0 0.6 _0.8 19.7 0.8 19.7 0.2 5.5 0.2 5.5 0.8 19.7 Full 1600 0.0 0.0 Full 1600 0.0 0.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap -Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 8.0 1 Copyright © 2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: TENW I Processed: Monday, July 22, 2019 9:11:01 AM Project: T\Active Projects\Lloyd Site Milton - 5798\Planning - 5798\LOS\Federal Way\16th Ave S & S 359th St.sip8 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle 2024 Without Project HCM Signalized Intersection Capacity Analysis 1: Pacific H S & S 324th St 10117/2019 * � Movement EBL EBT EBR WBL WBR NBU NBL NBT NBR SBU SBL Lane Configurations t r T+ ° ttrt-, A Traffic Volume (vph) 128 230 155 372 206 24 79 168 981 262 28 104 Future Volume (vph) 128 230 155 372 206 24 79 168 981 262 28 104 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1 % 1 % 0% Total Lost time (s) 5.0 5.5 5.5 5.5 6.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 0.97 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1796 1830 1535 3342 1789 1773 4917 1713 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1796 1830 1535 3342 1789 1773 4917 1713 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 131 235 158 380 210 24 81 171 1001 267 29 106 RTOR Reduction (vph) 0 0 131 0 4 0 0 0 34 0 0 0 Lane Group Flow (vph) 131 235 27 380 230 0 0 252 1234 0 0 135 Confl. Peds. (#/hr) 8 9 13 Confl. Bikes (#/hr) 1 1 2 Heavy Vehicles(%) 1% 1% 1% 3% 3% 3% 1% 1% 1% 1% 2% 2% Bus Blockages (#/hr) 0 8 6 6 2 0 6 2 0 8 0 8 Turn Type Prot NA Perm Prot NA Prot Prot NA Prot Prot Protected Phases 7 4 3 8 5 5 2 1 1 Permitted Phases 4 Actuated Green, G (s) 15.2 21.2 21.2 15.1 21.1 17.9 50.7 13.0 Effective Green, g (s) 14.7 20.7 20.7 14.6 20.6 17.9 50.7 13.0 Actuated g/C Ratio 0.12 0.17 0.17 0.12 0.17 0.15 0.42 0.11 Clearance Time (s) 4.5 5.0 5.0 5.0 5.5 5.0 5.0 5.0 Vehicle Extension s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 220 315 264 406 307 264 2077 185 v/s Ratio Prot 0.07 0.13 c0.11 c0.13 c0.14 0.25 0.08 v/s Ratio Perm 0.02 v/c Ratio 0.60 0.75 0.10 0.94 0.75 0.95 0.59 0.73 Uniform Delay, dl 49.8 47.2 41.8 52.2 47.2 50.6 26.7 51.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.93 1.55 1.00 Incremental Delay, d2 2.9 8.1 0.1 28.5 8.5 40.9 1.2 11.5 Delay (s) 52.7 55.3 41.9 80.7 55.7 87.8 42.5 63.3 Level of Service D E D F E F D E Approach Delay (s) 50.6 71.2 50.0 Approach LOS D E D Intersection Summa HCM 2000 Control Delay 48.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 21.0 Intersection Capacity Utilization 84.2% ICU Level of Service E Analysis Period (min) 15 Description: 04Jul2018 - TDG Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 1: Pacific Hwy S & S 324th St 10/17/2019 Movement SBT SBR Lanel;onfigurations ttl_� Traffic Volume (vpfi) 1222 122 Future Volume (vph) 1222 122 Ideal Flow (vphpl} 1960 1900 Grade (%) 0% Total Lost #ime (s) _ 5.0 Lane Util. Factor 0.91 Frpb, ped/bikes o.99 Flpb, ped/bikes 1.00 Fit 0.99 Flt Protected 1.00 Satd. Flow (prot) 4947 Flt Permitted 1.00 Satd. Flow(perm) 4947 Peak -hour factor, PHF 0.98 _ 0.98 Adj. Flow (vph) 1247 124 RTOR Reduction (vph) 9 0 Lane Group Flow (vph) 1362 0 Confl. Peds. (#/hr) 18 Confl. Bikes (#Ihr) Heavy Vehicles (%) 2% 2% Bus b6cka es #Ihr 6 2 Turn Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 45.8 Effective Green, g (s) 45.8 Actuated g/C Ratio 0.38 Clearance Time (s) 5.0 Vehicle Extension (s) 2.0 Lane Grp Cap (vph) 1888 v/s Ratio Prot c0.28 v/s Ratio Perm v/c Ratio 0.72 Uniform Delay, d1 31.7 Progression Factor 1.06 Incremental Delay, d2 2.4 Delay (s) 34.1 Level of Service C Approach Delay (s) 36.7 Approach LOS D Intersection Summary Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 2: Pacific H S & S 330th St 10/17/2019 --,, f *-- #1 *\ * I L* "► Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Vi 1 T+ a tt� Di Traffic Volume (vph) 29 27 84 28 18 28 27 61 1246 39 88 29 Future Volume (vph) 29 27 84 28 18 28 27 61 1246 39 88 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 4% 0% 2% Total Lost time (s) 5.0 5.0 5.0 5.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 Frpb, ped/bikes 1.00 0.98 1.00 0.97 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.89 1.00 0.91 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1797 1682 1710 1631 1769 5013 1787 Flt Permitted 0.73 1.00 0.61 1.00 0.08 1.00 0.16 Satd. Flow (perm) 1374 1682 1096 1631 153 5013 302 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 30 28 86 29 18 29 28 62 1271 40 90 30 RTOR Reduction (vph) 0 73 0 0 25 0 0 0 2 0 0 0 Lane Group Flow (vph) 30 41 0 29 22 0 0 90 1309 0 0 120 Confl. Peds. (#/hr) 12 22 12 Heavy Vehicles (%) 0% 0% 0% 3% 3% 3% 1 % 1 % 1 % 1 % 2% 2% Bus Blockages (#/hr) 6 0 6 6 0 6 6 0 6 0 6 0 Turn Type D.P+P NA D.P+P NA D.P+P D.P+P NA D.P+P D.P+P Protected Phases 7 4 3 8 5 5 2 1 1 Permitted Phases 8 4 6 6 2 2 Actuated Green, G (s) 22.2 18.6 22.2 18.6 81.8 71.7 81.8 Effective Green, g (s) 20.2 17.6 20.2 17.6 81.8 71.7 81.8 Actuated g/C Ratio 0.17 0.15 0.17 0.15 0.68 0.60 0.68 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extensions 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 240 246 197 239 252 2995 330 v/s Ratio Prot 0.00 c0.02 c0.00 0.01 0.03 c0.26 0.03 v/s Ratio Perm 0.02 0.02 0.21 0.22 v/c Ratio 0.12 0.17 0.15 0.09 0.36 0.44 0.36 Uniform Delay, dl 42.4 44.8 44.2 44.3 26.1 13.2 7.7 Progression Factor 1.00 1.00 1.00 1.00 0.57 0.44 1.45 Incremental Delay, d2 0.5 0.7 0.7 0.4 1.3 0.3 0.9 Delay (s) 42.9 45.4 44.9 44.7 16.2 6.1 12.0 Level of Service D D D D B A B Approach Delay (s) 44.9 44.7 6.8 Approach LOS D D A 'Intersection Summary HCM 2000 Control Delay 15.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period (min) 15 Description: 180ct2018 - TDG c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 2: Pacific Hwy S & S 33Oth St 10/17/2019 Movement SBT SBR LaneSonfiguralions +tT* Traffic Volume (vph) 1691 33 Future Volume (vph) 1691 33 Ideal Flow (vphpl) 1966 1900 Grade (%) -2% Total Lost time (s) 4.0 Lane Util. Factor 0.91 Frpb, Ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 1.00 Flt Protected 1.00 Satd. Flow (prot) 5076 Flt Permitted 1.00 Satd. Flow (perm) 5076 Peak -hour factor, PHF 0.98 0.98 Adj. Flow (vph) 1726 34 RTOR Reduction (vph) 1 0 Lane Group Flow (vph) 1759 0 Confl. Peds. (#Jhr) 11 Heavy Vehicles (%) 2% 20/6 Bus Blockages s# o 6 0 Turn Type . NA _ Protected Phases 6 Permitted Phases Actuated Green, G (s) 70.8 Effective Green, g (s) 70.8 Actuated g/C Ratio 0.59 Clearance Time (s) 4.0 Vehicle Extension (s) 5.0 Lane Grp Cap (vph) 2994 v/s Ratio Prot c0.35 v/s Ratio Penn v/c Ratio 0.59 Uniform Delay, d1 15.4 Progression Factor 1.25 Incremental Delay, d2 0.6 Delay (s) 19.8 Level of Service B Approach Delay (s) 19.3 Approach LOS B Intersection Summary Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 3: Pacific Hwy S & S 336th St 10/17/2019 -11 --0. ■- #� t L* Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBIJ SBL Lane Configurations ) + r fl� M ttl A Traffic Volume (vph) 298 524 350 178 667 131 16 264 893 74 15 105 Future Volume (vph) 298 524 350 178 667 131 16 264 893 74 15 105 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 1 % 1 % 3% Total Lost time (s) 4.5 5.5 5.5 4.5 5.5 5.0 5.0 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 0.99 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1719 1853 1509 1716 3374 3368 4889 1762 Flt Permitted 0.13 1.00 1.00 0.14 1.00 0.95 1.00 0.95 Satd Flow (perm) 229 1853 1509 254 3374 3368 4889 1762 Peak -hour factor, PH 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 304 535 357 182 681 134 16 269 911 76 15 107 RTOR Reduction (vph) 0 0 123 0 14 0 0 0 8 0 0 0 Lane Group Flow (vph) 304 535 234 182 801 0 0 285 979 0 0 122 Confl. Peds. (#/hr) 13 11 15 Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 2% 2% 2% 2% 4% 4% Bus Blockages (#/hr) 6 0 4 4 2 6 4 2 6 0 6 0 Turn Type D.P+P NA Perm D.P+P NA Prot Prot NA Prot Prot Protected Phases 7 4 3 8 5 5 2 1 1 Permitted Phases 8 4 4 Actuated Green, G (s) 49.8 40.4 40.4 49.8 31.6 11.0 37.6 12.1 Effective Green, g (s) 49.8 40.4 40.4 49.8 31.6 11.0 37.6 12.1 Actuated g/C Ratio 0.41 0.34 0.34 0.41 0.26 0.09 0.31 0.10 Clearance Time (s) 4.5 5.5 5.5 4.5 5.5 5.0 5.0 5.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 321 623 508 219 888 308 1531 177 v/s Ratio Prot c0.14 0.29 0.06 0.24 c0.08 0.20 0.07 v/s Ratio Perm c0.25 0.16 0.28 v/c Ratio 0.95 0.86 0.46 0.83 0.90 0.93 0.64 0.69 Uniform Delay, dl 33.8 37.1 31.3 27.2 42.7 54.1 35.4 52.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.06 0.99 1.04 Incremental Delay, d2 35.8 10.9 0.2 21.8 12.0 31.0 2.0 7.3 Delay (s) 69.5 48.1 31.5 49.0 54.7 88.1 37.1 61.3 Level of Service E D C D D F D E Approach Delay (s) 48.6 53.7 48.5 Approach LOS D D D Intersection Summary HCM 2000 Control Delay 56.8 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.5 Intersection Capacity Utilization 91.1% ICU Level of Service F Analysis Period (min) 15 Description: 05June2018 - TDG c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 3: Pacific Fla S & S 336th St 10/17/2019 i Movement SBT SBR Lanelponfigu rations ttt r Traffic Volume (vph) 1319 338 Future Volume (vph) 1319 338 Ideal Flow (vphpl) 1900 1900 Grade (%) -3% Total Lost time (s) 5.5 5.5 Lane Util. Factor 0.91 1.00 Frpb, ped/bikes 1.00 0.97 Flpb, ped/bikes 1.00 1.00 Frt 1.60 0.85 At Protected 1.00 1.00 Satd. flow (prot) 5035 1516 Flt Permitted I nn 1 nn Satd. Flow (oerm) 5035 1516 Peak -hour factor, PHF 0.98 0.98 Adj. Flow (vph) 134.6 345 RTOR Reduction (vph) 0 196 Lane Group Flow (vph) 1346 149 Confl. Peds. (#/hr) 11 Heavy Vehicles (%) 4% 4% Bus Blockages #Ihr 4 2 Turn Type NA Perm Protected Phases 6 Permitted Phases 6 Actuated Green, G (s) 38.7 38.7 Effective Green, g (s) 38.7 38.7 Actuated g/C Ratio 0.32 0.32 Clearance Time (s) 5.5 5.5 Vehicle Extension (s) 2.0 2.0 Lane Grp Cap (vph) 1623 488 v/s Ratio Prot c0.27 v/s Ratio Perm 0.10 v/c Ratio 0.83 0.31 Uniform Delay, d1 37.6 30.6 Progression Factor 1.42 3.90 Incremental Delay, d2 4.3 1.4 Delay (s) 57.6 120.7 Level of Service E F Approach Delay (s) 69.9 Approach LOS E Intersection Summary Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 4: Pacific Hwv S & S 340th PI/16th Ave S 10117I2019 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations 11 t rr tt� vir, tT'T+ Traffic Volume (vph) 10 6 17 12 1 747 3 2 408 10 892 890 Future Volume (vph) 10 6 17 12 1 747 3 2 408 10 892 890 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 2% -5% 0% -2% Total Lost time (s) 5.0 5.0 5.0 5.0 6.5 5.0 5.0 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 0.88 1.00 0.91 0.97 0.91 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.89 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1787 1652 1799 1909 2833 1736 4942 3454 5120 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.28 1.00 0.95 1.00 Satd. Flow (perm) 1787 1652 1799 1909 2833 517 4942 3454 5120 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 11 6 18 13 1 786 3 2 429 11 939 937 RTOR Reduction (vph) 0 17 0 0 0 265 0 0 3 0 0 0 Lane Group Flow (vph) 11 7 0 13 1 521 0 5 437 0 939 940 Confl. Peds. (#/hr) 2 Heavy Vehicles (%) 0% 0% 0% 2% 2% 2% 4% 4% 4% 4% 2% 2% Bus Blockages (#!hr) 0 0 0 2 0 4 0 0 4 2 2 2 Turn Type Prot NA Prot NA pm+ov Perm D.P+P NA Prot NA Protected Phases 7 4 3 8 5 1 6 5 2 Permitted Phases 8 6 2 Actuated Green, G (s) 12.1 9.6 3.5 1.0 71.6 86.4 15.8 70.6 85.4 Effective Green, g (s) 12.1 9.6 3.5 1.0 69.6 86.4 15.8 70.6 85.4 Actuated g/C Ratio 0.10 0.08 0.03 0.01 0.58 0.72 0.13 0.59 0.71 Clearance Time (s) 5.0 5.0 5.0 5.0 5.5 5.0 5.0 5.5 5.5 Vehicle Extensions 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 180 132 52 15 1643 382 650 2032 3643 v/s Ratio Prot c0.01 c0.00 c0.01 0.00 0.18 0.00 c0.09 c0.27 0.18 v/s Ratio Perm 0.01 v/c Ratio 0.06 0.06 0.25 0.07 0.32 0.01 0.67 0.46 0.26 Uniform Delay, d1 48.8 51.0 57.0 59.0 13.0 4.7 49.6 14.0 6.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 2.04 0.93 1.20 1.38 Incremental Delay, d2 0.1 0.1 0.9 0.7 0.0 0.0 2.1 0.5 0.1 Delay (s) 48.9 51.1 57.9 59.7 13.0 9.7 48.4 17.2 8.5 Level of Service D D E E B A D B A Approach Delay (s) 50.4 13.8 48.0 12.9 Approach LOS D B D 8 Intersection Summa HCM 2000 Control Delay 18.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 21.5 Intersection Capacity Utilization 55.2% ICU Level of Service B Analysis Period (min) 15 Description: 08July2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 4: Pacific Hwy S & S 340th PI/16th Ave S 10/17/2019 4/ Movement SBR L+ onflgurations Traffic Volume (vph) 3 Future Volume (vph) 3 Ideal Flow (vphpl) 1900 Grade (%) foul Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow foerml Peak -hour factor, PHF 0.95 Adj. Flow (vph) 3 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. (#/hr) 1 Heavy Vehicles (%) 2% Bus Blockages f#/hr1 0 Turn Type, Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot A Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 5: Enchanted Pkw S/16th Ave S & S 348th St/SR 18 10/18/2019 Movement EBU EBT EBR WBL VVBT MR NBIJ NBL NBT NBR SBL Lane Configurations Zi ttt r ))) ttt r A) TT F in Traffic Volume (vph) 15 123 1142 275 945 1448 366 100 282 529 602 347 Future Volume (vph) 15 123 1142 275 945 1448 366 100 282 529 602 347 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 2% 4% 2% Total Lost time (s) 4.5 4.5 4.5 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.91 1.00 0.94 0.91 1.00 0.97 0.91 0.91 0.97 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.97 1.00 0.99 0.98 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.95 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 1672 4844 1474 4979 5074 1526 3352 3123 1390 3502 Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd Flow (perm) 1672 4844 1474 4979 5074 1526 3352 3123 1390 3502 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 16 128 1190 286 984 1508 381 104 294 551 627 361 RTOR Reduction (vph) 0 0 0 85 0 0 169 0 0 32 42 0 Lane Group Flow (vph) 0 144 1190 201 984 1508 212 0 398 782 322 361 Confl. Peds. (#/hr) 2 10 11 Heavy Vehicles (%) 6% 6% 6% 6% 4% 4% 4% 3% 3% 3% 3% 1% Bus Blockages (#Jhr)_ 2 2 0 2 2 2 2 2 2 2 0 0 Turn Type Prot Prot NA Perm Prot NA Perm Prot Prot NA pm+ov Prot Protected Phases 7 7 4 3 8 5 5 2 3 1 Permitted Phases 4 8 2 Actuated Green, G (s) 20.5 45.1 45.1 32.0 56.6 56.6 20.0 45.2 77.2 18.2 Effective Green, g (s) 20.5 45.1 45.1 32.0 56.6 56.6 20.0 45.2 77.2 18.2 Actuated g/C Ratio 0.13 0.28 0.28 0.20 0.35 0.35 0.12 0.28 0.48 0.11 Clearance Time (s) 4.5 4.5 4.5 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 214 1365 415 995 1794 539 419 882 670 398 v/s Ratio Prot 0.09 c0.25 c0.20 0.30 0.12 c0.25 0.10 0.10 v/s Ratio Perm 0.14 0.14 0.14 v/c Ratio 0.67 0.87 0.48 0.99 0.84 0.39 0.95 0.89 0.48 0.91 Uniform Delay, d1 66.6 54.7 47.8 63.8 47.6 38.8 69.5 54.9 27.9 70.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.4 7.9 4.0 25.5 4.9 2.1 30.7 10.4 0.2 23.3 Delay (s) 73.0 62.6 51.7 89.3 52.5 40.9 100.2 65.3 28.1 93.3 Level of Service E E D F D D F E C F Approach Delay (s) 61.6 63.6 65.5 Approach LOS E E E Intersection 5ummary HCM 2000 Control Delay 66.0 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.93 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 101.4% ICU Level of Service G Analysis Period (min) 15 Description: 02Aug2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 5: Enchanted Pk S/16th Ave S & S 348th St/SR 18 10/18/2019 i Movement SBT SSR LaAMonfigurations t' Traffic Volume (vph) 733 111 Future Volume (vph) /33 Ill Ideal Flow (vphpl) 9900 1900 Grade (%) 72% Tofal Lost_time (s) 5.5 Lane Util. Factor 0.95 Frpb, ped//bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.98 Flt Protected 1.00 Satd. Flow (prot) 3516 Flt Permitted 1.00 Satd. Flow (perm) 3516 Peak -hour factor, PH 0.96 0.96 Ad) - flow (vph) 764 116- RTOR Reduction (vph) 7 0 Lane Group Flow (vph) 873 0 Confl. Peds. (Nhr) 5 Heavy Vehicles N 1 % 1 % Bus Blockages (#fhr) 2 2 Turn Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 42.9 Effective Green, g (s) 42.9 Actuated g/C Ratio 0.27 Clearance Time (s) 5.5 Vehicle Extension (s) 2.0 Lane Grp Cap (vph) 942 Ws Ratio Prot c0.25 v/s Ratio Perm v/c Ratio 0.93 Uniform Delay, d1 57.0 Progression Factor 1.00 .Incremental Delay, d2 14A Delay (s) 71.4 Level of Service E Approach Delay (s) 77.8 Approach LOS E Intersection Summary Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 6: Pacific Hwv S & S 352nd St 1011712019 { it t L* Movement WBL ►NBR NBU NST NBR SQU S13L SBT Lane Configurations A ttT ti f tt Traffic Volume (vph) 146 172 2 760 73 37 148 1197 Future Volume (vph) 146 172 2 760 73 37 148 1197 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 12 12 12 12 12 tirade (%) 00% 2"/0 -2% Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 6.91 1.00 0.91 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 1494 1639 4638 1704 4896 Flt Permitted_ 0.95 1.00 0.20 1.00 0.29 1.00 Satd. Flow(pen)_1752 1494 340 4638 513 4896 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 154 181 2 800 77 39 156 1260 RTOR Reduction (vph) 0 160 0 6 0 0 0 0 Lane Group Flow (vph) 154 21 2 871 0 0 195 1260 Confl. Peds. (#Mr) 1 2 Heavv Vehicles °'° 3% 3% 9% 9% 9% 7% 7% 7% Turn Type custom Perm D.P+P NA D.P+P D.P+P NA Protected Phases 3 5 2 1 1 6 Permitted Phases 4 3 6 2 2 Actuated Green, G (s) 13.7 13.7 91.3 70.3 91.3 90.3 Effective Green, g (s) 13.7 13.7 91.3 70.3 91.3 90.3 Actuated g/C Ratio 0.11 0.11 0.76 0.59 0.76 0.75 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extensions 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 200 170 269 2717 598 3684 v/s Ratio Prot c0.09 0.00 0.19 0.06 c0.26 v/s Ratio Perm 0.01 0.01 r.0.19 v/c Ratio 0.77 0.12 0.01 0.32 0.33 0.34 Uniform Delay, d1 51.6 47.7 3.6 12.7 7.6 4.9 Progression Factor 1.32 3.36 0.76 1.72 1.99 1.59 Incremental_ Delay, d2 14.9 0.1 0.0 0.3 0.1 0.3 Delay (s) 83.1 160.6 2.7 22.1 15.2 8.1 Level of Service F F A C B A Approach Delay (s) 125.0 22.0 9.1 Approach LOS F C A Intersection Summa HCM 2000 Control Delay 27.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 49.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7: Enchanted Pkwy S & S 352nd St 10/17/2019 Movement JEBL EBT EBft WBL WBT W8Jk NBL- _tVBT ' NBR SBL ' SBT SBR Lane Configurations t r VIi t r tT tt r Traffic Volume (vph) 63 77 91 236 139 289 99 938 220 258 1500 91 Future Volume (vph) 63 77 91 236 139 289 99 938 220 258 1500 91 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 1 % -11 % 0% 1 % Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.98 1.00 0.99 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prof) 1730 1835 1512 1852 1965 1630 1752 3371 1744 3473 1498 Fit Permitted 0.55 1.00 1.00 0.71 1.00 1.00 0.08 1.00 0.15 1.00 1.00 Satd. Flow (perm) 1010 1835 1512 1376 1965 1630 154 3371 272 3473 1498 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 64 79 93 241 142 295 101 957 224 263 1531 93 RTOR Reduction (vph) 0 0 84 0 0 253 0 13 0 0 0 39 Lane Group Flow (vph) 64 79 9 241 142 42 101 1168 0 263 1531 54 Confl. Peds. (#/hr) 9 4 6 9 Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 3% 3% 3% 3% 3% 3% Bus Blockages (#Ihr) 2 0 2 2 0 2 0 2 0 0 2 0 Turn Type D.P+P NA Perm D.P+P NA Perm D.P+P NA D.P+P NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 4 4 8 6 2 6 Actuated Green, G (s) 22.8 12.1 12.1 22.8 17.9 17.9 77.2 64.2 77.2 70.2 70.2 Effective Green, g (s) 20.8 11.1 11.1 20.8 16.9 16.9 77.2 64.2 77.2 70.2 70.2 Actuated g/C Ratio 0.17 0.09 0.09 0.17 0.14 0.14 0.64 0.54 0.64 0.59 0.59 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 1.6 1.6 1.6 1.6 1.6 1.6 1.6 3.0 1.6 3.0 3.0 Lane Grp Cap (vph) 198 169 139 276 276 229 192 1803 334 2031 876 v/s Ratio Prot 0.01 0.04 c0.07 0.07 0.03 0.35 0.09 c0.44 v/s Ratio Perm 0.05 0.01 c0.08 0.03 0.31 c0.42 0.04 v/c Ratio 0.32 0.47 0.06 0.87 0.51 0.18 0.53 0.65 0.79 0.75 0.06 Uniform Delay, d1 45.8 51.6 49.7 47.0 47.7 45.5 37.0 19.9 15.2 18.5 10.7 Progression Factor 1.07 0.89 23.11 1.00 1.00 1.00 0.76 0.74 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.7 0.1 24.2 0.7 0.1 1.1 1.7 10.8 2.7 0.1 Delay (s) 49.4 46.8 1148.5 71.2 48.4 45.6 29.4 16.4 26.0 21.1 10.9 Level of Service D D F E D D C B C C B Approach Delay (s) 481.6 55.3 17.5 21.3 Approach LOS F B C Intersection Summa HCM 2000 Control Delay 52.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 87.9% ICU Level of Service E Analysis Period (min) 15 Description: 01Aug2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 8: 21 st Ave SW & SW 356th St 10/17/2019 --io.- Movement EBL EBT EBR WBL WBT WBR NBL NST NBR SBT SBR Lane Configurations T# 0 T 4 r Traffic Volume (vph) 501 466 3 51 954 208 56 48 41 240 90 414 Future Volume (vph) 501 466 3 51 954 208 56 48 41 240 90 414 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% -1 % 0% 1 % Total Lost time (s) 4.5 4.5 4.5 4.5 4.0 4.0 4.5 4.5 Lane Util. Factor 0.97 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.97 1.00 0.93 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.96 1.00 Satd. Flow (prot) 3426 1845 1778 3432 1766 1724 1788 1511 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.96 1.00 Satd. Flow(perm) 3426 1845 1778 3432 1766 1724 1788 1511 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 516 480 3 53 984 214 58 49 42 247 93 427 RTOR Reduction (vph) 0 0 0 0 14 0 0 28 0 0 0 337 Lane Group Flow (vph) 516 483 0 53 1184 0 58 63 0 0 340 90 Confl. Peds. (#/hr) 16 2 7 10 Confl. Bikes (#Ihr) 3 1 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 1 % 1 % 1 % 2% 2% 2% Bus Blockaqes #/hr) 1 2 0 0 3 1 3 1 2 2 0 3 Turn Type Prot NA Prot NA Split NA Split NA Perm Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 6 Actuated Green, G (s) 18.5 52.9 6.5 40.9 9.8 9.8 23.3 23.3 Effective Green, g (s) 18.5 52.9 6.5 40.9 9.8 9.8 23.3 23.3 Actuated g/C Ratio 0.17 0.48 0.06 0.37 0.09 0.09 0.21 0.21 Clearance Time (s) 4.5 4.5 4.5 4.5 4.0 4.0 4.5 4.5 Vehicle Extension s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 576 887 105 1276 157 153 378 320 v/s Ratio Prot c0.15 0.26 0.03 c0.34 0.03 c0.04 c0.19 v/s Ratio Perm 0.06 v/c Ratio 0.90 0.54 0.50 0.93 0.37 0.41 0.90 0.28 Uniform Delay, dl 44.8 20.1 50.2 33.1 47.2 47.4 42.2 36.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.1 0.4 1.4 11.4 0.5 0.7 22.7 0.2 Delay (s) 60.9 20.4 51.6 44.6 47.7 48.0 64.9 36.5 Level of Service E C D D D D E D Approach Delay (s) 41.3 44.9 47.9 49.1 Approach LOS D D D D Intersection Sunnriary HCM 2000 Control Delay 44.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.5 Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period (min) 15 Description: 01Aug2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 10: 8th Ave SW & SW 356th St 10/17/2019 ■--- 4-- t 41 Movement EBL EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tT+ 0 *T+ Traffic Volume (vph) 14 698 18 62 1412 32 20 2 26 23 6 14 Future Volume (vph) 14 698 18 62 1412 32 20 2 26 23 6 14 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 12 11 12 12 15 12 12 15 12 Grade (%) -3% 3% 1 % -1 % Total Lost time (s) 5.5 5.5 5.0 5.0 6.5 6.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.93 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.98 0.97 Satd. Flow (prot) 1779 3410 1760 3378 1887 1892 At Permitted 0.13 1.00 0.33 1.00 0.84 0.80 Satd. Flow (perm) 239 3410 617 3378 1625 1560 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 14 720 19 64 1456 33 21 2 27 24 6 14 RTOR Reduction (vph) 0 1 0 0 1 0 0 25 0 0 13 0 Lane Group Flow (vph) 14 738 0 64 1488 0 0 25 0 0 31 0 Confl. Peds. (#/hr) 1 2 2 Heavy Vehicles (%) 3% 3% 3% 1 % 1 % 1 % 0% 0% 0% 3% 3% 3% Bus Blockages (#Ihr) 0 2 0 0 2 0 2 0 2 2 0 2 Turn Type D.P+P NA D.P+P NA Perm NA Perm NA Protected Phases 1 6 5 2 4 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 50.2 39.1 50.2 49.6 7.3 6.3 Effective Green, g (s) 50.2 39.1 50.2 49.6 6.3 6.3 Actuated g/C Ratio 0.68 0.53 0.68 0.67 0.09 0.09 Clearance Time (s) 5.5 5.5 5.0 5.0 5.5 6.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 175 1814 594 2279 139 133 v/s Ratio Prot 0.00 0.22 c0.02 c0.44 v/s Ratio Perm 0.05 0.06 0.02 c0.02 v/c Ratio 0.08 0.41 0.11 0.65 0.18 0.23 Uniform Delay, dl 9.6 10.3 5.6 6.9 31.2 31.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.1 0.0 0.5 0.2 0.3 Delay (s) 9.7 10.3 5.6 7.5 31.4 31.7 Level of Service A B A A C C Approach Delay (s) 10.3 7.4 31.4 31.7 Approach LOS B A C C Intersection Summa HCM 2000 Control Delay 9.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 73.5 Sum of lost time (s) 17.0 Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15 Description: 01Aug2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 11: 1 st Ave S & SW 356th SUS 356th St - t 1I10117/2019 i ---► Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t1 t r 1' r Traffic Volume (vph) 207 593 35 23 793 130 32 52 37 393 69 743 Future Volume (vph) 207 593 35 23 793 130 32 52 37 393 69 743 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 4% 5% 3% 1% Total Lost time (s) 5.5 5.5 5.5 4.5 4.5 5.0 4.5 4.5 5.0 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.98 1.00 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 0.88 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1791 1900 1560 1742 3388 1696 1785 1496 1761 1517 1457 Flt Permitted 0.14 1.00 1.00 0.22 1.00 0.15 1.00 1.00 0.72 1.00 1.00 Satd. Flow (perm) 256 1900 1560 412 3388 263 1785 1496 1337 1517 1457 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 095 0.95 0.95 0.95 0.95 Adj. Flow (vph) 218 624 37 24 835 137 34 55 39 414 73 782 RTOR Reduction (vph) 0 0 20 0 11 0 0 0 34 0 148 221 Lane Group Flow (vph) 218 624 17 24 961 0 34 55 5 414 285 201 Confl. Peds. (#/hr) 5 1 6 Confl. Bikes (#Ihr) 3 1 Heavy Vehicles (%) 2% 2% 2% 1 % 1 % 1 % 4% 4% 4% 2% 2% 2% Bus Blockages #/hr 2 0 0 0 2 2 2 2 0 0 0 2 Turn Type D.P+P NA Perm D.P+P NA D.P+P NA Perm D.P+P NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 2 6 6 8 4 4 8 Actuated Green, G (s) 48.3 46.4 46.4 48.3 36.9 30.5 13.5 13.5 30.5 27.2 27.2 Effective Green, g (s) 48.3 46.4 46.4 48.3 36.9 30.5 13.5 13.5 30.5 27.2 27.2 Actuated g/C Ratio 0.49 0.47 0.47 0.49 0.38 0.31 0.14 0.14 0.31 0.28 0.28 Clearance Time (s) 5.5 5.5 5.5 4.5 4.5 5.0 4.5 4.5 5.0 4.5 4.5 Vehicle Extension s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 303 896 736 228 1271 129 245 205 488 419 403 v/s Ratio Prot c0.08 c0.33 0.00 c0.28 0.01 0.03 c0.15 0.19 v/s Ratio Perm 0.27 0.01 0.05 0.07 0.00 c0.12 0.14 v/c Ratio 0.72 0.70 0.02 0.11 0.76 0.26 0.22 0.03 0.85 0.68 0.50 Uniform Delay, dl 17.8 20.4 13.9 15.4 26.8 40.3 37.7 36.7 30.7 31.7 29.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.7 1.9 0.0 0.1 2.3 0.4 0.2 0.0 12.4 3.6 0.4 Delay (s) 24.4 22.3 13.9 15.5 29.1 40.7 37.9 36.7 43.1 35.3 30.2 Level of Service C C B B C D D D D D C Approach Delay (s) 22.5 28.8 38.3 36.1 Approach LOS C C D D Intersection Summary HCM 2000 Control Delay 30.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 98.3 Sum of lost time (s) 19.5 Intersection Capacity Utilization 78.1% ICU Level of Service D Analysis Period (min) 15 Description: 05June2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 12: Pacific Hyyy S & S 356th St 10/17/2019 .4--- ,bl 4; t � L* Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT SBU SBL Lane Configurations tt r tt r M ttl� Di Traffic Volume (vph) 226 291 554 464 467 46 1 202 541 56 8 18 Future Volume (vph) 226 291 554 464 467 46 1 202 541 56 8 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1 % -3% 2% Total Lost time (s) 7.0 5.0 5.0 6.0 5.0 6.0 4.5 4.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1764 3557 1579 1782 3592 1573 3180 4626 1688 Flt Permitted 0.34 1.00 1.00 0.50 1.00 1.00 0.95 1.00 0.35 Satd. Flow(perm) 633 3557 1579 932 3592 1573 3180 4626 616 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 _ 0.95 0.95 0.95 0.95 _ 0.95 0.95 0.95 Adj. Flow (vph) 238 306 583 488 492 48 1 213 569 59 8 19 RTOR Reduction (vph) 0 0 188 0 0 35 0 0 9 0 0 0 Lane Group Flow (vph) 238 306 395 488 492 13 0 214 619 0 0 27 Confl. Peds. (#/hr) 1 1 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 9% 9% 9% 9% 8% 8% Bus Blockages (#/hr) 2 0 2 2 0 2 2 0 2 0 0 0 Turn Type D.P+P NA Perm D.P+P NA Perm Prot Prot NA custom D.P+P Protected Phases 7 4 3 8 5 5 2 1 Permitted Phases 8 4 4 8 1 2 Actuated Green, G (s) 48.0 31.0 31.0 49.0 34.0 34.0 14.9 45.3 49.0 Effective Green, g (s) 48.0 31.0 31.0 49.0 34.0 33.0 15.9 46.3 49.0 Actuated g/C Ratio 0.40 0.26 0.26 0.41 0.28 0.28 0.13 0.39 0.41 Clearance Time (s) 7.0 5.0 5.0 6.0 5.0 5.0 5.5 5.5 5.5 Vehicle Extension s) 3.0 2.0 2.0 2.0 2.0 2.0 2.0 2.5 2.0 Lane Grp Cap (vph) 385 918 407 508 1017 432 421 1784 284 v/s Ratio Prot 0.07 0.09 c0.14 0.14 c0.07 0.13 0.00 v/s Ratio Perm 0.18 c0.25 0.25 0.01 0.04 v/c Ratio 0.62 0.33 0.97 0.96 0.48 0.03 0.51 0.35 0.10 Uniform Delay, dl 25.5 36.1 44.0 34.8 35.7 31.8 48.4 26.1 21.5 Progression Factor 1.00 1.00 1.00 0.74 0.78 1.00 1.00 1.00 0.56 Incremental Delay, d2 2.9 0.1 36.0 29.2 0.1 0.0 0.4 0.5 0.1 Delay (s) 28.4 36.2 80.1 55.0 27.9 31.8 48.8 26.7 12.1 Level of Service C D F D C C D C B Approach Delay (s) 57.2 40.9 32.3 Approach LOS E D C Intersection Summary HCM 2000 Control Delay 49.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.92 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 108.5% ICU Level of Service G Analysis Period (min) 15 Description: 9/10/2014 - Traffic Count Consultant c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 12: Pacific Hwy S & S 356th St 10/17/2019 i Movement SBT SBR Lanelponfigu rations Traffic Volume (vph) 169 Future Volume (vph) 1148 169 Ideal Flow (yphpl) 1900 1900 Grade (%) -2% Total Lost time (s) 5.6 Lane Util. Factor 0.91 Frp ,ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.98 Fit Protected 1.00 Satd. Flow (prot) 4736 Fit Permitted 1.00 Satd. Flow (perm) 4736 Peak -hour factor, PHF 0.95 0.95 Adj. Flow (vph) 1208 178 RTOR Reduction (vph) 16 0 Lane Group Flow (vph) 1370 0 Confl. Peds. (#Ihr) 1 Heavy Vehicles (%) 86/. 86/6 Bus Blockages #Ihr 2 0 Turn Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 34.1 Effective Green, g (s) 34.1 Actuated g/C Ratio 0.28 Clearance Time (s) 5.5 Vehicle Extension {s) 2.5 Lane Grp Cap (vph) 1345 v/s Ratio Prot c0.29 A Ratio Perm v/c Ratio 1.02 Uniform Delay, d1 43.0 Progression Factor 0.72 Incremental Delay, d2 28.6 Delay (s) 59.7 Level of Service E Approach Delay (s) 58.8 Approach LOS E Intersection Summary Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 13: 16th Ave S & S 356th St 10/17/2019 --L- 4\ t � Movement EBL EBT EBR WBL '_WBT WBR NBL NBT -MR SBL SBT SBR Lane Configurations tTa *Tt +1� r t r Traffic Volume (vph) 0 426 19 36 475 0 24 0 83 3 102 309 Future Volume (vph) 0 426 19 36 475 0 24 0 83 3 102 309 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 7% -1% 3% 0% Total Lost time (s) 4.0 3.0 4.0 4.0 3.0 3.0 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.99 0.99 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 1.00 0.92 0.85 1.00 0.85 Flt Protected 1.00 1.00 0.98 1.00 1.00 1.00 Satd. Flow (prot) 3387 3510 1523 1433 1860 1544 Flt Permitted 1.00 0.92 0.80 1.00 0.73 1.00 Satd. Flow (perm) _ 3387 3258 1248 1433 1352 1544 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 448 20 38 500 0 25 0 87 3 107 325 RTOR Reduction (vph) 0 3 0 0 0 0 0 0 0 0 0 187 Lane Group Flow (vph) 0 465 0 0 538 0 0 55 57 0 110 138 Confl. Peds. (#/hr) 8 5 1 8 Heald Vehicles (%) 2% 2% 2% 3% 3% 3% 4% 4% 4% 2% 2% 2% Turn Type NA custom NA Perm NA Perm Perm NA Perm Protected Phases 4 5 58 7 6 Permitted Phases 8 7 7 6 6 Actuated Green, G (s) 18.0 43.2 8.0 8.0 48.8 48.8 Effective Green, g (s) 19.0 47.2 9.0 9.0 50.8 50.8 Actuated g/C Ratio 0.16 0.39 0.08 0.08 0.42 0.42 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 1.6 1.6 1.6 3.0 3.0 Lane Grp Cap (vph) 536 1338 93 107 572 653 v/s Ratio Prot c0.14 c0.09 vls Ratio Perm 0.07 c0.04 0.04 0.08 c0.09 v/c Ratio 0.87 0.40 0.59 0.53 0.19 0.21 Uniform Delay, dl 49.3 26.2 53.7 53.5 21.7 21.9 Progression Factor 1.51 0.09 1.00 1.00 1.06 1.81 Incremental Delay, d2 13.3 0.0 6.5 2.5 0.7 0.7 Delay (s) 87.6 2.4 60.3 56.0 23.6 40.4 Level of Service F A E E C D Approach Delay (s) 87.6 2.4 58.1 36.2 Approach LOS F A E D Intersection Summa HCM 2000 Control Delay 41.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15 Description: 06June2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 14: Enchanted Pk= S & S 356th St 10/17/2019 * Movement VVBL WBT WSR NBL NBT NBR SBL SBT SBR Lane Configurations +T r 1 tT tt Traffic Volume (vph) 211 16 241 56 132 18 368 1110 80 8 1122 2 Future Volume (vph) 211 16 241 56 132 18 368 1110 80 8 1122 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 1 % 0% -1 % 1 % Total Lost time (s) 4.0 4.0 3.0 3.0 3.0 4.0 5.0 3.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, pedlbikes 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.98 1.00 0.99 1.00 1.00 Flt Protected 0.96 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Said. Flow (prot) 1771 1486 1773 1847 1778 3512 1744 3486 Flt Permitted 0.41 1.00 0.61 1.00 0.95 1.00 0.95 1.00 Satd. Flow pram 769 1486 1141 1847 1778 3512 1744 3486 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 220 17 251 58 138 19 383 1156 83 8 1169 2 RTOR Reduction (vph) 0 0 211 0 4 0 0 3 0 0 0 0 Lane Group Flow (vph) 0 237 40 58 153 0 383 1236 0 8 1171 0 Confl. Peds. (#/hr) 19 7 Heavy Vehicles (%) 2% 2% 2% 1 % 1 % 1 % 2% 2% 2% 3% 3% 3% Bus Blockages (#Ihr) 0 0 2 2 0 0 0 0 0 0 0 0 Turn Type pm+pt NA Perm Perm NA Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 Actuated Green, G (s) 26.0 18.0 18.0 18.0 25.2 72.8 1.2 48.8 Effective Green, g (s) 28.0 19.0 20.0 20.0 27.2 73.8 1.2 50.8 Actuated g/C Ratio 0.23 0.16 0.17 0.17 0.23 0.61 0.01 0.42 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 1.6 1.6 1.6 1.6 2.5 3.0 1.6 3.0 Lane Grp Cap (vph) 254 235 190 307 403 2159 17 1475 v/s Ratio Prot c0.07 0.08 c0.22 0.35 0.00 c0.34 v/s Ratio Perm c0.15 0.03 0.05 v/c Ratio 0.93 0.17 0.31 0.50 0.95 0.57 0.47 0.79 Uniform Delay, dl 45.1 43.7 43.9 45.4 45.7 13.7 59.1 30.1 Progression Factor 0.98 0.59 1.00 1.00 0.84 0.59 0.78 0.86 Incremental Delay, d2 28.2 0.1 0.3 0.5 29.2 0.9 5.0 3.1 Delay (s) 72.2 25.8 44.2 45.9 67.7 9.0 51.3 28.9 Level of Service E C D D E A D C Approach Delay (s) 48.3 45.5 22.9 29.0 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay 29.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 86.5% ICU Level of Service E Analysis Period (min) 15 Description: 05June2018 - TDG c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 24: Enchanted Pkwy S & SR18 Off Ram 10/17/2019 , Movement WBL WBR NBT NBR SBL SBT Lane Configurations ly tt tt Traffic Volume (vph) 625 463 1042 0 0 1557 Future Volume (vph) 625 463 1042 0 0 1557 Ideal Flow (vphpl) 1960 1§66 1900 1900 1900 1900 Grade (%) 0% -1 % -2% TofalLosttime ,(s) 5.0 5.0 5.() Lane Util. Factor 0.97 0.95 0.95 Frpb, ped/bikes 1.0.0 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 Frt 6.94 1.00 1.00 Fit Protected 0.97 1.00 1.00 Satd. Flow (prot) 3275 3543 3526 Fit Permitted 0.97 1.00 1.00 Satd. Flow (perm) 3275 3543 3526 Peak -hour factor, PH 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 644 477 1074 6 0 1605 RTOR Reduction (vph) 49 0 0 0 0 0 Lane Group Flow (vph) 1072 6 1074 6 6 1605 Confl. Peds. (#/hr) 4 Heavy Vehicles N 2% 2% 2% 2% 3% 3% Bus Blockages Whr 2 2 2 0 0 2 Turn Type Prot NA NA Protected Phases 8 2 6 Permitted Phases Actuated Green, G (s) 42.5 67.5 67.5 Effective Green, g (s) 42.5 67.5 67.5 Actuated g/C Ratio 0.35 0.56 0.56 Clearance Time (s) 5.0 Vehicle Extension (s) 2.0 2.0 2.0 Lane Grp Cap (vph) 1159 1992 1983 v/s Ratio Prot c0.33 0.30 c0.46 v/s Ratio Perm v/c Ratio_ 0.92 0.54 0.81 Uniform Delay, d1 371 16.5 21.1 Progression Factor 1.00 1.00 0.56 Incremental Delay, 42 12.1 1.1 2.9 Delay (s) 49.3 17.5 14.7 Level of Service D B B Approach Delay (s) 49.3 17.5 14.7 Approach LOS D B B Intersection Summary HCM 2000 Control Delay 25.7 HCM 2000 Level of Se vice C HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 83.8% ICU Level of Service E Analysis Period (min) 15 Description: 11 Sept2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 25: Enchanted Pkwy S & Milton Rd S -*--- 4.4\ t 1I1011712019 i --p- Movement EBL EBT EBR WBi_ WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� f; r tT tt Traffic Volume (vph) 57 47 7 28 89 161 7 673 29 187 1306 401 Future Volume (vph) 57 47 7 28 89 161 7 673 29 187 1306 401 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 5% 2% 3% -2% Total Lost time (s) 5.5 5.5 5.5 4.7 4.7 5.5 4.7 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.85 1.00 0.99 1.00 0.96 Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1632 1814 1845 1555 1778 3465 1787 3435 Flt Permitted 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1632 1814 1845 1555 1778 3465 1787 3435 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 60 49 7 29 94 169 7 708 31 197 1375 422 RTOR Reduction (vph) 0 5 0 0 0 115 0 2 0 0 13 C Lane Group Flow (vph) 60 51 0 0 123 54 7 737 0 197 1784 C Confl. Peds. (#Ihr) 4 4 Heavy Vehicles (%) 7% 0% 0% 0% 1 % 2% 0% 1 % 12% 2% 2% 2% Bus Blockaqes #+'hr 2 0 2 2 0 2 0 2 0 0 2 0 Turn Type Split NA SPlit NA pm+ov Prot NA Prot NA Protected Phases 4 4 8 8 1 5 2 1 6 Permitted Phases 8 Actuated Green, G (s) 12.2 12.2 13.8 38.4 1.4 47.5 24.6 70.7 Effective Green, g (s) 12.2 12.2 13.8 38.4 1.4 47.5 24.6 70.7 Actuated g/C Ratio 0.10 0.10 0.12 0.32 0.01 0.40 0.21 0.59 Clearance Time (s) 5.5 5.5 5.5 4.7 4.7 5.5 4.7 5.5 Vehicle Extensions 3.5 3.5 3.5 3.5 3.0 6.2 3.5 6.2 Lane Grp Cap (vph) 166 185 213 500 20 1379 368 2035 vls Ratio Prot c0.04 0.03 c0.07 0.02 0.00 0.21 c0.11 c0.52 vls Ratio Perm 0.01 vlc Ratio 0.36 0.27 0.58 0.11 0.35 0.53 0.54 0.88 Uniform Delay, d1 49.9 49.5 50.0 28.4 58.5 27.4 42.3 20.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 1.0 4.0 0.1 10.3 1.5 1.7 5.7 Delay (s) 51.5 50.4 54.0 28.5 68.8 28.9 43.9 26.3 Level of Service D D D C E C D C Approach Delay (s) 51.0 39.3 29.3 28.0 Approach LOS D D C C Intersection Summa HCM 2000 Control Delay 30.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 119.3 Sum of lost time (s) 21.2 Intersection Capacity Utilization 79.1% ICU Level of Service D Analysis Period (min) 15 Description: 1 Aug2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 26: Enchanted Pkwy S & 19th Way S 10/17/2019 Movement EBL EBR NSL NBT SBT SBR Lane Configurations I r tt 0 Traffic Volume (vph) 38 30 48 709 1339 84 Future Volume (vph) 38 30 48 709 1339 84 Ideal Flow (yphpl) 9900 1900 1900 1900 1906 1900 Grade (%) 0% -1% 1% Total Lost time (s) 5.0 5.0 5.0 5.0 50 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 Frpb, pedlbik@s 1.00 0.98 'i.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt '1.60 0.85 1.00 1.00 0.99 Fit Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1791 1573 1761 3508 3443 Flt Permitted 0.95 1.00 0.16 1.00 1.00 Said. Flow (perm) 1791 1573 298 3508 3443 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow,(vph) 40 32 51 746 1409 88 RTOR Reduction (vph) 0 30 0 0 2 0 Lane Group Flow (vph) 40 2 51 746 1495 0 Confl. Peds. (4/hr) 2 Heavy Vehicles (°!a) 06/. 06/6 3°% 3% 3% 3% Bus Blockages ftr 2 2 0 2 2 0 .Turn Type Prot Perm Perm NA NA Protected Phases 4 2 6 Permitted Phases 4 2 Actuated Green, G (s) 6.4 6.4 103.6 103.6 103.6 Effective Green, g'(s) 6.4 6.4 103.6 103.6 103.6 Actuated g/C Ratio 0.05 0.05 0.86 0.86 0.86 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 95 83 257 3028 2972 v/s Ratio Prot c0.02 0.21 c0.43 v/s Ratio Perm_ 0.00 0.17 v/c Ratio 0.42 0.02 0.20 0.25 0.50 Uniform Delay, d1_ 55.0 53.8 1.4 1.4 id Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.0 1.7 0.2 6.6 Delay (s) 56.1 53.9 3.1 1.6 2.6 Level of service E D A A A NEOP Approach Delay (s) 55.1 1.7 2.6 Approach LOS E A A Intersection Summa HCM 2000 Control Delay 3.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 120.0 Sum of lost time (s) %0 Intersection Capacity Utilization 52.7% ICU Level of Service A Analysis Period (min) 15 Description: 2008 or before c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 9: 14th Ave SW/13th Way SW & SW 356th St * 110/17/2019 } --Do. --v f- a--- I t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tT* 0 +T+ + Traffic Volume (veh/h) 37 751 6 7 1354 1 3 39 1 29 Future Volume (Veh/h) 37 751 6 7 1354 1 3 39 1 29 Sign Control Free Free Stop Stop Grade -2% 0% 1 iU -1% Peak Hour Factor 0.95 0.95 0.95 0-95 0.95 6.95 0.9-5 0.95 0.95 0,95 6'- 0.95 Hourly flow rate (vph) 39 791 -- 6 7 1425 53 3 1 3 41 1 31 Pedestrians 10 10 10 16 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 1 1 1 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1488 807 2384 418 1962 2360 759 vC1, stage 1 conf vol 882 1476 1476 vC2, stage 2 conf vol 1502 487 885 vCu, unblocked vol 1488 807 2384 418 1962 2360 759 tC, single (s) 4.2 4.1 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 5.5 6.5 5.5 tF (s) 2.2 2.2 4.0 3.3 3.5 4.0 3-3 p0 queue free % 91 99 99 99 67 99 91 cM capacity (veh/h) 439 812 130 578 126 160 347 Direction, Lane # EB 1 EB 2 EB 3 VVB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 39 527 270 7 950 528 7 73 Volume Left 39 0 0 7 0 0 3 41 Volume Right 0 0 6 0 0 53 3 31 cSH 439 1700 1766 812 1700 1706 262 173 Volume to Capacity 0.09 0,31 0.16 0.01 0,56 0.31 0.03 0.42 Queue Length 95th (ft) 7 0 0 1 0 0 2 48 Control Delay (s) 14.0 0.0 0.0 9.5 0.0 0.0 19.7 40.2 Lane LGS B A C E Approach Delay (s) 0.7 0.0 19.7 40.2 Approach LOS C E Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15 Description: 06June2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 15: Pacific Hwy S & S 359th St 10/17/2019 * II i Movement WBL WBR N13T NBR SBL SBT Lane Configurations Y ti tt Traffic Volume (veh/h) 47 17 805 17 24 2243 Future Volume (Veh/h) 47 17 805 17 24 2243 Sign Control Stop Free Free Grade 2% 3% -3% Peak Hour Factor 0.95 0.95 0.95 0.95 0,95 0.95 Hourly flow rate (vph) 49 18 847 18 25 2361 Pedestrians 10 10 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 Percent Blockage 1 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 776 pX, platoon unblocked 0.71 vC, conflicting volume 2096 442 865 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1733 442 865 tC, single (s) 6.8 6.9 4.2 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 11 97 97 cM capacity (veh/h) 55 563 755 ❑irecfion, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 67 565 300 25 1180 1180 Volume Left 49 0 0 25 0 0 Volume Right 18 0 18 0 0 0 cSH 73 1700 1700 755 1700 1700 Volume to Capacity 0.92 0.33 0.18 0.03 0.69 0.69 Queue Length 95th (ft) 117 0 0 3 0 0 1 Control Delay (s) 182.2 0.0 0.0 9.9 0.0 0.0 Lane LOS F A Approach Delay (s) 182.2 0.0 0.1 Approach LOS F Intersection Summary Average Delay 3.8 Intersection Capacity Utilization 74.0% ICU Level of Service D Analysis Period (min) 15 Description: 06June2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 16: 16th Ave S & S 359th St 10/17/2019 --p. --v 'r - f, *\ t L* Movement E& EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Right Turn Channelized Traffic Volume (veh/h) 12 0 34 0 2 2 2 16 44 0 1 Future Volume (veh/h) 12 0 34 0 2 2 2 16 44 0 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 _ _ Hourly flow rate (vph) 13 0 36 0 2 2 2 17 46 0 1 2 Approach Volume_ (veh/h) 49 4 65 Crossing Volume (veh/h) 102 79 16 High Capacity (veh/h) 1279 1302 1367 High v/c (veh/h) 0.04 0.00 0.05 Low Capacity (veh/h) 1065 1086 1146 Low v/c (veh/h) 0.05 0.00 0.06 Intersection Summa Maximum v/c High 0.13 Maximum v/c Low 0.15 Intersection Capacity Utilization 33.1 % ICU Level of Service A Description: 9/17/14 - Traffic Count Consultant i Movement SBT SBR Right Turn Channelized Traffic Volume (veh/h) 92 68 Future Volume (veh/h) 92 68 Peak Hour Factor 0.95 0.95 Hourly flow rate (vph) 97 72 Approach Volume (veh/h) 172 Crossing Volume (veh/h) 21 High Capacity (veh/h) 1362 High v/c (veh/h) 0.13 Low Capacity (veh/h) 1141 Low v/c (veh/h) 0.15 Intersection Surnmary Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 17: Pacific Hwy S & S 373th St 10/17/2019 Movement WBL WBR N8T NBR SBL SBT Lane Configurations Y tT 0 Traffic Volume (veh/h) 87 39 789 17 60 2059 Future Volume (Veh%h) 87 39 789 17 60 2059 Sign Control Stop Free Free Grade 3% -2% 0% Peak Hour Factor 0,95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 92 4.1 8.31 18 63 2167 Pedestrians 1 10 10 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft%s) 3.5 3.5 3.5 Percent Blockage 0 1 1 Right turn flare, (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 2060 436 850 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2060 436 850 tC, single (s) 6.8 6.9 4.1 tC, 2 stage_ (s) tF (s) 3.5 3.3 2.2 p0 queue free % 6 '092 cM capacity (veh/h) 44 568 783 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 133 554 295 785 1445 Volume Left 92 0 0 63 0 Volume Right 41 0 18 0 0 cSH 61 1700 1700 783 1700 Volume to Capacity 2.19 0.33 0.17 0.08 0.85 Queue Length 95th (ft) 322 0 0 7 0 Control Delay (s) 690.7 0.0 0.0 2.1 D.0 Lane LOS F A Approach Delay (s) 690.7 0.0 0.7 Approach LOS F Intersection Summa Average Delay 29.1 Intersection Capacity Utilization 100.9% ICU Level of Service G Analysis Period (min) 15 Description: 30Aug2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 18: 8th Ave S & S 373th St 10/17/2019 4% t Movement EBL E8T EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Lane Configurations *4 44 41 Traffic Volume (veh/h) 16 2 9 15 3 1 1 4 3 Future Volume (Veh/h) 4 16 2 9 75 3 1 1 4 3 Sign Control ree Stop Stop Grade -5% 3% 'Peak Hour Factor C.95 0.95 0.95 0.95 6.65 0,95 0,95 0.95 Hourly flow rate (vph) 11 4 17 2 9 3 79 3 1 1 4 Pedestrians ------ 10 10 10 Lane Width (ft) 10.0 10.0 10.0 10.0 WAin-g§p9-ed, (fV§') 3.5 3.5 3.5 Percent Blockage 4 1 1 Flight tum-flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX,, platoon unblocked ' - - - vC, conflicting volume 22 31 54 50 32 52 58 30 vC1,, stage 1 conf vol VC2, stage 2 conf vol I vCu, unblocked v . o 1. 1 1 22 31 54 50 32 59 30 tC -, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 fd,'2 stage (si t I F (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue iree'6/. 100 100 91 ioo loo idd 1-66 mo cM capacity (veh/h) 1594 1582 908 830 1030 921 823 1033 Direction, Lane # EBI WB 1 NB SS 1 Volume Total 22 14 83 8 Volume Left 1 2 Volume Right 17 3 1 3 cSH 1594 1582 90 904 Volume to Capacity 0.00 0.00 0.09 0.01 Queue Len' -., - - - 1 1. _gth 95th (ft) 9 0 Control Delay (s) 0.3 1.0 9.4 9.0 Lane-LbS - - A A A A Approach Delay (s) 0-3 1.0 9.4 9.0 Approach LOS A A Intersection Summal Average Delay 6.9 Intersection Capacity Utilization 22.7% ICU Level of Service A Analysis Period (min) 15 Description: 22Sept2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 19: S 372 Way & S 373th St I 10/17/2019 4\ t # Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y *T 1� Sign Control Stop Stop Stop Traffic Volume (vph) 4 2 1 10 23 14 Future Volume (vph) 4 2 1 10 23 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 Hourly Bow rate (vph) 4 2 1 11 24 Dkocilan, ! me 1 E131 NB 1 SB t Volume Total (vph) 6 12 39 Volume Left (vph) 4 1 0 Volume Right (vph) 2 0 15 Hadj (s) -0.07 0.02 -0.23 Departure Headway (s) 3.9 4.0 3.7 Degree Utilization, x 0.01 0.01 0.04 Capacity (veh/h) 897 902 967 Control Delay (s) 7.0 7.0 6.8 Approach Delay (s) 7.0 7.0 6.8 Approach LOS A A A Intersection Summary Delay 6.9 Level of Service A Intersection Capacity Utilization 15.0% ICU Level of Service A Analysis Period (min) 15 Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 20: 8th Ave S & S 372 Way I 10/17/2019 1- t # Movement W8L WBR NBT NBR S8L SBT -- Lane Configurations Y 1F 4 Sign Control Stop Stop Stop Traffic Volume (vph) 24 2 86 9 1 23 Future Volume (vph) 24 2 86 9 1 23 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly ftow rate (vph) 25 2 91 9 1 24 Direction, Lane # WB 1 NB 1 581 Volume Total vph) 27 100 25 Volume Left (vph) 25 0 1 Volume Right (vph) 2 . 9 0 Hadj (s) 0.14 -0.01 0.01 Departure Headway (s) 4.3 4.0 4.1 Degree Utilization, x 0.03 0.11 0.03 Capacity (veh/h) 809 886 871 Control Delay (s) 7A 7.5 7.2 Approach Delay (s) 7.4 7.5 7.2 Approach LOS A A A Intersection Summary Delay 7.4 Level of Service A Intersection Capacity Utilization 16.7% ICU Level of Service A Analysis Period (min) 15 Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 21: S 375th St & 8th Ave S 10/17/2019 ',- t 70� Movement fIVBL WBR NBT NBR S8L SBT Lane Configurations Y t Sign Control Stop Stop Stop Traffic Volume (vph) 3 90 0 1 43 1 Future Volume (vph) 3 90 0 1 43 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 3 95 0 1 45 1 Direction. Lane # WB 1 NB 1 SB 1 Volurne Total (vph) Volume Left (vph) Volume Right (vph) Hadj (s) Departure Headway (s) Degree Utilization, x Capacity (veh/h) Control Delay (s) Approach Delay (s) Approach LOS Intersection Summary Delay Level of Service Intersection Capacity Utilization Analysis Period (min) 98 1 46 3 0 45 95 1 0 -0.54 -0.60 0.20 3.5 3.5 4.3 0.09 0.00 0.05 1020 977 819 6.8 6.5 7.5 6.8 6.5 7.5 A A A 7.0 A 21.5% 15 ICU Level of Service A Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 22: Milton Rd S & S 375th St/S 376th St --I. - 'I- 4\ 1I10/17/2019 t41 Movement FBL EBT EBR WSL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44 41� 4 + Traffic Volume (veh/h) 26 2 14 1 2 9 8 79 0 2 443 73 Future Volume (Vehlh) 26 2 14 1 2 9 8 79 0 2 443 73 Sign Control Stop Stop Free Free Grade 2% 2% 2% -1 % Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 27 2 15 1 2 9 8 83 0 2 466 77 Pedestrians 10 10 10 10 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 3.5 Percent Blockage 1 1 1 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 638 628 524 644 666 103 553 93 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 638 628 524 644 666 103 553 93 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 93 99 97 100 99 99 99 100 cM capacity (veh/h) 371 391 546 361 372 939 1017 1500 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 44 12 91 545 Volume Left 27 1 8 2 Volume Right 15 9 0 77 cSH 418 677 1017 1500 Volume to Capacity 0.11 0.02 0.01 0.00 Queue Length 95th (ft) 9 1 1 0 Control Delay (s) 14.6 10.4 0.8 0.0 Lane LOS B B A A Approach Delay (s) 14.6 10.4 0.8 0.0 Approach LOS B B Intersection Summa Average Delay 1.3 Intersection Capacity Utilization 45.6% ICU Level of Service A Analysis Period (min) 15 Description: 22Sept2018 -. Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 23: Milton Rd S & S 369th St 10/17/2019 t Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y T4 4 Traffic Volume (veh/h) 19 8 87 21 510 Future Volume (Veh/h) 19 8 87 21 510 Sign Control Stop Free Free Grade -2% 1 % 2% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 20 8 91 36 22 531 Pedestrians 10 10 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 Percent Blockage 1 1 Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 694 119 127 vC1, stage 1 conf vol 109 vC2, stage 2 conf vol 585 vCu, unblocked vol 694 119 127 tC, single (s) 6.5 6.2 4.1 tC, 2 stage (s) 5.5 tF (s) 3.6 3.3 2.2 p0 queue free % 96 99 99 cM capacity (veh/h) 505 929 1472 Direction, Lane t# WB 1 NB 1 SB 1 Volume Total 127 553 Volume Left 0 22 Volume Right 36 0 cSH it 1700 1472 Volume to Capacity U5 0.07 0.01 Queue Length 95th (ft) 4 0 1 Control Delay (s) i 0.0 0.5 Lane LOS I A Approach Delay (s) i 0.0 0.5 Approach LOS 3 Intersection Summar Average Delay 0.8 Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15 Description: 22Aug2018- - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour LANE LEVEL OF SERVICE Lane Level of Service V Site: 16 (2024 Without Project - PM Peak Hour] Lloyd Site Milton 16th Ave S / S 359th St Site Category: (None) Roundabout _ I Approaches Intersection ` South East North West LOS A . A A A_ A r Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. SIDRA INTERSECTION 8.0 1 Copyright © 2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: TENW I Processed: Friday, October 18, 2019 11:25:23 AM Project: T\Active Projects\Lloyd Site Milton - 5798\Planning - 5798\LOS\Federal Way\16th Ave S & S 359th St.s1p8 LANE SUMMARY V Site: 16 (2024 Without Project - PM Peak Hour] Lloyd Site Milton 16th Ave S / S 359th St Site Category: (None) Roundabout South: 16th Ave S Lane 1d 66 0.0 1356 0.049 100 3.0 LOSA 0.2 5.4 Full 1600 0.0 0.0 Approach 66 0.0 0.049 3.0 LOS A 0.2 5.4 East: S 359th St Lane 1d 5 0.0 1273 0.004 100 _ _2.9 LOSA 0.0 0.4 Full 1600 0.0 0.0 Approach 5 0.0 0.004 2.9 LOS A 0.0 0.4 North: 16th Ave S Lane 1 d 172 1.4 1330 D.129 100 3.8 LOS A 0.6 15.4 Full 1600 0.0 0.0 Approach 172 1.4 0.129 3.8 LOS A 0.6 15.4 West: S 359th St Lane 1 " 49 0.0 1238 0.040 100 3.2 LOS A 0.2 4.3 Full 1600 0.0 0.0 Approach 49 0.0 0.040 3.2 LOS A 0.2 4.3 Intersection 293 0.8 0.129 3.5 LOS A 0.6 15.4 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies Gap -Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 8.0 1 Copyright © 2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: TENW I Processed: Friday, October 18, 2019 11:25:23 AM Project: T:\Active Projects\Lloyd Site Milton - 5798\Planning - 5798\LOS\Federal Way\16th Ave S & S 359th St.sip8 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle 2024 With Project HCM Signalized Intersection Capacity Analysis 1: Pacific Hwy S & S 324th St 10/18/2019 --* ---� *--- 'i 4i t L# . Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT SBU S8L Lane Configurations I t r T Zi ttT t Traffic Volume (vph) 128 230 155 374 206 24 79 168 985 263 28 104 Future Volume (vph) 128 230 155 374 206 24 79 168 985 263 28 104 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1 % 1 % 0% Total Lost time (s) 5.0 5.5 5.5 5.5 6.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 0.97 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1796 1830 1535 3342 1787 1773 4907 1720 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1796 1830 1535 3342 1787 1773 4907 1720 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 131 235 158 382 210 24 81 171 1005 268 29 106 RTOR Reduction (vph) 0 0 131 0 4 0 0 0 34 0 0 0 Lane Group Flow (vph) 131 235 27 382 230 0 0 252 1239 0 0 135 Confl. Peds. (#/hr) 8 9 13 Confl. Bikes (#/hr) 1 1 2 Heavy Vehicles (%) 1 % 1 % 1 % 3% 3% 4% 1 % 1 % 1 % 2% 0% 2% Bus Blockages (#/hr) 0 8 6 6 2 0 6 2 0 8 0 8 Turn Type Prot NA Perm Prot NA Prot Prot NA Prot Prot Protected Phases 7 4 3 8 5 5 2 1 1 Permitted Phases 4 Actuated Green, G (s) 15.2 21.2 21.2 15.1 21.1 17.9 50.7 13.0 Effective Green, g (s) 14.7 20.7 20.7 14.6 20.6 17.9 50.7 13.0 Actuated g/C Ratio 0.12 0.17 0.17 0.12 0.17 0.15 0.42 0.11 Clearance Time (s) 4.5 5.0 5.0 5.0 5.5 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 220 315 264 406 306 264 2073 186 vls Ratio Prot 0.07 0.13 c0.11 c0.13 c0.14 0.25 0.08 v/s Ratio Perm 0.02 v/c Ratio 0.60 0.75 0.10 0.94 0.75 0.95 0.60 0.73 Uniform Delay, dl 49.8 47.2 41.8 52.3 47.3 50.6 26.8 51.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.96 1.57 1.00 Incremental Delay, d2 2.9 8.1 0.1 29.7 8.9 40.8 1.2 11.3 Delay (s) 52.7 55.3 41.9 82.0 56.1 89.3 43.1 63.0 Level of Service D E D F E F D E Approach Delay (s) 50.6 72.2 50.8 Approach LOS D E D intersection Summar HCM 2000 Control Delay 48.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 21.0 Intersection Capacity Utilization 84.3% ICU Level of Service E Analysis Period (min) 15 Description: 04Ju12018 - TDG Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 1: Pacific H S & S 324th St 10118I2019 Movement SBT SBR Lanelponfigurations tO Traffic Volume (vph) 1225 122 Future Volume (vph) 1225 122 Ideal Flow (vphpl) 1900 1900 Grade (%) 0% Total Lost time (s) 5.0 Lane Util. Factor 0.91 Frpb, ped/bikes 0.99 Flpb, pedlbikes 1.00 Frt 0.99 At Protected 1.00 Satd. Flow (prot) 4948 Flt Permitted 1.00 Satd. Flow (perm) 4948 Peak -hour factor, PHF 0.98 0.98 Adj. Flow (vph) 1250 124 RTOR Reduction (vph) 9 0 Lane Group Flow (vph) 1365 0 Confl. Peds. (#Ihr) 18 Confl. Bikes (#/hr) Heavy Vehicles (1/6) 2% 2% Bus Blockages #Ihr 6 2 Turn Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 45.8 Effective Green, g (s) 45.8 Actuated g/C Rat o 0.38 Clearance Time (s) 5.0 Vehicle Extension (s) 2.0 Lane Grp Cap (vph) 1888 v/s Ratio Prot c0.28 vls Ratio Perm v/c Ratio 0.72 Uniform Delay, dl 31.7 Progression Factor 1.00 Incremental Delay, d2 2.4 Delay (s) 34.1 Level of Service C Approach Delay (s) 36.7 Approach LOS D Intersection Summary Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 2: Pacific Hwy S & S 330th St 10/18/2019 - t Movement EBL EBT EBR WBL IIVBT WBf2 NBU NBL NBT NBR SBU SBL Lane Configurations T+ T ttT aD Traffic Volume (vph) 29 27 84 28 18 28 27 61 1251 39 88 29 Future Volume (vph) 29 27 84 28 18 28 27 61 1251 39 88 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 4% 0% 2% Total Lost time (s) 5.0 5.0 5.0 5.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 Frpb, ped/bikes 1.00 0.98 1.00 0.97 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.89 1.00 0.91 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1797 1682 1694 1603 1763 5015 1783 Flt Permitted 0.73 1.00 0.61 1.00 0.08 1.00 0.16 Satd. Flow (perm) 1374 1682 1086 1603 150 5015 297 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 30 28 86 29 18 29 28 62 1277 40 90 30 RTOR Reduction (vph) 0 73 0 0 25 0 0 0 2 0 0 0 Lane Group Flow (vph) 30 41 0 29 22 0 0 90 1315 0 0 120 Confl. Peds. (#/hr) 12 22 12 Heavy Vehicles (%) 0% 0% 0% 4% 6% 4% 0% 2% 1 % 0% 2% 3% Bus Blockages #/hr 6 0 6 6 0 6 6 0 6 0 6 0 Turn Type D.P+P NA D.P+P NA D.P+P D.P+P NA D.P+P D.P+P Protected Phases 7 4 3 8 5 5 2 1 1 Permitted Phases 8 4 6 6 2 2 Actuated Green, G (s) 23.1 18.6 23.1 18.6 80.9 71.2 80.9 Effective Green, g (s) 21.1 17.6 21.1 17.6 80.9 71.2 80.9 Actuated g/C Ratio 0.18 0.15 0.18 0.15 0.67 0.59 0.67 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension N 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 253 246 208 235 240 2975 320 v/s Ratio Prot 0.00 c0.02 c0.00 0.01 0.03 c0.26 0.03 v/s Ratio Perm 0.02 0.02 0.22 0.22 v/c Ratio 0.12 0.17 0.14 0.09 0.38 0.44 0.38 Uniform Delay, d1 41.7 44.8 43.4 44.3 27.3 13.5 8.0 Progression Factor 1.00 1.00 1.00 1.00 0.45 0.36 1.58 Incremental Delay, d2 0.4 0.7 0.6 0.4 1.4 0.3 1.0 Delay (s) 42.1 45.4 44.0 44.7 13.6 5.1 13.7 Level of Service D D D D B A B Approach Delay (s) 44.7 44.4 5.7 Approach LOS D D A Intersection Summa HCM 2000 Control Delay 17.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period (min) 15 Description: 180ct2018 - TDG c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 2: Pacific Hwy S & S 330th St 10/18/2019 i 4/ Movement SBT SSR LaneYoRiguraIions ttTl Traffic Volume (vph) 1696 33 Future Volume (vph) 1696 33 Ideal Flow (vphpl) 1900 1900 Grade (%) -2% Total Lost time (s) 4.0 Lane Util. Factor 0.91 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 1.00 Flt Protected 1.00 Satd. Flow (prot) 5075 Flt Permitted 1.00 Satd. Flow (perm) 5075 Peak -hour factor, PHF 0.98 0.98 Adj. Flow (vph) 1731 34 RTOR Reduction (vph) 1 0 Lane Group Flow (vph) 1764 0 Confi. Peds. (#/hr) 11 Heavy Vehicles (%) 2% 3% Bus Blockages #/hr 6 0 Turn Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 70.5 Effective Green, g (s) 70.5 Actuated 91C Ratio 0.59 Clearance Time (s) 4.0 Vehicle Extension (s) 5.0 Lane Grp Cap (vph) 2981 v/s Ratio Prot c0.35 v/s Ratio Perm v/c Ratio 0.59 Uniform Delay, d1 15.6 Progression Factor 1.45 Incremental Delay, d2 0.6 Delay (s) 23.3 Level of Service C Approach Delay (s) 22.7 Approach LOS C Intersection Summary Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 3: Pacific Hwy S & S 336th St 10/18/2019 � - it # I 1 L* 10� Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU 5BL Lane Configurations t r ' t4 M +0 ti Traffic Volume (vph) 298 524 350 178 668 131 16 264 898 75 15 105 Future Volume (vph) 298 524 350 178 668 131 16 264 898 75 15 105 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 1% 1% 3% Total Lost time (s) 4.5 5.5 5.5 4.5 5.5 5.0 5.0 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 0.99 1.00 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 Said. Flow (prot) 1719 1853 1509 1716 3374 3372 4885 1755 At Permitted 0.13 1.00 1.00 0.14 1.00 0.95 1.00 0.95 Satd. Flow (perm) 229 1853 1509 254 3374 3372 4885 1755 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 304 535 357 182 682 134 16 269 916 77 15 107 RTOR Reduction (vph) 0 0 123 0 14 0 0 0 8 0 0 0 Lane Group Flow (vph) 304 535 234 182 802 0 0 285 985 0 0 122 Confl. Peds. (#/hr) 13 11 15 Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 0% 2% 2% 3% 7% 4% Bus Blockages #Ihr 6 0 4 4 2 6 4 2 6 0 6 0 Turn Type D.P+P NA Perm D.P+P NA Prot Prot NA Prot Prot Protected Phases 7 4 3 8 5 5 2 1 1 Permitted Phases 8 4 4 Actuated Green, G (s) 49.8 40.4 40.4 49.8 31.6 11.0 37.6 12.1 Effective Green, g (s) 49.8 40.4 40.4 49.8 31.6 11.0 37.6 12.1 Actuated g/C Ratio 0.41 0.34 0.34 0.41 0.26 0.09 0.31 0.10 Clearance Time (s) 4.5 5.5 5.5 4.5 5.5 5.0 5.0 5.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 321 623 508 219 888 309 1530 176 v/s Ratio Prot c0.14 0.29 0.06 0.24 c0.08 0.20 0.07 v/s Ratio Perm c0.25 0.16 0.28 v/c Ratio 0.95 0.86 0.46 0.83 0.90 0.92 0.64 0.69 Uniform Delay, d1 33.8 37.1 31.3 27.2 42.7 54.1 35.4 52.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.05 1.00 0.97 Incremental Delay, d2 35.8 10.9 0.2 21.8 12.1 30.4 2.0 7.8 Delay (s) 69.5 48.1 31.5 49.0 54.8 87.4 37.3 58.2 Level of Service E D C D D F D E Approach Delay (s) 48.6 53.8 48.4 Approach LOS D D D Intersection Summary HCM 2000 Control Delay 55.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.5 Intersection Capacity Utilization 91.2% ICU Level of Service F Analysis Period (min) 15 Description: 05June2018 - TDG c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 3: Pacific Hwy S & S 336th St 10/18/2019 i 4/ Movement SBT SBR Lanerponfigurations +tt r Traffic Volume (vph) 1324 338 Future Volume (vph) 1324 338 Ideal Flow (vphpl) 1900 1900 _ Grade (%) -3% Total Lost time (s) 5.5 5.5 Lane Util. Factor 0.91 1.00 Frpb, ped/bikes 1.00 0.97 - Flpb, ped/bikes 1.00 1.00 Fri: 1.00 0.85 Fit Protected 1.00 1.00 Satd. Flow (prot) 5035 1516 Fit Permitted 1.00 1.00 Satd. Flow (perm) 5035 1516 _ Peak -hour factor, PHF 0.98 0.98 Adj. Flow (vph) 1351 345 RTOR Reduction (vph) 0 196 Lane Group Flow (vph) 1351 149 Confl. Peds. (#/hr) 11 Heavy Vehicles (%) 4% 4% Bus Blockages (#/hr) 4 2 Turn Type NA Perm Protected Phases 6 Permitted Phases 6 Actuated Green, G (s) 38.7 38.7 Effective Green, g (s) 38.7 38.7 Actuated g/C Ratio 0.32 0.32 Clearance Time (s) 5.5 5.5 Vehicle Extension (s) 2.0 2.0 _ Lane Grp Cap (vph) 1623 488 v/s Ratio Prot c0.27 v/s Ratio Perm 0.10 v/c Ratio 0.83 0.31 Uniform Delay, d1 37.6 30.6 Progression Factor 1.33 3.51 Incremental Delay, d2 4.4 1.4 Delay (s) 54.5 108.7 Level of Service D F Approach Delay (s) 65.0 Approach LOS E Intersection Summary Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 4: Pacific Hwy S & S 340th PI/16th Ave S 10/18/2019 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations 1� t rr tO ►) tti� Traffic Volume (vph) 10 6 17 12 1 751 3 2 410 10 892 895 Future Volume (vph) 10 6 17 12 1 751 3 2 410 10 892 895 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 2% -5% 0% -2% Total Lost time (s) 5.0 5.0 5.0 5.0 6.5 5.0 5.0 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 0.88 1.00 0.91 0.97 0.91 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.89 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Fit Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1787 1652 1835 1947 2833 1805 4994 3454 5120 Fit Permitted 0.95 1.00 0.95 1.00 1.00 0.28 1.00 0.95 1.00 Satd. Flow (perm � 1787 1652 1835 1947 2833 534 4994 3454 5120 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 _ 0.95 _ 0.95 0.95 0.95 0.95 Adj. Flow (vph) 11 6 18 13 1 791 3 2 432 11 939 942 RTOR Reduction (vph) 0 17 0 0 0 264 0 0 3 0 0 0 Lane Group Flow (vph) 11 7 0 13 1 527 0 5 440 0 939 945 Confl. Peds. (9/hr) 2 Heavy Vehicles (%) 0% 0% 0% 0% 0% 2% 0% 0% 3% 0% 2% 2% Bus Blockages #Ihr 0 0 0 2 0 4 0 0 4 2 2 2 Tum Type Prot NA Prot NA pm+ov Perm D.P+P NA Prot NA Protected Phases 7 4 3 8 5 1 6 5 2 Permitted Phases 8 6 2 Actuated Green, G (s) 12.1 9.6 3.5 1.0 71.6 86.4 15.8 70.6 85.4 Effective Green, g (s) 12.1 9.6 3.5 1.0 69.6 86.4 15.8 70.6 85.4 Actuated g/C Ratio 0.10 0.08 0.03 0.01 0.58 0.72 0.13 0.59 0.71 Clearance Time (s) 5.0 5.0 5.0 5.0 5.5 5.0 5.0 5.5 5.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 180 132 53 16 1643 395 657 2032 3643 v/s Ratio Prot c0.01 c0.00 c0.01 0.00 0.19 0.00 c0.09 c0.27 0.18 v/s Ratio Perm 0.01 vlc Ratio 0.06 0.06 0.25 0.06 0.32 0.01 0.67 0.46 0.26 Uniform Delay, dl 48.8 51.0 57.0 59.0 13.0 4.7 49.6 14.0 6.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 2.05 0.93 1.20 1.37 Incremental Delay, d2 0.1 0.1 0.9 0.6 0.0 0.0 2.0 0.5 0.1 Delay (s) 48.9 51.1 57.8 59.6 13.0 9.8 48.1 17.2 8.5 Level of Service D D E E B A D B A Approach Delay (s) 50.4 13.8 47.6 12.8 Approach LOS D B D B Intersection Summary HCM 2000 Control Delay 18.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 21.5 Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (min) 15 Description: 08July2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 4: Pacific H S & S 340th PI/16th Ave S 1011812019 4/ MnvPment SBR Ltronfiguralions Traffic Volume (vph) 3 Future Volume (vph) 3 Ideal Flow (vphpl) 1900 Grade (%) Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt At Protected Satd. Flow (prot) Flt Permitted Satd. Flow erm Peak -hour factor, PHF 0.95 Adj. Flow (vph) 3 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. (#/hr) 1 Heavy Vehicles (%) 0% Bus Blockaqes (#/hr) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 5: Enchanted Pk S/16th Ave S & S 348th St/SR 18 10/18/2019 Movement EBU ESL EBT EBR WBL WBT WBR NBU NSL NBT NBR SSI_ Lane Configurations ttt if ))) ttt r M tT r Traffic Volume (vph) 15 123 1142 275 951 1448 366 100 283 534 631 347 Future Volume (vph) 15 123 1142 275 951 1448 366 100 283 534 631 347 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 2% -4% 2% Total Lost time (s) 4.5 4.5 4.5 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.91 1.00 0.94 0.91 1.00 0.97 0.91 0.91 0.97 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.97 1.00 0.99 0.98 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.95 0.85 1.00 At Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 1671 4844 1474 4979 5074 1526 3352 3135 1390 3502 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow(perm) 1671 4844 1474 4979 5074 1526 3352 3135 1390 3502 Peak -hour factor, PH 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 16 128 1190 286 991 1508 381 104 295 556 657 361 RTOR Reduction (vph) 0 0 0 85 0 0 169 0 0 36 42 0 Lane Group Flow (vph) 0 144 1190 201 991 1508 212 0 399 803 332 361 Confl. Peds. (#/hr) 2 10 11 Heavy Vehicles (%) 7% 6% 6% 6% 4% 4% 4% 3% 3% 2% 3% 1 % Bus Blockages #fhr 2 2 0 2 2 2 2 2 2 2 0 0 Turn Type Prot Prot NA Perm Prot NA Perm Prot Prot NA pm+ov Prot Protected Phases 7 7 4 3 8 5 5 2 3 1 Permitted Phases 4 8 2 Actuated Green, G (s) 20.5 45.1 45.1 32.0 56.6 56.6 20.0 45.4 77.4 18.0 Effective Green, g (s) 20.5 45.1 45.1 32.0 56.6 56.6 20.0 45.4 77.4 18.0 Actuated g/C Ratio 0.13 0.28 0.28 0.20 0.35 0.35 0.12 0.28 0.48 0.11 Clearance Time (s) 4.5 4.5 4.5 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extensions 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 214 1365 415 995 1794 539 419 889 672 393 v/s Ratio Prot 0.09 c0.25 c0.20 0.30 0.12 c0.26 0.10 0.10 v/s Ratio Perm 0.14 0.14 0.14 v/c Ratio 0.67 0.87 0.48 1.00 0.84 0.39 0.95 0.90 0.49 0.92 Uniform Delay, d1 66.6 54.7 47.8 63.9 47.6 38.8 69.5 55.2 28.0 70.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.4 7.9 4.0 27.3 4.9 2.1 31.6 12.1 0.2 25.5 Delay (s) 73.0 62.6 51.7 91.3 52.5 40.9 101.1 67.3 28.2 95.8 Level of Service E E D F D D F E C F Approach Delay (s) 61.6 64.3 66.6 Approach LOS E E E Intersection Summa HCM 2000 Control Delay 66.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 101.6% ICU Level of Service G Analysis Period (min) 15 Description: 02Aug2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 5: Enchanted Pkwy S/16th Ave S & S 348th St/SR 18 10118I2019 i Movement SBT SBR LarT%onfigurations 0 Traffic Volume (vph) 735 111 Future Volume (vph) 735 111 Ideal Flow (vphpl) 1900 1900 Grade (%) -2% Total Lost time (s) 5.5 Lane Util. Factor 0.95 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.98 At Protected 1.00 Satd. Flow (prot) 3517 Flt Permitted 1.00 Satd. Flow(perm) 3517 Peak -hour factor, PHF 0.96 0.96 Adj. Flow (vph) 766 116 RTOR Reduction (vph) 7 0 Lane Group Flow (vph) 875 0 Confl. Peds. (#Ihr) 5 Heavy Vehicles (%) 1 % 1 % Bus Bbckaaes (#Ihr) 2 2 Turn Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 42.9 Effective Green, g (s) 42.9 Actuated g/C Ratio 0.27 Clearance Time (s) 5.5 Vehicle Extension (s) 2.0 _ Lane Grp Cap (vph) 942 v/s Ratio Prot c0.25 v/s Ratio Perm v/c Ratio 0.93 Uniform Delay, dl 57.1 Progression Factor 1.00 Incremental Delay, d2 14.6 Delay (s) 71.7 Level of Service E Approach Delay (s) 78.7 Approach LOS E Intersection Summary Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 6: Pacific Hwy S & S 352nd St 10/18/2019 1- ii t II i Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations r a +0 A ttt Traffic Volume (vph) 148 172 2 763 73 185 1202 Future Volume (vph) 148 172 2 763 73 185 1202 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 12 12 12 12 Grade (%) 0% 2% -2% Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.91 i.00 0.91 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1..00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.99 1.00 1.00 At Protected 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 1508 1787 4635 1704 4896 Flt Permitted 0.95 1.00 0.20 1.00 0.28 1.00 Satd. Flow(perm) 1752 1508 368 4635 511 4896 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 156 181 2 803 77 195 1265 RTOR Reduction (vph) 0 160 0 6 0 0 0 Lane Group Flow (vph) 156 21 2 874 0 195 1265 Confl. Peds. (#!hr) 1 2 Heavy Vehicles °la 3% 2% 0% 9% 10% 7% 7% Turn Type custom Perm D.P+P NA D.P+P NA Protected Phases 3 5 2 1 6 Permitted Phases 4 3 6 2 Actuated Green, G (s) 13.8 13.8 91.2 70.2 91.2 90.2 Effective Green, g (s) 13.8 13.8 91.2 70.2 91.2 90.2 Actuated g/C Ratio 0.12 0.12 0.76 0.59 0.76 0.75 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 201 173 291 2711 597 3680 v/s Ratio Prot c0.09 0.00 0.19 0.06 c0.26 v/s Ratio Perm 0.01 0.01 c0.19 v/c Ratio 0.78 0.12 0.01 0.32 0.33 Uniform Delay, d1 51.6 47.7 3.6 12.7 7.7 Progression Factor 1.32 3.37 0.76 1.70 1.98 Incremental Delay, d2 15.3 0.1 0.0 0.3 0 1 Delay (s) 83.3 160.9 2.7 22.0 15.4 Level of Service F F A C B Approach Delay (s) 125.0 21.9 Approach LOS F C Intersection Summa HCM 2000 Control Delay 27.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 7: Enchanted Pkwy S & S 352nd St 110/18/2019 Movernent EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBR Lane Configurations + '� t r* tT tt r Traffic Volume (vph) 63 77 91 236 139 289 99 973 220 258 1506 93 Future Volume (vph) 63 77 91 236 139 289 99 973 220 258 1506 93 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 1 % -11 % 0% 1 % Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, pedlbikes 1.00 1.00 0.98 1.00 1.00 0.98 1.00 0.99 1.00 1.00 0.96 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1730 1818 1512 1852 1985 1630 1752 3374 1744 3473 1498 Flt Permitted 0.55 1.00 1.00 0.71 1.00 1.00 0.08 1.00 0.14 1.00 1.00 Said. Flow ( efm ) 1008 1818 1512 1376 1985 1630 152 3374 253 3473 1498 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 64 79 93 241 142 295 101 993 224 263 1537 95 RTOR Reduction (vph) 0 0 84 0 0 254 0 12 0 0 0 39 Lane Group Flow (vph) 64 79 9 241 142 41 101 1205 0 263 1537 56 Confl. Peds. (#/hr) 9 4 6 9 Heavy Vehicles (%) 3% 4% 3% 2% 1 % 2% 3% 3% 3% 3% 3% 3% Bus Blockages (#Ihr) 2 0 2 2 0 2 0 2 0 0 2 0 Turn Type D.P+P NA Perm D.P+P NA Perm D.P+P NA D.P+P NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 4 4 8 6 2 6 Actuated Green, G (s) 22.8 12.1 12.1 22.8 17.8 17.8 77.2 64.2 77.2 70.2 70.2 Effective Green, g (s) 20.8 11.1 11.1 20.8 16.8 16.8 77.2 64.2 77.2 70.2 70.2 Actuated g/C Ratio 0.17 0.09 0.09 0.17 0.14 0.14 0.64 0.54 0.64 0.59 0.59 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 1.6 1.6 1.6 1.6 1.6 1.6 1.6 3.0 1.6 3.0 3.0 Lane Grp Cap (vph) 198 168 139 276 277 228 191 1805 324 2031 876 v/s Ratio Prot 0.01 0.04 c0.07 0.07 0.03 0.36 0.09 c0.44 v/s Ratio Perm 0.05 0.01 c0.08 0.03 0.31 c0.43 0.04 v/c Ratio 0.32 0.47 0.06 0.87 0.51 0.18 0.53 0.67 0.81 0.76 0.06 Uniform Delay, d1 45.8 51.7 49.7 47.0 47.8 45.5 37.1 20.2 17.3 18.5 10.7 Progression Factor 1.06 0.88 22.24 1.00 1.00 1.00 0.77 0.75 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.7 0.1 24.2 0.7 0.1 1.1 1.8 13.6 2.7 0.1 Delay (s) 48.9 46.3 1105.2 71.2 48.5 45.7 29.6 17.0 30.9 21.2 10.9 Level of Service D D F E D D C B C C B Approach Delay (s) 464.3 55.3 18.0 22.1 Approach LOS F E B C Intersection Summar HCM 2000 Control Delay 51.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 88.9% ICU Level of Service E Analysis Period (min) 15 Description: 01Aug2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 8: 21 st Ave SW & SW 356th St 10/18/2019 '+-- *,_ 4.\ t Movement - EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� ►� tl� I 1� 4 r Traffic Volume (vph) 501 467 3 54 958 214 56 48 42 242 90 414 Future Volume (vph) 501 467 3 54 958 214 56 48 42 242 90 414 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% -1 % 0% 1 % Total Lost time (s) 4.5 4.5 4.5 4.5 4.0 4.0 4.5 4.5 Lane Util. Factor 0.97 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.97 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.97 1.00 0.93 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.96 1.00 Satd. Flow (prot) 3426 1846 1778 3429 1783 1739 1776 1511 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.96 1.00 Satd. Flow (perm) 3426 1846 1778 3429 1783 1739 1776 1511 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 516 481 3 56 988 221 58 49 43 249 93 427 RTOR Reduction (vph) 0 0 0 0 15 0 0 29 0 0 0 335 Lane Group Flow (vph) 516 484 0 56 1194 0 58 63 0 0 342 92 Conff. Peds. (#/hr) 16 2 7 10 Confl. Bikes (#/hr) 3 1 Heavy Vehicles (%) 2% 2% 0% 2% 2% 2% 0% 0% 0% 3% 2% 2% Bus Blocka es #/hr 1 2 0 0 3 1 3 1 2 2 0 3 Turn Type Prot NA Prot NA Split NA Split NA Perm Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 6 Actuated Green, G (s) 18.5 52.5 6.6 40.6 9.8 9.8 23.6 23.6 Effective Green, g (s) 18.5 52.5 6.6 40.6 9.8 9.8 23.6 23.6 Actuated g/C Ratio 0.17 0.48 0.06 0.37 0.09 0.09 0.21 0.21 Clearance Time (s) 4.5 4.5 4.5 4.5 4.0 4.0 4.5 4.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 576 881 106 1265 158 154 381 324 v/s Ratio Prot c0.15 0.26 0.03 c0.35 0.03 c0.04 c0.19 v/s Ratio Perm 0.06 v/c Ratio 0.90 0.55 0.53 0.94 0.37 0.41 0.90 0.28 Uniform Delay, dl 44.8 20.4 50.2 33.6 47.2 47.4 42.0 36.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.1 0.4 2.2 13.8 0.5 0.6 22.4 0.2 Delay (s) 60.9 20.7 52.4 47.4 47.7 48.0 64.4 363 Level of Service E C D D D D E D Approach Delay (s) 41.4 47.6 47.9 48.8 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 46.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.5 Intersection Capacity Utilization 83.7% ICU Level of Service E Analysis Period (min) 15 Description: 01Aug2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 10: 8th Ave SW & SW 356th St 10/18/2019 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T* 0 41� + Traffic Volume (vph) 14 702 18 62 1425 32 20 2 26 23 6 14 Future Volume (vph) 14 702 18 62 1425 32 20 2 26 23 6 14 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 12 11 12 12 15 12 12 15 12 Grade_ (%) -3% 3% 1 % -1 % Total Lost time (s) 5.5 5.5 5.0 5.0 6.5 6.5 Lane Util, Factor 1.00 0.95 1.00 0.95 1.00 1.00 Frpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.93 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.98 0.97 Satd. Flow (prot) 1832 3413 1743 3379 1887 1907 Flt Permitted 0.13 1.00 0.33 1.00 0.84 0.80 Satd. Flow (per111) 242 3413 607 3379 1625 1572 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 14 724 19 64 1469 33 21 2 27 24 6 14 RTOR Reduction (vph) 0 1 0 0 1 0 0 25 0 0 13 0 Lane Group Flow (vph) 14 742 0 64 1501 0 0 25 0 0 31 0 Confl. Peds. (#/hr) 1 2 2 Heavy Vehicles (%) 0% 3% 0% 2% 1 % 0% 0% 0% 0% 4% 0% 0% Bus Blockages #/hr 0 2 0 0 2 0 2 0 2 2 0 2 Turn Type D.P+P NA D.P+P NA Perm NA Perm NA Protected Phases 1 6 5 2 4 8 Permitted Phases 2 6 4 8 Actuated Greer, G (s) 50.6 39.2 50.6 50.0 7.3 6.3 Effective Green, g (s) 50.6 39.2 50.6 50.0 6.3 6.3 Actuated g1C Ratio 0.68 0.53 6.68 0.68 0.09 0.09 Clearance Time (s) 5.5 5.5 5.0 5.0 5.5 6.5 Vehicle Extensions 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 178 1810 590 2286 138 134 v/s Ratio Prot 0.00 0.22 c0.02 c0.44 v/s Ratio Perm 0.05 0.06 0.02 c0.02 v/c Ratio 0.08 0.41 0.11 0.66 0.18 0.23 Uniform Delay, d1 9.7 10.4 5.6 7.0 31.4 31.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.1 0.0 0.5 0.2 0.3 Delay (s) 9.7 10.5 5.7 7.5 31.6 31.9 Level of Service A B A A C C Approach Delay (s) 10.5 7.4 31.6 31.9 Approach LOS B A C C Intersection Summa HCM 2000 Control Delay 9.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 73.9 Sum of lost time (s) 17.0 Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period (min) 15 Description: 01Aug2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 11: 1 st Ave S & SW 356th St/S 356th St 10/18/2019 14 --p- Movement EBL EBT MEBR j- *-- 4-_ � t \► WBL WBT WBR TNBL NBT - NBR SBL SBT SBR Lane Configurations t r I ti t r 1� r Traffic Volume (vph) 207 597 35 23 806 133 32 52 37 394 69 743 Future Volume (vph) 207 597 35 23 806 133 32 52 37 394 69 743 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 4% 5% 3% 1% Total Lost time (s) 5.5 5.5 5.5 4.5 4.5 5.0 4.5 4.5 5.0 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.98 1.00 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 0.88 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1791 1900 1545 1760 3382 1712 1785 1511 1761 1519 1457 Flt Permitted 0.12 1.00 1.00 0.21 1.00 0.15 1.00 1.00 0.72 1.00 1.00 Satd. Flow (perm) 234 1900 1545 390 3382 263 1785 1511 1337 1519 1457 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 218 628 37 24 848 140 34 55 39 415 73 782 RTOR Reduction (vph) 0 0 20 0 11 0 0 0 34 0 149 221 Lane Group Flow (vph) 218 628 17 24 977 0 34 55 5 415 284 201 Confl. Peds. (#/hr) 5 1 6 Confl. Bikes (#/hr) 3 1 Heavy Vehicles(%) 2% 2% 3% 0% 1% 2% 3% 4% 3% 2% 1% 2% Bus Blockages #/hr) 2 0 0 0 2 2 2 2 0 0 0 2 Turn Type D.P+P NA Perm D.P+P NA D.P+P NA Perm D.P+P NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 2 6 6 8 4 4 8 Actuated Green, G (s) 48.0 45.2 45.2 48.0 36.2 30.7 13.0 13.0 30.7 27.4 27.4 Effective Green, g (s) 48.0 45.2 45.2 48.0 36.2 30.7 13.0 13.0 30.7 27.4 27.4 Actuated g/C Ratio 0.49 0.46 0.46 0.49 0.37 0.31 0.13 0.13 0.31 0.28 0.28 Clearance Time (s) 5.5 5.5 5.5 4.5 4.5 5.0 4.5 4.5 5.0 4.5 4.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 301 874 711 229 1246 130 236 200 494 423 406 v/s Ratio Prot c0.09 c0.33 0.00 c0.29 0.01 0.03 c0.15 0.19 v/s Ratio Perm 0.27 0.01 0.05 0.07 0.00 c0.11 0.14 v/c Ratio 0.72 0.72 0.02 0.10 0.78 0.26 0.23 0.03 0.84 0.67 0.49 Uniform Delay, d1 18.2 21.4 14.5 15.8 27.5 40.0 38.1 37.1 30.4 31.4 29.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.1 2.4 0.0 0.1 3.1 0.4 0.2 0.0 11.7 3.3 0.3 Delay (s) 25.4 23.7 14.5 15.8 30.6 40.4 38.3 37.1 42.1 34.7 30.0 Level of Service C C B B C D D D D C C Approach Delay (s) 23.8 30.2 38.5 35.6 Approach LOS C C D D Intersection Summary HCM 2000 Control Delay 30.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 98.2 Sum of lost time (s) 19.5 Intersection Capacity Utilization 78.6% ICU Level of Service D Analysis Period (min) 15 Description: 05June2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 12: Pacific HwyS & S 356th St 10118/2019 --p. 4- f, L* Movement EBL EBT EBR WBL WBT WBR _ NBU NBL NBT NBR SBU SBL Lane Configurations tt r '� tt r M W, ti Traffic Volume (vph) 226 294 556 464 474 46 1 211 544 56 8 18 Future Volume (vph) 226 294 556 464 474 46 1 211 544 56 8 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1 % -3% 2% Total Lost time (s) 7.0 5.0 5.0 6.0 5.0 6.0 4.5 4.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.91 1.00 Frpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1764 3557 1579 1782 3592 1573 3182 4627 1687 Fit Permitted 0.34 1.00 1.00 0.49 1.00 1.00 0.95 1.00 0.34 Satd. Flow(perm) 624 3557 1579 927 3592 1573 3182 4627 612 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 238 309 585 488 499 48 1 222 573 59 8 19 RTOR Reduction (vph) 0 0 190 0 0 35 0 0 9 0 0 0 Lane Group Flow (vph) 238 309 395 488 499 13 0 223 623 0 0 27 Confl. Peds. (#/hr) 1 1 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 0% 9% 9% 9% 13% 6% Bus Blockages (#/hr) 2 0 2 2 0 2 2 0 2 0 0 0 Turn Type D.P+P NA Perm D.P+P NA Perm Prot Prot NA custom D.P+P Protected Phases 7 4 3 8 5 5 2 1 Permitted Phases 8 4 4 8 1 2 Actuated Green, G (s) 48.0 31.0 31.0 49.0 34.1 34.1 15.2 45.3 49.0 Effective Green, g (s) 48.0 31.0 31.0 49.0 34.1 33.1 16.2 46.3 49.0 Actuated g/C Ratio 0.40 0.26 0.26 0.41 0.28 0.28 0.13 0.39 0.41 Clearance Time (s) 7.0 5.0 5.0 6.0 5.0 5.0 5.5 5.5 5.5 Vehicle Extension (s) 3.0 2.0 2.0 2.0 2.0 2.0 2.0 2.5 2.0 Lane Grp Cap (vph) 381 918 407 506 1020 433 429 1785 283 v/s Ratio Prot 0.07 0.09 c0.14 0.14 c0.07 0.13 0.00 vls Ratio Perm 0.18 c0.25 0.25 0.01 0.04 v/c Ratio 0.62 0.34 0.97 0.96 0.49 0.03 0.52 0.35 0.10 Uniform Delay, dl 25.5 36.1 44.1 34.8 35.7 31.7 48.3 26.2 21.5 Progression Factor 1.00 1.00 1.00 0.72 0.74 1.00 1.00 1.00 0.56 Incremental Delay, d2 3.2 0.1 36.7 30.0 0.1 0.0 0.4 0.5 0.1 Delay (s) 28.7 36.2 80.7 55.2 26.7 31.7 48.7 26.7 12.2 Level of Service C D F E C C D C B Approach Delay (s) 57.6 40.4 32.4 Approach LOS E D C Intersection Summa HCM 2000 Control Delay 50.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.93 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 109.0% ICU Level of Service G Analysis Period (min) 15 Description: 9/10/2014 - Traffic Count Consultant c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 12: Pacific Hwy S & S 356th St 10/18/2019 Movement SBT SBR Lanelponfigu rations ttl� Traffic Volume (vph) i 155 169 Future Volume (vph) 1155 169 Ideal Flow (vphpl) 1900 1900 Grade (%) -2% Total Lost time (s) 5.5 Lane Util. Factor 0.91 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.98 At Protected 1.00 Satd. Flow (prot) 4737 Flt Permitted 1.00 Satd. Flow (perm) 4737 Peak -hour factor, PH 0.95 0.95 Adj. Flow (vph) 1216 178 RTOR Reduction (vph) 17 0 Lane Group Flow (vph) 1377 0 Confl. Peds. (#Ihr) 1 Heavy Vehicles (%) 8% 8% Bus Blockages #Ihr) 2 0 Turn Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 33.8 Effective Green, g (s) 33.8 Actuated g/C Ratio 0.28 Clearance Time (s) 5.5 Vehicle Extension (s) 2.5 Lane Grp Cap (vph) 1334 v/s Ratio Prot c0.29 v/s Ratio Perm v/c Ratio 1.03 Uniform Delay, d1 43.1 Progression Factor 0.73 Incremental Delay, d2 32.8 Delay (s) 64.1 Level of Service E Approach Delay (s) 63.1 Approach LOS E intersection Surnmary Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 13: 16th Ave S & S 356th St -40. t 1.i 1I10/18/2019 4/ ,t- Movement EBL EBT BBR WBL MT WBR NBL NBT NBR SBL SBT SSR Lane Configurations t'+ *Tt *T* t r Traffic Volume (vph) 0 426 22 36 475 0 31 0 99 3 109 309 Future Volume (vph) 0 426 22 36 475 0 31 0 99 3 109 309 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 7% -1% 3% 0% Total Lost time (s) 4.0 3.0 4.0 4.0 3.0 3.0 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frpb, pedlbikes 1.00 1.00 0.99 0.99 1.00 0.98 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 1.00 0.92 0.85 1.00 0.85 Flt Protected 1.00 1.00 0.98 1.00 1.00 1.00 Satd. Flow (prot) 3386 3510 1544 1447 1861 1544 Flt Permitted 1.00 0.92 0.79 1.00 0.72 1.00 Satd. Flow (perm) 3386 3258 1244 1447 1349 1544 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 448 23 38 500 0 33 0 104 3 115 325 RTOR Reduction (vph) 0 3 0 0 0 0 0 0 0 0 0 190 Lane Group Flow (vph) 0 468 0 0 538 0 0 68 69 0 118 135 Confl. Peds. (#/hr) 8 5 1 8 Heavy Vehicles (%) 0% 2% 0% 3% 3% 0% 3% 0% 3% 0% 2% 2% Turn Type NA custom NA Perm NA Perm Perm NA Perm Protected Phases 4 5 58 7 6 Permitted Phases 8 7 7 6 6 Actuated Green, G (s) 18.0 43.2 9.1 9.1 47.7 47.7 Effective Green, g (s) 19.0 47.2 10.1 10.1 49.7 49.7 Actuated g/C Ratio 0.16 0.39 0.08 0.08 0.41 0.41 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 1.6 1.6 1.6 3.0 3.0 Lane Grp Cap (vph) 536 1338 104 121 558 639 v/s Ratio Prot c0.14 c0.09 v/s Ratio Perm 0.07 c0.05 0.05 c0.09 0.09 v/c Ratio 0.87 0.40 0.65 0.57 0.21 0.21 Uniform Delay, d1 49.3 26.2 53.3 52.9 22.6 22.6 Progression Factor 1.52 0.09 1.00 1.00 1.05 1.76 Incremental Delay, d2 13.9 0.0 10.7 4.0 0.8 0.7 Delay (s) 88.6 2.5 64.0 56.8 24.4 40.4 Level of Service F A E E C D Approach Delay (s) 88.6 2.5 60.4 36.2 Approach LOS F A E D Intersection Summary HCM 2000 Control Delay 42.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 55.6% ICU Level of Service B Analysis Period (min) 15 Description: 06June2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 14: Enchanted Pkwy S & S 356th St 10/18/2019 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations , I tT+ ►j tt Traffic Volume (vph) 227 16 241 56 132 18 368 1129 80 8 1121 2 Future Volume (vph) 227 16 241 56 132 18 368 1129 80 8 1121 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 1 % 0% -1 % 1 % Total Lost time (s) 4.0 4.0 3.0 3.0 3.0 4.0 5.0 3.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.98 1.00 0.99 1.00 1.00 Flt Protected 0.96 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1773 1486 1791 1849 1778 3479 1796 3487 At Permitted 0.41 1.00 0.60 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 768 1486 1135 1849 1778 3479 1796 3487 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 236 17 251 58 138 19 383 1176 83 8 1168 2 RTOR Reduction (vph) 0 0 211 0 4 0 0 3 0 0 0 0 Lane Group Flow (vph) 0 253 40 58 153 0 383 1256 0 8 1170 0 Confl. Peds. (#/hr) 19 7 Heavy Vehicles(%) 2% 0% 2% 0% 1% 0% 2% 3% 3% 0% 3% 0% Bus Blockages (#/hr) 0 0 2 2 0 0 0 0 0 0 0 0 Turn Type pm+pt NA Perm Perm NA Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 Actuated Green, G (s) 27.1 18.0 18.0 18.0 25.2 71.7 1.2 47.7 Effective Green, g (s) 29.1 19.0 20.0 20.0 27.2 72.7 1.2 49.7 Actuated g/C Ratio 0.24 0.16 0.17 0.17 0.23 0.61 0.01 0.41 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 1.6 1.6 1.6 1.6 2.5 3.0 1.6 3.0 Lane Grp Cap (vph) 270 235 189 308 403 2107 17 1444 v/s Ratio Prot c0.08 0.08 c0.22 0.36 0.00 c0.34 v/s Ratio Perm c0.15 0.03 0.05 v/c Ratio 0.94 0.17 0.31 0.50 0.95 0.60 0.47 0.81 Uniform Delay, dl 44.6 43.7 43.9 45.4 45.7 14.6 59.1 31.0 Progression Factor 1.01 0.58 1.00 1.00 0.83 0.61 0.78 0.85 Incremental Delay, d2 27.9 0.1 0.3 0.5 29.0 1.0 5.0 3.5 Delay (s) 72.7 25.4 44.2 45.9 67.1 9.9 51.4 29.9 Level of Service E C D D E A D C Approach Delay (s) 49.2 45.4 23.2 30.0 Approach LOS D D C C Intersection Summa HCM 2000 Control Delay 30.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 87.0% ICU Level of Service E Analysis Period (min) 15 Description: 05June2018 - TDG c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 24: Enchanted Pk S & SR18 Off Ramp10118/2019 t jp\1' Movement WBL WBR NBT NBR SBL SBT Lane Configurations )y ft tt Traffic Volume'(vph) 626 463 1062 0 0 1556 Future Volume (vph) 626 463 10.62 0 0 1556 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 190.0 Grade (%) 0% -1% -2% Total Lost time (s) 5.0 5.0 5. Lane Util. Factor 0.97 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 Frt 6.94 1.00 1.00 At Protected 0.97 1.00 1.00 Satd. Flow (prot) 3276 3508 3526 Flt Permitted 0.97 1.00 1.00 Satd. Flow (perm) 3276 3508 3526 Peak -hour factor, PH 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 645 477 1095 0 0 1604 RTOR Reduction (vph) 46 0 0 0 0 0 Lane Group Flow (vph) 1076 0 1095 0 0 1604 Confl. Peds. (#/hr) 4 Heavy Vehicles (%) 2% 2% 3% 0% 0% Bus Blockages #Ihr 2 2 2 0 0 Turn Type Prot NA Protected Phases 8 2 Permitted Phases Actuated Green, G (s) 42.6 67.4 67.4 Effective Green, g (s) 42.6 67.4 67.4 Actuated gIC Ratio 0.36 0.56 0.56 Clearance Time (s) 5.0 Vehicle Extension (s) 2.0 2.0 2.0 Lane Grp Cap (vph) 1162 1970 1980 v/s Ratio Prot c0.33 0.31 c0.45 v/s Ratio Perm v/c Ratio 0.93 0.56 0.81 Uniform Delay, d1 37.2 16.8 21.2 Progression Factor 1.00 1.00 0.53 Incremental Delay, d2 12.1 1.1 2.9 Delay (s) 49.3 17.9 14.2 Level of Service D B B Approach Delay (s) 49.3 17.9 14.2 Approach LOS D B B Intersection Summa HCM 2000 Control Delay 25.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0,85 Actuated Cycle Length (s) 1i20.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 833% ICU Level of Service E Analysis Period'(min) 15 Description: 11 Sept2018 -Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 25: Enchanted Pkwy S & Milton Rd S 10/18/2019 * Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T +T r tT I +T Traffic Volume (vph) 76 55 15 28 90 161 8 673 29 187 1306 401 Future Volume (vph) 76 55 15 28 90 161 8 673 29 187 1306 401 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 5% 2% 3% -2% Total Lost time (s) 5.5 5.5 5.5 4.7 4.7 5.5 4.7 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.85 1.00 0.99 1.00 0.96 Fit Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1587 1786 1845 1555 1778 3467 1787 3435 Fit Permitted 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1587 1786 1845 1555 1778 3467 1787 3435 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 80 58 16 29 95 169 8 708 31 197 1375 422 RTOR Reduction (vph) 0 10 0 0 0 115 0 2 0 0 14 0 Lane Group Flow (vph) 80 64 0 0 124 54 8 737 0 197 1783 0 Confl. Peds. (#/hr) 4 4 Heavy Vehicles (%) 10% 0% 0% 0% 1 % 2% 0% 1 % 10% 2% 2% 2% Bus Blocka es #/hr 2 0 2 2 0 2 0 2 0 0 2 0 Turn Type Split NA Split NA pm+ov Prot NA Prot NA Protected Phases 4 4 8 8 1 5 2 1 6 Permitted Phases 8 Actuated Green, G (s) 14.6 14.6 13.8 38.3 1.5 45.2 24.5 68.2 Effective Green, g (s) 14.6 14.6 13.8 38.3 1.5 45.2 24.5 68.2 Actuated g/C Ratio 0.12 0.12 0.12 0.32 0.01 0.38 0.21 0.57 Clearance Time (s) 5.5 5.5 5.5 4.7 4.7 5.5 4.7 5.5 Vehicle Extension (s) 3.5 3.5 3.5 3.5 3.0 6.2 3.5 6.2 Lane Grp Cap (vph) 194 218 213 499 22 1313 366 1963 v/s Ratio Prot c0.05 0.04 c0.07 0.02 0.00 0.21 c0.11 c0.52 v/s Ratio Perm 0.01 v/c Ratio 0.41 0.30 0.58 0.11 0.36 0.56 0.54 0.91 Uniform Delay, d1 48.4 47.7 50.0 28.5 58.4 29.2 42.3 22.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.7 0.9 4.3 0.1 9.9 1.7 1.7 7.7 Delay (s) 50.1 48.6 54.3 28.6 68.4 31.0 44.1 30.4 Level of Service D D D C E C D C Approach Delay (s) 49.3 39.5 31.4 31.8 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay 33.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 119.3 Sum of lost time (s) 21.2 Intersection Capacity Utilization 79.1% ICU Level of Service D Analysis Period (min) 15 Description: 1Aug2018 - Traffic Data Gathering c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 26: Enchanted Pk S & 19th WayS 10/18/2019 t Movement E8L EBR NBL NBT SBT SBR Lane Configurations r tt tT Traffic Volume (vph) 38 44 49 710 347 84 Future Volume (vph) 38 44 49 710 1347 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 0% -1 % 1 % Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 i.00 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1791 1573 1778 3508 3445 Flt Permitted 0.95 1.00 0.16 1.00 1.00 Satd. Flow(perm) 1791 1573 298 3508 3445) Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 40 46 52 747 1418 88 RTOR Reduction (vph) 0 44 0 0 2 0 Lane Group'Flow (vph) 40 2 52 747 1504 0 Confl. Peds. (#/hr) 2 Heavy Vehicles (1/6) 0% 0% 2% 35, 3% 2% Bus Blockages #Ihr 2 2 0 2 2 0 Turn Type Prot Perm Perm NA NA Protected Phases 4 2 6 Permitted Phases 4 2 Actuated Green, G (s) 6.4 6.4 103.6 103.6 103.6 Effective Green, g (s) 6.4 6.4 103.E 103.6 103.6 Actuated g/C Raba 0.05 0.05 0.86 0.86 0.86 Clearance Time (s) 5.6 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 95 83 257 3028 2974 v/s Ratio Prot c0.02 0.21 c0.44 v/s Ratio Perm 0.00 0.17 v/c Ratio 0.42 0.03 0.20 0.25 0.51 Uniform Delay, dl 55.0 53.9 1.4 1 A 2.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, 02 1.1 0.1 1.8 0.2 0.6 Delay (s) 56.1 53.9 3.1 1.6 2.6 Level of Service E D A A A Approach Delay (s) 54.9 1.7 2.6 Approach LOS D A A Intersection Summary HCM 2000 Control Delay 4.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 53.5% ICU Level of Service A Analysis Period (min) 15 Description: 2008 or before c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Unsign8lized Intersection Capacity Analysis 914th Ave SW13th Way SW & SW 356th St 10/18/2019 * _* --� � �- � �- 4 ,�x � u ,� v � ~ U �r 1 ~ Lane Configurations 0- Free Free Stop Stop Hourly flow rate (vph) 3O 785 G 7 1438 63 3 1 3 41 1 31 Pudao�onp. _ ' ` 1V_ 10 10 i- LonoVWdUh(ft) 12.0 13.0 12.0 12.0 VVa�ng$pood0bsi _ ` 3.5 3.9 3.5 3.5 Percent 8| 1 _ 1 1 1 R1.�h�mflu�^~,. Median type TVVLTL TVYLTL _ �od�no��ouvnh � �� 2 % Upstream signal 88 platoon - - locked --- ' VC, conflicting volume 1502 811 1881 2402 420 1978 2378 788 vC1.stage 1cnn wd 888 088 1490 1490 v62 stage 2uun wd 775 1616 489 888 vCu.unblocked vol 1502 811 1661 2402 428 1978 2378 766 tC.single (u) 42 41 7.5 8.5 6.0 7.6 8.5 8.9 tC,2stage &A 8.5 5.5 6.5 H tF(s) 2.2 2.2 3.5 4.0 3.3 3.9 4.0 3.3 o8queue free % _ 61 B& 88 OQ 99 87 89 81 cM caoauUvkve�h\ �33 818 200 128 578 123 158 343 Volume Total 30 930 271 7 SSO 533 7 73 Volume Left 39 O O 7 O O 3 41 Volume Right U U 8 O O 53 3 31 uGH '4�� 1700 1700 818 1 -- i700 2k 170 Volume toCapacity 0.08 0.31 0.18 0L01 0.56 0,31 0.03 U/B Queue LenQ�95thUM 7 6 U 1 0 O ' 49 Control Delay (u) 141 0.0 0.0 9.4 0.0 OO 18.8 412 LmneLO8 B A C E Approach Delay (s) 07 0.0 18.8 412 AppmoohLOS C E Intersection Average Delay 1.6 Intersection Co d Utilization S4�O.& ICU Level ofGomioo A Analysis' - 15 O6Juno2O18'Traffic Data Gathering Lloyd Site Milton Gynohm1UReport HCM Unsignalized Intersection Capacity Analysis 15: Pacific Hwy S & S 359th St II 10118I2019 4- t t Movement WBL WBR OT NBR SBL SBT Lane Configurations Y tT tt Traffic Volume (veh/h) 47 27 807 17 26 2250 Future Volume (Veh/h) 47 27 807 17 26 2250 Sign Control Stop Free Free Grade 2% 3% -3% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 49 28 849 18 27 2368 Pedestrians 10 10 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 Percent Blockage 1 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 776 pX, platoon unblocked 0.71 vC, conflicting volume 2106 444 867 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1748 444 867 tC, single (s) 6.8 6.9 4.2 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 9 95 96 cM capacity (veh/h) 54 562 760 Direction. Lane 9 WB 1 NB 1 NS 2 SB 1 SB 2 SB 3 Volume Total 77 566 301 27 1184 1184 Volume Left 49 0 0 27 0 0 Volume Right 28 0 18 0 0 0 cSH 80 1700 1700 760 1700 1700 Volume to Capacity 0.96 0.33 0.18 0.04 0.70 0.70 Queue Length 95th (ft) 130 0 0 3 0 0 Control Delay (s) 182.0 0.0 0.0 9.9 0.0 0.0 Lane LOS F A Approach Delay (s) 182.0 0.0 0.1 Approach LOS F Intersection Summary Average Delay 4.3 Intersection Capacity Utilization 74.8% ICU Level of Service D Analysis Period (min) 15 Description: 06June2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 16: 16th Ave S & S 359th St 10/18/2019 --p. -,* f- �— fl t 7 L* Movement FBL FBT EBR WBL W6T WBR NBU NBL NBT NBR SBU SBL. Right Turn Channelized Traffic Volume (veh1h) 12 0 36 D 2 2 2 26 67 0 1 2 Future Volume (veh/h) 12 0 36 0 2 2 2 26 67 0 1 2 Peak Hour Factor DA5 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 13 0 38 0 2 2 2 27 71 0 1 2 Approach Volume (veh/h) 51 4 100 Crossing Volume (vehlh) 112 114 16 High Capacity (veh/h) 1269 1267 1367 High v/c (veh/h) 0.04 0.00 0.07 Low Capacity (veh/h) 1056 1054 1146 Low v/c (veh/h) 0.05 0.00 0.09 Intersection Summa Maximum v/c High 0.13 Maximum v/c Low 0.16 Intersection Capacity Utilization 40.8% ICU Level of Service A Description: 9117/14 - Traffic Count Consultant ' Movement SBT SBR Right Turn Channelized Traffic Volume (veh/h) 102 68 Future Volume (veh/h) 102 68 Peak Hour Factor 0.95 0.95 Hourly flow rate (vph) 107 72 Approach Volume (veh/h) 182 Crossing Volume (veh/h) 31 High Capacity (veh/h) 1352 High v/c (veh/h) 0.13 Low Capacity (veh/h) 1131 Low v/c (veh/h) 0.16 intersection Summary Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 17: Pacific Hwy S & S 373th St 10/18/2019 Movement WBL WBR NBT NBR SBL SST Lane Configurations Y t'+ _ +'t Traffic Volume (veh/h) 157 41 789 17 63 2063 Future Volume (Veh/h) 157 41 789 17 63 2063 Sign Control Stop Free Free Grade 3% -2% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 195 0.95 Hourly flow rate (vph) 165 43 831 18 66 2172 Pedestrians 1 10 10 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 1 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 2069 436 850 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2069 436 850 tC, single (s) 6.8 6.9 4.1 _ tC, 2 stage (s) - -� tF (s) 3.5 3.3 2.2 p0 queue free % 0 92 92 cM capacity (veh/h) 43 568 783 Direction, Lane 9 WB 1 NB 1 NB 2 SB 1 SS 2 Volume Total 208 554 295 790 1448 Volume Left 165 0 0 66 0 Volume Right 43 0 18 0 0 cSH 53 1700 1700 783 1700 Volume to Capacity 193 0.33 0.17 0.08 0.85 Queue Length 95th (ft) Err 0 0 7 0 Control Delay (s) Err 0.0 0.0 2.2 0.0 Lane LOS F A Approach Delay (s) Err 0.0 0.8 Approach LOS F Intersection Summary Average Delay 631.7 Intersection Capacity Utilization 105.0% ICU Level of Service G Analysis Period (min) 15 Description: 30Aug2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Signalized Intersection Capacity Analysis 17: Pacific Hwy S & S 373th St 10/17/2019 t t Movement WBL WBR NBT NBR SBL SST Lane Configurations Y 0 0 Traffic Volume (vph) 157 41 789 17 63 2063 Future Volume (vph) 157 41 789 17 63 2063 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 3% -2% 0% Total Lost time (s) 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 0.95 Fipb,_ ped/bikes 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 Frt 0.97 1.00 1.00 Flt Protected 0.96 1.00 1.00 Satd. Flow (prot) 1722 3325 3360 At Permitted 0.96 1.00 0.88 Satd. Flow (perm) 1722 3325 2952 Peak -hour factor, PH 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 165 43 831 18 66 2172 RTOR Reduction (vph) 8 0 1 0 0 0 Lane Group Flow (vph) 200 0 848 0 0 2238 Con#l. Peds. (#/hr) 1 Heavy Vehicles (%) 1% 0% 9% 0% 2% 7% Bus Blockages (#Ihr 2 2 2 0 0 2 Turn Type Prot NA Perm NA Protected Phases 8 2 6 Permitted Phases 6 Actuated Green, G (s) 15.0 92.8 92.8 Effective Green, g (s) 14.0 91.8 91.8 Actuated g/C Ratio 0.12 0.78 0.78 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 Lane Grp Cap (vph) 204 2591 2300 T T v/s Ratio Prot c0.12 0.25 v/s Ratio Perm 7^ v/c Ratio 0.98 0.33 0.97 Uniform Delay, d1 51.8 3.9 11.9 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 57.1 0.0 12.9 Delay (s) 108.9 3.9 24.8 Level of Service A C Approach Delay (s) 3.9 24.8 Approach LOS A C Intersection Summa HCM 2000 Control Delay 24.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.97 Actuated Cycle Length (s) 117.8 Sum of lost time (s) 12.0 Intersection Capacity Utilization 107.4% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour WITH MITIGATION HCM Unsignalized Intersection Capacity Analysis 18: 8th Ave S & S 373th St 1I10118/2019 Movement FBL EBT FBR WBL WST WBR NBL NBT NBR SBL SBT SBR Lane Configurations' Traffic Volume (veh/h) 1 4 21 2 13 3 152 3 1 1 4 3 Future Volume (Veh/h) 1 4 21 2 13 3 152 3 1 1 4 3 Sign Control Free Free Stop Stop Grade 10% -5% -5% 3% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.9.5 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 1 4 22 2 14 3 160 3 i 1 4 3 Pedestrians 10 10 10 10 Lane Width (ft) 10.0 10.0 10.0 10.0 Walking Speed (ft/s) 3.5 3.5 3.5 3.5 Percent Blockage 1 1 1 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 27 36 62 58 35 59 68 36 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 27 36 62 58 35 59 68 36 tC, single (s) 4.1 4.1 7.1 0.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 100 82 100 100 100 100 100 cM capacity (veh/h) 1587 1575 901 822 1027 911 812 1026 Direction. Lane # FB 1 WB 1 NB 1 S8 1 Volume Total 27 19 164 8 Volume Left 1 2 160 1 Volume Right 22 3 1 3 cSH 1587 1575 900 894 Volume to Capacity 0.00 0.00 0.18 0.01 Queue Length 95th (ft) 0 0 17 1 Control Delay (s) 0.3 0.8 9.9 9.1 Lane LOS A A A A Approach Delay (s) 0.3 0.8 9.9 9.1 Approach LOS A A intersection Summary Average Delay 7.9 Intersection Capacity Utilization 27.0% ICU Level of Service A Analysis Period (min) 15 Description: 22Sept2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 19: S 372 Way & S 373th St 10/18/2019 t t4.1 Movement EBL EBR NBL NBT SST SBR Lane Configurations Y *' T+ Sign Control Stop stop Stop Traffic Volume (vph) 4 2 1 43 32 17 Future Volume (vph) 4 2 1 43 32 17 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 4 2 1 45 34 18 Direction, Lane # EB 1 NB 1 S61 Volume Total (vph) 6 46 52 Volume Left (vph) 4 1 0 Volume Right (vph) 2 0 18 Hadj (s) -0.07 0.00 -0.21 Departure Headway (s) 4.0 4.0 3.7 Degree Utilization, x 0.01 0.05 0.05 Capacity (veh/h) 866 992 952 Control Delay (s) 7.1 7.2 7.0 Approach Delay (s) 7.1 7.2 7.0 Approach LOS A A A Intersection Summar Delay 7.1 Level of Service A Intersection Capacity Utilization 15.0% ICU Level of Service A Analysis Period (min) 15 Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 20: 8th Ave S & S 372 Way 1o11s12o1s ,(- t II i Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y T -T Sign Control Stop Stop Stop Traffic Volume (vph) 33 2 155 42 1 26 Future Volume (vph) 33 2 155 42 1 26 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 195 Hourly flow rate (vph) 35 2 163 44 1 27 Direction, Lane # WB 1 NB 1 SIB Volume Total (vph) 37 207 28 Volume Left (vph) 35 0 1 Volume Right (vph) 2 44 0 Hadj (s) 0.16 -0.10 0.01 Departure Headway (s) 4.5 3.9 4.2 Degree Utilization, x 0.05 0.23 0.03 _ Capacity (veh/h) 750 901 840 Control Delay (s) 7.8 8.1 7.3 Approach Delay (s) 7.8 8.1 7.3 Approach LOS A A A Intersection Summa Delay 7.9 Level of Service A Intersection Capacity Utilization 22.4% ICU Level of Service A Analysis Period (min) s 15 Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 21: S 375th St & 8th Ave S 10/18/2019 t \40. 1 Movement WBL WBR NBT NBR S8L SBT Lane Configurations Sign Control Traffic Volume (vph) Future Volume (vph) Peak Hour Factor Hourly floW,rate (vph) Direction, Lane # Y Stop 3 3 0.95 3 WB 1 90 90 0.95 95 NB 1 14 Stop 0 0 0.95 0 SB 1 Stop 1 43 1 1 43 1 0.95 0.95 0.95 1 45 1 Volume Total (vph) 98 1 45 Volume Left (vph) 3 0 45 Volume Right (vph) 95 1 0 Hadj (s) -0.56 -0.60 0.20 Departure Headway (s) 3.4 3.5 4.3 Degree Utilization, x 0.09 0.00 0.05 Capacity (veh/h) 1024 978 819 Control Delay (s) 6.8 6.5 7.5 Approach Delay (s) 6.8 6.5 7.5 Approach LOS A A A Intersection Summary Delay 7.0 Level of Service A Intersection Capacity Utilization 21.5% ICU Level of Service A Analysis Period (min) 15 Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 22: Milton Rd S & S 375th St/S 376th St 10/18/2019 ---► t` Movement EBL FBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 26 2 26 1 2 9 110 128 0 2 446 73 Future Volume (Vehlh) 26 2 26 1 2 9 110 128 0 2 446 73 Sign Control Stop Stop Free Free Grade 2% 2% 2% -1 % Peak Hour Factor 0.95 0.95 GA5 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 27 2 27 1 2 9 116 135 0 2 469 77 Pedestrians 10 10 10 10 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 3.5 Percent Blockage 1 1 1 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 908 898 528 926 937 155 556 145 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 908 898 528 926 937 155 556 145 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 88 99 95 100 99 99 89 100 cM capacity (veh/h) 224 244 54.4 209 231 879 1015 1436 Direction, Lane 4 EB 1 WB 1 NB 1 SB 1 Volume Total 56 12 251 548 Volume Left 27 1 116 2 Volume Right 27 9 0 77 cSH 314 507 1015 1436 Volume to Capacity 0.18 0.02 0.11 0.00 Queue Length 95th (ft) 16 2 10 0 Control Delay (s) 19.0 12.3 4.8 0.0 Lane LOS C B A A Approach Delay (s) 19.0 12.3 4.8 0.0 Approach LOS C B Intersection Summa Average Delay 2.8 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15 Description: 22Sept2018 - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 23: Milton Rd S & S 369th St 10/18/2019 Movemen[ WBL WBR NBT NBR SBL SBT Lane Configurations Y 1� 4 Traffic Volume (vehlh) 20 8 122 49 21 512 Future Volume (Veh/h) 20 8 122 49 21 512 Sign Control Stop Free Free Grade -2% 1 % 2% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 21 8 127 51 22 533 Pedestrians 10 10 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 Percent Blockage 1 1 Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 740 162 178 vC1, stage 1 conf vol Ilk vC2, stage 2 conf vol 587 vCu, unblocked vol MO 162 178 tC, single (s) 6.5 6.2 4.1 tC, 2 stage (s) 5.5 tF (s) 3.6 3.3 2.2 p0 queue free % 96 99 98 cM capacity (veh/h) 503 879 1410 Direction, Lane 4 WB 1 NB 1 SB 1 Volume Total 29 178 555 Volume Left 21 0 22 Volume Right 8 51 0 cSH 570 1700 1410 Volume to Capacity 0.05 0.10 0.02 Queue Length 95th (ft) 4 0 1 Control Delay (s) 11.7 0.0 0.5 Lane LOS B A Approach Delay (s) 11.7 0.0 0.5 Approach LOS B. Intersection Summa Average Delay 0.8 Intersection Capacity Utilization 53.3% ICU Level of Service A Analysis Period (min) 15 Description: 22Aug2018- - Traffic Data Gathering Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour LANE LEVEL OF SERVICE Lane Level of Service V Site: 16 [2024 With Project - PM Peak Hour] Lloyd Site Milton 16th Ave S / S 359th St Site Category: (None) Roundabout Approaches Intersection South East North _West LOS A! A A A A I IS Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. SIDRA INTERSECTION 8.0 1 Copyright © 2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: TENW I Processed: Friday, October 18, 2019 11:25:26 AM Project: T:\Active Projects\Lloyd Site Milton - 5798\Planning - 5798\LOS\Federal Way\16th Ave 3 & S 359th St.sip8 LANE SUMMARY V Site: 16 [2024 With ProJect - PM Peak Hour] Lloyd Site Milton 16th Ave S / S 359th St Site Category: (None) Roundabout South: 16th Ave S Lane 1d 101 0.0 1356 0.075 100 Approach 101 0.0 0.075 East: S 359th St Lane 1d 5 0.0 1229 0.004 100 Approach 5 0.0 0.004 North: 16th Ave S Lane 1d 182 1.2 1319 0.138 100 Approach 182 1.2 0.138 West: S 359th St Lane 1d 52 0.0 1226 0.042 100 Approach 52 0.0 0.042 Intersection 340 0.6 0.138 3.2 LOS A 0.3 8.4 Full 1600 0.0 0.0 3.2 LOS A 0.3 8.4 3.0 LOS A 0.0 GA Full _ _ 1600 0.0 _ 0.0 3.0 LOS A 0.0 OA 3.9 LOS A 0.7 _ 16.6 Full 1600 0.0 0.0 3.9 LOS A 0.7 16.6 3.3 LOS A 0.2 4.5 Full 1600 0.0 0.0 3.3 LOS A 0.2 4.5 3.6 LOS A 0.7 16.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies Gap -Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 8.0 i Copyright © 2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: TENW I Processed: Friday, October 18, 2019 11:25:26 AM Project: T\Active Projects\Lloyd Site Milton - 5798\Planning - 5798\LOS\Federal Way\16th Ave S & S 359th St.sip8 Updated Traffic Impact Analysis Bridge Point 1-5 Seattle Appendix H Enchanted Parkway S / Milton Road S Queue Worksheets Queues 25: Enchanted Pkwy S & Milton Rd S 10/18/2019 ---p- - 4\ t Lane Group EBL FBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 60 56 123 169 7 739 197 1797 v/c Ratio 0.33 0.27 0.58 0.25 0.08 0.52 0.54 0.82 Control Delay 50.1 43.3 60.3 4.6 55.3 30.8 49.5 23.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.1 43.3 60.3 4.6 55.3 30.8 49.5 23.7 Queue Length 50th (ft) 45 37 91 0 5 214 138 465 Queue Length 95th (ft) 72 65 148 44 21 #406 224 #1141 Internal Link Dist (ft) 1335 2045 2046 772 Turn Bay Length (ft) 350 150 225 250 Base Capacity (vph) 417 468 455 678 153 1414 368 2186 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.12 0.27 0.25 0.05 6.52 0.54 0.82 Intersection Description:1Aug2018 - Traffic Data Gathering # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Lloyd Site Milton Synchro 10 Report 2024 Without Project - PM Peak Hour Queues 25: Enchanted Pkwy S & Milton Rd S 10/18/2019 ---*--- 4\ t II i Lane Group BBL EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 80 74 124 169 8 739 197 1797 v/c Ratio 0.41 0.32 0.58 0.25 0,09 0.56 0.54 0.86 Control Delay 52.0 41.4 60.3 4.6 55,5 33.1 49.5 26.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.0 41.4 60.3 4.6 55.5 33.1 49.5 26.7 Queue Length 50th (ft) 59 46 92 0 6 219 138 487 Queue Length 95th (ft) 92 78 150 44 23 #406 224 #1143 Internal Link Dist (ft) 1335 2045 2046 772 Turn Bay Length (ft) 350 150 225 250 Base Capacity (vph) 405 465 455 679 153 1312 367 20M Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0,20 0.16 0.27 0.25 0.05 0.56 0,54 0.86 Intersection Summary Description: 1Aug2018 - Traffic Data Gathering # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Lloyd Site Milton Synchro 10 Report 2024 With Project - PM Peak Hour CITY OF Federal Way Centered an Opportunity 2019 Traffic Impact Fees 2019 Scroll down and complete the steps outlined below: Please fill in the required information in the yellow highlighted boxes. STEP #1. General Information Fnter the following information Project Name Bridge Point 1-5 Seattle File Number Street Address City, State Zip Milton Parcel Number (s) Traffic Impact Fee Estimated By SL Is this project locate within the City Center Zone? If "YES", please use City Center Impact Fee sheet. STEP #2: Land Use Type Select the proposed Land Use Type(s) from the drop down memu below. Enter the proposed number of units for the Project Proposed Land Use Type (s) 1) l Warehousing 2) Light Industry/Manufacturing 3) NONE 4) INONE Unit of sf/GFA sf/GFA N/A N/A Number of Impact Fee Rate per Preliminary Impact Unit(s) Unit of Measure Fee Amount 1925000 $ 125000 $ $ $ 1.45 $ 2,784,768.00 4.39 $ 548,138.18 $ 3,332,906.18 STEP #3 - Credit/Change in Use (If Applicable) This step applies to development proposal to change existing building or dwelling use. Provide any impact fee previouly paid for the land use category of the prior use IMPACT FEE AMOUNT PAID FOR (Do not include administration fees). PRIOR USE For a change in use of an existing building, the impact fee will be assessed based on the difference between the new uses and the prior use. If no impact fee was required for the prior use, the impact fee for the new use shall be reduced by the amount equal to the current impact fee rate in affect for the prior use. Fill out the lines below of the prior use. Proposed Land Use Type (s) 1) NONE 2) NONE 3) NONE Unit of Number of Measure Unit(s) Impact Fee Rate per Preliminary Impact Unit of Measure Fee Amount N/A $ N/A $ N/A $ STEP #4: Total Impact Fee Calculate estimated Total Traffic Impact Fee payment amount, including Administrative Fees. (Fee Code 1335) - Traffic Impact Fee (Before adjustment) - 8036 $ Credit/Adjustment including Change of Use (Fee Code 1337) Administrative Fee (3%) - 8036-1 TOTAL TRAFFIC IMPACT FEE PAYMENT ESTIMATE 3,332,906.18 99,987.19 3,432,893.36 19.100.070 - Timing of Fee:Transportation Impact Fee Payment FWRC 19.100.070 3(a) - For commercial developments, fees shall be calculated based on the impact fee schedule in effect at the time a completed building permit application is filed and paid prior to permit issuance. For a change in use for which no building permit is required, the fee shall be calculated and paid based on the impact fee schedule in effect on the date of an approved change of use. FWRC 19.100.070 3(c) - For all applications for single-family, multifamily residential building permits, and manufactured home permits, the total amount of the impact fees shall be assessed and collected from the applicant when the building permit is issued, using the fee schedule then in effect. 19.100.075 - Option for Deferred Payment of Transportation Impact Fee An applicant may request, at any time prior to building permit issuance, and consistent with the requirements of this section, to defer to final building inspection the payment of a transportation impact fee for a single-family residential dwelling unit. Refer to defer payment of impact fee code for process. Sarady Long From: EJ Walsh Sent: Wednesday, October 30, 2019 10:25 AM To: Spencer Mayes Cc: Brian Davis; Rick Perez; Sarady Long; 'Jeff Schramm (schramm@tenw.com)'; Brittany Port; 'Nick Afzali' Subject: Re: Milton Bridge Point I-5 Spencer Thank you for your response. I believe we are close to resolving this issue such that Federal Way can withdraw its appeal; however, your project needs to mitigate the identified and created impacts at 375th and Milton Road through construction of the improvements sufficient to offset those impacts, which will need to be designed by your team and reviewed and approved by the City. The impacts have been identified by your traffic consultant and were not mitigated or conditioned through the MDNS. The City is not intending or willing to perform this work or accept a payment in lieu. If you need more concrete numbers for underwriting please have your team submit design plans for the improvements for review. We need to maintain the schedule set forth yesterday. If construction of improvements to mitigate your identified impacts is not acceptable, we will need to proceed with the SEPA appeal. If you have any questions or comments, please do not hesitate to contact me. EJ Walsh Public Works Director -------- Original message -------- From: Spencer Mayes <smayes@bridgedev.com> Date: 10/30/19 9:17 AM (GMT-08:00) To: EJ Walsh <EJ.Walsh@cityoffederalway.com> Cc: Brian Davis <Brian.Davis@cityoffederalway.com>, Rick Perez <Rick.Perez@cityoffederalway.com>, Sarady Long <Sarady.Long@cityoffederalway.com>, "'Jeff Schramm (schramm@tenw.com)"' <schramm@tenw.com>, Brittany Port <bport@cityofrnilton.net>, 'Nick Afzali' <nafzali@cityofinilton.net> Subject: RE: Milton Bridge Point I-5 H i EJ, We appreciate the efforts of you and your team in continuing to work with us toward an agreement. We can accept condition #1 as written, and we can accept item #3 as written. We can't however agree to item #2 as it's currently written. Because it is written as an open-ended liability, we can't underwrite or finance it. We don't outright object to mitigation on Milton Road, we would just need to cap the exposure for underwriting purposes. We can agree to fund $450,000 toward traffic mitigation measures on Milton Road, and then let Federal Way determine where, when and how those dollars are appropriated. In discussion with your technical team, they suggested the improvements could cost somewhere in the range of $250,000 - $300,000. We took the high end of the range and then added 50% to establish the $450,000 figure. As its currently written, the scope of the project could vastly change and cost along with it. Rather than try to define the specific scope and every possible scenario, we think it would be more prudent to offer a flat dollar figure which would allow Federal Way to apply it to cover 100% of a smaller project or a portion of a larger project. Kidder Mathews City of Federal Way. To Whom it May Concern: We have been asked to give our opinion on traffic generation for the site known as the Lloyd Enterprise Gravel Pit in the city of Milton. This site is approximately 100 acres of land and will support approximately 1.8M sf of warehouse, distribution and/or manufacturing space. We are the brokers of record on the property. It is our understanding that the city would like as much information as possible regarding traffic patterns. We have been tasked to give our opinion on where we think the truck traffic will travel both entering and exiting the site and where they are coming from, based on our experience with similar tenants in similar locations. Both Matt Wood and Mike Newton have a long history of working with both distribution and manufacturing companies in the greater Puget Sound. More specifically, the majority of the tenants we've worked with are located in both the Tacoma and Kent Valley submarkets. Both, Mike & Matt, have over 25 years of experience working with Landlords and Tenants in these markets and have worked with such developers as Panattoni, Ave 55, Davis Property, Bridge Development, Prologis, DCT and others. The Tenants we have represented are the likes of Cort, Panasonic, AIM Aerospace, Whirlpool, DHL, Wayfair, and Motion Industries. Our experience is vast in understanding the market drivers that cause Developers to build and tenants to locate where they do. Market Drivers: As it pertains to the Lloyd site, clearly the main market driver is its proximity to the Port of Tacoma. It is important to recognize that the Port of Tacoma and the Port of Seattle's combined containers represents the 6th largest Port in the country. More importantly, there is a major volume shift occurring both in inbound and outbound containers transitioning towards the Port of Tacoma. This is a result of two things. The labor market is cheaper in Pierce County than it is in King County, and there is greater container and ship capacity in the Port of Tacoma. Finally, real estate in and around the Port of Seattle have higher and better uses. Office buildings, professional arenas, and mixed use housing and retail are replacing older functionally obsolescent manufacturing and distribution buildings. Further, the port of Seattle is expanding its cruise ship business. As traffic increases, industrial building rents increase, and overall urban congestion continues in Seattle. This has driven companies South to reduce facility costs and gain quicker access to the Port of Tacoma.. Tenant Composition: Bridge Development will be building exceptionally large buildings relative to the market (buildings over 300,000 sf), with the explicit intention of attracting national and international distribution & manufacturing companies and exploiting the close proximity to the Port of Tacoma. We expect the majority of these tenants to be import/export related. They receive product overseas to assemble and redistribute back to the Port of Tacoma. In some instances they will distribute to the local market or to the greater northwest (Portland, Seattle, Idaho, Montana, Northern CA, and eastern WA), but it is our opinion and expectation that this will be minimal based on the nature of the building product delivered. Currently, over 50% of the goods that come into the Port are repackaged and distributed outside of this market. We fully expect that the truck traffic will be predominantly south from the subject property using 5th and Porter given its natural path to the Port. Market Examples: A good example of these types of Tenants that have headed south with the exclusive intent on using the Port of Tacoma in recent years is: SBS Logistics, Samsung, Ashley Furniture, Geodis, SuperValu, JFC and Damco. Technical Delivery: Since 5th and Porter is the fastest and easiest route to the Port, truck traffic will predominantly go through Milton and not Federal Way. In the event traffic does travel north to either 1-5 or to HWY 18, then traffic will still go to 5th and Porter because of multiple factors, which include equal or better time, less lights, less traffic congestion, predominantly right turns, wider roads with more lanes, safer route due to less residential (traffic & people) and straighter road ways, and better traffic flow. c:\users\saradyl\appdata\local\microsoft\windows\temporary internet files\content.outlook\7118wird\market report from brokers-6.13.19.docx Kideer Mathews Going South is the quickest path to Pacific Highway (SR 99), which leads to 1-5and Highway 18 access. This route also avoids the retail impact of Enchanted Village/Wild Waves, and all the Federal Way retail (restaurants, shopping malls, gas stations) servicing the local residences. Summary: We strongly summarize that most traffic will use 5th and Porter regardless if they plan to go North or South. Our experience and a preponderance of evidence suggests that a majority of inbound trucks will be coming from the Port of Tacoma due to the site's superior proximity. In fact, most Port users will find this site to be advantageous to even those sites located at the intersection or closer to the Port further south since these sites must deal with the congestions of 1-5 and the 54th St. exit, which can take 5-15 minutes just exiting the freeway to get to the Port. The subject site allows access to the Port using surface streets via 5th and Porter and Pacific Highway and users will will prefer this over those closer to the Port due to the time savings and reduced traffic congestion. We estimate that outbound traffic from the site will produce 50% truck access back to the Port, the remainder will be split between intrastate and interstate that will go both North and South via 1-5. Of that remainder that will make their way to the freeway in both directions, we estimate that most (80-90%), if not all, will leave the site, travel South on 5th, and out to Pacific Highway in order to access the major freeway interchanges. 1. Outbound trucks will use 5th and Porter 100% of the time if trucks are heading south on 1-5 to the Port. 2. A large majority of inbound trucks will be coming from the Port, in which case they also would -use 5th and Porter to access the site. 3. Outbound trucks wanting to travel north would use 5th and Porter to Pacific Highway to access 1-5� or Highway 18. In this event, the travel times are 3 minutes faster during peak hours, it is safer, less congested and more truck friendly, for the reasons stated above, and therefore trucks will choose this route over going North on 5th through Federal Way. Please see exhibit map attached showing drive times both to 1-5 North/Hwy 18 and to 1-5 South and the Port. If you have questions, please feel free to reach out to either one of us. Thank you. Mike Newton Matt Wood Vice President Executive Vice President 206-248-7311 206-248-7306 c:\users\saradyl\appdata\local\microsoft\windows\temporary internet files\content outlook\7118wird\market report from brokers-6.13.19.docx ' AS - FEDERAL WAY AUBURN 8 i,1lfiLiiES AWON vL CURRENT LOCATI a 10 FIFE .� 7 y I, CITY OF Public Works Traffic Department Federal Way TIA Scoping Sheet Project Name: Bridge Point 1-5 Seattle Project Description: 1,925,000 SF warehouse building and 125,000 SF Manufacturing building Projected build -out year: 2021/2022 Access: Miltotl Road with trip distribution of approx. 38 percent north and 62 percent south Location: Lloyd Enterprise Inc. materials pit on 51h Ave S south of S 375`I' Street Type of Analysis: Scope: [X] PM peak 1. LOS analysis at all study intersections with 10 or more trips [X] AM peak 2. LOS analysis at all study intersections with 100 or more trips [ ]Daily [X] Other 3. Weekend LOS analysis at all study intersections with 100 or more tips Please use the model PM trips distribution as a base to determine study intersections for AM and Weekend. PM Peak Analysis Intersections: 1. Pacific Hwy S (SR 99) & S 324"' St 2. Pacific Hwy S SR 99) & S 330 St 3. Pacific Hwy S SR 99) & S 336"' St 4. Pacific Hwy S (SR 99) & S 34(f StIle Ave S 5. Pacific Hwy S SR 99 & S 348` St 6. Enchanted Pkwy S SR 161) & S 348St 7. Pacific Hwy S (SR 99) & S 352 nd St 8. Enchanted Pkwy S (SR 161) & S 352 St 9. 21"Ave SW & SW 348 St 10. 21s` Ave SW & SW 356 ' St 11. l3rWay SW & SW 356 St 12. 8 Ave SW & SW 356` St 13. Is' Ave S & S 356 ' St 14. Pacific Hwy S SR 99) & S 356 ' St 15. 16"' Ave S & S 356 St 16. Enchanted Pkw S (SR 161) & S 356`" St 17. Pacific Hwy S SR 99) & S 359` St 18. 16` Ave S & S 359 St 19. Pacific Hwy S SR 99) & S 373 St 20. 8t Ave S & S 373' St/S 375 St 21. S 3714 St & S 372m Way S 22. Milton Rd S & S 375 St/S 375 St 23. Milton Road S & S 369` St 24. Enchanted Pkw S (SR 161) & I-5 SB off ram 25. Enchanted Pkw S (SR 161) & Milton Rd S 26. Enchanted Pkw S (SR 161) & 19"' Wa S 27. Special Study Requests: 1. Truck Trips Generation and Assignment (Existing and Proposed) 2. Queuing analysis at Enchanted Pkwy S & Milton Road S 3. Roadway capacity analysis on Milton Road S to determine if the planned 2-lane Type "P" and Type "O" street cross section is adequate to accommodate additional trips. 4. Pavement analysis along truck routes (Milton Road South) to ensure the existing pavement can accommodate the expected truck load. Provide recommendations for pavement improvements including pavement design if existing pavement thickness is not adequate to handle truck load. 5. Identify traffic impact fee payment and pro-rata mitigation consistent with the settlement agreement. K:\TRAFFIC\Division Programs & Tasks\Development Review\PAA Projects\Lloyd Site 2018 - Milton\TIA Scoping_Bridge Point 1-5 Seattle TIA.doc Existing Truck Trip Assignment =" Truck Distribution: 100% North/0% South (Based on existing counts f T , Truck Gross Trip Generation. 1 in/2 out -- Bridge Point 1-5 Seattle T.r.. r----- al.... c,r......... RE Direclional Distribution Trips Generated Truck Trip Generation Nan•fruck Trip Generotlm Land Use Units' LUc In Out Trip Rate In Out Total Truck%s Enter Emil Total Enter Emil rolol Weekday Uaily _ Proposed Use: Warehouse 1,925,000 GFA 150 50% 50% EON 1,543 1,544 3,087 20% 308 309 617 1,235 1,235 2,470 Manufacturing 125,000 GFA 140 50% 50% EON 278 278 556 20% 56 55 ill 222 223 445 IBdsUng Use: Existing Lloyd Site' - - - - -167 -168 -335 73% -122 -123 -245 -45 -45 -90 9.1 Haw I)COV TrIr = s,654 I.654 3,3w - 1,417 j&IS 211129. Wpekdoy AM Peak Have (Proposed Use: 'Warehouse 1,925,000 GFA 150 77% 23% EON 197 59 256 20% 39 12 51 158 47 205 (Manufacturing 125,000 GFA 140 77% 23% 0.62 60 18 78 20% 12 4 16 48 14 62 IExfsNng Use: (Existing Lloyd Sites - - - - -28 -26 -54 B517 -24 -22 -46 -4 -4 -8 Nei New Aft Peak Now Tdpr = 22? 31 2S0 27 •6 21 202 57 SS9 We vkdcy PM Peak Hour ,Proposed Use: Warehouse 1.925,000 GFA 150 27% 73% EON 70 189 259 20% 14 38 52 56 151 207 •Manufacturing 125,000 GFA 140 31% 69% 0.67 26 58 84 20% 5 12 17 21 46 67 Emfsifng Use: Existing Lloyd Was - - - - - -4 -9 -13 2397 -1 -2 -3 -3 -7 -10 Rai NEW PM Peak H.- Irtp1 = 97 2�8 330 18 48 86 74 190 Notes: 1 GFA = Gross Floor Area. 2 Land Use Code and trip rates based on ITE Trip Generation Manual, loth Edition, 2017 3. Truck percentage based on ITE Trip Generation Handbook, 3rd Edition, 2017. 4. Based on the average of AM and PM counts with K-Factor= 0.10. 5. Based on existing counts collected on Wednesday January 30, 2019 and Thursday January 31, 2019- 'PTEN W 3/2e/2019 Gross Truck Trip Assignment Truck Distribution: 10% North/90% South Truck Gross Trip Generation: 19 in/50 out 6/17/2019 https://itetripgen.org/PrintGraph.htm?code=150&ivlabel=QFQAF&timeperiod=TASIDE&x=1925&edition=385&IocationCode=General Urb... Warehousing (150) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 34 Avg. 1000 Sq. Ft. GFA: 451 Directional Distribution: 77% entering, 23% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 0.17 0.02 - 1.93 0.20 Data Plot and Equation 600 X 500 c 400 LU g u 327 300 X 256 200 X X X X 100 %k X X XX fXXX}CX i925 0 'kX 0 1,000 2,000 3,000 X = 1000 Sq. Ft. GFA X Study Site Fitted Curve Average Rate Fitted Curve Equation: T = 0.12(X) + 25.32 R2= 0.69 Trip Generation Manual, 10th Edition • Institute of Transportation Engineers https://itetripgen.org/PrintGraph.htm?code=150&ivlabel=QFQAF&timeperiod=TASIDE&x=1925&edition=385&IocationCode=General Urban/Suburban... 1/1 6/17/2019 https://itetripgen.org/PrintGraph.htm?code=150&ivlabel=QFQAF&timeperiod=TPSIDE&x=1925&edition=385&IocationCode=General Urb... Warehousing (150) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies- 47 Avg. 1000 Sq. Ft. GFA: 400 Directional Distribution. 27% entering, 73% exiting Vehicle Trip Generation per 1000 5q. Ft. GFA Average Rate Range of Rates Standard Deviation 0.19 0.01 - 1.80 0.18 Data Plot and Equation 600 500 X U) w 400 p a 366 u 300 x 259 X 200 �C X X X X 100 >� X X X x x i 925 00 1,000 2,000 3,000 X = 1000 Sq. Ft. GFA X Study Site Fitted Curve Average Rate Fitted Curve Equation: T = 0.12(X) + 27.82 Rz= 0.65 Trip Generation Manual, 10th Edition a Institute of Transportation Engineers https://itetripgen.org/PrintGra ph. htm?code=150&ivlabel=QFQAF&timeperiod=TPSIDE&x=1925&edition=385&IocationCode=General Urban/Suburban... 1/1 tram orVu WHAT TRANSPORTATION CAN BE. TG: 1.18389.00 Task 03 October 9, 2019 Mr. Rick Perez, PE, PTOE Traffic Engineer City of Federal Way 33325 8th Avenue South Federal Way, WA 98003 SUBJECT: BRIDGE POINT 1-5 SEATTLE TRAFFIC IMPACT ANALYSIS PEER REVIEW — SUMMARY OF COMMENTS Dear Mr. Perez: We have completed our peer review of the August 2019 Traffic Impact Analysis (TIA) submitted by TENW for the proposed development referred to as Bridge Point 1-5 Seattle located in the City of Milton. Our comments are focused specifically on components of the traffic study that influence or address off -site impacts in the City of Federal Way. Below are our comments organized by page number. Page 14. The trip generation summary in Table 6 (and detailed in Appendix C) uses a 20 percent estimate for truck trips for both land uses. Please include a discussion of why the percent is appropriate for the expected use. The footnote in Appendix C says that "Truck percentages are based on ITE Trip Generation Handbook, 3rd Edition, 2017." However, the numbers presented in the Trip Generation handbook from Table 1.1 are based on one study and are only presented for ITE Land Use #150. Please update the TIA to explain why these numbers are valid for both land uses in the TIA. Page 14. What classification of trucks are anticipated with the proposed use? The vehicle classification information is utilized to understand impacts to pavement, site access, and intersection design. Please explain the types of trucks that are anticipated for the proposed project. Page 15. Truck trip distribution was assumed that 90% went south, thereby fewer trucks are anticipated to impact the transportation system in the City of Federal Way infrastructure. The report mentions a market report prepared by Kidder Mathews. Please include the supporting information to justify this assumption. Page 15 / 16. The PM Peak hour trips generated by the site, shown in Table 6 do not match the total ins and outs shown at the new Site Access locations A, B, and C shown in Figure 4 on Page 16. Please either update these figures (and the analysis if necessary) to use the correct trip generation numbers or explain why the total ins and outs at Site Access A, B and C are larger than the trip generation identified in Table 6. Page 16. The trip assignment shown on Figure 4 shows approximately 64 percent of outbound trips heading north (at intersection 3) while the remaining 36 percent of outbound trips head south to intersection 5. The trip distribution shown in Appendix B from the City of Federal Way shows 174 of 224 outbound trips (-78 percent) heading north from the project site. Why the discrepancy? Is this because 90 percent of the truck trips were distributed to the south? Additionally, there are 77 project trips (both truck and general vehicles) heading northbound to the site from intersection 5 (5th Ave and Porter Way) and only 72 of these trips show up at Site Access C. Why is there a difference of 5 trips between the intersections? Please update the figures so they are consistent and supportive of the analysis. 12131 113th Avenue N.E., Suite 203, Kirkland, WA 98034 1 425.821.3665 1 tfansp©grp.com Mr. Rick Perez October 9, 2019 Page 2 Page 21. Intersections impacted by 100 or more trips were to be evaluated for AM and weekend conditions as noted in the Federal Way TIA Scoping Sheet. The TIA notes that no intersections in the City of Federal Way would serve more than 100 trips during those time periods. However, there is no documentation on the number of trips expected to be generated during the weekend. Assuming a similar trip distribution to the PM peak, a factor can be applied to each intersection based on the expected number of trips generated during the AM peak. Applying a factor to the entering volume at each intersection shows that the Milton Rd S / S 375th St / S 376th St intersection (#22) is expected to result in more than 100 trips during the AM peak hour, which would require AM analysis. Please update the analysis to include an AM peak hour operations analysis of this intersection. Page 29. The City of Federal Way LOS standard is a LOS E or better with a V/C ratio less than 1.2 at signalized intersections. For unsignalized intersections the LOS standard is a V/C ratio less than 1.00 on all lane groups. As shown in Table 10, the intersections of Pacific Hwy S / S 336th St (#3), Enchanted Pkwy S / S 352nd St (#7), and Pacific Hwy S / S 359th St (#15) are expected to operate below standards for both 2024 with and without project. No mitigation or supporting analysis is provided to address the LOS deficiencies. The City of Federal Way allows for cycle lengths to be adjusted up to 150 seconds to reduce V/C ratios. Additionally, HCM 2000 methodology should be utilized when reporting LOS and V/C ratios, which also might favorably impact the results. Please update the analysis and documentation to address these locations not meeting LOS standards, and identify mitigation for these intersections or explain why no mitigation is being proposed. Page 29. Provide further evaluation of the Pacific Hwy S / S 373rd St (#17) intersection to identify mitigation to bring the LOS back to pre -project conditions. Page 31. As noted in the Federal Way TIA Scoping Sheet, the City requested the Applicant to perform a capacity analysis for the Milton Road S corridor. The project is adding 58 PM peak hour trips to the segment of Milton Road north of S 376th Street. As noted in the report, the peak hour volumes already exceed the directional design hour volume (DDHV) threshold of 350 vehicles/hour for the existing two-lane road. Additionally, no daily volume analysis was performed. Include an evaluation comparing the expected daily volumes to the 5,000 daily volume threshold for Type "P" and "O" street cross sections. If the daily roadway volumes will be greater than the 5,000 volume threshold, identify mitigation or proportionate share costs to address the impact. Page 31. No pavement analysis was included in the TIA as requested in the Federal Way TIA Scoping Sheet. Please note whether there is a net increase or decrease of truck trips from the site when comparing existing use to planned use. If there is no net increase in truck trips from the site, then no pavement analysis of the Milton Road S corridor is necessary. If there is a net increase in truck traffic, a pavement analysis is still required. The TIA should be updated to either include the pavement analysis or justify why it is not needed. Page 32. Based on the comment from Page 29 above, the pro-rata share identified for the Pacific Hwy S / S 373rd St intersection improvements should likely be increased, as the Applicant will be required to bring the LOS back to without project conditions. Page 32. The City of Federal Way may require the payment of impact fees and/or pro-rata share to mitigate impacts to its transportation system. Please identify the estimated traffic impact fees for the City of Federal Way as identified as a condition in the agreement signed December 10, 2003. Both forms of mitigation should be documented in the analysis. The impact fees should be based on the number of trips impacting roadways within the City of Federal Way. Mr. Rick Perez October 9, 2019 Page 3 Thank you for the opportunity to assist in this review. Please do not hesitate to contact me at 425.821.3665 should you have any questions about our comments. Sincerely, Transpo Group USA, Inc. Jon Pascal, PE, PTOE Principal rilBARGuAUSEN August 23, 2019 Brittany Port City of Milton Community Development 1000 Laurel St. Milton, WA 98354 RE: Responses to June 24, 2019 First Substantive Review Comments Master Plan Approval for Bridge Point 1-5 Seattle Project Nos. LUA 2019-008, LUA 2019-009-, LUA 2019-0010 Our Job No. 20356 Dear Brittany, RECEIVED AUG 27 2019 (SP City of Milton Public ftrk We have revised the plans and technical documents for the above -referenced project in accordance with your comment letter dated June 24, 2019. Enclosed are the following documents for your review and approval: 1. Nine (9) each revised Architectural Site Plan 2. Nine (9) each Architectural Site Cross Sections 3. Nine (9) sets revised Preliminary Civil Engineering Design Plans 4. Five (5) each revised Preliminary Stormwater Site Plan 5. Five (5) each revised Stormwater Pollution Prevention Plan 6. Five (5) sets revised Preliminary Landscape Planting Plans 7. Five (5) each revised Traffic Impact Analysis 8. One (5) each revised SEPA Environmental Checklist 9. Five (5) each Tech Memo from Soundview Consultants- Response to critical area comments 10. Five (5) each revised Wetland and Fish and Wildlife Assessment Report and Mitigation Plan 11. Five (5) each revised Wetland and Fish and Wildlife Assessment Report — Frontage Improvements 5th Avenue and Porter Way 12. Five (5) each revised Biological Evaluation — 5th Avenue and Porter Way 13. Five (5) each Tech Memo from Soundview Consultants- Significant Tree Survey and Retention Plan 14. Five (5) each Memorandum from Terra Associates addressing City Comments 15. Five (5) each revised Master Site Plan Application including narrative explaining consistency with City of Milton's Comprehensive Plan Criteria and GMA Criteria 161 One (1) each CD Containing PDF Document files BARGHAUSEN CONSULTING ENGINEERS, INC 18215 72ND AVENUE SOUTH KENT, WA 98032 P) 425-251-6222 F) 42S-251-8782 BRANCH OFFICES: TUMWATER, WA KLAMATH FALLS, OR LONG BEACH, CA ROSEVILLE, CA barghausen.com Brittany Port City of Milton -2- Community Development August 23, 2019 The following outline provides each of your comments in italics, along with a narrative response describing how each comment was addressed: PLANNING REVIEW: I am listing out the review and approval criteria for the Master Plan to organize my comments and clearly show the requirement under the City's code necessitating a correction to the submitted master plan document and site plan. My comments are in bold, with the specific items to be addressed undarlinad. MMC 17.38.070 Review and approval criteria A. The city's comprehensive plan. Comment is Please provide a narrative explaining consistency with the City Comprehensive Plan as part of the master plan document. Response: The Master Plan Document has been expanded to show consistency with the Comprehensive Plan. B. The policies set forth in the state's Growth Management Act. Comment 2: Please provide_a narrative explaining consistency with the GMA as part of the master 121an document. Response: The Master Plan Document has been expanded to show consistency with the GMA. C. The requirements of the State Environmental Policy Act (SEPA). Comment 3: SEPA comments will be addressed further in this letter and as theV are received by the City. Response: The SEPA comments have been addressed in the revised SEPA checklist which is included with the resubmitted documents. D. There shall be a demonstrated need for the master plan within the community at large which shall not be contrary to the public interest. Comment 4: Please provide a narrative demonstratina need for the proposed development. Response: The proposed Lloyds/Bridge project is an exciting project both for the City of Milton specifically and the surrounding area in general. The project represents approximately 2 Million square feet of Class A -light industrial development with associated office. When completed, this project will represent one of the largest industrial complexes in the area. It will be a hub of enterprise all unto itself. The proximity of the site to the Port of Tacoma and access to the 1-5 and 167 corridors make this location ideal for light industrial development. Combined, Seattle and Tacoma ports are Brittany Port City of Milton -3- August 23, 2019 Community Development the 7th largest container port in the US as measured by TEU Containers (Twenty -foot Equivalent Units). Puget Sound will continue to see a reduction in Port activity in Seattle and growth in Tacoma, which will increase the demand for more Port capacity and drive more business through the Port of Tacoma. In addition, the explosion of e-commerce has only intensified the increasing demand for Port expansion. This expansion will drive demand for jobs in the Pierce County area central to the Port of Tacoma and within the local warehousing and trucking operations that support it. Logistically, the proposed Lloyds/Bridge Milton site is absolutely ideal when you consider its proximity to the Port of Tacoma and access to growing industry not only in Pierce County but the greater Puget Sound region. The combination of both market driven demand and the its superior Port access make the Lloyds/Bridge site ideal for warehousing, storage, high -cube distribution, fulfillment center, manufacturing, and value - add assembly. The proposed Lloyds/ Bridge Milton development will bring approximately 900 to 1200 family wage jobs to the local community. Assuming $35,000 to $45,000 average salary, this could introduce $49M — $63M annually to the local economy. If you add a modest multiplier of 2.5X for the secondary jobs created in response to the primary jobs, the cumulative effect could be $122M - $157M annually. Tax revenue from the construction project would exceed $11 M, the Business & Operations tax from the operating entities and the annual property taxes would be substantial. An investment of more than $200M in Milton will attract other industries such as housing and retail services. No other product type or industry could produce this type of family wage jobs and consequential revenue. E. The master plan shall be located, planned, and developed in such a manner that all uses shall not be detrimental to the health, safety, convenience, or general welfare of persons residing or working in it or the persons residing or working in the community. Comment 5: There will be a lot of people working within the complex, and a lot of truck traffic making deliveries or picking up at the facility which will result in conflicts between pedestrians and vehicles. Within the master plan document on -site pedestrian circulation including pathways and crosswalks within parking lots should be required. Consider as the following language from Black Diamond for inclusion: "4. On -Site Pedestrian Circulation a. Pedestrian paths or walkways shall be provided connecting all businesses and the entries of multiple buildings on the same development site. b. Pathways and crosswalks shall be provided through parking lots along every fourth parking aisle or at intervals of not less than 150 feet. c. Contrasting surface materials shall be used for pathways to delineate pedestrian areas from travel lanes." Response: Concrete walks have been added to the site plan on the east and west sides of Building C, the west side of Building B and the west side of Building A. These concrete walks connect the large parking areas to the proposed building entries. The walks are entirely made of concrete to provide a contrasting material to the asphalt in the drive aisles. This easily delineates pedestrian routes from automobile routes. Each building also has concrete sidewalks running adjacent to the building to allow pedestrians the ability to walk the length of the buildings safely verses having to walk in a drive aisle. F. The site is of adequate size to accommodate the proposed uses, including, but not limited to, parking, traffic circulation, and buffers from adjacent properties. Brittany Port City of Milton -4- Community Development August 23, 2019 Comment 6: The parking analysis on the Preliminary Site Plan meets the parking requirements of the underlying uses (as per MMC 17.48, and included within the master plan document) assuming that the office/warehouse mix of each building is consistent with how the buildings end up being leased. Without an end user in mind, the provided parking may fall short of the requirements in the master plan document. What happens if Building C is leased at a rate of 10% office/90% warehouse instead of 3% office/97% warehouse? This would result in an additional 150 parking stalls being needed for Building C. The total site only has an excess of 29 parking stalls and would fall short of meeting the minimum number of parking stalls by use as established in the master plan document. Please provi,'de a parking analysis for industrial parks to iustify the marking provided on the site that would effectively become the maximum parking on the site. Response: The parking ratios proposed in the Preliminary Site Plan are based on Industry Standard ratios of `office to warehouse" relationships. The parking requirements for office and warehousing are also derived from industry standard requirements as well as market conditions. If the amount of office increases, the warehouse space will be decreased. It is very common in that instance to convert truck dock doors and maneuvering space to vehicle parking. G. Adequate landscaping, screening, yard setbacks, open spaces, or other design elements necessary to mitigate the impact of the planned development master plan upon neighboring properties shall be provided. Comment 7. The minimum rear and side setbacks proposed within the master plan document are 0' consistent with the requirements in the Light Industrial (M-1) Zoning District. This is consistent with the language in MMC 17.38.040 that density, height and setbacks be applied in a manner consistent with the regulations found in other section of the code for the uses proposed. However, MMC 17.38.040.B does state that increased setbacks and buffers may be required to provide protection between differing land uses. The master plan document is intended to run with the land for a time period of at least 10 years. Site plan approval, however, is typically only good for one year unless building permits are issued. The proposed site plan does depict a 96'-7" setback from the north property line, over 150' setback from the south property line (constrained by the creek), and 157'41" setback from the east property line. However, if the site plan approval application were not to be exercised within the 10 year time frame (or other time frame as established by the City Council), then a new site plan approval application with an entirely different site layout could be applied for that would only need to conform to the master plan document and could then utilize a 0' side and rear yard setback, potentially causing adverse impacts on adjacent properties. Future site plan applications or revisions to this application should be considered in the zoning document that governs the development of this property. Consider establishing as part of the master plan document minimum setbacks that incorporate additional setback requirement when adjacent to incompatible uses (i.e. the senior living facility to the north and the apartment complex to the south). In addition, with the maximum height set at 60' !what would _be_the highest building height in the City), setbacks in excess of the requirement in the M:1 District are necessary to ensure there are not adverse impacts on neighboringl properties. Response: Language has been added to the master plan document stating that the minimum building setback from all property lines is 25-foot. This line has also been delineated on the architectural site plan. In addition, language has been included that states the maximum Brittany Port City of Milton -5- August 23, 2019 Community Development building height is 40-foot and that one additional foot of height shall be granted for every additional foot of setback up to a maximum of 50-foot. H. mitigated to the greatest extent practicable. Comment 8: Please include language within the master plan document relating to external illumination. Pierce County, again, has good language that can be used for inspiration: l it s:llwww.code iablishin .comlWAIPierceCount l#I/PierceCount TSJIPierceCount 18Jr5.1� tml#18J.15.085 Response: Language has been added to the master plan document describing lighting requirements. 1. Parking areas are designed to assure. that headlight glare from internal traffic does not affect motorists on adjoining streets. Comment 9: This should be addressed through the provision of parking lot landscaping and an enhanced landscape buffer on the proposed site plan, but language should be added to the master plan document relating to this re uirement for any future uses. Response: Language has been added to the master plan document describing this requirement when parking is adjacent to and at the same grade as a public right-of-way. With regards to the current site plan, the grading is severe enough that there are no parking lots that are designed at the same grade as the street itself. The parking is also set so far back from Milton Road South that there is significant landscaping between any parking lots and the street. Therefore, headlight glare from traffic within the parking areas should not be an issue. J. On -site drainage is designed to assure that post -construction drainage has no greater impact on downstream properties than preconstruction drainage. Response: The on -site drainage system will be designed to store storm water and release it at the pre -developed condition per current City of Milton drainage standards so as to not impact the downstream properties. K. The proposed access to the site must be adequate considering traffic safety and existing street conditions. Comment 10: See comments on the civil engineering plans and TIA. Response: The comments in the civil engineering plans and Traffic Impact Analysis (TIA) have been addressed with this resubmittal. L. There is adequate sight distance at each proposed point of access to the site to assure traffic safety. Comment 11: See comments on the civil engineering plans and TIA. Response: The comments in the civil engineering plans and TIA have been addressed with this resubmittal. Brittany Port City of Milton -6- August 23, 2019 Community Development M. The applicant must demonstrate and the hearing examiner must find that the noise generated by the proposed use shall not exceed the maximum permissible noise levels set forth in Chapter 173-60 WAC and shall not be an increase of more than five dBA above the ambient noise level. The ambient noise level shall be measured using the 15-hour period from 7:00 a.m. to 10:00 p.m. instead of using a 24-hour period. Comment 12: The City's Municipal Code (Chapter 9.37) would require that the maximum permissible sound levels for the property be limited to 60dBA to the north and south (as they are zoned for residences) between 7.00am and 7.00pm. These limits are reduced to 50dBA during the nighttime hours. However, these limits can be exceeded by 5dBA for 15 minutes during any one -hour period, 10dBA for 5 minutes during any one -hour period, and 15dBA for 1 % minutes during any one -hour period. Staff cannot determine conformance with the standard above just based on this code provision. As part of the master plan document, noise impacts should be addressed. Consider this language from Pierce County that would require an acoustical expert to certify any building plans based on the provision of a noise attenuating buffer such as a landscape strip, wall or berm that would reduce the noise impacts on adjacent properties: https://www.codeQublishing.comlWA/PierceCounq,,I,+`PierceCountv18J/PierceCountv18J15.h tml# 18J.15.070 Response: The applicant has engaged an acoustical expert to conduct a Sound/Noise study to ensure compliance with the aforementioned code limits. The consultant will inform the necessary design elements during the building and site work design process to ensure compliance. It is anticipated the south side of building C will require acoustical mitigation (as well as safety and light glare) in the form of some type of solid fence, wall, berm or other. Our goal is to find a solution to mitigate noise, light glare, and vehicle/pedestrian safety in a single design element. A copy of the Noise Study will be submitted once it is completed. N. The generation of noise, noxious or offensive emissions or odors, or other nuisances which may be injurious or detrimental to the community must be mitigated to the greatest extent practicable. Comment 13: The uses specified within the master plan document as permitted include Industry, Light, Professional Offices and Warehousing. Industry, Light is a vague term in the municipal code that should be detailed for the purposes of what types of uses could be permitted on the site. As the definitions section of the City's Zoning Code does not do an adequate enough rob of describincl these uses for the master plan document to rely on and ensure there will be no offensive emissions or odors as a result of the proposed development. please specify. in detail, the types of uses that are anficipatedlpermitted within the proposed development. Consider the allowed uses in Fife's Industrial (1) District. https✓/www.codepublishing.com/WAIFife/htmIlFife19/Fife1948.html#19.48.020. Uses such as fish processing, and marijuana production, should be excluded. Response: A detailed list of anticipated uses has been provided in the updated master plan application included in the submittal. Brittany Port City of Milton -7- Community Development O. Availability of adequate infrastructure as required for subdivisions. Comment 14: This does not apply as no subdivisions are proposed. Response: This comment does not apply. August 23, 2019 P. Parking lots associated with a master plan shall be subject to the following standards: 1. To the extent necessary to preserve public safety and prevent crime, parking lots shall be fenced to limit access and lighted to improve visibility. Comment 15: The proposed site plan does not depict any fencing. MMC 17.38.070.P requires that parking lots be fenced. Response: As a speculative industrial development, fencing around the parking lots is not desired or needed. Fencing will be added at the tenants request once a specific tenant is brought on board. 2. Parking lot owners shall provide a plan to ensure adequate maintenance of parking lots. The parking lot owner shall also post security or have an ongoing owners' association or equivalent to cover the cost of implementing the plan. Comment 16: Prior to building permit approval. a maintenance agreement will need to be submitted covering ongoing maintenance and upkeep of the parking lot. Response: The Developer will create a Covenants, Conditions & Restrictions (CC&R) document and reciprocal access/maintenance agreements during the building permit process that will include all City required maintenance requirements for the parking lot and storm water systems. Q. Standards. 1. Maximum building site coverage: 50 percent. Comment 17: The Master Plan document lists a 60% maximum building coverage as that is the building coverage maximum for the M-1 Zoning District. However, MMC 17.38.070.H.1 lists a maximum building coverage of 50% within the master plan site area. Please reduce this maximum buildina coverage in the masterplan document. Response: The Master Plan document has been updated to reflect a maximum building coverage of 50 percent. The site plan as designed currently meets the 50 percent requirement as the overall site area is 5,131,886 square foot and the total square footage of the four proposed buildings is 2,043,024 square foot which only yields a building coverage of 39.8 percent. This calculation has been shown on the revised architectural site plan. 2. Minimum structural setback: 25 feet. Comment 18: The Master Plan document requires a 10' building setback from the right- of-way and a O'setback for side and rear yards. The minimum setback must beat least 25' er MMC 17.36.070.H.Z Brittany Port City of Milton 8- August 23, 2019 Community Development Response: As noted in Comment 7 above, the master plan document has been updated to reflect a minimum of a 25-foot building setback from all property lines for all buildings and structures. This line has been added to the architectural site plan to show compliance with this requirement. 3. The operation of the planned development shall be effectively screened from view by using a solid screen six feet high. Screening may include fences, walls, vegetation, berms with vegetation, combinations of these, or other methods, all of which must provide a permanent solid screen barrier to visibility from rights -of -way and adjacent and nearby properties. Vegetation used for screening must be of sizes, types, numbers, and siting adequate to achieve 100 percent opacity within three years. All vegetation used for screening shall be maintained in a healthy condition. Vegetation used for screening that dies shall be replaced within six months. Native vegetation shall be emphasized for replanting in screening areas if feasible. Vegetation for screening may include preserved native vegetation that meets the aforementioned requirements. Vegetation planted within low impact development facilities may count towards site screening requirements. Fences and walls over six feet high, which may be required to screen the use from adjacent properties, shall require a building permit and shall maintain the setback required in these criteria. (Ord. 1912 § 1, 2017; Ord. 1741 § 20, 2009). Comment 19: An 8' landscape buffer is proposed consistent with the requirements in the M-1 zoning district. For a use of this intensity, the City's landscape regulations are likely not adequate to completely screen the development from view. Please include within the master plan document a requirement that landscaping being installed to achieve a full screen. Pierce County Code has a good example of this in its L3 Landscape Buffer, which is used when industrial development is proposed adjacent to existing multifamily development. This landscape area will also likely need to be wider than the 8' proposed to achieve a full screen. "3. Full Screen/Berm (Landscape Level 3 - L3). This level is intended to provide a physical and visual separator between incompatible uses or intensities/densities but where a complete noise barrier is not necessary. Examples of use: interior lot line buffering between single-family development and commercial, office, industrial, or multi -family uses, between multi -family development and non-residential uses or arterial roadways, between public schools and commercial and industrial uses, etc. a. Full Screen/Berm, Landscape Level 3, shall include Canopy Vegetation-L3 and either a Vegetative Screen-L3 or a Berm-L3. b. Canopy Vegetation-L3. Trees at a rate of 1 per 25 lineal feet of lot line shall be interspersed throughout the landscape strip in groupings or uniform rows. Minimum mature height shall be 20 feet. c. Vegetative Screen-L3. The Vegetation Screen shall consist of: (1) evergreen shrubs at a rate of 1 per 5 lineal feet of landscape strip; or (2) closely spaced evergreen trees, at a rate of 1 per 8 lineal feet of landscape strip, or a combination of the two in separate sections. The screen may consist of either overlapping clusters or a solid row of material. If overlapping clusters are used, the overlap shall be at least one-half plant width. Spacing shall be as follows: (1) evergreen trees for the landscape screen at no greater than 8 feet on center, with no more than 10 feet on Brittany Port City of Milton -9- August 23, 2019 Community Development center between clusters; (2) shrubs for the landscape screen shall be no greater than 5 feet on center, with no greater than 7 feet on center between clusters; or (3) planting spacing shall be such that shrubs create a solid continuous screen of vegetation within three years to fully screen adjacent land uses. Vegetative screening materials shall have a minimum mature height of 6 feet. d. Berm-L3. The earthen berm shall be a minimum of 4 feet high, measured from street curb or the crown of the adjacent paved way for road frontages or existing grade for interior lot lines. Vegetative groundcover shall cover a minimum of 50 percent of the landscape strip area at maturity. Berms less than 6 feet in height shall be planted with evergreen shrubs at a rate of 1 per 4 lineal feet of landscape strip, to a mature height equal to or greater than a 6-foot high berm. The screen may consist of either overlapping groupings or a solid row of material. If overlapping groupings are used, the overlap shall be at least one-half plant width. Shrub spacing shall be no greater than 4 feet on center, with no greater than 6 feet on center between groupings. e. Screen Width. All required 0 vegetation shall be located adjacent to the lot line and shall have a minimum planting bed width of 20 feet, with no required vegetation located greater than 30 feet from the lot line. f. Installation of vegetative groundcover is encouraged but not required within the L3 planting area." Response: A 20-foot wide permanent solid vegetative screen barrier has been proposed to provide a visibility screen from rights -of -way and adjacent and nearby properties, per the Pierce County Code referenced. Verbiage has been added to the master plan document describing landscape requirements when adjacent to incompatible uses. Site sections have also been provided at the south property line of the proposed development showing the condition adjacent to the existing apartments. Due to the large retaining wall that is located along the south property line, someone standing on the third floor of the apartments directly adjacent will not see the proposed Building C at all. These sections propose an 8-foot tall solid screen fence on top of the retaining wall. A 10-foot landscape buffer is proposed at the bottom of the retaining wall to help screen the retaining wall. MMC 17.44.110 This section will refer to the existing standards in MMC 17.44.110 as that is what the master plan document implies the applicant would like to apply to the site. Keep in mind that the master plan document can sipecLfy different landscape standards. Unless specifically addressed, the City will apply the standards within the zoning code to the property. D. Parking Lot Landscaping Provisions. 4. Clustering of parking lot landscape beds where possible is encouraged for the health and vitality of the planting material, as compared with smaller planting beds. Brittany Port City of Milton -10- August 23, 2019 Community Development Comment 20: The applicant appears to have adequately addressed parking lot landscaping per MMC 17.44.110.D within the submitted site plan. The only comment the City has is that parking lot landscape beds can be clustered. This may be useful if the applicant provides on -site pedestrian circulation per Comment 5: Response: Comment acknowledged. No changes have been made as a result of this comment at this time. F. General Landscaping Requirements. 3. All landscaped areas shall include at a minimum three low impact elements from subsection J of this section, with no more than two guidelines from each subsection, in the design to minimize and treat runoff. Vegetation within low impact development areas shall be counted toward any landscaping requirements for the site. Comment 21: If MMC 17.44.110 is to be applied, the applicant will need to address how they are including low impact development elements from subsection J. See Comment 24:. Response: The following low impact development elements are being utilized within the planting design: Guideline k — Compatible Materials. Trees and plant species should be selected based on having similar climatic, water, soil, and maintenance requirements. Plants should be selected and grouped as determined by natural site conditions and be coordinated with the irrigation plan. Guideline I — Native Plant Material. Preference shall be given to plants in landscape designs that are native to the Pacific Northwest or are introduced plants that are common to the Pacific Northwest in order to better reflect and complement the natural surroundings and natural pattern of rainfall and drought conditions. Guideline m — Ornamental Species. Ornamental species shall be drought -tolerant plants and should be incorporated into designs in order to reduce irrigation requirements unless situated in a water retention or low impact landscape area. G. Significant Tree and Tree Grove Protection. 1. Significant trees are healthy deciduous trees with a diameter at breast height (DBH) of greater than or equal to six inches, and evergreen trees in excess of 10 feet in height. Breast height is defined as four and one-half feet above grade. A grove of trees consists of a grouping of five or more significant trees with contiguous canopy cover. The health of the tree shall be determined by a Washington State licensed arborist. 2. Trees on existing single-family and two-family lots are exempt from the significant tree and tree topping provisions of this section. 3. For development subject to the provisions of this section, site design and construction shall retain as many significant trees and groves as can be reasonably retained. Significant trees and/or groves of trees located in proposed landscaping areas which do not interfere Brittany Port City of Milton 11- August 23, 2019 Community Development with the proposed development shall be retained. The removal of hazardous or dead trees is exempt from these requirements, upon recommendation from a licensed arborist. 4. For significant trees, which cannot be reasonably retained and are proposed for removal, replacement ratios shall be as follows: Significant Tree Type Replacement Ratio Deciduous 6" — 9" DBH (3) 2" caliper trees, minimum 6' tall Deciduous 9" —12" DBH (5) 2" caliper trees, minimum 6' tall Deciduous > 12" DBH (7) 2" caliper trees, minimum 6' tall Evergreen 10'— 15'tall (1) 10' tall tree or 2 trees 6' — 9' tall Evergreen > 15' tall (2) 10' tall trees or 4 trees 6'— 9' tall 5. Significant trees which are not exempt from this chapter shall not be topped without prior approval of the director. Tree topping performed by a public utility to preserve essential services is allowed. The director may require a professional landscape architect's or arborist's written opinion regarding the necessity of tree topping prior to granting approval. Comment 22: The site survey does not depict significant trees. A tree inventory is required to be submitted and trees that are identified for retention or removal must be indicated. Trees that cannot be retained must be replaced at the ratios s ecified in MMC 17.44.110.G.4, Response: A significant tree survey was completed for the proposed project on the subject property in July 2019, and a mitigation plan has been developed to account for the significant trees proposed to be removed. A tree retention plan response, list of the tree inventory, and the mitigation plan exhibits is provided in Attachment A. H. General Grading and Plant Spacing Provisions. 1. Grading Provisions. a. Slopes used for grass plantings or tun` shall be less than 3:1 or 33 percent. Otherwise plantings should not require mechanized mowing equipment. 2. Plant Spacing Provisions. a. Trees shall be planted on a spacing approximating 30 feet on -center. b. Shrubs shall be planted on a spacing approximating three feet on -center. Brittany Port City of Milton -12- August 23, 2019 Community Development c. Groundcover. Vegetative groundcover shall be installed so that complete coverage will be achieved in three or four years. The spacing of the planting material shall be appropriate to the chosen species based on an approved landscape plan. if Groundcover will be spaced in a manner to achieve general coverage within two years. iii. Where a four -inch container is used, groundcover shall be spaced at a minimum of 12 inches on -center. Where a one -gallon container is used, groundcover shall be spaced at a minimum of 24 inches on -center. Groundcover is not required beneath the drip line of shrubs. d. Turf grass is prohibited as a groundcover in interior parking lot applications and within any perimeter landscape requirement less than 10 feet in width. Comment 23: ,The 8' landscape buffers_ do_ not appear to incorporate the proper plant spacing or quantities. Trees are required to be planted 30' oc, with shrubs 3' oc and roundcover to result in complete covera e. 60% of the re uired landscaping area must be shrubs oer MMC 17.110.F.5.b. Response: A 20-foot wide permanent solid vegetative screen barrier has been proposed to provide a visibility screen from rights -of -way and adjacent and nearby properties, per the Pierce County Code referenced. This buffer includes trees planted 30-foot on center and shrubs planted 3-foot on center and groundcover, with 60 percent of the landscape buffer as shrub planting. J. Water Retention, Conservation and Low Impact Design. Refer to subsection (F)(3) of this section for guidance. 1. Low Impact Planting Design and Technology. The following low impact design standards are provided to assist the applicant in the reduction of maintenance costs associated with development, to enhance the health and vitality of plant material, and to reduce watering costs, thus conserving water resources: Guideline a. Utilize two -track surfaces with grass or vegetation in between to provide water infiltration for roads, driveways, parking lots and other types of drivable or walkable surfaces. Guideline b. Design parking lot landscaping to function as part of the development's storm water management system utilizing vegetated islands with bioretention functions. Guideline c. Incorporate existing natural drainage ways and vegetated channels, rather than the standard concrete curb and gutter configuration to decrease flow velocity and allow for storm water infiltration. Guideline d. Divert water from downspouts away from driveway surfaces and into bioretention areas or rain gardens to capture, store, and infiltrate storm water on site. Brittany Port City of Milton -13- August 23, 2019 Community Development Guideline e. Encourage construction of vegetative low impact design storm water controls (bioretention, swales, filter strips, buffers) on land held in common. Guideline f. Walkable surfaces and hardscapes should be designed with unit pavers in sand or pervious paving. 2. Water Retention and Low Impact Design. This method allows use of landscape area to also handle the runoff treatment for the project, if possible. Guideline g. Create vegetated depressions, commonly known as bioretention areas or rain gardens, that collect runoff and allow for short-term ponding and slow infiltration. Rain gardens consist of relatively small depressed or bowl shaped planting beds that treat runoff from storms of one inch or less. Rain gardens should be used for on -site retention and treatment of runoff instead of or in addition to constructed pipe or vault storage. Guideline h. Locate dry wells consisting of gravel or stone -filled pits to catch water from roof downspouts or paved areas. Guideline i — Detention and Infiltration. In parking areas, landscaped islands can be used for first runoff retention, treatment and conveyance to a detention area. Guideline j. Landscape material should be chosen for bioretention areas for their water tolerance separately from other landscaped areas which will not be inundated on a regular basis. 3. Water Conservation. To take advantage of natural rainfall in order to reduce the amount of water that is required to maintain healthy plant material during the dry season to increase deep water penetration and soil oxygenation. Guideline k — Compatible Materials. Trees and plant species should be selected based on having similar climatic, water, soil, and maintenance requirements. Plants should be selected and grouped as determined by natural site conditions and be coordinated with the irrigation plan. Guideline I — Native Plant Material. Preference shall be given to plants in landscape designs that are native to the Pacific Northwest or are introduced plants that are common to the Pacific Northwest in order to better reflect and complement the natural surroundings and natural pattern of rainfall and drought conditions. Guideline m — Ornamental Species. Ornamental species shall be drought -tolerant plants and should be incorporated into designs in order to reduce irrigation requirements unless situated in a water retention or low impact landscape area. Comment 24: Please indicate how the project will comply with MMC 17.44.110 J. Response: The following low impact development elements are being utilized within the planting design: Guideline k — Compatible Materials. Trees and plant species should be selected based on having similar climatic, water, soil, and maintenance requirements. Plants should be selected Brittany Port City of Milton -14- August 23, 2019 Community Development and grouped as determined by natural site conditions and be coordinated with the irrigation plan. Guideline I - Native Plant Material. Preference shall be given to plants in landscape designs that are native to the Pacific Northwest or are introduced plants that are common to the Pacific Northwest in order to better reflect and complement the natural surroundings and natural pattern of rainfall and drought conditions. Guideline m - Ornamental Species. Ornamental species shall be drought -tolerant plants and should be incorporated into designs in order to reduce irrigation requirements unless situated in a water retention or low impact landscape area. SEPA Checklist: Comment 25: Page 3, item A.11- please revise the proposal description to remove any discussion of a rezone of the site. A master plan is required to establish the bulk and dimensional standards for the site. This is not a rezone, the property will remain zoned as Planned Development (PD) with an approved master plan to govern development of the site. Comment 26: Page 4, item B.1.e - if 200,000 CY of material will be removed from the site, the receiving site must be identified and a haul route must be provided. Comment 27. Page 7, item B.3.a.3 - no fill or dredge is anticipated to be removed from surface waters, however the culvert replacement will likely require dredging. Please revise the SEPA checklist to discuss any dredging or fill within surface waters or floodplains associated with the culvert replacement. Comment 28: Page 7, item B.3.a.5 - the improvements to 5th Ave and the culvert for the Hylebos Creek DO lie within the floodplain. Please revise the SEPA checklist. Comment 29: Page 7, item B.3.b.1 - the site is located with a critical aquifer recharge area, see discussion below in comments from the Department of Health. Infiltration is required for impervious surface creation of 30% or more. The stormwater report may find that infiltration is infeasible, however if it is not infeasible, infiltration will be required which will constitute a discharge to groundwater and discussion will need to be added to this section of the checklist. Comment 30: Page 8, item B.4.b - The City's municipal code requires significant tree retention or replacement. See discussion above in Comment 22: This section should be revised to include a count of trees proposed for removal. Comment 31: Page 12, item B.7.b.2 - the checklist identifies construction noise from 6:00am to 6:00pm. The City's noise ordinance, however restricts noise to daytime hours between 7:00am to 7:00pm. Please revise the checklist. Comment 32: Page 13, item B.8.1- the checklist refers to a rezone of the property from Planned Development (PD) to Light Manufacturing (M-1). Please remove this reference as a rezone will not be processed and instead an approved master plan (as required in the PD zoning district) will establish the development standards for the property. Brittany Port City of Milton -15- August 23, 2019 Community Development Comment 33: Page 15, item B.12.a - include the Interurban Trail as a source of recreation. Response: The SEPA checklist has been revised and updated to address and incorporate the above comments #25 - #33. The changes are shown in bold on the checklist. SEPA Comments Received as of 6/14/19 see attachments to this review letter): Karen Walter Muckleshoot Indian Tribe: "The project is required to do road improvements that involve the replacement of existing culverts crossing East Fork Hylebos Creek on 5th Avenue. The project documents we reviewed noted that the new culvert will be fully fish passable; however, this cannot be verified without the culvert designs and basis report for these designs to demonstrate that the new bottomless box culvert will meet WDFW's stream simulation design per the 2013 Water Crossing Design Guidelines. The City may decide to rely on the HPA to ensure the new culvert is fully compliant for fish passage; however, we would like to note that the documents should be available if the statements in the Critical Areas Report and BE are to be considered valid." Comment 34: Please provide the culvert designs and basis report such that the statements in the Critical Areas Report and BE can be reviewed. Response: The basic conceptual design details for the culvert replacement are outlined in Soundview Consultant's (SVC) Wetland and Fish and Wildlife Habitat Assessment Report (SVC, 2019b) and Biological Evaluation (SVC, 2019c) for the offsite improvement project. These documents have also been submitted along with the JARPA for USACE review. SVC is coordinating with the USACE and other regulatory agencies to development a detailed culvert replacement design and detailed impact and mitigation plan which will be submitted to the city for review. Deborah Johnson Department of Health: "Critical Areas. The site lfes in two wellhead protection areas associated with the City's water system (see below). As such, the development is subject to review under Article Ill, Chapter 18.1E MMC, Critical Aquifer Recharge Areas. Aquifer recharge area is not identified in the SEPA checklist (Q. B.8, h). " Comment 35. See Comment 29: The SEPA Checklist should be revised to identify the properties location within wellhead protection areas. This should also be addressed with a critical areas report meeting the requirements of MMC 18.16.140 and the performance requirements in MMC 18.16.430. Response: Comment acknowledged. A hydrogeologic report will be prepared in accordance with the Milton Municipal Code. A copy of the hydrogeologic assessment report will be provided to the city once it is completed. Miscellaneous Planning Comments: Comment 36: As part of the original master plan for the site, an easement for a pedestrian bridge connecting to the Interurban Trail was identified as a condition of the approval, but was never evaluated/deeded to the City. As part of meeting the criteria for demonstrated "need'; as the employees of the facilities may use the trail (for recreation Brittany Port City of Milton -16- August 23, 2019 Community Development or commuting), please provide the City a proposal of a feasible location for a pedestrian bridge over the Hylebos connecting the site to the Interurban Trail. A pedestrian path system should be incorporated into the project design to plan for this eventual connection and allow pedestrians to access the Senior Living project to the north, as well as 5th Ave/Milton Rd. Response: A potential future pedestrian crossing location over Hylebos Creek, which is anticipated to be least impactful to potential onsite critical areas, has been reviewed by SVC and is depicted on the engineering site plans under separate cover. The selected location avoids onsite wetland areas and is in a location where Hylebos Creek does not have braided channels or associated wetlands. Brittany Port, Senior Contract Planner, 253-517-2701, BPort@cityofmilton.net TRAFFIC: The below comments are copied from the TSI's peer review letter dated June 7, 2019: Comment 37. Page, 4. First Bullet. What was the reasoning behind not doing an AM level -of -service analysis? The proposed use does generate a higher number of AM truck trips. Response: The previous TIA completed for the site only included a PM peak hour LOS analysis. The proposed scope of work, which included PM peak hour analysis only, was confirmed by the City of Milton (Mark Howlett former Public Works Director) in an email dated January 25, 2019. Comment 38: Page 8. Table 2. Please add a comment(s) to indicate if the crash history presented is significant or how it compares to the rest of the City of Milton. Response: The revised/updated TIA will comment on the significance of the crash history. Comment 39: Page 9. Table 3. Is there a type(s) of collision that the project would significantly or adversely impact? Response: The impact of traffic from the proposed project on specific collision types in unknown. Comment 40: Page 11. Table 4. References VIC ratio, but the subsequent analysis summaries do not include VIC. Explain or add VIC to the tabulated results? Response: The revised/updated TIA will include V/C ratios with the LOS results. Comment 41: Page 13. Planned Transportation Improvements. Please expand a bit on how the improvements on 5th Ave support the proposed development. Response: The proposed improvements at the intersection will include a new roundabout which will significantly improvement the overall LOS at the intersection and also accommodate trucks and large truck/trailer combo units through the intersection and along 5th Avenue where trucks are currently not allowed. The improvements on 5th Avenue will also address existing flooding and provide a more convenient route to/from SR 99 which will help reduce traffic Brittany Port City of Milton -17- August 23, 2019 Community Development to/from the north on 5th Avenue and Milton Road. The revised/updated TIA will include additional discussion regarding how the 5th Avenue improvements will support the proposed development. Comment 42: Page 14. Future Traffic Volumes. 1st Paragraph. State whether the 2% annual growth reasonably accommodates trips generated by known other development in the area, specifically at Surprise Lake Middle School and Salvation Baptist Church and K 12 School (I think it does). Response: The 2 percent annual growth rate is intended to accommodate future traffic from known and unknown pipeline developments. The revised/updated TIA will provide additional discussion regarding the 2 percent annual growth rate and pipeline projects. Comment 43: Page 19. Site Access Operations. I believe analysis of site access operations should be based on total trips and not net new. Please review or clarify if otherwise. Response: Agreed. The driveway analysis was based on total project trips; this information is reflected in the revised/updated TIA. Comment 44: Page 20. Off -Site Improvements. Please clarify if both improvements are being completed by the Applicant. Response: Correct. Both off -site improvements including improvements at (1.) 5th Avenue/Porter Way intersection, and (2.) SR 99/Porter Way would be completed by the Applicant. These improvements have been identified as project mitigation measures. Comment 45: Page 20. Off -Site Improvements. SR 99/Porter. Why is the eastbound through movement recommended to be removed from the SR 99/Porter intersection? In the PM peak hour, it appears to carry 140 vehicles so that could be a significant traffic shift. Was the shift in traffic evaluated? Response: The description of the off -site improvement at SR 99/Porter Way in the previous TIA was not correct. The description incorrectly referenced the eastbound through movement as the movement proposed to be restricted. The description should have referenced the westbound through movement that will be restricted through signage. The revised/updated TIA will include this correction and include an illustration of the proposed configuration. Comment 46: Page 20. Transportation Impact Fees. The methodology is sound. But the transportation impact fees, at least for the City of Milton, are not due until the issuance of the building permit and do not vest. It may be important the client knows that the City of Milton will compute the final impact fee at the time of building permit issuance, so the fee may go up. Response: Comment acknowledged. Comment 47. Do the impact fees cover a share of the cost for the recommended improvement? And do the impact fees offset development's impacts on 5th Ave to support the additional non -truck and traffic forecast? Brittany Port City of Milton -18- August 23, 2019 Community Development Response: The two intersection improvements are intended to mitigate transportation impacts of the project. The City -required traffic impact fees will mitigate impacts to other City roadways and intersections including 5th Avenue and the project impacts of adding non -truck and truck traffic trips. Comment 48: Is a pavement assessment for major truck thoroughfares warranted to support the proposed uses? Response: The City did not require a pavement assessment. Jeff Hee, P.E., Transportation Solutions Inc., 425-883-4134, jeffh @tsinw.com ENGINEERING Preliminary Stormwater Site Pan Comment 49: On Sheet C33 within Section 1.0, a minimum live storage depth of 22 feet is proposed. Per Section 111-3.2.3 (Detention Vaults) within the 2012 Ecology Stormwater Management Manual for Western Washington, the maximum depth from finished grade to the vault invert shall be 20 feet. Comment 50: On Sheet C34, it appears that the vault is located directly adjacent to the retaining wall on the south side of the property. It is recommended that the vault be moved further north, away from the retaining wall. Likewise, on Sheet C35, Catch Basins 99 and 139 appear to be directly adjacent to the proposed retaining wall along with their adjacent stormwater pipes. Response: Moving the storm water vault away from the wall is not necessary. The wall will be designed to support surcharge loading imposed by the vault. Another approach will be to use the vault as a portion of the retaining wall to support the vertical grade transition. The geotech engineer has reviewed the vault location and has provided a technical memo supporting and justifying the location as proposed. The technical memo is included in the resubmittal. Comment 51: Section 2.0, Minimum Requirement 4, of the Site Plan discusses releasing flow to the southeastern edge of the property; however, it appears to be directed to the southwestern edge per the plan sheets provided in Section 1.0. Response: The storm drainage system has been revised to discharge to Hylebos Creek on the southeast side of the site. Comment 52: Section 2.0, Minimum Requirement 8, references the Pierce County Stormwater and Site Development Manual instead of the City's adopted manual (2012 Ecology Stormwater Management Manual for Western Washington, as amended in 2014). Response: The storm water manual reference has been updated to refer to the 2012 Ecology Stormwater Management Manual for Western Washington. Comment 53: Section 3.0, Existing Conditions Summary, should provide additional description of the existing conditions such as the buildings on site, Wetland A, what the site was used for, etc. Brittany Port City of Milton -19- August 23, 2019 Community Development Response: The existing conditions summary has been updated to supply additional information. Comment 54: It is unclear whether the applicant is suggesting infiltration on site. Section 5.0, Permanent Stormwater Control Plan, notes that LID is infeasible yet Sheet C34 in Section 1.0 lists a live storage volume 'Winfiltration." Likewise, WWHM calculations are provided fora "detention vault with infiltration" using an infiltration rate of 0.75 in/hr. A geotechnical analysis shall be provided with the Stormwater Site Plan. Response: It was determined that infiltration is not feasible in this area. The plans and calculations have been updated accordingly. Comment 55: The vault is shown adjacent to steep slopes. Infiltration will not be allowed in close proximity of the steep slopes. If a detention vault is utilized, per the Manual, it needs to be 50 feet from the top of any slope greater than 15 percent. Response: It was determined that infiltration is not feasible in this area. The plans and calculations have been updated accordingly. Comment 56: Section 5.0, Permanent Stormwater Control Plan, describes the developed site hydrology to be disbursed via a flow spreader trench to Hylebos Creek on the southeast portion of the property yet the plans in Section 1.0 show a piped discharge to an existing catch basin in 5th Avenue. The applicant should reconcile the differences between the plans and the description. Response: It was determined that infiltration is not feasible in this area. The plans and calculations have been updated accordingly. Comment 57. Sizing calculations related to the modular wetlands shall be provided. From Sheet C33, it is unclear how runoff is being disbursed amongst the modular wetlands. They also appear to be located in the middle of steep slopes. Response: The modular wetland location has been revised and they are now located in a flat parking area and no longer within a steep slope. For water distribution to the modular wetlands, the storm water will enter into a storm manhole to dissipate the water flow. The storm water will enter into two 24-inch storm pipes which branch into each of five modular wetlands evenly dispersing the storm water to each unit. Comment 58: Stormwater conveyance calculations shall be provided in the final submittal of the Stormwater Site Plan. Response: Conveyance calculations will be provided as part of the final civil engineering design plan submittal. Comment 59: The construction entrance on Sheet C14 of the Construction SWPPP does not appear to meet the required 100-foot length. Response: The construction entrances have been revised to 100-foot long in the SWPPP. Brittany Port City of Milton -20- August 23, 2019 Community Development Plans Comment 60: Sheet C6 - There are overlapping callouts for existing structures and existing trees. We recommend that the conflicts be corrected. Response: The overlapping callouts have been revised in the plan set. Comment 61: Sheet C24 - On the southern edge of the concrete pad south of Building 2, there are two callouts pointing to the same spot that have a 4-foot elevation difference. We recommend that the proposed elevation be verified. Response: This area is a retaining wall in the loading dock area. There is a ramp that is raised up 4-foot to allow vehicle access to the building. The spot elevations are correct as shown. Comment 62: Sheet C27 - Proposed contour lines are missing. We recommend this be corrected. Response: Proposed contours have been added to this sheet. Labels have been added to the proposed and existing contours. Comment 63: Sheets C29 through C35 - It is our understanding that the provided Storm Drainage Plans are preliminary. We recommend that on any subsequent submittals, structure rim and inverts be provided. Additionally, we recommend that all pipes be labeled with the proposed slope. Response: Structure rim and inverts will be provided as part of the final civil plan submittal for construction permits. Structure types and pipe slopes will also be labeled. Comment 64: Sheets C36 through C43 - The preliminary plans do not show any inline valves throughout the site. We recommend, at a minimum, that three gate valves be installed at every tee. Response: The preliminary water plan has been revised to provide three valves at each tee. Additional valves have also been added to the system where long runs of water pipe exist. Comment 65: Sheets C36 through C43 - It is our understanding that the provided Water Plans are preliminary. We recommend that on any subsequent submittals, proposed water main fittings be labeled. Additionally, we recommend that all water mains be labeled with proposed length and material. Response: Water fittings will be labeled with the final civil design plan submittal for construction permits. Comment 66: Sheets C37 and C39 - The preliminary water plans show the proposed water main connecting to the City's existing 12-inch wafer main on 5th Avenue upstream of the 5th Avenue Booster Station. The 5th Avenue Booster Station was originally designed only to serve the Meridian at Stone Creek as a part of the 469 Zone. We recommend that the proposed development connect to the existing water system in the 330 Zone. Additionally, we recommend that the proposed water system be looped to the City system by connecting to existing mains on 5th Avenue and at the Copper Creek Apartments. Brittany Port City of Milton -21- August 23, 2019 Community Development Response: The water system design has been revised to connect south of the 5th Avenue Booster Station within the 330 Zone. An additional connection has been added to connect to the Copper Creek Apartments depending on the easement agreements with the property owner to the south. Stephen Clarke, P.E., Gray & Osborne, sclarke@g-o.com CRITICAL AREAS: Comment 67. The proposed mitigation for impacts on the buffer for Wetland B appears to be adequate because impacts are entirely within the 15-foot building setback. We suggest that the performance standards be revised to more directly monitor changes in vegetative cover compared to existing conditions. This would require baseline data on vegetation species composition and percent cover of native and nonnative species before any construction disturbance takes place. Response: The Applicant may consider moving forward with a preconstruction survey for existing species and vegetative cover and voluntary baseline monitoring of the Wetland B buffer area, to compare overall success of the buffer enhancement area over time. However, at this time the performance standards and protocols as outlined in SVC's Wetland and Fish and Wildlife Habitat Assessment Report (SVC, 2019a) will remain unchanged as they are consistent with industry standards and practices and meet code requirements; such baseline monitoring would be included in the final mitigation plan. Comment 68: We agree with the conclusions regarding potential effects of the frontage road improvements on Endangered Species Act (ESA) listed species. However, critical habitat is introduced in Section 4.4.1; but there is no information provided in the document regarding whether critical habitat is present in the action area for any of the species addressed. It would be beneficial to include that information in the environmental baseline and species information sections. Response: An introduction on critical habitat is provided in Section 4.4.1 of SVC's Biological Evaluation (SVC, 2019c) and further discussion of critical habitat for each species considered is presented in Section 4.4.2 (Impact Determinations). As states in Section 4.4.2, page 21 in the report, the action area does not include designated ESA critical habitat or Puget Sound steelhead trout or Puget Sound chinook salmon, and as such the proposed project activities will have No Effect on their critical habitat. The nearest mapped critical habitat for Puget Sound chinook is located approximately 0.2 mile downstream (within Hylebos Creek) from the proposed culvert replacement project; the nearest mapped critical habitat for Puget Sound steelhead is located approximately 0.36 mile upstream (within Hylebos Creek) from the proposed culvert replacement. SVC's Biological Evaluation has been revised to include this additional information in Section 3.2.2 (Species Potentially Affected) and 4.5.2 (Impact Determinations); subsections within Section 4.5 (Determinations of Effect) were also revised to their correct numbering. Furthermore, general habitat suitability for Puget Sound steelhead and chinook in the vicinity of the proposed project activities is low. The area surrounding Hylebos Creek in this area is degraded due to the adjacent residential and commercial development which increase runoff and the input of sediments and pollutants; the monocultures of non-native invasive reed canarygrass (Phalaris arundiancea) and Himalayan blackberry (Rubus armeniacus) which do Brittany Port City of Milton -22- August 23, 2019 Community Development not provide the necessary shading to reduce water temperatures; and lack of large woody debris that would help increase habitat complexity (creation of pools and riffles for resting areas as well as protection from predators), the input of organic material, and recruitment of macroinvertebrates for a food source. Comment 69: We noted some inconsistencies on the rating forms for Wetland F and Wetland G. Totals in the habitat sections of the form do not match the total in the summary table on the first page of the rating form, and do not match the rating stated in the report text for each wetland. This inconsistency affects the recommended buffer widths for each wetland. Response: SVC carefully reviewed the rating forms for Wetlands F and G as well as the Wetland and Fish and Wildlife Habitat Assessment Report (SVC, 2019b) and confirmed the scoring of the habitat sections for Wetland F and Wetland G matched the summary table on the rating form and were summed correctly. Wetland F received a "Low" score for sections H 1.0 and H 2.0 and a "Moderate" score for section H 3.0, which is correctly calculated in the summary table on the first page of the rating form for a score of 4 points for the habitat section; this scoring is correctly outlined in SVC's report (SVC, 2019b). Wetland G receives a "Low" score for sections H 1.0, H 2.0, and H 3.0, which is correctly calculated in the summary table on the first page of the rating form for a score of 3 points for the habitat section. However, SVC did note that Wetland G was mistakenly labeled a Category III wetland (instead of Category IV) with a habitat score of 4 points (instead of 3 points) in Table 5 (Wetland G Summary) in Chapter 5 (Results) of SVC's report (SVC, 2019b). This transcription error has been corrected in SVC's revised report. Comment 70: We recommend confirming that buffer widths comply with the City of Milton Municipal Code and Shoreline Management Plan (SMP) after review of the habitat ratings for Wetlands F and G and based on the City's SMP guidance. Response: Please see response to Comment 69 above; SVC carefully reviewed the rating forms for Wetlands F and G as well as the Wetland and Fish and Wildlife Habitat Assessment Report (SVC, 2019b) and confirmed the scoring of the habitat sections for Wetland F and Wetland G matched the summary table on the rating form and were summed correctly. After reviewing the City of Milton's Shoreline Management Plan (as these two wetlands are located within the shoreline jurisdiction), the buffer widths for these wetlands remain unchanged (60 feet for Wetland F and 40 feet for Wetland G). Jeff Parsons, Geomorphologist and Sue Wall, Ecologist, Herrera, jparsons @ herrerainc.com FIRE: Comment 71: You will be required to have a paved or concert 20-foot fire lane from 12th Ave. Emergency gate on your entire area for ingress and egress for the Meridian's at Stone Creek Assisted Livening buildings and Cottages. Response: The applicant will work with the city and the fire department to provide a 20-foot fire lane and emergency gates from between the project site and the Stone Creek Assisted Living Facility to the best extent possible. Due to the elevation difference between the two projects and the grading constraints, providing this access will be difficult to achieve. Brittany Port City of Milton -23- August 23, 2019 Community Development Comment 72: You will be required to provide electric gate with Preemption on both sides of the emergency access gate for the Meridian's at Stone Creek Assisted Livening buildings and Cottages. Response: Comment acknowledged. Electric gates with preemption will be provided on both sides of the emergency access if the access is determined to be feasible. Lane Walthers, Ialthers@eastpiercefire.org We believe that the above responses, together with the enclosed revised plans and technical documents, address all of the comments in your letter dated June 24, 2019. Please review and approve the enclosed at your earliest convenience. If you have questions or need additional information, please do not hesitate to contact me at this office. Thank you. Sincerely, Daniel K. Balmelli, P.E. Executive Vice President DKB/yg/bd 20356c.002.docx enc: As Noted cc: Spencer Mayes, Bridge Development Partners Justin Carlucci, Bridge Development Partners Todd Schutz, Nelson Architects Jeff Schramm, TENW Jon Pickett, Soundview Consultants James Pullicino, Barghausen Consulting Engineers, Inc. Betsy Dyer, Barghausen Consulting Engineers, Inc. BIOLOGICAL EVALUATION BRIDGE POINT 1-5 SEATTLE FRONTAGE c(Dpr IMPROVEMENTS - 5THAVENUE AND PORTER WAY MARcH 2019 REVISED AUGUST 2019 Soun, view Consultants Environmental Assessment Planning 4- Land Use Solutions BIOLOGICAL EVALUATION BRIDGE POINT I-5 SEATTLE FRONTAGE - 5TH AVENUE AND PORTER WAY MARCH 10, 2019 REVISED AUGUST 14, 2019 PROJECT LOCATION 5TH AVENUE AND PORTER WAY MILTON, WASHINGTON PREPARED FOR BRIDGE DEVELOPMENT PARTNERS LLC 10655 NORTHEAST 471' STREET, SUITE 210 BELLEVUE, WASHINGTON 98004 PREPARED BY SOUNDVIEW CONSULTANTS LLC 2907 HARBORVIEW DRIVE, SUITE D GIG HARBOR, WASHINGTON 98335 (253) 514-8952 S OiX.ndview Consultants l nvironimenta Assessment Planning r Land Use Solutions Table of Contents Chapter1. Introduction 1 ................................................................................................................... Chapter2. Proposed Project............................................................................................................ 3 2.1 Project Area............................................................................................................................ 3 2.2 Project Description................................................................................................................. 4 2.3 Construction Techniques........................................................................................................ 5 2.4 Action Area............................................................................................................................ 5 Chapter3. Environmental Baseline................................................................................................. 8 3.1 Existing Environmental Conditions........................................................................................ 8 3.2 Species Information.............................................................................................................. 12 Chapter4. Project Effects............................................................................................................. 18 4.1 Direct and Short -Term Effects............................................................................................. 18 4.2 Indirect Effects..................................................................................................................... 18 4.3 Long -Term Effects............................................................................................................... 19 4.4 Conservation Measures......................................................................................................... 19 4.5 Determinations of Effect...................................................................................................... 19 4.6 Essential Fish Habitat Analysis............................................................................................. 22 Chapter5. References................................................................................................................... 23 Figures Figure1. Vicinity Map................................................................................................................ . 3 Figure 2. Terrestrial Noise Attenuation to Ambient Levels..........................................................7 Figure 3. Aerial Image of Subject Property.................................................................................. 8 Tables Table 1. ESA -Listed Species and Determination of Project Effects..............................................2 Table 2. Terrestrial Noise Attenuation Calculations.....................................................................6 Table 3. Wetland Summary .................................... l l Table 4. ESA -Listed Species Potentially Found in Pierce County..............................................12 Table 5. Species Determination Summary.................................................................................20 Appendices Appendix A — Action Area Appendix B — Author Qualifications 1582.0006 — Bridge Point I-5 Seattle Frontage Improvements Soundview Consultants LLC Biological Evaluation i Revised August 14, 2019 Chapter 1. Introduction Soundview Consultants LLC (SVC) is assisting Bridge Development Partners LLC (Applicant) with environmental planning and a Wedand and Fish and Wildlife Habitat Assessment Report for required frontage improvements along 5`" Avenue, Porter Way, and Pacific Highway East in the City of Milton, Washington. The project area consists of three distinct locations along 5" Avenue and Porter Way in the northwest 'A and the northeast 'A of Section 5, Township 20 North, Range 4 East, W.M. A detailed project location description is given in Section 2.1. SVC investigated the proposed project area for the presence of potentially -regulated wetlands, waterbodies, fish and wildlife habitat, and/or priority species in Winter of 2018 and 2019. This biological evaluation has been revised to address minor comments from the City of Milton's 1" Substantive Review letter (City, 2019). The site investigations identified three potentially -regulated wetlands (Wetlands E through G) and the ordinary high water (OHW) mark of one stream (East Fork of Hylebos Creek, referred to herein as Hylebos Creek) in or near the proposed project area. The boundaries of Wetlands E and F and the OHW of Hylebos Creek were delineated where these features were in or adjacent to the proposed project area and right-of-way (ROW). Wedand E is a Category III wedand subject to a standard 165-foot buffer per the City of Milton Municipal Code (MMC) 18.16.320.C. Per the City of Milton's Shoreline Master Program (SMP), Wetlands F and G are associated wetlands of the offsite regulated shoreline of Hylebos Creek. Per the City of Milton SMP 3.B.3.c.10 and Washington State Department of Ecology (WSDOE) guidance for translating 2014 wedand rating scores to 2004 wetland rating scores, Wedand F is a Category III wetland subject to a standard 60-foot buffer and Wetland G is a Category IV wetland subject to a standard 40-foot buffer. The standard buffers of Wetlands E, F, and G are transacted by the established 5"' Avenue and Porter Way roadways; as such, the standard buffers of Wetlands E, F, and G are likely modified to extend only to the improved roadway per MMC 18.16.320.C.3. Hylebos Creek in and within 300 feet of the proposed project area is considered a Type F stream., which requires a standard 150-foot buffer under MMC 18.16.640.D.2. In addition to the identified potentially -regulated wetlands and stream, the site investigation identified two likely non -regulated stormwater ponds within 300 feet of the proposed project area. No other potentially -regulated wetlands, waterbodies, fish and wildlife habitat, or priority species were observed within 300 feet of the proposed project area. The City of !Ailton is requiring the Applicant to provide frontage improvements along 5t1i Avenue, Porter Way, and Pacific Highway East. The frontage improvements accompany proposed development of the Lloyd Gravel Pits located in the City of Milton under a separate cover (SVC, 2019). The required frontage improvements were carefully designed to avoid and minimize impacts to critically sensitive areas to the greatest extent feasible; however, due to the required culvert removal and bottomless box culvert replacement for Hylebos Creek, temporary disturbance of Hylebos Creek may occur. Additional frontage improvements along 5t' Avenue will be limited to the roadway and utility right-of-way. Due to ongoing flooding issues over 5' Avenue associated with Hylebos Creek, 5' Avenue is required to be slightly elevated to raise the road above the Federal Emergency Management Agency (FEMA) 100-year floodplain to minimize roadway flooding; however, the roadway is already developed and elevated and the additional fill within the floodplain is discountable and a de minimis amount. Additional frontage improvements will include improvements to 5"' Avenue from the Lloyd Gravel Pits to Porter Way, a round -about intersection at Porter Way and 5" Avenue, revision to the intersection of Porter Way and Pacific Avenue, and pedestrian access 5`' 1582.0006 — Bridge Point I-5 Seattle Frontage Improvements Soundvicw Consultants LLC Biological Evaluation 1 Revised August 14, 2019 Avenue. The proposed project has beers designed to be covered under a U.S. Army Corps of Engineers (USACE) Nationwide Permit (NWT) 14 — Linear Transportation Projects. Final determination of NWP coverage is at the discretion of the USACE, and other minor NWPs may be also be used to authorize this project. Therefore, careful consideration of regional permit conditions was conducted during the planning process in order to satisfy the requirements for a variety of NWPs. SVC has prepared this BE on behalf of- the Applicant in order to fulfill requirements of Section 7 of ESA, which requires that Federal actions do not jeopardize ESA fisted species or adversely modify or destroy critical habitat. The remainder of this document contains project details such as description, location, discussion and analysis of the project, and potential effects to ESA -listed species and critical habitat. A summary of the proposed pro j ect effect determinations is listed in Table 1 below. Table 1. ESA -Listed S Species Name Oncorhynchus mykiss Oncorhyncus tshawytscha Salvelinus confluentus Orcinus orca Lynx canadensis Canis lupus Thomomys ma.Zama Strix occidentalis caurina Brachyramphus marmoratus Eremophila a pestris strigata ecies and Determination of Pro'ect Effects. Common Name Determination of Effects Puget Sound Steelhead Trout NIAAA' Puget Sound Chinook Salmon Bull Trout Southern Resident Orca Canada Lynx Gray Wolf Mazama Pocket Gophers Northern Spotted Owl Marbled Murrelet Streaked Horned Lark Cocg.Zus amencanus Yellow Billed Cuckoo Rana pretiosa Oregon Spotted Frog Eiphydryas editha taylori Taylor's Checkerspot Butterfly Notes: 1. NLAA: May Affect, Not Likely to Adversely Affect. 1582.0006 — Bridge Point I-5 Seattle Frontage Improvements Biological Evaluation 2 NLAA' r No Effect No Effect No Effect No Effect No Effect NLAA' No Effect No Effect Soundview Consultants LLC Revised August 14, 2019 1 Chapter 2. Proposed Project 2.1 Project Area The proposed project area is situated at three locations in the City of Milton, Washington figure 1): 1) at the crossing of HyIebos Creek along 5`' Avenue, between Emerald Street and Porter Way; 2) at the intersection of 5' Avenue and Porter Way and extending onto Pierce County Tax Parcels Numbers 5990200290 and 5990200270; and 3) at the intersection of Porter Way and Pacific Highway East. The proposed project area is located in the northwest 'Aand the northeast '/a of Section 5, Township 20 North, Range 4 East, W.M. To access the subject property from Interstate 5 North from Tacoma, take Exit 137 for WA-99 North and proceed for 0.4 mile. Turn right onto WA-99 North/54t' Avenue East and continue for 0.2 mile, and then turn right onto WA-99 North/Pacific Highway East. Continue for 1.4 miles and then turn right on Porter Way. Continue on Porter Way for 0.3 mile, and then turn left onto 5" Avenue. The 5s' Avenue improvements will be centered at the Hylebos Creek stream crossing between Porter Way and Emerald Street. tre 1. iWSiloF1 M Approximate location of Porter Way and Pacific Highway East intersection improvements 1,"15i2418, 4:02:34 PM I",) 11r1r11, _ R.:.l re 7J..:..• T_C T...—..e...e..«.. F Approximate location of 5t1T Avenue improvements i Approximate location of 5t1T Avenue and Porter Way intersection improvements 0 0.42 0,83 Ili mi 05 1 2 KM .5wn E— HERE. G. LSGS. NRC— RWM.' CmrsatUrra c,....,a..:e... r,...�..i........ r T r- I NELSON NELSON 1200 Fifth Avenue # 1300 Seattle, WA 98101 206.408.8500 NELSONonline.com August 23, 2019 City of Milton 1000 Laurel Street Milton, WA 98354 RE: Master Site Plan Application — Zoning Document ADDRESS: 701 15th Street SW Existing Conditions: The property is approximately 118 acres and is located in the City of Milton, Washington. Currently there is a permitted sand and gravel extraction operating on most of the site. The existing mining operation includes sorting and stock piling of material. There is also a topsoil production operation on the property. In addition, there is a scale house and wash down area. No blasting occurs as a result of the mining operation. The site is bounded to the northwest by a small strip of vacant land and then by Interstate 5. To the northeast and east is single family housing. To the south is a multi -family housing development. Hylebos Creek runs through the southeastern portion of the property. There are two wetlands that are located within the boundaries of the site. Access to the site is provided via Milton Road South (51 Avenue). Project Description: The proposal for the site includes (4) new buildings totaling +/-2,043.024 sf and associated site work which totals +/- 1,226 parking stalls, +/-305 trailer stalls and associated truck court. Access to the site will be via 3 curb cuts off Milton Road South which will lead to internal private access roads. For safety and flow purposes, truck circulation is separated from car circulation as much as possible through a series of by-pass lanes ranging from 30'-40' that allow trucks to circulate the buildings without having to enter/mix with car parking. Where parking is located far from building entrances, concrete pedestrian walkways have been added to allow for pedestrians to easily access potential building entrances, and to further designate walkways for safety. 1 List of Uses: q Accessory Parks and Recreation Facilities Air Separation Facilities Battery Storage, Distribution, and Processing Breweries Contractor Business Colleges and Universities with no dormitories Commercial Laundries Indoor Commercial Recreation Clubs (Gymnastics, Baseball, Soccer, Basketball, tennis) Outdoor commercial Recreational Fields �� ra !n!crior csigri NELSON Architecture Branding 1200 Fifth Avenue # 1300 Workpiere Se?vines Seattle, WA 98101 Consulting Services 206.408.8500 NELSONonline.com Day Care Centers Enclosed salvage and wrecking operations Film processing plant Food manufacturing, processing, or package plants (excluding slaughtering or rendering facilities) Hospital Hotel/Motel Indoor Kennels Lumber and wood product manufacturing or assembly Major Utility facilities Assembly of heavy equipment, airplanes, or vehicles Manufacturing, assembling, processing, and packaging Medical equipment manufacturing plant Minor Utility facilities Mini -warehouses Outside storage yards as principal use Prepared material, manufacturing, processing or package plants Prepared metal processing and assembly plants Professional and business office Wireless Communications facilities Restaurants Rock, Stone, brick, concrete or asphalt, batching or assembly Sales and rental of heavy machinery and equipment Salvage and wrecking yard Service stations Sail Mixing (melting, blast furnace, or forging plants arehousing and distribution facilities an storage of equipment, commodities, and products Warehouse and distribution facilities Storage/Warehousing and distribution, bonded and located within a designated foreign trade zone Taverns, micro -breweries, brewpubs, and bars Tow truck operations/impound yard Truck terminals Utility Yard Vehicle repair facility Commercial Use Churches Wholesaling nEofur-Design NELSON Architecture 9raoc irg 1200 Fifth Avenue # 1300 Wore place Se -':ices Seattle, WA 98101 Corsukirg5er:ices 206.408.8500 r anline corn Y� 4i. NELSONo 1 � Ct Demonstration of Project ed: The proposed Lloyds/B ' ge project is an exciting project both for the City of Milton specifically and the surrounding area in general. The oject represents approximately 2 Million square feet of Class A -light industrial development with associated oftic . When completed, this project will represent one of the largest industrial complexes in the area. It will be a hub of enterprise all unto itself. The proximity of the site to the Port of Tacoma and access to the 1-5 and 167 corridors make this location ideal for light industrial development. Combined, Seattle and Tacoma ports are the 7th largest container port in the US as measured by TEU Containers (Twenty -foot Equivalent Units). Puget Sound will continue to see a reds Irtinn in PS rt ac i i n Seattle and growth in Tacoma which will increase the demand for more Port capacity and drive more /� business through e o o acoma. In addition, the explosion of e-commerce has only intensified the increasing X-d/ demand for Port expansion. This expansion will drive demand forjobs in the Pierce County area central to the Port of Tacoma and within the local warehousing and trucking operations that support it. Logistically, the proposed Lloyds/Bridge Milton site is absolutely ideal when you consider its proximity to the Port of Tacoma and access to growing industry not only in Pierce County but the greater Puget Sound region. The combination of both market driven demand and the its superior Port access make the Lloyds/Bridge site ideal for ware�ncq,storaae, hiph- cubedistribution, fulfillment center manufacturin ,and value -add assembly. The proposed Lloyds/ Bridge Milton development will bring approximately 900 to 1200 family wage jobs to the local community. Assuming $35,000 to $45,000 average salary, this could introduce $49M — $63M annually to the local economy. If you add a modest multiplier of 2.5X for the secondary jobs created in response to the primary jobs, the cumulative effect could be $122M - $157M annually. Tax revenue from the construction project would exceed $11 M, the Business & Operations tax from the operating entities and the annual property taxes would be substantial. An investment of more than $200M in Milton will attract other industries such as housing and retail services. No other product type or industry could produce this type of family wage jobs and consequential revenue. The development is located adjacent to Hylebos Creek which is located on the east side of the development. As a result, all development is setback 150' to help preserve the natural habitat surrounding the creek per GMA requirements and in compliance with Comprehensive Plan section PoI.PD1.2 b.ItL5.wili maintain views for the residential homes located on the opposite side of the creek and provide favorable views for potential tenants of the new develo men ere are also two wetlands locate on se ac s rom ewe an s are sing . rovlded per GMA requirements to ensure protection of the wetlands during construction as well as once ruj development is complete. ,v .�� Development of the project will be phased in two (2) parts._Phase I will consist of Building C (+/-1,075,000 SF) on the south end of the site. It is anticipated to start in Spring of 2021 and be completed in Spring of 2022, Phase II will consist of Buildings A, B, and D (+/- 965,000 SF) and is anticipated to start in the Spring of 2022 and be complete in the Summer of 2023. The buildings are being designed for Warehouse, Storage, High Cube Distribution Fuifllme Manufacturing, and Processing/Assemlol type users, A more delailed list of the types of uses c n be found at the en a t is ocument. -� 190" 41A h;-1 p am;�� d'► L{ e- Cat Class A buildings, located in top markets, are in high demand. Proximity to the Port of Tacorn , ort of S , and access to 1-5, make this location highly desirable. Vacancies in the Light Industrial sector of the Seattle/Tacoma market continue to decline, and investor interest continues to increase. Warehousing and Distribution facilities create living wage jobs, benefitting the local economy, as well as the ripple effect of all the other jobs created that are not directly employed at the facility (construction, truck drivers, logistics coordinators, etc.). Tax revenue from construction, Business & Operations Taxes, and Property Taxes from increase valuations can all be substantial. ■ NELSON lnie-lur �ssi'n A:chltecture Branding Work one, services consulti!V Services NELSON 1200 Fifth Avenue # 1300 Seattle, WA 98101 206.408.8500 NELSONonline.com The development is located adjacent to Hylebos Creek which is located on the east side of the development. As a result, all development is setback 150' to help preserve the natural habitat surrounding the creek per GMA requirements and in compliance with Comprehensive Plan section Pol.PD1.2 b. This will maintain views for the residential homes located on the opposite side of the creek and provide favorable views for potential tenants of the new development. There are also two wetlands located on site. Required setbacks from the wetlands are being provided per GMA requirements to ensure protection of the wetlands during construction as well as once development is complete. The site is graded in a way that takes advantage of the site's natural contours and slopes. The site slopes significantly down from north to south and as a result Buildings A. 6 and C are on 3 different tiers with retaining walls separating each building. This reduces the amount of cut and fill on site as well as helps maintain any views that the assisted living facility to the north may have as the proposed development sits substantially lower than the development to the north. The zoning guidelines listed below are based on the "M-1 Light Manufacturing District" which is an already established zone with the City of Milton. The anticipated uses allowed within the M-1 district are similar to what is anticipated for this development, so it seemed a logical starting place. Alterations have been made to ensure compatibility with adjacent properties, the City of Milton Comprehensive Plan and the Growth Management Act. Please see below zoning analysis table. Zoning Analysis: Proposed Zoning Regulations Landscape Standards (Table 17.15C.010) Street Planting Strip *10 ft. *When parking is adjacent to, and at the same grade as a public way, a 4-foot-tall and 12-foot-wide landscape berm is required between the right of way and the off-street parking. If the finished grade of the off-street parking is located significantly higher or lower than the adjacent right of way where a berm becomes infeasible, a 10-foot-wide landscape strip is all that is required. Side Yard Planting Strip 10 ft. t4r-eA - Rear Yard Planting Strip Internal Parking Lot Landscaping Landscaping Required Adjacent to Residential Use 10 ft. J7% This is intended to provide a physica��J i and visual separator between incompatible uses or intensities/densities but where a complete noise barrier is not necessary. Examples of use: 1) interior lot line buffering between single-family development and commercial, office, industrial, or multi -family uses. 2) fC7CRr,} d� Cxti F^.53KIN *i ) �tta'rrt : t 11' —It --• A NELSON nis: or Dcsigri Architecture Bra roirg Workp!are Se::^.,ices Consdti;lg Se^:ices NELSON 1200 Fifth Avenue # 1300 Seattle, WA 98101 206.408.8500 NELSONonline.com between multi -family development and non-residential uses or arterial roadways. 3) between public schools and commercial and industrial uses, etc. See below for screening requirements Landscaping separating incompatible uses shall utilize a Full Screen/Berm/Solid Screen Fence which shall include "Canopy Vegetation" and either a "Vegetative Screen", a "Berm" or a "Solid Screen Fence/Wall" a. Canopy Vegetation-B: Trees at a rate of 1 per 25 lineal feet of lot line shall be interspersed throughout the landscape strip in groupings or uniform rows. Minimum mature height shall be 20 feet. b. Vegetative Screen-1-3: The Vegetation Screen shall consist of: (1) evergreen shrubs at a rate of 1 per S lineal feet of landscape strip; or (2) closely spaced evergreen trees, at a rate of 1 per 8 lineal feet of landscape strip, or a combination of the two in separate sections. The screen may consist of either overlapping clusters or a solid row of material. If overlapping clusters are used, the overlap shall be at least one-half plant width. Spacing shall be as follows: (1) evergreen trees for the landscape screen at no greater than 8 feet on center, with no more than 10 feet on center between clusters; (2) shrubs for the landscape screen shall be no greater than 5 feet on center, with no greater than 7 feet on center between clusters; or (3) planting spacing shall be such that shrubs create a solid continuous screen of vegetation within three years to fully screen adjacent land uses. Vegetative screening materials shall have a minimum mature height of 6 feet. c. Berm-L3: The earthen berm shall be a minimum of 4 feet high, measured from street curb or the crown of the adjacent paved way for road frontages or existing grade for interior lot lines. Vegetative groundcover shall cover a minimum of 50 percent of the landscape strip area at maturity. Berms less than 6 feet in height shall be planted with evergreen shrubs at a rate of 1 per 4 lineal feet of landscape strip, to a mature height equal to or greater than a 6-foot high berm. The screen may consist of either overlapping groupings or a solid row of material. If overlapping groupings are used, the overlap shall be at least one-half plant width. Shrub spacing shall be no greater than 4 feet on center, with no greater than 6 feet on center between groupings. d. Solid Screen Fence Wall-L3. The fence should be 100% opaque and a minimum of 6 feet in height. e. Screen Width: All required vegetation shall be located adjacent to the lot line and shall have a minimum planting bed width of 10 feet, with no required vegetation located greater than 30 feet from the lot line. If a "Solid 111 er:or D8ni i Arehiecture Bra rcit, g Woredace Se?vines Consulting Se :'Ices -■NELSON NELSON 1200 Fifth Avenue # 1300 Seattle, WA 98101 206.408.8500 NELSONonline.com Screen Fence/Wall is utilized, the entirety of the 10' planting bed should be located between the property line and the fence. f. Installation of vegetative groundcover is encouraged but not required within the planting area." Building Bulk Table (Table 17.155.010) Maximum Building Height 40 ft. — The maximum building height Maximum Building Coverage Minimum Building Setback from R.O.W. Minimum Side Yard Building Setback Minimum Rear Yard Building Setback Minimum Rear Yard Building Setback: Accessory Structure Land Development Dimensional Regulations (Table 17.15A.010) Minimum Lot Area For an Accessory Apartment For a Duplex Unit Standard Net Density for Multiple Units Maximum Net Density Minimum Lot Width Parking Regulations Industry, Light Professional Offices Warehousing Compact Parking Spaces may be increased by 1 ft. for each additional 1 ft. of building setback up to a maximum of 50 ft. 50% ��6 cl 14 . 25 ft. 25 ft. 25 ft. 12,000 sf N/A N/A N/A N/A 75 ft. 1 space for every 3 employees on largest shift or 1 space per 1,000 sf of gross floor area, whichever is greater 1 space per 400 sf of floor space 1 space per 2,000 sf of floor space Thirty percent of the required parking spaces, whenever 10 or more spaces are required, may be compact stalls Rx3ff"ONf1wAirm MUM pa3sxwZa 2— M NG,W—SON Nor or Design Architecture Branding Worcp are services consulting services NELSON 1200 Fifth Avenue # 1300 Seattle, WA 98101 206.408.8500 NELSONonline.com Parking and Pedestrian Illumination A. B. C Q E. See below requirements Applicability. The provisions of the Section apply to: 1. New residential developments, civic, commercial and industrial uses; and 2. Multi -family, civic, commercial or industrial expansion greater than 60 percent of the building value, excluding any interior improvements to an existing structure. The 60 percent calculation is cumulative for the project site, and over time, calculated based on the "Building Valuation Data" table compiled by the International Code Council and published in the Building Safety Journal, as used by the Building Official. Only the area associated with expansion will be subject to the standards. Design Objective. Provide safe and visible public areas exterior lighting that accents and complements the space and/or building architectural details. Standards — Parking and Pedestrian Area Illumination. 1. Light sources (light bulb) shall be hidden from public view except for streetlights and holiday decorator lights. 2. Illumination level of 1 footcandle shall be provided in all pedestrian areas, including building entries, along walkways, parking areas, and other public areas. 3. Except for intermittent security lighting on motion detectors, all lights more than 7 feet above the ground shall be downward directional lighting. The fixture's housing must be totally opaque. Clear or refractive lenses shall not extend below the housing. 4. Illumination shall not cast beyond the premises it is intended to illuminate. 5. Illumination of landscaped areas shall be prohibited unless lighting is part of the landscape area immediately around the building or the area is intended for recreational use. 6. Large areas shall be illuminated with multiple low -intensity light sources rather than single I high -intensity light sources. I 7. Pole lights shall be no taller than 20 feet above a 36 inch base in parking lots and traffic areas Standards — Exterior Building Illumination. 1. Exterior building illumination, if proposed, shall be of an indirect source. 2. All lights, other than street lights, shall be shielded from the sky and adjacent properties and structures, either through cut-off or downward directional lighting, or optics within the fixture. 3. Translucent panels or other features illuminated from behind are prohibited. 4. All building mounted floodlights shall be shielded from above in such a manner that the bottom edge of the shield shall be at or below the light source. 5. Light fixtures used to illuminate the building that are not affixed to the building shall be screened or hidden from view with plant materials. 6. The design and placement of exterior lighting shall be integrated with the architectural design of the building. 7. Illumination used to highlight building elements shall be of an indirect source and not affect neighboring residences. Guidelines — Exterior Illumination. 1. Avoid colored lighting on buildings except during holiday periods. 2. Avoid lighting large areas with a single source. 3. Fixture designs for commercial and civic uses of an industrial or utility appearance should be avoided. 4. Lighting shall be limited to illumination of surfaces intended for pedestrians, vehicles or key architectural features. 5. Recessed spot lighting may supplement indirect lighting where more direct lighting is desired. J r-drszsd�a a" r� 203h -ru ! k4,VxW DUNT4 Iltli!`UI'GSIj!fi architecture Brarair:g Worcpiace Sewires Consulting Services —■ NELSON NELSON 1200 Fifth Avenue # 1300 Seattle, WA 98101 206.408.8500 NELSONonline.com 6. Lighting should be lamped to prevent spillage onto neighboring parcels (light trespass), energy waste and glare. 7. All non -essential lighting should be turned off after business hours. Sensor activated lights are encouraged for security purposes. Planned Development District (PDD) Allowable uses: Accessory Parks and Recreation Facilities Adult Entertainment Businesses Agricultural Activities Air Separation Facilities Battery Storage, Distribution, and Processing Breweries Contractor Business Colleges and Universities with no dormitories Commercial Laundries Indoor Commercial Recreation Clubs (Gymnastics, Baseball, Soccer, Basketball, tenn Outdoor commercial Recreational Fields Day Care Centers Enclosed salvage and wrecking operations Film processing plant Food manufacturing processing or package plants (excluding slaughtering or rendering facilities) Hospital Hotel/Motel Indoor Kennels Lumber and wood product manufacturing or assembly Major Utility facilities Assembly of heavy equipment, airplanes, or vehicles Manufacturing, assembling, processing, and packaging Medical equipment manufacturing plant Minor Utility facilities Mini -warehouses Outside storage yards as principal use Prepared material, manufacturing, processing or package plants Prepared metal processing and assembly plants Professional and business office Wireless Communications facilities 0 M NELSON nic=ior Dosign architecture 3randling 'ter (dace.' -.!vines Consulting Services NELSON 1200 Fifth Avenue # 1300 Seattle, WA 98101 206.408.8500 NELSONonline.com Restaurants Rock, Stone, brick, concrete or asphalt, batching or assembly Sales and rental of heavy machinery and equipment Salvage and wrecking yard Service stations Soil Mixing Smelting, blast furnace, or forging plants Warehousing and distribution facilities and storage of equipment, commodities, and products Warehouse and distribution facilities Storage/Warehousing and distribution, bonded and located within a designated foreign trade zone Taverns, micro -breweries, brewpubs, and bars Tow truck operations/impound yard Truck terminals Utility Yard Vehicle repair facility Commercial Use Churches Wholesaling *Any use that will have emissions or odors will require a conditional use permit. 711y/ 'r, D SITE AREA 5,131,886 SF TOTAL (117.81 ACRES) BUILDING AREA 295,736 SF BUILDING "A" 450,408 SF BUILDING "B" 928,796 SF BUILDING "C" 113,792 SF BUILDING "D" 1,788,732 SF TOTAL ZONE PD PLANNED DEVELOPMENT DISTRICT PARKING BUILDING A 37 STALLS—(5%) 14,787 SF OFFICE 0 1 /400 141 STALLS—(959280,949 SF WHSE @ 1/2000 178 TOTAL STALLS REQUIRED 250 STALLS PROVIDED 18 TRAILER STALLS PROVIDED BUILDING B 56 STALLS—(5%) 22,520 SF OFFICE ® 1 /400 214 STALLS—(95%) 427.888 SF WHSE @ 112000 270 TOTAL STALLS REQUIRED 300 STALLS PROVIDED 75 TRAILER STALLS PROVIDED BUILDING C 70 STALLS—(3%) 27,864 SF OFFICE ® 1 /400 451 STALLS—(97%) 900.932 SF WHSE @ 112000 521 TOTAL STALLS REQUIRED 646 STALLS PROVIDED 207 TRAILER STALLS PROVIDED BUILDING D 28 STALLS—(10%) 11,379 SF OFFICE @ 1 /400 w 51 STALLS—(907.) J02,413 SF WHSE ® 2000 ul 79 TOTAL STALLS REQUIRED a DO 0 95 STALLS PROVIDED 2 15 TRAILER STALLS PROVIDED T TOTAL SITE 1,061 TOTAL STALLS REQUIRED 00i 1,291 TOTAL STALLS PROVIDED 9 315 TOTAL TRAILER STALLS PROVIDED x x x E 0 c uo or C h i l e[ [ 5 0 RETAINING WALL TYR / •� f is i �'".� EXISTING HOUSE TO 13E DEMOLISHED °'� -.- -- , '1 .1 Ice / R ;; . ,LNG Vo T. _w. _y I EXISTING �. TiT — - -'' I}Elr{. i ".• `�jC,' �' TflilE .1 :; - -I I ,� -;. I' ..... .il• 1 -,{`fir: /j , , lb (}I 616 = r -40 _ - - L SAS=>yt: e�; �Iir�o_ _--�:r , � � � -• � �f�� , NORTH LLOYD'S SITE (OPTION 3R) BRIDGE MILTON. WASHINGTON 6/18/18 1•-300' DEVELOPMENT PARTNERS, L L C li ' BitlbG� ■NELSON Y., 1200 Fifth Avenue Suite 1300 SaNiilo, WA 98101 206.408.8500 phone vwvw, NELSONonline — W J W Z o LO z I 06 sl Z i \ z ,� too'-tl tags: uwauINIm+c \ tiCL 7r r f O \ c I W — �T, \ NM MIN / w sQ 1 ■ W M� W y SULTANT d tea. eEruwxc wu1 SITE SECTION B — I Submittals/Revisions: MASTER 9ff 11 19 AfiT•�. IN.-V iPUp( YrK41BPC I mwni FFxiM Sheet Title: SpA 5g ySTJMS — — AP 1 ENrff ,wuaut oc Date: o2ylllq pDesign: Dom W Invr � Drawn: TES p; IlEMMIC I' L *. T-�e I Project No: �g 4 i § Approved: K R Building No: O SECTION A Sheet No: OoFf CHT NELSONARO 7015 -1 SIGNIFICANT TREE RETENTION PLAN - TREE SURVEY SITE AND TREE STAND DESCRIPTION SIGNIFICANT TREE CRITERIA _ THIS TREE RETENTION PLAN IS APART OF AN APPLICATION FOR A TREE TO BE CONSIDERED SIGNIFICANT PER FOR A PROPOSED INDUSTRIAL PROJECT ON A SITE MILTON MUNICIPAL CODE DECIDUOUS TREES MUST CURRENTLY CONSISTING OF AN ACTIVE MINE CONTAINING BEAMINIMUMOFoINCHES AND CONFER TREES LARGE DISTURBED AREAS OVER MAJORITY OF THE SITE_ MUST BE AMINIMUM OF IO FEETEETTALL. HAZARDTREES THE DISTURBED AREAS CONSIST OF LAND THAT IS ARE EXEMPT FROM SIGNIFICANT TREE STATUS DEAD �I CURRENTLY CLEARED AND NON -VEGETATED WHERE AND DISEASED TREES OR TREES WITH BROKEN TOPS CURRENT MINING ACTIVITY IS TAKING PLACE OR OTHER DAMAGE DECAY. OR POOR OVERALL - HEALTH ARE CONSIDERED POTENTIAL HAZARD TREES. - THEE%ISTING TREES ONSITE ARE PRIMARILY COMPOSED OF SIGNIFICANT TREE REPLACEMENT IS CALCULATED IN - A MIX 0 NATIVE DECIDUOUS AND CONIFEROUS SPECIES ACCORDANCE WITH THE RATIOS SPECIFIED IN MILTON A INCLUDINGDOUGLAS-FIR(PSEUDOTSUGAMENZIESIIw MUNICIPAL CODE 17.44.110.G.4 BLACKCOTTONWOOD IFERA), RED ALDER (ALNUSRUBRA),WESTERN RED CEDAR (- PACIFIC ADR BIGLEAF MAPLE IACER MACROPHYLLUM), PACIFIC MADRONE (ARBUTUS MENZIESII), AND VARIOUS WILLOW SPECIES. -' TREE DISTRIBUTION ACROSS THE SITE CONSISTS OF A FORESTED AREA IN THE SOUTHEAST PORTION OF THE SITE ADJACENT TO AN ONSITE WETLAND. A FORESTED AREA ASSOCIATED WITH A STREAM ALONG THE EAST BOUNDARY OF THE SITE EXTENDING OFFSITE TO THE NORTH AND SOUTH, AND SEVERAL ISLANDS O AREAS WITHIN THE INTERIOR OF THE SITE SURROUNDED BYROADS AND r DISTURBED AREAS ASSOCIATED WITH THE ONSITE MINING PROPERTY ACTIVITY. BOUNDARY TREE HEATH AND CONDITION 15 VARIABLE WITHIN AND LL ACROSS THE INDIVIDUAL AREAS, MUCH OF THE ALDER AND COTTONWOOD COMPONENT OF THE FORESTED AREAS ,! LOCATED ADJACENT TO AND'NITHIN THE STREAM AND s WETLAND BUFFER AREAS ARE IN DECLINE WITH EXISTING p lNCLUDI ITY AND SIGNS OF POOR HEALTH AND FORM INCLUDING THINNING CROWNS, DEAD ISTOPS,VAR DECAY, AND DEFECT. CONIFER HEATH AND FORM IS VARIABLE WITH SOME OF THE DOUGLAS-FIR CONTAINING DAMAGE INCLUDING BROKEN TOPS_ MULTIPLE LEADERS AND STEM DEFECT IN I LOWER PORTIONS OF THE TREES. � CLEARING LIMITS * ►�,`� F J f . COO 4Q �O 2 r A; AREA 1 (TREES 355 - 378) ' AREA 2 � (TREES 269 - 354) • a t *► * •; ''* Ate_•' +t * r , AREA 3 ot % + (TREES 1- 267) 41 ■ ! r�%sII4I`..as 4 . 40 i a AREA 7 (TREES 1155-1158) U' 1v1; 1 24- 430 SHEET INDEX 1 TREE SURVEY GRAPHIC SCALE 2 TREE DATA 1 =120` 3 TREE DATA 4 TREE DATA 5 TREE DATA 6 TREE DATA 7 TREE REPLACEMENT PLANTING PLAN 8 PLANT SCHEDULE AND DETAILS tp AREA 0�4 (TREES 500 - 561, * s ■+ 1031 -1344) '- r- It IIH {•fir ■ � & �" � .a I3 .{�F,! �fi T ' k ::�� ALL TREES OUTSIDE — CLEARING LIMITS TO BE RETAINED' r s i %, y AREA 5 ,f 4� 411, ' cA♦t r • - , - • m — AREA 4 (TREES 1001 -1030) w+E�TLND�e�{,� '�_ • It � a .� (TREES 2000-2116) • •a 11"F qM' 41 st a✓! a t Say • i f NOTE: j�f f • �4 i . TO BE REM WITHIN AREAS 1 THROUGH 7 �. TO BE REMOVED r !�• r} r ¢_ ¢ s w �. i Fail. . _ _ y WE7LJLHD D • , ._ 40 y, k + 0a� 44 i WETLAND C JJ *NOTE ALL TREES TO BE RETAINED SHALL BE OF GOOD HEALTH AND FREE FROM DAMAGE AND DEFECT, DURING AND FOLLOWING SITE CLEARING AND CONSTRUCTION ACTIVITIES. TREES DESIGNATED FOR RETENTION THAT ARE DETERMINED TO BE UNHEALTHY OR DAMAGED AND POSE A HAZARD SHALL BE REMOVED DUE TO THE INHERENT RISK OF FAILURE FROM SEVERE WEATHER, UNDETECTABLE AND HIDDEN DISEASE DEFECT, AND DAMAGE OF THE TREES TO BE RETAINED, SOUNDVIEW CONSULTANTS ASSUMES NO LIABILITY FOR BODILY INJURY, DEATH, OR PROPERTY DAMAGE RESULTING FROM FAILURE OF THE TREES TO BE RETAINED w � ? S 0 Z o gN N LLj a X � D Lam Z w Lj N S Z n N N Q c N DJ 5p o N z 01 <D o w z N C Zw Lr) N N w L F Ln N Z N N J � Y U = Q = i 2 i 7 W � Le) F i �1 r••• P2 ,.-. - H O'O �z ^ oc DATE 8/9/2019 JOB: 1582.0016 BY: DB/TNIS uf,Yrno .hu Reci,ler� a.t,L,n,L SCALP.: SFT GRAPH - A Si/ILiT\ am6caLe _eo SI-1HI;:1. 1 OI' 8 STGNTFTCANT TREE. RETENTION PLAN - EXISTING TREE DATA HEIGflTrl ecS fFEEI) SIGNIFICANT YES-1 N0� TREE REPIA[MENT Tree Gmup 7-1 Douglas -fir FS Good 1 4 Arfa7 T-2 pay a•flr 15 Good 1 4 Arp3 i•]A Cmienweod 12 Damaged 0 0 Ana3 P3➢ Canpesspod 12 Pam d Q O Am. 3 713C -w H Z V Z¢ ¢ J N fn a W X N Z Z w h N N z Q O N I U 00 N n z j L T cO� w w N Q Z r 3 n n C7 Z N N W n rn ❑ W N c S Y vv U V= r1 r 41r. C �� N Y O_ 1 x 4 Y $� M nl N C V (f] J n .- V 5 a a M (] m = V r � n Q a a L z O m ax ' ^ n V J O N J i I13 d d xz J V V W z N x� x �0z En (� rEhI Ua N Fi°z z x o� zoo Fo z Woo ^U^I o a i 00 M DATE: 8/9/2019 9; JOB: 1582.0016 (elnw[t�.i BY: DB/MS of_Yrborculmre r'tyF,uy�,ii1GVD+1 SCALE: N/A fr S glrmw-a Sim'+. C_ finle W SHEET OF S TREE ID SPECIES DIAME7ERClA55 (INCHES( CONDITION CotOf tonwood 9 Om d D 0 Area L Is rea 1.4 T-49 Douglaz-fir LO DougAs 7-99 10 IS Good Good Do Good Maple TREE ID SPECIES DIAMETER CLASS (INCHES( HEIGI+T[1A55 (FEE7) CONDITION SIGNIFICANT YE5=1 NOS TREE REPIACMENT Tree Group i•!S P+elf Mtlren. 11 Pear Hralrh D 0 Anal i•RS P.dDCMWrpnr 4dbh Dam ed o N/A Nm3 i•➢! Douplaz-flr 15 Geed 1 4 Area3 T-6 o=cRCAdadron¢ f Good 1 5 Anv3 hRl a-I:r ]g Good 1 4 lu.a3 7•a➢ •1"r 15 Good 1 a Nfa3 T•➢B DO.I.-fit 15 d e 0 Area3 T-90 Dou Las -fir 15 OOrr� d 0 0 Area3 7-91 las•Fir 15 Dam ed 0 0 An.3 TREE ID SPECIES DIAMETER CLASS (INCHES( HEIGHT CIg55 FEET) [ONDIIION sIGNIFlCANT YES NLlal 7REEflEPWCMEN7 Tree Group T-173 aylle ]5 Good 0 Area3 i•Sru las•!Ir IO Good 3 2 Area3 T•lTan Douglas -fir ]0 SIGNIFICANT TREE RETENTION PLAN - EXISTING TREE DATA .w zs Z 5 O S N n a J W X Q F Z z LLI Q h N N 9 N ^ Z> Oa r0 00 w w N Q Z r3to u7 zz In N N H «) J CO W S j Y v U N -11, 6 -' x W i U s 3- C b : co C N Y J O C/D K y (�+ N N ^ N M N 1 N �i r 4 O c U m 6 V C a Q� F U z m N V a < zz O N a 1 a U5 i 6 E i a w < < 1 r U n U a z N Woz �Cn0 O� �� 0 z `" w T• Q zoo Oafz O r14 '� CD I --I I M . ��. � Fx T I.Werx+nrcaI So;lrn- of4rborewn.rr Itlritml W R1Mll:1r s4 11Da:a szana A c-irealz X. TREE ID SPECIES DIAME7ER[W55 (INCHES( kf1GHTCLASS 1FEE7j CONDITION SIGNIFICANT YEi-1 N09 TREE REPIACMENT Tree_Group T-24el Red Alder 9 Good 1 5 MR3 T-749¢ Red A1d.r 9 Good 1 5 Arxa 3 F.xSp Red AN., 6 Goad 1 3 Area 3 F751 Ilr 16 •ovd 1 + Area T•P1 Dou as-Ilr 13 Good 1 4 Area T-253 Douglas -fir 19 Geed 1 7 Aru 3 T•l;s n•Ilr ss Good 1 4 An. i 7-SSA Wu In•rr IS Gaud 1 a M+7 T•153L Cottonwood 12 Oam ed e Q TREE ID SPECIES DIAMETER CLASS (INCHESf HFIGHTCIA55 F CGNDITION SIGNIFICANT YE5=1 N�q TREE REPIACMENT Tree Grpup T-37BD Deu3las•nr f0 Good 1 I Areal T•326f e�14 to Good 1 I Mil FSD Daglas.lQ 15 Good 1 { Mat T-330 Dou las-fir 15 0 0 Areal T-3i1 x•!G 19 Good 1 a AM. it T.3j; as•Irr is Damaged 0 Q Meal T-3ii as•Ilr, 10 Damaged 0 0 Area 2 T-334 DOYLIM•Iff 3+ Goad 1 4 Areal T-375 a�.Rr 15 Gond 1 4 Mat i 336 as•❑r 15 Good I • Mo2 F-3R7 Cedar ss Demand 0 p Arca2 F•33g Dou laz-fir IS Gvoa 1 4 Areai T-1T8A asdtr 15 G4Ad 1 4 Rrc+l F.1Rdg Red alder 6 Good 1 } MaI TaaR Ib as.lrr ss Good l a An+z F.;fpi Red Alder 6 Geed 1 3 Areal T-3a1 Dou las-Flr 15 Oarrra¢rd 0 D Mil T.7W +s-fjr is Good 1 4 Mat 7.3UH Padllc gAMrpno 12 Good 1 T Rry+1 T•;q Red Alder fi Geed 1 3 Areal T-3p4 Red Alder 6 Load 1 3 Areal 7•}f3A Red Alder 6 Good 1 3 Anal i.345i Red Oder 6 Good 1 3 Anal T.346 Red Alder 9 Geul 1 3 Areal T-3a7 Red Alder f Load 1 3 Areal T•34g R4tl Rider 6 Good 1 3 Area 2 T-350 Red Rider 5 Good 1 3 Areai T-3Y1 Red Alder 6 Gaed i ; Areal T-352 Red Alder 6 Good E 3 Areal F353 Red Plde. 9 Good 1 5 Ma I F354 OvvLln•Ilr 15 TREE ID SPECIES DIAMETER [1A55 (INCHES) HEW Kr CLASS FEET] CONDITION SIGNIFICANT YKS NRp TREERFPIACMENT Tree Group T-apY � .a1111 a 12 Goad 1 7 Ma6 7-{rAN f4 ea! htA a 12 Good 1 7 Lrfa 6 TaORC BigleaF Maple 12 GvM 1 7 Arab T-40gU eaF Ma a 11 Good l 7 Alaa6 r.{Il OaWi.r-ti. 15 Good t 4 Mafi F..If 9ar{1nJlr 15 Geed 1 4 Areaf T-415 Douglas -fir 15 Good 1 A 6 T-416 n-Rr lfl Good 1 2 Area6 F-f1l oadir 15 Gmd 1 4 Area T•fI6 Douglas -fir 16 Good 1 4 M+6 T-419 Dou as-flr 15 0 0 M�6 F.{lP !H li Dam ed 0 0 Area T•411 Wilk al Ma • 12 Goad l 7 Ma 6 FiTjA Cottonwood 13 Geed 1 7 AlN6 T-431H Cottonwood 12 Good 1 7 4vi6 T-43YC [ellmweed 12 Goad 1 7 kea6 T•/7151 CoiMnwaod 12 Goad 1 7 Ae.+G 1•R4 Cottonwood 12 Geed 1 7 Mad T-477F Cottonwood 12 Good 1 7 ke.b T-422G Cotlenwvod 12 Good 1 7 Area T•SDO N flit gAaplf 12 ❑Dod 1 7 Af{o6 r.S❑i Douglas -fir 15 Geed 1 a An+6 T-SORA Dv -Rr 15 Goad 1 ; Arta6 r-5D7g Dvu n•Fr 15 Good 1 4 Ma fi T-SOOC Oav asdlr 1.5 Gxd 1 { Avafi T-Sur Bi➢leaf Maoie 6 DATE: $/9�2019 Jos: 1582.0016 sY: DB/MS SCALE- N/A SHEET 3 OF :8::] SIGNTFICANT TREE RETENTION PLAN - EXISTING TREE DATA 3r U H Z s 2 ¢ O zg� N aQ X Q Z W W E C3 N 00 K DONr- ?> pa rD 00 W N ¢ I z r 3 rn to c� Z N N �l nrn J N L N N ¢ 00 Y U N Ak, l� 8J O b� , CO a x s � n n lV N rl C c U m J f �I c 0 C c U F [0 x O 1 - r..�� C :n ^ :Sl V wz°z O y r ^ N J C V J R r� o C 1L 5 cc w x E, T r v W z 1.4 N x� xM cn w o z^J-) In V 1f1 4 N� Hat z Zx o� O C F" Cw7 Dad wz �W o 0 c V o r�—i Q cn �--I cn "a F+i 1x" •Lie] Inrmm�l: rr4 So: rrti• of_4r60reulmrr R.gi rin J,VIIKIQ.1 di4RA: ate NTiip[ra. (-miFicale tar• P\-aR:2A TREE ID SPECIES DIAMETER CIA65 )INCXES� CONDITION SIGNIFICANT TPEE REPIACMENT Tre XEIGyj CL455 FEEf1 YES=1 NOS e_Gmup T-]DOB Cottonwood u � 0 Arca6 7-1009 Cpllmwand Ii Good 1 7 Areas T-EO16 ralM le 12 Good 1 7 Areas T•]01l Ipgleal Mapl[ 12 Good 1 7 MaS T•SalxA Bi¢leaf Maple 1? R.n d 0 D AnaS T-1[1128 &Ieaf Maple LT wma¢ed 0 0 SuHS i ]Oi]A Di Ieaf M p 12 Gggd 1 T Area S F•1DLia asFlvalM Ip 1x Geed i 7 Areas T-011b Cedar 15 Good 1 4 Areas T-1015 Blgleal Maple Ix Good 1 7 Areas T•SGSe cspu aT-flr 12 Good 1 7 Areas i-1R37 ppu¢lai Ek 12 Good i 7 Areas i 1DIR4 Dou as-11r 1S Goad 1 4 Arca5 T-101aB Dpu u-ilr ]6 Good 1 4 RrvaS r-lolgc Dp aa-nr ss Good 1 s Rreas F1019D Do aa•Ilr 15 Oppd i • Area r.]me[ Day az-nr Is Gppd 1 a Arfa� T-1019A Dpu az-Tit I5 Good 1 a ArvaS T-]O]gB Wy aa-nr 13 Good 1 a Areas T-lelsc wpyrs-rr ss Gpoa 1 f areas r-Sp190 Dp aaflr 15 Gpoa 1 a Area r-sDLPl Dpp a•nr is Good 1 a Areas 7-1DIgF Daaelaz-fir 13 Gppa 1 • area s r•1D?p alglealM 10 12 Good i J Areas T-50I1 &¢Ieaf Maple 6 Good i 3 Areas r•1D;z cedar ss Goad 1 d ,uea s T-LD3 Cedar 16 Good 1 4 Arva 5 i-]piA apu ap fir 12 Good 1 7 Areas i-SOIS Ieaf Maple 12 Gvpd i 7 An,5 T•SQg6 &Ieaf Maple s D,rn god 0 0 Ana S T-L127 az fa! Mpplr Li Goad 1 1 Arra 1 i lOQR4 valM a 6 Good 1 S Area6 T-]OQOB N leal Mapk fi Gvad i 3 Areas T-SO�C Bi¢leaf Maple 0 Gpod 1 6 Arca5 T-1D28D eaf Maple 12 Goad 1 7 Arse S r-Iml s:iir:e Mayo 12 Good 1 7 Area6 i-]QT3 al InalM I[ 9 Geed 1 6 Area6 T•+eaa Bi Ieaf Maple 9 Qppd 1 6 Ma6 T-103a N eafM le 13 Good 1 7 Area6 i 1LRSi p: 1p,I M rp ]2 Good 1 7 Area 6 F•laSif 9131ea1 Maple 12 Good 1 7 Area6 i ]I$SC Bi Ieaf Maple >2 Good 1 7 Area6 T-1035D leaf Mapr[ 1x Good 1 7 Anafi T-1D1L Dvu 'n•Rr ]5 Goad 1 4 Area6 F•]GSr oo az-nr 15 Good 1 4 Area6 T-1OTB Bi Ieaf Maple 11 Good 1 7 Arva T-IO39 OI ul Mpply 9 Good 1 S Rrra6 T•1Df0 Bi ral Ma Ia 6 Gppd 1 3 Area6 T•Wii Dau az-flr ]S Goad 1 4 Rna6 T-10a2 Bi Ieaf Maple ll Good 1 7 Anv6 T-ID/3 Cpllafwppd 9 Good 1 5 A4ea6 T-]O+, Callm+woed 12 Geed 1 r Areafi r•IOLS Cottonwood 6 Goad 1 3 Rren6 T-10G6 Cottonwood 9 Good 1 5 AnaS r•1R,7 [pnmawpad 6 Good 1 3 Areg6 r•SOd¢ b4faf Nsa r 12 Good l 7 Areafi T•IDv¢+a BI Ieaf Maple 12 fl,maped 0 0 areas T-lORBB Bigleal Maple Zt Oam ed 0 0 Areafi r•urae eal M,yp 12 Damaged D D Arca6 ri1Dif0 W fal MapEv 12 garapti D O Anafi r•SOSO Oau¢las-Fir IS Good 1 4 arced T-1O51A Red Abler 6 Good S 1 Area6 i-IO6F0 Ned Alder 6 Good E S Areafi T•i037A Red Alder 6 Gapd S 3 Area6 Y•]OSTH Red Alder L Sped 1 3 Ma6 T-Sf153 W ea! Mayf 9 Good S S Ar+a fi i-]pa¢ pacific Mp1YD4f 9 Qped I 5 Areafi T•3056 Doug]. -fir— 12 Goad S T Arfa6 T-3056 Bi Ieaf Maple II Good 1 7 Arpa 6 r.1057 � Iraf e 9 Good l S Ana fi T•1068 PaGDC MadrWi• 9 Geed 3 S Areafi T•1G5q Douglas -fir 15 Good 1 4 Anafi T-lOFA Pacific Madrone 12 Good 1 ] Anafi r•1G61 Iled Alder 6 Good 1 3 Mxfi U1O6t ahfir ]2 Dama ad D 0 Ma6 i ]063 Pacific Madrone fi Goad 1 3 Arw6 7-7(Kr Cr p.H Maple 6 Goad 1 ] Ama6 r•]G6sA b1led Maple i Good 1 3 Area6 7•lOb'Sa W .el Ma If 9 Good 1 S Areafi i•1GS6 BI Ieaf Maple 12 Goad 1 7 Area6 T-1f167 a+ eat Maple u Damaged D G AreaG 1.106E Rod Ndvr 12 Goad 1 T Areafi T•SOfi➢A 6 IaaT Mnplq 12 Geed 1 7 Area6 T-1069B BI lea] Maple ]2 Geed 1 7 RrvaG T-]IkAC & lea] Maple u Good 1 7 Alrae T-1070A Blgleal Maple 12 Good 1 7 Areafi T-307DB N Ieaf Maple 12 Goad 1 7 Area6 T-SO70C Blgleaf Maple SI Gpod 1 T Anafi T-3071 Red.Vdrr 0 Good 1 S Arca6 T•1002 W ral 9 Sppd 1 S Areafi i ]OJT Douglas -fir 12 Good 1 7 Rrca6 T-1If74 Dou az-fir 36 Good 1 R Anafi r-1075 c•Rr 1fi Good 1 ■ Areafi r•1D76 x-flr 15 Geed 1 4 Areafi T-]OJT Bi Ieaf Maple 6 Goad 1 S Mas r•107a Mill" ma a 6 Good L 3 Anafi r•1D79 I•af Maple 9 Geed 1 fi Areafi r•]OAO Pxlnc Madrone sx Gapd 1 7 Anad T•SR11 6 IeN 4 Good 1 S Mas t•1pg1 as.Dr IS Good l 4 Areafi TREE ID SPECIES DIAMETER CUSS)IN[HEi) HEIGHT CLASS (FEET) CONDITION SIGNIFICANT YE5=1 N�0 TREE REPIACMENT Tree Group T-]D83 W cal [e 6 Gaod 1 3 Arca6 T•]Oat N pf Ma n 12 aopd 1 7 Area6 T-10BfiA Red Alder fi Good 1 3 Area• T-IOBSB Red Alder 6 Good 1 3 Arca6 T-1R13 [etPr ]5 Good 1 a Anoi T•1tl17 ai•Ilr ]5 Good 1 a Area6 T-30® rn•fir ]5 Good 1 a Area6 T-30B9 Opu as-Rr IS Goad t d ArvlG 7-1090 lzs-Ar 14 Damaged 0 0 Anafi T•la0i fix-nr is Damaged D 0 Ana 6 T•l09S 1pa•nr ss Goad 1 i Anafi }-SfBS you as•Dr ]S Good 1 a Area6 T•10Ba Bi Ieaf Maple 12 Goad I 7 Arv,6 T-1095 Dou IaT-fif 1S wm 0 0 Ar4ai r-1ag6 a. -Dr u Gppd 1 a ►,.,a }.]OgJ ¢s.flr ]$ Goad 1 < Area f i-fOB6 las•D/ 16 Damaged 0 D Area6 F-laB9 BI kel S1 a ]2 Geed 1 7 Area6 T-110(1 wu¢las-Ilr 15 Wnr,pd 0 0 AaaL r-ssol canpnwood G w D o AreRF r-11oz p.-nr ss Damaged o D Area6 T•11114 Opt as•Rr 16 Good 1 a Area6 T•llDa os•ilr ]5 Good 3 a Area6 F13RS Dau laz-nr ]5 Good 1 4 Area6 T-1106 BI Ieaf Maple ]1 Good 1 7 Anai T-31W BI eidM a 12 Good 1 T Aaaaf i 130a Dou ps•Dr 36 Damaged O D Area6 F17G9 a ATM e 6 Gppd f 3 Area6 i-g{1pA Bigleaf Maple 9 Good ] S AJea6 T-11108 Bi IeaT Maple 9 Good 1 S Anvfi T-1111 All! Nder i Good 1 3 Anafi T-1112A I'd NdRr i Good 1 3 Aa•a4 F]ltaR Red Alder 6 Qoed 1 3 Area6 T-1112L Red Alder 6 Goad 1 3 Area6 T-1113 Red Alder 9 Gppd 1 5 Areafi T-111,A RedMder fi Goad 1 ] Area6 T•ISIfa R,d Alder 6 Goad ] 1 Area6 T•1130C pvd Ndar 6 Gppd 1 1 Area6 T-]115 6' Ieal Maple 72 Good 1 7 AN-0 T-1116 Red Alder i Good 1 3 Anafi 7-S1I7 Red Ndrr F Good i 3 Arra6 7-]tie d<]eal A]a Ir fi Good 1 3 Area6 T-•s se Red Alder 6 Gppd 1 3 Area6 T-11ID Dpu laz-flr 73 Goad 1 4 Arraf T-]]21 Cplamngod L1 Good 1 7 aue,d T•3722 Opu as•Rr ].6 —Food 1 � Aaea6 T-1173 Day as•ID ]5 Damaged 0 0 Area6 T-1124 Dpu atFr 35 Goad 1 a Area fi T-1125 Oau las-fir 35 Good 1 a Anafi T-1]26 Agtl Altar F Good 1 3 Mai T-13F Bi eaf N]a • L Good S 1 Are15 T•1531]0. a1 HI W401, 6 Gapd 1 3 Areafi T-Lim BI¢leaf Maple 9 Sued i 6 Areafi T-IS38[ Bi Ieaf Maple 9 Gapd 1 5 Arra6 i•112aD F Ipal asr [t 9 Good 3 S Anal T-1 sfY BlRleal M.O. 12 Good 3 T Areafi T•sax plRrval 9 Geed l S Areafi T•173D Douglas -fir 13 Da d 0 a Mf6 T-1fa1 opp las-nr ss Damaged! a D Aar.,s T.1f32 Rr 75 Damaged 0 0 Anai T•1]]Li BI v¢iM e 9 Gpptl 1 S Areafi T-1134 ParHlC NHdmn[ 12 Good 1 7 Area6 T-1135 Ow�eF}Ir 15 Dama ed 0 0 Anafi 7-1736 IeafMaple ]3 Good 1 7 Anafi t•1Ij] G koi Maya 9 Good 1 3 Anp6 r.113a and Nafr 6 Geed 1 9 Areafi i.1179 Red Alder 6 Gpod 1 3 Mai T-3140 BI¢ieN Maple 9 R d 0 0 Anai r•LNl al leal Maple S Damaged 0 0 Anafi 7-I14x ai Flral Maple fi Good 1 3 Area6 T•Ilq Dpp x-!ir ]5 0 0 A TREE ID SPECIES DIAMEIFAfI etc (INCHES) HEIGHfCIA55 (FEET) CONDITION SIGNIFICANT YES-1 N0-0 Group t•5153E Red Alder 6 Good 1 ai7-llfi4 NIpalMaryp5 Good 1 ULACMINT a6T•116612 Damed a gfifled Alder 12 DamaLp0 0 6ll67Red Alder4Damed 0 afiT-11F SedOderDNn6 a6 T-IM9 Carrpnwgpd 9 Gmd i S Area6 7-1170 Red Alder u Goad 1 T p/!p6 r-ssis Will— 6 Good 1 3 Area6 T•SlT2 Wlna. 9 Gppd 1 6 Area6 T 11�3 Red Alder B Good 1 S Anafi T-1174 Red Alder U Damaged 0 D Area6 T•SSTS Red alder 6 Good 1 3 Area6 F1176 Alper 6 Dam d 0 0 Areas T-ll71 _Rd WIOow 12 Good 1 7 Ar106 7-117g Red Nder 6 Goad E 3 Area6 Y.]37f1 WIBow 12 Good 1 7 Mas F•l3iq N Ieaf Maple 12 Geed 1 7 Arca6 T-]]Bl Dou laz-Fir 12 Darn d 0 0 Areafi F•11B'[ !i valfda ¢ 12 Good i 7 Maf T•tStl & aalaL e B teed 1 s Area6 i.1]aa Bi leaf maple 12 Good 1 7 Rrva fi T-1185 'leaf e 6 Good S 3 Area6 i-11B6 &glyd • fi Gppd 0 0 Area6 1•i1QJ Bi Ieaf Maple fi d 0 0 Aeva6 T-111B Dou las-Flr 15 Good i 4 Area6 T•L1[I¢ ty Ira! 6 Goad 1 3 Areafi T•]390 b Ifa: r•Wlf 6 Geed 1 3 Arca6 T-1191 Bi Ieaf Maple 7 Goad 1 3 Areafi T-1192 & Ird AM a 12 Dama ed 0 0 Area6 T•uf3 & kal ! 12 Geed 1 7 Arna6 T•11Ba Ieaf Maple 9 Grod 1 S Anf6 7-1196 N larl Mr e 9 Gppd 1 S Area6 T•119G BI Iraf 9 Gppd 1 S Arca6 T•1 i9T Wlllow 12 Good 1 7 Anafi 7-119g OWr s•flr 15 Good 1 ■ Areafi T-11_a7 & ea1 Ma Ie B Goad 1 fi Arcs L i 1200 B ea1 Ma le ]2 Geed 1 7 Ana F LIMS fggleaf Maple g Goad 1 S Arfafi T-17D2 �i ed p Goad 1 7 Area6 Y 13W !I •af Ma q ]2 v ed a 0 Anafi r•12G N¢leaf Maple 6 Dama ed 0 0 ArtA6 T-1205 etf e 6 Dama ed 0 0 Areafi Y-1JD6 ed • Leaf 9 Good i 5 Anafi }-L1rfr Bi Maple >2 Good 1 7 Lmaf T-1LIB d vAtM e u Goad I 7 Area6 T•12f14 G! ral Mr • 9 Good 1 S Ma6 i•t210 Dpp las-flr 6 Dam d 0 D Anad T-1211 sop. willow S Goad 1 3 Area6 F•Fgii d real IY4ar 12 Good 1 7 ArN fi T•I2H IeaT Maple 12 Good 1 7 Araa6 T-1714 Red Alder 9 0 0 Areafi T•1215 Aed Naar L Dirp 0 0 Areafi T-U]W ➢,fd ajder 12 O 0 Ana 6 r•]p6B fled Alder S7 Cliq 0 D Arga6 F•1ri5C Pad Alder SY D 0 Ma6 F-1117A vfd user 6 W. 0 D Anafi i•Stl7a Red Alder 6 aTln 0 0 Anafi T-1217C Red A]du a Dying 0 D Areafi r.vsro Md Ndvr 9 Dying 0 0 Area T-gg,}F Bi eat 6v >2 Good 1 7 Area6 T-11]9 Bi Ieaf Maple 11 Goad 1 7 Area T-1�AD Dauyn•Pr 15 Damaged 0 D Ma6 F1721 Red Alder 12 Dam d 0 a Areas v„++ � rarw . Ix Dama ed a D Area6 i•lIId Isad Alder 9 Good 1 3 Area6 }.]2p N Ieaf Ma le fi Good 1 3 Nva6 i iT25 Do laz-fir lY Damaged o D Areafi F•1x1fi a[fir ]6 Damaged 0 0 Area T•LV7 Red Alder 6 Gpod 1 3 M,6 T-]x]g Red Nder 6 Din d 0 D Area6 T-1729 avNr l7 Good 1 1 Areafi T-1710 Dp as -fir 15 Good I a Anafi T. uAl N Ieaf Ma le 9 Good 1 S Aava6 T-1232 iH • 9 Good f 5 Area T•1$r4 eat • L Goad 1 3 Areafi T•127]B Bi leal Maple 6 Good 1 7 Ma6 T-123TC BI eal Maple 9 Goad 1 S a, T.]YSiA ai vrl # coed 1 7 ;6 Area6 T•t217a s-Fr 16 riavd 1 a Ova 6 T-]pace Bigleaf Maple 9 Dam ed 0 D Area6 T•II.U8 •Rr 15 Goad 1 A T.l25SA RedNder 5 Goad5LSxdfaDolaz-fir1SGoodaT•iId7ABIcalld,vLDamedO0Ai.121BAPadNder9GpadT-123gB1xGaod1Y-12i9a.ss flea'. Geed l aT•y13SB Red Nder 6 Geed 1 3 T-1239C R[O Nder 6 Good L ] Area6 T•fESC4 alglrslALye ]Z Geed i T Arrafi T•]Svpf w laz-fir 15 0 O Areafi T-]2A]A Red Ndm 6 Goad i ] Area6 743,11111 Ia3-fir ss Good L a AnaS T•12axA Cottonwood 9 W 0 0 Ana S T-]xA2B flr 15 Goad 0 d Area6 T-gy1A Red Nder 9 Geed 1 S Areg6 r•1x49B Douglas -fir 16 Dam ed 0 0 Area S 7-1244A Canpnwpvd ¢ Damaged 0 0 Ma6 DATE: 8�9/2019 JOB: 1582.0016 BY: DB/MS SCALE: SEE GRAPHIC FsHZET40F H SIGNIFICANT TREE RETENTION PLAN - EXISTING TREE DATA -w S C7 U z5 Z ¢ 0 3� N d J W F X Z Z W Q O N DO (0 K DO N n Z> CD 10 DO w W N Q Z N 3 n u1 Z N N W �ui[n J aD N W N N of �R �' a V S,v b61 a Gqa V7 N C J O x x C/] r 7 }r--I1 N v r] N �1 ?.. 1 y C c m J U C 0 Q U N .7 GJ F1 C - U ..1..{ c7 G 0 T J r ^ n V J E �•' O ^ N d 4 J n U W z N ��11 �1 G, rn Woz Ln A Fh z V N �(a z z x o0 OAS wz a ��W_ o U` O a O M ."a F nrrm n. cal ]nrva• of-•Rsbcrrnium, R:�islct �E a16w:,1 \lt111: R C e,riifiu tr Na TREE ID SPECIES DIAMETER CIASS (INCHES( HEIGHTCIASS (FEEn CONDITION SIGNIFICANT YES=1 NfY-0 THEE REPIACMENT Tree_Grpup T-12440 u•Rr 15 Goad 1 ¢ Area6 T•171SA aA.11r 15 Dansa d D 0 Ma6 T.StaSB Douglas -fir ss GPPd 1 a Area 6 T-1246A Dpuglas-Flr lS Gaod i a heTa G T-17AGB rl Iva[Maplp 12 Damaged G D Area6 T-S1a7A DP arpr 15 GPpd 1 a Area6 T•SW1B Blrth 9 D,ma¢rd D 0 +na4 i.l2aBA Oou ae-flr IS Gaod 1 a Ana a T-]7ABB Red Nder 9 GPod ! 5 NR+i T•R44A PadD[Madrona 9 Geed 1 5 Area6 T•12a4B IEetl Alder 12 Goad 1 7 Area6 T-]ZSOA Da as -fir 15 Gpod 1 4 Am,6 T-1250B Red Nder 6 GPod 1 i Mai T-1251A lb¢Slx•M 15 Dama ed d R Area6 Y•L]ssea RrtlalOrr 9 Gaad 1 S Ma6 r•3257A DPuldaz-flr 15 Goad 1 a Nva6 T-]2528 Red Nder 9 Good 1 5 r4ra6 T-]759A a1•Ik 15 GPod 1 4 Ma6 i.]gSID N Inl Ma rr 12 Goad 1 ] Area6 T•13Sr TfafM If 12 Geed 1 7 ArtaG T-f3S9 Red Nder b Goad 1 5 amr6 T-]256 DPu as-Flr 15 Dam ed 0 D Ma6 T-3257 n-Prc 15 Good 1 3 Area 6 T.sln BlgrveS Ma fa 12 Geed 1 7 Area6 i •1559 Dau az-Flr 15 Goad 1 4 Area6 T-]2fi0 Red Nder 9 Goad 1 5 Areafi T-]261 N M 7 Goad 1 5 Area6 T•l1bI CvllonwPad 9 Gaed 1 5 Area6 r-L763 x-Ilr ss trrsraied 9 D Meat T-]2fi0 Dou as-{ir 15 GPPd 1 a MR6 T-]265 Cedar 35 Gopd 1 a Rlto6 T-]26fi BI aS Ma v 9 Damaged D 0 Area6 T•116] RAd alder 6 Geed 1 3 Arai$ T-126g Red Nder L GDPd 1 3 Rna4 T-]269 Rfd Alder 6 Good l 3 Rlea6 T-]270 kai r ]2 GPod 1 l Area6 T•1171 Rfd Abler fi Gpod 1 3 Area 6 T•iTii B Ieaf Ma le 9 Good 1 S Areafi T-1273A Red Nder 6 GPod 1 3 Areafi T-12736 Aed.4dpr 6 GPod 1 9 Area6 Y-�'il Wlllpw 9 Gppd I 5 Area6 T•1P6 B' Leal Maple 9 Goad 1 5 Area6 T-1276 Dou as-11r F6 GPod 1 4 Area6 T-127/A vvl Maple fi Good I S Areab T-177]8 If>1 Me le 6 Gaud i 3 Areab 7.Si]M Ieaf Maple 6 Goad 1 3 Nna 6 7-127BB &gleaf Maple 1I Good 1 7 Aret6 T-12'19 espp. 12 Goad 1 3 Areab 7.12gD; Wl1IWA 9 Geed 1 S Areab T.1xBpB Willow 12 Good 1 7 Ama6 T-U&IC Willow 11 Goad 1 1 M>6 T-]2B3 Red Ndvr 4 Goad 1 5 Areab T.]IlQ Rrd Alder 12 Geed 1 ] Areab T•1xg1A Dou as-11r 15 trams d D 0 0.rxa6 T-12B3B Dau as-Flr ]3 Dama ed D D Area6 T-17ATC BI lea}rtaple 11 Damagetl 0 0 Area6 T•]SZf4A DaWfs•Or ]5 Geed 1 4 Areab 7.37818 Bi Ieaf Maple ]2 Gaad 1 7 Axe6 T-IZBSA Douglas-llr 15 Gaod 1 a Mf6 T-12BSB & eof Afaplr li Gootl 1 r Areab T•17g5[ Red Alder 6 Gtlul 1 3 Areab T•12bSP Red Nder 6 Good 1 3 Area4 T-12BSE Red Nder G Good 1 3 Areafi T-1785F M va}Mapie 12 GPod 1 1 A TREEID SPECIES DIAMETER CLASS (INCHES( HEIGHTCIHSS �FEETj CONDITION SIGNIFICANT YES-1 N0� TpEE flEPIACMENT Tree Gmup T-133aA Red Aldef g GPod 1 5 Areafi i-331aB Red Aldrr 12 Gaod 1 7 Area6 T•11t5 P4 se•Rr 15 d R 0 ARa6 T.135i DPuglaz-{ir u Good 1 4 Naafi T-1317A Red Alder 6 Good 1 3 AMRL T-1317B Red dJdar 6 Good 1 3 Area6 T-131gR Md Nrkr 6 Geed I 3 Area6 F•13T/b fled Alder 9 Gpod 3 5 Area6 T-131BC fled Nder 12 Goad 1 7 Nrri T-131BD Rvd Alder 32 Good 1 7 Area6 T•1L9 gad Afdrf 6 Gpvd S 3 Area6 i-13IDA Md Nder 12 Geed f ] Ma6 T-]3IDB Red Nder ]2 Gopd 1 ] aRa6 T-1320C Rod Atd4t ZZ GPod I 7 AryR6 T-1320D Red 4drr ]2 GPod 1 7 Area6 T-1321A Fad Alder 6 Gaea4 1 3 Mri }.lxare Red Nder 6 Geed 1 3 Mafi T-IpiC Red Nder B GPod 1 5 Ma6 T-]3710 Red Nder } Gpod 1 5 Axr6 T.73g Rod Alder 12 Good 1 7 Area6 T•T323 fled Alder ]2 Geed 3 7 Ma6 T.337a Red Nder 9 Goad 1 S Aeea6 T-]326A Bigleaf Maple i Good 1 3 Arep6 T•1idSD BI kef Mr le 6 Good 1 ] Area6 T-132fiC ligrwl Manly 6 Good 1 i Area6 r•LB76o BI Ieaf Maple i Good 1 3 Rrea6 T-1376E N Ieaf Maple d Gaod 1 3 Arfafi T-1326F BI leaiM 6 Good i 3 Rmr6 Y.1V7 Ard Ndere 6 Good 1 3 Area6 T.I72g N kafM • it d D 0 MaG }•liisA Red Nder ! Good 1 5 Area6 T-]3198 Red Nder ■ Gpod 1 5 Area6 T.17gC prd Alder 9 Gpod 1 5 Area6 P17390 Rad Alder 9 Goed 1 S Area6 i 13d0 Red Nder 6 Goad 1 3 1pcaf T-1331 fled Nder SI Dama ed 0 D Ma6 T-Tli! Rvd aJarr 12 Good 1 ] Area6 i 133.SA Rrd Alder ]2 Da R 0 Area 6 T•1aB38 fled Alder 12 Damaged 0 0 Area6 T-1i30 fled Nder 17 Good 1 7 Agl6 T•1335 R¢d Wdrr 13 Dam ed b D Area6 r•13M Aed A6lrr 12 Gopd 1 7 Area6 T.1371 Daa xllr 15 Damaird 0 0 Axa6 T-liiB fled Alder u Gaod 1 7 Mfi T-]339 ilea of llr 15 Damaged 0 9 Areab T•13w eal waple 9 Gopd 1 S Areab T•1311A fled Alder 9 Good 1 5 Arc+6 T-1341B Red Nder 4 Goad 1 S Mvi T-13a1C Rod Alder 9 Good 1 S Area6 1.13RIn Md Ndvr 9 Good 1 5 Areab }•13e1[ Red Nder 12 Good 1 ] Alnab T-]3a1F Red Alder 12 Gapd 1 7 Ma6 T-]3a2 bIRIHtF.1a e 6 Dam d B 0 Areab T-]3a3 DpuTin•I:r 15 Gpod f l Areab T•Iil4 AB ilgk of hea Iv 32 d D 0 Areai i•hG0 Wlllaw 9 Oppd 1 S Area4 T-Z001 W111Aw fi Good i 3 Area4 i•1W] %ed Nder 6 Good 1 1 Area4 T•IGPB flea Nder 6 Geed 1 3 Mrf T-7[1R! Red Nder b >par Hpalm 0 0 Mai T-7005 Rrd Nder i Gaod 1 ) Area4 T•]tD6 Rvd Nd,r 6 Good 1 4 Maa T•lOER Red Nder 9 Damaged 0 0 Area4 L]DOB Red Alder 9 Diseased 0 B Areaa 7-2007 MdAlder 6 Dlseasetl 0 0 Areafi i•m!W Red Alder 9 Good t S Area4 7•TOfOB Red AWar 9 Good 1 5 Mal T-201DC Red Alder 9 Gaad 1 S AreiA T-2010o Red Ndrr 9 Goad 1 S Area4 t.101d[ Md+Vdvr 9 Good 3 S Area4 ibNDF Red Nder 9 Gvod 1 5 Arya4 Y-141dG Red Nder 9 Geed 1 i Area4 T-2011 ie Ieaf u Good 1 7 Area4 T•�lx CetLanwuod 12 Good 1 7 Area4 T-xOLiR Co}mnweed 12 Good 1 7 Area4 T-717F]b CPttanwoad 6 Gaad 1 $ Anna T-201a Cottonwopd 9 Goad 1 5 Area4 T•?ars iptlonwvvd ]2 Good 1 ] Area4 i•'IDSfi Red Nder 9 Damegrd 0 0 Areaa T-SRS7 Red Nder 9 Slam 0 0 Rnar T-2018 Cottonwood lI Gaod 1 T Area4 T-ID19 Rrd Ndrr 7 Good 1 S Areaa T-Nrp Rep Nder 6 Gpad 1 3 Maa T•�TLI BI Ieaf Ma le ]I Goad 1 ] AnaR T-2022A prd Alder g Goad 1 5 Mal T-20728 Red aldrr 9 Gaad 1 6 Areaa T•IdDLC Retl Ndit 9 Good 1 S Mel r.214lD fled Nder 9 Good 1 S Arca+ T-2027E Red Nder 5 Gaod 1 S Areaa Cpllonwppd ]2 Gaod i T Areafi T-SD14 Red Alder 9 Gvad 1 5 Areafi T•ygLS Red Nder 1? Gaad 1 7 Mad T-2025 ppf A{h lI Damaged 0 0 Areafi T•1'QT] e,r Ma ry 12 N ed 0 D Areafi i•2Qrl<A fled Nder 9 Gaod 1 5 Rryai T-202bB fled Nder 9 Gaod 1 5 Areaa T.7pjE.[ Rvd Alder 1+ Gaod 1 5 Areafi T•t02DD Red Alder 9 Geed 1 S Areaa r.7009E Red Nder 9 liaod 1 S• Ana¢ T-2@9 pad Alan 12 Gaod 1 ] Areafi TREE ID SPECIES DIAMETERCLASS (INCHES( HEIGHF CLASS (FEET] CONDITION SIGNIFICANT Y��1 N1k41 TREE REPUCMENT Tree Group T•xftRq Bi Ieaf Maple ]2 Gaod i ] Nea4 7-ZfNO [pttonwood 12 Diseased 0 0 Areafi T-1Da1 Rod Nder 9 Paal NeAde 0 0 AreaO T�70fi CpfidrwRptl 12 Good 1 T Ma4 T-il'sCa Cottonwood 9 Good L S Nea4 T-xD95 Cottonwood 6 Goad 1 3 Areafi T-2676A Co11ww'o4d 12 Good 1 7 Are¢0. T•mM9 Cos[aavavd ]2 Gwd 1 7 ►real 7•yDafi[ Cotonwood 12 Good 1 ] Nea4 T-71N6D Cpttonwopd ]; Goad L ] Nea4 T-lIHGE Cenenwepd 12 Good L ] Neaa i•SYllr CotLafasWad 9 Geed 1 5 A[eiA }.}yqR Npleaf Maple 12 Goad 1 7 Nea4 T•7FMgB Padfic Madrone 9 Goad i S Mao T-2W9 N Ieaf Maple 12 Goad 3 7 Maa T-x050 Mifeaf Ie 12 Good 1 7 Arcad T-2051 Cottonwood 12 Good 1 7 Areafi 7-7p52 Red Nder 6 Pseased a e Areafi T-2(5.i Cpttanwoad 12 Good 1 7 Mao T-ZOSa Bi Ieaf Maple 12 Good 1 7 Arear T-los6 [papnwod lz oamaeed o o Arr.aA r•7I167R Ppuflc MadrWlt 9 Geed 1 5 Ma4 T•TOb7B Blad Louvst 9 Goad 1 S Mao T-71156 Padfic Madrone 1 Goad 1 5 Areafi T-7059A Rrd Adn S Good 1 5 Areaa r-N65i Blade Seedl 12 Gpvd 1 7 Aroaa Lx(Yq Blad Lowst 32 Gpod 1 T Mao T-x061 Dau laz-fir SS Gaad 1 4 Mao T•2062 Bled Lauer 6 Gaad i 3 Nea4 T-70i1 Cvl[anwoad 9 fiend 1 S Amad r•2064 Catteuwped ]2 Geod 1 7 Maf T-71165 Cottonwood 17 Good 1 7 Maa T-2116] C-0![epweerl 13 Good 1 7 NARI T,yDSg CaRwtvropd 4 Gncd 1 S Areal L•xOfA Pacific Madrone 9 Gaod 1 S Mao T-TOLD Cottonwood 9 Good 1 6 Mao T-2W1 Cottonwood 9 Good 1 5 A�ya4 T•71772 Cptevnwod 9 Geed 1 5 Ardaa }-�T! Car*an.oad 9 GRPd 1 5 A.N4 T•iWf Cottonwood 6 Good 1 3 Mao T-ZD75 Cottonwood 13 Good 1 7 Areafi T-T1776 Cottaawad 12 peed 1 7 Nacre }-707i [ettanwaad 6 Gvod 1 i Aees4 r•L7rR Cottonwood 9 Goad 1 5 Area4 T-2079A Cottonwood 9 Goad 3 5 Area4 T•70]BB [rJpnwood 9 Oao4 1 S +mae T•HI74C Ce[[anwppd 9 Gpvd 1 5 Mra FaPA Cottonwood 6 Dama ed 0 0 Area4 T-2061 [oatPnwPP4 R Dama ed 0 0 Area4 T-7D82 [onpnx¢ad S Goad 1 5 Areaa t-Iffi3 Cottonwood 9 Gpod 1 S Arend hi(61 Red Nder 9 Goad 1 5 Area4 T-20B5 BI Ieaf Maple 9 Good 1 5 Area4 T-2086 N Ird Maplr L7 Good S 7 AreaR T.2Ri7A Red Alder 12 Gopd I T Nra4 }•xDS78 fled Nder H Gaad 1 7 Area4 T•ZOB/C fled Nder 1S Good f T Mao T-7DR7D Red alder 12 Goad 1 7 Amvr A]D67E Red Nder 12 Good I ] Nv+4 T-706] Cottonwood u Gaad 1 7 Mao T-2006 Catonwood 9 Good 1 5 Nea4 T-21169 NlealM;le 9 Good 1 5 An"■ i-E7A Coflanwved 6 Gaod 3 3 Neel FSW1 Cottonwood u Goad 1 7 Mao T-7D92A Red Nder I? Good 1 T Nil■ T-ZW2B Red Ridrr >2 Good l 7 ArpaO T.ID1Q[ Bed Ndee 32 Gpdd 1 7 Arpaf T.SD33 Red Nder fi Gaad 1 3 Maa T-2094A Cottonwood 9 Goad I 5 Nea9 T-7D47B CWlamRvod 4 Good I S An+a T•MA5 Cottonwood 12 Gvod 1 7 M+4 T•p10G Bigleaf Maple >2 Dama etl 0 D Mao T-Z047 Cottonwood i2 Good 1 l Area4 T-x096 [ettmwepd 12 Goad 1 7 Arno 7.2UA Blfle el Maple 12 Good 1 7 +Vea+ T•La6 N Ieaf Maple 6 Good 1 3 Area T-x101 Dau Las -fir 15 Goad 1 � Area4 T-21@ Cedrdar 15 Good l 4 Ma4 i 236i W Leal r 32 Good 1 T A)Ital }•x1u cpnpnwppa u Good I r Area T-2]OSA Bigleaf Maple ii Good I 7 Area T-2]OSB "Ira! Rea ]I Good l ] Mad T-LdGC Brylfel Rta >I Good 1 7 Arya4 T.71D50 Ieaf Ma le 1I Goad 3 ] aapaa T-x106 Red Nder y1 Damaged 0 0 Area4 T-21D7 Lb •Flr 15 Goad 1 4 IVaIR i.t]Dg N val Mfplf >1 Good 1 7 Nu-0 7.2108 -Ieaf Maole 9 Goad 1 3 Area4 T-2110 &Ieaf Maple 31 Good 1 7 Area T-2111 iw eal6aaple ZZ Goad 1 ] Mar T41SP t]re RN fi Good 1 3 N++R T-xS1] N¢leaf Maple 6 Good 1 3 Area T-2114 Ca[[oawavd Ig Goad 1 7 +�+4 T-7115 Cvttrnwvad R Damaged D 0 Mel T•glli DI eel Maple >2 Goad 1 7 Area i 2317 &¢Ieaf Maple 31 Goad 1 � Area T-211B gl%Leal Mayly 11 Damaged B D lura4 T.lslq CottWwood 12 Good 1 7 Area+ r•Slxll Cottonwood >2 Gpod 1 7 Area T-21x1 Red D ATE: 8�9�2019 Jos: 1582.0016 BY: DB/MS SG1LE:1V /A SHEET S OF 8 SIGNIFICANT TREE RETENTION PLAN - EXISTING TREE DATA -W Z U � ¢ Z Q N In J w as X p Z z W E Q M N N p ONDO UT C] 00 N 00 > z ps ro oo t�1+w N a z r 3 nu] �Z N N W n n N Z N N J¢ b ►� S Q z x C%J Z V a N S J o N N +V C m V (n J U r- z z V F C m a q q} r F x C V r i xz z Q q r >S r C C/� E o x N C W < < T r U n 7 z a N x �I �1 `� C, Woz o O� � Q V N Nat z � 00 zoo pad wz Cw7 0 M � Fa"1 H lmrlr 11rnL 1 ti(ti lrC:• of Arhomdni r RcXlrlrN1L=61rm[ Nlomca S �s Certificate No TREE ID SPECIES DIAMETER CLASS (INCHES( HEIGHT rr ec5 F CONDITION SIGNIFICANT YE-1 N0� TREE REPIACMENT Tree Group T-2T72 Red Alder 17. Good 1 7 Area T•iii Red Alder 9 Dama¢ed 0 0 Arras T-2124 Red Alder 9 Dama¢ed 0 0 Area4 Red Alder 6 Dm ee 0 0 Area T-7]26 Red Alder 9 Damaard 0 ❑ Area4 }-7177 Red Aida 9 Geed 1 S .mad Tdt7>s Wd Afdbr 9 Good i 5 Ne++ r-ms Rne,uaer u rd D D Arras T.l1W Red Alder 9 Good l 5 Area4 T-2I.i1 Rre Alder 9 D/m eA 0 0 Area4 T.ri3! Rce rldar 9 Dama¢ed D 0 Arras T•Illi Red Hdvr 6 Goad 1 3 Mad i-lua Cottonwood 12 Goad 1 7 Arran T-1]35 Ore¢an Ash R Goad 1 3 AeaO T-nlfi Reaaae. 7 9arn e 1 s Area4 7-x1n Reawdrr ! nma¢ed o R Arc.a T-7116 Rad Alder 6 cose 1 3 Areas T.1f3B Red Alder 12 Oaed L T Arran T-Z340 Red Alder 12 Qvad 1 7 Area4 T-7]at sled Alder ! Good 1 S Areas r•xlax IMdAider Sz Damaaea o D Area r.z1a3 Red Alder 1z a D Area T-]-744 Red Alder B Good 1 3 Area4 T•Rl5 Red A[ecr i 9ood 1 s Arend Y 11rfi Red Atdrr i Good 1 3 Arca4 r.71R Red Alder 9 GesA 1 6 Arras T-1146 Red Alder � Oeed 1 S Area4 T-2149 RM Alder 9 Good 1 6 Area4 T•Tsm CRllonw¢ad 7 Good 1 S Arcaa T•¢151 C4lrauwoeA ]2 Good 1 } Arun T.115L1 Red Alder 6 Geed 1 ! Arran T-ri53B Red+1[Av/ S Good l 3 Area4 r•I1SiC Reb Alder d Good 1 3 Arena i•11530 Red Alder fi Good 1 3 Oar, T•7154A PaclRclHaar❑ne B Good 1 s Anna T-]�SaB Red Alder 9 Goad 1 5 Area4 r•71saC Red Meer 9 Good 1 S Area T•]scw Red Alder 9 Good 1 S Arcaa Y•¢15rE Reaader A Gene i s Ar.,a T-1159F Red Alder 9 Goad 1 s Area4 T-1]SaG Fled Alder � Geed 1 s Arena r•Rlwa Rea udrr a Good 1 s ArcAa i•T154t Red Alder 9 Geed 1 5 Arras T-7155 Cottonwood R Good 1 7 Area4 T-21S6A Cbnorr+/end lI Good 1 7 Area4 T•7IS6B Cotto and 11 Goad 1 T 4ca0 r.¢is6[ Connnwned tt GaaA 1 7 Amos TSSSfiD Cottonwood li Geed 1 7 Area4 T•2tS/A ROtl Alder 1! GtlPA 1 7 Arta4 r.E1s7e Red Nder v Goad 1 a Arena r•rlpc R.e Aldo, tt own 1 7 Arc.a T-1157D Red Alder 17 Geed i ] Area4 T-Z16B Red Nder u Good E 7 ARa4 T•i157 Cei[Rnwood ]7 Good 1 7 Anra T•37G0 Iqd AlAer 9 Good 1 S 4mr4 Y-2141 Red Alder 9 Ooed 1 S Arran T-I1¢3 RanAMer 9 Good 1 S a4 -n6a Red Alder 9 Goad 1 S Aorta REEF T•¢16S Cdaenreee 9 Goad I 5 Ana• SIGNIFICANT TREES SURVEYED PERCLASS; 17 HEHiHE CLASS 37 TREES ls•HELCHrcl.rss 3Z6 TREES B" DiAMETFR [iA55 197 7TfEE5 9" DIAMEYER ClRYa 2(U. TREES 13" DN4METER L7AS5 lYt }BEES TOTAL AGNIFICANTTREiS 1.006 TREES HON-SIGNIFICNYI'iM1EES 151 rREfS YDTAL TREES SURVEYED F,7577RET5 TREE REPLACEMENT PER CIA55: 1LT HEIGHT L7A5.5 747REE5 2:1 15'HE[C IfTCLRSS 1,304 TREES �4:1 G" DIAME}ER CLASS 5917REE51fi 3:1 9" DNAaf}ER C1A55 1,D1D TRFEs Ce 5:1 12" o1An4E}FR[SASS 1,7061REE5'� 7:1 REP],JICEMEN}IOTAL A,GR7 TREES DATE: 8/9/201 � Jos: 1582.0016 BY: DB/MS SCALE: N/A SHEET 6 OF 8 f�-GNIFICANT TREE RETENTION PLAN - TREE REPLACEMENT PLANTING PLAN SIGNHFICANT TREE RETENTION A REPLA0-MENT STRATEGY ALL EXISTING TREES WITHIN THE HYLEBOS CREEK BUFFER AND ON SITE WETLANDS'WILL BE RETAINED. AS WELL AS ALL TREES WITHIN THE PRESERVED UNDISTURBED PORTIONS OF THE BUFFER ASSOCIATED WITH WETLAND B. TO PREPARE THE SITE FOR THE PROPOSED BUILDINGS. PARKING, AND LOADING AREAS, ALL TREES WITHIN THE CLEARING LIMITS WILL BE REMOVED, THE STRATEGY OF THIS TREE REPLACEMENT PLAN IS TO IMPROVE THE ECOLOGIC FUNCTION OF THE FORESTED AREAS TO BE RETAINED WITHIN THE BUFFERS OF HYLEBOS CREEK AND THE ONSITE WETLANDS THESE FORESTED AREAS CONTAIN STANDS OF RED ALDER AND COTTONWOOD WHICH ARE IN DECLINE AND LACK REGENERATION OF MORE ECOLOGICALLY VALUABLE CONIFER SPECIES ASSOCIATED WITH LATER FOREST SUCCESSION. THE PLANTING DESIGN CONSISTS OF PLANTING THE EXISTING FORESTED AREAS WITH SHADE TOLERANT CONIFER TREES TO PROMOTE A LATER SUCCESSIONAL FOREST. WITHIN MORE ACCESSIBLE PLANTING AREAS. LARGER PLANTING STOCK WILL BE USED AND TEMPORARY IRRIGATION 15 RECOMMENDED FOR THE FIRST TbNO GROWING SEASONS WHILE THE TREES BECOME ESTABLISHED ON STEEP SLOPES AND IN LESS ACCESSIBLE AREAS WITHIN THE BUFFERS AND WETLANDS. SEEDLINGS WILL BE PLANTED TO NEGATE THE NEED FOR IRRIGATION AND TO ACCOMMODATE PLANT INSTALLATION WHERE LARGER PLANTING STOCK WOULD NOT BE FEASIBLE. AS THE PLANTED CONFERS MATURE. A MORE COMPLEX AND STABLE FOREST CANOPY WILL DEVELOP INCREASING SCREENING TO THE INTERIOR PORTIONS OF THE BUFFERS - STREAM, AND WETLAND AREAS WHICH WILL BENEFIT HABITAT FUNCTION. THE MORE HIGHLY DEVELOPED CANOPY WILL ALSO PROVIDE BETTER SHADING FOR THE STREAAL AND CONIFEROUS FORESTS DEVELOP A DEEPER DUFF LAYER ON THE FOREST FLOOR WHICH WILL IMPROVE WATER QUALITY AND HYDROLOGIC FUNCTION. THE BUFFER TO WETLAND A IS NOT CURRENTLY FORESTED AND WILL BE PLANTED WITH A COMBINATION OF ASPEN AND BIRCH WHICH ARE MORE APPROPRIATELY SIZED TREES FOR THE SURROUNDING INDUSTRIAL LAND USE, ADDITIONAL TREES' WILL BE PLANTED WITHIN THE DEVELOPED AREA AS SHOWN ON THE LANDSCAPE PLANS BY OTHERS RLAUM DESIGN PLANTING DENSITIES AND DISTRIBUTION VARY BASED ON EXISTING TREE CANOPY- IN CLEARED AREAS LACKING EXISTING TREE CANOPY, 100 PERCENT PLANTING DENSITY 15 PRESCRIBED AT THE SPECIFIED SPACING IN AREAS TO BE PLANTED WITHIN THE EXISTING FOREST CANOPY. 50 PERCENT DENSITY IS PRESCRIBED. IN THESE AREAS TREES SHOULD BE PLANTED IN CLUSTERS AT THE SPECIFIED SPACING WHERE THERE ARE GAPS IN THE EXISTING CANOPY AND AREAS WHERE THERE IS THE LEAST AMOUNT OF SHADE So LLNDV'IILAA COMUIJANT$LI-C,AsSLtMILS No LleA13ILPIl-OR RI:SPOASIBILI-17 FOR CC)•AS'PRUCrIUN, IAIPRU1'E:AILk'I'S, OR FSLLAIATI S 13ASF.D ON TIIIS P6rA-A SIF F FA G 150 300 600 GRAPHIC SCALE l"=150' I �00 • r" i Jt�X J' .� i oP�R 8p� jNDA 6' HEIGHT BIRCH AND ASPEN - (100%) 12' SPACING - 39,990 SF 160 BIRCH 160 ASPEN (320 TREES TOTAL) WETLAND "A" —\ J D - .. _ .... - r ` - 6' HEIGHT WILLOW AND CRABAPPLE 6' HEIGHT D. FIR (100%) 12' SPACING - 46,260 SF (100%) 12' SPACING - 5,815 SF 185 WILLOW ' 48 D. FIR 185 CRABAPPLE (370 TREES TOTAL) 6' HEIGHT D. FIR (100%)12' SPACING = a o . IN BUFFER RESTORATION 6' HEIGHT CEDAR j '•,l asps. ,, ` - 14,650 SF (50%) 12' SPACING - 6,460 SF I ar. -. aaa twee 117 D. FIR 26 CEDAR " Adap actin Xa nXee �'oa • •• •. . i /' ,/J•��'•--_-_-_ �n A 4,A 44s a 4a • 14a Aa A a 4nna JJ' \ 6' HEIGHT CEDAR 1 D. FI (50%) 12' SPACING = - - .:PROPERTY BOUNDARYY r D. FIR AT EDGE AND 6' HEIGHT SPRUCE IN WETLAND _ CLEARINGS - 40,390 SF INTERIOR, CEDAR AT EDGE 81 CEDAR 81 D. FIR WETLAND R B�� (50%) 12' SPACING - 79,645 SF WETLAND "D" — (162 TREES TOTAL) 240 SPRUCE 80 CEDAR f - J w I .♦1Vm It STATE OF WASHINGTON REGISTERED 7 ' DALE P044i c CERTIFICATE NO 671 I • {y,a�-.n•�n..a r., �:.xiA►., r4.a X[ne xa atA a �, a a ❑ A.ti ; .aeasr- aadIjhaa.e ;,A n1/cca- n sacss,; a ,a;n y w 2-0 D. FIR SEEDLINGS (50%) - -- -10'-SPACING,-2-ROWS - 3,895 SF 225 D.�FIR P +1 CEDAR/HEMLOCK SEEDLINGS (50%) 10' SPACING - 161,425 SF 466 CEDAR 466 HEMLOCK HEMLOCK TO BE PLANTED NO CLOSER THAN 50 FEET FROM CLEARED EDGE (932 TREES TOTAL) .J•f1••• II` HYLEBOS ' CREEK P +1 CEDAR / HEMLOCK SELDLINGSI(50%) 10' SPACING - 253,820 SF 733 CEDAR 733 HEMLOCK (1,466 TREES TOTAL) WETLAND "C P +1 SPRUCE IN WETLAND INTERIOR, CEDAR AT EDGE, (50%) 10' SPACING - 38,205 SF 165 SPRUCE 55 CEDAR (220 TREES TOTAL) ,m -Z -3 z- 0 5� w X Z w z Q O N co Q OD N ?> On cD CC �w N w 2, Un 1) N Z N N J `1 U t�/1 W, z ^L W �= Ln Zz V (D p— H 00 M � DATE: 8/09/2019 jof3: 1582.0016 BY: DS SCIALE: SEF (;R I)I-IK: SI•IL--a:T ! f of 8 SIGNIFICANT TREE RETENTION PLAN -PLANT SCHEDULE and DETAILS _WN S UU H Z� 7 o sN TREE PLANTING DETAIL TREE AND SHRUB PLANTING ON STEEP SLOPE a o N C Z NOT TO SCALE NOT TO SCALE Z M to 00 ¢ z I I w W LOCATOR LATH (IF SPECIFIED) LOCATOR LATH (IF SPECIFIED) 04 3 z SET TOP OF ROOT MASS / ROOT BALL FLUSH SET TOP OF ROOT MASS / ROOT BALL SPATE OF N N w WITH FINISH GRADE OR SLIGHTLY ABOVE SLIGHTLY BELOW ADJACENT GRADE WASHINGTON N Z 2 to 3 INCH LAYER OF MULCH - KEEP MULCH 2 to 3 INCH LAYER OF MULCH - KEEP MULCH REGISTERED w z =w MIN. 3" AWAY FROM TRUNK OF TREE MIN. 3"AWAY FROM TRUNK OF SHRUBY vv . EXTEND MULCH ABOVE CUT SLOPE AND -CREATE SOIL rD NOTES: BELOW FILL SLOPE TO REDUCE EROSION "DISH" TO HELP CERRFICATENO 071 1. PLANT TREES AS INDICATED ON PLAN. AVOID RETAIN WATER iIJ �d� INSTALLING PLANTS IN STRAIGHT LINES. a s 2. EXCAVATE PIT TO FULL DEPTH OF ROOT MASS MULCH COMPACTED AND 2 X ROOT MASS DIAMETER. SPREAD ROOTS TO FILL SLOPE ON Q u FULL WIDTH OF CANOPY. SCARIFY SIDES OF PIT. CUT SLOPE ON 1jj'= 3. MIDWAY THROUGH PLANTING ADD AGROFORM UPHILL SIDE DOWNHILL SIDE _� TABLET AND WATER THOROUGHLY. '"- -- MULCH a 11�� ggJy 4. BACKFILL TO BE COMPACTED USING WATER ONLY. 5. WATER IMMEDIATELY AFTER INSTALLATION. a O 1� UNDISTURBED OR O UNDISTURBED OR COMPACTED SUBGRADE COMPACTED SUBGRADE EXISTING SLOPE N N V 0 c O m s + ) CIS N N G L Q � U cn J u F U m a NATIVE PLANT SCHEDULE M Z o S aPlant Name PL:'1iVTftiG AREAS a Z A Ohar SOUNDVIEW' CONSULTANTS LLC ASSUM Statrr.a r Know. what's be10 W. T-2001 Call before you dig 0 To 2DD 400 INDEX TO SHEETS C1 OF 52 COVER SHEET C2 OF 52 SURVEY DATA 03 OF 52 OVERALL EXISTING CONDITIONS SURVEY C4 OF 52 EXISTING CONDITIONS SURVEY C5 OF 52 EXISTING CONDITIONS SURVEY C6 OF 52 EXISTING CONDITIONS SURVEY C7 OF 52 EXISTING CONDITIONS SURVEY 08 OF 52 EXISTING CONDITIONS SURVEY 09 OF 52 EXISTING CONDITIONS SURVEY C10 OF 52 EXISTING CONDITIONS SURVEY Ctl OF 52 OVERALL PRELIMINARY DEMOLITION AND TE.S.C. PLAP C12 OF 52 PRELIMINARY DEMOLITION AND T.E.S.C. PLAN C13 OF 52 PRELIMINARY DEMOLITION AND T.E.S.C. PLAN C14 OF 52 PRELIMINARY DEMOLITION AND TE.S.C. PLAN C15 OF 52 PFELMINARY DEMOLITION AND TE.S.C. PLAN CI6 OF 52 PRELIMINARY DEMOLITION AND TE.S.C. PLAN CD OF 52 PRELIMINARY DEMOLITION AND TE.S.C. PLAN C18 OF 52 PRELIMINARY DEMOLITION AND T.E.S.C. PLAN C19 OF 52 PRELIMINARY T.E.S.C. NOTES AND DETAILS C20 OF 52 OVERALL PRELIMINARY GRADING PLAN C21 OF 52 PRELIMINARY GRADING PLAN C22 OF 52 PRELIMINARY GRADING PLAN C23 OF 52 PRELIMINARY GRADING PLAN C24 OF 52 PRELIMINARY GRADING PLAN C25 OF 52 PRELIMINARY GRADING PLAN C26 OF 52 PRELIMINARY GRADING PLAN C27 OF 52 PRELIMINARY GRADING PLAN C28 OF 52 OVERALL PRELIMINARY STORM DRAINAGE PLAN C29 OF 52 PRELIMINARY STORM DRAINAGE PLAN C30 OF 52 PRELIMINARY STORM DRAINAGE PLAN C31 OF 52 PRELIMINARY STORM DRAINAGE PLAN C32 OF 52 PRELIMINARY STORM DRAINAGE PLAN C33 OF 52 PRELIMINARY STORM DRAINAGE PLAN C34 OF 52 PRELIMINARY STORM DRAINAGE PLAN C35 OF 52 PRELL84ARY STORM DRAINAGE PLAN C36 OF 52 OVERALL PRELIMINARY WATER AND SEWER PLAN C37 OF 52 PRELIMINARY WATER AND SEWER PLAN C38 OF 52 PRELIMINARY WATER AND SEWER PLAN C39 OF 52 PRELIMINARY WATER AND SEWER PLAN C40 OF 52 PRELIMINARY WATER AND SEWER PLAN C41 OF 52 PRELIMINARY WATER AND SEWER PLAN C42 OF 52 PRELIMINARY WATER AND SEWER PLAN C43 OF 52 PRELIMINARY WATER AND SEWER PLAN 044 OF 52 PRELIMINARY ROAD IMPROVEMENT PLAN C45 OF 52 PRELIMINARY ROAD IMPROVEMENT PLAN C46 OF 52 PRELIMINARY CONSTRUCTION NOTES AND DETAILS C47 OF 52 PRELIMINARY CONSTRUCTION NOTES AND DETAILS C48 OF 52 PRELIMINARY CONSTRUCTION NOTES AND DETAILS C49 OF 52 PRELIMINARY CONSTRUCTION NOTES AND DETAILS 050 OF 52 PRELIMINARY CONSTRUCTION NOTES AND DETAILS C51 OF 52 PRELIMINARY CONSTRUCTION NOTES AND DETAILS ncn f%r= A:n PCF1 rrNTARY 1`nURTAI N"TnN NnT:=R ANn nFTAII A LEGEND: SURVEY MONUMENT PROPOSED TYPE II CATCH BASIN EX. POWER VAULT D PROPOSED TYPE I CATCH BASIN EX POWER POLE tr PROPOSED STORM GRAN FLOW ARROW E% JUNCTION BOX 9 PROPOSED STORM DRAINAGE LINE •--� — PROPOSED SANITARY SEWER LINE EX. CATCH BASIN (CB) ❑ PROPOSED SANITARY SEWER CLEANOUr EX. CATCH BASIN (CB) TYPE 2 © PROPOSED FIRE HYDRANT 41( - E(. SANITARY SEWER MANHOLE (SSMH) O PROPOSED WATER VALVE 44 EX. WATER VALVE (WV) m PROPOSED CONCRETE BLOCKING EX- WATER METER 8 PROPOSED w SEND. EX, SIGN L EX. WATER LINE — =.v- -w— PROPOSED SPOT ELEVATIONS ]DaAalll PROPOSED CONTOURS ------150------ EX, SANITARY SEWER LINE — EX. STORM DRAINAGE LINE m PROPOSED PAVEMENT EX. TREES E%. POWER OVERHEAD Plce7- PROPOSED CONCRETE EX. CHAIN LINK FENCE --- EX. HOG -WIRE FENCE ° ,8P EXISTING SPOT ELEVATIONS EXISTING CONTOURS —��— N2955'54'E COVER SHEET ' FOR BRIDGE POINT 1-5 SEATTLE A PORTION OF SECTION 32, TOWNSHIP 21N, RANGE 4E, W.M. CITY OF MILTON, PIERCE COUNTY WASHINGTON a IITWWx n I I TI I r L� y art W# I 36OTN sr W 12 U co � � W co ui 1RouT O E U- 0 3 l7 l m NOT TO SCALE c A GENERAL SITE NOTES: 1. THE CONTRACTOR SHALL OBTAIN AND HAVE AVAILABLE COPIES OF THE APKmAHIE GOVERNING AGENCY STANDARDS AT THE JOB SITE DURING THE RELATED CORMVXTION OPUWKINSL 2. CONTRACTOR SHALL ASSURE THAT ALL NECESSARY PERMITS HAVE BEEN OBTAINED PRIOR TO COk0AENCNG WORK. 3. THE CONTRACTOR SHALL BE RM04SW FOR VFWen THE LOCATION, D9W5OR 40 DEPTH DF EaR* UIKLTIES PmR TO CmNBTRUCODN WHERM FWOTFN ON THESE PLANS OR NOT. OTHER THAN T10758 SHOWN WAY C*T ON THIS 'RTC. My THOSE UDLITES WITH OF THEIR INSTALLATION VSIW AT TRTOLRHO SURFACE OR SHO'RTl ON KOM DRAWINO 8071' - SY OTHERS ARE S49M HEREON- EXISTING UNDERGROUND UTIIR' LOCATIONS SHOWN ARE APPROPRMTE ONLY AM AK SL.B.IECT TO A OELE£ OF UNKNOWT VAR9ArFGN- SAVE 1= uNCERMMUND LOGTWONS SHOWN HEREON MW HAVE BEEN TAKEN FROM PUBLIC RECORDS BARLiUXJSEN CDN%&TTNG ENGINEERS, IHC. As!; 1 NO LUBUTY FOR THE ACCWWY OF T+IJ�K (rc'OROS OR RECORDS OF TIMERS. IF Co1OLCIS SHOULD OCCUR. THE CONTRACTOR SHALL COHSULt BAR(xWSEN CONSaTINC FNph'EERS, INC TO RE50.VE ALL PRDBTENS PFMIT TO PROCEEDING MOTH OONS7AOCIWIL 4. IT IS THE TESPUfTY OF THE CONDTACIOR TO REVA:'N ALL Of THE LVNYAIIGS AND SPEH7FICAnORS ASSOCIATED WON THE PROJECT WORK SCOPE PION TO THE iWMTION OF CpHSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS REUUNE TO THE SPECI IGTWHS OR THE RUXENE: CODES, IT IS THE CONTRACTOR'S RESPONSIB"ry TO HOTFr THE PROJECT EWlBN4FR OF RECORD IN WRRMW POW To THE START OF CON5TRUCTTTNI. FMUJE Bf THE OWRtCTOR YO NOTIFY THE Pfl0.ECT FIIC@EiR SHALL COHSTITIRE AOCEPTANCE OF FULL RESPONSTDWTY 8Y THE COIITRXL4FOR io COMPLETE 117E SCOPE OF fYOTOR AS DEMED HY THE DRAWHIGS AND IN FULL CWPIWICE WOH LOCAL REBU[ATIONS AND CODES. a IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE APPROPRIATE UTIUTIES INVOLVED PRIOR TO CONSTRUCTION. a INSPECTION OF SITE WORN WILL BE ACC3YPL6HE0 BY A REPRESWATNE OF THE GOVERNING .X1RImETm. INSPECTION OF PRIVATE FACILITIES A.LL B� ACCOMPUSHED BY A RCPRESENTAttaF OF THE OWNER. IT $HAL, BE TIE CONTRACTOR'S KESPONSIBNIR' TO NORIFT' THE INSPECTOR 24 HOURS IN ADVANCE OF BACIOILUNG ALL CONSTRUCTION. 7. PRIOR TO ANY Cp371ROCIM OR DEVELOPMENT ACTMTV THE CONTRACTOR SHALL CONTACT THE 9EHCY AND/OR OUR INSPECTION PERSOW EL Me AWANGE MY REMkEO ERE-CONSTTNCi1DN IEETIIK'(+°+}. CONTRACTOR Ri PROVIDE ONE WEEK MINIUUM ADVANCE NOTFlCAT10N TO O1WHE1r. FEID ENGINEER AND ENGINEER OF PRE-(:ONSTRUCTION WIV WGS. 8. THE CONTRACTOR IS RESPOOME FOR WORKER NO WE Sh" NO SHALL COMPLY WON INE - LATEST OSHA STANDARDS ANTI (ECdA.,A1WON5. aR AWY OTHER M.'ENCY HAVING ,R1RMCDON FOR EXCAVATION AND TREHCHK PROf:E01JRE5. TIE CONTRACTOR IS AESPONSIOLE FOR OuERMII'm THE IJEAHS AMD ALEHIOOS7 REDW OWD To MEET T1E INTENT AND PERFORMANCE CRDEIA OF OSHA. AS WELL AS ANY OTTER ENTItT THAT HAS UUW61)I0100 FOR EXCAVATION ANDIOR TRENCHING PROCEDURES. 9. THE CONTRACTOR STALL BE RESPONSIBLE FOR PRIAMNG ADEOOATE SAFEOUAROS, SAM OENCES, PFIOIECRVE EOTIIPIkM, FUAOSR"i, AND ANY OTHEII NFJEDM ACTIDMS TO PROTECT hIE LUE LIT1LiH, AHO SAFETY OF 111E PVBI]G, AHO YO PROTECT PROPFRIY KR iY)NHECNOH AYD11 DRE P[IiFGRMANCE OF WORK COVf7LLV FY THE CONTIIGTOR. ANY AaDsnc MTIWIFI THE TRAVRID RIpO-0E-WAY MAi MAY RTERRUPT HIXAHL TRAFFIC RAW }dULi REONRE AY LEA51 ONE BAGGER FOR EACH LANE OF TRAFFIC AFFECTED 10. PROTECTIVE MEASURES SHALL BE TAKEN BY THE CONTRACTOR TO PROTECT ALL AWRCENT PUBLIC AND MVATE HESPp115TB1i POT ALL TIMES XRN CONS TRLCDON. THE �SHALL BE PROTECTION OF ALL E%5Undl'! M"CES THAYREwm OPERATIONAL WIHIN THE CONSjRLKT10N AREA WHETHER mew OR NOT S INN ON THE PLANS. 11. TWD [2) COP&S OF THEME APPROVED PLANS MUST BE ON TWTE JOB SITE WHE Ct(lR C[V6TRAICTION IS IN PROS- ONE 13 SET MTN RECORDS OF AS -BUILT INFORM TM SHALL BE STRUTTED, TO 3021QSCM Y410 ENPWEERS, OTC. AT COMPLETION OF PROJECT- 12 OPHIRA(ttOR SHILL OBTAIN SET?*M OF A LKENSFD L.A40 SURVEYOR TO STAKE HORIZONTAL LOT COVERAGE SUIu4MARY EUMAIEQ E ARiTI-iWORK O1J caNTROL FUR ALE TFtH 1NPRO4EAIENTS• ONSU T �rENG BULL INC.TAKEN FROM ELECTRONIC PLAN RUES PR!6VSDED BY TMRG14AUSfUR CLN✓rik1M0 ETRGGffFlt5. C. BUILDINGS: 2.041.672 S.F. = 4687 AC [3R,7',{] CONCRETE: 358.943 S.F. = 8.24 AC 17,01) ASPHALT: 1,125,999 S,F. . 2585 AC 111,M 1VTAL STE AREA 5,142.745 S.F. = 11ELO �y M CUT: 200,OW CY FILL: 200,000 CY NET: 0 CY (CUT) 13. COHiAALTDR SHALL EECVEST� �F.R,�D�Yy f,�►WCHW54H COWLSAA.nNc DNpHEETtS, WC.. PTGDR Ta ANY C0H5IRUCTION STAW10 DR yy..,�„w,.rION WdI11t, A FORMAL COHSNBICTKNL AFI FLSF Plhv SET OR �ECAFM RELEASE IN TIFfRWIO. THE APPROVED AGENCY PEPotlT OPA1TKiG5 AHLL NOT BE CONADERED CONSTIICTlD01 REL.EARE FLANS tIY 9ARCFUAO501 CONSULTING ENGRkEAS. INC. UNES� BATKNSTR C ON RELEASEPLAN LA3, INC. HA8 OfYEk A FORMAL WRTrETI RELFAiE 0R ISSUED A CONSTRUCTION RELEASE PLAN SEr. AREA TO BE DISTURBED - 103 AC (` (D� FOR OURCE5 C PE MITSKNO FROM H E OWNER DEVELOPER ARCHffECT GEOTECH ° v , _ J TON STATE BE FULLY DEPARTMENT OF KATBLE WASITYTGTON 57AIE WONUMXIN THA REero WAF FOR REA76W= AND rEIICIHO Nl SIAtY(Y YONTIMEMA1gN T}IAT MAY BE AFFECTED B1' CQWrTR[ICnON LLOYD ENTERPRISES 34667 PACIFIC HIGHWAY SOUTH BRIDGE DEVELOPMENT PARTNERS 10900 NE 4TH STREET. SUITE 2300 NELSON ARCHITECTS PLLC tMA ASSOCIATES, INC.'' 1200 5TH AVENUE, SUITE 1300 12UC 11)TH AVE, NE I r O-�� ] ACTT DV. PuRSWHT TO SW,IC 357-120. APPWI AONS MUST BE DOI�SEYE0 BY A REOSfERE3 LAND SURANOFL APPIUCFTOG FOR PERMITS is REMOSE � FEDERAL WAY, WA 98003 BELLEVUE, WA 98004 SEATTLE, WA 98101 IORKI�4IO. WA 98034 ` l`I/// a / • MAY BE OBUTNED FROM THE TON !IRATE OEPAR OF NATIIRAI PHONE: (253) 874-6692 PHONE: (630) 626-4126 PHONE: (206) 720-7001 PHONE: (425) 821-7777 80MMENIT 9 THEWURSHIN RESOURCES. 9R BY CDNTACTOIC THEIR OFFICE BY IELEPHOfE A! [206] 902-1190. CONTACT: SPENCER MAYES CONTACT: TED SCHEPPER, P E CAUTIORk UTLiTY CONFUar NOTE. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES CML ENGINEER SURVEYOR ARCH T f11E COKTRAaW FALL tE RESPONSIBLE FDR VWfYING THE LDGTGH VwENSM. N D DEPM OF ALL EASTMC ROUTES VAtFiHER $MOWN ON TFISE PLANS OR NOi SY POTNOW40 iWHE ON. PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E P-0. BOX 47060 CONSULTING ENGINEERS, INC. lm�1ES SilI1YlW74 1TIE FfDSdZ01ITH A� A'ERIIPAL LOCABINR PIOR r0 C GYINRG O I�B00-S24-Si55 hN0 DIE1L PD NG OLYMPIA, WASHINGTON 98504-7060 BARGHAUSEN CONSULTING ENGINEERS, 18215 72ND AVENUE SOUTH INC. BARGHAUSEN CONSULTING ENGINEERS, 18215 72ND AVENUE SOUTH INC. BARGHAUSEN 18215 72ND AVENUE SOUTH THIS SIWL INCLUDE UTILITY' L n ALL GF THE (70SONC URHTIES AT I.00.ADONS OF NEW LHIUIY CROSSOH T,- P7O:.ilfJYLT UPON coM�,O„ OF CONSRUCDON ALL MOM DMACED, REMOVED, OR KENT, WA 98032 KENT, WA 98032 KENT, WA 98032 PHONE: (425) 250-6222 AREft O UPON , S p�I��CLALT FGtSKW FA19 S 0 VAIdATIWT- DESTROYED SHALL ICE REI.E i BY 4 R tMO "&YO f. AT THE COST AND AF 7RE DIRECBON OF THE L'ONIRACTON. PORSUAHT TO THESE REGULATIONS: THE PHONE: (425) 250-6222 FAX: (425) 250-8782 PHONE: (425) 250-6222 FAX:(425) 250-8782 FAX: (425) 250-6782 F EONRSiri SHIAKD OCmVR THE CQNIRACTFR SITAf.1 CONSULT @ARp{M.,SEN L17HSlA1TH6 ENDYEpISA FTC, TO RESOLVE +M.L PROBLEMS PWOR TO PROC]EEOIHo 1WDi APPROPAlA1E fOR45 FOR RGF'LACEAENT OF SAt[1 YONTJYEHFATIOY SHXL ALSO 8E THE CONTACT: DAN BALMELU, P. E, CONTACT: BRIAN GILLOOLY, P-LS CONTACT: JEFF VARLET, LA CONSTRUCTION. RESPONSIBILITY OF THE CONTRACTOR. W �V Q � O (_ 0] 0 W wIm Q (L OW J oZW m Do FE m T `o LL U E C YI C C c Im LnLm C C W CN H C QCOIn Rryy m c LD oT c P 9 In m 0 Fq Iu m V Yv13 E � N