Loading...
HomeMy WebLinkAboutMiscIKEA Renton Redevelopment Prepared for: Greenberg Farrow Architecture, Inc. 1430 West Peachtree Street, NW Suite 200 Atlanta, Georgia 30309 Prepared by: ~TENW Transportation Engineering Northwest 11400 SE 8th Street, Suite 200 Bellevue, WA 98004 Office: (425) 889-67 47 Fax: (425) 889-8369 Table of Contents Transportation Impact Study IKEA Renton Redevelopment FINDINGS/CONCLUSIONS __________________________________________________________________________________ l INTRODUCTION _ _________________________ 3 Project Description _________________________________________________________________________________________________ 3 Project Approach ___________________________________________________________________________________________________ 3 Primary Data and Information Sources EXISTING CONDITIONS _ -------------__________________ 4 __ 6 Roadway Network _______________________________________________________________________________________________ .7 Peak-Hour Traffic Volumes __ ] Collision History _____ _ ----------------------------------------------------------------------11 Intersection Levels of Service _________________________________________________________________________________ 12 Public Transportation Services __________________________________________________________________________ 15 Non-motorized Tronsportotion Facilities _____________________________________________________________________ 15 FUTURE CONDITIONS-----------------------------------------____________________________________ ----------16 Planned Transportation Improvements Project Trip Generation 16 ---------------------___ 16 Project Trip Distribution and Assignment --------------------_______________________ 17 Traffic Volume Impacts -------___ -----------------__ _ _____________________ 23 Future Traffic Volumes Level of Service __ Site Access Analysis ----------_________ 24 _ ________________________________________________ 31 ______ 34 44 PARKING DEMAND STUDY Existing Store Parking Demand --------------_________________________________________________ 44 Future Stare Parking Demand and Proposed Supply REQUEST FOR PARKING MODIFICATION_ __________ 45 _46 Parking Modification far Increased On-Site Parking at Full Buildout _________________________________ .46 Parking Modification for Decreased On-Site Parking during Construction ___________________________ 47 Parking Modification for Providing Off-Site Parking during Construction ------_.48 CONSTRUCTION PHASING/MITIGATION _____________________________________________________________ 48 MITIGATION Off-Site Improvements Transportation Impact Fees ~TENW ___ 49 ----------------------------_____________ 49 _ -------------------------_______________ 49 July 14.2014 Pagei Appendices Appendix A -Level of Service (LOS) Calculations ot Study Intersections Transportation Impact Study IKEA Renton Redevelopment Appendix B -Existing Trip Generation Count Summaries and Detailed Trip Generation Estimates Appendix C -Site Access LOS and Oueue Worksheets Appendix D -Intersection Oueue Worksheets Appendix E -Existing IKEA Parking Mop Appendix F -Existing IKEA Parking Demand Count Summaries Appendix G -Existing IKEA Parking Seasonality Calculations Appendix H -Future IKEA Store Parking Demond Estimates List of Figures Figure l Proiect Site Vicinity .................. 5 Figure 2 Preliminary Site Pion.. . . . . .. . .. . .. . .. .. .. .. . .. .. .. . .. .. .. . .. .... . . . . ......... 6 Figure 3 Year 2014 Weekday AM Peak Hour Traffic Volumes ................................................. 8 Figure 4 Year 2014 Weekday PM Peak Hour Traffic Volumes. . 9 figure 5 Year 2014 Saturday Peak Hour Traffic Volumes... l 0 Figure 6 Weekday Doily Proiect Trip Assignment .................................................................. 19 Figure 7 Weekday AM Peak Hour Proiect Trip Assignment. ..... 20 Figure 8 Weekday PM Peak Hour Proiect Trip Assignment ......... 21 Figure 9 Saturday Peak Hour Proiect Trip Assignment ........................... 22 Figure l O 2016 No Action Weekday AM Peak Hour Traffic Volumes .......................................... 25 Figure 11 2016 No Action Weekday PM Peak Hour Traffic Volumes.. . .................................... 26 Figure 12 2016 No Action Saturday Peak Hour Traffic Volumes . . .................................... 27 Figure 13 2016 With-Proiect Weekday AM Peak Hour Traffic Volumes .. 28 Figure 14 2016 With-Project Weekday PM Peak Hour Traffic Volumes ............... 29 Figure 15 2016 With-Proiect Saturday Peak Hour Traffic Volumes ................................................ 30 Figure 16 2016 With-Project Weekday AM Peak Hour Traffic Volumes at Site Driveways ................. 35 Figure 17 2016 With·Proiect Weekday PM Peak Hour Traffic Volumes at Site Driveways .................. 36 figure 18 2016 With-Proiect Saturday Peak Hour Traffic Volumes at Site Driveways ...................... 37 ~TENW July 14, 2014 Page ii List of Tables Table l 3-Year Collision Doto Summary at Study Intersections. _ Table 2 3-Year Collision Data Summary at Mid-Block Sections. Table 3 LOS Criteria for Signalized and Unsignalized Intersections 1 . Table 4 2014 Existing Peak Hour LOS Summery . Tobie 5 IKEA Renton Existing Trip Generation Study Results .. Tobie 6 IKEA Renton Redevelopment Trip Generation Summary. Table 7 IKEA Renton Redevelopment Proiecl Trip Distribution .. Table 8 Proiect Traffic Volume Impacts at Study Intersections. Table 9 Year 2016 Peak Hour Level of Service Summary . Table l O IKEA Renton -Turn Restrictions at Site Access Driveways ... Transportation Impact Study IKEA Renton Redevelopment 11 11 13 .. 14 16 .................. 17 . ......................... 18 . ......................... 23 . 32 .34 Table 11 Peak Hour Site Access LOS and Queuing . ·-.... .. ............................... 38 Table 12 Peak Hour Queues from Adiocent Intersections.. .. .......................... 41 Table l 3 Existing IKEA Renton Store Peak Parking Demand Estimates.. . .. ........... 45 Table 14 Future Expanded IKEA Renton Store Peak Parking Demand and Proposed Parking Supply ..... 46 Table 15 On-Site Parking Supply vs Code Future Store at Full Buildout . . ............ 46 ~TENW July 14, 2014 Page iii FINDINGS/CONCLUSIONS Transportation Impact Study IKEA Renton Redevelopment This traffic impact analysis has been prepared for the polentiol redevelopment of the IKEA Renlon site located at 601 SW 4 ]st Street in Renton, WA Project Proposal. The potential redevelopment of the site would include replacing the existing 397,972 square foot IKEA wilh a larger store of up to 451,000 square feet 1 with surface parking. Vehicular access to the site would be provided by 3 driveways on SW 41 st Street, 3 driveways on SW 4yd Streel, and l driveway on Lind Avenue SW The project could be completed and occupied in 2016. Trip Generation. The redevelopment of the IKEA Renton site is anticipated to generate 1,061 net new weekday doily vehicle trips, wilh 30 net new trips occurring during the AM peak hour ( 19 entering, 11 exiting), and 51 net new trips occurring during the PM peak hour (23 entering, 28 exiting). During the Saturday peak hour the redevelopment of the IKEA Renton site is anticipated to generate 187 net new trips (81 entering, l 06 exiting). Future Year LOS. A weekday AM peak hour, weekday PM peak hour, and Saturday peak hour LOS analysis was conducted at eight study intersections. The results of the LOS analysis showed that all signalized study intersections would operate at acceptable levels (LOS D or better) in 2016 without or with the proposed project. The worst movement at the stop controlled intersections is the westbound left-turn movement at the intersection of Oakesdale Ave SW /SW 41 't Streel (LOS F during the weekday PM peak hour in 2016 without or with the project). Due to the new and improved access configuration for the site, traffic volumes at Oakesdale Ave SW /SW 41 st Street are expected to decrease with the IKEA redevelopment, resulting in a decrease in delay and improved operations for the westbound left-turn movement. Sile Access Analysis. Based on our analysis at the 7 site access driveways to the site, the entering and exiting turn movements ore estimated to operate al acceptable levels (LOS D or better) with minimal queues during the weekday AM, weekday PM, and Saturday peak hours. In addition, vehicle queues from adjacent intersections on Oakesdale Ave SW, Lind Ave SW, SW 41 st Street, and SW 43,d Street are not expected to have a significant impact on operations of the site driveways. Parking Demand Study. Based on peak parking rates derived from a parking demand study conducted at the existing IKEA Renlon slore, the future slore is estimated lo have a peak parking demand of 1,358 vehicles (peak Saturday demand accounting for seasonality adjustments). The proposed parking supply for the future 451,000 sf slore (an eslimaled 1,579 on-site parking slolls2) will accommodate the estimated demand, and allows for a practical capacity adjustment factor of 86%. 1 As of the dole of this study, the current site pion shows an initial building of 399,351 square feet with a potential to expand to 444,351 square feet. The analysis presented in this study is based on a larger 451,000 square foot building that was dimensioned from a previous site pion at the time of the data collection for this study. 2 As of the dote of this study, the current sile pion shows a total of 1,666 on-site parking stalls for the initial building. Accounting for the potential building expansion, on estimated 87 stalls would be removed, resulting in 1,579 parking stalls al full buildoul. ~TENW July 14, 2014 Page 1 Transportation Impact Study IKEA Renton Redevelopment Request for Parking Modification. The applicant is requesting a parking modification for the proposed IKEA redevelopment to address the following items: l. A proposal to provide more on-site parking stalls thon the code requirement upon full buildout of the site. 2. A proposal to provide fewer on-site parking stalls than the code requirement on a temporary basis during construction. 3. A proposal to utilize off-site parking on a temporary basis during construction. Each of these parking modification requests is addressed separately in this study. Mitigation ~TENW Off-Site Improvements. Based on the results of the analysis shown in this report, no proiect- specific off-site transportation mitigation is proposed for concurrency or SEPA. Transportation Impact Fees. The payment of transportation impact fees is assumed to fully mitigate the proposed development's long-term traffic impacts in the City of Renton. The City of Renton Ordinance 5670 allows for an independent fee calculation for the calculation of transportation impact fees as an alternative ta payment of fees as provided in the impact fee schedule. The result of the applicant's proposed independent fee calculation included in this study is an impact fee rate of $1 .30 per sc,uare foot of new development. The impact fee will be based an applying this rate to the difference in square footage between the future building and the existing 397,972 square foot building. The final calculation will be based an the cost per trip in effect and the final project square footage at the time of building permit issuance. July 14. 2014 Page 2 Transportation Impact Study IKEA Renton Redevelopment INTRODUCTION This traffic impact analysis has been prepared for the potential redevelopment of the IKEA Renton site located at 60 l SW 41 st Street in Renton, WA [see Figure l ). Project Description The potential redevelopment of the site would include replacing the existing 397,972 square foot IKEA with a larger store of up to 451,000 square feet with surface parking. Vehicular access to the site would be provided by 3 driveways on SW 41 st Street, 3 driveways on SW 43rd Street, and l driveway on Lind Avenue. The project could be completed and occupied in 2016. A preliminary site plan is provided in Figure 2. Project Approach The specific scope items used in the evaluation of traffic impacts and recommended mitigation measures were discussed and confirmed by City staff through the Traffic Impact Analysis [TIA) scoping process which included the submittal of o TIA scoping memo. In addition, the TIA scoping information was provided to the City of Kent and WSDOT for review. The City of Kent did not provide any comments, and WSDOT indicated that they were satisfied with the proposed scape of analysis. To analyze the traffic impacts from the redevelopment of the IKEA Renton site, the following tasks were undertaken: ~TENW • Assessed existing conditions through field reconnaissance and reviewed existing planning documents; • Described and assessed existing transportation conditions in the area; • Documented the planned transportation improvements in the site vicinity; • Estimated trip generation and documented trip distribution and assignment of project traffic; • Documented the project's traffic volume impacts at 8 study intersections; • Documented traffic forecasts and assumptions for year 2016 conditions without and with the proposed development; • Conducted weekday AN\, PM, and Saturday peak hour level of service analyses al the • following eight study intersections: l . Oakesdale Avenue SW / SW 4 l st Street 2. Raymond Avenue SW / SW 4 l st Street 3. Lind Avenue SW / SW 4 1st Street 4. Oakesdale Avenue SW/ SW 43rd Street 5. Lind Avenue SW/ SW 43rd Street 6. E Valley Road / SW 41 st Street / SR 167 SB Ramps 7. E Valley Road / SW 43rd Street 8. SR 167 NB Ramps / SW 43,d Street Conducted level of service and queuing analysis at the proposed site access locations; July 14. 2014 Page3 Transportation Impact Study IKEA Renton Redevelopment • Evaluated the potential queuing impacts from nearby intersections on the operations at proposed site access locations; • Conducted a parking demand study at the existing IKEA Renton store and forecasted future parking demand at the expanded store; • Documented the applicant's request for a parking modification from City code requirements; • Described IKEA's plans for construction phasing/mitigation; • Identified mitigation to the City of Renton including transportation impact fees. Primary Data and Information Sources • • • • • • • • ~TENW Institute of Transportation Engineers (ITEJ Trip Generation Manual, 9th Edition, 2012 . Highway Capacity Manual (HCMJ, Transportation Research Board, year 20 l 0 Weekday AM, PM, and Saturday Peak Hour traffic counts by All Traffic Data, 2014 . City of Renton 20 l O Traffic Flow Mop (Average Doily Traffic) . January 2011 through December 2013 collision data, WSDOT . City of Renton 2014-2019 Transportol!on Improvement Program . City of Kent 2014-2019 Tronsportot1on Improvement Program . Washington State Department of Transportation (WSDOT) ST!P 2014-2017 July 14, 2014 Page4 Figure 1: Projec t Si te Vicinity ~TENW Tr a nsportation Impact St udy I KEA Re n to n Redevelopmen t N (!) NOTTO SCALE Ju ly 14, 20 14 Page 5 L L ' ( L'_JLJlLL_J _ __fl__UI_______LLn -r ~ ~---·-~---ru ,. ' •••• Preliminary site pl an provided by Ba rg hausen Consulting Eng in ee rs 7 /10/14. Figure 2: Preliminary Site Plan ~TENW Tra nsportation Impact St udy IKEA Rent o n Re d e ve lo pm e n t . ---!-r ----== -----' --1 === ' ' === -i----* -. ------·-· . ~~ ~ ·- N (!) NOTTO SCAJ.E Ju ly 14, 20 14 Pa g e 6 EXISTING CONDITIONS Transportation Impact Study IKEA Renton Redevelopment This section describes existing lronsportotion system conditions in the study area. Existing conditions include on inventory of existing roadways, existing traffic volumes, collision history, intersection levels of service (LOS), public transportation services, and non-motorized transportation facilities. Roadway Network The fallowing paragraphs describe existing roadways that would be used as major routes for site access. Roadway characteristics ore described in terms of number of lanes, road classificotion, ond overage daily traffic volumes. SW 4] st Street is a four ta five-lone, east-west two-way Collector providing a link between the SR 167 SB romps and Oakesdale Ave SW. Along the project frontage, the roadway includes four· lanes and includes curbs, gutters and sidewalks on both sides of the street. West of Lind Ave SW, SW 41 st Street is signed with a posted speed limit of 25 miles per hour and carries approximately 5,800 overage doily trips based on 2010 City of Renton traffic counts. SW 43rd Street is a five-lone, east-west two-way Principal Arterial in the project vicinity providing access lo the SR 167 NB romps. Along the project frontage, the roadway includes two eastbound lanes, two westbound lanes, and a center two-way left-turn lane. Curbs, gutters and sidewalks exist on both sides of the street. SW 43rd Street is signed with a posted speed limit of 35 miles per hour and carries approximately 28,700 average daily trips west of Lind Ave SW bosed on 2010 City of Renton traffic counts. Oakesdale Ave SW is a five-lane, north-south two-way Principal Arterial. Curbs, gutters and sidewalks exist on both sides of the street. Oakesdale Ave SW is signed with a posted speed limit of 35 miles per hour and carries approximately l 0,600 average daily trips south of SW 41 st Street based on 20 l O City of Renton traffic counts. Lind Ave SW is a four to five-lone, north-south two-way Minor Arterial. Along the project frontage, the roadway includes two northbound lanes, two southbound lones, ond a center two-way left-turn lane. Curbs, gutters and sidewalks exist an both sides of the street. Lind Ave SW is signed with a posted speed limit of 35 rniles per hour and carries approximately 11,900 overage daily trips south of SW 4 l st Street bosed on 20 l O City of Renton traffic counts. Peak-Hour Traffic Volumes Year 2014 existing weekday AM, PM, ond Saturday peak hour traffic volumes at the eight study intersections were based on counts conducted by All Traffic Data in 2014. The weekday AM peak hour represents the highest one hour tirne period between 7:00 and 9:00 AM, the weekday PM peak hour represents the highest one hour time period between 4:00 and 6:00 PM, and the Saturday peak hour represents the highest one hour time period between 1 :00 ond 4:00 PM. Figures 3-5 illustrate the 2014 existing peak hour traffic volumes at the study intersections. ~TENW July 14. 2014 Page 7 N e > (9 < -" 0 j "°"" SCAUi 8 • S 11l01h St • Oakesdale Ave/SW 41st St Lind Ave SW/SW 43rd St ! "-... 451 R "' u 0-"' :§ -+-I, 164 ) • I,._ r ]SW-OrdSI aaJ ~ t (' 280--+ <') N N N <') II al. ~ 0 > < " C => SW 30th St " C 3: 0 E ~ Ii 0 > "' < Raymond Ave/SW 41st Sf 45J 63--+ o" "-... 21 -+-114 r Q SW41slSI ~ t (' 000 E Valley Rd/SW 4lst/SR 167 ~ "-... 103 "' 0-~ 0-"' "' g -+-305 ) • I,._~ /IC 493 sw,1srs1 SJI f 67 SB Jlomps 9J ~ t (' 52--+ ~ ~ "' <') ~ N 12" s, N " "' >-~ > w SW4htS1 • SW 43rd St • " ) Lind Ave SW/SW 41st St ~ "-... 156 < ~ <') 0 0-N 'i -+-119 • I,._ r ~W41stSt 14J ~ t (' 39--+ 0--" 7" -5l - SW 43rd St/E Veley Rd "-... 472 -+-1,470 98 r SW43rdS1 Ill Transportation Impact Study IKEA Renton Redevelopment ~ " "' 0 ,Q .!! S Carr Rd Ool<esdale Ave/SW -43rd St "-... 186 -+-921 r53 SW 43rd SI SR I 67 Ramps/SW 43rd st E "-... 234 2 -+-1.263 ~ ~ SW 4:J,-d St 81 _.j( ~ t (' 591--+ 0-0 0 "' " ~ <') LEGEND II t Study Intersection xx AM Peak Hour Traffic Volumes Figure 3: 2014 Weekday AM Peak Hour Traffic Volumes ~TENW July 14, 2014 Page8 N ~ (!) < ... 0 1l 1\ ""'° ""-' 0 • S 180th St II Oakesdale Ave/SW 41 st St l<.... 49 +-5 r 129 SW4/slS1 "' t {' <') 0 " "' "' "' - Lind Ave SW/SW 43rd SI l<.... 126 +-781 r21 SWHrdSr "' t {' " "' "' "' "' "' :< ~ ~ < -0 C C, SW 3oth St -0 8 :< E ~ I, • > ~ < Raymond Ave/SW 4 lsf Sf l<.... 3 +-120 r l SW41s1Sf E Valley Rd/SW 41 st /SR 167 l<.... 51 +-126 JC 415 SR !67 SB f?omps ~ :; a > w $W,4htst • SW 43rd St • Lind Ave SW/SW 41st St l<.... 34 +-87 r~W4/s/S1 SW 43rd SI/E Valley Rd +-690 r169 SW 43rd Sr Transportation Impact Study IKEA Renton Redevelopment ~ ~ 0 ;;J '" II S Carr Rd IElookesdale Ave/SW 43rd St 159--" 977--+- IOS----,i. 273--" 1,761-+ l<.... 44 +-806 r~w~s, ~ "--.. 291 ~ +-919 SW 43rd SI "' t {' " "' " " °' "' <') LEGEND • t Study Intersection xx PM Peak Hour Traffic Volumes Figure 4: 2014 Weekday PM Peak Hour Traffic Volumes ~TENW July 14, 2014 Page 9 N V > (9 < ... 0 j NOrn>SCALE 0 0 • S 180thSI • Oakesdale Ave/SW 41 st St "' ., ) "--56 +-2 r 145 SW.fls/SI "' t r 0 "' " ., ., Lind Ave SW/SW 43rd SI "' "--206 "' -+-877 -N ... ~ Jr'" 9 sw43rdSt 51 _;I' "\ t r 986-. 0 "' "' "" -- 30 ... 3c ~ 1 u C " SW 30th St u 8 3c E "' 5' V > "' < Royrnond Ave/SW 41st St ,.__ 2 +-138 ,r22 SW.fist St E Valley Rd/SW 4 lsl/SR 167 ~ "--87 "' " "' " • +-338 N~-.O§; ) ... ~ -IC 451 SW 41st St SR f67 SB l?om , 36_;,f' "\ t r 151-. "' 0 "' 124 ... """" " "' ~ ~ > w sw.,nust II SW -43rd St • Lind Ave SW/SW 41st St "--15 +-281 r 101 SW4ls1SI SW 43rd SI/E Valley Rd ~ "--347 "' -I'-,. C"') "<t J; "()(',,IC"') g +-908 ) ... ~ -r 1 ~;43rd5t 129_;,f' "\ t r 753-. ... " "' .... 0 " 238 ... N N N II Transportation Impact Study IKEA Renton Redevelopment "' u "' 0 " " S Carr Rd Doakesdale Ave/SW 43rd SI "--30 +-1.026 II Jr'" SW43rdSr R't SR 167 Ramps/SW 43rd SI E "--313 0 • +-980 ~ ~ sw ,3rc1 sr 340_;1' "\ t r 997_. !lj' -"" "' ... "" LEGEND II t Study Intersection Saturday Peak Hour Traffic Volumes xx Figure 5: 2014 Saturday Peak Hour Traffic Volumes ~TENW July 14, 2014 PagelO Collision History Transportation Impact Study IKEA Renton Redevelopment Collision records in the study area were reviewed far the three-year period from January I, 20 I I to December 31, 2013. Collision data was provided by the Washington State Department of Transportation [WSDOT). Summaries of total collisions and annual average collisions during this period for intersections and mid-black sections are provided in Tables I and 2. Table 1 3-Year Collision Data Summa!l: at Studl:: Intersections Jc Yegr T gig! CQ!lisiga:; Personal Property Study Intersection Total Injury Damage Only I .SW 41'1 / Oakesdale Ave 7 4 3 2.SW 41'1 / Raymond Ave 0 0 0 3.SW 41'1 I Lind Ave 9 3 6 4.SW 43'd / Oakesdale Ave 12 4 8 5.SW 43'd / Lind Ave 5 4 6.SW 41'' / E Valley Rd 0 7.SW 43'" / E Valley Rd 32 13 19 8.SW 43'd / SR 167 NB Romps 8 I 7 Source: WSDOT Collision Records [1 /1 /11 -12/31 /13). Table 2 3-Year Collision Data Summa!l: at Mid-Block Sections J:Yi:gr Totgl !:;Qlliiigm Personal Property Mid-block Sections Total Injury Damage Only SW 41" Street between Oakesdale Ave and Raymond Ave 0 Raymond Ave and Lind Ave 0 Lind Ave and E Volley Rd 0 SW 43"' Street between Oakesdale Ave and Lind Ave 14 5 9 Lind Ave and E Volley Rd 28 17 11 E Valley Rd and SR-167 NB Romps 3 0 3 Oakesdale Ave SW between SW 43'" SI and SW 41'' SI 4 2 2 Lind Ave SW between SW 43'" SI and SW 41'1 SI 3 2 E Valley Rd between SW 43'" SI and SW 41'' SI 6 2 4 Source: Source: WSDOT Collision Records [1 /1 /11 -12/31 /13). ~TENW e,vi:t:&1!;11: ADD!!!JI !::;Qlli~iQ!J:i Personal Property Total Injury Damage Only 2.33 1.33 I 0 0 0 3 I 2 4 1.33 2.67 1.67 0.33 1.34 0.33 0 0.33 10.67 4.33 6.34 2.67 0.33 2.34 e. vi:t:Qgi: Anmigl CQ!liiigrn Personal Total Injury 0.33 0 0.33 0 0.33 0 4.67 1.67 9.33 5.67 0 1.33 0.67 0.33 2 0.67 Property Damage Only 0.33 0.33 0.33 3 3.66 0.66 0.67 1.33 July 14. 2014 Page 11 Transportation Impact Study IKEA Renton Redevelopment As shown in Tobles l and 2, the highest number of collisions in the study oreo occurred at SW 43,d /East Volley Rd ond on SW 43,d between Lind Ave ond East Valley Rood. Project trips from the IKEA redevelopment ore estimated lo make up 2 percent or less of the total traffic volume at the intersection of SW 43,d/East Valley Raad during the peak hours. This level of impact would not be expected to hove a significant impact on collision rotes at this locotion. Intersection Levels of Service Based on discussions with the City of Renton, a level of service (LOS) analysis was conducted al the following eight study intersections: l . Ookesdole Avenue SW / SW 4 l '1 Street (4 l '' stop controlled I 2. Roymond Avenue SW/ SW 41 '' Street (Raymond stop controlled) 3. Lind Avenue SW/ SW 41 51 Street (signalized) 4. Oakesdole Avenue SW/ SW 43,d Street (signolized) 5. Lind Avenue SW/ SW 43,d Street (signalized! 6. E Volley Rood / SW 41 ''Street/ SR 167 SB Romps (signalized) 7. E Volley Rood / SW 43,d Street (signalized) 8. SR 167 NB Romps/ SW 43,d Street (signalized) LOS generally refers to the degree of congestion on a roadway or intersection. It is a measure of vehicle operating speed, trove! lime, travel deloys, and driving comfort. A letter scale from A to F generally describes intersection LOS. At signalized intersections, LOS A represents free-flaw conditions (motorists experience little or no delays), and LOS F represents forced-flow conditions where motorists experience on overage delay in excess of 80 seconds per vehicle. The LOS reported for signalized intersections represents the average control deloy (sec/veh) and con be reported for the overall intersection, for each approach, and for each lane group or movement (odditionol v / c ratio criteria apply to lone group or movement LOS only). The LOS reported ot two-way stop-controlled intersections is based on the overage control delay and con 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). Tobie 3 outlines the current HCM 20 l O LOS criteria for signolized and unsignolized intersections based on these methodologies. ~TENW July 14. 2014 Pagel2 Table 3 Transportation Impact Study IKEA Renton Redevelopment LOS Criteria for Signalized and Unsignalized Intersections' SIGNALIZED INTERSECTIONS UNSIGNAUZED INTERSECTIONS LOS bl! VQl11mit:tQ LOS bl! V Ql!,!mit:!Q !:;Qggi;i!l! !'.1:'.lCI BQti~ CQQai;i!l! !:,:'.lCI RQli~ Control Delay Control Delay (sec/vehJ ,; 1.0 > 1.0 (sec/veh) ,; 1.0 > 1.0 ,; I 0 A F ,; I 0 A F > lOto,;20 B F > 10 to,; 15 B F > 20 to,; 35 C F > 1510:525 C F > 35 to,; 55 D F > 25 to,; 35 D F > 55 to,; 80 E F > 35 to,; 50 E F > 80 F F > 50 F F 1 Source: HCM201 O Highway Capacity Manual, Transportation Research Board, 2010. 2 For approach-based and intersection-wide assessments at signals, LOS is defined solely by control delay. 3 For two-way stop controlled intersections, the LOS criteria apply to each lane on o 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-v,,ide assessments at all-way slop controlled intersections and roundabouts, LOS is solely defined by control delay. Level of service calculations for intersections were boseo on methodology and proceoures oullined in the 20 l O update of the Highway Capaoiy Manual, Transportation Research Board (HCM 2010) using Synchra 8.0troffic analysis software. Existing signal timing used in the analysis was provided by the City of Renton. Table 4 summarizes the results of the 2014 existing LOS worksheets ore included in Appendix A ~TENW LOS analysis at the study intersections. The July 14. 2014 Page 13 ~TENW Table 4 2014 Existing Peak Hour LOS Summary Time Period / Study Intersection Weekday AM Peak Hour Signalized Intersections #3 Lind Ave SW/ SW 41 '1 St #4 Oakesdole Ave SW/ SW 43,d St #5 Lind Ave SW/ SW 43,d St #6 E Volley Rd/ SW 41 •1 St/SR 167 SB Ramps #7 E Volley Rd/ SW 43,d St #8 SR 167 NB Romps/ SW 43,ci St Stop Controlled Intersections # 1 Oakesdale Ave SW/ SW 41'1 St NB Shared Lt-Thru EB Shared Thru-Lt-Rt (stop controlled) WB Shared Thru-Lt (stop controlled) WB Right (stop controlled) SB Left #2 Roymond Ave SW/ SW 41'1 St/ IKEA Dwy NB Shared Lt-Thru-Rt (stop controlled) EB Shared Thru-Lt WB Shored Thru-Lt SB Shored Lt-Thru-Rt (stop controlled) Weekday PM Peak Hour Signalized Intersections #3 Lind Ave SW/ SW 41 '1 St #4 Ookesdale Ave SW/ SW 43•d St #5 Lind Ave SW/ SW 43,d St #6 E Valley Rd/ SW 41 •' St/SR 167 SB Ramps #7 E Valley Rd/ SW 43,d St #8 SR 167 NB Ramps/ SW 43•d St Stop Controlled Intersections # 1 Oakesdale Ave SW/ SW 41'1 St NB Shared Lt-Thru EB Shared Thru-Lt-Rt (stop controlled) WB Shared Thru-Lt (stop controlled) WB Right (stop controlled) SB Left #2 Raymond Ave SW/ SW 41 ''St/ /KEA Dwy NB Shared Lt-Thru-Rt (stop controlled) EB Shared Thru-Lt WB Shared Thru-Lt SB Shared Lt-Thru-Rt (stop controlled) LOS B B A D D C A C E B A A A A B B C B D D B A C F A A A A A A Transportation Impact Study IKEA Renton Redevelopment Delay (sec) 15.9 17.8 5.4 35.4 39.1 23.1 7.7 16.8 37.4 11.2 9.8 0.0 7.9 0.0 10.0 18.5 21.0 16.5 49.9 37.4 10.6 8.7 22.6 63.3 9.7 8.3 9.9 7.5 7.8 9.7 July 14, 2014 Page 14 Table 4 (continued) 2014 Existing Peak Hour LOS Summary lime Period / Study Intersection Saturday Peak Hour Signalized Intersections #3 Lind Ave SW/ SW 41'' St #4 Oakesdale Ave SW/ SW 43 1d St #5 Lind Ave SW/ SW 43,d St #6 E Volley Rd/ SW 41 '' SI/SR 167 SB Romps #7 E Valley Rd/ SW 43,d St #8 SR 167 NB Romps/ SW 43,d St Slog Controlled Intersections #1 Oakesdale Ave SW/ SW 41'' SI NB Shored LI-Thru EB Shared Thru-Lt-Rt {stop controlled) WB Shared Thru-Lt {slop controlled) WB Right {stop controlled) SB Left #2 Raymond Ave SW/ SW 41" SI/ IKEA Dwy NB Shared Lt-Thru-Rt {stop controlled) EB Shared Thru-Lt WB Shared Thru-Lt SB Shared Lt-Thru-Rt {stop controlled) LOS B A B C D B A B B A A A A A A Transportation Impact Study !KEA Renton Redevelopment Delay (sec) 17.3 9.6 11.5 31.9 41.4 18.6 0.0 12.2 13.5 9.1 7.7 9.6 7.5 7.8 9.6 A:; shown in Tobie 4, lhe signalized sludy interseclions currently operole at LOS D or better during the weekday ANI, weekday PM, and Saturday peak hours. The worst movement at the stop controlled interseclions is the westbound left-turn movement ot the intersection of Oakesdale Ave SW /SW 4 151 Street which operates at LOS E during the weekday AN\ peak hour, LOS F during the weekday PM peak hour, and LOS B during the Saturday peak hour. Public Transportation Services Transit service to and from the proiect vicinily is provided by King Counly Metro Transit. Public transit stops are located on SW 43,d Street and Lind Avenue SW providing access to Metro Transit routes 153, 161, and 906. Non-motorized Transportation Facilities Non-motorized transportation facilities in the proiecl area include sidewalks on streets in the project vicinily and crosswalks at signalized intersections. Based on traffic counts conducted at the study intersections, there is rninirnal pedestrian activily in the irnrnediate site vicinily. ~TENW July 14, 2014 Page 15 Transportation Impact Study IKEA Renton Redevelopment FUTURE CONDITIONS Planned Transportation Improvements The following summarizes the known planned transportation improvements in the project vicinity as documented in the City of Renton's 2014 -2019 Transportation Improvement Program [TIP), the City of Kent 2014 -2019 TIP, and the Washington State Department of Transportation (WSDOT] STIP 2014-2017. City of Renton 2014 -2019 TIP • TIP #36 Lind Avenue SW -SW l 6'h St to SW 4yd St Description: The project includes the widening of the existing roadway to live lanes where required. Includes new roadway, curbs, sidewalks, drainage, signals, lighting, signing and channelization. City of Kent 2014 -2019 TIP • No projects identified within the project vicinity WSDOT STIP 2014-2017 • STIP ID REN-27 SW 43,d Street -Oakesdale Ave SW to 134,h Ave SE/Petravitsky Rd Description: The project includes improving signal timing along the corridor and the widening of the Carr Rd/Benson Dr S (SR 515) intersection. Project Trip Generation The weekday PM peak hour and Saturday peak hour trip generation estimates for a potentially new IKEA store were based on trip rates derived from a trip generation study completed at the existing IKEA Renton store. Per our discussions with the City of Renton, the weekday AM peak hour and daily trip generation estimates were determined based on methodology documented in the Institute of Transportation Engineers (ITE) Trip Generation Manual 9th edition. Traffic counts were conducted al all driveways providing access to the IKEA store in March and May 2014. Two days of weekday PM peak hour [highest hour 4:00 -600 PMI and Saturday peak hour [highest hour l :00 -4:00 PM) data was collected. The Saturday data includes counts that were conducted at an off-site parking area for coworker parking on the north side of SW 4 l st Street. A summary of the trip generation data al the existing IKEA Renton used to determine the trip generation rates is included in Appendix B. The resulting trip generation rates and directional splits from the trip generation study are shown in Table 5 below. ~TENW Table 5 IKEA Renton Existing Trip Generation Study Results Time Period Weekday PM Peak Hour Saturday Peak Hour Two-Day Average Trip Rate (trips/1 ,000 sf) 0.98 3.50 Directional Split In Out 47% 53% 46% 54% July 14. 2014 Page 16 Transportation Impact Study IKEA Renton Redevelopment Based an the existing IKEA Renton trip generation rates shown in Table 5, and the Nii peak and weekday daily rates included in the ITE Trip Genera/ion manual the estimated net new trips generated by a 451,000 sf IKEA store are summarized in Table 6. The net new project trips were determined by subtracting the trips associated with the existing 397,972 sf store from a new 451,000 sf store. Table 6 IKEA Renton Redevelopment Trip Generation Summary N!;lt N~ TtiQ~ !:,!;ln!;lrQl!alQ lime Period In Out Total Weekday Daily 531 530 1,061 Weekday AM Peak Hour 19 l l 30 Weekday PM Peak Hour 23 28 51 Saturday Peak Hour 81 106 187 As shown in Table 6, 1,061 net new weekday doily vehicle trips (531 entering, 530 exiting! are estimated to be generated by the redevelopment of the IKEA Renton site, of which 30 net new trips would be generated during the weekday Nii peak hour ( 19 entering, 1 1 exiting) and 51 net new trips would be generated during the weekday PM peak hour (23 entering, 28 exiling). During the Saturday peak hour the redevelopment is anticipated to generate 187 net new trips [81 entering, 106 exiting). It should be noted that the trip generation estimates do not account for any potential "poss-by" trip reductions as a conservative measure. More detailed trip generation calculations are included in Appendix B. Project Trip Distribution and Assignment The distribution of weekday [daily and peak houri and Saturday peak hour IKEA project trips was estimated based on the distribution of existing IKEA trips al the site driveways, general traffic patterns in the study area (based on 2010 Average Daily Traffic count data), and customer distribution estimates from IKEA Based on the driveway count data, it was determined that during the weekday PM peak hour, approximately 3 3% of the IKEA trips are to/from west of the site and 67% of the trips are to/from east of the site. During the Saturday peak hour, approximately 25% of the IKEA trips are to/from west of the site and 75% of the trips are to/from east of the site. From there, the potentially new trips were distributed onto the adjacent streets and onto SR 167 based on existing travel patterns and on customer distribution estimates from IKEA The resulting trip distribution from such a potential project is summarized in Table 7. ~TENW July 14. 2014 Pagel? Table 7 Transportation Impact Study IKEA Renton Redevelopment IKEA Renton Redevelopment Project Trip Distribution Route (Direction) S 1 ao1n St (west) Oakesdale Ave (north) Oakesdale Ave (south) Lind Ave (north) East Valley (north) East Valley (south) SR 167 (north) SR 167 (south) Talbot Rd (north) Talbot Rd (south) Carr Rd (east) TOTAL Project Trip Distribution Weekday (Daily and Peak Hour) Saturday Peak Hour 23% 17% 6% 5% 4% 3% 2% 3% 2% 2% 4% 4% 35% 40% 12% 13% 3% 3% 3% 3% 6% 7% 100% 100% Based on these trip distribution patterns, Figure 6 shows the assignment of the net new daily trips. Figures 7-9 show the assignment of the net new weekday AN., weekday PM, and Saturday peak hour proiect trips through the study intersections. Some turning movements at intersections in the proiect vicinity include fewer proiect trips with the proposed proiect (i.e. negative trips). This is due to a new and improved access configuration which generally would provide a more even distribution of traffic compared to the existing store [where a vast maiority of customers currently enter/exit on SW 41 st Street). ~TENW July 14, 2014 Page 18 (!) '"""""' SW 30th St $Wtht$t S1BOthSt SW 43fd SI ~ Figure 6: Weekday Daily Project Trip Assignment ~TENW Transportation Impact Study IKEA Renton Redevelopment LEGEND I X,XXX I Net New Daily ProjectTrips July 14, 2014 Page 19 N • 3c > ~ (9 < • -" ~ 0 1.l " ~ C C, NOTTI) SCAI.£ 8 SW 30th St " ii 3c E ~ ~ • > "' < II S 1801hSt II Oakesdale Ave/SW 41 st SI Raymond Ave/SW 41st St "----I ,.----14 SW41itSt -19-+ Lind Ave SW/SW 43rd St E Valley Rd/SW 4 lsl/SR 167 1------+--~'~w-"~•d~S'-t, 0s~w-'~''~"-' --+-~'-'-"~'~"~'~"m~p;~ -12-+ " "' > -" " > w SW,UstSt II SW 43rd St • Lind Ave SW/SW 41st SI ~ < u 5 +--28 r II SW 41sl SI 3-+ SW 43rd St/E VaUey Rd 2 lt.__ -20 '"-;-r-....~+-26 • I,.. -2-+ 2,.. SW 43rd St II Transportation Impact Study IKEA Renton Redevelopment ~ " "' 0 a9 ,i!_ S CCD"rRd lloakesdale Ave/SW 43rd St ~ "' < • -;--;-0 +-15 ) • I r 2 sw43rdSt 0 -11.Jf t i" 22-. '? " SW 43rd St LEGEND II Study Intersection t xx AM Peak Hour Traffic Volumes Figure 7: Net New Weekday AM Peak Hour Project Trip Assignment ~TENW July 14, 2014 Page 20 N • 3c > ~ ~ < • .., > 0 < il " C ~ C, IOOTTO SCA&< 0 SW 30th St 0 " C 3c 0 [ ~ • 0 .l: ~ • S180thSt • Oakesdale Ave/SW 41 st St Raymond Ave/SW 41st St ! 'I<._ 2 ! < < • n N ~ ' +--23 \.. ~ E ,r-37 ~ ,r-1 0 SW41s1SI SW 4 ls1 SI ( ~ ( "' -16-+ "'i " SI -;--s--... Lind Ave SW/SW 43rd St E Volley Rd/SW 4 \st/SR 167 ! 'I<._ 7 ~ < M n g N :§ +-28 +-8 'It.. - SW 43rd St SW4WSI SR 167 SB Ram s -6 ___,, I J ~ 3-+ "' SI -9--... " ~ >-• '5 > w SW4ls1SI • SW 43rd St • Lind Ave SW/SW 41st SI ! < " -;-!i +--33 ) t ,.12 SW4ls1SI -I J ( -9-+ " -34" SW 43rd St/E Valley Rd n 'I<... -26 s er;> ' -;-+-31 t 'It.. - SW 43rd SI ~ t 21-+ " '? 2--... II M '? ) Transportation Impact Study IKEA Renton Redevelopment ~ " "' 0 ,!l J?. S Carr Rd Oakesdale Ave/SW 43rd SI ! < • "'i ~ +-39 t t r 5 sW4JrdSt 0 -22 J t ( 28-+ '? " E ~ ;, +-2 ~ SW 43rdS1 10---" ~ 3-+ M LEGEND II Study Intersection t xx PM Peak Hour Traffic Volumes Figure 8: Net New Weekday PM Peak Hour Project Trip Assignment ~TENW July 14, 2014 Page 21 N • 3c > ~ ~ <( • .. ~ C i " C ~ C, NOTTOSCM.E C SW 30th St 0 " 8 3c E ~ i\" • > ~ < • S lOOfhSt • Oakesdale Ave/SW 41st St Raymond Ave/SW 41st SI ! "---6 ! < < • M " " ~ ' +--8 \.. 2 r-67 ~~ r-22 SW4ls1St SW 4 lit SI 1' -2....Jf ~ 1' -0 -145--+ "( "' "( ':' -10....,... Lind Ave SW/SW 43rd St E Volley Rd/SW 41 st/SR 167 • "-._ -69 2 "' N ; 0 ~ ~ "7 -0 +-128 g +-32 ) \.. ) ~ SW 43rd S1 SW4WSI SR 167 SB Rom -<3 ..J( 2....Jf ~ -68--+ 14--+ " "? 26" " ~ ~ • '5 > w SW4h151 • SW 43rd St • Lind Ave SW/SW 41st St ~ < " -0 ':' 'f § -+--53 ) • \.. r52 SW4ls1SI _5..Jf ~ t 1' 19--+ 8 "' " N -193" "7 SW 43rd St/E Volley Rd 26--+ 8" ~ "-._ -31 +-53 SW.Ord SI II -0 "( ) Transportation Impact Study IKEA Renton Redevelopment ~ " ~ 0 B .,; S Carr Rd Oakesdale Ave/SW 43rd St "7 • -46..J( 59--+ 42....Jf 14--+ ! < • ~ +-74 • 14 2r SW 4JrdSI t 1' OM "7 SW 43rd SI LEGEND II Study Intersection t XX Saturday Peak Hour Traffic Volumes Figure 9: Net New Saturday Peak Hour Project Trip Assignment ~TENW July 14, 2014 Page 22 Traffic Volume Impacts Transportation Impact Study IKEA Renton Redevelopment Table 8 summarizes the total weekday AN\, weekday PM, and Saturday net new peak hour project trips as a percentage of total 2016 with-project traffic volumes at each study intersection. Table 8 Project Traffic Volume Impacts at Study Intersections 2016 With- Project Peok Study Intersection Hour Volume Weekday AM Peak Hour l. Oakesdale Ave SW/ SW 41 st St 983 2. Raymond Ave SW/ SW 41 st St 206 3. Lind Ave SW/ SW 41 st St 1,086 4. Oakesdale Ave SW/ SW 43rd St 2.475 5. Lind Ave SW/ SW 43rd St 2,319 6. E Valley Rd/ SW 41 st St/SR l 67 SB Ramps 1,898 7. E Valley Rd/ SW 43rd St 3.704 8. SR 167 NB Ramps/ SW 43rd St 3.41 l Weekday PM Peak Hour l. Oakesdale Ave SW/ SW 41 st St 1,234 2. Raymond Ave SW/ SW 41st St 463 3. Lind Ave SW/ SW 41st St l .429 4. Oakesdale Ave SW/ SW 43rd St 3,246 5. Lind Ave SW/ SW 43rd SI 2,886 6. E Valley Rd/ SW 41 st St/SR 167 SB Ramps 2,073 7. E Valley Rd/ SW 43rd SI 4,348 8. SR 167 NB Ramps/ SW 43rd St 4,065 Saturday Peak Hour l. Oakesdale Ave SW/ SW 41 st St 431 2. Raymond Ave SW/ SW 41st St 242 3. Lind Ave SW/ SW 41st St 1,043 4. Oakesdale Ave SW/ SW 43rd St 2,576 5. Lind Ave SW/ SW 43rd St 2.712 6. E Valley Rd/ SW 41st St/SR 167 SB Ramps 2.281 7. E Valley Rd/ SW 43rd St 4,172 8. SR 167 NB Ramps/ SW 43rd St 3,649 ~TENW Net New IKEA Trips -32 -30 -10 9 29 -10 12 l l -58 -63 -61 14 52 -26 20 18 -113 -224 -245 37 66 41 85 78 Project Trip Percent -3.3% -14.6% -0.9% 0.4% 1.3% -0.5% 0.3% 0.3% -4.7% -13.6% -4.3% 0.4% 1.8% -l.3% 0.5% 0.4% -26.2% -92.6% -23.5% 1.4% 2.4% 1.8% 2.0% 2.1% July 14. 2014 Page 23 Transportation Impact Study IKEA Renton Redevelopment As shown in Tobie 8, net new project traffic would make up 2.4 percent or less of the total entering volumes at the 8 study intersections during the peak hours. At several study intersections, the redevelopment would result in an overall decrease in volume due to the new and improved access configuration which generally would provide a more even distribution of traffic compared to the existing stare !where a vast majority of customers currently enter/exit on SW 41 st Street). Future Traffic Volumes Year 2016 No Action !without project) peak hour traffic volumes were estimated by applying a 2 percent annual growth rate lo the existing volumes based on direction from the City. The future 2016 No Action peak hour traffic volumes !weekday AM,, weekday PM, and Saturday peak) at the eight study intersections are shown in Figures I 0-12. Adding the net new trip assignment from the proposed development !shown in Figures 7-9) to the future 2016 No Action traffic volumes results in the 2016 With-Project PM peak hour traffic volumes at the study intersections !shown in Figures 13-15). ~TENW July 14, 2014 Page 24 N f '< < ~ (!) • -" > 0 < j " C ~ " NOTTO SCM.l 0 SW 30th St 0 " C '< 0 E ~ ~ • "' ~ • S 1801hSI • Oakesdale Ave/SW 41 st SI Raymond Ave/SW 4151 SI ! 1'....24 • 1'.... 22 " < ; "' • u "' " ~ +-II 0 " 5 +-119 ) • \... ~ ) • \.. ' r 8 ~W41stSr ~ r Q SW411/St 0 3--"' "i t i" 47--"' "i t i" I-+ "' 0 <") 66-+ 000 <") "' <O 2---,._ .., o---,.. Lind Ave SW/SW 43rd St E Valley Rd/SW 4lst/SR 167 • 1'.... 469 u 1'.... 107 ~ • <") <O . ~ +-1,211 <O • " "' "' "' .., "' ] +-317 ) • \.. r 7 sw43rdS1 ) . \.. -,c 513 SW4/stSt SR 167 SB Rom .1 92--"' "i t i" 9--"' "i t i" 291-+ ... <") N 54-+ <O "' " N <") <") "' <") I I ---,._ 12---,._ '<t N " "' ~ • '5 > w SW<ihtst • SW 43rd St • Lind Ave SW/SW 41st SI ~ 1'.... 162 < "' 0 " u N 5 +-124 ) • \.. r50 SW41s,s, 16--"' "i t i" 41-+ ?l " "' 7---,.. .., SW 43rd St/E Valley Rd ~ 1'.... 491 <") 8 " • ... . " ('I (") !; +-1.529 ) . \.. -r102 SW 43rdS1 42--"' "i t i" 231-+ "' " " N st <") 97---,._ NN- • Transportation Impact Study IKEA Renton Redevelopment ~ Ji 2 ,!2 S Carr Rd l!•Oakesdale Ave/SW 43rd St ~ 1'.... 194 0 < -<") • -<O M ~ +-958 ) • \.. ~ r55 0 SW 43rd SI 211--"' "i t i" 357-+ "' " <") "' "' N 82---,._ N ' 1'.... 243 0 • ~ +-1.314 ~ SW 43rd St 84--"' "i t i" 615-+ 0 0 st "' "' " <") LEGEND • t Study Intersection xx AM Peak Hour Trattic Volumes Figure 10: 2016 No Action Weekday AM Peak Hour Traffic Volumes ~TENW July 14. 2014 Page 25 N • ~ > (!) < • .. > C < ~ "C C ~ C, N(Jr,OSCN.i C SW 30th St 0 "C 5 '< E ~ ~ • > ~ < • S 180thSI • Oakesdale Ave/SW 41 st St Raymond Ave/SW 41s1 S1 I -,.__ 51 ! .,.__ 3 "' "' < < r--.. 0 .!! "' 0 " N .,, -~ +-5 -0 0 N C +-125 0 ) 't "' i ,,---134 ) 't "' ~ r J 5W41s1S1 0 SW41it5t 4Jf ~ t ?' 10Jf ~ t ?' 24-+ "' 0-N 281-+ " 0 " N <'1 26..._ N -5..._ Lind Ave SW/SW 43rd St E Volley Rd/SW 41St/SR 167 ! -,.__ 131 ~ -,.__ 53 "' "' < .,, 0 "' N U1 § 0-0 -• N "<t +-813 ~ N N £ +-131 ) 't "' ,,---22 )t'4.~ ~,i1;Rom, SW43rd S1 SW•lslSI 6QJ ~ t ?' 24Jf ~ t ?' 1.061-+ "' "' " 329-+ N "' " N N N "' N s, 38..._ 97..._ N <'1 a? ! g w $W;ilhtSI II SW 43rd St • Lind Ave SW/SW 41st St ! -,.__ 35 8~ < " " N "' -§ +-91 ) 't "' ,,---40 SW41stst 32Jf ~ t ?' 225-+ "' ~~ 107..._ SW 43rd St/E VaRey Rd ~ -,.__ 339 " " N -"' • " N 'V £ +-718 ) 't "' • ,,---176 SW43rd St 82Jf ~ t ?' 1,346-+ 0-"' 0 " 0 0- 297..._ -N N II "' .,, N ) Transportation Impact Study IKEA Renton Redevelopment ~ a? 2 ~ S Carrli:d Oakesdale Ave/SW 43rd St ! -,.__ 46 " "' < "' " • M ~ .g +-839 't "' ~ r ~W4JrdS1 0 165Jf ~ t ?' 1,016-+ "' 0 "' 0-"' 109..._ SR 167 Ramps/SW 43rd St ' -,.__ 303 2 +-956 s ~ sw 43rd sr 284Jf ~ t ?' 1.832-+ " N <'1 "' ;,: N LEGEND II t Study Intersection xx PM Peak Hour Traffic Volumes Figure 11: 2016 No Action Weekday PM Peak Hour Traffic Volumes ~TENW July 14, 2014 Page 26 N ~ ~ (9 < • ,, > 0 < ll "C C ~ => HOTlOSCAU 0 SW 30th St 0 "C C ~ 0 ~ ~ • .. ~ • S 1801hSt II Oakesdale Ave/SW 41 st St Raymond Ave/SW 4 h1 SI ! ,.__ 58 ! ,.__ 2 < < -0 r-,... .!! " 00-LI') '§ +-2 C +-144 '()QC") g ) .. ~ i 151 ) t ~g r 2 ~w,,s,st 0 r 5W41stSt oJf ~ t 1' 7Jf ~ t 1' 1-. 0 :8;:;: 238-. "' 0 0-N o" 10" Lind Ave SW/SW 43rd St E Volley Rd/SW 4 lst/SR 167 ! "-. 214 a "-. 91 ... < "' M "-N " "' " 0 ' 0--N ,, +-912 N ~ r-.... ~ +-352 ) t ~ r 9 sw-43rdSI ) .. ~. JtC 469 5W41s!S1 SR 167 Sil Ram s 53Jf ~ t 1' 37Jf ~ t 1' 1.026-. -0 "' 157-. M M u-, MN -"' -"' 31" 129" MM "C "' >-~ 0 > w $W4ht$1 II SW 43rd St • Lind Ave SW/SW 41st St ! "-. 16 < 0 N "V " N <O M s +-292 ) t ~ 105 r SW41st5t 51Jf ~ t 1' 261-. "' ... "' "-M 203" SW 43rd St/E VaHey Rd " "-. 361 • ... "' 0 ... "' ' " NM ~ +-945 ) t ~. ,r 192 SW ,Jrd SI 134Jf ~ t 1' 783-. " "' "' "' -"' 248" N N N II 0 M ) Transportation Impact Study IKEA Renton Redevelopment ~ Ji 0 ,Q ,!! S Corr Rd Oakesdale Ave/SW 43rd St ! "-. 31 < 0-... • N tl'l -@ +-1.067 t ~ i ,r 11 0 SW '3rd SI 94Jf ~ t 1' 960-. ;:::: ill ill 16" E 0 "-. 326 • s +-1.020 ~ SW 43rd51 354Jf ~ t 1' 1.037-+ "' -" "' "' ... M LEGEND II t Study Intersection xx Saturday Peak Hour Traffic Volumes Figure 12: 2016 No Action Saturday Peak Hour Traffic Volumes ~TENW July 14. 2014 Page 27 N ~ 3' > ~ (!) "' ~ .. ~ 0 " " ii C CJ ""'"' SCM.E 0 SW 30th St 0 " § 3' E ~ i, ~ "' "' a s 1 roth st • Oakesdale Ave/SW 41st St Raymond Ave/SW 4ls1 St ! ~25 ! ~22 " < < U) N > " l()~N ~ +-II " ' +-76 ) • I... t r69 ) ~~ 0 SW41stSt SW4/s/St 3-" '\ t r 47-" I-+ .,., 0 "' 46--+ "' "' "' 2---,.. .,., Lind Ave SW/SW 43rd St E Valley Rd/SW 4lst/SR 167 ! ~475 ~ ~ 107 < f,? 0,.. g " <X) -• :§ +-1.234 °' l/) '() -!; +-323 ) t I... r 7 swHrdS1 ) • I... -JC 513 SW4/stst SI? 167 SBl?om .1 92-" '\ t r 9-" '\ t r 279--+ 'Sf M N 55--+ .,., "' " N M "' "' 11---,.. 18---,.. 'Sf N " "' > .. c > w SW4htSt SW 43rd Sf • II Transportation Impact Study IKEA Renton Redevelopment ~ ~ 2 ,[! S Corr Rd Lind Ave SW/SW 41st St E•oakesdale Ave/SW 43rd St ! ~ 194 < ! ~162 ' "-N -• 0,.. co (") ~ +-973 ) • I... t r57 0 SW43rd51 .,., 0.,, " -N 5 +-96 ) t I... 61 r SW41slSI 16-" '\ t r 194-" '\ t r 379--+ .,., " " """ N 44--+ 0 -"' N N 1---,.. .,., 82---,.. N SW 43rd St/E Valley Rd " • "' .,, "' "' .,., • "<t ~ (") :? ) • I... - 42-" 229--+ 99---,.. ~471 +-1.555 E ~243 g +-1.317 ~ 102 )I"'""" SW43rdSI ~ SW 43rd Sr '\ t r 87-" '\ t r N " "' .,, "' 617--+ "' 0 " "' "' N N -" "' LEGEND Study Intersection II t AM Peak Hour Traffic Volumes xx Figure 13: 2016 With-Project Weekday AM Peak Hour Traffic Volumes ~TENW July 14, 2014 Page 28 N £ (!) ~ ,! B """""'"' 0 0 • s laothSt II Oakesdale Ave/SW 41 st st "-53 +-5 ,r97 SW4!stSt ~ t ?' "' 0,. " NO N - Lind Ave SW /SW 43rd St "-138 +-841 ,r22 SW 43rdSI ~ t ?' "' "' " N N N ~ ~ • > < 1) C C, SW 3oth St 1) 5 ~ E ~ ~ • > " < Raymond Ave/SW 41 st S1 "-3 +-102 E Valley Rd/SW 41 st/SR 167 "-53 +-139 ,c 432 SR 167 S8 Ram 1) " ~ • ~ > w SW-4lstS1 • SW 43rd St • Lind Ave SW/SW 41 st St "-35 +-58 ,,---52 SW41itSt sw 43rd St/E vaney Rd 82J 1,367--.. 299" "-313 +-749 r 1n SW 43rd S! ~ t ?' <'l N 0 "' 0 0,. -N N Transportation Impact Study IKEA Renton Redevelopment ~ 1) " 0 fl !e II SCarli!d I( Oakesdale Ave/SW 43rd St ~ ~ 00--0-<cy,,,._46 ~ ~ :!: {( ~ 878 ) ~ "'I "'5 fw,,,,,,, 143J 1,044--.. 109" •:WsR 167 Ramps/SW 43rd st ' "-303 E ~ +-958 ;i ~ SW43rd51 294J ~ t ?' 1,835--.. 0 N <'l "' -N "' LEGEND II t Study Intersection xx PM Peak Hour Traffic Volumes Figure 14: 2016 With-Project Weekday PM Peak Hour Traffic Volumes ~TENW July 14, 2014 Page 29 N • > (!) < -" 0 j NOrn>KAL< 0 0 • S 180thSt • Oakesdale Ave/SW 41st SI ! "----64 < "' -• 0 C),. -0 ~ +--2 ) t I.... i y-84 0 SW4l5tS1 oJf ~ t (' 1 .... 0 '° "' '° "' o--,,.. Lind Ave SW/SW 43rd St 45Jf 958 .... 31--,,.. "----145 +--1,040 9 r SW41'dS1 ;: ~ • ~ " C => SW 30th St " C ;: 0 E ~ ~ • > .. < Raymond Ave/SW 4lsl Sl ! "----2 < " "' 0 ' +--136 ) \.. ~ SW41s1St 5Jf 93_. E Valley Rd/SW 4 ht/SR 167 ~ C),. ~ 0 ~ N ~ ,..._ ~ ) t I....~ SW~lslS/ "----91 +--384 >C 469 SR 167 SIi Rom s " .. >-~ > w SW<llslSI II SW 43rd St • Lind Ave SW/SW 41 sl S1 " "' ) ! "----16 < 00 n '° "' s +--239 t I.... y-157 SW41s1St 46Jf ~ t (' 200 .... "' "' "' -'° "' 10--,,.. SW 43rd St/E vaney Rd 134Jf 809 .... 256--,,.. "----330 +--998 r 1n SW 43rd SJ Transportation Impact Study !KEA Renton Redevelopment ~ Ji 0 J;! .P. II S Carr Rd Oakesdale Ave/SW 43rd St ! "----31 < .... '° .... ~ " ~ ll') "5l +--1.141 ) t I....~ 45Jf 1.019 .... 16--,,.. 396Jf 1,051 .... LEGEND 8 r 2 fw<IJrdS1 ~ t (' -'° -" "' "' E "----326 ~ ;, +--1,032 SW ~3rd St II t Study Intersection xx Saturday Peak Hour Traffic Volumes Figure 15: 2016 With-Project Saturday Peak Hour Traffic Volumes ~TENW July 14, 2014 Page 30 Level of Service Transportation Impact Study IKEA Renton Redevelopment A future year 2016 Level of Service (LOS) analysis was conducted al the eight study intersections. LOS analysis was conducted far year 2016 Na Action (without project) conditions and for year 2016 With-Project conditions. The roadway network assumec in the year 2016 LOS analysis was based on existing intersection geometry. Traffic signal timings at the study intersections were based on existing signal timing plans provided by the City. The 2016 peak hour LOS results at the study intersections without and with the redevelopment of the IKEA Renton site are summarized in Table 9. The LOS worksheets are included in Appendix A. ~TENW July 14, 2014 Page 31 Table 9 Year 2016 Peak Hour Level of Service Summary 2Ql Q NQ As;;tign Delay Time Period / Study Intersection LOS {sec) Weekday AM Peak Hour Signalized Intersections #3 Lind Ave SW/ SW 41 st St B 16.4 #4 Oakesdale Ave SW/ SW 43,d St C 22.5 #5 Lind Ave SW/ SW 43,ci St A 6.3 #6 E Valley Rd/ SW 41 st St/SR 167 SB Ramps D 36.8 #7 E Valley Rd/ SW 43,d St D 37.6 #8 SR 167 NB Ramps / SW 43,d St C 24.0 Slog Controlled Intersection, # 1 Oakesdale Ave SW/ SW 4 pt St NB Shared Lt-Thru A 7.7 EB Shared Thru-Lt-Rt (stop controlled) C 17.4 WB Shared Thru-Lt (stop controlled) E 42.6 WB Right (stop controlled) B 11.3 SB Left A 10.0 #2 Raymond Ave SW/ SW 4 J st St/ IKEA Dwy NB Shared Lt-Thru-Rt (stop controlled) A 0.0 EB Shared Thru-Lt A 7.9 WB Shared Thru-Lt A 0.0 SB Shared Lt-Thru-Rt [stop controlled) B 10.1 Weekday PM Peak Hour Signalized Intersections #3 Lind Ave SW/ SW 41 st St B 19.0 #4 Oakesdale Ave SW/ SW 43,d St C 22.1 #5 Lind Ave SW/ SW 43,ci St B 17.2 #6 E Valley Rd/ SW 41 st St/SR 167 SB Ramps D 53.5 #7 E Valley Rd/ SW 43,d St D 48.3 #8 SR 167 NB Ramps/ SW 43,d St B 10.9 Star, Contro/1,;;_t;j_ lnt,;;_rsections # 1 Oakesdale Ave SW/ SW 41 st St NB Shared Lt-Thru A 8.8 EB Shared Thru-Lt-Rt (stop controlled) C 24.1 WB Shared Thru-Lt (stop controlled) F 81.1 WB Right (stop controlled) A 9.7 SB Left A 8.4 #2 Raymond Ave SW/ SW 4Jsl St/ IKEA Dwy NB Shared Lt-Thru-Rt (stop controlled) B 10.0 EB Shared Thru-Lt A 7.5 WB Shared Thru-Lt A 7.9 SB Shared Lt-Thru-Rt [stop controlled) A 9.8 ~TENW Transportation Impact Study IKEA Renton Redevelopment 2Ql Q With PrQjfll:;I LOS B C A D D C A C E B A A A B C C D D B A C F A A A A Delay {sec) 16.5 22.8 7.7 36.4 38.7 24.3 7.7 17.3 36.9 11.2 9.9 7.8 9.7 18.6 21.2 21.0 52.8 48.6 11.0 8.8 23.7 50.0 9.7 8.3 7.4 9.5 July 14, 2014 Page 32 Table 9 {continued) Year 2016 PM Peak Hour Level of Service Summary 2Q 16 NQ As;;tiQn Delay Time Period / Study Intersection LOS {sec) Saturday Peak Hour Signalized Intersections #3 Lind Ave SW/ SW 41 st SI B 17.8 #4 Oakesdale Ave SW/ SW 43,d SI A 9.8 #5 Lind Ave SW/ SW 43,d SI B 12.7 #6 E Valley Rd/ SW 41'' St/SR 167 SB Ramps C 32.8 #7 E Valley Rd/ SW 43,d SI D 44.6 #8 SR 167 NB Ramps/ SW 43,d St B 19.4 StoQ Conlrolls1_g_ lnts1_rsections # l Oakesdale Ave SW/ SW 41 11 SI NB Shared LI-Thru A 0.0 EB Shared Thru-LI-RI (stop controlled) B 12.4 WB Shared Thru-LI (stop controlled) B 14.0 WB Right (stop controlled) A 9.1 SB Left A 7.7 #2 Raymond Ave SW/ SW 41'1 St/ IKEA Dwy NB Shared Lt-Thru-RI (slop controlled) A 9.7 EB Shared Thru-Lt A 7.5 WB Shared Thru-LI A 7.8 SB Shared Lt-Thru-Rt (stop controlled) A 9.7 Transportation Impact Study IKEA Renton Redevelopment 2Ql Q Witb PrQjes;;t Delay LOS {sec) B 15.7 B 10.5 B 14.5 C 33.4 D 46.3 C 20.9 A 0.0 B 11.9 B 12.2 A 8.9 A 7.6 A 7.5 A 8.7 As shown in Table 9, the signalized study area intersections are expecled to operate at LOS D or belter without or with the IKEA Renton redevelopment in 2016 during the weekday f.M, weekday PM, and Saturday peak hours. The worst movement at the stop controlled intersections is the westbound left-turn movement at the intersection of Oakesdale Ave SW /SW 41 51 Street which is estimated to operate at LOS E during the weekday />M peak hour in 2016 without or with the project, LOS F during the weekday PM peak hour in 2016 withoul or with the project, and LOS B during the Saturday peak hour without or with the project. Due to the new and improved access configuration for the site, traffic volumes at Oakesdale Ave SW /SW 4 I st Street are expected to decrease with the redevelopment, resulting in a decrease in delay and improved operations for the westbound left-turn movement. Detailed level of service summary worksheets are provided in Appendix A. ~TENW July 14. 2014 Page 33 Transportation Impact Study IKEA Renton Redevelopment Site Access Analysis With the redevelopment of the IKEA Renton site, an improved access configuration would be provided. The new access configuration would provide o more even distribution of traffic compared to the existing store where the majority of customers enter/exit on SW 41 '1 Street. As shown on the current site plan (Figure 2), access to the site would be provided al seven locations. Access turn restrictions ore proposed to be included at three of the seven access locations. The following Table IO summarizes the proposed turn restrictions at the site driveways. Table 10 IKEA Renton -Turn Restrictions at Site Access Driveways Access/Tum Restrictions Site Driveway Entering Vehicles Exiting Vehicles A SW 41'' St-West Dwy Full Access Full Access B. SW 41" St -Middle Dwy No entering vehicles Full Access C. SW 4 l'd St -East Dwy Full Access Full Access D. Lind Avenue Dwy Full Access Full Access E. SW 43'd St -West Dwy Full Access Full Access F. SW 43'd St -Middle Dwy No entering vehicles No exiting left-turns G. SW 43'd St -East Dwy Full Access No exiting left-turns Note: The west driveways on 41 11 and 43,d are shared with the Alliance Packaging property to the west Ta evaluate the site access locations, an analysis of site access operations (LOS and queues), and potential queuing from adjacent intersections were assessed. Site Access LOS and Queuing The weekday NA, PM, and Saturday peak hour LOS and queuing analysis al the site access locations were based on the methodology outlined in the 20 l O Highway Capacity Manual The estimated future 2016 weekday NA, PM, and Saturday peak hour traffic volumes with the redevelopment of the IKEA Renton site at the site driveways are summarized in Figures 16-1 8. It should be noted that the volumes al the west driveways on SW 4 I st St and SW 43,d Street (driveways A and EJ include existing traffic from the Alliance Packaging property to the west in addition to a small portion of IKEA traffic. The calculated LOS and the 95th percentile queues al the site access locations are summarized in Tobie I I. The 95th percentile queues represent a condition that is only exceeded 5 percent of the time. Detailed LOS and queue calculation worksheets are included in Appendix C. ~TENW July 14. 2014 Page 34 ..... N (!) IKEA West Dwy/SW 41st St 000 ) t I,._ oJf Q 85-+-i l~~ ~o +-74 r13 SW4l51St IKEA West Dwy/SW 43rd Sf ~2 +-1.321 r 4 sw,3rdSI lilltKEA Middle Dwy/SW 41st St +-95 sw,1s1St Q ", ?' 50-+~ <") N -< ~ IKEA Middle Owy/SW 43rd S N B ...... 1.3oa < ~ r 6 sw4JroS1 ) IKEA East Dwy/SW 41 st SI ~o -o-+-91 ) t I,._ r4o SW 41sl S1 oJf ", t ?' Q 53-+~ <") 0 <") 9~~ !KEA East Owy/SW 43rd St ~29 N +-1.302 ) SW 43rd St 42Jf 382-+ Transportation Impact Study IKEA Renton Redevelopment IKEA Dwy/Lind Ave SW ~ ~12 -0 < --N n N -<") s +-0 ) t I,._ r3 IKEAD 5Jf ", t ?' 0-+ V) <") N -" <") 28" "' LEGEND • Site Driveway t AM Peak Hour xx Traffic Volumes Figure 16: 2016 With-Project Weekday AM Peak Hour Traffic Volumes at Site Driveways ~TENW July 14, 2014 Page 35 ..... .! ii I! 11 I !I 1~11 ! iO -~fl-· H-tl'll,lHHlht-+8 ~ ;f W IHIW+~H+Ot-f+hll -IKEA West Owy/SW 41st SI "----0 0 0 0 +-159 " t ~ r 6 SW41stSt o.Jf ~ t r a 243-.. i 3~~ l/) 0 ~ IKEA West Owy/SW 43rd St a "----13 " ~ = i +-1,031 " t ~~ r 4 sW4JrdS1 45.Jf ~ t r 1.237-+ .... 0 .... 10---,. 11i11KEA Middle Owy/SW 41st St +-98 SW 4111 SJ a ~ r • 285-+-~ " g , ; IKEA Middle Dwy/SW 43rd S a 0 i +-1.014 <'1 " " , r12 ~ " $W43td St ~ r 1,245-+ " -0 7---,. IKEA East Owy/SW 41st St 1.Jf a 284-.. ~ 12~~ "----1 +-64 r52 SW 4 lit 51 IKEA East Dwy/SW 43rd SI 6 "----37 g ~ +-985 " ~ 52.Jf 1.153-+ SW 43rd St Transportation Impact Study !KEA Renton Redevelopment liJtKEA Owy/Lind Ave SW ~ "----32 -0 < ~~~ " :§ +-0 " t ~ r32 Jj(EAD··- 13.Jf ~ t r 0-+ ~ 8 <'1 76---,. "' LEGEND II Site Driveway t PM Peak Hour xx Traffic Volumes Figure 17: 2016 With-Project Weekday PM Peak Hour Traffic Volumes at Site Driveways 'ii,® TENW July 14. 2014 Page 36 I: iii 1 Ii 't · n .'1 i J, I LJ lfHHH: 1 :, ++tt-~i+ rn ij,Llh ,!fi!rH+HH!tH-tO •••• r£.,.IKEA West Dwy/SW 41st St "--0 -a'" +-125 ) t "" r11 SW 4131 St oJJ Q "\ t 1' 78-+.~ 2~~ '" a "' !KEA West Dwy/SW 43rd st Q "-._ 44 "' "' ' ~ ~ C"') i: +-1.198 ) t ""~ r lSW43rd51 47J "\ t 1' i,068-+ '" "' "' 29.._ •• IKEA Middle Dwy/SW 41 st St +-117 SW41s15t Q "\ r' • 93-..~ " "' '" , -~ s IKEA Middle Owy/SW 43rd S ' Q a, i ~ +-1,164 ) , 7 ~ r SW43rdS! s "\ 1' 1.109-+ "' N 1.._ IKEA East Dwy/SW 41 st St "--0 0 0 0 .-76 ) t I.._ r2D4 oJ, Q 212-+i 34~~ SW4IJ/S1 "\ t 1' a a"' '" '" IKEA East Owy/SW 43rd St a "-._ 137 J ~ +-1,008 JI. ~ 135J 1.034-+ SW 43rd St Transportation Impact Study IKEA Renton Redevelopment IKEA Dwy/Lind Ave SW " "' f "-._ 7 a ..-, u ;~\~;;, IKEA D LEGEND II Site Driveway t Saturday Peak Hour xx Traffic Volumes Figure 18: 2016 With-Project Saturday Peak Hour Traffic Volumes at Site Driveways ~TENW July 14, 2014 Page 37 Table 11 Peak Hour Site Access LOS and Queuing Delay Controlled Movement LOS' {sec/veh) 2 WEEKDAY AM PEAK HOUR A. SW 41" St/ West Driveway NB shared Lt-Thru-Rt (exiting) A 9.5 WB shared Lt-Thru (entering) A 7.4 B. SW 4 P 1 St / Middle Driveway NB Left (exiting) A 9.1 NB Right (exiting) A 8.5 c. SW 41" St / East Driveway NB Left (exiting) B 10.0 NB shared Thru-Rt (exiting) A 8.5 WB shared Lt-Thru (entering) A 7.4 D. Lind Avenue Driveway NB Left (entering) A 7.5 EB Left ( exiting) B 12.5 EB shared Thru-Rt (exiting) A 8.8 E. SW 43'd St/ West Driveway EB Left (entering) B 12.7 SB shared Lt-Rt (exiting) D 25.0 F. SW 4:Jcd St/ Middle Driveway SB Right (exiting) B 14.9 G. SW 43,d St / East Driveway EB Left (entering) B 13.6 SB Right (exiting) C 15.l I. LOS = Level of Service 2. Delay refers to overage control delay expressed in seconds per vehicle. Transportation Impact Study !KEA Renton Redevelopment 9 5"' Percentile Queue {ft)' <25' <25' <25' <25' <25' <25' <25' <25' <25' <25' <25' <25' <25' <25' <25' 3. Queues are 951h Percentile queues. <25' indicates 95 111 Percentile queue statistically less than 1 vehicle. ~TENW July 14. 2014 Page 38 Table 11 ( continued) Peak Hour Site Access LOS and Queuing Deloy Controlled Movement LOS I {sec/veh) 2 WEEKDAY PM PEAK HOUR A. SW 41'' St/ West Driveway NB shared Lt-Thru-Rt (exiting) A 9.6 WB shared Lt-Thru (entering) A 7.8 B. SW 41 '' St / Middle Driveway NB Left (exiting) B 11.0 NB Right (exiting) A 9.3 C. SW 41'' St / East Driveway NB Left (exiting) B 12.9 NB shared Thru-Rt (exiting) A 9.4 WB shared LI-Thru (entering) A 8.1 D. Lind Avenue Driveway NB Left (entering) A 9.0 EB Left (exiting) C 16.3 EB shared Thru-Rt (exiting) B 11.2 E. SW 43'd St / West Driveway EB Left (entering) B 11.4 SB shared Lt-Rt (exiting) C 19.6 F. SW 43'd St/ Middle Driveway SB Right (exiting) B 13.1 G. SW 43,a St / East Driveway EB Left (entering) B 11.3 SB Right (exiting) B 13.1 I. LOS = Level of Service 2. Delay refers to overage control delay expressed in seconds per vehicle. Transportation Impact Study IKEA Renton Redevelopment 95"' Percentile Queue {ft) 3 <25' <25' <25' <25' <25' <25' <25' <25' <25' <25' <25' <25' <25' <25' <25' 3. Queues are 95tn Percentile queues. <25' indicates 951!> Percentile queue statistically less than l vehicle. ~TENW July 14. 2014 Page 39 Table 11 (continued) Peak Hour Site Access LOS and Queuing Delay Controlled Movement LOS 1 fsec/veh) 2 SATURDAY PEAK HOUR A. SW 41'' St/ West Driveway NB shared LI-Thru-Rt (exiting) A 8.7 WB shared Lt-Thru (entering) A 7.4 B. SW 4 pt St / Middle Driveway NB Leff (exiting) A 9.6 NB Righi (exiting) A 9.1 C. SW 41 ''St/ East Driveway NB Left (exiting) C 19.8 NB shared Thru-Rt (exiting) A 9.8 WB shared Lt-Thru (entering) A 8.4 D. Lind Avenue Driveway NB Left (entering) A 8.0 EB Left (exiting) B 12.3 EB shared Thru-Rt (exiting) B 11.5 E. SW 43'd St/ West Driveway EB Left (entering) B 12.9 SB shared LI-Rt (exiting) D 32.7 F. SW 43,d St / Middle Driveway SB Right (exiting) C 15.8 G. SW 43,d St I East Driveway EB Left (entering) B 13.8 SB Right (exiting) C 15.5 I. LOS = Level of Service 2. Delay refers to average control delay expressed in seconds per vehicle. Transportation Impact Study IKEA Renton Redevelopment 95'" Percentile Queue (fl) a <25' <25' <25' 25' <25' 25' 25' <25' <25' 50' <25' 25' 25' 25' 25' 3. Queues are 95 1h Percentile queues. <25' indicates 95th Percentile queue statistically Jess than 1 vehicle. As shown in Table l l , all of the entering and exiling turn rnovernenls al the site access locations are estimated lo operate at LOS D or better with minimal queues during the weekday AM., weekday PM, and Saturday peak hours. These results do not warrant signalization or any other improvements at the proposed driveways. ~TENW July 14, 2014 Page 40 Queue Interactions tram Adjacent Intersections Transportation Impact Study IKEA Renton Redevelopment Weekday Nii, weekday PM, and Saturday peak hour queuing was evaluated on Oakesdale Ave SW, Lind Ave SW, SW 41 st Street, and SW 4yd Street to determine the potential effects of queuing on the operations at the nearest IKEA driveways. Both average and 95rh percentile queues were reported and are summarized in Table l 2. The reported 95th percentile queues represent a condition that is exceeded only 5 percent of the time, and are based on the results of the Synchro analysis. The queue analysis worksheets are included in Appendix D. Table 12 Peak Hour Queues from Adjacent Intersections ~Y!i!!& Liamgth 2 Approximate Distance to Driveway/Pocket Nearest t KEA Intersection / Movement Le~th (ftJ' Drivewa~ Averaiae 95th Percentile WEEKDAY AM PEAK HOUR Oakesdale Ave SW I SW 41 '' St WB shared Lt-Thru 700' 41 '' West Dwy no 50' WB Righi 700' 41 '' West Dwy no <25' Lind Ave SW/ SW 41" St EB Left 70' pocket 41'' East Dwy <25' 25' EB Thru 325' 41'' East Dwy <25' 25' EB shared Thru-Rt 325' 41'' East Dwy <25' 25' NB Left 325' (150' + TWLT) Lind Dwy <25' 25' NB Thru 325' Lind Dwy 75' 175' NB shared Thru-Rt 325' Lind Dwy 75' 175' Oakesdale Ave SW/ SW 43,d SI WB Left 700' (240' + TWLT) 43'" West Dwy 25' 50' WB Thru 700' 43,d West Dwy 475' 650' WB shared LI-Thru 700' 43rd West Dwy 475' 650' Lind Ave SW/ SW 43,d St EB Left 350' (230' + TWLT) 43'" East Dwy 100' 150' EB Through 350' 43,d East Dwy 25' 50' EB Through-RI 350' 43,d East Dwy 25' 50' SB Left 525' (200' + TWLT) Lind Dwy 50' 75' SB shared LI-Thru 525' Lind Dwy 50' 75' SB Right 525' Lind Dwy <25' 50' 1 Distance measured from crosswalk/stop bar of nearby intersection to the edge of driveway. "TWLT" indicates a two-way left turn lone exists behind the tum pocket to provide additional storage. 2 <25' indicates a queue that is statistically less than I vehicle. "no" = overage queue not reported for stop-controlled movements. Queues shown in BOLD extend to or beyond an IKEA driveway and may affect driveway operations during peak hours. ~TENW July 14. 2014 Page41 Table 12 ( continued) Peak Hour Queues from Adjacent Intersections Approximate Distance to Driveway /Pocket Intersection/ Movement Le~th (ft)' WEEKDAY PM PEAK HOUR Oakesdale Ave SW/ SW 41 •1 St WB shared Lt-Thru 700' WB Right 700' Lind Ave SW/ SW 41 st St EB Left 70' pocket EB Thru 325' EB shared Thru-Rt 325' NB Left 325' (150' + TWLT) NB Thru 325' NB shared Thru-Rt 325' Oakesdale Ave SW/ SW 43•d St WB Left 700' (240' + TWLT) WB Thru 700' WB shared Lt-Thru 700' Lind Ave SW/ SW 43,d St EB Left 350' (230' + TWLT) EB Through 350' EB Through-Rt 350' SB Left 525' (200' + TWLT) SB shared Lt-Thru 525' SB Right 525' Nearest IKEA Driveway 41" West Dwy 4 I'' West Dwy 4 I'' East Dwy 41 st East Dwy 4 I'' East Dwy Lind Dwy Lind Dwy Lind Dwy 43,d West Dwy 43•d West Dwy 43,d West Dwy 43•d East Dwy 43•d East Dwy 43•d East Dwy Lind Dwy Lind Dwy Lind Dwy Transportation Impact Study IKEA Renton Redevelopment !.1!.!!a!!.!!a! Length 2 Average 95"' Percentile no 75' no <25' 25' SO' SO' 100' 50' 100' 25' SO' 50' 75' 50' 75' <25' 25' 75' 150' 75' 150' 50' 75' 525' 625' 525' 625' 225' 425' 225' 425' <25' 75' 1 Distance measured from crosswalk/stop bar of nearby intersection to the edge of driveway. "TWLT" indicates a two-way left turn lane exists behind the turn pocket to provide additional storage. 2 <25' indicates a queue that is statistically less than I vehicle. "no"= average queue not reported for stop-controlled movements. Queues shown in 60LO extend to or beyond an IKEA driveway and may affect driveway operations during peak hours. ~TENW July 14, 2014 Page 42 Table 12 (continued) Peak Hour Queues from Adjacent Intersections Approximate Distance to Driveway /Pocket Intersection / Movement Le!:!9lh {ft I' SATURDAY PEAK HOUR Oakesdale Ave SW/ SW 4 pt St WB shared Lt-Thru 700' WB Right 700' Lind Ave SW/ SW 4 pt St EB Left 70' pocket EB Thru 325' EB shared Thru-Rt 325' NB Left 325' (150' + TWLT) NB Thru 325' NB shored Thru-Rt 325' Oakesdale Ave SW/ SW 43,d St WB Left 700' (240' + TWLT) WB Thru 700' WB shared Lt-Thru 700' Lind Ave SW/ SW 43,d St EB Left 350' (230' + TWLT) EB Through 350' EB Through-Rt 350' SB Left 525' (200' + TWLTJ SB shored Lt-Thru 525' SB Right 525' Nearest IKEA Drivew~ 41 st West Dwy 41 st West Dwy 41 st East Dwy 4 pt Eost Dwy 4 pt Eost Dwy Lind Dwy Lind Dwy Lind Dwy 43•d West Dwy 43,d West Dwy 43•d West Dwy 43,d East Dwy 43,d Eost Dwy 43,d East Dwy Lind Dwy Lind Dwy Lind Dwy Transportation Impact Study IKEA Renton Redevelopment QU!;lU!;l L!ilngth 2 Average 95"' Percentile na 25' na <25' 25' 50' 25' 100' 25' 100' <25' 25' <25' 50' <25' 50' <25' <25' 75' 500' 75' 500' 25' 50' 275' 425' 275' 425' 125' 200' 125' 200' <25' 25' 1 Distance measured from crosswalk/stop bar of nearby intersection to the edge of driveway. "TWLT" indicates a two-way left turn lane exists behind the turn pod::et to provide additional storage. ' <25' indicates a queue that is statistically less than I vehicle. "no"= average queue not reported for stop-controlled movements. Queues shown in BOLD extend to or beyond an !KEA driveway and may affect driveway operations during peak hours. As shown in Tobie 12, the only queues expected to affect operations at a proposed IKEA driveway are lhe eastbound queues on SW 43cd Street approaching Lind Ave SW during the weekday PM and Saturday peak hours. These queues will not affect outbound traffic al the IKEA east driveway on SW 43rd Street as it will be restricted to right-turns only. Inbound left-turn traffic at the east driveway may occasionally be affected with some drivers choosing to wail in the through lane queue before entering the lwo-way left turn lane. However, entering left-turn drivers should be relatively unimpeded once in the lwo-way left-turn lane. Based an our analysis, the queuing an the adjacent streets is not expected ta have a significant impact an driveway operalians. ~TENW July 14, 2014 Page 43 PARKING DEMAND STUDY Transportation Impact Study IKEA Renton Redevelopment To support a perking modification request and to assist IKEA in planning for construction phasing and full buildout of the site, TENW conducted a parking demand study at the existing IKEA Renton store. Existing Store Parking Demand The perking demand study was conducted over a five-day period including Friday May 16, 2014, Saturday May 17, 2014, Monday May 19, 2014, Thursday May 22, 2014, and Saturday May 24, 2014. Prior to conducting the counts, TENW field-verified the location of existing perking stalls and stall classifications on the site. IKEA currently has a total of 1,352 on-site parking spaces. In addition to on-site parking stalls, IKEA has an agreement with the property owners of commercial buildings on the north side of SW 4 I st Street to utilize up to 124 spaces for employee "overflow" perking on weekends and holidays only. Our Saturday counts included a count of all parked vehicles in these stalls as well. TENW prepared a parking map showing the location and classification of all on-site perking stalls (see Appendix EJ The number of vehicles perking on-site were recorded by TENW with counts beginning at noon and ending by 4:00 PM. The peak parking demand for IKEA typically occurs within this time period based an direction from the store. Based on the counts, the peak parking demand occurred on Saturday May 24, 2014 and the lowest demand occurred an Thursday May 22, 2014. Using the peok demand from each day, raw parking demand rates per 1,000 sf of grass floor area (GFA) were derived. The results of the counts and raw parking demand rates at the existing store are summarized in Appendix F. Parking demand varies by day of week and time of year, particularly far retail uses. To account for this variation, seasonality adjustments were made to the parking demand rates derived from our counts. Visitor data from the most recent year was provided by IKEA and was used to factor the parking demand rates to forecast the peak parking demand for an "average day" and for the "highest day". On days that were not included in our counts (Sunday, Tuesday, Wednesday), the data from the most similar day was used to calibrate the parking demand rate (i.e. Saturday data was used to forecast Sunday demand, and Thursday was used to forecast Tuesday and Wednesday demands). The perking demand estimates for the existing store on an average day and on the highest day are summarized in Table 13. The seasonality calculations are included in Appendix G. Appendix G also includes parking demand estimates for the existing store on select weekday holidays throughout the year. The parking demand estimates include both customers and employees. ~TENW July 14, 2014 Page 44 Table 13 Existing IKEA Renton Store Peak Parking Demand Estimates Average Doy Doy {parked vehicles) Saturday 951 Sunday 772 Monday 486 Tuesday 486 Wednesday 466 Thursday 478 Friday 525 Highest Doy Transportation Impact Study IKEA Renton Redevelopment {parked vehicles) 1,198 1,086 712 748 677 696 772 Note: Existing store has 1,352 parking spaces on-site, and use of up to 124 off-site overflow spaces on weekends/holidays As shown in Tobie 13, lhe highest peak parking demand at lhe existing store occurs on a Saturday wilh l, 198 vehicles parked. This is the highest parking demand expected at the existing store using the existing counts and factoring lo account for seasonality. Average Saturday demand is 951 vehicles. Weekday demands ore less and range between 677 and 772 on the highest days, and between 466 and 525 on overage days. The highest weekday is typically Friday and the lowest weekday is typically Wednesday. Future Store Parking Demand and Proposed Supply Future parking demand for the expanded store was based on a peak parking demand ratio derived based an the existing counts factored for seasonality. With the overall peak parking demand occurring on a Saturday, a peak parking demand role of 3.01 vehicles per 1,000 sf [gross floor area or GFA) was derived ( l, 198 existing vehicles/ 397,972 existing sf). Applying this parking demand rate to the future store at full buildout [451,000 sfJ, this results in an estimated peak demand of 1,358 parked vehicles. When sizing the capacity of new parking facilities, a "practical capacity" adiustment should be mode to ensure efficiency and convenience to customers searching for empty parking spaces, and to account for potential short term peak surges. This design safety factor minimizes the need for customers to circulate through the parking lot multiple times searching for spaces, thus reducing traffic congestion and driver frustration. An adiustmenl factor to design the facility to operate at 85- 90% of capacity is reasonable for a retail use where new customers may not be very familiar with the parking layout ond circulation. This practical capacity adjustment factor also accounts for reserved spaces such as ADA spaces that might typically hove low utilization to ensure they ore always available when needed. The proposed parking supply for the future 451,000 sf store [1,579 parking stalls! allows for a practical capacity adjustment factor of 86%. The future store peak parking demand estimate and proposed parking supply ore summarized in Tobie 14. Peak peaking demand estimates for the future store on average days, highest days, and select weekday holidays ore summarized in Appendix H. ~TENW July 14, 2014 Page 45 Table 14 Future Expanded IKEA Renton Store Peak Parking Demand and Proposed Parking Supply Proposal Future Store (451,000 sf GFA) Peak Parking Demand Ratio (spaces per 1,000 sf GFA)1 3.01 1 Peak parking demand estimated for the highest Saturday Peak Parking Demond Estimate 1,358 Transportation Impact Study IKEA Renton Redevelopment Proposed Parking Supply (86% Practical Capacity)' 1,579 2 Practical capacity adjustment accounts for efficient circulation and reserved stalls {ADA etc) REQUEST FOR PARKING MODIFICATION The applicant is requesting a parking modification for the proposed IKEA redevelopment to address the fallowing items: l. A proposal to provide more on-site parking stalls than the code requirement upon full buildout of the site. 2. A proposal lo provide fewer on-site parking stalls than the code requirement on a temporary basis during construction. 3. A proposal to utilize off-site parking on a temporary basis during construction. Each of these parking modification requests will be addressed separately as outlined below. Parking Modification for Increased On-Site Parking at Full Buildout Code Analysis Based on current site planning for full buildout of the 451,000 square foot (GFA) IKEA store (includes the expansion area consistent with the assumptions of the Traffic Impact Study), a total of 1,579 parking spaces ore proposed on-site. The code requirement for big box retail stores in Renton is a minimum and a maximum of 2.5 spaces per 1,000 sf of net floor area. Based an the information provided by the architect, the net floor area of the future store is estimated to be 432,000 square feet [with expansion area). This results in o code requirement of 1,080 parking spaces [min and max). Tobie 15 summarizes and compares the code requirements to the proposed parking supply and supply ratio. Table 15 On-Site Parking Supply vs Code Future Store at Full Buildout Parking Stalls Parking Supply Ratio (stolls/1,000 sf Net) Min/Max Code Requirement 1,080 2.50 Proposed Supply 1,579 3.66 As shown in Tobie 15, the number of spaces proposed for the future IKEA store exceeds the City's code requirements. The applicant formally requests a parking modification for increased parking on the site al full buildout of the store. ~TENW July 14, 2014 Page 46 Justification for Proposed Modification Transportation Impact Study IKEA Renton Redevelopment The iustificotion for providing more parking stalls on-site than the City's code requirements is supported by the parking demand study summarized previously in this report. k shown in Tobie 14, the proposed parking supply of 1,579 stalls accommodates the estimated peak parking demand of 1,358 vehicles on o peak Saturday with on 86% practical capacity factor. k explained previously, this practical capacity factor ensures efficiency and convenience to customers searching for empty parking spaces, ond accounts for potential short term peak surges. This design safety factor minimizes the need for customers to circulate through the parking lot multiple times searching for spaces, thus reducing traffic congestion and driver frustration. An odiustment factor to design the facility to operate at 85-90% of capacity is reasonable for a retail use where new customers may not be very Familiar with the parking layout and circulation. This practical capacity odiustment also accounts for reserved spaces such as ADA spaces that might typically have low utilization to ensure they ore always available when needed. Parking Modification for Decreased On-Site Parking during Construction Code Analysis Based on preliminary construction phasing plans, the on-site parking supply for the existing store would be temporarily reduced during construction of the new store. During construction, IKEA plans to maintain enough parking stalls on-site to accommodate the existing store's peak weekday demands, while overflow parking on weekends and holidays would be accommodated by off-site parking via a private parking agreement (see separate parking modification request). The code requirement for big box retail stores in Renton is a minimum and a maximum of 2.5 spaces per 1,000 sf of net floor area. Based on the information provided by the architect, the net floor area of the existing store is estimated to be 387,697 square feet. This results in a code requirement of 969 parking spaces (min and max) for the existing store. The exact number of on-site spaces to be provided during construction hos not yet been determined, but is likely to be less than the City code required 969 spaces. Therefore, the applicant formally requests a parking modification for decreased parking on the site during construction of the new store. Justification for Proposed Modification The iustificotion for providing fewer parking stalls on-site than the City's code requirements is supported by physical on-site parking constraints during construction, IKEA's need to keep the existing store open, and the ·temporary nature of the on-site parking shortfall. IKEA plans to maximize on-site parking during construction to accommodate the existing store's peak weekday demands, while overflow parking on weekends and holidays would be accommodated by off-site parking via a private parking agreement (see separate parking modification request). IKEA is working on a private parking agreement with the owner of on off-site parking lot [location to be determined) to implement the off-site overflow parking. Note that IKEA already hos a similar agreement with the property owners of commercial buildings on the north side of SW 4 l '1 Street to utilize up to 124 spaces for employee overflow parking on weekends ond holidays. Although on off-site parking lot for customers and/ or employees is not ideal, it is only a temporary measure needed during construction in order to keep the existing store operating with minimal disruption. 'W TENW July 14. 2014 Page 47 Transportation Impact Study IKEA Renton Redevelopment Parking Modification for Providing Off-Site Parking during Construction Code Analysis Based on preliminary construction phasing plans, IKEA plans to reduce the on-site parking supply while the existing store operates. This temporary reduction in on-site parking supply will result in the need lo accommodate overflow parking [on weekends and holidays) at an off-site location. Renton code requires that all parking is accommodated on-site. Therefore, the applicant formally requests a parking modification to allow temporary overflow parking al an off-site location during construction of the new store. Justification for Proposed Modification The justification for allowing the use of a temporary off-site parking location is supported by physical on-site parking constraints during construction, IKEA's need to keep the existing store open, and the temporary nature of the off-site parking location. IKEA plans lo maximize on-site parking during construction to accommodate the existing store's peak weekday demands, while overflow parking on weekends and holidays would be accommodated by off-site parking via a private parking agreement (see separate parking modification request). IKEA is working on a private parking agreement with the owner of an off-site parking lot (location lo be determined) lo implement the off-site overflow parking. Note that IKEA already has a similar agreement with the property owners of commercial buildings on the north side of SW 41 51 Street to utilize up lo 124 spaces for employee overflow parking on weekends and holidays. Although an off-site parking lot for customers and/ or employees is not ideal, ii is only a temporary measure needed during construction in order to keep the existing store operating with minimal disruption. CONSTRUCTION PHASING/MITIGATION IKEA is currently developing a construction phasing plan that will enable the existing store to remain open while the new building is being constructed. A preliminary construction mitigation narrative was prepared and is included in Appendix I_ ~TENW July 14, 2014 Page 48 Transportation Impact Study IKEA Renton Redevelopment MITIGATION Off-Site Improvements Based on the results of the analysis shown in this report, no proiect-specific off-site transportation mitigation is proposed for concurrency or SEPA. Transportation Impact Fees Long-term traffic impacts in the City of Renton are mitigated by the proiects included in the City's capital facilities plan ICFP) The CFP proiects are funded through the payment of City of Renton transportation impact fees. Based on this process, a fee is assessed upon a development to pay for a proportionate share of the cost of public facilities needed to serve new growth and development. Renton transportation impact fees are based on the CFP and a projected amount of growth. The payment of transportation impact fees is assumed to fully mitigate the proposed development's long-term traffic impacts in the City of Renton. The City of Renton Ordinance 5670 allows far an independent fee calculation for the calculation of transportation impact fees as on alternative to payment of fees as provided in the impact fee schedule. The applicant for the IKEA Renton redevelopment has elected to proceed with an independent calculation. The independent impact fee calculation was conducted using the following equation and factors which are consistent with the methodology used in the City of Rentan's Role Sludy far lmpacl fees for Transportation, Parks, and Ftre Pro/eclion dated August 26, 20 l l and Ordinance 5670: Impact Fee Per Unit= [PM Trip Rate/1,0001 X [% New Trips) X [Trip Length Factorl X [Cost Per Growth Tripi • Trip Rate = 0.98 trips per 1,000 sf (per IKEA PM Peak Hour trip rate derived in this report) • % New Trips= l 00% (no pass-by or other reductions were assumed) • Trip Length Factor = 0.53 (factor used by the ·City far Shopping Center, the mast similar land use found in the 20 l l Rate Study) • Cost Per Growth Trip = $2,503.19 ($7,517 08 per trip per the 2011 rate study factored by 33.3% according to the Ordinance 5670 phase-in schedule! The result of the equation and factors listed above is an independently calculated impact fee rate of $1 30 per square foot of new development. The impact fee will be based an applying this rate ta the difference in square footage between the future building and the existing 397,972 square loot building. The final calculation will be based an the cast per trip in effect and the final project square footage al the time of building permit issuance. ~TENW July 14, 2014 Page 49 Appendix A Transportation Impact Study IKEA Renton Redevelopment Level of Service Calculations at Study Intersections 2014 Existing Transportation Impact Study IKEA Renton Redevelopment La nes , Volume s , Timings 1: Oakesdale Ave SW & SW 41 st St 6/27/20 14 _> -+ ..... f ._ ' ~ t ~ \. i .,, EBL EBT EBR WBl WBT WBR NBL NBT NBR SBL SBT Lane Configura tio ns 4+ 4 ' 4~ 'I t~ Volu me (vph) 3 2 80 11 23 34 56 7 80 20 151 5 Ideal Flow (vph pl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Sto rage Leng th (ft) 0 0 0 0 0 0 200 0 Sto rage Lanes 0 0 0 1 0 0 1 0 Ta per Length (ft ) 25 25 25 25 Li nk Speed (mph) 25 25 35 35 Lin k Di sta nce (ft) 220 1250 1011 292 Travel Time (s) 6.0 34.1 19.7 5.7 Co nfl. Ped s. (#/hr) 2 2 2 2 Peak Hou r Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Ve hicl es(%) 33% 33% 33% 10 % 10 % 10% 7% 7% 7% 19% 19% 19% Sha red Lane Traffic(%) Sig n Co ntrol Sto p St op Free Free ntersection SIJ'llrna Ar ea Typ e: Other Control Type : Uns ignalized IKEA Renton Synchro 8 Report AM Peak-2014 Ex isting HCM 2010 TWSC 1: Oakesdal e Ave SW & SW 41 st St 6/2 7/20 14 Int Delay, s/ve h 4.5 EB[ :r EBR W8[ WB:f WBR NB[ NB:f NBR $8[ se:r Vol, ve h/h 3 1 2 80 11 23 34 567 80 20 151 5 Confl icti ng Peds, #/hr 2 0 2 2 0 2 0 0 0 0 0 0 Sign Con trol Stop Stop St op Sto p Stop Stop Free Free Free Free Free Free RT Chan nelized -None -No ne -None -None Storag e Length 0 20 0 Ve h in Median Storage, # 0 0 0 0 Grade,% 0 0 0 0 Pea k Hou r Fac tor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 33 33 33 10 10 10 7 7 7 19 19 19 Mvmt Fl ow 3 2 90 12 26 38 63 7 90 22 170 6 Minor2 Mirior1 Ma' Ma' Co nfli cting Flow All 622 1024 90 892 982 36 5 177 0 0 729 0 0 Stage 1 219 219 76 0 760 Stage 2 403 805 132 222 Cri ti cal Hdwy 8.16 7.16 7.56 7.7 6.7 7.1 4.24 4.48 Criti ca l Hdwy Stg 1 7.16 6.16 6.7 5.7 Critica l Hd wy Stg 2 7.16 6.16 6.7 5.7 Follow-up Hdwy 3.83 4.33 3.63 3.6 4.1 3.4 2.27 2.39 Pot Cap-1 Maneuver 314 189 859 224 235 609 136 1 767 Stage 1 682 650 347 394 Stage 2 519 327 835 699 Platoon bloc ked, % Mov Ca p-1 Maneuve r 27 1 174 858 209 217 608 1361 767 Mov Ca p-2 Maneuve r 27 1 174 209 217 Stag e 1 648 630 330 374 Stage 2 457 311 807 678 EB WB NB SB HCM Control Delay, s 16.8 32.1 0.6 1.1 HCM LOS C D : nor LanelMajor Mvrnt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 136 1 -313 210 608 767 HCM Lane V/C Rati o 0.028 -0.022 0.487 0.043 0.029 HCM Co ntro l Delay (s) 7.7 0.2 -16.8 37.4 11.2 9.8 HCM Lane LOS A A C E B A HCM 95t h %ti le Q(veh) 0.1 0.1 2.4 0.1 0.1 IKEA Re nt on Synchro 8 Report AM Peak · 20 14 Ex isting Lanes, Volum es, Timings 2 : IKEA Dw~/Ra~mond Ave SW & SW 41st St 7/3/20 14 ..> -+ ..... " ~ ' ~ t ,,.. \. ! .I EBl. EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Configurat ions +if+ +ft ~ ~ Vol ume (vph) 45 63 0 0 114 21 0 0 0 4 0 11 Ideal Flow (vphpl ) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Li nk Speed (mph) 25 25 30 25 Link Distance (ft) 1250 936 154 298 Travel Ti me (s) 34.1 25 .5 3.5 8.1 Conft. Peds . (#/h r) 2 2 2 1 Peak Hou r Factor 0.75 0.75 0.92 0.92 0.75 0.75 0.92 0.92 0.92 0.75 0.92 0.75 Heavy Veh icles(%) 15 % 15% 2% 2% 8% 8% 2% 2% 2% 27% 2% 27% Shared La ne Traffi c(%) Sign Control Free Fr ee Stop Stop ntersection Su Area Type: Othe r Co ntrol Type : Uns ignali zed IKEA Rent on Synchro 8 Repo rt AM Peak -20 14 Ex isti ng HCM 2010 TWSC 2: IKEA Dwy/Raymond Ave SW & SW 41st St 7/3/2014 ntersection Int De lay , s/veh 2 EBL EST EBR WBl WBT WBR NBL NBT NBR SBL SBT s Vo l, ve h/h 45 63 0 0 114 21 0 0 0 4 0 11 Conflict ing Peds , #/hr 2 0 0 0 0 2 0 0 0 2 0 1 Sign Control Fre e Fre e Fre e Free Free Free Stop Stop Stop Stop Stop Stop RT Channe li zed -None -None -None -None Storage Length Veh in Median Storage, # 0 0 0 0 Grade ,% 0 0 0 0 Peak Hour Factor 75 75 92 92 75 75 92 92 92 75 92 75 Heavy Vehicle s, % 15 15 2 2 8 8 2 2 2 27 2 27 Mvmt Flow 60 84 0 0 152 28 0 0 0 5 0 15 Ma'or1 Minor1 Mlnor2 Conflicting Flow All 182 0 0 84 0 0 282 386 44 330 372 94 Stage 1 204 204 168 168 Stage 2 78 182 162 204 Criti cal Hdwy 4.4 4.14 7.54 6.54 6.94 8.04 6.54 7.44 Critical Hdwy Sig 1 6.54 5.54 7.04 5.54 Critica l Hdwy Sig 2 6.54 5.54 7.04 5.54 Foll ow-up Hd wy 2.35 2.22 3.52 4.02 3.32 3.77 4.02 3.57 Pot Cap-1 Maneuver 130 1 151 1 648 547 1017 540 557 870 Stage 1 779 732 750 758 Stage 2 922 748 756 732 Platoon blocked , % Mov Cap -1 Mane uver 1299 1508 613 520 1015 518 529 867 Mov Cap-2 Maneuver 613 520 518 529 Stage 1 742 697 713 757 Sta ge 2 905 747 719 697 ch EB we NB SB HCM Contro l De lay, s 3.4 0 0 10 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRS8Ln1 Capac ity (ve h/h) -1299 -1508 735 HCM Lane V/C Ratio -0.046 -0.027 HCM Contro l Delay (s) 0 7.9 0.1 0 10 HCM Lane LOS A A A A B HCM 95th %ti le Q(veh) 0.1 0 0.1 IK EA Renton Synchro 8 Report AM Peak -2014 Existing La nes, Volumes, Timings 3: Lind Ave SW & SW 41st St 6/27/20 14 ,, -+ -... ~ ~ '-~ t ,,.. \. ! .,, Group E8l EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configu rations "'i .,.~ ' .,.~ "'i -tl+ "'i -tl+ Volum e (vp h) 15 39 7 48 11 9 156 19 50 1 14 23 97 14 Id ea l Fl ow (v ph pl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 20 0 0 20 0 0 200 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Rig ht Tu rn on Red Yes Yes Yes Yes Li nk Speed (mph) 25 25 35 35 Link Dista nce (ft) 936 1359 1004 421 Travel Tim e (s ) 25.5 37.1 19.6 8.2 Confl . Peds . (#/hr) 4 5 Peak Hour Factor 0.9 1 0.91 0.91 0.9 1 0.9 1 0.91 0.9 1 0.91 0.91 0.9 1 0.91 0.91 Heavy Veh icles(%) 31% 31% 31% 7% 7% 7% 5% 5% 5% 14 % 14 % 14% Sh ared Lan e Traffi c(%) Tum Type Pro! NA Prot NA Prot NA Prot NA Protected Ph ases 7 4 3 8 5 2 1 6 Perm itted Phases Detec tor Pha se 7 4 3 8 5 2 6 Sw itch Phase Mini mum Initia l (s) 4.0 10.0 4.0 10.0 4.0 5.0 4.0 5.0 Minimum Spli t (s ) 8.0 23.0 8.0 23.0 8.0 23.0 8.0 23.0 Total Spl it (s) 34.0 54.0 34.0 54 .0 34.0 54 .0 34 .0 54.0 Total Split (%) 19.3% 30 .7% 19.3% 30 .7% 19.3% 30.7% 19.3% 30.7 % Ye ll ow nm e (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lost Time Adj ust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lea d Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optim ize ? Ye s Ye s Ye s Ye s Yes Yes Ye s Ye s Reca ll Mode None None None None None None None None &mnary Area Type : Oth er Cycl e Le ngth : 176 Ac tuated Cycle Len gth : 47.9 Natural Cycle : 65 Co ntrol Type: Act uated-Uncoo rdinated 3: Lin d Ave SW & SW 41st St t S:)2 ~ ~ s;,8 IKEA Renton Synchro 8 Report AM Peak -20 14 Exi stin g HCM 2010 Si gna li zed Interse ction Summary 3: Lind Ave SW & SW 4 1st St 6/27/2014 .,,J ---+ ~ "" +-'-~ t ,,.. '-. ! .,' EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Configu rati ons .., tf+ .., t~ .., tf+ .., tf+ Volu me (veh/h) 15 39 7 48 119 156 19 50 1 14 23 97 14 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped-B ike Adj(A_p b T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hnn 145.0 145.0 190 .0 177.6 177.6 190.0 181.0 18 1.0 190 .0 166 .7 166.7 190.0 Adj Fl ow Rate, ve h/h 16 43 8 53 131 171 21 551 15 25 107 15 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hou r Fa ctor 0.91 0.91 0.91 0.91 0.9 1 0.91 0.9 1 0.91 0.9 1 0.91 0.9 1 0.9 1 Percent Heavy Veh , % 31 31 31 7 7 7 5 5 5 14 14 14 Ca p, ve h/h 22 589 107 73 472 420 35 111 6 30 38 922 127 Arrive On Gree n 0.02 0.25 0.25 0.04 0.28 0.28 0.02 0.33 0.33 0.02 0.33 0.33 Sat Fl ow, ve h/h 138 1 2332 422 169 1 1687 150 3 1723 34 19 93 1587 2797 385 Grp Vo lume(v), ve h/h 16 25 26 53 13 1 171 21 277 289 25 60 62 Grp Sa t Flow(s),veh/hnn 1381 1378 1376 1691 1687 1503 1723 171 9 1793 1587 1583 1599 Q Serve(g _s), s 0.5 0.6 0.7 1.4 2.7 4.2 0.5 5.8 5.9 0.7 1.2 1.2 Cycle Q Clea r(g_c), s 0.5 0.6 0.7 1.4 2.7 4.2 0.5 5.8 5.9 0.7 1.2 1.2 Prop In Lane 1.00 0.31 1.00 1.00 1.00 0.05 1.00 0.24 Lane Grp Ca p(c), veh/h 22 34 8 348 73 472 42 0 35 561 585 38 522 527 V/C Ra ti o(X) 0.72 0.07 0.08 0.73 0.28 0.4 1 0.59 0.49 0.49 0.66 0.1 1 0.12 Avai l Ca p(c_a), ve h/h 917 1525 1522 1123 1867 1663 11 44 1902 1984 1054 1752 1769 HCM Platoo n 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 Ups trea m Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.1 12.9 12.9 21 .4 12.7 13.2 21 .9 12.2 12.2 21.9 10.5 10.6 Iner Delay (d2), s/ve h 35.0 0.3 0.3 13.0 1.2 2.3 14.9 1.0 0.9 17.9 0.1 0.1 In itial Q De lay(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 %i le BackOfQ(50%),ve hnn 0.4 0.3 0.3 0.9 1.4 2.0 0.4 2.9 3.0 0.5 0.5 0.6 LnG rp De lay(d).s/veh 57.2 13.2 13.2 34.3 13.9 15.5 36.8 13.2 13.1 39.8 10.7 10 .7 Ln G~ LOS E B B C B B D B B D B B Approach Vo l, veh/h 67 355 587 147 Approach De lay, s/veh 23 .7 17.7 14.0 15.6 Approach LOS C B B B [!mer 1 2 3 4 5 6 7 8 Ass igned Phs 1 2 3 4 5 6 7 8 Phs Du ra ti on (G+Y+Rc), s 5.1 18.8 5.9 15.4 4.9 18.9 4.7 16.6 Change Pe riod (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setti ng (Gmax), s 30.0 50.0 30.0 50.0 30.0 50.0 30.0 50.0 Max Q Clear Ti me (g_c +l 1), s 2.7 7.9 3.4 2.7 2.5 3.2 2.5 6.2 Gree n Ext Time (p_c}, s 0.0 6.8 0.1 6.5 0.0 6.8 0.0 6.4 ntersection Summa HCM 20 10 Ctrl Delay 15.9 HCM 2010 LOS B IKEA Renton Syn chro 8 Report AM Peak-20 14 Existing Lanes, Volumes, Timings 4: 80th Ave S /Oakesdale Ave SW & SW 43rd St 6/2 7/2 014 _,J ---+ ..... ~ ~ '-~ t I" \. ! ..,, ESL EBT EBR WBL WBT WBR NBL NBT NBR S8L SBT Lane Configurations , tt+ , +t+ , +t+ , +t+ Volume (v ph) 203 343 79 53 921 186 91 257 22 30 80 106 Id eal Fl ow (vphp l) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 125 0 200 0 200 0 Storage Lan es 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Tu rn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 35 35 Link Distance (ft) 437 2206 416 1011 Travel Tim e (s) 8.5 43.0 8.1 19.7 Con fl. Peds . (#/hr) 4 2 2 4 2 2 2 2 Pea k Hour Factor 0.91 0.91 0.9 1 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Veh icles(%) 7% 7% 7% 5% 5% 5% 10% 10 % 10% 13% 13% 13% Shared Lane Traffi c(%) Turn Type pm+pt NA pm+pt NA pm +p t NA pm +pt NA Prote cted Ph ases 5 2 1 6 3 8 7 4 Per mitted Pha ses 2 6 8 4 Detector Phase 5 2 1 6 3 8 7 4 Sw itch Phase Minimum In itia l (s) 4.0 6.0 5.0 6.0 5.0 5.0 5.0 5.0 Minimum Spl it (s) 8.0 31.5 9.0 31.5 9.0 30 .0 9.0 31.0 Tota l Split (s) 18.0 56.0 27.0 65.0 15.0 32.0 15.0 32.0 Tota l Sp lit (%) 13.8% 43 .1% 20 .8% 50.0% 11.5% 24.6% 11 .5% 24 .6% Ye llow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.0 0.5 0.0 0.5 0.0 0.0 0.0 0.0 Los t Tim e Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead La g Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-M in Min Min None None ntersection Summ Area Type: Other Cycle Length : 130 Actuated Cycle Length : 130 Offse t: 89 (68%), Re ferenced to pha se 2:EBTL and 6:WB TL , Start of Green Natural Cycle : 85 Co ntrol Type : Ac tu ated -Coord inat ed 4: 80th Ave S/Oa kesdale Ave SW & SW 43rd St ~2 R ~ 06 IKEA Renton Synchro 8 Report AM Peak -2014 Existing HCM 2 010 Sign a li z ed Inters ection Summary 4 : 8 0th Ave $/Oa kesdale Ave SW & SW 43rd St 6/27/20 14 .,J -+ ..... f +-'-~ t ~ '. l .,, EBL EBT EBR WBL WBT WBR NBL NBT NBR SSL SST s Lane Co nfi gura ti ons 'i tt. 'i tt. 'i tf. 'i tt. Vol ume (veh/h) 203 343 79 53 92 1 186 91 257 22 30 80 106 Number 5 2 12 1 6 16 3 8 18 7 4 14 In iti al Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bi ke Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Fl ow , veh/h/l n 177.6 177.6 190 .0 181.0 181.0 190.0 172.7 172.7 190.0 168.1 168.1 190.0 Adj Fl ow Rate, veh/h 223 377 87 58 101 2 204 100 282 24 33 88 11 6 Ad j No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Facto r 0.91 0.9 1 0.9 1 0.9 1 0.9 1 0.9 1 0.9 1 0.9 1 0.91 0.9 1 0.9 1 0.9 1 Percent Heavy Ve h, % 7 7 7 5 5 5 10 10 10 13 13 13 Cap, ve h/h 356 1539 351 591 1490 300 272 575 49 227 234 209 Arri ve On Green 0.08 0.56 0.56 0.06 0.69 0.69 0.07 0.19 0.19 0.03 0.1 5 0.15 Sa t Fl ow, ve h/h 169 1 272 8 623 1723 2852 574 1645 3063 259 160 1 159 7 1423 Grp Vo lum e(v), ve h/h 223 232 23 2 58 609 607 100 150 156 33 88 116 Grp Sat Flow(s),veh/h/l n 1691 1687 1664 1723 17 19 1707 164 5 164 1 168 1 160 1 159 7 1423 Q Serve(g _s), s 5.3 6.5 6.6 1.4 19.2 19.3 4.6 7.7 7.8 1.6 4.7 7.1 Cycle Q Clear(g_c), s 5.3 6.5 6.6 1.4 19.2 19.3 4.6 7.7 7.8 1.6 4.7 7.1 Prop In Lane 1.00 0.37 1.00 0.34 1.00 0.15 1.00 1.00 Lane Grp Cap(c), ve h/h 356 952 939 59 1 898 892 272 308 315 227 234 209 V/C Ratio(X) 0.63 0.24 0.25 0.10 0.68 0.68 0.37 0.49 0.49 0.15 0.38 0.56 Ava il Ca p(c_a), ve h/h 467 952 939 942 1108 1100 346 490 50 1 365 477 425 HCM Platoo n Ra ti o 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.0 0 1.00 1.00 Upstrea m Fil ter(!) 1.00 1.00 1.00 0.48 0.48 0.48 1.00 1.00 1.00 1.00 1.00 1.00 Unifo rm De lay (d), s/ve h 12.5 10.3 10 .4 9.1 9.8 9.8 29 .5 34.1 34.1 32 .5 36.2 37.2 In er Delay (d2), s/veh 2.6 0.6 0.6 0.0 2.0 2.1 1.2 1.7 1.7 0.4 1.4 3.3 In itia l 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 %il e BackOfQ(50%),ve h/l n 2.9 3.2 3.2 0.7 9.4 9.4 2.2 3.6 3.7 0.7 2.1 3.0 Ln Grp Delay(d),s/veh 15.1 10 .9 11 .0 9.2 11 .8 11 .8 30.6 35 .8 35.8 32.9 37.6 40.5 Ln G~ LOS B B B A B B C D D C D D Approa ch Vo l, veh/h 68 7 1274 406 237 Approach Delay, s/veh 12.3 11.7 34 .5 38.4 Approa ch LOS B B C D 1mer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.9 93.6 10.7 17.8 11 .8 89 .7 6.9 21.6 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Setti ng (G max), s 23 .0 51.5 11.0 28 .0 14.0 60.5 11 .0 28 .0 Max Q Clear Time (g _c+l1 ), s 3.4 8.6 6.6 9.1 7.3 21.3 3.6 9.8 Green Ext Time (p_c), s 0.2 29.5 0.1 3.9 0.5 27 .7 0.0 3.9 · ntersection HCM 20 10 Ctrl Delay 17.8 HCM 20 10 LOS B IK EA Ren ton Syn chro 8 Rep ort AM Peak -20 14 Ex ist ing Lanes, Volum es, Timing s 5: Lind Ave SW & SW 4 3 rd St 6/27/2014 .,> _. ..... f +-'-~ t ,,. \. l .; µneGroup EBL E8T EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Confi gurations ' tf+ ' tf+ ' f+ ' 4 '(' Vo lume (vph) 88 280 11 7 1164 451 23 32 2 65 9 70 Ideal Flow (v ph pl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft ) 200 0 100 0 75 0 200 0 Storage Lanes 1 0 1 0 1 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Lin k Speed (m ph ) 35 35 35 35 Li nk Di sta nce (ft) 2206 982 42 4 1004 Trave l Time (s) 43.0 19.1 8.3 19.6 Confl . Peds. (#/h r) 1 2 3 Pe ak Hou r Fa cto r 0.91 0.91 0.91 0.91 0.91 0.9 1 0.91 0.91 0.91 0.9 1 0.9 1 0.91 Heavy Vehicles(%) 10% 10 % 10% 4% 4% 4% 23 % 23% 23% 17% 17% 17% Shared Lane Traffic(%) 43% Tum Type Pro t NA Prot NA Spl it NA Sp lit NA Perm Protected Ph ases 5 2 1 6 4 4 8 8 Perm itte d Phases 8 Detector Ph ase 5 2 6 4 4 8 8 8 Switch Ph ase Minimum Initi al (s) 4.0 10.0 4.0 10.0 4.0 4.0 4.0 4.0 4.0 Minimum Sp lit (s ) 8.5 31.0 8.5 28.0 25 .5 25.5 24.5 24.5 24 .5 Total Sp lit (s) 15.0 60.0 17.0 62 .0 27.0 27.0 26.0 26.0 26 .0 Total Sp lit(%) 11.5% 46.2 % 13.1% 47.7 % 20.8 % 20 .8% 20 .0% 20 .0% 20.0% Ye ll ow Time (s ) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.5 1.0 0.5 1.0 0.5 0.5 0.5 0.5 0.5 Lost Ti me Adj ust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Lost Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lea d/Lag Lead Lag Lead Lag Lead-Lag Optim ize ? Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None None Area Type: Othe r Cycle Length: 130 Ac tuated Cycle Length: 130 Offset: 100 (77%), Referenced to phase 2:E BT and 6:WBT. Start of Green Natural Cycle : 140 Co ntrol Ty pe: Actuated -Coordinated lse;:~nd Phases~ __:~i!:j Me SW & SW 43rd SI : / ,, I ~··t: r~ I ~OB IKEA Ren ton Synchro 8 Report AM Peak -2014 Existing HCM 2010 Signaliz ed Intersecti on Summa ry 5: Lind Ave SW & SW 43rd St 6/27/2 014 .,> -+ .... 'f ~ '-~ t !' '-. + .,' EBL EBT EBR WBL WBT WBR NBL NBT NB R SBl SBT Lane Co nfig uratio ns "i +t+ "i +f. "i f. "i 4 7' Vol ume (veh/h) 88 280 11 7 11 64 451 23 32 2 65 9 70 Num ber 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped -B ike Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parki ng Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, ve h/h/ln 172.7 172 .7 190 .0 182 .7 182.7 190 .0 154 .5 154 .5 190.0 162 .4 162 .4 162 .4 Adj Fl ow Rate, ve h/h 97 308 12 8 1279 496 25 35 2 78 0 0 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 2 0 1 Peak Hour Factor 0.9 1 0.91 0.91 0.91 0.9 1 0.9 1 0.9 1 0.9 1 0.9 1 0.9 1 0.9 1 0.91 Percent Heavy Veh, % 10 10 10 4 4 4 23 23 23 17 17 17 Ca p, veh /h 12 1 2067 80 14 1429 53 0 69 68 4 136 0 61 Arrive On Green 0.1 5 1.00 1.00 0.02 1.00 1.00 0.05 0.05 0.05 0.04 0.00 0.00 Sat Fl ow, veh/h 164 5 3221 125 1740 24 78 920 1471 1446 83 3093 0 1380 Grp Vol ume(v), ve h/h 97 156 164 8 879 896 25 0 37 78 0 0 Grp Sa t Fl ow(s),veh/h/l n 1645 164 1 170 5 1740 173 6 1663 1471 0 1529 1547 0 1380 Q Serve(g_s), s 4.1 0.0 0.0 0.3 0.0 0.0 1.2 0.0 1.7 1.8 0.0 0.0 Cyc le Q Cl ear(g_c), s 4.1 0.0 0.0 0.3 0.0 0.0 1.2 0.0 1.7 1.8 0.0 0.0 Prop In Lane 1.00 O.Q? 1.00 0.55 1.00 0.05 1.00 1.00 Lane Grp Ca p(c), veh /h 121 1053 1094 14 1001 959 69 0 72 136 0 61 V/C Ra ti o(X) 0.80 0.15 0.15 0.56 0.88 0.94 0.36 0.00 0.51 0.57 0.00 0.00 Ava il Cap(c_a), ve h/h 242 1262 1312 304 1384 1325 463 0 481 930 0 415 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstrea m Filter(!) 0.98 0.98 0.98 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 0.00 Uniform De lay (d), s/ve h 30 .0 0.0 0.0 35.0 0.0 0.0 33.0 0.0 33.3 33.5 0.0 0.0 Iner De lay (d2), s/ve h 11 .4 0.3 0.3 3.1 1.1 2.3 3.1 0.0 5.5 3.7 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%),vehnn 2.2 0.1 0.1 0.2 0.3 0.6 0.5 0.0 0.8 0.8 0.0 0.0 LnGrp Delay (d),s/ve h 41 .4 0.3 0.3 38 .1 1.1 2.3 36.1 0.0 38 .8 37 .2 0.0 0.0 Ln G!E LOS D A A D A A D D D Approa ch Vo l, veh/h 417 1783 62 78 App roach Delay, s/veh 9.9 1.9 37.7 37.2 Approach LOS A A D D [!mer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.1 109.4 7.9 9.8 104.7 7.7 Change Pe riod (Y+R c), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Gree n Se tt ing (Gmax), s 12.5 55.0 22.5 10.5 57.0 21.5 Max Q Clea r Time (g _c+l 1 ), s 2.3 2.0 3.7 6.1 2.0 3.8 Green Ext Time (p_c), s 0.0 38.2 0.2 0.1 39.2 0.2 ~ntersection Summa~ HCM 20 10 Ct r1 Delay 5.4 HCM 2010 LOS A Otes User approved volume ba lancing among the lanes fo r turning movement. IKEA Re nton Synchro 8 Report AM Peak -20 14 Ex is ting La nes , Volumes, Timings 6: E Val lel Rd & SW 4 1st St/SR-16 7 SB Off Ram e 6/27/20 14 ~ --+ ~ ~ ,._ ..._ ~ t ~ \. + ..-' EBL EBT EBR W8L WBT WBR NBL NBT NBR SBL SST SB Lane Co nfiguratio ns "I t .,, "I +t~ "I t .,, "I t~ Volume (vph ) 9 52 12 493 305 103 37 477 225 59 56 9 Ideal Flow (vph pl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Sto rage Length (ft) 200 0 500 0 200 0 200 0 Storage Lanes 1 1 1 0 1 1 1 0 Tape r Length (ft ) 25 25 25 25 Righ t Turn on Red Yes Yes Yes Yes Li nk Speed (mph ) 25 30 35 35 Link Di stance (ft) 1359 755 466 322 Trave l Ti me (s) 37.1 17.2 9.1 6.3 Confl. Peds . (#/hr) 2 Peak Hour Facto r 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Ve hicles(%) 22% 22% 22% 5% 5% 5% 9% 9% 9% 22% 22% 22% Shared Lane Traffic(%) 39% Tum Type Sp lit NA Perm Spli t NA Prot NA Perm Prot NA Protected Ph ases 6 6 2 2 7 4 3 8 Permitted Phases .6 4 Detecto r Ph ase 6 6 6 2 2 7 4 4 3 8 Sw itch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 Minimum Split (s) 29.0 29.0 29 .0 30.0 30.0 8.0 33.0 33 .0 8.0 10.0 Total Sp lit (s) 30.0 30.0 30 .0 42 .0 42.0 18.0 45.0 45 .0 13.0 40.0 To tal Split(%) 23 .1 % 23.1 % 23.1% 32 .3% 32 .3% 13.8% 34 .6% 34.6 % 10.0% 30 .8% Ye ll ow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 Lost Time Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Ti me (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lea d Lag Lag Lead Lag Lead -L ag Optimize? Yes Yes Yes Yes Yes Reca ll Mode None None None Max Max None C-Min C-M in None C-Min ntersection Slnma Area Type: Othe r Cycle Length : 130 Actu ated Cycle Length: 130 Offset: 52 (40%), Refe renced to phase 4:NB T and 8:SBT, Start of Green Natural Cycle: 100 Control Type : Actuated -Coo rdinated ls~:nd Phases 6: E Va ll et Rd & SW 41 st St/SR-167 SB Off Rame ,~ I ~., r t rn : ~" :, "i"I IKEA Renton Synchro 8 Report AM Peak -20 14 Exis ti ng H C M 20 10 Signalized Inters ection Summary 6 : E Valle~ Rd & SW 41 st St/SR-1 67 SB Off Rame 6/27/20 14 ~ _. .... "' +-' ~ t ~ '-.. i .; EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Con figu ratio ns "'i t .,, "'i 41+ "'i t .,, "'i tl+ Vo lum e (ve h/h) 9 52 12 493 305 103 37 477 225 59 56 9 Number 1 6 16 5 2 12 7 4 14 3 8 18 In itia l Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bi ke Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 155.7 155.7 155.7 181.0 181.0 190.0 174.3 174.3 174.3 155 .7 155.7 190.0 Adj Fl ow Rate, veh/h 10 55 0 319 61 1 110 39 50 7 69 63 60 10 Adj No. of Lanes 1 1 1 1 2 0 1 1 1 1 2 0 Pe ak Hour Facto r 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Ve h, % 22 22 22 5 5 5 9 9 9 22 22 22 Cap, veh/h 75 79 67 652 11 30 203 48 585 497 76 912 148 Arrive On Gree n 0.05 0.05 0.00 0.38 0.38 0.38 0.03 0.34 0.34 0.05 0.36 0.36 Sa t Fl ow, veh /h 1483 1557 1324 17 23 2988 537 166 0 1743 1482 1483 2548 415 Grp Vo lu me(v), veh/h 10 55 0 319 370 35 1 39 50 7 69 63 34 36 Grp Sat Fl ow(s),veh/h/l n 1483 1557 1324 1723 1810 171 5 1660 1743 1482 1483 148 0 1483 Q Serve(g _s), s 0.6 3.4 0.0 13.8 15.6 15.7 2.3 26 .7 3.2 4.1 1.5 1.6 Cycle Q Clea r(g_c), s 0.6 3.4 0.0 13.8 15.6 15.7 2.3 26.7 3.2 4.1 1.5 1.6 Prop In Lane 1.00 1.00 1.00 0.3 1 1.00 1.00 1.00 0.28 Lane Grp Ca p(c), veh/h 75 79 67 652 684 649 48 585 497 76 530 531 V/C Ra ti o(X) 0.13 0.69 0.00 0.49 0.54 0.54 0.81 0.87 0.14 0.82 0.06 0.07 Ava il Cap(c_a), veh/h 379 398 338 652 684 649 238 730 621 136 544 546 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 Filte r(!) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44 .4 45.7 0.0 23 .2 23.8 23.8 47 .2 30.5 22.7 46.0 20.6 20 .7 Iner De lay (d2), s/ve h 1.1 14.4 0.0 2.6 3.0 3.2 34.9 15.9 0.6 25.6 0.2 0.2 Initia l Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 1.8 0.0 7.0 8.4 8.0 1.5 15.4 1.4 2.2 0.6 0.7 LnGrp Delay(d),s/veh 45 .5 60.1 0.0 25 .8 26 .8 27.0 82 .2 46.3 23.2 71.6 20.9 20.9 LnG ~ LOS D E C C C F D C E C C Approach Vol, veh /h 65 1040 615 133 Approach Delay, s/veh 57.8 26.6 46.0 44.9 Approach LOS E C D D ,mer 1 2 3 5 6 7 8 Ass igned Phs 2 3 4 6 7 8 Phs Duratio n (G+Y+Rc), s 42.0 9.0 69.0 10.0 6.8 71.2 Change Period (Y+Rc), s 5.0 4.0 4.0 5.0 4.0 4.0 Max Green Se tting (Gmax), s 37.0 9.0 41.0 25.0 14.0 36 .0 Max Q Clear Time (g _c+l1 ), s 17.7 6.1 28 .7 5.4 4.3 3.6 Gree n Ext Tim e (p_c), s 7.9 0.0 4.1 0.3 0.1 6.2 ntersection Stnma HCM 20 10 Ctr! Delay 35.4 HCM 20 10 LOS D otes User approve d vol ume ba lancing among th e lanes fo r turning movement. !KEA Renton Syn chro 8 Report AM Peak -20 14 Exis tin g La nes, Volumes , Tim ing s 7 : E V allel Rd & SW 43rd St 6/30/2 01 4 .,> ---+ l' f +-'-~ t ~ \. ! .,, EBL EBT EBR WBL W8T WBR NBL NBT NBR SBL SBT SB Lane Configu ra tio ns "I ++ ., "I ·H .,, "I ti. "I +ff+ Vo lume (vph ) 40 222 93 98 1470 472 22 0 235 132 334 192 41 Idea l Fl ow (vp hpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Sto rage Length (ft) 200 50 0 200 50 150 0 300 0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Lin k Speed (mph) 35 35 40 35 Li nk Dista nce (ft) 982 10 12 454 640 Trave l Ti me (s) 19.1 19.7 7.7 12.5 Co nfl. Peds. (#/hr) 1 3 1 Pea k Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.9 5 0.95 Heavy Vehic les(%) 13% 13% 13% 2% 2% 2% 16% 16% 16% 6% 6% 6% Sha red Lane Traffic(%) 44% Turn Type Pro t NA Perm Prot NA Perm Sp li t NA Split NA Prote cted Pha ses 5 2 1 6 4 4 8 8 Permitted Ph ases 2 6 Detecto r Ph ase 5 2 2 1 6 6 4 4 8 8 Switc h Ph ase Mi ni mum Initial (s) 4.0 10.0 10.0 4.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split (s) 8.5 25.5 25.5 8.5 25.5 25 .5 23 .5 23 .5 21.0 21.0 Tota l Split (s) 27.0 70.0 70 .0 13.0 56 .0 56 .0 25.0 25 .0 22 .0 22.0 To tal Sp lit(%) 20.8% 53 .8% 53.8% 10.0% 43.1% 43.1 % 19.2% 19.2 % 16.9% 16.9% Yell ow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 1.0 1.0 Los t Tim e Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Reca ll Mode None C-M in C-M in None C-M in C-Mi n None None Min Min ntersection Summa Area Type: Other Cycle Length: 130 Actua ted Cycle Leng th: 130 Offset: 83 (64%), Refere nced to phase 2:EB T and 6:WBT, Start of Green Natural Cyc le: 100 Con trol Type : Actuated-Coo rdinated Seli ts and Phases: 7: E Valley Rd & SW 43rd St I ,., ,-,(·) i +-"l"l i~~ I ~OB l .,, os IKEA Ren ton Synchro 8 Report AM Peak -201 4 Existi ng H CM 2 010 Si g nalized Interse cti o n Summ a ry 7: E Valle~ Rd & SW 4 3rd St 6/30/2014 ,, "+ (' +-'-~ t !' '. ! ,.,, -+ ESL EBT EBR WBL WBT W8R NB[ NBT NBR SBL SBT Lane Configura ti ons ' +t .,, ' +t .,, "'i .,.~ "'i 4'~ Vol ume (v eh/h) 40 222 93 98 1470 472 220 235 132 334 192 41 Numbe r 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A _pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 1.00 1.00 1.00 Adj Sat Fl ow, ve h/h/ln 168.1 168.1 168.1 186 .3 186.3 186.3 163.8 163.8 190.0 179.2 179.2 190.0 Adj Fl ow Ra te, ve h/h 42 234 0 103 1547 32 1 232 247 139 402 132 43 Adj No. of Lanes 1 2 1 1 2 1 1 2 0 2 1 0 Pea k Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.9 5 0.95 0.95 Percen t Heavy Veh , % 13 13 13 2 2 2 16 16 16 6 6 6 Ca p, ve h/h 52 1459 653 128 1756 784 264 329 179 471 179 58 Arr ive On Green 0.07 0.9 1 0.00 0.07 0.50 0.50 0.17 0.17 0.17 0.14 0.14 0.14 Sat Flow, ve h/h 1601 3195 1429 1774 3539 1580 1560 1947 1060 34 14 1295 422 Grp Vol ume(v), ve h/h 42 234 0 103 1547 321 232 196 190 402 0 175 Grp Sat Fl ow(s),veh/h/l n 160 1 1597 1429 1774 177 0 158 0 1560 1556 1451 1707 0 1717 Q Serve(g_s), s 2.9 0.8 0.0 6.4 44.1 14.5 16.3 13.5 14.1 13.0 0.0 11.0 Cycle Q Clear (g_c), s 2.9 0.8 0.0 6.4 44.1 14.5 16.3 13.5 14 .1 13.0 0.0 11 .0 Prop In La ne 1.00 1.00 1.00 1.00 1.00 0.73 1.00 0.25 Lane Grp Cap(c), veh/h 52 1459 653 128 175 6 784 264 263 245 47 1 0 237 V/C Ratio(X) 0.81 0.16 0.00 0.8 1 0.88 0.4 1 0.88 0.74 0.78 0.8 5 0.00 0.7 4 Ava il Cap(c_a), veh/h 32 0 1858 83 1 134 1756 784 284 283 264 515 0 259 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstr eam Fil ter(!) 0.99 0.99 0.00 0.58 0.58 0.58 1.00 1.00 1.00 1.00 0.00 1.00 Un iform De lay (d), s/veh 52 .3 2.7 0.0 51 .5 25.4 17.9 45 .7 44.5 44 .8 47.4 0.0 46.6 In er De lay (d2), s/ve h 32 .1 0.2 0.0 18.0 4.1 0.9 24.5 9.5 12.7 12.3 0.0 9.7 Initial Q De lay (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 o/oile Bac k0fQ(50%),ve h/ln 1.7 0.4 0.0 3.8 22 .5 6.5 8.8 6.5 6.5 6.9 0.0 5.9 LnG rp De lay(d),s/veh 84.4 2.9 0.0 69.4 29.5 18.8 70 .2 53 .9 57.5 59.7 0.0 56 .3 LnG!]2 LOS F A E C B E D E E E Approac h Vo l, veh/h 276 1971 618 577 Approach Delay, s/ve h 15.3 29.8 61.1 58.7 Ap proach LOS B C E E ,mer 1 2 3 4 5 6 7 8 Assig ned Phs 1 2 4 5 6 8 Phs Dura tion (G +Y+Rc), s 12.6 73.3 23.5 8.2 77.8 20.5 Cha nge Pe ri od (Y +Rc), s 4.5 4.5 4.5 4.5 4.5 5.0 Max Green Setting (Gmax), s 8.5 65 .5 20.5 22.5 51.5 17.0 Max Q Clear Time (g _c+l1 ), s 8.4 2.8 18.3 4.9 46.1 15.0 Gree n Ext Tim e (p_c), s 0.0 48.6 0.7 0.1 5.2 0.6 Intersection Summa HCM 20 10 Ctrl Delay 39 .1 HCM 2010 LOS D Notes User approved volume balancing among the lanes fo r tu rn ing movement. IKEA Renton Synchro 8 Report AM Peak -20 14 Exis ting La nes, Volume s, Timing s 8: SR-167 NB Off Rame/SR-167 On Rame & SW 43rd St 6/27/201 4 ..> -+ ...... f +-'-"' t ,,. \. i .,, E8L EBT EBR WBl WBT WBR NBL NBT NBR SBL SBT Lane Configura tions "'I ++ tt ., "'I 4 ., Volume (vph ) 81 591 0 0 1263 234 759 0 34 0 0 0 0 Idea l Flow (vph pl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Sto rage Len gth (ft) 500 0 0 500 500 0 0 0 Storag e Lanes 1 0 0 1 1 1 0 0 Ta pe r Length (ft ) 25 25 25 25 Right Tu rn on Red Yes Yes Yes Yes Lin k Speed (mph) 35 35 30 30 Lin k Dis tance (ft) 1012 533 776 482 Trave l Tim e (s) 19.7 10.4 17 .6 11.0 Co nfl . Pe ds. (#/hr) 5 1 Pea k Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles(%) 7% 7% 7% 2% 2% 2% 4% 4% 4% 0% 0% 0% Shared Lane Traffic(%) 50 % Tu m Type Prot NA NA Perm Split NA Perm Prote cted Pha ses 5 2 6 4 4 Permitted Phases 6 4 Detector Ph as e 5 2 6 6 4 4 4 Switc h Ph ase Min imum Initi al (s) 5.0 10.0 10.0 10.0 4.0 4.0 4.0 Minimum Split (s) 10.0 19.0 19.0 19.0 26 .0 26 .0 26.0 Total Split (s) 22 .0 85.0 63.0 63.0 45.0 45.0 45.0 Total Split(%) 16.9% 65.4% 48 .5% 48.5% 34.6% 34.6 % 34.6 % Ye llow Tim e (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Ti me Adju st (s ) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Los t Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lea d Lag Lag Lead -Lag Optimize? Ye s Yes Yes Reca ll Mode None C-Mi n C-Max C-Max None None None Area Type: Other Cycle Le ngth: 130 Actuated Cycle Length : 130 Offset: 50 (38%), Referen ce d to phase 2:EBT and 6:WBT, Sta rt of Green Natural Cycle : 65 Control Type: Ac tuated -Coordinated Se lits and Phases: 8: SR-167 NB Off Rame/S R-167 On Rame & SW 43 rd St I _..,n f +-" i"I r~ l ..> ~s IKEA Renton Synchro 8 Report AM Pea k -20 14 Ex isting H CM 2010 Sign a li zed Inte rsectio n Su m ma ry 8 : SR-1 67 NB Off Rame/SR-167 On Rame & SW 4 3rd St 6/27/2014 .,} --+ --.. f +-' ~ t ,,.. \. + .,, EBL EBT EBR WBl WBT WBR NBL NBT NBR SBL SBT SB Lane Configurat ions "I H H ,, "I 4' ,, Vol ume (veh/h) 81 591 0 0 1263 234 759 0 340 0 0 0 Number 5 2 12 1 6 16 7 4 14 In itia l Q (Q b), veh 0 0 0 0 0 0 0 0 0 Ped -Bik e Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Park in g Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sa t Flow, ve h/h/ln 177.6 177.6 0.0 0.0 186.3 186.3 182 .7 182 .7 182.7 Adj Fl ow Ra te, ve h/h 82 597 0 0 1276 236 767 0 0 Adj No . of Lanes 1 2 0 0 2 1 2 0 1 Peak Hour Facto r 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh , % 7 7 0 0 2 2 4 4 4 Ca p, veh/h 105 2141 0 0 1866 83 1 955 0 426 Arrive On Gree n 0.12 1.00 0.00 0.00 0.53 0.53 0.27 0.00 0.00 Sat Fl ow, ve h/h 1691 3463 0 0 3632 1576 34 80 0 1553 Grp Vo lume(v), veh/h 82 597 0 0 1276 236 767 0 0 Grp Sa t Flow(s),veh/hnn 1691 1687 0 0 1770 1576 1740 0 1553 Q Serve(g_s ), s 5.2 0.0 0.0 0.0 29 .3 9.2 22.6 0.0 0.0 Cyc le Q Cle ar(g_c), s 5.2 0.0 0.0 0.0 29.3 9.2 22 .6 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Ca p(c), ve h/h 10 5 2141 0 0 1866 83 1 955 0 426 V/C Rat io(X) 0.78 0.28 0.00 0.00 0.68 0.28 0.80 0.00 0.00 Avai l Cap(c_a), veh/h 261 2454 0 0 1866 83 1 1265 0 565 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstrea m Filte r(!) 0.84 0.84 0.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 47.5 0.0 0.0 0.0 19.2 14.5 37.1 0.0 0.0 Iner Delay (d2), s/ve h 20.0 0.3 0.0 0.0 2.1 0.9 4.2 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 %i le BackOfQ(50%),ve h/ln 3.0 0.1 0.0 0.0 14.7 4.2 11.4 0.0 0.0 LnGrp Delay(d),s/ve h 67.4 0.3 0.0 0.0 21.3 15.3 41.4 0.0 0.0 LnGre LOS E A C B D Approach Vol , veh /h 679 1512 767 Approach De lay, s/ve h 8.4 20.3 41.4 Approac h LOS A C D ,mer 1 2 3 4 5 6 7 8 Assigned Ph s 2 4 5 6 Phs Durati on (G+Y+Rc), s 94.8 35.2 11 .8 83.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Settin g (Gmax), s 80 .0 40.0 17.0 58 .0 Max Q Clear Ti me (g_c+l 1), s 2.0 24.6 7.2 31 .3 Gree n Ext Time (p_c), s 42.9 5.6 0.2 20.9 nterseclion Summa HCM 20 10 Ctrl Delay 23.1 HCM 20 10 LOS C otes Use r app roved vo lum e ba lanc ing among the lanes for turning movement. IKEA Ren ton Synchro 8 Report AM Peak -2014 Existing Lanes, Volumes, Timings 1: Oakesdale Ave SW & SW 41 st St 6/26/2014 .,> --+ .... f +-'-~ t I' ~ + .-' EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT s Lane Con fi guratio ns ~ .r .,, +11+ ., tl+ Volume (v ph) 4 23 25 129 5 49 3 22 0 127 102 554 2 Idea l Flow (vph pl ) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Sto ra ge Length (ft ) 0 0 0 0 0 0 200 0 Storage Lanes 0 0 0 1 0 0 1 0 Taper Length (ft) 25 25 25 25 Li nk Speed (m ph) 25 25 35 35 Li nk Distance (ft) 220 1250 1011 292 Travel Tim e (s ) 6.0 34.1 19.7 5.7 Peak Hour Fa cto r 0.91 0.91 0.91 0.9 1 0.91 0.9 1 0.9 1 0.91 0.91 0.91 0.91 0.9 1 Heavy Veh icles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic(%) Sign Contro l Stop Stop Fr ee Free ntersection Summa Area Type: Other Co ntrol Type: Un signal ized IKEA Rent on Synchro 8 Report PM Peak -20 14 Exi stin g HC M 2010 TWSC 1: Oakes dale Ave SW & SW 41 st St 6/26/2 014 nterseclion Int De lay, s/ve h 8.9 EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Vol, veh/h 4 23 25 129 5 49 3 22 0 127 102 554 2 Co nflicti ng Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Fre e Free Free Free RT Channelize d -None -None -None -None Sto rage Length 0 200 Veh in Media n Sto rage , # 0 0 0 0 Grade,% 0 0 0 0 Peak Hour Fa ctor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Ve hicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 4 25 27 142 5 54 3 242 140 112 609 2 Minor2 Minor1 Ma' Confli cti ng Flow All 964 1222 305 85 9 11 53 191 611 0 0 38 1 0 0 Stage 1 834 834 318 318 Stage 2 130 388 54 1 83 5 Critica l Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Crit ica l Hd wy Stg 1 6.5 5.5 6.5 5.5 Crit ical Hdwy Stg 2 6.5 5.5 6.5 5.5 Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 2.2 Pot Cap-1 Maneuve r 213 181 697 253 199 825 978 1189 Stage 1 333 386 673 657 Stage 2 866 612 498 386 Pla toon bl ocked , % Mov Cap-1 Maneuve r 180 163 69 7 198 180 825 978 1189 Mov Ca p-2 Mane uver 180 163 198 180 Stage 1 332 350 670 654 Stage 2 799 610 402 350 EB we NB SB HCM Contro l Delay. s 22.6 48.9 0.1 1.3 HCM LOS C E Mvmt NBL NBT NBR EBLn1WBLn 1WBLn2 SBL SBT SBR Capa ci ty (veh /h) 978 -26 1 197 825 1189 HCM Lane V/C Rati o 0.003 -0.2 19 0.747 0.065 0.094 HCM Co nt ro l De lay (s) 8.7 0 -22 .6 63 .3 9.7 8.3 HCM Lane LOS A A C F A A HCM 95th %tile Q(veh) 0 0.8 4.9 0.2 0.3 IKEA Renton Synchro 8 Report PM Peak -2014 Existing Lanes, Volumes, Timings 2: IKEA Dw~/Ra~mond Ave SW & SW 41st St 6/26/2014 .,, --+ ~ " +-~ ~ t ,... \. ! .,, EBL EBT EBR W8L WBT WBR NBL NBT NBR SBL SBT Lane Configurations 4~ 4~ ~ ~ Volume (vph) 10 270 5 1 120 3 4 0 14 19 0 61 Ideal Flow (vphp l) 1900 1900 1900 1900 1900 1900 1900 1900 190 0 1900 1900 1900 Link Speed (mph) 25 25 30 25 Link Dis tance (ft) 1250 936 241 298 Travel Time (s) 34.1 25.5 5.5 8.1 Pea k 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(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffi c(%) Sign Control Free Free Stop Stop Intersection Area Type: Other Control Type: Un sig naliz ed IKEA Renton Syn chro 8 Report PM Peak -20 14 Existing H CM 2 010 TWSC 2: IKEA Dwy/Raymond Ave SW & SW 41st St 6/26/20 14 ntersection Int Delay, s/veh 2.1 EBL EBT BR W8[ WBT WBR NBL NBT NBR SBL SBT Vo l, veh/h 10 270 5 1 120 3 4 0 14 19 0 61 Confiicti ng Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Cha nnel ize d -No ne -None -None -None Sto rage Length Ve h in Media n Stor age , # 0 0 0 0 Grade,% 0 0 0 0 Peak Hour Fac tor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Ve hi cl es, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 11 300 6 1 133 3 4 0 16 21 0 68 lnor Ma M ' Minor1 Minor2 Co nflicting Fl ow All 137 0 0 306 0 0 394 464 153 309 465 68 Stage 1 325 325 137 137 Sta ge 2 69 139 172 328 Cri tical Hdwy 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Cri tical Hdwy Stg 1 6.5 5.5 6.5 5.5 Cri ti cal Hdwy Sig 2 6.5 5.5 6.5 5.5 Foll ow-up Hdwy 2.2 2.2 3.5 4 3.3 3.5 4 3.3 Pot Ca p-1 Maneuver 1459 1266 545 498 872 626 498 988 Stage 1 667 653 858 787 Stage 2 939 785 819 651 Pla toon blocked,% Mov Cap-1 Maneuver 1459 1266 504 493 872 610 493 988 Mov Cap-2 Maneuver 504 493 610 493 Stage 1 661 647 850 786 Stage 2 874 784 797 645 roach EB WB NB SB HCM Con tro l Delay, s 0.3 0.1 9.9 9.7 HCM LOS A A Mvrnt NBLn1 EB L EBT EBR WBL WBT WBRSBLn1 Capacity (ve h/h) 750 1459 -1266 -86 1 HCM Lane V/C Ra ti o 0.02 7 0.008 -0.00 1 -0.1 03 HCM Contro l Delay (s) 9.9 7.5 0 7.8 0 9.7 HCM Lane LOS A A A A A A HCM 95th %ti le Q(veh) 0.1 0 0 0.3 IKEA Re nton Syn chro 8 Report PM Peak -2014 Ex isting L a nes, Volumes , Ti m ing s 3 : Lind Ave SW & SW 4 1st St 6/26/201 4 .,J ""t 'f +-'-~ t ,... '-.. + .,, ...... Group EBL EBT EBR WBL WBT W8R NBL NBT NBR SBL SBT SB Lane Co nfi gu rati ons "l +t+ "l +t+ "l tf+ "l +t+ Vol ume (vph ) 31 216 103 38 87 34 30 156 46 185 48 1 26 Ideal Flow (vph pl) 1900 1900 190 0 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 200 0 20 0 0 200 0 Storage Lanes 1 0 1 0 1 0 1 0 Tape r Length (ft) 25 25 25 25 Rig ht Turn on Red Yes Yes Yes Yes Link Speed (mph ) 25 25 35 35 Li nk Di stance (ft) 936 1359 1004 421 Trave l Time (s) 25.5 37.1 19.6 8.2 Confl . Peds . (#/hr) 1 2 5 2 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 0.9 0 Heavy Veh icles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared La ne Traffi c(%) Turn Type Prot NA Pro t NA Prot NA Prot NA Protec ted Ph ases 7 4 3 8 5 2 1 6 Permi tted Phases Detector Ph ase 7 4 3 8 5 2 6 Switch Phase Mini mum Initia l (s) 4.0 10.0 4.0 10.0 4.0 5.0 4.0 5.0 Minimum Split (s) 8.0 23 .0 8.0 23.0 8.0 23.0 8.0 23 .0 Total Split (s) 34 .0 54 .0 34.0 54 .0 34 .0 54.0 34.0 54 .0 Total Split (%) 19.3 % 30 .7% 19.3% 30.7% 19.3% 30.7 % 19.3% 30.7% Ye ll ow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lo st Time Adj ust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Tim e (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead /La g Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize ? Ye s Yes Ye s Ye s Yes Ye s Ye s Yes Reca ll Mode None None None None No ne None None None ntersection SU Area Type: Other Cycle Length : 176 Actuated Cycle Length : 62 .6 Natur al Cycle : 65 Con trol Type : Actuated -U ncoordin ated 3: Lind Ave SW & SW 41 st St t 02 'ff13 --+p4 .> fj] +-~8 IKEA Renton Synchro 8 Repo rt PM Pe ak -20 14 Exis ti ng HC M 2010 Signalized Interse ction Summ ary 3: Lind Ave SW & SW 41st St 6/26/201 4 .,> ---+ ..... ~ +-' ~ t ~ \. + <fl' EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL: SBT Lane Config urations "i +l+ "i +t+ "i +t+ "I +t+ Vo lume (veh/h) 31 216 103 38 87 34 30 156 46 185 481 26 Number 7 4 14 3 8 18 5 2 12 1 6 16 In itia l Q (Qb), ve h 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 0.99 1.00 1.00 Park ing Bu s, 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 Ad j Sa t Flow, veh/h/ln 190.0 190.0 190.0 190.0 190.0 190 .0 190 .0 190.0 190.0 190.0 190.0 190.0 Adj Fl ow Rate, veh/h 34 240 114 42 97 38 33 173 51 206 534 29 Ad j No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Facto r 0.90 0.90 0.90 0.90 0.90 0.90 0.9 0 0.90 0.90 0.90 0.90 0.90 Perce nt Heavy Ve h, % 0 0 0 0 0 0 0 0 0 0 0 0 Cap , ve h/h 53 680 313 62 741 277 52 665 190 270 1256 68 Arrive On Green 0.03 0.28 0.28 0.03 0.29 0.29 0.03 0.2 4 0.24 0.15 0.36 0.36 Sat Fl ow, ve h/h 1810 24 03 1106 1810 2573 960 1810 2768 792 18 10 3482 189 Grp Vo lu me(v), veh/h 34 178 176 42 67 68 33 11 1 113 206 276 287 Grp Sat Fl ow(s),ve h/h/l n 1810 1805 1704 1810 1805 1728 1810 1805 1754 1810 1805 1866 Q Serve(g _s), s 1.0 4.3 4.5 1.3 1.5 1.6 1.0 2.7 2.9 6.0 6.3 6.3 Cycle Q Clea r(g_c), s 1.0 4.3 4.5 1.3 1.5 1.6 1.0 2.7 2.9 6.0 6.3 6.3 Prop In Lane 1.00 0.65 1.00 0.56 1.00 0.45 1.00 0.10 Lan e Grp Ca p(c), veh/h 53 51 1 482 62 52 0 498 52 434 422 270 651 673 V/C Rat io(X) 0.64 0.35 0.36 0.67 0.13 0.14 0.63 0.26 0.27 0.76 0.42 0.43 Ava il Cap(c_a), ve h/h 994 1653 156 0 994 1653 1583 994 1653 1607 994 1653 1709 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 Filt er(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform De lay (d), s/veh 26.2 15.6 15.6 26 .1 14.4 14.4 26.2 16.8 16.8 22.3 13.2 13.2 Iner Delay (d2), s/veh 11.9 1.5 1.7 11 .8 0.4 0.5 11.9 0.4 0.5 4.5 0.6 0.6 Init ial 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%),ve h/1n 0.7 2.3 2.3 0.8 0.8 0.8 0.7 1.4 1.4 3.3 3.3 3.4 Ln Grp De lay(d),s/veh 38.1 17.0 17.3 37.9 14 .8 14.9 38.2 17.2 17.3 26.8 13.8 13.8 LnG~ LOS D B B D B B D B B C B B Approach Vol, veh/h 388 177 257 769 Approach Delay, s/veh 19.0 20.3 20 .0 17.3 Approach LOS B C B B ,mer 1 2 3 4 5 6 7 8 Ass igned Phs 1 2 3 4 5 6 7 8 Ph s Du ratio n (G+Y+Rc), s 12.1 17.1 5.9 19.5 5.6 23.7 5.6 19.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Sett in g (Gmax), s 30.0 50.0 30.0 50 .0 30.0 50.0 30.0 50.0 Max Q Clear Tim e (g_c+l1), s 8.0 4.9 3.3 6.5 3.0 8.3 3.0 3.6 Gree n Ext Tim e (p_c), s 0.5 7.9 0.1 8.9 0.1 7.9 0.1 9.0 ntersection Sll1Ulla HCM 20 10 Ct r! Delay 18.5 HCM 20 10 LOS B IK EA Re nton Synchro 8 Report PM Peak· 20 14 Ex isting Lanes, Volumes, Timings 4 : 80th Ave S/Oakesdale Ave SW & SW 43rd St 6/26/20 14 ~ -+ ..... f +-..... ~ t I' '-. i .-' EBL EST EBR WBL WBT NBT NBR SSL SST Lane Con fi gurat ions lj tt+ lj tt+ tt+ lj tt+ Volume (v ph) 159 977 105 48 806 44 94 106 63 140 321 243 Id ea l Fl ow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 125 0 200 0 200 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 35 35 Li nk Distance (ft) 437 2206 416 1011 Travel Time (s) 8.5 43 .0 8.1 19 .7 Co nfl. Ped s. (#/hr) 1 1 2 1 1 2 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Veh icles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffi c (%) Turn Type pm+pt NA pm+pt NA pm +pt NA pm+pt NA Prot ected Ph ases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 De tector Phase 5 2 1 6 3 8 7 4 Swi tch Phase Minimum Initial (s) 4.0 6.0 5.0 6.0 5.0 5.0 5.0 5.0 Minimum Split (s) 8.0 31.5 9.0 31.5 9.0 30 .0 9.0 31.0 Total Split (s) 15.0 62.0 22.0 69.0 17.0 35.0 16.0 34.0 Total Sp lit (%) 11.1 % 45.9% 16.3% 51.1% 12.6% 25.9% 11 .9% 25.2 % Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Tim e (s) 0.0 0.5 0.0 0.5 0.0 0.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Lo st Time (s) 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lea d La g Lea d Lag Lead-Lag Optim ize? Yes Yes Ye s Yes Yes Yes Yes Yes Reca ll Mode None C-M in None C-Min Min Min None None ntersection Area Type: Other Cyc le Length: 135 Actuated Cycle Length: 135 Offset: 89 (66 %), Referenc ed to phase 2:E BTL and 6:WBTL, Start of Green Natura l Cycle: 85 Co ntro l Type: Actuated-Coordinated S lit s and Ph ases : 4: 80t h Av e $/Oakesda le Ave SW & SW 43rd St +~ +-~ R '-.;o t ~8 IKE A Ren to n Synchro 8 Report PM Peak -2014 Ex isting HCM 2010 Signaliz ed Intersecti o n Su mmary 4 : 80th Ave S/Oakesda le Ave SW & SW 43rd St 6/26/201 4 .,) ....... ~ ~ ~ ' ~ t ,,. '. + .,, EBL EBT EBR WBL WBT WBR NBL NBT NBR SBl SBT Lane Configura tio ns "I -tf. "I -tlt "I -tlt "I -tlt Vo lu me (veh/h) 159 977 105 48 806 44 94 106 63 140 321 243 Number 5 2 12 1 6 16 3 8 18 7 4 14 In iti al Q (Q b), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped -B ike Adj (A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parkin g Bu s, Ad j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 1.00 Adj Sat Fl ow, veh/hnn 190 .0 190.0 190.0 190.0 190.0 190 .0 190 .0 190 .0 190 .0 190 .0 190.0 190.0 Adj Flow Rate, veh/h 169 1039 112 51 857 47 100 11 3 67 149 34 1 259 Adj No . of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Facto r 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percen t Heavy Ve h, % 0 0 0 0 0 0 0 0 0 0 0 0 Cap , ve h/h 478 1672 180 277 1666 91 240 473 263 423 455 339 Arrive On Green 0.07 0.5 1 0.5 1 0.07 0.96 0.96 0.06 0.21 0.21 0.08 0.23 0.23 Sat Fl ow, ve h/h 1810 3288 354 1810 34 80 191 181 0 2238 124 3 1810 1972 1470 Grp Vo lume(v), ve h/h 169 570 581 51 444 460 100 90 90 149 312 288 Grp Sat Fl ow(s),veh/hA n 1810 1805 1837 1810 1805 1866 1810 1805 1676 1810 1805 1636 Q Serve(g_s), s 4.7 23.4 23.4 1.4 2.1 2.1 4.4 4.3 4.6 6.5 16.6 17.0 Cycle Q Clea r(g_c), s 4.7 23.4 23.4 1.4 2.1 2.1 4.4 4.3 4.6 6.5 16.6 17.0 Prop In Lane 1.00 0.19 1.00 0.10 1.00 0.74 1.00 0.90 Lane Grp Cap (c), ve h/h 478 918 934 277 864 894 240 38 1 354 423 417 378 VIC Rati o(X ) 0.35 0.62 0.62 0.18 0.51 0.51 0.42 0.24 0.26 0.35 0.75 0.76 Avai l Cap(c_a), ve h/h 550 1006 1024 525 11 28 11 66 353 54 2 504 483 525 476 HCM Platoo n Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstrea m Fil ter(I) 1.00 1.00 1.00 0.89 0.89 0.89 1.00 1.0 0 1.00 1.0 0 1.00 1.00 Unifo rm Delay (d ), s/veh 11 .3 18.2 18.2 14.1 1.2 1.2 30.0 33.8 33.9 28 .1 36.9 37.1 Iner Delay (d 2), s/veh 0.6 3.2 3.1 0.4 1.9 1.9 1.6 0.4 0.5 0.7 5.4 6.6 Initial Q Delay(d3),s/ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o/o il e BackOfQ(50%),veh/ln 2.4 12.4 12.6 0.7 1.1 1.1 2.3 2.2 2.2 3.4 8.8 8.4 LnG rp De lay(d),s/ve h 11.9 21.4 21.3 14.5 3.1 3.1 31.6 34 .2 34.5 28.8 42.2 43.6 Ln G~ LO S B C C B A A C C C C D D Approach Vo l, veh/h 1320 955 280 749 Ap proach Delay, s/veh 20.1 3.7 33 .4 40.1 Approac h LOS C A C D ,mer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Durati on (G+Y+Rc), s 7.8 88.8 10.5 27 .8 10.9 85.7 12.6 25.8 Change Pe ri od (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Gree n Setting (Gmax), s 18.0 57.5 13.0 30 .0 11.0 64.5 12.0 31 .0 Max Q Clear Ti me (g _c+l1 ), s 3.4 25.4 6.4 19.0 6.7 4.1 8.5 6.6 Gree n Ext Tim e (p_c), s 0.1 27.0 0.2 4.7 0.2 45.1 0.2 7.1 ntsrsection Sllllma HCM 20 10 Ctrl Delay 21.0 HCM 20 10 LOS C IK EA Re nton Sy nchro 8 Report PM Peak -20 14 Ex isting La ne s , Volum es, Timing s 5: Lind Ave SW & SW 43rd St 6/26 /20 14 .,> --+ --.. "" +-' ...,. t !' '. l ..; EBL EBT EBR W8L WBT WBR NBL NBT NBR SBL SBT s Lane Config uratio ns "i t~ "i ti. "i f. "i .r .,, Vo lum e (v ph) 58 1020 37 21 781 126 24 22 26 438 21 150 Ideal Flow (v ph pl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft ) 200 0 100 0 75 0 200 0 Storage Lanes 1 0 1 0 1 0 1 1 Tape r Lengt h (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Li nk Spee d (mph) 35 35 35 35 Li nk Di stance (ft ) 2206 982 424 1004 Tra vel Tim e (s) 43.0 19.1 8.3 19.6 Con fl. Peds . (#/hr) 2 3 Pea k Hour Facto r 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Veh icles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffi c(%) 48% Turn Type Pro t NA Prot NA Sp lit NA Sp lit NA Perm Protected Ph ases 5 2 1 6 4 4 8 8 Pe rmitt ed Phases 8 Detecto r Ph as e 5 2 6 4 4 8 8 8 Sw itch Pha se Minim um Initial (s) 4.0 10.0 4.0 10.0 4.0 4.0 4.0 4.0 4.0 Minimum Sp lit (s) 8.5 31.0 8.5 28 .0 25.5 25.5 24.5 24.5 24.5 Total Sp lit (s) 15.0 65.0 17.0 67 .0 27.0 27.0 26.0 26 .0 26.0 Tota l Sp lit (%) 11 .1% 48.1% 12.6 % 49 .6% 20 .0% 20 .0% 19.3% 19.3% 19.3% Ye ll ow Tim e (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.5 1.0 0.5 1.0 0.5 0.5 0.5 0.5 0.5 Lost Tim e Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead La g Lead-Lag Optimize? Ye s Yes Yes Yes Reca ll Mode None C-M in None C-M in None None None None None ntersection Summary Area Type: Other Cycle Length : 135 Actuated Cyc le Lengt h: 135 Offset: 52 (39%), Referenced to phase 2:EBT and 6:WB T, Start of Green Natu ral Cycle : 90 Co ntro l Type : Actuated-Coordi nated Selits and Phases: 5: Lind Ave SW & SW 43 rd St I~" }-T r~ I ~08 .,> 05 I 06 t IKEA Re nton Synchro 8 Report PM Pea k -20 14 Exi sting HCM 2010 Signalized Intersection Summary 5: Lind Ave SW & SW 43rd St 6/26/2014 ~ -+ -... f +-' ~ t ~ '-. ! .-' McMlment EBL EST EBR WBl WBT WBR NBL NBT NBR SSL SBT SB Lane Configurations , tf+ , tf+ , f+ , 4' .,, Volume (veh/h) 58 1020 37 21 781 126 24 22 26 438 21 150 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow , veh/h/ln 190.0 190.0 190.0 190.0 190.0 190.0 190 .0 190.0 190.0 190.0 190.0 190.0 Adj Flow Rate, veh/h 62 1085 39 22 831 134 26 23 28 482 0 94 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 2 0 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh , % 0 0 0 0 0 0 0 0 0 0 0 0 Cap, veh/h 81 1943 70 34 1623 262 96 41 50 606 0 271 Arrive On Green 0.04 0.55 0.55 0.04 1.00 1.00 0.05 0.05 0.05 0.17 0.00 0.17 Sat Flow, veh/h 1810 3555 128 1810 3114 502 1810 773 941 3619 0 1615 Grp Vo lum e(v), veh/h 62 551 573 22 482 483 26 0 51 482 0 94 Grp Sat Flow(s),veh/h/ln 1810 1805 1877 1810 1805 1811 1810 0 1715 1810 0 1615 Q Serve(g _s), s 2.9 17.3 17.3 1.0 0.0 0.0 1.2 0.0 2.5 11.1 0.0 4.5 Cycle Q Clear(g_c), s 2.9 17.3 17.3 1.0 0.0 0.0 1.2 0.0 2.5 11.1 0.0 4.5 Prop In Lane 1.00 0.07 1.00 0.28 1.00 0.55 1.00 1.00 Lane Grp Cap(c), veh/h 81 987 1026 34 941 944 96 0 91 606 0 271 V/C Ratio(X) 0.77 0.56 0.56 0.64 0.51 0.51 0.27 0.00 0.56 0.80 0.00 0.35 Avail Cap(c_a), veh/h 219 1250 1300 261 1292 1296 470 0 445 898 0 401 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.81 0.67 0.67 0.67 1.00 0.00 1.00 0.93 0.00 0.93 Uniform Delay (d), s/veh 41.0 12.8 12.8 41.4 0.0 0.0 39.4 0.0 40.0 34.6 0.0 31.9 Iner Delay (d2), s/veh 11.7 1.9 1.8 12.5 1.3 1.3 1.5 0.0 5.2 2.8 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 9.1 9.4 0.6 0.3 0.3 0.6 0.0 1.3 5.8 0.0 2.0 LnGrp Delay(d),s/veh 52 .7 14.7 14.6 53.9 1.3 1.3 40.9 0.0 45 .3 37.5 0.0 32.6 LnG!E LOS D B B D A A D D D C Approach Vol , veh/h 1186 987 77 576 Approach Delay, s/veh 16.6 2.5 43.8 36 .7 Approach LOS B A D D rrmer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.1 100.7 9.1 8.4 98.5 19.0 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Green Setting (Gmax), s 12.5 60.0 22.5 10.5 62.0 21.5 Max Q Clea r Time (g _c+11), s 3.0 19 .3 4.5 4.9 2.0 13.1 Green Ext Time (p_c), s 0.0 28.1 0.2 0.0 36.0 1.4 ntersection HCM 2010 Ctr1 Delay 16.5 HCM 2010 LOS B User approved vo lu me balancing among the lanes for turning movement. IKEA Renton Synchro 8 Report PM Peak -2014 Existing Lanes, Volumes, Timings 6 : E Vall el'. Rd & SW 41 st SUSR-167 SB Off Rame 6/26/201 4 ./ -+-..... f +-'-~ t ~ '. i .,, EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Con fi gura tio ns .., + .,, .., 4't. .., + .,, .., +i. Volu me (vph) 23 316 93 41 5 126 51 31 214 33 1 202 197 18 Id ea l Fl ow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft ) 200 0 500 0 200 0 200 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Ri ght Tu rn on Re d Yes Yes Yes Yes Lin k Spee d (m ph) 25 30 35 35 Link Dis tance (ft ) 1359 755 466 322 Trave l Tim e (s) 37.1 17.2 9.1 6.3 Co nfl . Peds. (#/hr) 1 1 3 Pea k Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Veh icles(%) 2% 2% 2% 7% 7% 7% 2% 2% 2% 2% 2% 2% Sh ared Lane Traffi c (%) 50% Turn Type Sp lit NA Perm Sp lit NA Prot NA Perm Pro! NA Prote cted Pha ses 6 6 2 2 7 4 3 8 Permitted Phases 6 4 Detecto r Phase 6 6 6 2 2 7 4 4 3 8 Swi tch Phase Minimum In itial (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 Minimum Sp lit (s) 29.0 29.0 29.0 30.0 30.0 8.0 33 .0 33 .0 8.0 10.0 Total Split (s) 34.0 34 .0 34 .0 37.0 37.0 27 .0 49.0 49.0 15.0 37.0 Tota l Sp lit (%) 25.2% 25.2% 25.2% 27.4% 27.4% 20.0% 36 .3% 36 .3% 11.1% 27.4% Ye ll ow Tim e (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 Lost Ti me Adj ust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Lost Time (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead -L ag Op ti mize? Yes Yes Yes Yes Yes Reca ll Mode None None None Max Max None C-Min C-Min None C-Min ntersection Area Type: Oth er Cycle Length: 135 Actuated Cycle Length : 135 Offset: 120 (89%), Referenced to phase 4:NBT and 8:SBT, Start of Gree n Natural Cycle : 100 Control Type: Actuated-Coordinated 1 st' ;nd Phases 6: E Va ll el Rd & SW 41 st St/SR -1 67 SB Off Rame ,~6 I~., Um; ~i "i"I ~07 IKEA Renton Synch ro 8 Report PM Peak -201 4 Ex istin g HCM 2010 Signalized Interse ction Summ ary 6 : E Vall el Rd & SW 4 1 st SUSR-167 SB Off Rame 6/26/2014 ,J -+ .... "' +-'-~ t ~ '-. + .-' EBL EBT EBR WBL WBT WBR NBL NBT NBR SSL SST Lane Configu rations ' t " ' 4'f+ ' t "(' ' tl+ Vo lume (ve h/h) 23 316 93 415 126 51 31 214 331 202 197 18 Number 1 6 16 5 2 12 7 4 14 3 8 18 In itia l Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bi ke Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Park ing Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Fl ow, ve h/h/ln 186.3 186.3 186.3 177.6 177.6 190.0 186.3 186.3 186 .3 186.3 186 .3 190 .0 Adj Flow Rate, veh /h 24 336 64 441 134 54 33 228 11 8 215 210 19 Adj No. of Lanes 1 1 1 2 1 0 1 1 1 1 2 0 Pea k Hour Fa cto r 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Perce nt Heavy Veh, % 2 2 2 7 7 7 2 2 2 2 2 2 Cap, ve h/h 38 0 399 339 10 65 379 153 42 345 293 192 886 79 Arrive On Gree n 0.21 0.2 1 0.2 1 0.31 0.31 0.3 1 0.02 0.19 0.1 9 0.11 0.27 0.27 Sa t Fl ow, veh/h 1774 1863 1583 3382 1204 485 1774 1863 1579 1774 3285 295 Grp Volume(v), ve h/h 24 336 64 441 0 188 33 228 118 215 112 117 Grp Sa t Flow(s),veh/h/ln 1774 1863 1583 169 1 0 1689 1774 1863 1579 1774 1770 1810 Q Se rv e(g_s), s 1.1 17.6 3.4 10.4 0.0 8.7 1.9 11 .5 6.7 11.0 5.0 5.1 Cy cle Q Clea r(g _c), s 1.1 17.6 3.4 10.4 0.0 8.7 1.9 11 .5 6.7 11.0 5.0 5.1 Prop In Lane 1.00 1.00 1.00 0.29 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 380 399 339 1065 0 532 42 345 293 192 477 488 V/C Ratio(X) 0.06 0.84 0.19 0.41 0.00 0.35 0.78 0.66 0.40 1.1 2 0.24 0.24 Avai l Cap(c_a), ve h/h 506 532 452 1065 0 532 40 1 82 5 699 192 575 588 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 Upst ream Fil te r(!) 0.91 0.91 0.9 1 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Unifo rm De lay (d), s/ve h 31.8 38 .3 32.7 27.4 0.0 26.8 49.3 38.4 36.4 45 .3 28.9 29.0 Iner De lay (d2), s/veh 0.1 9.4 0.3 1.2 0.0 1.8 34 .4 9.5 4.1 100.8 1.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %il e BackOfQ(50 %),ve h~n 0.5 10.1 1.5 5.1 0.0 4.3 1.3 6.9 3.2 10.7 2.6 2.7 LnGrp De lay(d),s/ve h 31.9 47.7 33.0 28.6 0.0 28 .7 83.8 48 .0 40.5 146 .1 30.1 30.1 LnG !E LOS C D C C C F D D F C C Approach Vo l, veh/h 424 629 379 444 Approach Delay, s/veh 44 .6 28 .6 48.8 86.3 Approa ch LOS D C D F 1mer 1 2 3 4 5 6 7 8 Ass igned Phs 2 3 4 6 7 8 Phs Duration (G +Y+Rc), s 37.0 15.0 56.2 26 .8 6.4 64.8 Change Peri od (Y+Rc), s 5.0 4.0 4.0 5.0 4.0 4.0 Max Gree n Settin g (G max), s 32.0 11.0 45.0 29 .0 23 .0 33.0 Max Q Clea r Time (g_c+l 1 ), s 12.4 13.0 13.5 19.6 3.9 7.1 Green Ext Time (p_c), s 4.0 0.0 4.7 2.2 0.1 4.5 ntersection Summa HCM 20 10 Ctrl Delay 49.9 HCM 2010 LOS D oles User approved vo lume ba lanci ng amo ng the lanes for turn ing movement. IKEA Renton Synchro 8 Report PM Peak -2014 Existing Lanes, Volumes, Timing s 7 : E V a lle~ Rd & SW 4 3rd St 6/3 0/2014 .,.J ..... ~ +-' ~ t ,,. '-.. ! ~ -+ EBL EST EBR WBT WBR NBL NBT NBR SBL SBT Lane Con fi gurations ' tt .,, ' t+ .,, ' +~ ' 4'~ Vo lu me (v ph) 79 1294 285 169 69 0 326 172 197 279 420 209 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Sto rage Len gth (ft) 20 0 500 200 50 150 0 300 0 Sto rage Lanes 1 1 1 1 1 0 1 0 Ta per Length (ft) 25 25 25 25 Righ t Tu rn on Red Yes Yes Yes Yes Li nk Spe ed (m ph ) 35 35 40 35 Link Distance (ft) 982 1012 454 640 Travel Time (s) 19.1 19.7 7.7 12.5 Co nfl. Peds. (#/hr) 5 3 8 Peak Hou r Factor 0.97 0.9 7 0.9 7 0.9 7 0.97 0.97 0.9 7 0.97 0.97 0.97 0.9 7 0.9 7 Heavy Ve hicl es(%) 2% 2% 2% 3% 3% 3% 4% 4% 4% 5% 5% 5% Shared Lane Traffic(%) 47% Turn Type Prat NA Perm Pra t NA Perm Spl it NA Split NA Protected Pha ses 5 2 1 6 4 4 8 8 Permitted Phases 2 6 Detecto r Ph ase 5 2 2 1 6 6 4 4 8 8 Sw itch Phase Minimum Initi al (s) 4.0 10.0 10.0 4.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split (s) 8.5 25 .5 25.5 8.5 25.5 25 .5 23 .5 23.5 21 .0 21.0 Total Split (s) 23.0 56.0 56.0 23 .0 56.0 56 .0 25.0 25.0 31.0 31 .0 Total Split(%) 17.0% 41.5% 41.5% 17.0% 41 .5% 41.5 % 18.5 % 18.5% 23.0% 23.0% Ye ll ow Tim e (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Ti me (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 1.0 1.0 Lost Tim e Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Ti me (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 Lea d/Lag Lead Lag Lag Lead Lag Lag Lead -Lag Opti mize? Ye s Yes Yes Ye s Yes Yes Reca ll Mode None C-Mi n C-Min None C-M in C-Min No ne None Min Min ntersection Su Area Type : Other Cycle Leng th : 135 Actuated Cycle Length: 135 Offset: 41 (30%), Referenced to phase 2:EBT and 6:WBT , Start of Green Natura l Cyc le: 100 Control Type : Actuated-Coordi nated Se lits and Phases: r~:'f & SW 43rd St If., i ~~ I ~~8 l .,,. ~5 IKEA Renton Synchra 8 Rep ort PM Peak-20 14 Ex istin g HCM 2010 Signalized Intersection Summary 7: E Valle~ Rd & SW 43rd St 6/30/2014 .,> -+ ~ f +-'-"' t ,,., \. ! .,' EBL EBT EBR W8L WBT WBR NBL NBT NBR SBL SBT SB La ne Co nfigurati ons llj tt .,, llj H .,, llj tJ. llj 4'~ Volume (veh/h) 79 1294 285 169 690 326 172 197 279 420 209 40 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bik e Adj(A _pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus , Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ad j Sat Flow, veh/h/ln 186.3 186.3 186.3 184.5 184.5 184.5 182 .7 182.7 190.0 18 1.0 181.0 190.0 Adj Flow Rate , veh/h 81 1334 112 174 711 101 177 203 288 456 183 41 Adj No. of Lan es 1 2 1 1 2 1 1 2 0 2 1 0 Peak Hour Fa ctor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.9 7 0.97 0.97 0.97 Percent Heavy Veh , % 2 2 2 3 3 3 4 4 4 5 5 5 Cap , veh/h 103 1451 647 199 1629 72 7 289 289 258 553 229 51 Arriv e On Green 0.12 0.82 0.82 0.23 0.93 0.93 0.17 0.17 0.17 0.16 0.16 0.16 Sat Flow, veh/h 1774 3539 1578 1757 3505 1565 1740 1736 1553 3447 1428 320 Grp Vo lume (v), veh /h 81 1334 112 174 711 101 177 203 288 45 6 0 22 4 Grp Sat Flow(s),veh/h/ln 1774 1770 1578 1757 1752 1565 1740 1736 1553 1723 0 1747 Q Serve(g _s), s 5.5 33.9 1.8 11.8 3.0 0.6 11.6 13.6 20.5 15.8 0.0 15.2 Cyc le Q Clear(g _c), s 5.5 33.9 1.8 11.8 3.0 0.6 11.6 13.6 20.5 15.8 0.0 15.2 Prop In La ne 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.1 8 Lane Grp Cap(c), veh/h 103 1451 647 199 1629 727 289 289 258 553 0 280 V/C Ratio(X) 0.78 0.92 0.1 7 0.88 0.44 0.14 0.61 0.70 1.11 0.82 0.00 0.80 Avail Cap(c_a), veh/h 266 1479 659 264 1629 727 289 289 258 727 0 369 HCM Pl atoo n Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I ) 0.80 0.80 0.80 0.72 0.72 0.72 1.00 1.00 1.00 1.00 0.0 0 1.00 Uniform Dela y (d), s/ve h 53.7 9.6 6.7 46 .9 2.4 2.3 47.7 48.5 51.4 50.0 0.0 49.8 Iner Delay (d2), s/veh 13.7 9.1 0.5 16.7 0.6 0.3 3.7 7.5 90.3 5.9 0.0 8.9 Initi al Q Delay(d3),s/ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %il e Bac k0fQ (50%),veh/ln 3.1 17.2 0.9 6.6 1.4 0.3 5.9 7.1 15.2 8.0 0.0 8.0 Ln Grp De lay(d),s/ve h 67.4 18.6 7.2 63.5 3.0 2.6 51.4 56.0 141.7 56 .0 0.0 58.8 Ln G!£ LOS E B A E A A D E F E E Approach Vol, veh /h 1527 986 668 680 Approach Delay, s/ve h 20.4 13.7 91.7 56.9 Approach LOS C B F E 1mer 1 2 3 4 5 6 7 8 Assigned Ph s 1 2 4 5 6 8 Ph s Duration (G +Y+Rc), s 18.4 66.8 25.0 11.7 73.6 24.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 5.0 Max Green Setting (Gmax), s 18.5 51.5 20.5 18.5 51.5 26.0 Max Q Clear Time (g _c+l 1 ), s 13.8 35.9 22 .5 7.5 5.0 17 .8 Green Ext Time (p_c), s 0.2 14.6 0.0 0.2 39.6 2.0 ntersection Summa HCM 2010 Ctrl Delay 37.4 HCM 2010 LOS D otes User ap prove d vo lume bala nci ng among the lanes for turning movement. IKEA Renton Synchro 8 Report PM Peak -20 14 Exi st ing Lane s, Volumes , Timings 8 : SR-167 NB Off Ramet SR-1 6 7 On Rame & SW 43rd St 6/26/2014 --' --+ " " ..... 4.... ~ t ,,. '-. ! .-' EBL EBT EBR WBl WBT WBR NB[ NBT NBR SBL SBT Lane Co nfigu ratio ns "i ·H H .,, "i 4' .,, Vo lume (vp h) 273 1761 0 0 919 29 1 247 2 397 0 0 0 Ideal Fl ow (vph pl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Sto ra ge Length (ft) 500 0 0 500 50 0 0 0 0 Sto rage Lanes 1 0 0 1 1 1 0 0 Taper Length (ft) 25 25 25 25 Ri ght Tu rn on Red Yes Yes Yes Yes Lin k Spe ed (mph ) 35 35 30 30 Li nk Di stance (ft) 1012 533 776 482 Travel Time (s) 19.7 10.4 17.6 11.0 Co nfl . Peds . (#/hr) 3 Peak Hour Fa cto r 0.97 0.97 0.97 0.97 0.97 0.9 7 0.97 0.97 0.97 0.9 7 0.97 0.97 Heavy Vehicles(%) 2% 2% 2% 2% 2% 2% 4% 4% 4% 0% 0% 0% Shared Lane Traffic(%) 50% Turn Type Prat NA NA Perm Split NA Perm Pro tected Ph ases 5 2 6 4 4 Permitted Phases 6 4 Detector Phase 5 2 6 6 4 4 4 Switch Phase Minimum Initia l (s) 5.0 10.0 10.0 10.0 4.0 4.0 4.0 Minimum Split (s) 10 .0 19.0 19.0 19 .0 26.0 26.0 26.0 To tal Sp li t (s) 44 .0 84.0 40.0 40.0 51 .0 51.0 51.0 Total Sp lit(%) 32 .6% 62 .2% 29.6 % 29.6% 37 .8% 37.8% 37.8 % Ye llow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Los t Tim e Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lea d Lag Lag Lead -Lag Opt imize? Yes Yes Yes Recall Mode None C-M in C-Max C-Max None No ne None Area Type: Other Cycle Length : 135 Actuated Cycle Length: 135 Offset: 82 (6 1 %), Referenced to phase 2:EB T and 6:WBT, Start of Green Natural Cycle: 65 Co ntrol Type: Actuated -Coo rdinated 8: SR-167 NB Off Ram /S R-167 On Ra m & SW 43rd St 4{ P4 IK EA Re nton Synchro 8 Report PM Peak -20 14 Exi sting HCM 2010 Signalized Intersection Summary 8: SR-167 NB Off Rame/SR-167 On Rame & SW 43rd St 6/2 6/2 014 / -+ "t f ._ '-~ t I' \. ! ..-' EBL EBT EBR WBL WBR NBL N SST Lane Configurations lj +t +t 'f lj 4 Volume (veh/h) 273 1761 0 0 919 291 247 2 397 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pb T) 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 Adj Sat Flow, veh/h/ln 186.3 186.3 0.0 0.0 186.3 186.3 182.7 182.7 182.7 Adj Flow Rate , veh/h 281 1815 0 0 947 300 256 0 0 Adj No. of Lanes 1 2 0 0 2 1 2 0 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 0 0 2 2 4 4 4 Cap, veh/h 335 2731 0 0 1866 832 406 0 181 Arrive On Green 0.38 1.00 0.00 0.00 0.53 0.53 0.1 2 0.00 0.00 Sat Flow , veh/h 1774 3632 0 0 3632 1579 3480 0 1553 Grp Volume(v), veh/h 281 1815 0 0 947 300 256 0 0 Grp Sat Flow(s),veh/h/ln 1774 1770 0 0 1770 1579 1740 0 1553 Q Serve(g_s), s 12.9 0.0 0.0 0.0 15.5 9.9 6.3 0.0 0.0 Cycle Q Clear(g_c), s 12.9 0.0 0.0 0.0 15.5 9.9 6.3 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 335 2731 0 0 1866 832 406 0 181 V/C Rat io (X) 0.84 0.66 0.00 0.00 0.51 0.36 0.63 0.00 0.00 Avail Cap(c_a), veh/h 772 3119 0 0 1866 832 1786 0 797 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.36 0.36 0.00 0.00 1.00 1.00 1.00 0.00 0.00 Un ifo rm Delay (d), s/veh 26.7 0.0 0.0 0.0 13.7 12.4 37.7 0.0 0.0 Iner Delay (d2), s/veh 4.4 0.5 0.0 0.0 1.0 1.2 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 %ile Back0fQ(50%),veMn 6.7 0.2 0.0 0.0 7.8 4.6 3.2 0.0 0.0 LnGrp Delay(d),s/veh 31.1 0.5 0.0 0.0 14 .7 13.6 41 .2 0.0 0.0 Ln G!J! LO S C A B B D Approach Vol , veh/h 2096 1247 256 Approach Delay, s/veh 4.6 14.4 41.2 Approach LOS A B D 1mer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Ph s Duration (G+Y+Rc), s 119.5 15.5 21.9 97.6 Change Peri od (Y+R c), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 79.0 46.0 39.0 35.0 Max Q Clear Time (g_c+l1 ), s 2.0 8.3 14.9 17 .5 Gree n Ext Time (p_c), s 67.2 2.2 2.0 16 .9 ntersection Surrvn!}'. HCM 2010 Ctrl Delay 10.6 HCM 2010 LOS B tes Use r approved volume ba lancing among the la nes for turning move ment. IKEA Renton Synchro 8 Report PM Peak -2014 Existing Lanes, Volumes, Timings 1: Oakesdale Ave SW & SW 41 st St 6/26 /2014 ~ --+ " ~ ._ ' ~ t ,,.. '-. + .,' EBL EBT EBR WBL WBT W8R N8l NBT NBR $Bl SST SB Lane Configurations ~ +t .,, +t"f+ .., t~ Volume (vph) 0 1 0 145 2 56 0 85 87 55 92 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 200 0 Storage Lane s 0 0 0 1 0 0 1 0 Taper Length (ft) 25 25 25 25 Link Speed (mph) 25 25 35 35 Link Distance (ft) 220 1250 1011 292 Tra ve l Time (s) 6.0 34.1 19.7 5.7 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic(%) Sign Control Stop Stop Free Free ntersection Area Type: Other Control Type: Unsignalized IKEA Renton Synchro 8 Report Satu rday Peak -20 14 Existing HCM 2010 TWSC 1: O akesdale Ave SW & SW 41 st St 6/26/2014 Int Delay, s/veh 5.6 EB( T EBR WBl T WBR NBL NBT NBR SBL SBT SB Vol, ve h/h 0 1 0 145 2 56 0 85 87 55 92 0 Confl icting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Con trol Stop Stop Stop Stop Stop Stop Fre e Free Free Free Free Free RT Cha nnel ized -None -None -None -None St orage Length 0 200 Ve h in Median Storage,# 0 0 0 0 Grade,% 0 0 0 0 Peak Hou r Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Ve hicles , % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Fl ow 0 1 0 165 2 64 0 97 99 62 105 0 Major/Minor Minor2 Minor1 Major1 Major2 Co nfli cting Fl ow All 279 425 52 324 376 98 105 0 0 195 0 0 Stage 1 230 230 146 146 Stage 2 49 195 178 230 Crit ical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Cri ti ca l Hdwy Stg 1 6.5 5.5 6.5 5.5 Criti cal Hd wy Stg 2 6.5 5.5 6.5 5.5 Foll ow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 2.2 Pot Cap -1 Maneuver 657 524 1011 611 558 945 1499 1390 Stage 1 758 71 8 848 780 Stage 2 964 743 812 718 Platoo n blocke d,% Mov Cap -1 Mane uve r 590 500 1011 589 533 945 1499 1390 Mov Cap -2 Maneuver 590 500 589 533 Stage 1 758 685 848 780 Stage 2 896 743 77 4 685 EB WB NB SB HCM Control De lay , s 12.2 12.3 0 2.9 HCM LOS B B Mvmt NBL NBT NBREB 1WBLn1WBLn2 SBL SBT SBR Capacity (ve h/h) 1499 -500 588 945 1390 HCM Lane VIC Ra tio -0.002 0.284 0.067 0.045 HCM Control Delay (s) 0 -12.2 13.5 9.1 7.7 HCM Lane LOS A B B A A HCM 95th %tile Q(veh) 0 0 1.2 0.2 0.1 IKEA Ren ton Synchro 8 Report Sa turday Peak -2014 Ex isting Lanes , Volumes, Timings 2 : SW 41 st St & Ralmond Ave SW 6/26/20 14 .,., --+ ""t ~ ~ '-~ t ,,., \. + .,' Group EBL EBT EBR WBl WBT WBR NBL NBT NBR SBL SBT SB Lane Co nfigu rations 4't +~ ~ ~ Volume (vph ) 7 229 10 22 138 2 5 0 29 3 0 6 Idea l Fl ow (vph pl ) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lin k Speed (mph ) 25 25 30 25 Li nk Di stance (ft) 1250 936 207 298 Trave l Time (s) 34.1 25.5 4.7 8.1 Peak Hour Factor 0.93 0.93 0.92 0.92 0.93 0.93 0.92 0.92 0.92 0.93 0.92 0.93 Heavy Vehicles (%) 0% 0% 2% 2% 0% 0% 2% 2% 2% 0% 2% 0% Shared La ne Traffic(%) Si gn Control Free Free St op Stop Area Type: Othe r Con trol Type : Uns ignali ze d IKEA Renton Synchro 8 Report Sa tu rday Peak -2014 Existing HCM 2010 TWSC 2 : SW 41 st St & Raymond Ave SW 6/26/201 4 ntersection Int De lay, s/ve h 1.5 I vement EBl EBT EBR WBL WBT WBR NBL NBT NBR SBL S8T s Vol , ve h/h 7 229 10 22 138 2 5 0 29 3 0 6 Confl icting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sig n Control Free Free Fre e Free Free Free Stop Stop Sto p Stop Stop Stop RT Channelized -None -None -None -None Storage Length Ve h in Medi an Storage,# 0 0 0 0 Grade,% 0 0 0 0 Peak Hour Factor 93 93 92 92 93 93 92 92 92 93 92 93 Heavy Vehicles, % 0 0 2 2 0 0 2 2 2 0 2 0 Mvm t Fl ow 8 246 11 24 148 2 5 0 32 3 0 6 a· iMinor Minor! Minor2 Confl icting Fl ow All 151 0 0 257 0 0 389 46 5 129 33 5 469 75 Stage 1 267 267 197 197 Stage 2 122 198 138 272 Critica l Hdwy 4.1 4.14 7.54 6.54 6.94 7.5 6.54 6.9 Cri ti ca l Hdwy Stg 1 6.54 5.54 6.5 5.54 Cri tica l Hdwy Stg 2 6.54 5.54 6.5 5.54 Foll ow-u p Hdwy 2.2 2.22 3.52 4.02 3.32 3.5 4.02 3.3 Pot Cap -1 Maneuve r 1442 1305 544 493 897 600 49 1 978 Stage 1 715 687 792 737 Stage 2 869 736 857 683 Platoon bl ocked, % Mov Cap-1 Maneuver 1442 1305 530 480 897 567 478 978 Mov Cap-2 Maneuv er 530 480 567 478 Stage 1 711 683 787 722 Stage 2 846 72 1 822 679 roach EB WB NB SB HCM Con tro l Delay , s 0.2 1.2 9.6 9.6 HCM LOS A A inorla Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capaci ty (veh/h) 814 1442 -1305 -788 HCM Lane V/C Ra ti o 0.045 0.005 -0.018 -0.012 HCM Co ntro l Delay (s) 9.6 7.5 0 7.8 0.1 9.6 HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.1 0 0.1 0 IKEA Renton Synchro 8 Report Saturday Peak -2014 Ex isti ng Lanes, Volume s , Timing s 3 : Lind Ave SW & SW 41st St 6/26/2014 .,} -+ ..... (' +-' ~ t ,.., '-. + ..-' EBL EBT EBR WBL WBT WBR NBL NBT NBR S8L SST S8R Lane Configurations "I ·t-l+ "I -t~ "I -t~ "I -t~ Volu me (vph ) 49 25 1 195 101 28 1 15 11 1 71 34 33 79 19 Idea l Flow (vph pl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Sto rage Length (ft) 125 0 200 0 20 0 0 200 0 Storage Lanes 1 0 1 0 1 0 1 0 Tape r Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Li nk Spe ed (mp h) 25 25 35 35 Li nk Distance (ft) 936 1359 1004 421 Travel Ti me (s) 25.5 37.1 19.6 8.2 Confl. Peds . (#/hr) 1 2 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Ve hicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic(%) Tum Type Prot NA Prot NA Prot NA Prot NA Prote cted Pha ses 7 4 3 8 5 2 1 6 Perm itted Phases Detecto r Ph ase 7 4 3 8 5 2 1 6 Swi tch Ph ase Minimum Initial (s ) 4.0 10.0 4.0 10.0 4.0 5.0 4.0 5.0 Minimum Spl it (s) 8.0 23.0 8.0 23 .0 8.0 23 .0 8.0 23.0 Total Split (s) 34.0 54.0 34.0 54.0 34.0 54 .0 34.0 54.0 To tal Spli t (%) 19.3% 30.7 % 19.3% 30.7% 19.3 % 30 .7% 19.3% 30.7% Ye ll ow Ti me (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lost Tim e Adj us t (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 To tal Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lea d-Lag Opt imiz e? Yes Yes Ye s Yes Yes Yes Ye s Yes Reca ll Mode None None None No ne None None None None ntersec:tion Summa Area Type: Oth er Cycle Length : 176 Actuated Cycle Length: 67.7 Natural Cycle : 65 Co ntrol Type: Act uated -Uncoordinated 3: Li nd Ave SW & SW 41 st St t ~2 ('~3 .,} ~7 IKEA Ren ton Synchro 8 Report Sat urday Peak -2014 Ex isting HCM 2010 Signalized Intersection Summary 3: Lind Ave SW & SW 41st St 6/26/2014 _,> ..... ---. f ~ ' ~ t ,.. '-. + .,, ESL EBT EBR WBL WBT WBR NBL NBT NBR SSL SBT SB Lan e Configurations lj ti. lj ti. lj t~ lj ti. Volume (v eh/h) 49 251 195 101 28 1 15 111 71 34 33 79 19 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 1.00 1.00 1.00 1.0 0 Adj Sat Fl ow, ve h/h/ln 190.0 190.0 190.0 190.0 190.0 190 .0 190.0 190.0 190.0 190 .0 190.0 190.0 Adj Flow Rate , veh/h 53 270 210 109 302 16 119 76 37 35 85 20 Ad j No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.9 3 0.9 3 0.93 Per cent Heavy Veh, % 0 0 0 0 0 0 0 0 0 0 0 0 Cap, veh/h 74 839 631 147 1631 86 160 387 177 55 299 68 Arrive On Green 0.04 0.43 0.43 0.08 0.47 0.47 0.09 0.16 0.16 0.03 0.10 0.10 Sat Fl ow, veh/h 1810 1965 147 8 1810 3488 184 1810 2408 1102 1810 2918 665 Grp Vo lume(v), veh/h 53 247 233 109 156 162 119 56 57 35 52 53 Grp Sat Fl ow(s),ve h/h/ln 1810 1805 1638 1810 1805 1867 1810 1805 1705 1810 1805 1778 Q Serve(g_s), s 1.5 4.8 5.0 3.1 2.7 2.7 3.4 1.4 1.6 1.0 1.4 1.5 Cycle Q Clear(g_c), s 1.5 4.8 5.0 3.1 2.7 2.7 3.4 1.4 1.6 1.0 1.4 1.5 Prop In Lan e 1.00 0.90 1.00 0.10 1.00 0.65 1.00 0.37 Lane Grp Cap(c), veh /h 74 771 700 147 844 873 160 290 274 55 185 182 V/C Ratio(X) 0.72 0.32 0.33 0.74 0.18 0.19 0.74 0.19 0.21 0.64 0.28 0.29 Ava il Cap(c_a), veh/h 1020 1695 1538 1020 1695 1754 1020 169 5 1602 1020 1695 1670 HCM Platoon Ra ti o 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Up strea m Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Un ifo rm Delay (d), s/veh 25 .2 10.1 10.2 23.9 8.3 8.3 23.7 19.4 19.4 25 .5 22.1 22.1 Iner Delay (d2), s/ve h 12.2 0.9 1.0 7.1 0.4 0.4 6.6 0.5 0.5 11.6 1.2 1.3 In itia l Q Delay(d3),s/ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 2.6 2.5 1.9 1.4 1.5 2.0 0.7 0.8 0.7 0.8 0.8 Ln Grp Delay (d),s/ve h 37 .4 11.0 11.2 31.0 8.6 8.6 30.2 19.8 19.9 37.1 23 .2 23.4 LnGre LOS D B B C A A C B 8 D C C Approach Vol , veh/h 533 427 232 140 Approach Delay, s/veh 13.7 14.4 25.2 26.8 Approach LOS B 8 C C rnmer 1 2 3 4 5 6 7 8 Assigned Ph s 1 2 3 4 5 6 7 8 Phs Duratio n (G+Y+Rc), s 5.6 12.6 8.3 26 .7 8.7 9.4 6.2 28.9 Change Pe ri od (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Gre en Setting (Gmax), s 30.0 50.0 30.0 50.0 30.0 50.0 30.0 50.0 Max Q Clear Time (g_c+l1), s 3.0 3.6 5.1 7.0 5.4 3.5 3.5 4.7 Green Ext Time (p_c), s 0.1 1.9 0.3 15.7 0.3 1.9 0.1 16.0 ntersection Sunvna!}'. HCM 2010 Ctrl Del ay 17.3 HCM 20 10 LOS B IKEA Renton Synch ro 8 Rep ort Saturda y Peak -20 14 Existing Lanes, Volumes, Timings 4 : 80th Ave S/Oakesdale Ave SW & SW 43rd St 6/26/2014 .,J -+ .... f +-' ~ t I" '-. + .., EBL EBT EBR WBl WBT WBR NBL NBT NBR SSL SBT s Lane Con fi gurations "'i tt+ "'i tt+ "'i tt+ "'i tt+ Volume (vph) 90 923 15 11 1026 30 68 37 37 52 28 125 Id eal Fl ow (vphp l) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 125 0 200 0 200 0 Storage Lane s 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Ri gh t Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 35 35 Li nk Dis tance (ft) 437 2206 416 1011 Travel Time (s) 8.5 43.0 8.1 19 .7 Confl. Ped s. (#/h r) 5 5 Peak Hou r Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic(%) Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Prote cte d Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Dete cto r Pha se 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 4.0 6.0 5.0 6.0 5.0 5.0 5.0 5.0 Minimum Spl it (s) 8.0 31.5 9.0 31.5 9.0 30.0 9.0 31.0 Total Split (s) 13.0 60.0 17.0 60.0 15.0 28.0 15.0 28 .0 Total Split(%) 10.8% 50.0 % 14.2% 50 .0% 12.5% 23 .3% 12.5% 23 .3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.0 0.5 0.0 0.5 0.0 0.0 0.0 0.0 Lo st Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Los t Time (s) 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Le ad La g Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min Min Min None Non e , ntersection Summa Area Type : Other Cycle Length: 120 Actuated Cycle Length : 120 Offse t: 11 9 (99%), Referen ce d to phase 2:EBTL and 6:WBTL, Start of Gr ee n Natural Cycle: 85 Control Type: Actuated -Coo rdin ated S lits and Phases : 4: 80th Ave S/Oakesda le Ave SW & SW 43 rd St .....+p z R ~¢3 + sJ4 .... '-.¢7 t 08 IJ)6 R IKEA Renton Synchro 8 Repo rt Saturday Peak -20 14 Exis ti ng HCM 2010 Signalized Intersection Summary 4: 80th Ave S/Oakesdale Ave SW & SW 43rd St 6/26/2014 __, --+ --.. '( ~ ' ~ t ,,. \. + .,' ovement EBL EBT EBR WBl WBT WBR NBL NBT NBR SBL SBT SB Lane Configurations "I +i. "I +i. "I +i. "I +~ Volume (veh/h) 90 923 15 11 1026 30 68 37 37 52 28 125 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, ve h/h/ln 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190 .0 Adj Flow Rate, ve h/h 94 961 16 11 1069 31 71 39 39 54 29 130 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hou r Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percen t Heavy Veh, % 0 0 0 0 0 0 0 0 0 0 0 0 Cap , veh/h 464 2165 36 378 2026 59 259 256 224 329 219 196 Arrive On Green 0.04 0.60 0.60 0.03 1.00 1.00 0.06 0.14 0.14 0.04 0.12 0.12 Sat Flow, veh/h 1810 3634 60 1810 3582 104 1810 1825 1598 1810 1805 1615 Grp Volume (v), veh/h 94 477 500 11 539 561 71 39 39 54 29 130 Grp Sat Flow(s),ve h/hnn 1810 1805 1889 1810 1805 1881 1810 1805 1618 1810 1805 1615 Q Serve(g_s), s 1.7 11.6 11.6 0.2 0.0 0.0 2.7 1.5 1.7 2.1 1.1 6.1 Cycle Q Clear(g_c), s 1.7 11 .6 11 .6 0.2 0.0 0.0 2.7 1.5 1.7 2.1 1.1 6.1 Prop In Lane 1.00 0.03 1.00 0.06 1.00 0.99 1.00 1.00 Lane Grp Cap(c), veh/h 464 1075 1126 378 102 1 1064 259 253 227 329 219 196 V/C Ratio(X) 0.20 0.44 0.44 0.03 0.53 0.53 0.27 0.15 0.17 0.16 0.13 0.66 Avail Cap(c_a), veh/h 588 1254 1313 648 1254 1307 39 5 542 486 499 542 485 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Ups tream Filter(I ) 1.00 1.00 1.00 0.87 0.87 0.87 1.00 1.00 1.00 1.00 1.00 1.00 Un iform Delay (d), s/ve h 6.3 8.9 8.9 7.6 0.0 0.0 27 .9 30 .2 30 .3 28.7 31 .3 33.5 In er Delay (d2), s/ve h 0.3 1.3 1.3 0.0 1.7 1.6 0.8 0.4 0.5 0.3 0.4 5.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o/o ile Bac kOfQ(50 %),vehnn 0.9 6.1 6.4 0.1 0.5 0.5 1.4 0.8 0.8 1.1 0.6 3.0 LnGrp De lay(d),s/veh 6.6 10.2 10.1 7.6 1.7 1.6 28 .7 30 .6 30 .8 29.0 31.7 38 .9 LnG!:Q LOS A B B A A A C C C C C D Approach Vo l, veh/h 1071 1111 149 213 Approach Delay, s/ve h 9.9 1.7 29.7 35.4 Approach LOS A A C D 11ner 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Durati on (G+Y+Rc), s 5.1 92.2 9.0 13.7 7.5 89.8 7.5 15.2 Cha nge Pe riod (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Setting (Gmax), s 13.0 55.5 11.0 24.0 9.0 55.5 11.0 24 .0 Max Q Clear Time (g_c+l1 ), s 2.2 13.6 4.7 8.1 3.7 2.0 4.1 3.7 Green Ext Time (p_c), s 0.0 34.0 0.1 1.6 0.1 41.3 0.1 1.8 ntersection Sum HCM 2010 Ctrl Delay 9.6 HCM 2010 LOS A oles Use r approved pedestrian interval to be less than phase ma x green . IK EA Renton Synchro 8 Report Saturday Peak -20 14 Ex isting La nes , V olumes , Timings 5: Lind Ave SW & SW 43rd St 6/26/20 14 .,J ...... ---. f ..... ..... ~ t ,,., '. i ~ EBL EBT E8R WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Co nfigura ti ons lj tf+ lj tf+ lj f+ lj +f .,, Vo lu me (vph ) 51 986 30 9 877 206 30 19 15 215 16 89 Ideal Flow (vph pl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storag e Le ngth (ft) 200 0 100 0 75 0 200 0 Storage Lanes 1 0 1 0 1 0 1 1 Taper Leng th (ft ) 25 25 25 25 Righ t Tu rn on Red Yes Yes Yes Yes Li nk Spe ed (mph) 35 35 35 35 Link Di stance (ft) 2206 982 42 4 1004 Travel Time (s) 43.0 19.1 8.3 19.6 Co nfl . Peds . (#/hr) 1 1 1 Peak Hour Fa cto r 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Veh icles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic(%) 46% Turn Type Pro t NA Prot NA Sp lit NA Split NA Perm Protected Ph ases 5 2 1 6 4 4 8 8 Perm itted Phases 8 Detector Phase 5 2 6 4 4 8 8 8 Switc h Phase Minimum Init ial (s) 4.0 10 .0 4.0 10.0 4.0 4.0 4.0 4.0 4.0 Minimu m Spl it (s) 8.5 31.0 8.5 28 .0 25.5 25.5 24 .5 24 .5 24.5 To tal Split (s) 15.0 50.0 17.0 52 .0 27.0 27.0 26 .0 26.0 26.0 Total Spl it(%) 12.5% 41.7% 14.2% 43.3% 22 .5% 22.5% 21.7 % 21.7% 21.7% Ye ll ow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.5 1.0 0.5 1.0 0.5 0.5 0.5 0.5 0.5 Lost Ti me Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 To tal Lost Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Le ad/Lag Lea d Lag Lead Lag Lead-Lag Optim ize? Yes Yes Yes Yes Reca ll Mode None C-Min None C-Mi n None None None None None ntersection Summa Area Type : Other Cycle Leng th: 120 Actuated Cycle Leng th : 120 Offset: 70 (58%), Refere nced to phase 2:EBT and 6:W BT , Start of Green Natu ra l Cycle: 90 Co ntrol Type: Actuated -Coo rdinated I ~~8 IKEA Rent on Synchro 8 Report Saturday Peak -20 14 Ex isting HCM 2010 S ignalized Inters ection Summary 5: Lind Ave SW & SW 4 3 rd St 6/26/20 14 .,> --+ ..... " +-'-~ t I' '-. i .-' EBL EST EBR W8( WBT WBR NBL NBT NBR SBL SBT Lane Co nfi gu ratio ns "i t~ "i t~ "'i ~ "'i 4 .,, Volume (ve h/h ) 51 986 30 9 877 206 30 19 15 215 16 89 Number 5 2 12 1 6 16 7 4 14 3 8 18 In iti al Q (Qb), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bi ke Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 1.00 1.00 1.00 1.00 Adj Sat Fl ow , veh /h/l n 190.0 190 .0 190.0 190.0 190.0 190 .0 190.0 190 .0 190.0 190.0 190 .0 190.0 Adj Flow Rate , veh/h 52 996 30 9 886 208 30 19 15 228 0 37 Ad j No. of Lanes 1 2 0 1 2 0 1 1 0 2 0 1 Pea k Hour Facto r 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Ve h, % 0 0 0 0 0 0 0 0 0 0 0 0 Cap, veh/h 67 2042 62 17 1576 370 75 41 32 371 0 165 Arrive On Green 0.02 0.38 0.38 0.02 1.00 1.00 0.04 0.04 0.04 0.10 0.00 0.10 Sat Fl ow, veh/h 18 10 3578 108 18 10 2903 681 1810 985 778 361 9 0 1610 Grp Vo lume(v), ve h/h 52 502 524 9 55 1 543 30 0 34 228 0 37 Grp Sat Fl ow(s),veh/h/l n 181 0 1805 1881 1810 1805 1779 1810 0 1763 1810 0 16 10 Q Serve(g_s), s 1.9 14.2 14.2 0.3 0.0 0.0 1.1 0.0 1.3 4.0 0.0 1.4 Cycle Q Clear(g__c), s 1.9 14.2 14.2 0.3 0.0 0.0 1.1 0.0 1.3 4.0 0.0 1.4 Pro p In Lane 1.00 0.06 1.00 0.38 1.00 0.44 1.00 1.00 Lane Grp Cap (c), veh/h 67 1030 1074 17 980 966 75 0 73 371 0 165 V/C Ratio(X) 0.78 0.49 0.49 0.54 0.56 0.56 0.40 0.00 0.46 0.61 0.00 0.22 Ava il Cap(c_a), ve h/h 283 1211 1262 337 1265 1247 607 0 592 11 60 0 516 HCM Platoon Ra ti o 0.67 0.67 0.67 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.93 0.93 0.93 0.22 0.22 0.22 1.00 0.00 1.00 0.97 0.00 0.97 Un ifo rm De lay (d), s/ve h 32 .4 13.3 13.3 32.8 0.0 0.0 31 .3 0.0 31.4 28.8 0.0 27 .6 Iner De lay (d2), s/veh 16.2 1.5 1.5 6.0 0.5 0.5 3.4 0.0 4.5 1.6 0.0 0.7 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%),ve h/l n 1.3 7.5 7.8 0.2 0.1 0.1 0.6 0.0 0.7 2.1 0.0 0.7 LnGrp Delay(d),s/ve h 48 .6 14 .8 14.7 38.7 0.5 0.5 34.7 0.0 35.9 30.4 0.0 28.3 Ln G~ LOS D B B D A A C D C C Approach Vo l, veh/h 1078 1103 64 265 App roach Delay, s/veh 16.4 0.8 35.4 30.1 Approach LOS B A D C [timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Ph s Duratio n (G+Y +Rc), s 5.1 96.2 7.3 7.0 94.4 11.4 Cha nge Period (Y+Rc ), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Green Setting (G max), s 12.5 45.0 22.5 10.5 47 .0 21.5 Max Q Clea r Time (g _c+l1 ), s 2.3 16.2 3.3 3.9 2.0 6.0 Gree n Ext Ti me (p_c), s 0.0 22.1 0.2 0.0 30.7 0.8 ntersection HCM 2010 Ctrl Delay 11 .5 HCM 2010 LOS B es User approved vo lume balan ci ng among the lanes for turning movement. IKEA Rento n Synchro 8 Report Saturd ay Peak · 2014 Existing Lanes, Volumes, Timings 6: E Valle~ Rd & SW 41 st St/SR-167 SB Off Rame 6/26/2014 .,,.. -+ " ~ +-4-.. "' t ~ '-. ! .; EBL EBT E8R WBL WBT WBR NBL NBT NBR SSL SBT Lane Confi gu rati ons 'I t .,, "i +l~ 'I t .,, 'I t~ Volume (vp h) 36 151 124 451 338 87 51 301 35 1 67 169 27 Ide al Fl ow (vph pl) 1900 1900 19 00 1900 190 0 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 500 0 20 0 0 200 0 Sto rage Lan es 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Tum on Re d Yes Yes Yes Yes Link Speed (mph) 25 30 35 35 Link Di sta nce (ft) 1359 755 466 322 Travel Time (s) 37.1 17.2 9.1 6.3 Confl. Ped s. (#/hr) 1 1 6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.9 3 0.93 0.93 0.93 He avy Vehicles(%) 1% 1% 1% 2% 2% 2% 1% 1% 1% 3% 3% 3% Shared Lane Traffic(%) 36% Tum Type Split NA Perm Spli t NA Prot NA Perm Prot NA Protected Pha ses 6 6 2 2 7 4 3 8 Permitted Phases 6 4 Detector Phase 6 6 6 2 2 7 4 4 3 8 Switch Ph ase Minimum Initia l (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 Minimum Spl it (s) 29 .0 29.0 29.0 30.0 30 .0 8.0 33 .0 33.0 8.0 10.0 Total Split (s) 30.0 30.0 30 .0 39.0 39.0 22 .0 36 .0 36.0 15.0 29 .0 Tot al Sp lit (%) 25.0% 25.0% 25 .0% 32.5% 32.5% 18.3% 30 .0 % 30 .0% 12.5% 24 .2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-R ed Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 Lost Tim e Ad just (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Lost Time (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None Max Max None C-Min C-M in None C-M in ntersection Summa Area Type: Other Cycle Lengt h: 120 Actuated Cycle Length: 120 Offset: 12 (10 %), Referenced to phase 4:NBT and 8:SB T, Start of Green Natura l Cycle: 100 Con trol Type: Act uated -Coo rdinated 6: E Valle \.l'l 3 t P4 ..... 1')7 IKE A Renton Synchro 8 Report Sa tu rday Peak -20 14 Exi sti ng HCM 2 01 0 Si g nalized Intersection Summary 6 : E Vall e~ Rd & SW 41 st SUSR-167 SB Off Rame 6/26/2014 _J --+ ---. ~ .-'-~ t ,,., \. + .,, EBI. EBT EBR WBL WBT WBR NBL NBT NBR SB[ SBT SB Lane Configurations ~ t '{' ~ +t~ ~ t r' ~ t~ Vo lu me (veh/h) 36 151 124 451 338 87 51 301 351 67 169 27 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initia l Q (Q b), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, ve h/hnn 188.1 188.1 188.1 186.3 186.3 190.0 188 .1 188.1 188 .1 184.5 184.5 190.0 Adj Fl ow Rate, ve h/h 39 162 74 314 602 94 55 324 208 72 182 29 Adj No. of Lanes 1 1 1 1 2 0 1 1 1 1 2 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Perce nt Heavy Veh , % 1 1 1 2 2 2 1 1 1 3 3 3 Cap, ve h/h 22 0 23 1 196 675 11 98 187 72 456 387 93 774 121 Arr ive On Green 0.12 0.12 0.12 0.38 0.38 0.38 0.04 0.24 0.24 0.05 0.26 0.26 Sat Flow, veh/h 1792 1881 1599 1774 3148 490 1792 188 1 1596 1757 3034 475 Grp Vol ume(v), ve h/h 39 162 74 314 356 340 55 324 208 72 104 107 Grp Sa t Fl ow(s),veh/hnn 1792 1881 1599 1774 1863 1775 1792 188 1 1596 1757 1752 1757 Q Serve{g _s), s 1.7 7.4 3.8 11.9 13 .1 13 .1 2.7 14.1 10.2 3.6 4.2 4.3 Cycle Q Cle ar(g_c), s 1.7 7.4 3.8 11.9 13.1 13.1 2.7 14.1 10.2 3.6 4.2 4.3 Prop In Lane 1.00 1.00 1.00 0.28 1.00 1.00 1.00 0.27 Lane Grp Ca p(c), veh/h 220 23 1 196 675 709 67 5 72 456 387 93 447 448 V/C Rat io(X) 0.18 0.70 0.38 0.47 0.50 0.50 0.76 0.7 1 0.54 0.77 0.23 0.24 Avai l Ca p(c_a), ve h/h 50 1 526 447 675 709 675 361 674 571 216 490 491 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 Upstrea m Fi lter(I ) 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Unifo rm Delay (d), s/veh 35.2 37.6 36 .1 20.8 21.2 21.2 42.5 31 .0 29.5 41.8 26.4 26 .4 In er Delay {d2), s/veh 0.5 4.9 1.5 2.3 2.5 2.7 20 .7 9.1 5.3 17.2 1.2 1.3 In itial Q De lay(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 o/oi le Back0fQ(50%),ve h/ln 0.9 4.1 1.8 6.3 7.2 6.9 1.8 8.4 5.0 2.2 2.2 2.2 LnG rp De lay (d),s/veh 35.6 42.5 37.6 23 .1 23.7 23.9 63.1 40 .1 34 .8 59.0 27.6 27.7 Ln G~ LOS D D D C C C E D C E C C Approach Vo l, veh/h 275 1010 587 283 App roach De lay, s/veh 40.2 23.6 40.4 35 .6 Approach LOS D C D D 1mer 1 2 3 4 5 6 7 8 Ass igned Phs 2 3 4 6 7 8 Ph s Du ra ti on (G+Y+Rc), s 39.0 8.7 56.3 16.0 7.6 57.4 Change Pe riod (Y+Rc), s 5.0 4.0 4.0 5.0 4.0 4.0 Max Green Setting (G max), s 34.0 11.0 32.0 25.0 18.0 25 .0 Max Q Clear Time (g_c+l1 ), s 15.1 5.6 16.1 9.4 4.7 6.3 Green Ext Tim e (p_c), s 7.5 0.1 4.9 1.6 0.1 5.3 ntersection Summa HCM 20 10 Ctrf Delay 31.9 HCM 2010 LOS C otes User approved vol ume ba lancing among the la nes for turn ing move ment. IKE A Renton Synchro 8 Report Saturday Pe ak -201 4 Existi ng Lanes , Volumes, Timings 7 : E Vallel Rd & SW 43rd St 6/30/2014 .,> -+ l' " ~ ..... ~ t ,... '.. • .,, EBL EBT EBR WBL WBT WBR NBL NBT NBR S8l SBT Lane Co nfigurations "i ++ ., "i +-t ., "i tt. "i 4'f. Volume (vph) 129 753 238 185 908 34 7 244 207 275 341 235 67 Idea l Fl ow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Sto rage Length (ft) 200 500 200 50 150 0 300 0 Storage Lan es 1 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Tum on Red Yes Yes Yes Yes Link Speed (mph) 35 35 40 35 Link Dis tance (ft) 982 1012 454 640 Tra vel Time (s) 19.1 19.7 7.7 12.5 Confl. Peds . (#/h r) 3 2 Pea k Hour Facto r 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Veh icle s(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 3% 3% 3% Shared Lane Traffic(%) 37% Turn Type Prot NA Pe rm Prot NA Perm Sp li t NA Split NA Protected Phases 5 2 1 6 4 4 8 8 Permitt ed Ph ases 2 6 De tecto r Phase 5 2 2 6 6 4 4 8 8 Swi tch Phase Minimum Initial (s) 4.0 10.0 10.0 4.0 10 .0 10.0 5.0 5.0 5.0 5.0 Minimum Sp lit (s ) 8.5 25.5 25.5 8.5 25.5 25.5 23.5 23 .5 21.0 21 .0 Total Spli t (s) 27.0 52 .0 52.0 17 .0 42 .0 42 .0 25.0 25.0 26.0 26.0 Total Split(%) 22.5% 43.3% 43 .3% 14.2 % 35 .0% 35 .0% 20 .8% 20.8% 21.7% 21.7% Yellow Tim e (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Tim e (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 1.0 1.0 Lo st Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Lost Ti me (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min Non e C-M in C-Min None None Min Min ntersedion Area Type: Other Cycle Length : 120 Actuated Cycl e Length : 120 Offset: 54 (45%), Referenced to pha se 2:EBT and 6:WBT, Sta rt of Green Natural Cycle: 90 Con tro l Type: Actuated -Coo rdinated Rd & SW 43rd St ~1')8 IKEA Renton Synchro 8 Report Saturday Peak -2014 Ex isting HCM 2010 Signa lized Inte rse ct io n Summary 7 : E Vallel Rd & SW 43rd St 6/30 /2014 __, -+ ..... "" '4--'-~ t ,.. '-. + .;' EBL EBT EBR WBL WBT WBR NBL NBT NBR SSL SBT Lane Co nfi gura tio ns 'llj tt 7' 'llj tt .,, 'llj ti. 'llj +tf. Vol ume (veh/h) 129 753 238 185 908 347 244 207 275 34 1 235 67 Numbe r 5 2 12 1 6 16 7 4 14 3 8 18 Ini ti al Q (Qb), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped -B ike Adj(A_p b T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parki ng Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sa t Flow, veh/h/ln 188.1 188.1 188.1 188.1 188.1 188 .1 188 .1 188.1 190.0 184.5 184 .5 190 .0 Adj Fl ow Rate , veh/h 134 784 0 193 946 244 254 216 286 223 429 70 Ad j No. of Lanes 1 2 1 1 2 1 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Ve h, % 1 1 1 1 1 1 1 1 1 3 3 3 Ca p, veh/h 167 1367 611 197 1428 639 323 32 2 288 289 509 83 Arrive On Green 0.09 0.38 0.00 0.22 0.80 0.80 0.18 0.18 0.18 0.16 0.16 0.1 6 Sa t Fl ow, ve h/h 1792 35 74 1599 1792 3574 1599 1792 1787 1594 1757 3099 502 Grp Vo lume(v), veh/h 134 784 0 193 946 244 254 216 286 223 254 245 Grp Sat Fl ow(s ),veh/h/ln 1792 178 7 1599 1792 1787 1599 1792 1787 1594 1757 184 5 175 6 Q Serve(g _s), s 8.3 19.7 0.0 12.2 12.9 5.0 15.4 12.8 20 .4 13.8 15.2 15.4 Cycl e Q Clea r(g_c), s 8.3 19.7 0.0 12.2 12.9 5.0 15.4 12.8 20.4 13.8 15.2 15.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.29 Lane Grp Cap(c), ve h/h 167 1367 61 1 19 7 1428 639 32 3 322 288 289 303 289 V/C Rati o(X) 0.80 0.57 0.00 0.98 0.66 0.38 0.79 0.67 0.99 0.77 0.84 0.85 Ava il Cap(c_a), ve h/h 355 1494 669 197 1428 639 323 322 288 325 341 325 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Fi lte r(!) 0.91 0.9 1 0.00 0.68 0.68 0.68 1.00 1.00 1.00 1.0 0 1.00 1.00 Uniform Delay (d), s/veh 50.5 27.8 0.0 44.2 8.2 7.4 44.5 43.4 46.5 45 .4 46.0 46 .1 Iner Delay (d2), s/ve h 11 .0 1.6 0.0 46.8 1.7 1.2 12.1 5.3 51.5 9.8 15.3 17.1 Ini tial Q Delay(d3),s/ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o/oile Back0fQ(50%),ve h/ln 4.6 10.0 0.0 8.5 6.4 2.3 8.7 6.8 13.0 7.5 9.1 8.9 LnGrp Delay(d),s/veh 61.5 29.4 0.0 91 .0 9.8 8.5 56.5 48.7 98 .0 55.3 61.3 63.2 LnG!E LOS E C F A A E D F E E E Approach Vo l, veh /h 918 1383 756 722 Approach De lay, s/ve h 34.1 20.9 70 .0 60.1 Approach LOS C C E E 1mer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 17.0 54.3 25 .0 15.1 56.3 23.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 5.0 Max Green Se tt ing (G max), s 12.5 47.5 20 .5 22.5 37.5 21.0 Max Q Clear Time (g _c+l1 ), s 14.2 21.7 22.4 10.3 14.9 17.4 Green Ext Time (p_c), s 0.0 21.7 0.0 0.4 19.4 1.3 ntersection Summa HCM 20 10 Ctrl Delay 41.4 HCM 2010 LOS D otes User approved vo lum e bal ancing among the lanes fo r turn ing movement. IKEA Renton Synchro 8 Report Saturday Peak -2014 Existi ng Lanes , Volumes, Timings 8: SR-167 NB Off Rame/SR-167 On Rame & SW 43rd St 6/26/20 14 ~ -+ ---. ., +-'-'\ t ~ \. + ..,' EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB La ne Co nfiguratio ns "I H tt ., "I 4 ., Vol ume (vph) 340 997 0 0 980 313 448 1 353 0 0 0 Idea l Flow (vph pl} 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft} 500 0 0 500 500 0 0 0 Sto rag e Lanes 1 0 0 1 1 1 0 0 Taper Length (ft) 25 25 25 25 Right Tu rn on Red Yes Yes Yes Yes Link Speed (m ph) 35 35 30 30 Link Di stance (ft} 1012 533 776 482 Tra vel Time (s} 19.7 10.4 17.6 11.0 Confl . Peds. (#/hr} 3 1 Peak Hou r Fa ctor 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 Veh icles(%} 1% 1% 1% 1% 1% 1% 2% 2% 2% 0% 0% 0% Shared Lane Traffi c (%) 50% Tu rn Type Prot NA NA Perm Split NA Perm Protected Pha ses 5 2 6 4 4 Permitted Phases 6 4 Detector Pha se 5 2 6 6 4 4 4 Swi tch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 4.0 4.0 4.0 Minimum Split (s} 10.0 19.0 19.0 19.0 26 .0 26.0 26 .0 Total Split (s} 45.0 88.0 43 .0 43.0 32.0 32.0 32.0 Tota l Spli t (%) 37 .5% 73 .3% 35 .8% 35 .8% 26 .7% 26.7% 26.7% Ye llow Tim e (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lo st Tim e Adju st (s} 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Ti me (s} 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag La g Lead-L ag Optimi ze? Ye s Ye s Yes Recall Mode None C-Min C-M ax C-Max None None None ntersedion Summa Area Type: Other Cycle Length: 120 Ac tuat ed Cycle Length : 120 Offset: 100 (83%}, Referenced to phase 2:EBT and 6:WB T, Start of Green Natural Cycle: 80 Control Type: Actuated-C oo rdin ated Sel its and Phases: 8: SR-167 NB Off Rame/SR-167 On Rame & SW 43rd St 1-.,n • r~ ~ I +-.. n ~ ~s IKEA Ren ton Synchro 8 Rep0rt Saturday Peak -20 14 Exist ing HCM 2010 S ignalize d Interse cti o n Summary 8: SR-167 NB Off Rame/SR-167 On Rame & SW 4 3rd St 6/26/2014 ,> ---+ ~ " +-'-~ t ~ '. ! .-' t EBL EBT EBR WBL WBT WBR NBL NBT N8R SBL SBT Lane Configuratio ns "i H t-t .,, "i 4i .,, Volume (veh/h) 340 997 0 0 98 0 313 448 353 0 0 0 Number 5 2 12 1 6 16 7 4 14 Ini ti al Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped -B ike Adj(A_p b T) 1.00 1.00 1.00 1.00 1.00 1.00 Parki ng Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sa t Fl ow, veh/h/l n 188.1 188.1 0.0 0.0 188.1 188 .1 186.3 186.3 186.3 Adj Fl ow Rate, ve h/h 351 1028 0 0 101 0 323 463 0 0 Ad j No. of Lanes 1 2 0 0 2 1 2 0 1 Peak Hour Facto r 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.9 7 Percent Heavy Ve h, % 1 1 0 0 1 1 2 2 2 Cap, ve h/h 406 2530 0 0 1519 677 64 0 0 286 Arrive On Green 0.45 1.00 0.00 0.00 0.43 0.43 0.18 0.00 0.00 Sat Flo w, veh/h 179 2 3668 0 0 3668 1593 3548 0 1583 Grp Vo lume(v), veh/h 35 1 1028 0 0 1010 323 463 0 0 Grp Sat Flow(s ),ve h/h/l n 1792 1787 0 0 178 7 1593 1774 0 1583 Q Serve(g_s), s 15.7 0.0 0.0 0.0 20 .2 13.1 11.0 0.0 0.0 Cycle Q Clear(g_c), s 15.7 0.0 0.0 0.0 20.2 13.1 11 .0 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap (c), veh /h 406 2530 0 0 1519 677 640 0 286 V/C Rat io(X) 0.86 0.4 1 0.00 0.00 0.66 0.48 0.72 0.00 0.00 Avai l Cap(c_a), ve h/h 802 3318 0 0 1519 677 1072 0 478 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ups tream Fi lter(I) 0.75 0.75 0.00 0.00 1.00 1.00 1.00 0.00 0.00 Un iform Delay (d), s/veh 23.2 0.0 0.0 0.0 20.6 18.5 34 .5 0.0 0.0 Iner Delay (d2), s/ve h 8.5 0.4 0.0 0.0 2.3 2.4 3.3 0.0 0.0 Ini tia l Q De lay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %i le Back0fQ(50%),veh/l n 8.6 0.1 0.0 0.0 10.4 6.2 5.7 0.0 0.0 LnGrp De lay(d),s/veh 31.7 0.4 0.0 0.0 22.9 20.9 37.9 0.0 0.0 Ln G!E LOS C A C C D App roach Vol , veh/h 1379 1333 463 App roach Delay, s/veh 8.3 22.4 37.9 Approach LOS A C D ,mer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duratio n (G+Y+Rc), s 98.9 21.1 25.3 73.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 83.0 27.0 40.0 38.0 Max Q Clear Time (g _c+l 1 ), s 2.0 13.0 17.7 22 .2 Green Ext Tim e (p_c), s 50.3 3.1 2.6 14.0 ntersection 811n HCM 20 10 Ctrt Delay 18.6 HCM 2010 LOS B otes Use r approved volume ba lancing among the lanes fo r tu rni ng movement. IKEA Renton Synchro 8 Report Saturday Peak -20 14 Existi ng 20 l 6 N o Action Transportation Impact Study IKEA Re nton Redevelopment Lanes, Volumes, Timings 1: Oakesdale Ave SW & SW 41 st St 6/27/2014 _,J " {' ~ '-~ t ,,., \. + .,' -+ EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations 4+ +f .,, 4'lt "I t~ Volume (vph) 3 1 2 83 11 24 35 590 83 21 157 5 Ideal Fl ow (vp hpl ) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 200 0 Storage Lanes 0 0 0 1 0 0 1 0 Taper Length (ft) 25 25 25 25 Link Speed (mph ) 25 25 35 35 Link Distance (ft) 220 1250 1011 292 Tra vel Tim e (s) 6.0 34.1 19.7 5.7 Confl. Peds. (#/hr) 2 2 2 2 Peak Hou r Fa ctor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles(%) 33% 33% 33% 10% 10% 10% 7% 7% 7% 19% 19% 19% Shared La ne Traffic(%) Sig n Control Stop Stop Free Free ntersection Area Type: Other Control Type: Unsigna lized IKEA Renton Synchro 8 Report AM Peak -20 16 Without Project HCM 2010 TWSC 1: Oakesdale Ave SW & SW 41 st St 6/27/2014 ntersecllon Int Delay, s/veh 4.9 E8L EBT EBR WBL WBT WBR NB[ NBT NBR SSL SBT SB Vol , veh/h 3 1 2 83 11 24 35 590 83 21 157 5 Conflicting Peds, #/hr 2 0 2 2 0 2 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 0 200 Veh in Median Storage, # 0 0 0 0 Grade,% 0 0 0 0 Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 33 33 33 10 10 10 7 7 7 19 19 19 Mvmt Fl ow 3 2 93 12 27 39 663 93 24 176 6 >Minor Minor2 Minor1 Conflicting Flow All 646 1065 93 928 1021 380 184 0 0 758 0 0 Stage 1 228 228 790 790 Stage 2 418 837 138 231 Critica l Hdwy 8.16 7.16 7.56 7.7 6.7 7.1 4.24 4.48 Critical Hdwy Stg 1 7.16 6.16 6.7 5.7 Critical Hdwy Stg 2 7.16 6.16 6.7 5.7 Follow-up Hdwy 3.83 4.33 3.63 3.6 4.1 3.4 2.27 2.39 Pot Cap-1 Maneuver 30 1 177 855 211 222 596 1352 746 Stage 1 673 644 332 381 Stage 2 507 315 828 693 Platoon blocked,% Mov Cap -1 Maneuver 257 162 854 196 203 595 1352 746 Mov Cap-2 Maneuver 257 162 196 203 Stage 1 638 622 315 361 Stage 2 444 298 798 670 EB we NB SB HCM Control Delay, s 17.4 36.2 0.5 1.1 HCM LOS C E Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SST SBR Capac ity (veh/h) 1352 -297 197 595 746 HCM Lane V/C Ratio 0.029 -0.023 0.536 0.045 0.032 HCM Control Delay (s) 7.7 0.2 -17.4 42.6 11.3 10 HCM Lane LO S A A C E B A HCM 95th %ti le Q(veh) 0.1 0.1 2.8 0.1 0.1 IKEA Renton Synchro 8 Report AM Peak -20 16 With out Project La nes, Volumes , Timin gs 2: IKEA D~/Ra~mond Ave SW & SW 41 s t St 7/3/20 14 .,> -+ ~ "' +-'-"' t I' '-. ! .,' LaneGRQ) EBL EBT EBR WBl WBT WBR NBL NBT NBR SBL SST Lane Configu rations ~ ~ ~ ~ Vol ume (vp h) 47 66 0 0 11 9 22 0 0 0 4 0 11 Ideal Flow (vphp l) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lin k Speed (mph) 25 25 30 25 Li nk Dista nce (ft) 1250 936 245 298 Trave l Time (s) 34 .1 25.5 5.6 8.1 Con fi. Peds . (#/hr) 2 2 2 1 Peak Hou r Fa ctor 0.75 0.75 0.92 0.92 0.75 0.75 0.92 0.92 0.92 0.75 0.92 0.75 Heavy Ve hi cles(%) 15% 15% 2% 2% 8% 8% 2% 2% 2% 27 % 2% 27 % Shared Lane Traffi c(%) Sign Control Fr ee Free Stop Stop ntersection Area Typ e: Ot her Co nt ro l Type: Unsignal ized IK EA Renton Synchro 8 Report AM Peak -2016 With out Proj ect HCM 201 0 TWSC 2 : IKEA Dwy/Raymond Ave SW & SW 41st St 7/3/2014 ntersection Int De lay, s/veh 2 EBL EBT EBR WBL WBT WBR NBL NBT NBR Vo l, veh/h 47 66 0 0 119 22 0 0 0 4 0 11 Con fii cting Peds, #/h r 2 0 0 0 0 2 0 0 0 2 0 1 Si gn Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chan nelized -None -None -None -None Storage Length Veh in Median Storage,# 0 0 0 0 Grade,% 0 0 0 0 Peak Hour Facto r 75 75 92 92 75 75 92 92 92 75 92 75 Heavy Ve hicles, % 15 15 2 2 8 8 2 2 2 27 2 27 Mvmt Flow 63 88 0 0 159 29 0 0 0 5 0 15 iMinor 1 Minor1 Mlnor2 Conflictin g Flow All 190 0 0 88 0 0 294 403 46 344 388 98 Stage 1 213 213 175 175 St age 2 81 190 169 213 Critical Hdwy 4.4 4.14 7.54 6.54 6.94 8.04 6.54 7.44 Critical Hdwy Stg 1 6.54 5.54 7.04 5.54 Crit ical Hdwy Stg 2 6.54 5.54 7.04 5.54 Follow-up Hd wy 2.35 2.22 3.52 4.02 3.32 3.77 4.02 3.57 Po t Cap-1 Maneuver 1291 1506 636 535 1014 527 545 864 Stage 1 769 725 742 753 Stage 2 918 742 749 725 Platoon blocked,% Mov Cap -1 Maneuver 1289 1503 600 507 1012 505 516 861 Mov Ca p-2 Maneuve r 600 507 505 516 Stage 1 730 688 703 752 Stage 2 901 741 710 688 ch EB WB NB SB HCM Contro l Delay, s 3.4 0 0 10.1 HCM LOS A B nor Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SB1.n1 Capacity (veh/h) -1289 -15 03 725 HCM Lane V/C Ra tio -0.049 -0.028 HCM Contro l Delay (s) 0 7.9 0.1 0 -10.1 HCM Lane LOS A A A A B HCM 95th %tile Q(veh ) 0.2 0 0.1 IKEA Renton Synchro 8 Report AM Pea k -2016 Without Project La ne s, Volumes, Tim ings 3: Lind Ave SW & SW 4 1st St 6/27 /2014 __,. --+ ~ " ._ ' ~ t ~ '-. + .; lane Grouf! EBL EBT EBR W8L WBT W8R NBL NBT NBR SBL SBT SB Lane Confi gurations , .,.~ , .,.~ , .,.~ , .,.~ Vo lume (vph) 16 41 7 50 124 162 20 52 1 15 24 101 15 Ideal Fl ow (vp hpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 200 0 20 0 0 200 0 Sto rage Lanes 1 0 1 0 1 0 1 0 Taper Len gth (ft) 25 25 25 25 Right Tu rn on Red Yes Yes Yes Yes Link Speed (mph ) 25 25 35 35 Li nk Di stance (ft) 936 1359 1004 421 Trave l Tim e (s) 25.5 37.1 19.6 8.2 Confl. Peds. (#/hr) 4 5 Peak Hour Factor 0.9 1 0.91 0.9 1 0.9 1 0.9 1 0.91 0.91 0.91 0.9 1 0.9 1 0.91 0.9 1 Heavy Ve hicles(%) 31% 31% 31% 7% 7% 7% 5% 5% 5% 14% 14% 14% Shared Lane Tra ffic (%) Tum Type Prat NA Prat NA Pro t NA Pra t NA Protected Ph ases 7 4 3 8 5 2 1 6 Pe rmitted Phases Detector Phase 7 4 3 8 5 2 1 6 Swit ch Phase Minimu m Initial (s) 4.0 10.0 4.0 10.0 4.0 5.0 4.0 5.0 Min imum Spl it (s) 8.0 23 .0 8.0 23.0 8.0 23.0 8.0 23.0 Tota l Split (s) 34.0 54 .0 34 .0 54 .0 34.0 54.0 34 .0 54.0 Total Spli t(%) 19.3% 30 .7% 19.3% 30.7% 19.3% 30.7% 19 .3% 30 .7% Ye ll ow Tim e (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optim iz e? Yes Yes Ye s Yes Yes Yes Yes Yes Reca ll Mode None None None None None None None None ntersection Summa Area Type : Other Cycle Length : 176 Act uated Cycle Length: 49 Natura l Cycle: 65 Co ntrol Type: Actuated-U ncoo rdi nated 3: Li nd Ave SW & SW 41st St t ~2 f ~3 ~ + ~6 __,. ~7 ._ '18 IKEA Renton Synchro 8 Report AM Peak-2016 With out Projec t HCM 2 0 10 Si g nalized Intersection S ummary 3 : Lind Ave SW & SW 4 1st St 6/27/2 014 ~ --+ ~ f +-'-' t ~ \. + .., EBL EBT EBR WBL. WBT WBR NBL NBT NBR SSL SBT Lane Configurations ' tf+ ' tf+ ' tf+ ' tf+ Volume (veh/h) 16 41 7 50 124 162 20 521 15 24 101 15 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initia l Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bi ke Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bu s, 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 Ad j Sat Flow, veh/h/l n 145.0 145.0 190.0 177.6 177.6 190.0 181.0 181.0 190 .0 166.7 166.7 190.0 Adj Flow Rate, veh/h 18 45 8 55 136 178 22 57 3 16 26 111 16 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Pea k Hou r Factor 0.9 1 0.9 1 0.91 0.91 0.91 0.9 1 0.9 1 0.91 0.91 0.9 1 0.91 0.91 Percent Heavy Veh , % 31 31 31 7 7 7 5 5 5 14 14 14 Cap , ve h/h 25 605 105 74 478 42 6 37 1134 32 39 934 132 Arrive On Gree n 0.02 0.26 0.26 0.04 0.28 0.28 0.02 0.33 0.33 0.02 0.34 0.34 Sat Flow, veh/h 138 1 2350 407 169 1 1687 150 3 1723 34 16 95 1587 2786 394 Grp Vol um e(v), ve h/h 18 26 27 55 136 178 22 288 301 26 62 65 Grp Sat Flow (s),veh/h/l n 1381 1378 1379 1691 168 7 1503 1723 17 19 1792 1587 1583 159 7 Q Se rve(g _s), s 0.6 0.7 0.7 1.5 2.9 4.5 0.6 6.3 6.3 0.8 1.3 1.3 Cycl e Q Clea r(g_c), s 0.6 0.7 0.7 1.5 2.9 4.5 0.6 6.3 6.3 0.8 1.3 1.3 Pro p In Lan e 1.00 0.30 1.00 1.00 1.00 0.05 1.00 0.25 Lane Grp Cap(c), veh/h 25 355 355 74 478 426 37 571 595 39 531 535 V/C Ratio(X) 0.73 0.07 0.08 0.74 0.28 0.42 0.60 0.50 0.51 0.67 0.1 2 0.12 Avail Cap{c_a), veh/h 887 1474 1475 1086 1805 1608 1106 1839 1918 1019 1694 1709 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 Upstrea m Fil ter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform De lay (d), s/veh 22.8 13.1 13.1 22 .1 13.1 13.6 22.7 12.5 12.5 22.6 10.7 10.8 In er Delay (d2}, s/ve h 33.5 0.3 0.3 13.7 1.2 2.4 14.7 1.0 0.9 18.0 0.1 0.1 In itia l 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 o/o il e Back0f0(50%),veh/ln 0.5 0.3 0.3 1.0 1.5 2.1 0.4 3.1 3.2 0.5 0.6 0.6 Ln Grp Delay(d),s/veh 56.4 13.4 13.5 35.8 14.2 16.0 37.4 13.5 13.5 40.6 10.9 10.9 LnG~ LOS E B B D B B D B B D B B Approa ch Vo l, veh/h 71 369 611 153 App roach Delay, s/veh 24.3 18.3 14.4 15.9 Approach LOS C B B B mer 1 2 3 4 5 6 7 8 Assigned Ph s 1 2 3 4 5 6 7 8 Ph s Du ratio n (G+Y+Rc), s 5.1 19.5 6.0 16.0 5.0 19.7 4.8 17.2 Cha nge Period (Y +Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setti ng (Gmax), s 30.0 50.0 30.0 50.0 30.0 50.0 30 .0 50.0 Max Q Clear Time (g_c+l1 ), s 2.8 8.3 3.5 2.7 2.6 3.3 2.6 6.5 Green Ext Ti me (p_c}, s 0.0 7.1 0.1 6.8 0.0 7.2 0.0 6.6 ntersedion HCM 2010 Ctr! Delay 16.4 HCM 20 10 LOS B IKEA Renton Synchro 8 Report AM Pea k -2016 Without Project Lanes, Volumes, Timings 4: 80th Ave S/Oakesdale Ave SW & SW 43rd St 6/27/20 14 .,, -+ ..... " +-' ~ t ~ '-.. + ..-' EBL EBT EBR WBL WBT WBR N8L NBT NBR SBL SBT La ne Configurations "i tl+ "i tl+ "i tl+ "i tl+ Volume (vph) 211 357 82 55 958 194 95 267 23 31 83 110 Ide al Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 125 0 200 0 200 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 35 35 Link Distance (ft) 437 2206 416 1011 Travel Time (s) 8.5 43.0 8.1 19.7 Confl. Peds . (#/hr) 4 2 2 4 2 2 2 2 Peak Hour Factor 0.9 1 0.91 0.91 0.91 0.9 1 0.91 0.91 0.9 1 0.91 0.91 0.91 0.91 Heavy Vehic le s (%) 7% 7% 7% 5% 5% 5% 10% 10% 10% 13% 13% 13% Shared Lane Traffic(%) Tum Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Detector Phase 5 2 1 6 3 8 7 4 Swi tch Pha se Minimum Initial (s) 4.0 6.0 5.0 6.0 5.0 5.0 5.0 5.0 Minimum Split (s) 8.0 31.5 9.0 31.5 9.0 30.0 9.0 31.0 Total Split (s) 18.0 56.0 27.0 65.0 15 .0 32.0 15.0 32 .0 Total Sp lit(%) 13.8% 43.1 % 20.8% 50.0 % 11.5 % 24 .6% 11 .5% 24 .6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 0.5 0.0 0.5 0.0 0.0 0.0 0.0 Lost Ti me Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead La g Lead Lag Le ad Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min Min Min None Non e Area Type: Other Cycle Length : 130 Actuated Cycle Length : 130 Offset: 89 (68 %), Referenced to phase 2:EBTL and 6:WBTL , Start of Gree n Natural Cycle: 85 Cont rol Type : Actuated-Coordinated S lits and Phases: 4: 80th Ave S/Oa kesda le Ave SW & SW 43rd St ~fl] + 04 +-'-..f)7 t f)8 f)6 IKE A Renton Synchro 8 Report AM Peak -20 16 Without Project HCM 2 010 S ig nalized Intersection Summary 4 : 80th Ave S/Oakes d a le Ave SW & SW 4 3 rd St 6/27/2014 --' -+ ~ ~ +-'-~ t ,... \._ ! .,, EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SBT s Lane Configu rations "i tf. "i tf. "i tf. "i tf. Vo lu me (ve h/h) 211 357 82 55 958 194 95 267 23 31 83 110 Number 5 2 12 1 6 16 3 8 18 7 4 14 In iti al Q (Qb), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parkin g Bu s, Ad j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 177.6 177.6 190.0 181.0 181.0 190 .0 172.7 172.7 190.0 168.1 168.1 190.0 Adj Fl ow Rate, ve h/h 232 392 90 60 1053 213 104 293 25 34 91 121 Adj No . of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.91 0.91 0.9 1 0.91 0.9 1 0.91 0.9 1 0.91 0.9 1 0.9 1 0.91 0.9 1 Percen t Heavy Veh , % 7 7 7 5 5 5 10 10 10 13 13 13 Ca p, veh/h 320 1573 358 58 7 1522 307 263 577 49 218 234 208 Arrive On Green 0.08 0.58 0.58 0.04 0.53 0.53 0.07 0.19 0.19 0.03 0.15 0.15 Sat Fl ow, ve h/h 1691 2731 621 1723 285 1 575 1645 3062 26 0 160 1 1597 1423 Grp Vo lume(v), ve h/h 232 241 24 1 60 634 632 104 156 162 34 91 121 Grp Sat Fl ow(s),veh/h/ln 1691 1687 1665 1723 171 9 1707 1645 1641 1680 160 1 1597 1423 Q Serve{g_s), s 5.8 7.1 7.2 1.5 27 .3 27.5 5.2 8.6 8.7 1.8 5.2 8.0 Cycle Q Cle ar{g_c), s 5.8 7.1 7.2 1.5 27.3 27.5 5.2 8.6 8.7 1.8 5.2 8.0 Prop In Lane 1.00 0.37 1.00 0.34 1.00 0.15 1.00 1.00 Lane Grp Ca p(c), veh/h 320 972 959 587 918 911 263 309 317 218 234 208 V/C Rat io(X) 0.73 0.25 0.25 0.10 0.69 0.69 0.40 0.51 0.51 0.16 0.39 0.58 Avail Cap(c_a), ve h/h 416 972 959 912 1037 1029 325 458 469 344 446 397 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 Upstrea m Filter(I) 1.00 1.00 1.00 0.38 0.38 0.38 1.00 1.00 1.00 1.0 0 1.00 1.00 Unifo rm Delay (d ), s/veh 17.0 10.5 10.5 9.5 17.3 17.3 31 .6 36 .5 36.6 34.8 38.7 39 .9 In er Delay (d2), s/veh 5.5 0.6 0.6 0.0 1.6 1.7 1.4 1.8 1.8 0.5 1.5 3.6 Initial Q De lay(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%),ve h/ln 4.0 3.4 3.5 0.7 13.3 13.2 2.4 4.0 4.2 0.8 2.4 3.3 LnG rp Delay(d),s /veh 22.5 11 .1 11 .2 9.5 18.9 19.0 32 .9 38.3 38.4 35.3 40 .2 43.5 LnG re LOS C B B A B B C D D D D D Approach Vol , ve h/h 71 4 1326 422 246 Approach Delay, s/veh 14.8 18.5 37.0 41 .2 Approa ch LOS B B D D ,mer 1 2 3 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Durati on (G+Y+Rc), s 8.1 92.0 11 .3 18.7 12.3 87.7 7.1 22.9 Change Pe riod (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Sett ing (Gmax), s 23.0 51.5 11.0 28.0 14.0 60.5 11 .0 28.0 Max Q Clea r Time (g _c+l1 ), s 3.5 9.2 7.2 10.0 7.8 29.5 3.8 10.7 Green Ext Time (p_c), s 0.2 30.5 0.1 4.0 0.5 24.0 0.0 3.9 1 ntersection Summa HCM 2010 Ctrl Delay 22.5 HCM 2010 LOS C IKEA Renton Synchro 8 Report AM Peak -20 16 Without Proje ct Lanes, Volumes, Timings 5: Lind Ave SW & SW 43rd St 6/27 /2014 .,} -+ ..... ~ ..._ ' ~ t ~ \. ! .I EBL EBT · EBR WBL WBT WBR NBL NBT NBR SBL SBT s Lane Configurations llj t~ llj t~ llj ~ llj 4' .,, Volume (vph) 92 291 11 7 1211 469 24 33 2 68 9 73 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 100 0 75 0 200 0 Storage Lanes 1 0 1 0 1 0 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 35 35 Link Distance (ft) 2206 982 424 1004 Travel Time (s) 43.0 19.1 8.3 19.6 Confl. Ped s. (#/hr) 1 2 3 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hea vy Vehicles(%) 10% 10 % 10 % 4% 4% 4% 23 % 23% 23 % 17% 17% 17% Shared Lane Traffic(%) 44% Turn Type Prat NA Prat NA Split NA Split NA Perm Protected Phases 5 2 1 6 4 4 8 8 Permitted Phases 8 Detector Pha se 5 2 1 6 4 4 8 8 8 Sw itch Phase Minimum Initial (s) 4.0 10.0 4.0 10.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.5 31.0 8.5 28.0 25.5 25.5 24 .5 24 .5 24.5 Total Split (s) 15.0 60.0 17.0 62 .0 27.0 27.0 26.0 26.0 26.0 Tota l Split(%) 11 .5% 46 .2% 13.1% 47 .7% 20.8% 20.8% 20.0 % 20 .0% 20.0% Yellow nme (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.5 1.0 0.5 1.0 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Ye s Yes Yes Recall Mode None C-Min None C-Min None None None None None 1 1ntersection Summa!1 Area Type: Other Cycle Length: 130 Actuated Cycle Length : 130 Offset: 100 (77%), Referen ced to pha se 2:EBT and 6:WBT, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Selits and Phases: 5: Lind Ave SW & SW 43rd St I~" 5:f r~ I ~~8 _,} os I i:J6 R IKEA Renton Synchro 8 Report AM Peak -2016 Without Project HCM 2010 Sign a lized Interse ction Summary 5: Lind Ave SW & SW 43rd St 6/27 /2014 .,J --+ ..... f +-..... ~ t ,>' \. + ...' EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Co nfigu ratio ns .., .,.~ .., .,.~ .., ~ .., 4f 7' Vo lum e (veh/h) 92 29 1 11 7 1211 46 9 24 33 2 68 9 73 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parkin g Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 1.00 1.00 Adj Sat Fl ow, ve h/h/ln 172.7 172.7 190 .0 182.7 182.7 190.0 154 .5 154 .5 190.0 162.4 162 .4 162.4 Adj Fl ow Rate, veh/h 101 320 12 8 133 1 515 26 36 2 82 0 0 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 2 0 1 Peak Hour Facto r 0.9 1 0.91 0.91 0.9 1 0.9 1 0.91 0.9 1 0.9 1 0.9 1 0.91 0.9 1 0.9 1 Percent Heavy Veh , % 10 10 10 4 4 4 23 23 23 17 17 17 Ca p, ve h/h 126 2098 78 14 144 7 532 69 68 4 140 0 62 Arrive On Gree n 0.15 1.00 1.00 0.02 1.00 1.00 0.05 0.05 0.05 0.05 0.00 0.00 Sat Fl ow, ve h/h 1645 3226 121 174 0 2486 914 1471 1448 80 3093 0 1380 Grp Vo lum e(v), ve h/h 101 162 170 8 908 938 26 0 38 82 0 0 Grp Sat Fl ow(s),veh/h/ln 1645 164 1 1706 1740 1736 1664 1471 0 1529 154 7 0 1380 Q Serve(g _s), s 4.4 0.0 0.0 0.3 0.0 0.0 1.3 0.0 1.8 1.9 0.0 0.0 Cycl e Q Clea r(g_c), s 4.4 0.0 0.0 0.3 0.0 0.0 1.3 0.0 1.8 1.9 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.55 1.00 0.05 1.00 1.00 Lane Grp Cap (c), veh/h 126 1067 11 10 14 1011 969 69 0 72 140 0 62 V/C Rat io(X) 0.80 0.15 0.1 5 0.56 0.90 0.97 0.38 0.00 0.53 0.59 0.00 0.00 Ava il Ca p(c_a), ve h/h 233 1215 1263 293 1332 1277 446 0 463 896 0 40 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.98 0.98 0.98 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 0.00 Uniform De lay (d), s/veh 30.9 0.0 0.0 36 .4 0.0 0.0 34 .3 0.0 34.6 34.8 0.0 0.0 Iner Delay (d2), s/ve h 11 .1 0.3 0.3 3.1 1.4 4.0 3.3 0.0 5.9 3.8 0.0 0.0 In itial Q De lay(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 %i le Bac k0fQ(50%),veh/l n 2.3 0.1 0.1 0.2 0.4 1. 1 0.6 0.0 0.9 0.9 0.0 0.0 LnGrp De lay(d),s/veh 42.0 0.3 0.3 39.5 1.4 4.0 37.7 0.0 40.5 38 .6 0.0 0.0 Ln G~LOS D A A D A A D D D Appro ac h Vo l, veh/h 433 1854 64 82 Approa ch Delay, s/veh 10.0 2.9 39.3 38.6 Approac h LOS B A D D ,mer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Ph s Duration (G+Y+Rc), s 5.1 109.0 8.0 10.2 104.0 7.9 Change Peri od (Y +Rc), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Green Setting (Gmax), s 12.5 55.0 22 .5 10.5 57 .0 21.5 Max Q Clear Ti me (g_c+l1 ), s 2.3 2.0 3.8 6.4 2.0 3.9 Green Ext Ti me (p_c), s 0.0 40.1 0.2 0.1 41 .2 0.2 ntersection Soovna HCM 20 10 Ctr! Delay 6.3 HCM 2010 LOS A otes User ap proved vo lume balancing among the lanes fo r turning mo ve ment. IKEA Ren ton Synchro 8 Report AM Peak -20 16 Wit hout Project La ne s, Volumes , Timings 6: E Vallel Rd & SW 41st St/SR-167 SB Off Rame 6/27/20 14 .,J -+ ..... f +-'-"' t !' '-. + .,, µ111eGrou EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Config ura ti ons ' t .,, ' 4'f. ' t .,, ' tf. Vo lume (vph) 9 54 12 513 31 7 107 38 49 6 234 61 58 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storag e Length (ft ) 200 0 500 0 200 0 200 0 Storage La nes 1 1 1 0 1 1 0 Tap er Len gt h (ft) 25 25 25 25 Rig ht Tu rn on Re d Yes Yes Yes Yes Li nk Spe ed (mph) 25 30 35 35 Link Dis tance (ft ) 1359 755 466 322 Trave l Tim e (s) 37.1 17.2 9.1 6.3 Con fl. Peds . (#/h r) 2 Peak Hour Facto r 0.94 0.94 0.94 0.94 0.94 0.94 0.9 4 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles(%) 22% 22% 22% 5% 5% 5% 9% 9% 9% 22 % 22% 22% Sha red Lane Traffi c(%) 39% Turn Type Sp lit NA Perm Spl it NA Prot NA Perm Prot NA Protect ed Ph as es 6 6 2 2 7 4 3 8 Perm itted Phases 6 4 Detector Ph ase 6 6 6 2 2 7 4 4 3 8 Switch Phase Min imum In iti al (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 Mini mum Spl it (s) 29.0 29.0 29.0 30.0 30 .0 8.0 33.0 33 .0 8.0 10.0 Total Sp lit (s) 30.0 30.0 30.0 42.0 42.0 18.0 45.0 45.0 13.0 40.0 Total Spl it(%) 23 .1% 23 .1 % 23.1% 32.3% 32 .3% 13.8% 34 .6% 34.6 % 10.0 % 30.8% Ye ll ow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 LostTim e Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Ti me (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 Lea d/Lag Lead Lag Lag Lead Lag Lead-Lag Optim ize? Yes Ye s Yes Yes Yes Reca ll Mode None None None Max Max None C-M in C-Min None C-Min ntersection S1111ma Area Type : Other Cyc le Length: 130 Act uated Cycle Leng th : 130 Offset: 52 (40%), Referenced to phase 4:NBT and 8:S BT, Start of Green Natural Cyc le: 100 Con trol Type : Act uated -Coordin ated ls~:nd Phases 6: E Valle~ Rd & SW 41st SUSR -167 SB Off Ra me ,~6 I ~,, tr :i "i"I ~"17 IKEA Renton Synchro 8 Report AM Peak -2016 Without Proj ect HCM 2010 Signalized Intersecti o n Summary 6: E Valle~ Rd & SW 41 st S t/SR-1 6 7 SB Off Rame 6/2712014 .,,;. -+ ..... f +-'-~ t ,... ..... + .,, Movement ESL EBT EBR WBl WBT WBR NBL NBT NBR SSL SBT SB Lane Configu rations "'i t '(' "'i +tr. "'i t '(' "'i tf. Volu me (ve h/h) 9 54 12 513 317 107 38 496 234 61 58 9 Number 1 6 16 5 2 12 7 4 14 3 8 18 Ini tia l Q {Qb ), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bi ke Adj(A_pbT ) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parki ng Bu s, Adj 1.00 1.00 1.00 1.00 1.0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Fl ow , veh /hl ln 155.7 155 .7 155.7 181.0 181.0 190.0 174 .3 174 .3 174.3 155 .7 155 .7 190 .0 Adj Fl ow Rate, ve h/h 10 57 0 332 636 114 40 528 72 65 62 10 Adj No. of Lanes 1 1 1 1 2 0 1 1 1 1 2 0 Pea k Hour Fac tor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 22 22 22 5 5 5 9 9 9 22 22 22 Ca p, ve hlh 75 79 67 639 1109 198 50 600 510 79 942 148 Arr ive On Green 0.05 0.05 0.00 0.37 0.37 0.37 0.03 0.34 0.34 0.05 0.37 0.37 Sat Fl ow, ve h/h 1483 1557 1324 1723 299 0 535 1660 1743 1482 1483 2561 404 Grp Volume(v), vehl h 10 57 0 332 385 365 40 528 72 65 35 37 Grp Sat Fl ow(s),veh /h/ln 1483 1557 1324 1723 1810 171 5 1660 1743 14 82 1483 1480 1485 Q Serve(g _s), s 0.6 3.6 0.0 15.0 16.9 17.0 2.4 28.4 3.3 4.3 1.5 1.6 Cycl e Q Clear{g_c), s 0.6 3.6 0.0 15.0 16.9 17.0 2.4 28.4 3.3 4.3 1.5 1.6 Prop In Lane 1.00 1.00 1.00 0.31 1.00 1.00 1.00 0.27 Lane Grp Cap(c), veh/h 75 79 67 639 67 1 636 50 600 510 79 544 546 VIC Rat io(X) 0.13 0.72 0.00 0.52 0.57 0.57 0.81 0.88 0.14 0.82 0.06 0.07 Avail Cap(c_a), ve h/h 372 390 332 639 671 636 233 717 609 134 544 546 HCM Platoon Rat io 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 Filt er(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 1.00 1.00 Uniform Delay {d), s/veh 45 .2 46 .6 0.0 24.4 25 .1 25.1 48.1 30 .7 22.5 46.7 20.4 20.4 Iner Delay (d2), s/ve h 1.1 16.0 0.0 3.0 3.5 3.7 33 .7 16.7 0.6 24.8 0.2 0.2 Initial Q De lay(d3),s/ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %i le BackOfQ(50%),ve hl ln 0.3 1.9 0.0 7.6 9.1 8.7 1.6 16.4 1.4 2.3 0.7 0.7 LnG rp Delay(d),s/veh 46.4 62 .7 0.0 27.4 28.6 28 .8 81 .8 47.5 23 .1 71 .5 20.6 20.7 Ln G~ LOS D E C C C F D C E C C Approach Vo l, veh /h 67 1082 640 13 7 App roac h Delay, s/veh 60 .2 28 .3 46.9 44 .8 Approach LOS E C D D ,mer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 42.0 9.3 68.6 10 .1 7.0 71.0 Change Period (Y+Rc), s 5.0 4.0 4.0 5.0 4.0 4.0 Max Green Setti ng (Gmax), s 37.0 9.0 41.0 25.0 14.0 36 .0 Max Q Clear Time (g _c+l1 ), s 19.0 6.3 30.4 5.6 4.4 3.6 Green Ext Time (p_c), s 7.9 0.0 3.9 0.3 0.1 6.5 ntersection Summa HCM 2010 Ctrl Delay 36.8 HCM 2010 LOS D otes User approved volum e ba lanc ing among the lanes fo r turn ing movement. IKEA Re nton Synchro 8 Re port AM Pe ak -2016 Without Project Lanes, Volumes, Timings 7: E Valle~ Rd & SW 43rd St 6/3 0/2 014 _> ..... ..... f +-' "' t ,,.. \. ! .-' l,8118 EBL EBT EBR WBL WBT WBR NBL NBT NBR SSL SST Lane Configurations lij H .,, lij H .,, lij .,.~ lij ~ Volume (vph) 42 231 97 102 1529 491 229 244 137 347 200 43 Idea l Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 500 200 50 150 0 300 0 Storage Lanes 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Tum on Red Yes Yes Yes Yes Link Speed (mph) 35 35 40 35 Link Dis tance (ft) 982 1012 454 640 Travel Time (s) 19.1 19.7 7.7 12 .5 Conti. Peds. (#/hr) 1 3 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 Heavy Vehicles(%) 13% 13% 13% 2% 2% 2% 16 % 16 % 16% 6% 6% 6% Shared Lane Traffic(%) 44% Tum Type Prot NA Perm Prot NA Perm Split NA Split NA Protected Phases 5 2 1 6 4 4 8 8 Permitted Phases 2 6 Detector Phase 5 2 2 6 6 4 4 8 8 Switch Pha se Minimum Initial (s) 4.0 10.0 10.0 4.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split (s) 8.5 25.5 25.5 8.5 25.5 25.5 23.5 23.5 21 .0 21.0 Total Split (s) 27 .0 70.0 70.0 13.0 56.0 56 .0 25.0 25.0 22 .0 22 .0 Tota l Spli t(%) 20.8% 53.8 % 53.8% 10.0% 43.1% 43 .1% 19.2% 19.2% 16.9% 16.9% Ye ll ow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Re d Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lo st Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Reca ll Mode None C-Min C-Min None C-Min C-Min None None Min Min nterseclion Area Type : Other Cycle Length : 130 Actuated Cycle Length : 130 Offset: 83 (64%), Referenced to pha se 2:EBT and 6:WBT , Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Selits and Phases: 7: E Valle~ Rd & SW 43rd St I #,1 ,-,_, _ i~~ I ~PB l _,,. p5 ~6 n IKEA Renton Sy nc hro 8 Report AM Peak -2016 Without Project HCM 2010 Sign a li z ed Intersection Summa ry 7 : E Va l lel'. Rd & SW 43rd St 6/30/20 14 .,,. -+ "') f .,.._ '-'\ t I' \. + .,, t EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Lan e Con fi gurations "'i H .,, "'i tt .,, "'i .,.~ "'i 4'~ Volum e (ve h/h) 42 23 1 97 102 1529 491 229 244 137 347 200 43 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initia l Q (Qb ), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped -B ike Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parki ng Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Fl ow, ve h/h/l n 168 .1 168.1 168.1 186.3 186.3 186 .3 163 .8 163.8 190 .0 179 .2 179.2 190.0 Adj Flow Rate, veh/h 44 243 0 107 1609 296 241 25 7 144 41 9 136 45 Ad j No . of Lanes 1 2 1 1 2 1 1 2 0 2 1 0 Pea k Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Ve h, % 13 13 13 2 2 2 16 16 16 6 6 6 Cap , veh/h 55 1454 651 130 1749 78 1 268 334 181 479 181 60 Arri ve On Green 0.07 0.91 0.00 0.10 0.66 0.66 0.17 0.17 0.17 0.1 4 0.14 0.14 Sat Flow, veh/h 160 1 3195 1429 1774 3539 158 0 1560 1949 1058 341 4 1289 427 Grp Vol ume(v), ve h/h 44 243 0 107 1609 296 241 203 198 419 0 181 Grp Sa t Flow(s),veh/h/l n 1601 1597 1429 1774 1770 1580 1560 1556 145 1 1707 0 171 6 Q Serve (g_s), s 3.1 0.9 0.0 6.9 45.7 9.9 17.6 14.4 15.1 13.9 0.0 11.8 Cycle Q Clear(g_c), s 3.1 0.9 0.0 6.9 45.7 9.9 17.6 14.4 15.1 13.9 0.0 11 .8 Prop In La ne 1.00 1.00 1.00 1.00 1.00 0.73 1.00 0.25 La ne Grp Cap(c), veh /h 55 1454 65 1 130 1749 781 268 26 7 249 479 0 24 1 V/C Ra ti o(X) 0.80 0.17 0.00 0.82 0.92 0.38 0.90 0.76 0.79 0.87 0.00 0.75 Avai l Cap(c_a), ve h/h 311 1805 807 130 1749 781 27 6 275 257 50 1 0 252 HCM Platoon Rat io 2.00 2.00 2.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstrea m Fi lt er(!) 0.99 0.99 0.00 0.53 0.53 0.53 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53 .6 2.9 0.0 51 .6 17.9 11.7 47.1 45.8 46 .1 48.8 0.0 47.9 Iner Delay (d2), s/veh 30 .3 0.2 0.0 19.6 5.4 0.7 29.5 11 .5 15.3 15.3 0.0 11 .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 %i le Back0fQ(50%),veMn 1.9 0.4 0.0 4.1 23 .1 4.4 9.8 7.1 7.1 7.6 0.0 6.3 LnGrp Delay(d),s/ve h 83 .9 3.1 0.0 71.2 23.3 12 .5 76.5 57.3 61 .3 64.2 0.0 59.4 LnG!E LOS F A E C B E E E E E Appro ac h Vol , veh/h 287 2012 642 600 Approach Delay, s/veh 15.5 24 .2 65 .8 62.7 Approach LOS B C E E ,mer 1 2 3 4 5 6 7 8 Ass igned Ph s 1 2 4 5 6 8 Ph s Durati on (G+Y+Rc), s 13.0 71.3 24.4 8.5 75 .9 21.3 Change Period (Y+Rc ), s 4.5 4.5 4.5 4.5 4.5 5.0 Max Green Sett ing (Gmax), s 8.5 65 .5 20.5 22.5 51.5 17.0 Max Q Clea r Ti me (g _c+l 1), s 8.9 2.9 19.6 5.1 47 .7 15.9 Green Ext Time (p_c), s 0.0 49.9 0.3 0.1 3.7 0.3 ntersection Summa HCM 20 10 Ctrl De lay 37.6 HCM 2010 LOS D oles User approv ed vol ume ba lancing amo ng the lanes for tu rning movement. IKEA Re nton Synchro 8 Report AM Peak-20 16 Wi thou t Proje ct Lanes, Volumes, Timings 8 : SR-167 NB Off Ramp/SR-167 On Ramp & SW 43rd St Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Right Turn on Red Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Peak Hour Factor Heavy Veh icles(%) Shared Lane T raffle (%) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Spl it (s ) Total Split (s) Total Spl it(%) Yellow Time (s) All-Red Tim e (s) Lost Time Adjust (s) To tal Lost Time (s) Lead/Lag Lead-Lag Optimize? Re ca ll Mode ' ntersection Summa EBL EBT EBR WBL WBT W8R "I H H 'f 84 615 0 0 1314 243 1900 1900 1900 1900 1900 1900 500 0 0 500 1 0 0 1 25 25 Yes Yes 35 35 1012 533 19.7 10.4 5 0.99 0.99 0.99 0.99 0.99 0.99 7% 7% 7% 2% 2% 2% Prot NA NA Perm 5 2 6 5 5.0 10 .0 22 .0 16 .9% 4.0 1.0 0.0 5.0 Lead Yes None 2 10.0 19.0 85.0 65.4% 4.0 1.0 0.0 5.0 C-Min 6 6 6 10.0 10.0 19 .0 19.0 63 .0 63.0 48.5% 48 .5% 4.0 4.0 1.0 1.0 0.0 0.0 5.0 5.0 Lag Lag Yes Ye s C-Max C-Max Area Type: Other Cycle Le ngth: 130 Actu ated Cycle Length: 130 Offset: 50 (38%), Referenced to pha se 2:EBT and 6:WBT, Start of Green Natural Cycle: 65 Control Typ e: Actuated-Coordinated ..... 02 R) I f,:S lits and Phases : 8: SR-167 NB Off Ramp/SR-167 On Ramp & SW 43rd St ,. " i +-" [R) IKE A Renton AM Peak -20 16 Without Proj ect t NBL NBT NBR "I 4' .,, 790 0 354 1900 1900 1900 500 0 1 1 25 Yes 30 776 17.6 1 0.99 0.99 0.99 4% 4% 4% 50 % Spl it NA Perm 4 4 4 4.0 26.0 45.0 34.6% 4.0 1.0 0.0 5.0 None 4 4.0 26.0 45.0 34.6% 4.0 1.0 0.0 5.0 None 4 4 4.0 26.0 45 .0 34.6% 4.0 1.0 0.0 5.0 None SBL 0 1900 0 0 25 0.99 0% 6/27/2014 SBT SB 0 0 1900 1900 30 482 11 .0 0 0 Yes 0.99 0.99 0% 0% l Synchro 8 Report H C M 2 010 Si g nalized Inte rs ecti on Summary 8 : SR-167 NB Off Rame/SR-167 On Rame & SW 43rd S t 6/27/20 14 _,> --+ ~ f +-..__ ~ t !' \. ! .,' EBL EBT EBR WBL WBT WBR NBL NBT NBR SSL SST Lane Configu ratio ns lj H tt .,, lj .f .,, Vo lum e (ve h/h) 84 615 0 0 1314 243 790 0 354 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped -B ike Adj {A_pb T) 1.0 0 1.00 1.00 1.00 1.00 1.00 Parki ng Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Fl ow, veh/hnn 177.6 177.6 0.0 0.0 186.3 186.3 182 .7 182 .7 182.7 Adj Flow Rat e, veh/h 85 62 1 0 0 132 7 245 798 0 0 Adj No. of Lanes 1 2 0 0 2 1 2 0 1 Peak Hour Fa ctor 0.99 0.9 9 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 7 7 0 0 2 2 4 4 4 Ca p, ve h/h 108 2121 0 0 1840 819 980 0 437 Arrive On Green 0.13 1.00 0.00 0.00 0.52 0.52 0.28 0.00 0.00 Sat Flow, veh/h 169 1 3463 0 0 3632 1576 3480 0 1553 Grp Vol ume(v), ve h/h 85 62 1 0 0 1327 245 798 0 0 Grp Sa t Flow(s),veh/hn n 169 1 1687 0 0 1770 1576 1740 0 1553 Q Serve{g _s), s 5.4 0.0 0.0 0.0 32 .1 9.9 23.8 0.0 0.0 Cycle Q Clear(g_c), s 5.4 0.0 0.0 0.0 32.1 9.9 23.8 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lan e Grp Cap(c), veh/h 108 212 1 0 0 1840 819 98 0 0 43 7 V/C Ra tio(X) 0.79 0.29 0.00 0.00 0.72 0.30 0.8 1 0.00 0.00 Avai l Cap(c_a), ve h/h 258 24 19 0 0 1840 819 1248 0 55 7 HCM Platoon Ra ti o 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Fi lter(!) 0.82 0.82 0.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 47.9 0.0 0.0 0.0 20 .6 15.2 37.3 0.0 0.0 Iner Delay (d2), s/ve h 19.4 0.3 0.0 0.0 2.5 0.9 4.7 0.0 0.0 Initial Q Delay(d3 ),s/ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %i le Back0fQ(50%),veh/ln 3.1 0.1 0.0 0.0 16.3 4.5 12.1 0.0 0.0 LnGrp Delay(d),s/veh 67 .3 0.3 0.0 0.0 23 .1 16.2 42 .0 0.0 0.0 LnG!J! LOS E A C B D Approach Vol, veh/h 706 1572 798 Ap proach Delay, s/veh 8.4 22.0 42.0 Approach LOS A C D ,mer 1 2 3 4 5 6 7 8 Assigned Ph s 2 4 5 6 Ph s Duration (G+Y+Rc), s 93.6 36.4 12.1 81.4 Change Period (Y +Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 80.0 40.0 17.0 58.0 Max Q Clea r Time (g _c+l 1), s 2.0 25.8 7.4 34 .1 Gree n Ext Time (p_c), s 45.8 5.6 0.3 19.6 ntersection Summa HCM 201 0 Ctrl De lay 24.0 HCM 20 10 LOS C tes User approved vol ume ba lancing among th e lanes for turning move ment. IKEA Re nton Synchro 8 Report AM Peak -20 16 Wit hout Project Lanes, Volumes, Timings 1: Oakesdale Ave SW & SW 41 st St 6/26/2014 .,} ...... ..... ~ ~ 4.... ~ t ,,.. '-. ! ct' EBL EBT EBR WBl. WBT WBR NBL NBT NBR SBL SBT Lan e Configurations 4+ +t 7' 4'f+ "I -t~ Volume (vph) 4 24 26 134 5 51 3 229 132 106 576 2 Idea l Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 200 0 Storage Lanes 0 0 0 1 0 0 1 0 Taper Length (ft) 25 25 25 25 Link Speed (mph) 25 25 35 35 Link Distance (ft) 220 1250 1011 292 Travel Time (s) 6.0 34.1 19.7 5.7 Peak Hour Factor 0.91 0.9 1 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Ve hicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic(%) Sign Control Stop Stop Free Free ntersection Summa Area Type: Other Control Type: Unsignalized IKEA Renton Synchro 8 Report PM Peak -2016 Without Project HCM 2010 TWSC 1: Oakesdale Ave SW & SW 41 st St 6/26/2014 Intersection Int De lay , s/veh 10.8 wrnent EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Vo l, ve h/h 4 24 26 134 5 51 3 229 132 106 576 2 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 -Non e Storage Length 0 200 Veh in Median Storage , # 0 0 0 0 Grade,% 0 0 0 0 Peak Hour Fa ctor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Ve hicles , % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 4 26 29 147 5 56 3 252 145 116 633 2 Ma. lnor Minor2 Mlnor1 Ma·or1 M. Conflicting Flow All 1002 1270 318 894 1199 198 635 0 0 39 7 0 0 Stage 1 867 867 331 331 Stage 2 135 403 563 868 Critica l Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Hdwy Stg 1 6.5 5.5 6.5 5.5 Crit ic al Hdwy Stg 2 6.5 5.5 6.5 5.5 Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 2.2 Pot Cap-1 Maneuver 200 170 684 239 187 816 958 1173 Stage 1 318 373 662 649 Stage 2 860 603 483 372 Platoon blocked , % Mov Cap -1 Maneuver 167 15 3 684 184 168 816 958 11 73 Mov Cap-2 Maneuver 167 153 184 168 Stage 1 317 336 659 646 Stage 2 791 601 384 335 roach EB we NB SB HCM Co ntrol Delay , s 24.1 61 .9 0.1 1.3 HCM LOS C F inor Lane/Ma·or Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 958 -247 183 816 1173 HCM Lane V/C Ratio 0.003 -0.24 0.835 0.069 0.099 HCM Co ntrol Delay (s) 8.8 0 -24.1 81.1 9.7 8.4 HCM Lan e LOS A A C F A A HCM 95th %tile Q(ve h) 0 0.9 5.9 0.2 0.3 IKEA Renton Synchro 8 Report PM Peak -2016 Without Project Lanes , Volumes, Timings 2: IKEA Dw~/Ra~mond Ave SW & SW 41 st St 6/26/20 14 .,) -+ ~ ~ .-'-~ t ,.. \. + .,' EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT La ne Configurations .ff. tff. ~ ~ Volume (vph) 10 281 5 1 125 3 4 0 14 20 0 63 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 30 25 Link Di stance (ft) 1250 936 241 298 Tra ve l Time (s) 34.1 25 .5 5.5 8.1 Peak Hour Fa cto r 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 Veh icles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Tra ffic(%) Sign Control Free Free Stop Stop ntersection Summa Area Type: Other Contro l Type: Unsignalized IKEA Renton Synchro 8 Report PM Peak· 20 16 Wit hout Proj ect HCM 2010 TWSC 2 : IKEA Dwy/R aymon d Ave SW & SW 41 st St 6/26/2014 nlsrsection Int Delay , s/veh 2.1 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Vo l, ve h/h 10 28 1 5 125 3 4 0 14 20 0 63 Confli ct in g Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Si gn Contro l Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chann elized -None -None -None -None Storag e Length Veh in Media n Sto rage, # 0 0 0 0 Grade,% 0 0 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Veh icles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 11 312 6 1 139 3 4 0 16 22 0 70 inor M Ma. Minor1 Minor2 Co nfl icti ng Flow All 142 0 0 318 0 0 409 481 159 32 1 483 71 Stage 1 337 337 143 143 Stage 2 72 144 178 340 Critica l Hdwy 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 6.5 5.5 6.5 5.5 Critical Hdwy Stg 2 6.5 5.5 6.5 5.5 Foll ow -up Hdwy 2.2 2.2 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Mane uve r 1453 1253 532 487 864 613 486 983 Stage 1 656 645 851 782 Stage 2 935 782 812 643 Platoo n blocked,% Mov Cap -1 Maneuver 1453 1253 490 482 864 59 7 481 983 Mov Cap-2 Maneu ve r 490 482 597 481 Stage 1 650 639 843 78 1 Stage 2 868 78 1 790 637 EB we NB SB HCM Con tro l De lay , s 0.3 0.1 10 9.8 HCM LOS B A Mvmt NBLn1 EBL EBT EBR WBL WBT WBR S8Ln1 Capaci ty (veh /h) 739 1453 -1253 -850 HCM Lane V/C Rati o 0.02 7 0.008 -0.00 1 -0.108 HCM Contro l Delay (s) 10 7.5 0 7.9 0 9.8 HCM Lane LOS B A A A A A HCM 95th %ti le Q(veh) 0.1 0 0 0.4 IKEA Rento n Synchro 8 Re port PM Peak -2016 Without Project Lanes, Volumes, Timings 3: Lind Ave SW & SW 41 st St 6/26/20 14 ~ -+ ---. f +-'-'\ t ~ '. + .,, EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Co nfigura ti ons "I tf+ "I tf+ "I tf+ "I tf+ Volume (v ph) 32 225 107 40 91 35 31 162 48 192 50 0 27 Idea l Fl ow (vph pl ) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft ) 125 0 200 0 200 0 200 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Sp eed (mph) 25 25 35 35 Li nk Di sta nce (ft) 936 1359 1004 421 Trave l Time (s) 25.5 37.1 19.6 8.2 Co nfi . Peds. (#/h r) 1 2 5 2 Peak Ho ur Facto r 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 Ve hicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffi c(%) Turn Type Prat NA Prat NA Prat NA Pro! NA Prote cte d Pha ses 7 4 3 8 5 2 1 6 Pe rmitted Phases Detecto r Phase 7 4 3 8 5 2 6 Sw itc h Phase Mini mum Initial (s) 4.0 10.0 4.0 10.0 4.0 5.0 4.0 5.0 Minim um Split (s) 8.0 23 .0 8.0 23 .0 8.0 23 .0 8.0 23 .0 Tota l Split (s) 34.0 54 .0 34 .0 54 .0 34.0 54.0 34.0 54 .0 Total Split(%) 19.3 % 30.7% 19.3% 30.7% 19.3% 30.7% 19 .3% 30.7% Ye ll ow Tim e (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Los t Ti me Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 To ta l Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lea d/Lag Lead Lag Lead Lag Lead Lag Lea d Lag Lead -Lag Op ti mize? Ye s Yes Ye s Ye s Ye s Yes Yes Yes Recall Mode None None None None None None None None ntersection Su Area Type: Oth er Cycle Length: 176 Actuated Cycle Length: 64 Natural Cycle : 65 Co ntrol Type: Actuated-Uncoordinated 3: Lin d Ave SW & SW 41st St t r,,2 -t'11 3 --+p4 ~ p7 +-p8 IKEA Ren ton Synchro 8 Report PM Peak -2016 Wit hout Project HCM 2010 Signalized Intersection Summary 3: Lind Ave SW & SW 41st St 6/26/2014 _., --+ -... " +-' ~ t ,,.. '-. + .,, EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Configurations "i tf+ "i tf+ "i tf+ "i tf+ Volume (veh/h) 32 225 107 40 91 35 31 162 48 192 500 27 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 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 1.00 1.00 Adj Sat Flow, veh/h/ln 190.0 190.0 190.0 190.0 190.0 190.0 190 .0 190.0 190.0 190.0 190.0 190.0 Adj Flow Rate , veh/h 36 250 119 44 101 39 34 180 53 213 556 30 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 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, % 0 0 0 0 0 0 0 0 0 0 0 0 Cap, veh/h 55 687 317 64 752 277 53 672 192 276 1276 69 Arrive On Green 0.03 0.29 0.29 0.04 0.29 0.29 0.03 0.24 0.24 0.15 0.37 0.37 Sat Flow, veh/h 1810 2400 1108 1810 2583 952 1810 2768 791 1810 3484 188 Grp Volume(v), veh/h 36 186 183 44 69 71 34 116 117 213 288 298 Grp Sat Flow(s),veh/Mn 1810 1805 1703 1810 1805 1730 1810 1805 1755 1810 1805 1867 Q Serve(g_s), s 1.1 4.6 4.9 1.4 1.6 1.7 1.1 2.9 3.1 6.4 6.8 6.8 Cycle Q Clear(g_c), s 1.1 4.6 4.9 1.4 1.6 1.7 1.1 2.9 3.1 6.4 6.8 6.8 Prop In Lane 1.00 0.65 1.00 0.55 1.00 0.45 1.00 0.10 Lane Grp Cap(c), veh/h 55 517 488 64 526 504 53 438 426 276 661 684 V/C Ratio(X) 0.65 0.36 0.37 0.69 0.13 0.14 0.64 0.26 0.28 0.77 0.44 0.44 Avail Cap(c_a), veh/h 959 1595 1505 959 1595 1529 959 1595 1551 959 1595 1650 HCM Pla too n 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(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.1 16 .1 16.1 27.0 14.8 14.8 27.2 17 .3 17.4 23.0 13.5 13 .5 Iner Delay (d2), s/ve h 12.2 1.5 1.7 12.4 0.4 0.5 12 .2 0.5 0.5 4.5 0.6 0.6 In itial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50 %),veh/ln 0.7 2.5 2.5 0.9 0.8 0.9 0.7 1.5 1.5 3.5 3.5 3.6 Ln Grp Delay(d ),s/v eh 39 .3 17.6 17.9 39.4 15.2 15.3 39.4 17.8 17.9 27 .5 14.2 14.2 LnGre LOS D 8 8 D 8 8 D 8 8 C 8 8 Approach Vol , veh/h 405 184 267 799 Approach Delay, s/ve h 19.6 21.0 20.6 17.7 Approa ch LOS B C C B 1rner 1 2 3 4 5 6 7 8 Assig ned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.6 17.7 6.0 20.2 5.7 24.7 5.7 20.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 30.0 50.0 30.0 50.0 30 .0 50 .0 30.0 50.0 Max Q Clear Time (g_c+l1), s 8.4 5.1 3.4 6.9 3.1 8.8 3.1 3.7 Green Ext Time (p_c), s 0.6 8.4 0.1 9.3 0.1 8.2 0.1 9.4 ntersection Summa HCM 2010 Ctrl Delay 19.0 HCM 2010 LOS B IKEA Renton Synchro 8 Report PM Peak -2016 Without Project Lanes, Vo l umes, Ti m ing s 4 : 80th Ave S/Oakesd ale Ave SW & SW 43rd St 6/26 /20 14 _J -+ ..... f ._ ' ~ t ,,. \. ! .,' Groul! EBL EBT EBR WBl WBT WBR NBL NBT NBR SBL SBT SBB Lane Confi gurations "l tf. "l t~ "l t~ "l tf. Vo lu me (vp h) 165 1016 109 50 839 46 98 110 66 146 334 253 Ideal Fl ow (vp hp l) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Leng th (ft) 125 0 125 0 200 0 200 0 Sto rage La nes 1 0 1 0 1 0 1 0 Ta per Leng th (ft) 25 25 25 25 Righ tTu rn on Red Yes Yes Yes Ye s Lin k Spe ed (m ph) 35 35 35 35 Li nk Di stance (ft) 43 7 2206 416 10 11 Travel Time (s) 8.5 43 .0 8.1 19.7 Co nfl. Peds. (#/hr) 1 1 2 1 1 2 Peak Hour Facto r 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Veh icles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic(%) Tum Type pm+p t NA pm +pt NA pm+pt NA pm+pt NA Protected Ph as es 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Detec to r Pha se 5 2 1 6 3 8 7 4 Switch Phase Minimum Initia l (s) 4.0 6.0 5.0 6.0 5.0 5.0 5.0 5.0 Minimum Spli t (s) 8.0 31.5 9.0 31 .5 9.0 30.0 9.0 31.0 Tota l Split (s) 15.0 62.0 22.0 69.0 17.0 35 .0 16.0 34.0 Tota l Spli t (%) 11 .1 % 45 .9% 16.3 % 51.1 % 12.6 % 25 .9% 11 .9% 25 .2% Ye ll ow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Tim e (s) 0.0 0.5 0.0 0.5 0.0 0.0 0.0 0.0 Los t Tim e Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Lost Time (s) 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lead/Lag Lea d Lag Lead Lag Lead Lag Lead Lag Lea d-L ag Optim ize? Ye s Ye s Yes Yes Yes Yes Yes Ye s Recall Mode None C-Min None C-Min Min Min None None ntersection Su Area Type: Oth er Cycle Length : 135 Actu ated Cycle Length: 135 Offset: 89 (66 %), Re feren ced to pha se 2:EBTL and 6:WB TL , Start of Green Natu ral Cycle: 85 Contro l Type : Ac tu ated-Coordi nated 4: 80th Ave $/Oak es dale Ave SW & SW 43rd St ~~3 ! 04 ,._ l1 R \.~7 t !18 IKEA Ren ton Synchro 8 Repo rt PM Peak -2016 Wi thout Proj ect HCM 2010 Signaliz ed Intersection Summary 4 : 80th Ave S /Oakesdale Ave SW & SW 43rd S t 6/26/20 14 / ~ ~ f +-'-"' t r \. + .,, 8lll8l'lt EBL EBT EBR WBL WBT WBR NBL NBT NBR S8l SBT SB Lane Config ura ti ons "I ti. "I ti. "I ti. "I ti. Vo lume (veh/h) 165 1016 109 50 839 46 98 11 0 66 146 334 253 Number 5 2 12 1 6 16 3 8 18 7 4 14 Init ia l Q (Q b), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bi ke Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parkin g Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, ve h/h/ln 190.0 190.0 190.0 190 .0 190.0 190 .0 190.0 190 .0 190.0 190.0 190.0 190 .0 Adj Fl ow Rate, ve h/h 176 1081 11 6 53 893 49 104 117 70 155 355 269 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Facto r 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh , % 0 0 0 0 0 0 0 0 0 0 0 0 Ca p, ve h/h 467 1679 180 263 1668 92 234 474 26 6 423 460 343 Arrive On Green 0.07 0.5 1 0.51 0.07 0.96 0.96 0.06 0.21 0.21 0.09 0.23 0.23 Sat Fl ow, veh/h 18 10 3290 353 1810 348 0 191 1810 2230 125 1 18 10 1972 1470 Grp Volume(v), ve h/h 176 593 604 53 463 479 104 93 94 155 324 300 Grp Sat Fl ow(s),veh/hnn 1810 180 5 1838 1810 180 5 1866 1810 1805 1675 1810 1805 163 6 Q Serve(g_s), s 5.1 25.5 25.6 1.5 2.3 2.3 4.7 4.6 5.0 7.0 17.9 18.3 Cyc le Q Clear(g_c), s 5.1 25.5 25.6 1.5 2.3 2.3 4.7 4.6 5.0 7.0 17.9 18.3 Prop In Lane 1.00 0.19 1.00 0.10 1.00 0.75 1.00 0.90 Lan e Grp Cap(c), veh /h 467 92 1 938 263 865 895 234 384 356 423 421 382 V/C Ratio(X) 0.38 0.64 0.64 0.20 0.54 0.54 0.44 0.24 0.26 0.37 0.77 0.78 Avail Cap(c_a), ve h/h 53 1 973 99 1 501 1092 11 29 338 525 487 473 508 460 HCM Pl atoon Rat io 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filt er(!) 1.00 1.00 1.00 0.87 0.87 0.87 1.00 1.00 1.00 1.00 1.00 1.00 Un iform Delay (d), s/veh 11 .5 19 .0 19.0 14.8 1.2 1.2 31.0 34 .8 35.0 28.8 38.2 38.4 Iner Delay (d2), s/ve h 0.7 3.4 3.4 0.5 2.1 2.0 1.9 0.5 0.6 0.8 6.7 8.2 Initia l 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 Back0f0(50%),vehnn 2.6 13.6 13.8 0.8 1.2 1.2 2.5 2.3 2.3 3.6 9.7 9.1 LnGrp De lay(d),s/veh 12.2 22.5 22.4 15.3 3.3 3.2 32 .8 35 .3 35.6 29 .5 44.9 46.5 LnG!£ LOS B C C B A A C D D C D D Approach Vol, veh /h 1373 995 291 779 Approach Delay, s/ve h 21.2 3.9 34.5 42.5 Approach LOS C A C D 1mer 1 2 3 4 5 6 7 8 Assig ned Phs 1 2 3 4 5 6 7 8 Phs Dur ation (G+Y+Rc), s 8.0 87.3 10.9 28.9 11 .3 84.0 13.1 26.7 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Setti ng (Gmax), s 18.0 57.5 13.0 30.0 11 .0 64.5 12.0 31.0 Max Q Clear Time (g _c+l1), s 3.5 27 .6 6.7 20 .3 7.1 4.3 9.0 7.0 Green Ext Ti me (p_c), s 0.1 26.1 0.2 4.4 0.2 46.8 0.2 7.3 ntersection Summa !}'. HCM 2010 Ctrt Delay 22.1 HCM 20 10 LOS C IKEA Renton Synchro 8 Report PM Peak -2016 Without Project Lanes, Volumes, Timings 5: Lind Ave SW & SW 43rd St 6/26/2014 ./' -+ -.... f ._ '-~ t ,,., \.. i .,, EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT s Lane Configurations "'i t~ "i t~ "'i ~ "'i 4 .,, Volume (vph) 60 1061 38 22 813 131 25 23 27 456 22 156 Id eal Flow (vphp l) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 100 0 75 0 200 0 Storage Lanes 1 0 1 0 1 0 1 1 Taper Length (ft) 25 25 25 25 Righ t Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 35 35 Li nk Distance (ft) 2206 982 424 1004 Tra ve l Time (s) 43.0 19 .1 8.3 19.6 Confl. Peds. (#/hr) 2 3 Peak Hour Fa ctor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Ve hicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lan e Traffic (%) 48% Tu m Type Prat NA Prot NA Split NA Split NA Perm Protected Phases 5 2 1 6 4 4 8 8 Perm itted Pha ses 8 Detector Phase 5 2 6 4 4 8 8 8 Switch Phase Minimum Initia l (s) 4.0 10 .0 4.0 10.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.5 31.0 8.5 28.0 25.5 25.5 24 .5 24 .5 24.5 Total Split (s) 15.0 65 .0 17.0 67.0 27.0 27.0 26 .0 26.0 26.0 Total Split(%) 11.1 % 48 .1% 12.6% 49 .6% 20.0% 20.0% 19 .3% 19.3% 19.3% Ye llow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.5 1.0 0.5 1.0 0.5 0.5 0.5 0.5 0.5 Lost Time Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Ti me (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lea d/Lag Lead Lag Lead La g Lea d-Lag Op tim ize? Yes Yes Yes Yes Recall Mode None C-M in None C-M in None Non e None None None ntersection Sunvn Area Type: Other Cycle Length: 135 Actuated Cyc le Length: 135 Offset: 52 (39%), Refe renced to phase 2:E BT and 6:WB T, Start of Green Natural Cycle: 90 Contro l Type : Actuated-Coordinated lse;.;nd Phasei _:,f; Ave SW & SW 43rd St : ~ ,, I ~''i": r~ I ~~8 IKEA Rento n Synchro 8 Report PM Peak -2016 Without Project HCM 2010 Signalized Intersection Summary 5: Lind Ave SW & SW 43rd St 6/26/2014 .,> -+ -... " +-'-~ t ~ \. l ..' EBL EST EBR WBL WBT WBR NBL NBT NBR SSL SBT s Lane Configurations "i tt+ "i tt+ "i 1+ "i +t 7' Volum e (veh/h) 60 106 1 38 22 813 131 25 23 27 456 22 156 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Q b), ve h 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 0.98 1.00 1.00 Parking Bus , Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 1.00 1.00 1.00 Adj Sat Flow, ve h/h/ln 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190 .0 190 .0 Adj Fl ow Rate , veh/h 64 1129 40 23 865 139 27 24 29 501 0 98 Adj No. of Lane s 1 2 0 1 2 0 1 1 0 2 0 1 Peak Hour Fa ctor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh , % 0 0 0 0 0 0 0 0 0 0 0 0 Cap, ve h/h 83 1953 69 35 1628 262 99 42 51 619 0 276 Arriv e On Green 0.05 0.55 0.55 0.04 1.00 1.00 0.05 0.05 0.05 0.17 0.00 0.17 Sat Flow, ve h/h 1810 3557 126 18 10 3116 50 1 1810 777 939 3619 0 1615 Grp Volume(v), ve h/h 64 573 596 23 501 503 27 0 53 501 0 98 Grp Sat Flow(s),veh/h/ln 1810 1805 1878 1810 1805 1812 1810 0 1716 1810 0 161 5 Q Serve(g_s), s 3.1 18.8 18.9 1.1 0.0 0.0 1.3 0.0 2.7 12.0 0.0 4.8 Cycle Q Clear(g_c), s 3.1 18.8 18.9 1.1 0.0 0.0 1.3 0.0 2.7 12.0 0.0 4.8 Prop In Lan e 1.00 O.o? 1.00 0.28 1.00 0.55 1.00 1.00 Lane Grp Cap(c), veh/h 83 991 1031 35 943 947 99 0 94 619 0 276 V/C Rat io(X) 0.77 0.58 0.58 0.65 0.53 0.53 0.27 0.00 0.57 0.81 0.00 0.35 Avail Cap(c_a), veh/h 211 1205 1253 252 1245 1250 45 3 0 429 866 0 386 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.78 0.78 0.78 0.62 0.62 0.62 1.00 0.00 1.00 0.92 0.00 0.92 Un ifo rm Delay (d), s/veh 42.4 13.4 13.4 42.9 0.0 0.0 40 .8 0.0 41 .5 35.8 0.0 32.9 In er Delay (d2), s/ve h 11.0 1.9 1.9 12.1 1.3 1.3 1.5 0.0 5.3 3.7 0.0 0.7 Initia l Q De lay(d3),s/ve h 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 %),veMn 1.8 9.9 10.3 0.7 0.4 0.4 0.7 0.0 1.4 6.3 0.0 2.2 LnGr p Delay(d),s/veh 53.4 15.3 15.2 55 .0 1.3 1.3 42 .3 0.0 46 .7 39 .5 0.0 33.6 LnG!:E LOS D B B D A A D D D C App roach Vo l, veh/h 1233 1027 80 599 Approa ch Delay, s/veh 17.3 2.5 45 .2 38.6 Approach LOS B A D D I mer 1 2 3 4 5 6 7 8 Assig ned Phs 1 2 4 5 6 8 Ph s Duration (G+Y+Rc), s 6.2 99 .5 9.4 8.6 97 .1 19.9 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Green Settin g (Gmax), s 12.5 60.0 22.5 10.5 62 .0 21.5 Max Q Clear Time (g _c+l 1 ), s 3.1 20 .9 4.7 5.1 2.0 14 .0 Green Ext Tim e (p_c), s 0.0 28 .5 0.2 0.0 38.1 1.4 , ntersection Sum HCM 201 0 Ctrl Delay 17.2 HCM 2010 LOS B Notes User approved vo lum e ba lancing among th e lanes fo r turn ing mo ve ment. !KE A Renton Synchro 8 Report PM Peak -20 16 Wit hout Project Lanes, Volumes, Timings 6: E Valle~ Rd & SW 41st St/SR-167 SB Off Rame 6/26/2014 .,,,. ....... ..... f '4-'-4\ t ~ '-. i ~ EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT s Lane Configurations ' + .,, ' +l1+ ' t f ' +l+ Volume (vph) 24 329 97 432 131 53 32 223 344 210 205 19 Idea l Flow (v phpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 500 0 200 0 200 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Tum on Red Yes Yes Yes Yes Link Speed (mph) 25 30 35 35 Link Distance (ft) 1359 755 466 322 Tra vel Time (s) 37.1 17.2 9.1 6.3 Confl. Ped s. (#/hr) 1 1 3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles(%) 2% 2% 2% 7% 7% 7% 2% 2% 2% 2% 2% 2% Shared La ne Traffic(%) 50% Tum Type Split NA Perm Split NA Prat NA Perm Prat NA Protected Phases 6 6 2 2 7 4 3 8 Permitted Pha ses 6 4 Detector Phase 6 6 6 2 2 7 4 4 3 8 Sw itch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 Minimum Split (s ) 29.0 29.0 29 .0 30 .0 30.0 8.0 33.0 33 .0 8.0 10.0 Total Split (s) 34.0 34 .0 34.0 37.0 37.0 27 .0 49 .0 49.0 15.0 37.0 Total Split (%) 25 .2% 25.2% 25.2% 27.4 % 27.4% 20 .0% 36.3% 36.3% 11.1% 27.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 Lo st Tim e Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Lost Time (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Le ad-Lag Optimize ? Yes Yes Ye s Yes Yes Reca ll Mode None None None Max Max None C-Min C-Min None C-Min ntersection Sunvna Area Typ e: Other Cycl e Length : 135 Actuated Cycle Length: 135 Offset: 120 (89 %), Refe renc ed to phase 4:NBT and 8:SBT, Sta rt of Green Natural Cycle: 100 Control Type: Actuated-Coordinated ls~:nd Phases 6: E Va ll ey Rd & SW 41 st St/SR-167 SB Off Rame j46 I~., Um; ~i .. i"i ~lol7 IK EA Renton Syn chro 8 Report PM Peak · 2016 Without Project HCM 2010 Signalized Intersection Summary 6 : E Vallel Rd & SW 41 s t St/SR-167 SB Off Rame 6/26/2 014 / -+ ~ f +--'-~ t ,,. '-. + .-' EBL EBT EBR WBL WBT WBR NBL NBT NBR SSL SBT Lane Co nfigurations lj + .,, lj 4~ lj t .,, lj +~ Vo lum e (veh/h) 24 329 97 432 131 53 32 223 34 4 210 205 19 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initia l Q (O b), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sa t Flow, ve h/h/ln 186.3 186.3 186.3 177.6 177.6 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Adj Fl ow Rate, ve h/h 26 350 67 46 0 139 56 34 237 121 223 218 20 Adj No. of Lanes 1 1 1 2 1 0 1 1 1 1 2 0 Peak Hou r Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 7 7 7 2 2 2 2 2 2 Ca p, veh/h 391 411 349 1046 372 150 43 354 300 189 892 81 Arrive On Green 0.22 0.22 0.22 0.31 0.31 0.31 0.02 0.19 0.19 0.11 0.27 0.27 Sat Flow, ve h/h 1774 1863 1583 3382 1204 485 1774 18 63 1579 1774 328 0 298 Grp Volurn e(v), ve h/h 26 350 67 460 0 195 34 237 12 1 223 11 7 12 1 Grp Sat Fl ow(s),ve h/h/ln 1774 1863 1583 1691 0 1689 177 4 1863 1579 1774 1770 1809 Q Serve(g _s), s 1.2 18.7 3.6 11.2 0.0 9.3 2.0 12.2 7.0 11.0 5.3 5.4 Cycl e Q Clea r(g_c), s 1.2 18.7 3.6 11.2 0.0 9.3 2.0 12.2 7.0 11.0 5.3 5.4 Prop In Lane 1.00 1.00 1.00 0.29 1.00 1.00 1.00 0.16 Lan e Grp Cap (c), ve h/h 391 411 349 1046 0 522 43 354 300 189 481 492 V/C Ra ti o(X) 0.07 0.85 0.19 0.44 0.00 0.37 0.79 0.67 0.40 1.18 0.24 0.25 Ava il Cap(c_a), ve h/h 497 522 444 1046 0 522 394 810 687 189 564 577 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 Upstrea m Filter(I) 0.90 0.90 0.90 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Unifo rm De lay (d), s/veh 31.9 38.7 32 .8 28.6 0.0 27.9 50 .2 38 .9 36.8 46.2 29 .4 29.4 Iner Delay (d2), s/veh 0.1 10.7 0.3 1.3 0.0 2.0 34.6 9.7 4.0 123.2 1.2 1.2 Initial Q De lay(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 %i le BackOfQ(50%),ve h/l n 0.6 10.8 1.6 5.4 0.0 4.6 1.4 7.2 3.4 11.8 2.8 2.9 LnG rp De lay(d),s/veh 32.0 49 .4 33 .2 29 .9 0.0 29 .9 84.8 48.6 40.8 169 .5 30.6 30.6 Ln G~ LOS C D C C C F D D F C C Approach Vo l, ve h/h 443 655 392 461 Approac h De lay, s/ve h 46.0 29 .9 49.3 97.8 Approach LOS D C D F 1mer 1 2 3 4 5 6 7 8 Ass igned Phs 2 3 4 6 7 8 Phs Du ratio n (G +Y+Rc), s 37.0 15.0 55.2 27.8 6.5 63.7 Change Peri od (Y+Rc), s 5.0 4.0 4.0 5.0 4.0 4.0 Max Green Setti ng (Gmax), s 32 .0 11 .0 45 .0 29 .0 23.0 33.0 Max Q Clea r Time (g_c+l1 ), s 13.2 13.0 14.2 20 .7 4.0 7.4 Gree n Ext Tim e (p_c), s 4.2 0.0 4.9 2.1 0.1 4.7 ntersection Summa HCM 20 10 Ctr! Delay 53.5 HCM 20 10 LOS D otes User approved volume ba lancing among the lanes fo r tu rning movement. IKEA Re nto n Synchro 8 Report PM Peak -20 16 Without Project La ne s , Vo lum es, Timings 7 : E V a ll e ~ R d & SW 43rd St 6/30/2014 .,.J. -+ ~ ~ +-...... ~ t ,,. '. i ,I EBL EBT EBR W8l WBT WBR NBL NBT NBR SBL SBT La ne Configu rations "t tt "f' "t tt "f' "t t i. "t 4'1t Vol ume (vph) 82 1346 297 176 718 339 179 20 5 290 437 217 42 Ideal Fl ow (vp hp l) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Len gth (ft) 200 500 200 50 150 0 300 0 Sto rag e La nes 1 1 1 1 0 1 0 Taper Len gth (ft) 25 25 25 25 Right Turn on Red Yes Yes Ye s Yes Li nk Spe ed (m ph ) 35 35 40 35 Lin k Di stance (ft) 982 1012 454 640 Travel nme (s) 19.1 19.7 7.7 12.5 Confl. Peds. (#/hr) 5 3 8 Peak Hour Facto r 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 Ve hi cles(%) 2% 2% 2% 3% 3% 3% 4% 4% 4% 5% 5% 5% Shared Lane Traffic(%) 47% Tum Type Prot NA Perm Prot NA Perm Split NA Split NA Protected Ph ases 5 2 1 6 4 4 8 8 Permitted Phases 2 6 Detecto r Pha se 5 2 2 6 6 4 4 8 8 Switch Ph ase Mini mum Initial (s) 4.0 10.0 10.0 4.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split (s ) 8.5 25 .5 25 .5 8.5 25 .5 25.5 23.5 23.5 21 .0 21 .0 Tota l Split (s) 23 .0 56 .0 56.0 23 .0 56.0 56.0 25.0 25 .0 31.0 31.0 Total Sp lit(%) 17.0% 41.5% 41.5% 17.0% 41.5% 41.5 % 18.5% 18.5% 23.0 % 23.0% Ye llow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 1.0 1.0 Lo st Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Tim e (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 Lea d/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optim ize ? Ye s Ye s Ye s Ye s Yes Ye s Reca ll Mode None C-Mi n C-Min Non e C-Mi n C-Min None None Min Min ntersection Summary Area Type: Other Cycle Leng th: 135 Actuated Cycle Length : 135 Offset: 41 (30 %), Refere nced to pha se 2:EBT and 6:WBT, Start of Green Natu ral Cycle: 11 0 Control Type: Actuated -Coordinated ~~ .:-.~a IKEA Re nton Synchro 8 Report PM Pe ak -20 16 Witho ut Project HCM 2010 Signalized Intersecti o n Summary 7 : E Vallel Rd & SW 43 rd St 6/30/20 14 __, -+ ~ ,( ~ ' ~ t !' \. + .,, EBL EBT EBR WBT WBR NBL NBT NB R SBL SBT SB Lane Co nfiguratio ns lj H .,, lj +t .,, lj t~ lj 4'~ Vo lume (ve h/h) 82 1346 29 7 176 71 8 339 179 205 290 437 217 42 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initi al Q (Qb), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bi ke Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parki ng Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h/ln 186.3 186.3 186.3 184.5 184.5 184.5 182 .7 182.7 190.0 181.0 181 .0 190.0 Adj Fl ow Rate, ve h/h 85 1388 11 5 181 740 104 185 211 299 475 190 43 Adj No. of Lanes 1 2 1 1 2 1 1 2 0 2 1 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 Pe rcent Heavy Veh , % 2 2 2 3 3 3 4 4 4 5 5 5 Ca p, veh/h 108 1447 645 205 162 7 727 283 283 253 568 235 53 Arrive On Green 0.08 0.54 0.54 0.23 0.93 0.93 0.16 0.16 0.16 0.16 0.16 0.1 6 Sat Flow, ve h/h 1774 3539 1578 175 7 350 5 1565 1740 1736 1553 3447 1425 322 Grp Volume(v), ve h/h 85 1388 115 181 740 104 185 211 299 475 0 233 Grp Sat Fl ow(s),ve h/h/ln 1774 1770 1578 175 7 175 2 1565 174 0 1736 1553 1723 0 174 7 Q Serve(g _s), s 5.9 47 .1 4.6 12.5 3.3 0.7 12.5 14.6 20.5 16.8 0.0 16.2 Cycl e Q Clea r(g_c), s 5.9 47 .1 4.6 12.5 3.3 0.7 12.5 14.6 20.5 16.8 0.0 16.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.18 Lane Grp Ca p(c), ve h/h 108 144 7 645 205 1627 72 7 283 283 253 568 0 288 V/C Ratio(X) 0.78 0.96 0.18 0.88 0.45 0.1 4 0.65 0.75 1.18 0.84 0.00 0.81 Avai l Cap(c_a), veh /h 261 1448 646 258 1627 727 283 283 253 712 0 361 HCM Platoo n Ratio 1.33 1.33 1.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstrea m Filter(I) 0.78 0.78 0.78 0.66 0.66 0.66 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 57.0 27.7 18.0 47.4 2.5 2.4 49 .3 50.2 52.7 50.9 0.0 50.7 Ine r Delay (d2), s/veh 12.8 13.2 0.5 17.6 0.6 0.3 5.3 10.3 114.8 7.1 0.0 10.5 Init ial Q De lay(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 %i le BackOfQ(50%),veh/l n 3.3 25.4 2.1 7.0 1.6 0.3 6.4 7.8 16.8 8.5 0.0 8.7 LnG rp Delay(d),s/v eh 69 .8 40 .9 18.5 65.1 3.1 2.7 54.6 60.5 167.5 58 .0 0.0 61 .2 LnG~ LOS E D B E A A D E F E E Approach Vo l, ve h/h 1588 1025 695 70 8 Approac h Delay, s/ve h 40.8 14.0 105.0 59 .1 Approach LOS D B F E 1mer 1 2 3 4 5 6 7 8 Assigne d Phs 1 2 4 5 6 8 Phs Du ration (G+Y+Rc), s 19.2 65.1 25.0 12.2 72 .1 25.7 Cha nge Pe riod (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 5.0 Max Gree n Sett ing (Gmax), s 18.5 51.5 20 .5 18.5 51.5 26.0 Max Q Clea r Ti me (g _c+l1), s 14.5 49.1 22 .5 7.9 5.3 18.8 Green Ext Tim e (p_c), s 0.2 2.4 0.0 0.2 40.4 1.9 ntersection Summa HCM 2010 Ctrl Delay 48.3 HCM 2010 LOS D otes User approved vo lume balancing among the la nes for turning move ment. IKEA Renton Synchro 8 Report PM Peak -2016 Witho ut Proje ct La nes, Vo lumes, Timings 8: SR-167 NB Off Ra me/SR-167 On Rame & SW 4 3 rd St 6/26/2 01 4 ..> -+ --.. ~ ~ ' ~ t ,,. \. + .-' EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configura tions "I tt tt .,, "i 4' .,, Vo lu me (vph ) 284 18 32 0 0 956 303 25 7 2 41 3 0 0 0 Idea l Fl ow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Sto rag e Length (ft) 50 0 0 0 500 50 0 0 0 0 Storage Lanes 1 0 0 1 1 1 0 0 Tape r Length (ft) 25 25 25 25 Right Tu rn on Red Yes Yes Yes Yes Lin k Spee d (m ph ) 35 35 30 30 Lin k Distance (ft) 1012 533 776 482 Travel Time (s) 19.7 10.4 17 .6 11.0 Con fl . Peds. (#/hr) 3 Peak Hour Facto r 0.9 7 0.97 0.9 7 0.97 0.97 0.97 0.97 0.97 0.9 7 0.97 0.9 7 0.97 Heavy Veh icl es(%) 2% 2% 2% 2% 2% 2% 4% 4% 4% 0% 0% 0% Sha red Lane Traffic(%) 50 % Turn Type Pro t NA NA Perm Sp lit NA Perm Protected Pha ses 5 2 6 4 4 Perm itted Phases 6 4 Detector Phase 5 2 6 6 4 4 4 Switch Pha se Minimum Initi al (s) 5.0 10.0 10.0 10.0 4.0 4.0 4.0 Mi nimum Sp li t (s) 10.0 19.0 19.0 19.0 26 .0 26 .0 26 .0 Tota l Spl it (s) 44.0 84 .0 40.0 40.0 51.0 51.0 51.0 Total Split(%) 32 .6% 62.2% 29.6% 29.6% 37.8% 37.8% 37 .8% Yellow Ti me (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Ti me (s ) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lea d Lag Lag Lead -L ag Optimize? Ye s Yes Yes Reca ll Mode None C-Min C-Max C-Max None None None Intersection Summa Area Type : Other Cycle Length: 135 Actu ated Cycle Length: 135 Offset: 82 (61%), Referenced to pha se 2:EBT and 6:WBT, Start of Gree n Natura l Cyc le: 70 Cont rol Type: Ac tu ated-Coordinated 8: SR -1 67 NB Off Ram /SR-167 On Ram & SW 43rd St -1 iJ4 IKEA Ren ton Synchro 8 Report PM Peak -2016 Witho ut Project HC M 2010 Signali z ed Inte rsection Summ ary 8: SR-167 NB Off Rame/SR-167 On Rame & SW 4 3 rd St 6/26/20 14 .,} _., ..... 'f +-' ~ t ~ \. + .,, EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "I tt ++ .,, "I 4' .,, Vo lume (veh/h) 284 1832 0 0 956 303 25 7 2 413 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bi ke Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Adj Sat Flow, ve h/h/ln 186.3 186.3 0.0 0.0 186.3 186.3 182.7 182.7 182.7 Adj Fl ow Rate, veh/h 293 1889 0 0 986 312 266 0 0 Adj No. of Lanes 1 2 0 0 2 1 2 0 1 Peak Hour Fa cto r 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.9 7 Pe rcent Heavy Veh , % 2 2 0 0 2 2 4 4 4 Cap, veh/h 346 2732 0 0 1850 825 415 0 185 Arrive On Gree n 0.39 1.00 0.00 0.00 0.52 0.52 0.12 0.00 0.00 Sa t Fl ow, veh/h 1774 3632 0 0 3632 1579 3480 0 1553 Grp Volum e(v), veh/h 293 1889 0 0 986 312 266 0 0 Grp Sat Fl ow(s),veh/hn n 1774 1770 0 0 17 70 1579 1740 0 1553 Q Serve{g_s), s 13.8 0.0 0.0 0.0 17.0 10.8 6.7 0.0 0.0 Cycle Q Clear{g_c), s 13.8 0.0 0.0 0.0 17.0 10.8 6.7 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lan e Grp Cap (c), veh/h 346 2732 0 0 1850 825 415 0 185 V/C Ra ti o(X) 0.85 0.69 0.00 0.00 0.53 0.38 0.64 0.00 0.00 Avai l Cap (c_a), veh/h 752 303 9 0 0 1850 825 1740 0 776 HC M Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Fil ter(I) 0.27 0.27 0.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay {d}, s/veh 26 .8 0.0 0.0 0.0 14.5 13.1 38.6 0.0 0.0 Iner Delay (d2), s/ve h 3.4 0.4 0.0 0.0 1.1 1.3 3.5 0.0 0.0 In itia l Q De lay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehnn 7.0 0.1 0.0 0.0 8.5 5.0 3.4 0.0 0.0 LnGrp De lay(d),s/veh 30.3 0.4 0.0 0.0 15.6 14.4 42.1 0.0 0.0 LnG~ LOS C A B B D Approach Vo l, veh/h 2182 1298 266 Approach Delay, s/veh 4.4 15.3 42.1 Approach LOS A B D ,mer 1 2 3 4 5 6 7 8 Ass igned Phs 2 4 5 6 Phs Duratio n (G +Y+Rc), s 11 9.0 16.0 22.9 96.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Gree n Setting (G max), s 79.0 46.0 39 .0 35.0 Max Q Clear Time (g_c+1 1), s 2.0 8.7 15.8 19.0 Green Ext Time (p_c), s 69 .0 2.3 2.1 15.6 Intersection Summa~ HCM 20 10 Ctr! De lay 10.9 HCM 20 10 LOS B Notes User ap proved vol ume ba lancing among the lanes fo r turn ing movement. !KEA Renton Synchro 8 Report PM Peak -2016 Withou t Projec t La nes, Vol umes, Timing s 1: Oakesdale Ave SW & SW 41 st St 6/30/20 14 ~ -+ ..... f +-'-~ t I' '. + .-' EBL EST EBR WBL WBT WBR NBL NBT NBR SSL SST Lane Config urations ~ +1' .,, +rl+ "'i tf+ Vo lum e (vp h) 0 1 0 151 2 58 0 88 91 57 96 0 Idea l Flow (v php l) 1900 1900 1900 1900 1900 1900 1900 1900 1900 190 0 1900 1900 Storage Length (ft) 0 0 0 0 0 0 200 0 Storage La nes 0 0 0 1 0 0 1 0 Tape r Len gt h (ft) 25 25 25 25 Link Speed (mp h) 25 25 35 35 Lin k Di stance (ft ) 22 0 1250 1011 292 Trav el Time (s) 6.0 34 .1 19.7 5.7 Peak Hour Fac tor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Ve hicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Sha red Lane Traffi c(%) Sig n Contro l Stop Stop Free Fre e ntersection Summa Area Type : Ot her Co ntro l Type: Un si gn ali zed IK EA Re nton Syn chro 8 Report Saturda y Peak -20 16 Without Project HCM 2010 TWSC 1: Oakesdale Ave SW & SW 41 st St 6/30/2014 ntersecllon Int Delay , s/veh 5.8 ¥8lll8flt EBL EBT EBR W8L WBT WBR NBL NBT NBR SB[ SBT SB Vol, veh/h 0 1 0 151 2 58 0 88 91 57 96 0 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 0 200 Veh in Median Storage , # 0 0 0 0 Grade ,% 0 0 0 0 Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 1 0 172 2 66 0 100 103 65 109 0 . /Minor Minor2 Minor1 Ma" Ma" r2 Conflicting Flow All 290 442 55 337 391 102 109 0 0 203 0 0 Stage 1 239 239 152 152 Stage 2 51 203 185 239 Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Hdwy Stg 1 6.5 5.5 6.5 5.5 Critica l Hdwy Stg 2 6.5 5.5 6.5 5.5 Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 2.2 Pot Cap-1 Maneuver 645 513 1007 598 548 940 1494 1381 Stage 1 749 711 841 775 Stage 2 962 737 805 711 Platoon blocked, % Mov Cap-1 Maneuver 576 489 1007 575 522 940 1494 1381 Mov Cap-2 Maneuver 576 489 575 522 Stage 1 749 678 841 775 Stage 2 892 737 766 678 EB we NB SB HCM Control Delay , s 12.4 12.7 0 2.9 HCM LOS B B Mvmt NBL NBT NBR EBLn1WBln1WBLn2 SBL SBT SBR Capacity (veh/h) 1494 . 489 574 940 1381 HCM Lane V/C Ratio · 0.002 0.303 0.07 0.047 HCM Control De la y (s) 0 . 12.4 14 9.1 7.7 HCM Lane LOS A B B A A HCM 95th %tile Q(veh) 0 0 1.3 0.2 0.1 IKEA Renton Synchro 8 Report Saturday Pea k -2016 Without Project Lanes, Volumes , Timings 2: SW 41 s t St & Ral'.mond Ave SW 6/30/2014 .,> -+ ..... f +-'-.... t ,.. '-. i .,, EBL EST EBR L WBT WBR NBL NBT NBR SBL SST Lane Configu rat ions 4ft +t+ ~ ~ Vo lum e (v ph ) 7 238 10 22 144 2 5 0 29 3 0 6 Idea l Flow (v php l) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Li nk Speed (mph) 25 25 30 25 Link Dis tance (ft) 1250 936 207 298 Tra ve l Tim e (s) 34.1 25.5 4.7 8.1 Peak Hour Factor 0.93 0.93 0.92 0.92 0.93 0.93 0.92 0.92 0.92 0.93 0.92 0.93 Heavy Ve hicle s (%) 0% 0% 2% 2% 0% 0% 2% 2% 2% 0% 2% 0% Sha red Lane Traffic(%) Sig n Control Fre e Free Stop Stop ntersection Area Type: Other Co ntrol Type: Unsigna lized IKEA Ren ton Synchro 8 Report Saturday Peak -2016 Without Project HC M 2010 TWSC 2: SW 41 st St & Raymond Ave SW 6/30/20 14 ntersectlon Int Delay, s/veh 1.4 EBL EBT EBR WBL WBT WBR NBL NBT NBR Vol , ve h/h 7 238 10 22 144 2 5 0 29 3 0 6 Conflicti ng Peds , #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Co ntrol Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chan nel ized -None -None -None -None Storage Length Veh in Median Storage,# 0 0 0 0 Grade,% 0 0 0 0 Peak Hou r Facto r 93 93 92 92 93 93 92 92 92 93 92 93 Heavy Vehicles, % 0 0 2 2 0 0 2 2 2 0 2 0 Mvm t Fl ow 8 256 11 24 155 2 5 0 32 3 0 6 . ;'Minor Ma" Minor1 nor2 Co nfl icti ng Fl ow All 157 0 0 267 0 0 401 481 133 34 7 486 78 Stage 1 276 276 204 204 Stage 2 125 20 5 143 282 Critica l Hdwy 4.1 4.1 4 7.54 6.54 6.94 7.5 6.54 6.9 Cri tica l Hdwy Stg 1 6.54 5.54 6.5 5.54 Critical Hdwy Stg 2 6.54 5.54 6.5 5.54 Follow-u p Hdwy 2.2 2.22 3.52 4.02 3.32 3.5 4.02 3.3 Pot Cap-1 Maneuver 1435 1294 534 483 892 588 480 973 Stage 1 707 680 785 732 Stage 2 866 73 1 851 676 Platoon bl ocked ,% Mov Ca p-1 Mane uve r 1435 1294 520 470 892 556 467 97 3 Mov Ca p-2 Man euve r 520 470 556 467 Stage 1 702 675 78 0 717 Stage 2 843 716 815 671 EB WB NB SB HCM Control Delay, s 0.2 1.1 9.7 9.7 HCM LOS A A inor Mvmt NBLn1 EBL EBT EBR WBL WBT WB RSBLn1 Capac ity (veh/h) 807 1435 -1294 778 HCM Lane V/C Ratio 0.046 0.005 -0.0 18 -0.012 HCM Con tro l Delay (s ) 9.7 7.5 0 7.8 0.1 9.7 HCM Lane LOS A A A A A A HCM 95th %tile Q(ve h) 0.1 0 0.1 0 !KEA Re nto n Synchro 8 Report Sa turday Pea k -2016 Witho ut Project La nes , Volumes , Timings 3: Lind Ave SW & SW 41st St 6/30/20 14 .,,, -+ ..... f' +-'-~ t I' '. ! .,, EBL EB R WBL WBR NBL NBT NBR SBL SBT Lane Configura ti ons ' tlt ' tlt ' ·H+ ' tlt Vo lu me (vph ) 51 261 203 105 292 16 115 74 35 34 82 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Stora ge Len gth (ft ) 125 0 20 0 0 200 0 200 0 Storage Lanes 1 0 1 0 1 0 1 0 Tap er Leng th (ft) 25 25 25 25 Rig ht Tu rn on Red Yes Yes Yes Yes Lin k Spee d (mph) 25 25 35 35 Li nk Distance (ft) 936 1359 1004 421 Travel Time (s) 25.5 37.1 19.6 8.2 Confl. Peds. (#/hr) 1 2 2 Peak Hour Facto r 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Ve hicl es(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Sh ared Lane Traffi c(%) Turn Type Pro! NA Pro t NA Prot NA Pro! NA Protected Ph as es 7 4 3 8 5 2 1 6 Permitt ed Phases Detecto r Ph ase 7 4 3 8 5 2 6 Swi tch Phase Minim um In itia l (s) 4.0 10.0 4.0 10.0 4.0 5.0 4.0 5.0 Minimum Split (s) 8.0 23.0 8.0 23.0 8.0 23.0 8.0 23.0 Total Sp lit (s) 34.0 54 .0 34.0 54.0 34.0 54.0 34.0 54 .0 To ta l Sp lit (%) 19.3% 30 .7% 19.3% 30.7% 19.3% 30.7 % 19.3% 30.7 % Ye ll ow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Ti me (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lost Time Adj us t (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Los t Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Opti mi ze? Yes Yes Yes Yes Yes Yes Yes Yes Reca ll Mode None None No ne None None None None None ntersection Summa Area Type : Oth er Cycle Length: 176 Act uated Cycle Length: 69.1 Natural Cycle: 65 Control Type: Actu ated-Uncoord in ated 3: Lin d Ave SW & SW 41 st St t 112 'fa3 -+p4 ! a6 .,,> a7 +-as IKEA Re nto n Synchro 8 Report Saturday Peak -2016 Without Project H CM 2 010 S ignali zed Inte rs ection Summary 3 : Lind Ave SW & SW 41 st St 6/30/20 14 .,,. -+ ~ .. +-'-~ t ~ \. ! ..,' EBl EBT EBR WBl WBT WBR NBL NBT NBR SSL SST s Lane Configurations "i +t+ "i +t+ "i +t+ "i +t+ Vo lume (ve h/h) 51 26 1 203 105 292 16 115 74 35 34 82 20 Numbe r 7 4 14 3 8 18 5 2 12 1 6 16 Ini tial Q (Qb), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped -B ike Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parki ng Bu s, Ad j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Fl ow , ve h/hnn 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 Adj Flow Ra te, ve h/h 55 28 1 218 113 314 17 124 80 38 37 88 22 Adj No. of Lan es 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Fa ctor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 0 0 0 0 0 0 0 0 0 0 0 Ca p, veh/h 75 84 7 63 7 152 1651 89 167 398 178 57 29 7 72 Arr ive On Gr een 0.04 0.43 0.43 0.08 0.47 0.47 0.09 0.16 0.16 0.03 0.10 0.10 Sat Fl ow, ve h/h 1810 1965 1478 1810 3484 188 1810 2427 1086 1810 2881 696 Grp Volume(v), ve h/h 55 25 7 242 113 162 169 124 58 60 37 54 56 Grp Sat Flow(s),veh/hnn 18 10 1805 1638 1810 1805 1867 181 0 1805 1708 1810 1805 1772 Q Serve(g_s), s 1.7 5.2 5.4 3.4 2.9 2.9 3.7 1.5 1.7 1.1 1.5 1.6 Cycl e Q Clea r(g_c), s 1.7 5.2 5.4 3.4 2.9 2.9 3.7 1.5 1.7 1.1 1.5 1.6 Pro p In Lane 1.00 0.90 1.00 0.10 1.00 0.64 1.00 0.39 Lane Grp Cap(c), veh/h 75 778 706 152 856 885 16 7 29 6 280 57 186 183 V/C Ra tio(X) 0.74 0.33 0.34 0.74 0.19 0.19 0.74 0.20 0.21 0.65 0.29 0.31 Avai l Ca p(c_a), veh/h 98 1 1631 1480 98 1 163 1 1687 981 163 1 1544 98 1 163 1 1602 HCM Pla toon Ra tio 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 Fi lt er(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform De lay (d), s/veh 26.2 10.4 10.5 24.7 8.4 8.4 24.5 20.0 20 .0 26 .5 22.9 23.0 Iner Delay (d2), s/veh 13.1 0.9 1.0 6.9 0.4 0.4 6.4 0.5 0.5 11 .9 1.2 1.3 Ini tial 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 %i le BackOfQ(50%),veMn 1.1 2.8 2.6 2.0 1.5 1.5 2.1 0.8 0.8 0.7 0.8 0.9 LnGrp De lay(d),s/ve h 39.4 11 .3 11.5 31.6 8.8 8.8 30.8 20.4 20 .6 38.4 24.1 24 .3 LnG!:2 LOS D B B C A A C C C D C C Ap proach Vol , veh/h 554 444 242 147 Ap pro ach De lay, s/ve h 14.2 14.6 25 .8 27.8 Approach LOS B B C C 1mer 1 2 3 4 5 6 7 8 Ass igned Phs 1 2 3 4 5 6 7 8 Ph s Durati on (G+Y+Rc), s 5.7 13.1 8.7 27.8 9.1 9.7 6.3 30 .2 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Gree n Sett in g (G max), s 30 .0 50 .0 30.0 50.0 30 .0 50.0 30 .0 50.0 Max Q Clea r Time (g_c+l 1), s 3.1 3.7 5.4 7.4 5.7 3.6 3.7 4.9 Gree n Ext Time (p_c), s 0.1 2.0 0.3 16.4 0.3 2.0 0.1 16.8 · ntersection Summa HCM 20 10 Ctrl De lay 17.8 HCM 20 10 LOS B IKEA Renton Synchro 8 Report Saturday Peak -20 16 Without Project Lan es, Volume s, T imin gs 4: 80th Ave S/Oakesda le Ave SW & SW 4 3 rd St 6/30 /201 4 ..> -+ ~ f +-'-~ t !' '-. + .; EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST Lane Co nfig uratio ns "i tJ. "i t~ "i t~ "i t~ Vo lum e (vph ) 94 960 16 11 1067 31 71 38 38 54 29 130 Idea l Flow (vph pl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Sto rage Length (ft) 125 0 125 0 200 0 20 0 0 Storage Lanes 1 0 1 0 1 0 1 0 Ta per Length (ft ) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 35 35 Link Distance (ft) 437 2206 416 1011 Travel Time (s) 8.5 43.0 8.1 19.7 Con fl . Peds. (#/h r) 5 5 Pe ak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Veh icles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic(%) Turn Type pm +pt NA pm+pt NA pm+pt NA pm+p t NA Prote cted Ph ases 5 2 1 6 3 8 7 4 Perm itt ed Phases 2 6 8 4 De tecto r Phase 5 2 1 6 3 8 7 4 Switch Ph ase Minimum Initi al (s) 4.0 6.0 5.0 6.0 5.0 5.0 5.0 5.0 Min im um Split (s) 8.0 31.5 9.0 31.5 9.0 30.0 9.0 31.0 Total Sp lit (s) 13.0 60.0 17.0 60.0 15.0 28.0 15.0 28 .0 Total Sp lit(%) 10.8% 50.0% 14.2% 50 .0% 12.5% 23.3 % 12.5% 23.3% Ye ll ow Tim e (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Ti me (s) 0.0 0.5 0.0 0.5 0.0 0.0 0.0 0.0 Lost Time Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lea d Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Reca ll Mod e None C-Min None C-Mi n Min Min None None Intersection Summa Area Type: Othe r Cycle Length : 120 Act uated Cycle Le ngth: 120 Offset: 119 (99%), Re ferenced to phase 2:EBT L and 6:WB TL , Start of Green Natural Cycle: 85 Con trol Ty pe: Actuated -Coord inated 4: 80 th Ave S/Oakesda le Ave SW & SW 43rd St '\ ~3 + ~ +-6 R '-.~7 t ~B IKEA Renton Synchro 8 Report Satu rday Peak -2016 Witho ut Project H C M 20 10 Signalized Intersecti on Summa ry 4 : 80th Ave S /O a kesdale Ave SW & SW 43rd St 6/30/2014 .,Jo ~ "+ f +-' ~ t ,,.. '. i .; EBL T EBR WBT WBR NBL NB NBR SBL SBT La ne Co nfi gu rat ions ' t~ ' t~ ' .,.~ ' t~ Vol ume (veh/h) 94 960 16 11 1067 31 71 38 38 54 29 130 Num be r 5 2 12 1 6 16 3 8 18 7 4 14 Initi al Q (Qb), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parki ng Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 1.00 Adj Sat Fl ow, veh /h/ln 190.0 190.0 190.0 190.0 190.0 190.0 190 .0 190.0 190.0 190.0 19 0.0 190.0 Adj Flow Rate, ve h/h 98 1000 17 11 111 1 32 74 40 40 56 30 135 Adj No. of La nes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Ve h, % 0 0 0 0 0 0 0 0 0 0 0 0 Ca p, ve h/h 451 2175 37 364 203 7 59 254 258 226 328 224 200 Arrive On Green 0.04 0.60 0.60 0.03 1.00 1.00 0.06 0.14 0.14 0.0 4 0.12 0.12 Sat Fl ow, veh/h 1810 363 2 62 1810 3583 103 1810 1824 1599 1810 1805 1615 Grp Volume(v), veh/h 98 497 520 11 560 583 74 40 40 56 30 135 Grp Sat Fl ow(s),ve h/h/l n 1810 180 5 1889 1810 1805 188 1 1810 1805 1618 1810 1805 1615 Q Serve(g_s), s 1.8 12.4 12.4 0.2 0.0 0.0 2.8 1.6 1.8 2.2 1.2 6.5 Cycle Q Cl ear(g_c), s 1.8 12.4 12.4 0.2 0.0 0.0 2.8 1.6 1.8 2.2 1.2 6.5 Prop In Lane 1.00 0.03 1.00 0.05 1.00 0.99 1.00 1.00 Lane Grp Ca p(c), veh/h 451 1081 11 31 364 1026 1070 254 255 229 328 224 20 0 V/C Ratio (X) 0.22 0.46 0.46 0.03 0.55 0.55 0.29 0.1 5 0.18 0.17 0.13 0.6 7 Ava il Ca p(c_a), ve h/h 572 1228 1285 628 1228 1280 387 53 1 476 492 53 1 475 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 0.86 0.86 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Uniform De lay (d), s/veh 6.3 9.1 9.1 7.7 0.0 0.0 28.5 30 .7 30 .8 29.1 31.8 34.1 Iner Delay (d2 ), s/veh 0.3 1.4 1.3 0.0 1.8 1.7 0.9 0.4 0.5 0.3 0.4 5.5 In iti al Q De lay(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 %il e BackOfQ(50 %),ve h/l n 0.9 6.5 6.8 0.1 0.5 0.5 1.5 0.8 0.8 1.1 0.6 3.2 LnGrp Delay(d),s/veh 6.6 10.5 10.4 7.7 1.8 1.7 29.4 31.1 31.4 29 .5 32 .2 39 .6 LnG !:e LOS A B B A A A C C C C C D Approa ch Vo l, ve h/h 11 15 11 54 154 221 App roach Delay, s/veh 10.1 1.8 30 .4 36.1 Approach LOS B A C D iruner 1 2 3 4 5 6 7 8 As sig ned Ph s 1 2 3 4 5 6 7 8 Phs Durati on (G +Y+Rc), s 5.1 91.8 9.0 14.1 7.6 89.3 7.6 15.5 Change Pe riod (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Setti ng (Gmax), s 13.0 55.5 11.0 24.0 9.0 55 .5 11.0 24 .0 Max Q Clear Time (g _c+l1 ), s 2.2 14.4 4.8 8.5 3.8 2.0 4.2 3.8 Green Ext Time (p_c), s 0.0 34.4 0.1 1.6 0.1 42 .8 0.1 1.8 ntersection HCM 20 10 Ctrl Delay 9.8 HCM 201 0 LOS A tes User approved pede strian int erv al to be less th an pha se max gree n. IKEA Re nton Synchro 8 Report Saturday Pe ak -2016 Without Proj ec t Lanes, Volumes, Timings 5: Lind Ave SW & SW 43rd St 6/30/20 14 .,} --+ "t (' +-'-~ t ~ '-. + .,, EBL EBT EBR WBL WBT WBR NBL NBT NBR SSL SST Lane Configurations , +ft , +i. , ft , 4' .,, Volume (vph) 53 1026 31 9 912 214 31 20 16 224 17 93 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 100 0 75 0 200 0 Storage Lanes 1 0 1 0 1 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 35 35 Link Distance (ft) 2206 982 424 1004 Travel Time (s) 43 .0 19.1 8.3 19 .6 Confi. Peds. (#/hr) 1 1 1 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Veh icl es (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic(%) 46% Tum Type Prat NA Prat NA Spl it NA Split NA Perm Protected Phases 5 2 1 6 4 4 8 8 Perm itted Phases 8 Detector Phase 5 2 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 4.0 10.0 4.0 10.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.5 31.0 8.5 28.0 25.5 25.5 24.5 24 .5 24.5 Total Spli t (s) 15.0 50 .0 17.0 52.0 27.0 27.0 26.0 26.0 26.0 Total Split(%) 12.5% 41.7 % 14.2% 43.3 % 22 .5% 22 .5% 21 .7% 21.7% 21.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.5 1.0 0.5 1.0 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optim ize? Yes Yes Yes Yes Reca ll Mode None C-Min None C-Min None None None None None Jntersection Summary Area Type : Other Cycle Le ngth : 120 Actuated Cycle Length : 120 Offset: 70 (58%), Referenced to phase 2:EBT and 6:WBT , Start of Gre en Natural Cycle: 90 Control Type: Actuated-Coordinated ,S~~rnl Phases: ~ve SW & SW 43rd St : ~" I~ .. R I r~ I ~08 IKE A Renton Synchro 8 Report Saturday Peak -2016 Without Proj ec t HCM 2010 Signalized Intersection Summary 5: Lind Ave SW & SW 43rd St 6/30/2014 __j _. ..... f ,._ '-~ t ~ '-. + ..; EBL EBT EBR WBL T WBR NBL NBT NBR SBL SBT SB Lane Configu rat io ns .., tt+ .., tf+ "I f+ "I 4' ~ Volume (veh/h) 53 1026 31 9 912 214 31 20 16 224 17 93 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initia l 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 1.0 0 1.00 1.00 1.0 0 Adj Sat Flo w, veh/h/ln 190.0 190 .0 190.0 190.0 190.0 190.0 190 .0 190.0 190.0 190.0 190 .0 190.0 Adj Flow Rate, veh/h 54 1036 31 9 921 216 31 20 16 238 0 39 Adj No. of Lan es 1 2 0 1 2 0 1 1 0 2 0 1 Pe ak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Pe rce nt Heavy Ve h, % 0 0 0 0 0 0 0 0 0 0 0 0 Cap , ve h/h 69 20 54 61 17 1582 371 76 41 33 380 0 169 Arrive On Green 0.03 0.38 0.38 0.02 1.00 1.00 0.04 0.0 4 0.04 0.11 0.00 0.11 Sat Flow, veh/h 1810 3579 107 1810 2904 680 1810 979 78 3 3619 0 1610 Grp Volume (v), veh/h 54 522 545 9 572 565 31 0 36 238 0 39 Grp Sat Flow(s),veh/h/ln 1810 1805 1881 1810 1805 1779 1810 0 1762 181 0 0 1610 Q Serve(g _s), s 2.0 15.2 15.2 0.3 0.0 0.0 1.1 0.0 1.4 4.3 0.0 1.5 Cycle Q Clear(g_c), s 2.0 15.2 15.2 0.3 0.0 0.0 1.1 0.0 1.4 4.3 0.0 1.5 Prop In Lane 1.00 0.06 1.00 0.38 1.00 0.44 1.00 1.00 Lane Grp Cap (c), veh/h 69 1036 1079 17 983 969 76 0 74 380 0 169 V/C Ratio(X) 0.78 0.50 0.50 0.54 0.58 0.58 0.41 0.00 0.49 0.63 0.00 0.23 Avai l Cap(c_a), veh/h 277 1185 1235 330 12 38 1220 594 0 578 1135 0 505 HCM Pl atoon Ratio 0.67 0.67 0.67 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.93 0.93 0.93 0.57 0.57 0.57 1.00 0.00 1.00 0.9 6 0.0 0 0.96 Uni form Delay (d), s/veh 33.1 13.7 13.7 33.5 0.0 0.0 32 .0 0.0 32.1 29.4 0.0 28 .1 Iner Delay (d2), s/ve h 16 .1 1.6 1.6 14.6 1.4 1.5 3.5 0.0 4.9 1.6 0.0 0.7 Init ial Q Delay(d3),s/ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %i le BackOfQ (50%),ve h/ln 1.3 8.0 8.4 0.2 0.4 0.4 0.6 0.0 0.8 2.2 0.0 0.7 Ln Grp De la y(d),s/veh 49.2 15.3 15.2 48.1 1.4 1.5 35.5 0.0 37.0 31.0 0.0 28.8 LnGre LOS D B B D A A D D C C Approac h Vol, veh/h 1121 1146 67 277 Ap proach Delay, s/ve h 16.9 1.8 36.3 30.7 Approach LOS B A D C ITimer 1 2 3 4 5 6 7 8 Ass igned Ph s 1 2 4 5 6 8 Phs Durati on (G+Y+Rc), s 5.1 95 .8 7.4 7.1 93.8 11.7 Change Period (Y +R c), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Green Setting (Gmax), s 12.5 45.0 22.5 10.5 47.0 21.5 Max Q Clear Ti me (g _c+l1). s 2.3 17.2 3.4 4.0 2.0 6.3 Green Ext Time (p_c), s 0.0 22.2 0.2 0.0 32.0 0.8 ntersection Summ HCM 2010 Ctrl Delay 12.2 HCM 2010 LOS B otes User approved vo lum e ba lancing among the lan es for turning mo ve ment. IK EA Ren ton Synchro 8 Report Sat urd ay Pe ak -2016 Without Proj ec t Lane s, Volumes , Timings 6: E Valle~ Rd & SW 41 st St/SR-167 SB Off Rame 6/30 /2014 .,> -+ ~ f .._ ' ~ t ,,.. \. i ..,' EBL EBT EBR WBL WBT WBR NBL NBT NBR SSL SST SB Lane Confi gu rations "i t ., "i 4~ .., t ., .., t~ Vol ume (vph) 37 157 129 469 35 2 91 53 313 365 70 176 28 Idea l Fl ow (vp hpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Stora ge Length (ft) 200 0 500 0 200 0 200 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Len gth (ft) 25 25 25 25 Rig ht Turn on Red Yes Yes Yes Yes Link Sp eed (mph) 25 30 35 35 Link Dista nce (ft) 1359 755 466 322 Trave l Time (s) 37.1 17.2 9.1 6.3 Con fi. Peds. (#/hr) 1 1 6 Pe ak Hou r Facto r 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 1% 1% 1% 2% 2% 2% 1% 1% 1% 3% 3% 3% Shared Lane Traffic(%) 36% Turn Type Split NA Perm Sp li t NA Prot NA Pe rm Prat NA Protecte d Phases 6 6 2 2 7 4 3 8 Permitted Phases 6 4 Detecto r Ph ase 6 6 6 2 2 7 4 4 3 8 Switch Phase Min im um Initial (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 Min imum Split (s) 29.0 29.0 29.0 30.0 30.0 8.0 33 .0 33.0 8.0 10 .0 Tota l Spl it (s) 30.0 30.0 30.0 39.0 39.0 22 .0 36.0 36.0 15.0 29.0 Tota l Split(%) 25 .0% 25 .0% 25.0% 32.5% 32.5 % 18.3 % 30 .0% 30.0 % 12.5 % 24 .2% Ye ll ow Tim e (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 Lost Tim e Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lo st Time (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lead -L ag Opt imize? Yes Ye s Yes Yes Yes Recall Mode None None None Max Max None C-Min C-Min None C-Min 1lntersection Summa Area Type: Othe r Cycle Length : 120 Actu ated Cycle Length: 120 Offset : 12 (10%), Refe renced to phase 4:NBT and 8:SBT , Start of Green Natu ral Cycle: 100 Cont rol Type : Act uated-Coo rd inated ls~:nd Phases 6: E Va ll et Rd & SW 41 st St/SR-167 SB Off Rame ,~6 I~,, ~ d"tl ~~7 IKEA Re nton Synch ro 8 Rep ort Satu rday Peak -20 16 Wit hou t Project HCM 2010 Signalized Intersection Summary 6 : E Vallel'. Rd & SW 41st SUSR-167 SB Off Rame 6/30/201 4 ~ -+ ""t " +-'-'\ t ~ .... + .,, ESL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configu rations , t .,, , 4'f+ , t .,, , tf+ Volu me (veh/h) 37 157 129 469 352 91 53 313 365 70 176 28 Numbe r 1 6 16 5 2 12 7 4 14 3 8 18 Initi al Q (Qb), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Pe d-Bi ke Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parki ng Bu s, 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 Ad j Sat Fl ow, veh/h/l n 188.1 188 .1 188 .1 186 .3 186.3 190 .0 188 .1 188 .1 188.1 184.5 184 .5 190 .0 Adj Flow Rate , veh/h 40 169 78 32 7 626 98 57 33 7 216 75 189 30 Ad j No. of Lanes 1 1 1 1 2 0 1 1 1 1 2 0 Peak Hour Facto r 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Ve h, % 1 1 1 2 2 2 1 1 1 3 3 3 Ca p, ve h/h 226 238 202 662 1175 184 75 465 395 97 792 124 Arrive On Green 0.13 0.13 0.13 0.3 7 0.37 0.37 0.04 0.25 0.25 0.06 0.26 0.26 Sat Fl ow, veh/h 1792 188 1 1599 1774 31 46 492 1792 1881 1596 1757 303 6 474 Grp Vo lum e(v), ve h/h 40 169 78 32 7 370 354 57 337 216 75 108 111 Grp Sat Flo w(s),veh/h/l n 1792 1881 1599 1774 1863 1775 179 2 188 1 1596 1757 17 52 1757 Q Serve(g _s), s 1.8 7.9 4.1 12.9 14.1 14.2 2.9 15.0 10.7 3.8 4.4 4.5 Cycle Q Clear (g_c), s 1.8 7.9 4.1 12.9 14 .1 14.2 2.9 15.0 10.7 3.8 4.4 4.5 Prop In Lane 1.00 1.00 1.00 0.28 1.00 1.00 1.00 0.27 Lane Grp Cap(c), veh/h 226 238 20 2 662 696 663 75 465 395 97 457 458 V/C Ratio(X) 0.18 0.71 0.39 0.49 0.53 0.53 0.76 0.72 0.55 0.77 0.24 0.24 Ava il Ca p(c_a), ve h/h 492 517 439 662 696 663 354 66 1 56 1 212 48 1 482 HCM Pla toon Rati o 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstrea m Fil te r(!) 0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform De lay (d), s/veh 35.5 38.2 36 .5 21.9 22 .3 22 .3 43.2 31.4 29.8 42.4 26 .5 26.6 Iner De lay (d2), s/veh 0.5 4.9 1.5 2.6 2.9 3.1 19.8 9.4 5.4 16.6 1.2 1.3 Ini ti al 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 %il e BackOfQ(50%),veh/ln 0.9 4.4 1.9 6.7 7.9 7.5 1.8 9.0 5.3 2.3 2.3 2.4 Ln Grp Delay(d),s/ve h 36 .0 43 .1 38.1 24.5 25.2 25.4 63 .0 40.9 35.2 59.1 27.7 27.8 LnG!£ LOS D D D C C C E D D E C C Approach Vo l, veh/h 287 1051 610 294 Approach Delay, s/veh 40.8 25.1 40.9 35.8 Approach LOS D C D D jlimer 1 2 3 4 5 6 7 8 Assig ned Phs 2 3 4 6 7 8 Phs Duration (G+Y +Rc), s 39.0 9.0 55.5 16.5 7.8 56.7 Cha nge Period (Y+Rc), s 5.0 4.0 4.0 5.0 4.0 4.0 Max Green Setti ng (G max), s 34.0 11.0 32.0 25.0 18.0 25.0 Max Q Clear Time (g _c+l1 ), s 16.2 5.8 17.0 9.9 4.9 6.5 Green Ext Tim e (p_c), s 7.6 0.1 4.9 1.7 0.1 5.5 ntersection Sum HCM 201 0 Ctrl Delay 32.8 HCM 2010 LOS C User approved volume balanc ing among the lanes for turn ing move men t. IKEA Ren ton Synchro 8 Report Sa turday Peak· 2016 Without Proj ec t Lanes , Volumes, Timings 7 : E Vallel Rd & SW 43rd St 6/30/2014 .,J ~ "t "' +-..... ~ t ~ '-. + .,, EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Co nfigura tio ns "I t+ .,, "I t+ .,, "I t~ "i 4'~ Volume (vph ) 134 783 248 192 945 36 1 254 215 286 355 244 70 Ideal Fl ow (vph pl} 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storag e Length (ft} 200 50 0 200 50 150 0 300 0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (ft} 25 25 25 25 Right Tu rn on Re d Yes Yes Yes Yes Lin k Speed (mph ) 35 35 40 35 Li nk Di stance (ft} 982 1012 454 640 Travel nme (s} 19.1 19.7 7.7 12.5 Co nfl. Peds. (#/hr} 3 2 Peak Hour Facto r 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.9 6 0.96 0.96 0.96 0.9 6 Heavy Veh icles(%} 1% 1% 1% 1% 1% 1% 1% 1% 1% 3% 3% 3% Shared Lane Traffic(%) 38% Tum Type Prot NA Perm Prot NA Perm Split NA Split NA Protected Pha ses 5 2 1 6 4 4 8 8 Permitted Phases 2 6 Detec tor Pha se 5 2 2 6 6 4 4 8 8 Sw itc h Ph ase Minimum Initi al (s) 4.0 10.0 10.0 4.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Sp lit (s} 8.5 25.5 25 .5 8.5 25.5 25.5 23.5 23.5 21.0 21 .0 Total Spli t (s) 27.0 52.0 52.0 17.0 42.0 42.0 25.0 25.0 26.0 26 .0 To tal Split(%} 22.5% 43 .3% 43.3% 14.2% 35 .0% 35.0% 20 .8% 20.8% 21.7% 21.7% Ye ll ow Ti me (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Tim e (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 1.0 1.0 Los t Ti me Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s} 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 Lead/Lag Lea d Lag Lag Lead Lag Lag Lead -L ag Optimize? Yes Yes Yes Yes Yes Yes Reca ll Mode None C-Min C-M in None C-M in C-Min None None Min Min ntersection SllTiffl8 Area Type : Other Cyc le Length : 120 Act uated Cycle Length: 120 Offset: 54 (45%), Referenced to phase 2:EBT and 6:W BT , Start of Green Natural Cyc le: 90 Contro l Type: Act uated-Coordi nated Sel its and Phases: ~1 Rd & SW 43rd St I'" i ~~ I ~~B ~ ~1--"n ..,, ~5 IKEA Ren ton Syn ch ro 8 Report Saturday Peak -2016 Witho ut Project HCM 2010 Signaliz ed Interse ction Summary 7 : E Vallel'. Rd & SW 43rd St 6/30/2014 ~ -+ ..... ~ '4-' ~ t ~ '-. + .,' EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Configu rations , +t "f' , ++ "f' , tt. , 4't. Vo lum e (veh/h) 134 783 248 192 945 361 254 215 286 355 244 70 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initi al Q (Qb ), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -B ike Adj(A _pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pa rkin g Bu s, Ad j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Adj Sat Fl ow, ve h/hn n 188.1 188.1 188.1 188 .1 188.1 188.1 188.1 188.1 190 .0 184.5 184 .5 190.0 Adj Fl ow Ra te, veh/h 140 81 6 0 200 984 255 26 5 224 298 232 44 7 73 Adj No. of Lanes 1 2 1 1 2 1 1 2 0 1 2 0 Peak Hour Factor 0.96 0.9 6 0.96 0.96 0.96 0.96 0.96 0.9 6 0.96 0.96 0.96 0.96 Perce nt Heavy Veh , % 1 1 1 1 1 1 1 1 1 3 3 3 Cap, veh/h 173 1374 615 195 14 18 634 319 318 284 295 520 84 Arrive On Gree n 0.10 0.38 0.00 0.22 0.79 0.79 0.18 0.18 0.18 0.17 0.17 0.17 Sa t Flow, ve h/h 1792 3574 1599 17 92 3574 1599 1792 1787 1594 1757 3098 503 Grp Vo lume(v), veh/h 140 816 0 200 984 255 265 224 298 232 265 255 Grp Sat Flow(s),ve h/hnn 1792 1787 1599 1792 1787 159 9 1792 1787 1594 1757 1845 1756 Q Serve(g_s), s 8.8 21.0 0.0 12.5 14.6 5.6 16.4 13.5 20.5 14.6 16.1 16.3 Cycle Q Clea r(g_c), s 8.8 21.0 0.0 12.5 14.6 5.6 16.4 13.5 20.5 14.6 16.1 16.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.29 Lane Grp Cap(c), veh/h 173 1374 615 195 141 8 634 319 318 284 29 5 310 295 VIC Ratio(X) 0.8 1 0.59 0.00 1.03 0.69 0.40 0.83 0.70 1.05 0.79 0.86 0.86 Ava il Ca p(c_a), ve h/h 350 147 6 660 195 141 8 634 319 318 284 32 1 337 321 HCM Platoon Ra ti o 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstre am Fil te r(!) 0.90 0.90 0.00 0.62 0.62 0.62 1.00 1.00 1.00 1.00 1.0 0 1.00 Uniform Delay (d), s/veh 51.0 28 .3 0.0 45.0 8.7 7.7 45 .6 44.4 47.3 45 .9 46.5 46.6 Iner Delay (d2), s/veh 10.9 1.7 0.0 58.0 1.8 1.2 16.6 6.8 67 .0 11.4 17.9 19.9 In iti al Q Delay(d3),s/veh 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %il e BackOfQ(50%),ve hnn 4.9 10.6 0.0 9.2 7.0 2.5 9.6 7.3 14.3 8.0 9.7 9.5 LnGrp Delay(d),s/ve h 61 .9 30 .0 0.0 103.2 10.4 8.9 62 .2 51 .2 114.2 57.2 64.4 66.5 LnG!:e LOS E C F B A E D F E E E Approach Vol , veh/h 956 1439 787 752 Approach De lay, s/ve h 34.6 23.1 78 .8 62.9 Approach LOS C C E E 1 rmer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y+Rc), s 17.0 53.7 25.0 15.6 55.1 24.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 5.0 Max Green Sett in g (Gmax), s 12.5 47.5 20.5 22 .5 37 .5 21.0 Max Q Clea r Ti me (g_c+l 1), s 14 .5 23 .0 22.5 10.8 16.6 18.3 Gree n Ext Time (p_c), s 0.0 21.3 0.0 0.4 18.4 1.1 ntersection Summa HCM 201 0 Ctrl Delay 44.6 HCM 2010 LOS D Otes User approved vo lume bala ncing among the lanes fo r turn ing movement. IKEA Renton Synchro 8 Report Sa tu rday Peak -20 16 Wi th out Project Lanes, Volumes , Timings 8 : SR-16 7 NB Off Rame/SR-16 7 On Rame & SW 4 3rd St 6/30/20 14 .,> --+ ..... f +-'-~ t I' '. ! .., EBL EBT EBR W8l WBT WBR NBL NBT NBR SBL SBT La ne Configurations , tt tt .,, , 4f .,, Volu me (vp h) 354 1037 0 0 1020 326 466 1 367 0 0 0 Idea l Fl ow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 500 0 0 500 50 0 0 0 0 Storage Lanes 1 0 0 1 1 0 0 Taper Length (ft) 25 25 25 25 Right Tu rn on Red Yes Yes Yes Yes Li nk Speed (mph) 35 35 30 30 Li nk Di sta nce (ft) 10 12 533 776 482 Travel Tim e (s) 19.7 10.4 17.6 11.0 Confi. Peds. (#/hr) 3 1 Peak Hour Factor 0.9 7 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.9 7 0.97 0.97 Heavy Veh ic les(%) 1% 1% 1% 1% 1% 1% 2% 2% 2% 0% 0% 0% Shared Lane Tra ffic(%) 50% Tu m Type Prot NA NA Perm Split NA Perm Protected Ph ases 5 2 6 4 4 Perm itted Ph ases 6 4 Detecto r Phase 5 2 6 6 4 4 4 Sw itch Phase Mini mum Initia l (s) 5.0 10.0 10.0 10.0 4.0 4.0 4.0 Minimum Spli t (s) 10.0 19.0 19.0 19.0 26.0 26.0 26.0 Total Split (s) 45.0 88.0 43.0 43.0 32 .0 32.0 32 .0 To tal Split(%) 37 .5% 73 .3% 35 .8% 35 .8% 26 .7% 26 .7% 26 .7% Ye ll ow Ti me (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Los t Tim e Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lea d Lag Lag Lead-Lag Optimize ? Yes Yes Ye s Reca ll Mode None C-Min C-Max C-Max None None None Area Type : Other Cycle Leng th : 120 Actuated Cycle Length: 120 Offset: 100 (83 %), Referenced to pha se 2:E BT and 6:WBT , Start of Green Natural Cycl e: 80 Contro l Type: Act uated -Coordinated S lits and Phase s: 8: SR-167 NB Off Ram /SR-167 On Ram & SW 43rd St ' ~~ IKEA Re nton Synchro 8 Report Satu rday Peak -2016 Without Proje ct HCM 2010 Signali zed Intersection Summary 8 : SR-167 NB Off Rame/SR-167 On Rame & SW 43rd St 6/30/2014 _.> -+ " ~ +-'-~ t ,,.. '-. ! ..-' ovement EBL EBT EBR INBl WBT WBR NBL NBT NBR SBL SBT s Lane Configu ratio ns "'i M M .,, "'i +f .,, Vo lu me (veh/h) 354 1037 0 0 1020 326 46 6 1 367 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped -B ike Adj(A_p bT) 1.00 1.00 1.00 1.00 1.00 1.00 Parkin g Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 188 .1 188.1 0.0 0.0 188 .1 188.1 186.3 186.3 186.3 Adj Flo w Rate, ve h/h 365 1069 0 0 1052 336 481 0 0 Adj No. of La nes 1 2 0 0 2 1 2 0 1 Pea k Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.9 7 0.97 0.97 Perce nt Heavy Veh , % 1 1 0 0 1 1 2 2 2 Ca p, ve h/h 419 2522 0 0 1490 664 655 0 292 Arrive On Gree n 0.47 1.00 0.00 0.00 0.42 0.42 0.18 0.00 0.00 Sa t Fl ow, veh /h 1792 3668 0 0 3668 1593 3548 0 1583 Grp Volume(v), ve h/h 365 1069 0 0 10 52 336 48 1 0 0 Grp Sat Fl ow(s),ve h/h/l n 1792 1787 0 0 1787 159 3 1774 0 1583 Q Serve(g_s), s 16.7 0.0 0.0 0.0 22.2 14.2 11 .7 0.0 0.0 Cycle Q Clear(g_c), s 16.7 0.0 0.0 0.0 22.2 14.2 11 .7 0.0 0.0 Prop In Lane 1.0 0 0.00 0.00 1.00 1.00 1.00 Lane Grp Ca p(c), veh/h 41 9 2522 0 0 1490 664 655 0 292 V/C Rat io(X) 0.87 0.42 0.00 0.00 0.71 0.51 0.73 0.00 0.00 Avail Cap (c_a), veh /h 786 3255 0 0 1490 664 1051 0 469 HCM Platoo n Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.72 0.72 0.00 0.00 1.00 1.00 1.00 0.00 0.00 Unifo rm Delay (d ), s/veh 23.0 0.0 0.0 0.0 22.0 19.6 35 .1 0.0 0.0 Iner Delay (d2), s/ve h 8.5 0.4 0.0 0.0 2.8 2.7 3.4 0.0 0.0 In itia l Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %He BackOfQ(50%),veh/l n 9.0 0.1 0.0 0.0 11 .4 6.8 6.0 0.0 0.0 LnGrp Delay(d),s /ve h 31.5 0.4 0.0 0.0 24.8 22 .4 38 .5 0.0 0.0 Ln Gre LOS C A C C D Approach Vol, ve h/h 1434 1388 481 Approach Delay, s/veh 8.3 24.2 38 .5 Approa ch LOS A C D ,mer 1 2 3 4 5 6 7 8 Ass igned Phs 2 4 5 6 Phs Durati on (G+Y+Rc), s 98 .2 21.8 26 .3 71.9 Change Pe riod (Y+Rc), s 5.0 5.0 5.0 5.0 Max Gree n Sett ing (Gmax), s 83.0 27.0 40.0 38 .0 Max Q Clea r Tim e (g _c+l1 ), s 2.0 13.7 18.7 24.2 Green Ext Ti me (p_c), s 53.3 3.1 2.6 12.6 'Intersection Summa HCM 2010 Ctrf Delay 19.4 HCM 2010 LOS B Notes User approved vo lum e balancing among the lanes fo r turn ing movement. IKEA Renton Synchro 8 Report Saturday Pea k -20 16 Wi th out Projec t 20 16 W ith -Pr ojec t Transportation Impact Study IKEA Renton Redevelopment Lanes, Volumes, Timings 1: Oakesdale Ave SW & SW 41 st St 6/27/2014 .,> ....... " " ,._ '-"' t ,,., \. + .,, E8l EBT EBR WBl WBT WBR NBl NBT N8R SSL SBT La ne Configurations 4+ 4 .,, +tt+ lj +t+ Volume (vph) 3 1 2 69 11 25 35 590 63 22 157 5 Ideal Flow (vphpl ) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 190 0 1900 Storage Length (ft) 0 0 0 0 0 0 200 0 Storage Lane s 0 0 0 0 0 1 0 Taper length (ft) 25 25 25 25 Link Speed (mph) 25 25 35 35 link Dista nce (ft) 220 760 1011 292 Tra ve l Time (s) 6.0 20.7 19.7 5.7 Confl. Peds. (#/hr) 2 2 2 2 Pea k Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.8 9 0.89 Heavy Vehicles(%) 33% 33% 33% 10 % 10% 10% 7% 7% 7% 19% 19% 19% Shared Lane Traffic(%) Sign Control Stop Stop Free Free ntersection Area Type : Other Control Type: Un signalize d IKEA Rento n Synchro 8 Report AM Peak -2016 With Proje ct HCM 2 01 0 TWSC 1: Oakesdale Ave SW & SW 41 st St 6/27/20 14 ;Intersection Int Delay, s/veh 4 EBL EBT EBR WBl WBT WBR NBL NBT NBR SSL SBT Vol, ve h/h 3 1 2 69 11 25 35 590 63 22 157 5 Conflicting Pe ds, #/h r 2 0 2 2 0 2 0 0 0 0 0 0 Sign Co ntrol Stop Sto p Stop Sto p Stop Stop Fr ee Free Free Fre e Free Free RT Channel ized -None -None -None -None Sto ra ge Length 0 200 Veh in Me dian Storage , # 0 0 0 0 Grad e,% 0 0 0 0 Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles , % 33 33 33 10 10 10 7 7 7 19 19 19 Mvmt Flow 3 1 2 78 12 28 39 663 71 25 176 6 inor Minor2 Mlnor1 Conflicting Fl ow All 649 1045 93 919 101 2 369 184 0 0 736 0 0 Stage 1 231 231 779 779 Stage 2 418 814 140 233 Critica l Hdwy 8.16 7.16 7.56 7.7 6.7 7.1 4.24 4.48 Critical Hdwy Stg 1 7.16 6.16 6.7 5.7 Cri ti cal Hd wy Stg 2 7.16 6.16 6.7 5.7 Foll ow-up Hdwy 3.83 4.33 3.63 3.6 4.1 3.4 2.2 7 2.39 Pot Cap-1 Maneuve r 299 183 855 214 225 606 1352 762 Stage 1 670 64 1 338 386 Stage 2 507 32 4 826 69 1 Platoon blocked,% Mov Cap-1 Maneuver 255 168 854 199 206 605 1352 762 Mov Ca p-2 Maneuver 255 168 199 206 Stage 1 636 619 321 366 Stage 2 444 308 795 667 EB WB NB SB HCM Control Delay , s 17.3 30.8 0.6 1.2 HCM LOS C D nor Mvmt NBL NBT NBR EBLn1 WBln1 WBLn2 SBL SBT SBR Capac ity (veh/h) 1352 -299 200 605 762 HCM Lane VIC Rati o 0.029 -0.023 0.449 0.046 0.032 HCM Contro l De lay (s) 7.7 0.2 -17.3 36.9 11.2 9.9 HCM Lane LOS A A C E B A HCM 95th %ti le Q(veh) 0.1 0.1 2.1 0.1 0.1 IKEA Renton Synchro 8 Report AM Peak -2016 With Project Lanes, Volumes, Timings 2: SW 41 st St & Ra~mond Ave SW 6/27/2014 ~ -+ +-' '-. 4" E8L EST WBT WBR SB[ SBR Lane Configuratio ns 4t tf+ ¥ Volume (vph) 47 46 76 22 4 11 Ideal Fl ow (v phpl ) 19 00 1900 1900 1900 1900 190 0 Link Speed (mph) 25 25 25 Link Distance (ft) 490 100 298 Travel Time (s) 13.4 2.7 8.1 Confl. Ped s. (#/h r) 2 2 2 1 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 Hea vy Vehicles(%) 15% 15% 8% 8% 27 % 27 % Shared Lane Traffic(%) Sign Control Free Fre e Stop ntersection Area Type: Other Control Type: Unsignalized IKEA Rent on Synch ro 8 Repo rt AM Peak -2016 With Project HCM 2010 TWSC 2: SW 41 st St & Raymond Ave SW 6/27/20 14 Int Delay, s/veh 2.5 EBL EST WBT WBR SSL s Vol , veh/h 47 46 76 22 4 11 Con fli cting Peds , #/hr 2 0 0 2 2 Sign Control Free Free Free Free Stop Stop RT Channel ized None None None Storage Length 0 Veh in Med ian Storage,# 0 0 0 Grade,% 0 0 0 Peak Hour Fa cto r 75 75 75 75 75 75 Heavy Vehicles, % 15 15 8 8 27 27 Mvmt Flow 63 61 101 29 5 15 Ma' Mi'IOl'2 Conflicting Flow All 133 0 0 274 69 Stage 1 118 Stage 2 156 Critica l Hdwy 4.4 7.34 7.44 Critical Hdwy Stg 1 6.34 Crit ica l Hdwy Stg 2 6.34 Follow-up Hdwy 2.35 3.77 3.57 Pot Cap -1 Maneuver 1359 628 905 Stage 1 825 Stage 2 78 6 Platoon blocked,% Mov Cap -1 Man euv er 1357 596 902 Mov Cap -2 Mane uv er 596 Stage 1 824 Stage 2 747 EB we SB HCM Control Delay, s 4 0 9.7 HCM LOS A nor LanelMajor Mvmt EBl EBT WBT WBR S8Ln1 Capac ity (ve h/h) 1357 793 HCM Lane V/C Ratio 0.046 0.025 HCM Cont rol Delay (s) 7.8 0.1 9.7 HCM Lane LOS A A A HCM 95th %til e Q(veh) 0.1 0.1 IKEA Renton Synchro 8 Report AM Pe ak -2016 With Proj ect Lanes, Volumes, Timings 3: Lind Ave SW & SW 41st St 6/27/20 14 .,J -+ ---. f +-' ~ t ,.. '-. i .,, ESL EBT EBR WBl WBT WBR NBL NBT N SBL SBT SBR Lane Configurations "i tt+ "i tt+ "I tt+ "i tt+ Volume (vph) 16 44 7 61 96 162 20 521 19 24 101 15 Ideal Fl ow (vp hpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 200 0 200 0 200 0 Storage La nes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Li nk Speed (m ph) 25 25 35 35 Li nk Di stance (ft) 400 1359 391 421 Tra ve l Time (s) 10.9 37.1 7.6 8.2 Co nfl. Peds. (#/hr) 4 5 Peak Hour Factor 0.9 1 0.9 1 0.91 0.91 0.91 0.91 0.91 0.91 0.9 1 0.91 0.91 0.91 Heavy Veh icles(%) 31% 31% 31% 7% 7% 7% 5% 5% 5% 14 % 14% 14% Shared Lane Traffic (%) Tu rn Type Prat NA Prat NA Prat NA Pra t NA Protected Ph ases 7 4 3 8 5 2 1 6 Permitted Phases Dete ctor Pha se 7 4 3 8 5 2 6 Sw itch Phase Minimum Initial (s) 4.0 10.0 4.0 10.0 4.0 5.0 4.0 5.0 Minimum Split (s) 8.0 23 .0 8.0 23 .0 8.0 23.0 8.0 23.0 Total Split (s) 34 .0 54.0 34.0 54.0 34.0 54.0 34.0 54.0 Tota l Split(%) 19.3% 30.7% 19.3% 30.7% 19.3% 30 .7% 19.3% 30.7% Yellow Tim e (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lost Tim e Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Lost Time (s ) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lead Lag Lead Lag Lead La g Lead -L ag Optimi ze? Ye s Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None ntersection Su Area Type : Other Cycle Length: 176 Actu ated Cyc le Length : 49.1 Natural Cy cle: 65 Control Type: Actuated-Uncoordinated 3: Lind Ave SW & SW 41st St t ,2 --+p4 + 06 +-08 IKEA Renton Synchro 8 Report AM Peak -20 16 With Project HC M 2010 Sign alized Inters ection Summary 3 : Lind Ave SW & SW 41 st St 6/27/2014 ,,;. -+ "t (' +-'-~ t I' '. + ..' vement EBL EST EBR WBL WBT WBR NBL NBT NBR SSL: SST s Lane Co nfig urat ions "'i t~ "'i t~ "I t~ "I t~ Vol ume (ve h/h) 16 44 7 61 96 162 20 52 1 19 24 101 15 Number 7 4 14 3 8 18 5 2 12 1 6 16 In iti al Q (Ob), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1450 1450 1900 1776 1776 1900 1810 1810 1900 1667 1667 1900 Adj Flow Rate, ve h/h 18 48 8 67 105 178 22 573 21 26 111 16 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Pea k Hour Facto r 0.91 0.91 0.91 0.91 0.9 1 0.91 0.91 0.91 0.91 0.9 1 0.91 0.9 1 Perce nt Heavy Veh, % 31 31 31 7 7 7 5 5 5 14 14 14 Cap , ve h/h 25 57 6 94 84 464 41 3 37 11 38 42 39 946 134 Arrive On Green 0.02 0.24 0.24 0.05 0.27 0.27 0.02 0.34 0.34 0.02 0.34 0.34 Sat Flow, ve h/h 1381 2374 386 1691 1687 1503 1723 3382 124 1587 2786 394 Grp Volume(v), ve h/h 18 27 29 67 105 178 22 291 303 26 62 65 Grp Sat Fl ow(s),veh/h/l n 138 1 1378 1382 169 1 168 7 1503 1723 171 9 1787 1587 1583 1597 Q Serve(g_s), s 0.6 0.7 0.7 1.8 2.2 4.5 0.6 6.2 6.3 0.8 1.2 1.3 Cycle Q Clear(g_c), s 0.6 0.7 0.7 1.8 2.2 4.5 0.6 6.2 6.3 0.8 1.2 1.3 Prop In Lane 1.00 0.28 1.00 1.00 1.00 0.07 1.00 0.25 Lane Grp Cap(c), veh/h 25 334 336 84 464 413 37 578 60 1 39 538 543 V/C Ratio(X) 0.73 0.08 0.09 0.79 0.23 0.43 0.60 0.50 0.50 0.67 0.12 0.12 Ava il Cap(c_a), veh/h 897 1491 1496 1098 1826 1626 1119 1861 1934 1031 1714 1729 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 Filte r(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Un iform Delay (d), s/veh 22 .6 13.5 13.5 21.7 13.0 13.8 22 .4 12.2 12.2 22.3 10.5 10.5 In er De la y (d2), s/ve h 33.4 0.4 0.4 15.2 0.9 2.6 14.7 1.0 0.9 17.8 0.1 0.1 Initial Q De lay(d3),s/ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %i le Back OfQ(50%),veh/l n 0.5 0.3 0.3 1.2 1.1 2.1 0.4 3.1 3.2 0.5 0.6 0.6 LnGrp Delay(d),s/veh 56.0 13.9 13.9 36 .9 13.8 16.4 37.1 13.2 13.2 40.2 10.6 10.6 LnG re LOS E B B D B B D B B D B B Approach Vo l, ve h/h 74 350 616 153 Approach Delay, s/veh 24.1 19.5 14.0 15.7 Approach LOS C B B B [mer 1 2 3 4 5 6 7 8 Assig ned Phs 1 2 3 4 5 6 7 8 Phs Duration (G +Y+Rc), s 5.1 19.5 6.3 15.2 5.0 19.7 4.8 16.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Se tting (G max), s 30 .0 50.0 30.0 50.0 30.0 50 .0 30.0 50 .0 Max Q Clear Time {g _c+l 1). s 2.8 8.3 3.8 2.7 2.6 3.3 2.6 6.5 Gree n Ext Ti me {p_c), s 0.0 7.2 0.2 6.2 0.0 7.3 0.0 6.1 ntersection Sum HCM 20 10 Ctrl Delay 16.5 HCM 20 10 LOS B IKEA Renton Synchro 8 Report AM Peak -2016 Wi th Projec t Lanes, Volumes, T im ings 4 : 80th Ave S/Oakesdal e Ave SW & SW 4 3 rd St 6/27/2014 .,)' -+ ---. {' +-'-'\ t ,.. .... i .-' EBL EBT EBR WBL WBT WBR NBL NBT NBR S8L SBT SB Lane Configu ratio ns "i tt. "i tt. lj t~ "i t~ Volume (vp h) 194 379 82 57 973 194 95 264 27 31 82 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 125 0 200 0 200 0 Storage Lanes 1 0 1 0 1 0 1 0 Tape r Length (ft ) 25 25 25 25 Rig ht Turn on Red Yes Yes Yes Yes Lin k Speed (mph ) 35 35 35 35 Link Distance (ft) 437 780 416 1011 Trave l Time (s) 8.5 15.2 8.1 19.7 Confl. Peds. (#/hr) 4 2 2 4 2 2 2 2 Pea k Hour Factor 0.91 0.91 0.9 1 0.91 0.91 0.9 1 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Ve hicles{%) 7% 7% 7% 5% 5% 5% 10% 10 % 10 % 13% 13 % 13% Shared Lane Traffic(%) Turn Ty pe pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Perm itted Ph ases 2 6 8 4 Detector Pha se 5 2 1 6 3 8 7 4 Switch Phase Mini mum In itial {s) 4.0 6.0 5.0 6.0 5.0 5.0 5.0 5.0 Min imu m Split (s) 8.0 31.5 9.0 31.5 9.0 30 .0 9.0 31.0 Tota l Split {s) 18.0 56.0 27.0 65.0 15.0 32.0 15.0 32 .0 Tota l Sp li t{%) 13.8% 43.1% 20 .8% 50 .0% 11.5% 24 .6% 11.5 % 24.6 % Ye llow Ti me (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 0.5 0.0 0.5 0.0 0.0 0.0 0.0 Lost Ti me Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Ti me (s) 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lea d/Lag Lea d Lag Lead Lag Lea d Lag Lead Lag Lead -Lag Optim ize ? Ye s Yes Yes Yes Yes Ye s Ye s Ye s Reca ll Mode None C-Mi n No ne C-Min Min Min None None ntersection Summa Area Type: Other Cycle Length: 130 Actuated Cycle Length: 130 Offse t: 89 (68 %). Refe renc ed to ph ase 2:EB TL and 6:WBTL, Start of Green Natural Cycle: 85 Cont ro l Type: Actuated-Coo rdinated 4: 80th Av e S/Oakesda le Ave SW & SW 43rd St ! ~ +-i,6 t i,8 IKEA Ren ton Synchro 8 Repo rt AM Peak -2016 With Project HCM 2010 Sign alized Inters ection Su mmary 4: 80th Ave S/Oakesda le Ave SW & SW 43rd St 6/27/20 14 .,,;. -+ ~ f +-' ~ t ~ '-. ! EBL EBT EBR WBl WBT WBR NBL NBT NBR SSL Lane Con fi gu ratio ns "i tf+ "i tf+ "i tf+ "i tf+ Volume (ve h/h) 194 379 82 57 973 194 95 264 27 31 82 97 Number 5 2 12 1 6 16 3 8 18 7 4 14 In iti al Q (Qb), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Pe d-Bike Adj(A _pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Park ing 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 Ad j Sa t Fl ow, ve h/h/ln 1776 1776 1900 1810 1810 1900 1727 1727 1900 168 1 1681 1900 Adj Fl ow Ra te, ve h/h 213 416 90 63 1069 213 104 29 0 30 34 90 107 Adj No . of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.91 0.9 1 0.9 1 0.91 0.91 0.9 1 0.9 1 0.91 0.91 0.9 1 0.9 1 0.91 Percent He avy Ve h, % 7 7 7 5 5 5 10 10 10 13 13 13 Ca p, ve h/h 314 1602 344 580 1555 309 268 544 56 210 221 197 Arri ve On Gree n 0.08 0.58 0.58 0.04 0.54 0.54 0.0 7 0.18 0.18 0.03 0.1 4 0.14 Sat Fl ow, veh/h 1691 2764 593 1723 2859 568 164 5 3004 308 1601 1597 1423 Grp Volume(v), veh/h 213 253 253 63 641 641 104 157 163 34 90 107 Grp Sa t Flow(s),ve h/h/ln 1691 1687 1670 1723 171 9 1708 1645 164 1 1672 1601 1597 1423 Q Serve{g_s), s 5.2 7.3 7.4 1.6 26.8 27.1 5.1 8.6 8.7 1.8 5.1 6.9 Cycle Q Clear(g_c), s 5.2 7.3 7.4 1.6 26.8 27.1 5.1 8.6 8.7 1.8 5.1 6.9 Prop In Lane 1.00 0.36 1.00 0.33 1.00 0.18 1.00 1.00 Lane Grp Ca p(c), veh/h 314 978 968 58 0 93 5 929 268 297 303 210 22 1 197 V/C Rati o(X) 0.68 0.26 0.26 0.11 0.69 0.69 0.39 0.53 0.54 0.16 0.41 0.54 Avai l Ca p(c_a), veh/h 423 978 968 909 1052 1045 33 1 465 474 339 452 403 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 Ups trea m Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Unifo rm Delay (d), s/veh 16.0 10.3 10.3 8.9 16 .4 16.4 31.6 36 .7 36 .7 35.0 38.9 39.7 Iner Delay (d2), s/ve h 3.7 0.6 0.7 0.1 4.1 4.2 1.3 2.1 2.1 0.5 1.7 3.3 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 %i le Bac kOfQ(50%),veh/ln 3.6 3.5 3.6 0.8 13.7 13.7 2.4 4.1 4.2 0.8 2.4 2.9 Ln Grp Delay{d),s/veh 19.7 10.9 10.9 9.0 20.5 20 .6 32.9 38.8 38 .8 35 .5 40 .6 43 .0 Ln G!E LOS B B B A C C C D D D D D Approach Vol, ve h/h 719 1345 424 231 Approach Delay, s/ve h 13.5 20.0 37.3 40 .9 Approac h LOS B C D D 1rner 1 2 3 4 5 6 7 8 Assig ned Phs 1 2 3 4 5 6 7 8 Phs Durati on (G +Y+Rc), s 8.1 93.0 11 .2 17.7 11.7 89.4 7.0 21.9 Cha nge Period (Y +R c), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Gree n Sett in g (Gmax), s 23.0 51.5 11.0 28 .0 14.0 60.5 11.0 28 .0 Max Q Clear Time (g_c+l 1), s 3.6 9.4 7.1 8.9 7.2 29.1 3.8 10.7 Gree n Ext Time (p_c), s 0.2 31.0 0.1 4.0 0.5 24.7 0.0 3.8 Intersection Summary HCM 2010 Ctrl Delay 22.8 HCM 2010 LOS C IKEA Renton Synchro 8 Report AM Pe ak -2016 With Project Lanes, Volumes, Timings 5: Lind Ave SW & SW 43rd St 6/27/2014 .,.> -+ ---. ~ ..._ ' ~ t ,,. \. l ..; EBL EBT EBR WBL WBT WBR NBL NBT NBR SB( SST SB Lane Config urat ions "'I tlt "'I tf+ "'I f+ "'I 4' '(' Volume (vph) 92 279 11 7 1234 475 24 33 2 80 9 73 Ideal Flow (vphp l) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 100 0 75 0 200 0 Sto rage Lanes 1 0 1 0 1 0 1 1 Taper Length (ft) 25 25 25 25 Right Tu rn on Red Yes Yes Yes Yes Link Speed (mp h) 35 35 35 35 Link Distance (ft) 400 982 424 613 Travel Time (s) 7.8 19.1 8.3 11.9 Conft. Ped s. (#/hr) 1 2 3 Peak Hour Factor 0.91 0.91 0.91 0.9 1 0.91 0.91 0.9 1 0.9 1 0.9 1 0.91 0.91 0.91 Heavy Veh icl es(%) 10 % 10% 10% 4% 4% 4% 23 % 23% 23 % 17% 17% 17% Shared Lane Traffic(%) 45% Turn Type Prat NA Prat NA Split NA Split NA Perm Protected Pha ses 5 2 1 6 4 4 8 8 Permitted Ph ases 8 Detector Phase 5 2 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 4.0 10 .0 4.0 10.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.5 31.0 8.5 28 .0 25.5 25.5 24.5 24 .5 24.5 Tota l Split (s) 15.0 60 .0 17.0 62.0 27.0 27.0 26 .0 26.0 26.0 Total Split(%) 11.5% 46.2 % 13.1% 47.7 % 20.8% 20.8 % 20.0 % 20 .0% 20.0% Ye llow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.5 1.0 0.5 1.0 0.5 0.5 0.5 0.5 0.5 Lost nme Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead -Lag Opti miz e? Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None Non e None None ntersection Sunvna Ar ea Type: Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 100 (77 %), Refe renced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 150 Contro l Type: Actuate d-Coordinated lse;.:~nd Phases~ _:~i!:j Ave SW & SW 43rd SI :f os l~"i": r~ I ~~8 IKEA Renton Synch ro 8 Report AM Peak -2016 Wi th Project HCM 2010 Signa lized Intersection Summary 5 : Lind Ave SW & SW 43rd St 6/27/20 14 .,} -+ ~ ~ ._ ' ~ t ,.. '-. i .,, EBL EBT EBR WBl WBT WBR N8l T NBR SBT SB La ne Con fi gu rations "i tf+ "i +~ "i f+ "i +t .,, Vo lume (v eh /h) 92 279 11 7 1234 475 24 33 2 80 9 73 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pe d-Bi ke Adj(A _pb T} 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parki ng Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sa t Fl ow, ve h/h/ln 172 7 1727 1900 1827 1827 1900 1545 1545 1900 1624 162 4 1624 Adj Fl ow Rate, veh /h 101 307 12 8 1356 522 26 36 2 95 0 0 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 2 0 1 Pe ak Hour Factor 0.9 1 0.91 0.9 1 0.9 1 0.91 0.9 1 0.9 1 0.91 0.91 0.91 0.9 1 0.9 1 Percent Heavy Veh, % 10 10 10 4 4 4 23 23 23 17 17 17 Cap , ve h/h 126 2089 81 14 1447 527 69 68 4 159 0 71 Arrive On Gre en 0.15 1.00 1.00 0.02 1.00 1.00 0.05 0.05 0.05 0.05 0.00 0.00 Sat Flow, veh /h 1645 3220 126 1740 2492 908 1471 1448 80 3093 0 1380 Grp Volume(v), veh/h 101 156 163 8 92 1 957 26 0 38 95 0 0 Grp Sat Flow(s),ve h/h/ln 164 5 1641 1705 1740 1736 1665 1471 0 1529 1547 0 1380 Q Serve(g_s), s 4.5 0.0 0.0 0.3 0.0 0.0 1.3 0.0 1.8 2.3 0.0 0.0 Cycle Q Clea r(g_c), s 4.5 0.0 0.0 0.3 0.0 0.0 1.3 0.0 1.8 2.3 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.55 1.00 0.05 1.00 1.00 Lane Grp Ca p(c), ve h/h 12 6 1065 1106 14 1008 967 69 0 71 159 0 71 V/C Ratio(X) 0.80 0.15 0.1 5 0.56 0.9 1 0.99 0.38 0.00 0.53 0.60 0.00 0.00 Avai l Ca p(c_a}, veh/h 229 11 95 124 1 288 1310 1256 438 0 455 880 0 393 HCM Pl atoon Ra tio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstrea m Fi lte r(!) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 31.5 0.0 0.0 37 .0 0.0 0.0 34.9 0.0 35 .2 35 .1 0.0 0.0 Iner Delay (d2), s/ve h 11 .3 0.3 0.3 3.1 1.6 6.7 3.4 0.0 6.0 3.6 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/ln 2.4 0.1 0.1 0.2 0.5 1.8 0.6 0.0 0.9 1.0 0.0 0.0 Ln Grp Delay (d),s/veh 42.8 0.3 0.3 40.1 1.6 6.7 38.3 0.0 41 .2 38 .6 0.0 0.0 LnG !E LOS D A A D A A D D D Approach Vol , ve h/h 420 1886 64 95 App roach Delay, s/veh 10.5 4.4 40.0 38.6 Approach LOS B A D D ,mer 1 2 3 4 5 6 7 8 Assig ned Phs 1 2 4 5 6 8 Phs Duration (G +Y+Rc), s 5.1 108.5 8.0 10.3 103.3 8.4 Cha nge Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Gree n Sett in g (Gmax), s 12.5 55.0 22.5 10.5 57.0 21.5 Max Q Clear Time (g_c+l 1 ), s 2.3 2.0 3.8 6.5 2.0 4.3 Green Ext Time (p_c), s 0.0 40 .7 0.2 0.1 41 .9 0.2 ntersection Summa HCM 201 0 Ctr! Delay 7.7 HCM 20 10 LOS A tes Use r approved vo lum e balancing among the lanes fo r tu rnin g move men t. IKEA Renton Synchro 8 Report AM Peak· 2016 With Pro jec t La nes, V o lumes , Timings 6 : E Valle:t Rd & SW 41 st St/SR-167 SB Off Rame 6/27/2014 .,J ...... ..... f ,..__ '-~ t ~ \. ! .,' ESL EST EBR WBl WBT W8R NBL NBT NBR SBL SBT s La ne Confi guratio ns ' t ,, "i +11+ "i t ., "i t~ Volu me (v ph ) 9 55 18 51 3 323 107 15 496 234 61 58 9 Ideal Flow (vph pl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Le ngth (ft) 200 0 50 0 0 200 0 200 0 Storage Lanes 1 1 1 0 1 1 0 Tape r Len gth (ft) 25 25 25 25 Ri ght Tum on Red Yes Yes Yes Yes Link Speed (mph ) 25 30 35 35 Li nk Di stance (ft) 1359 755 466 322 Trave l nme (s) 37.1 17.2 9.1 6.3 Conft. Peds. (#/hr) 2 Pea k Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Veh icles(%) 22% 22% 22% 5% 5% 5% 9% 9% 9% 22% 22% 22% Sha red Lane Traffic(%) 39% Turn Type Spl it NA Perm Split NA Prot NA Perm Prot NA Protected Pha ses 6 6 2 2 7 4 3 8 Perm itted Ph ases 6 4 Detecto r Ph ase 6 6 6 2 2 7 4 4 3 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 Mini mum Split (s) 29.0 29.0 29.0 30 .0 30.0 8.0 33.0 33.0 8.0 10.0 Tota l Spli t (s) 30.0 30 .0 30.0 42.0 42.0 18.0 45.0 45.0 13.0 40 .0 Tota l Split(%) 23.1% 23.1% 23 .1 % 32.3% 32 .3% 13.8% 34.6 % 34 .6% 10.0% 30.8 % Ye ll ow Ti me (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time ( s) 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 Lost nme Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Lost Time (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 Lea d/Lag Lead Lag Lag Lea d Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None Max Max None C-Min C-M in None C-Mi n ntersection Area Type : Other Cycle Length: 130 Ac tu ated Cycle Length: 130 Offset: 52 (40%), Referenced to phase 4:NBT and 8:SBT , Sta rt of Gree n Natural Cycle: 100 Co nt rol Type: Ac tua ted-Coordinated ls+::nd Phases 6: E Va llet Rd & SW 41 st St/SR-167 SB Off Rame 14p6 I ~,, I fFI : ~" :! "i"I IKEA Re nton Synchro 8 Report AM Pe ak -20 16 With Project HCM 2010 Signalized Intersection Summary 6: E Vallel Rd & SW 41 st St/SR-167 SB Off Rame 6/27/20 14 .,.> -+ " "" ,._ ' ~ t ~ '-. + ~ EBT BR WBl WBT WBR NBL NBT NBR SBL SBT ~ Lane Co nfig urations "I t ,, "I 4~ "i t ,, "i ti. Vo lu me (ve h/h) 9 55 18 513 323 107 15 496 234 61 58 9 Num ber 1 6 16 5 2 12 7 4 14 3 8 18 In itial Q (Q b), ve h 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 Parkin g Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/l n 1557 1557 155 7 1810 1810 1900 1743 1743 1743 1557 1557 1900 Ad j Flo w Ra te, veh/h 10 59 2 335 640 114 16 528 71 65 62 10 Adj No. of Lanes 1 1 1 1 2 0 1 1 1 1 2 0 Peak Hour Facto r 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Pe rcen t Heavy Veh, % 22 22 22 5 5 5 9 9 9 22 22 22 Ca p, ve h/h 78 82 69 638 11 08 197 24 600 510 79 98 1 155 Arrive On Green 0.05 0.05 0.05 0.37 0.37 0.37 0.0 1 0.34 0.34 0.05 0.38 0.38 Sat Flow, veh /h 1483 1557 1324 1723 2993 532 1660 1743 1482 1483 256 1 404 Grp Volume(v), veh/h 10 59 2 335 38 7 367 16 528 71 65 35 37 Grp Sa t Fl ow(s),ve h/h/ln 1483 155 7 1324 1723 181 0 171 6 1660 1743 1482 1483 1480 1485 Q Serve(g_s), s 0.6 3.7 0.1 15.2 17.1 17.2 1.0 28 .5 3.3 4.3 1.5 1.6 Cycl e Q Clea r(g_c), s 0.6 3.7 0.1 15.2 17.1 17.2 1.0 28.5 3.3 4.3 1.5 1.6 Prop In Lane 1.00 1.00 1.00 0.31 1.00 1.00 1.00 0.27 Lane Grp Ca p(c), ve h/h 78 82 69 638 670 635 24 600 510 79 567 569 VIC Rat io(X) 0.1 3 0.72 0.03 0.53 0.58 0.58 0.67 0.88 0.14 0.82 0.06 0.06 Ava il Cap(c_a), veh/h 371 389 33 1 638 670 635 232 715 608 134 567 569 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 Fi lte r(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45 .2 46.7 45.0 24 .6 25 .2 25.2 49.0 30 .8 22.6 46 .9 19.5 19 .5 Iner De lay (d2), s/ve h 1.0 15.7 0.2 3.1 3.6 3.8 37.9 16.8 0.6 24.8 0.2 0.2 Initia l 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 %i le BackOfQ(50%),vehnn 0.3 2.0 0.1 7.7 9.2 8.7 0.7 16.4 1.4 2.3 0.6 0.7 LnG rp De lay(d),s /veh 46 .2 62.3 45.2 27.7 28.8 29.1 86.9 47.6 23 .2 71.6 19.7 19.7 Ln Gre LOS D E D C C C F D C E B B Approach Vo l, veh/h 71 1089 615 137 Approach Delay, s/ve h 59.6 28 .6 45 .8 44.3 Approac h LOS E C D D rrmer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y +Rc), s 42 .0 9.3 68.4 10.2 5.4 72 .3 Change Pe ri od (Y+Rc), s 5.0 4.0 4.0 5.0 4.0 4.0 Max Gree n Sett ing (G max), s 37.0 9.0 41.0 25 .0 14 .0 36.0 Max Q Clea r Time (g _c+l1 ), s 19.2 6.3 30 .5 5.7 3.0 3.6 Gree n Ext Ti me (p_c), s 7.9 0.0 3.9 0.4 0.0 6.5 , ntersection Summa HCM 20 10 Ctrl Delay 36 .4 HCM 2010 LOS D otes User approved vol ume balanci ng among the lanes for turning moveme nt. IKEA Ren ton Synchro 8 Report AM Peak -20 16 With Project La nes, V o lume s, Timin gs 7 : E Vallel Rd & SW 4 3 rd St 6/30/201 4 --' _. ..... ,('" +-..... ~ t !" '-. + .,, EBL EBT EBR WBL WBT WBR NBL NBT NBR SB[ SBT Lane Co nfigu rati ons ' H .,, ' H .,, ' tf+ ' 4'f+ Volum e (vph ) 42 229 99 102 1555 471 232 241 137 354 199 43 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Sto rage Len gth (ft) 200 500 200 50 150 0 300 0 Storage Lanes 1 1 1 1 1 0 1 0 Tap er Leng th (ft ) 25 25 25 25 Right Tu rn on Red Yes Yes Yes Yes Lin k Speed (mph ) 35 35 40 35 Li nk Dis tan ce (ft) 982 1012 454 640 Travel Time (s) 19.1 19.7 7.7 12.5 Confl. Peds . (#/hr) 1 3 1 Pe ak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.9 5 0.95 0.95 0.9 5 0.95 Heavy Vehicles(%) 13% 13% 13 % 2% 2% 2% 16 % 16 % 16% 6% 6% 6% Share d Lane Traffic(%) 44% Turn Type Pro t NA Perm Prot NA Perm Split NA Sp lit NA Protec ted Phases 5 2 1 6 4 4 8 8 Permitted Phases 2 6 Detector Phas e 5 2 2 1 6 6 4 4 8 8 Sw itc h Phase Mini mum Initial (s) 4.0 10.0 10.0 4.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split (s ) 8.5 25 .5 25.5 8.5 25 .5 25.5 23.5 23.5 21.0 21.0 Total Split (s) 27.0 70.0 70.0 13.0 56 .0 56.0 25 .0 25.0 22 .0 22 .0 Tota l Split(%) 20 .8% 53.8 % 53 .8% 10 .0% 43.1 % 43.1% 19.2% 19 .2% 16.9% 16.9% Ye llow Ti me (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 1.0 1.0 Los t Tim e Adj ust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tot al Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 Lead/Lag Lea d Lag Lag Lead Lag Lag Lea d-L ag Opt imize? Ye s Yes Yes Yes Yes Ye s Reca ll Mode None C-M in C-Mi n None C-M in C-Mi n None None Min Min Area Type: Other Cycl e Leng th: 130 Ac tuated Cycle Length : 130 Offset: 83 (64 %), Referenc ed to pha se 2:EBT and 6:WB T, Start of Green Natural Cycl e: 100 Con trol Type : Act uated -Coordina ted Se lits and Pha ses: 7: E Vallel Rd & SW 43rd St If., i-,.,_ .-' PS p6 n i ~~ I ~PB l IKEA Re nto n Synchro 8 Rep ort AM Peak -20 16 With Project HCM 2010 Signalized Intersection Summary 7: E Vallel'. Rd & SW 43rd St 6/30/2014 .,> --+ " " +-4-.. ~ t ~ '-. ! .;' EBL EBR WBL WBT WBR NBL NBT NBR S8L SBT Lane Configurations , tt .,, , tt "(' , ti. lj 4'f. Volume (veh/h) 42 229 99 102 1555 471 232 241 137 354 199 43 Number 5 2 12 1 6 16 7 4 14 3 8 18 lnttial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 168.1 168.1 168.1 186 .3 186.3 186.3 163.8 163.8 190.0 179 .2 179.2 190.0 Adj Flow Rate, veh/h 44 241 0 107 1637 274 244 254 144 421 142 45 Adj No. of Lanes 1 2 1 1 2 1 1 2 0 2 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Hea vy Veh, % 13 13 13 2 2 2 16 16 16 6 6 6 Cap , veh/h 55 1455 651 129 1749 781 269 335 184 480 183 58 Arrive On Green O.o? 0.91 0.00 0.1 0 0.66 0.66 0.17 0.17 0.17 0.14 0.14 0.14 Sat Flow, veh/h 1601 3195 1429 1774 3539 1580 1560 1941 1065 3414 1305 414 Grp Volume(v}, veh/h 44 241 0 107 1637 274 244 202 196 421 0 187 Grp Sat Flow(s),veh/h/ln 1601 1597 1429 1774 1770 1580 1560 1556 1450 1707 0 1718 Q Serve(g _s), s 3.2 0.9 0.0 6.9 48.0 9.0 17.9 14.4 15.1 14 .1 0.0 12.2 Cycle Q Clear(g_c), s 3.2 0.9 0.0 6.9 48.0 9.0 17.9 14.4 15.1 14 .1 0.0 12.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.73 1.00 0.24 Lane Grp Cap(c), veh/h 55 1455 651 129 1749 781 269 268 250 480 0 241 V/C Ratio (X) 0.80 0.17 0.00 0.83 0.94 0.35 0.91 0.75 0.78 0.88 0.00 0.77 Avail Cap(c_a), veh/h 309 1795 803 129 1749 781 274 274 255 498 0 251 HCM Platoon Ratio 2.00 2.00 2.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.00 0.52 0.52 0.52 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.9 2.9 0.0 51 .9 18.3 11.7 47.3 45 .9 46 .2 49.1 0.0 48.3 Iner Delay (d2), s/veh 30.3 0.2 0.0 20.1 6.4 0.6 31 .0 10.9 14.5 15.8 0.0 13.6 In itial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.4 0.0 4.1 24.6 4.0 10.0 7.0 7.1 7.7 0.0 6.7 LnGrp Delay(d),s/veh 84 .2 3.1 0.0 72.0 24 .8 12 .3 78.3 56 .8 60.7 65 .0 0.0 61.9 LnG~ LOS F A E C B E E E E E Approach Vol , veh /h 285 2018 642 608 Approach Delay, s/veh 15.6 25.6 66.2 64 .0 Approach LOS B C E E ,mer 1 2 3 4 5 6 7 8 Ass igne d Ph s 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.0 71.0 24.6 8.5 75.5 21.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 5.0 Max Green Setting (Gmax), s 8.5 65 .5 20.5 22.5 51.5 17.0 Max Q Clear Time (g_c+l1}, s 8.9 2.9 19.9 5.2 50.0 16.1 Green Ext Time (p_c), s 0.0 50.2 0.2 0.1 1.4 0.3 ntersection Sunvna!)'. HCM 20 10 Ctrl Delay 38.7 HCM 2010 LOS D Notes Use r approved volume balancing among the lanes for turn ing mo ve ment. IKEA Renton Synchro 8 Report AM Peak -2016 With Project La ne s , Volumes, Timing s 8: SR-167 NB Off Rame/S R-167 On Rame & SW 4 3rd St 6/27 /20 14 / -ti-.... "' ._ '-~ t ,.. \. + .,' Group EBl EBT EBR WBL WBT WBR NBL NBT NBR S8L SBT SBR Lane Co nfi gurat ions 'llj ·H H .,, 'llj 4' .,, Vo lu me (vp h) 87 617 0 0 1317 243 793 0 354 0 0 0 Ideal Fl ow (vph pl ) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft ) 500 0 0 500 500 0 0 0 Stora ge Lanes 1 0 0 1 1 0 0 Taper Length (ft ) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Lin k Speed (m ph) 35 35 30 30 Li nk Di stance (ft) 1012 533 776 482 Trave l Ti me (s ) 19.7 10.4 17.6 11.0 Confl. Peds. (#/h r) 5 1 Peak Hour Fa ctor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles(%) 7% 7% 7% 2% 2% 2% 4% 4% 4% 0% 0% 0% Shared Lane Traffic(%) 50% Turn Type Prat NA NA Perm Split NA Perm Protected Phases 5 2 6 4 4 Pe rmitted Phases 6 4 Detector Phase 5 2 6 6 4 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 4.0 4.0 4.0 Min imum Spl it (s) 10.0 19.0 19.0 19.0 26.0 26 .0 26.0 Total Split (s) 22 .0 85.0 63 .0 63.0 45.0 45.0 45.0 Tota l Split(%) 16.9% 65 .4% 48.5 % 48 .5% 34 .6% 34 .6% 34 .6% Ye ll ow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Ti me (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Los t Tim e Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 To tal Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optim ize ? Yes Yes Yes Reca ll Mode None C-Min C-Max C-Max None None None Area Type: Other Cyc le Length: 130 Actu ated Cyc le Length : 130 Offset: 50 (38 %), Referenced to phase 2:EBT and 6:WBT , Start of Green Natu ra l Cycle : 65 Co ntrol Type : Actua ted -Coordi nated Splits and Pha ses : 8: SR -167 NB Off Ramp /S R-167 On Ramp & SW 43rd St I_.,, i"i r~ l /1)5 IKEA Ren ton Synchro 8 Repo rt AM Peak -2016 With Proj ec t HC M 2 010 Si g nalized Intersection Summ a ry 8: SR -167 NB Off Rame/SR-167 On Rame & SW 4 3 rd St 6/27/2014 ..J ~ ..... 'f -+-4.... ~ t ,.. '. ! .-' EBL EBT EBR WBl WBT WBR NBL NBT NBR SBL SBT SB~ La ne Con fi gu rations 'I t+ H '(' ., +t '(' Vol ume (ve h/h) 87 617 0 0 1317 243 793 0 354 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb ), veh 0 0 0 0 0 0 0 0 0 Ped -Bi ke Adj(A_p bT) 1.00 1.00 1.00 1.00 1.00 1.00 Park ing Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Fl ow, ve h/h/ln 1776 1776 0 0 1863 1863 1827 1827 1827 Adj Fl ow Rate, veh/h 88 623 0 0 1330 24 5 801 0 0 Adj No . of Lanes 1 2 0 0 2 1 2 0 1 Peak Hour Fa ctor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Pe rcent Heavy Veh, % 7 7 0 0 2 2 4 4 4 Cap, veh/h 11 2 2121 0 0 1833 816 982 0 438 Arrive On Green 0.13 1.00 0.00 0.00 0.52 0.52 0.28 0.00 0.00 Sa t Fl ow, ve h/h 1691 3463 0 0 3632 1576 3480 0 1553 Grp Volume(v), ve h/h 88 623 0 0 1330 245 801 0 0 Grp Sat Fl ow(s),veh/h/l n 1691 1687 0 0 1770 1576 1740 0 1553 Q Serve(g_s), s 5.6 0.0 0.0 0.0 32.5 9.9 24.0 0.0 0.0 Cycle Q Clea r(g_c), s 5.6 0.0 0.0 0.0 32.5 9.9 24 .0 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c). ve h/h 112 2121 0 0 1833 816 982 0 438 V/C Ratio(X) 0.79 0.29 0.00 0.00 0.73 0.30 0.82 0.00 0.00 Avail Ca p(c_a), veh/h 257 241 0 0 0 1833 816 1243 0 555 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!} 0.81 0.81 0.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 47 .8 0.0 0.0 0.0 20.9 15.4 37 .5 0.0 0.0 Iner Delay (d2), s/ve h 18.7 0.3 0.0 0.0 2.5 0.9 4.7 0.0 0.0 Initial Q Delay(d3),s /v eh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %il e Back0fQ(50%),veh/ln 3.2 0.1 0.0 0.0 16.3 4.5 12.2 0.0 0.0 LnG rp Delay(d},s/veh 66.6 0.3 0.0 0.0 23.4 16.4 42.2 0.0 0.0 LnG re LOS E A C B D Approach Vo l, veh/h 711 1575 801 Approach Delay, s/veh 8.5 22.3 42.2 Approa ch LOS A C D mer 1 2 3 4 5 6 7 8 Assigned Ph s 2 4 5 6 Phs Duration (G+Y+Rc), s 93 .4 36.6 12.4 81.0 Change Period (Y+Rc). s 5.0 5.0 5.0 5.0 Max Gree n Setting (G max), s 80.0 40.0 17.0 58.0 Max Q Clear Time (g _c+l1), s 2.0 26.0 7.6 34.5 Gree n Ext Ti me (p_c), s 45 .9 5.6 0.3 19.4 ntersection Sum HCM 20 10 Ctrl Delay 24.3 HCM 20 10 LOS C tes User approved volume ba lancing among the lanes fo r turn ing move ment. IKEA Renton Synchro 8 Report AM Peak -2016 With Project La nes, V olum es , T imings 1: Oakesdale Ave SW & SW 41 st St 6/26/2014 ,J -+ ..... .-+-' ~ t ,,., \. ! .,' EBL EBT EBR W8L WBT WBR NBL NBT NBR SSL SBT La ne Configura tio ns 4 +f 7' +11+ 'I tt. Vo lum e (v ph) 4 24 26 97 5 53 3 229 107 108 576 2 Ideal Flow (v phpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storag e Len gth (ft) 0 0 0 0 0 0 200 0 Storage Lanes 0 0 0 1 0 0 1 0 Ta per Length (ft ) 25 25 25 25 Link Speed (mph) 25 25 35 35 Li nk Distance (ft) 220 760 10 11 292 Travel Ti me (s) 6.0 20.7 19.7 5.7 Peak Hou r Fa ctor 0.9 1 0.91 0.9 1 0.91 0.91 0.91 0.91 0.91 0.9 1 0.9 1 0.91 0.9 1 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Sh ared Lane Traffi c(%) Sign Control Stop Stop Free Free ntersectlon Area Type: Other Co ntrol Type: Unsig nalized IKEA Renton Synchro 8 Report PM Peak -2016 Wi th Project HCM 2010 TWSC 1: Oakes dale Ave SW & SW 4 1 st St 6/26/2014 ntersection Int Delay, s/ve h 6.3 EBL EBT EBR WBI.. WBT WBR NBL NBT NBR SBL SBT Vol , veh/h 4 24 26 97 5 53 3 229 107 108 576 2 Co nfli cting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Sto p Sto p Stop Stop Stop St op Fre e Free Free Free Free Fre e RT Cha nn elized -None -None -None -None Sto rage Leng th 0 200 Veh in Media n Storage, # 0 0 0 0 Gra de,% 0 0 0 0 Pea k Hou r Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Ve hic le s,% 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 4 26 29 107 5 58 3 252 118 119 633 2 inor Minor2 Mlnor1 Ma 1 M Confli cti ng Fl ow All 1006 1247 318 884 11 90 185 635 0 0 369 0 0 Stage 1 87 1 87 1 317 317 Stage 2 135 376 567 873 Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Hdwy Si g 1 6.5 5.5 6.5 5.5 Critical Hdwy Stg 2 6.5 5.5 6.5 5.5 Fo ll ow-u p Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 2.2 Pot Cap-1 Maneuve r 198 175 684 243 189 832 958 1201 Stage 1 316 371 674 658 Stage 2 860 620 48 1 370 Pl atoo n bl ocke d,% Mov Cap-1 Maneuver 166 157 684 187 170 832 958 1201 Mov Cap-2 Mane uve r 166 157 187 170 Stage 1 315 334 67 1 655 Sta ge 2 790 618 382 333 roach EB WB NB SB HCM Control Delay , s 23.7 36.2 0.1 1.3 HCM LOS C E '-4inor La Mvmt NBL NBT NBR EBLn 1WBLn 1WBLn2 SBL SBT SBR Capacity (veh/h) 958 -25 1 186 832 1201 HCM Lane V/C Rati o 0.003 -0.236 0.603 0.07 0.099 HCM Cont rol Delay (s) 8.8 0 -23 .7 50 9.7 8.3 HCM Lane LOS A A C F A A HCM 95th %ti le Q(veh) 0 0.9 3.3 0.2 0.3 IKEA Renton Synch ro 8 Report PM Peak -20 16 With Project Lanes, Volumes, Timings 2: SW 41 st St & Ralmond Ave SW 6/26/2014 _., --+ +-' '-. .,' EBL EBT WBT WBR SBL SBR La ne Configurations 4't tl+ ¥ Vo lume (vph) 10 265 102 3 20 63 Ideal Fl ow (vphpl) 1900 1900 1900 190 0 1900 1900 Link Speed (mp h) 25 25 25 Link Distance (ft) 490 100 298 Tra ve l Time (s) 13.4 2.7 8.1 Peak Hour Fa ctor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Veh icles(%) 0% 0% 0% 0% 0% 0% Shared Lane Traffic(%) Sign Contro l Free Free Stop ntersection Stlnma Area Type : Other Contro l Type: Un signa lized IKEA Renton Syn ch ro 8 Report PM Peak -20 16 With Proje ct HCM 2010 TWSC 2 : SW 41 st St & Raymond Ave SW 6/26/201 4 lntersecllon Int De lay, s/ve h 1.9 t EBL BT WBR s SBR Vol, veh/h 10 265 102 3 20 63 Conflicting Ped s, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None None Storage Length 0 Ve h in Median Storage, # 0 0 0 Grade ,% 0 0 0 Pe ak Ho ur Fa cto r 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 11 294 11 3 3 22 70 Ma' Minof2 Conflicting Flow All 117 0 0 284 58 Stage 1 115 Stage 2 169 Critical Hdwy 4.1 6.8 6.9 Critical Hdwy Stg 1 5.8 Criti ca l Hd wy Stg 2 5.8 Follow-up Hdwy 2.2 3.5 3.3 Pot Cap-1 Maneuver 1484 688 1002 Stage 1 903 Stage 2 850 Pl atoon blocked, % Mov Ca p-1 Maneuver 14 84 682 1002 Mov Ca p-2 Maneuver 682 Stage 1 903 Stage 2 842 EB we SB HCM Contro l Delay, s 0.3 0 9.5 HCM LOS A nor Mvrnt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1484 -900 HCM Lane V/C Ratio 0.007 -0.102 HCM Control Dela y (s) 7.4 0 9.5 HCM Lane LO S A A A HCM 95th %til e Q(veh) 0 0.3 !KE A Renton Synchro 8 Re po rt PM Peak -201 6 With Project Lanes, Volu m es , Timings 3 : Lind Ave SW & SW 41st St 6/26 /20 14 .,> --+ .... " ~ ' ~ t ,.. \. ! .,' EBL EBT EBR W8L WBT WBR NBL NBT NBR SBL SST La ne Con fig uratio ns "'i t~ "'i t~ lj t~ lj t~ Volum e (vp h) 31 216 73 52 58 35 31 162 52 192 499 28 Id eal Fl ow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 200 0 200 0 20 0 0 St orage La nes 1 0 1 0 1 0 1 0 Ta pe r Len gth (ft) 25 25 25 25 Right Tu rn on Red Ye s Yes Yes Yes Lin k Speed (mph ) 25 25 35 35 Li nk Dista nce (ft) 400 1359 39 1 421 Trave l Time (s) 10.9 37.1 7.6 8.2 Con fi . Peds. (#/h r) 1 2 5 2 Peak Hour Facto r 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.9 0 0.90 0.90 0.90 Heavy Ve hicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffi c(%) Turn Type Pro! NA Prot NA Pro! NA Pro! NA Prote cted Pha ses 7 4 3 8 5 2 1 6 Permitted Phases Detecto r Phase 7 4 3 8 5 2 6 Switch Phase Minimum Initial (s) 4.0 10.0 4.0 10.0 4.0 5.0 4.0 5.0 Minimum Spl it (s) 8.0 23 .0 8.0 23.0 8.0 23.0 8.0 23.0 Tota l Split (s) 34.0 54.0 34.0 54 .0 34 .0 54 .0 34.0 54.0 Tota l Spli t (%) 19.3 % 30 .7% 19.3% 30.7% 19.3% 30 .7% 19.3% 30.7% Yellow Ti me (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lost Time Adj ust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Ti me (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead La g Lea d Lag Lead -L ag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Reca ll Mode None None None None None None None None ntersection Soona Area Type: Other Cycle Length: 176 Actu ated Cycle Length: 65 .3 Natural Cycle: 65 Control Type: Actuated -Un coo rdinated 3: Li nd Ave SW & SW 41st St t '12 f '1 3 ~ ! 116 .,> '17 ~ '18 IKEA Re nton Synchro 8 Report PM Peak -20 16 With Projec t HCM 2010 Signa lized Inte rsect ion Summary 3 : Lind Ave SW & SW 41st St 6/26/20 14 .,> -+ ..... ~ +-..... ~ t I' '-. + .,, EBL EST EBR WBl WBT WBR NBL NBT NBR SBL SBT Lane Co nfig urat ions 'I tt+ "I tf+ 'I tt+ 'I tt+ Vol ume (ve h/h) 31 216 73 52 58 35 31 162 52 192 499 28 Numbe r 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Q b), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bi ke Adj(A_p bT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Park ing Bu s, 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 Ad j Sa t Fl ow, veh/h/ln 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 Adj Fl ow Rate , veh/h 34 240 81 58 64 39 34 180 58 213 554 31 Ad j No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Pea k Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.9 0 0.90 Percent Heavy Ve h, % 0 0 0 0 0 0 0 0 0 0 0 0 Cap, veh/h 54 67 9 223 78 596 33 6 54 685 21 4 278 1311 73 Arri ve On Green 0.03 0.25 0.25 0.04 0.27 0.27 0.03 0.25 0.25 0.1 5 0.38 0.38 Sat Flow, ve h/h 1810 2670 879 1810 222 7 125 3 1810 2705 84 5 1810 3476 194 Grp Vol ume(v), ve h/h 34 160 161 58 51 52 34 118 120 213 287 298 Grp Sa t Flow(s),veh/h~n 1810 1805 1744 181 0 1805 1676 1810 1805 1745 1810 1805 186 5 Q Serve(g_s), s 1.0 3.9 4.1 1.7 1.1 1.3 1.0 2.8 3.0 6.1 6.4 6.4 Cycle Q Clear(g_c), s 1.0 3.9 4.1 1.7 1.1 1.3 1.0 2.8 3.0 6.1 6.4 6.4 Pro p In Lane 1.00 0.50 1.00 0.75 1.00 0.48 1.00 0.10 La ne Grp Ca p(c), veh/h 54 459 443 78 483 449 54 457 442 278 68 1 704 V/C Rat io(X) 0.64 0.35 0.36 0.75 0.11 0.12 0.64 0.26 0.27 0.77 0.42 0.42 Avai l Cap(c_a), ve h/h 1004 1669 1612 1004 1669 1549 1004 1669 1613 1004 1669 1725 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 Upstrea m Fi lter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Unifo rm Delay (d), s/veh 26 .0 16.5 16.6 25.6 14.9 15.0 26 .0 16 .1 16 .2 21.9 12.5 12.5 Iner Delay (d2), s/ve h 11 .8 1.6 1.8 13.1 0.3 0.4 11.8 0.4 0.5 4.4 0.6 0.6 Initial Q De lay(d3),s/ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %i le Back0fQ(50%),veh/l n 0.7 2.2 2.2 1.1 0.6 0.6 0.7 1.5 1.5 3.4 3.2 3.3 Ln Grp Delay(d),s/veh 37 .7 18.1 18.4 38.7 15.3 15.4 37 .7 16 .6 16.7 26.3 13.1 13.1 Ln G~ LOS D B B D B B D B B C B B Approach Vo l, veh/h 355 161 272 798 Approach Delay, s/veh 20 .1 23 .7 19.3 16.6 Approach LOS C C B B ,mer 1 2 3 4 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Du rati on (G+Y+Rc), s 12.3 17.7 6.3 17.8 5.6 24.4 5.6 18.5 Cha nge Period (Y +Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 30.0 50 .0 30.0 50.0 30.0 50.0 30.0 50.0 Max Q Clear Ti me (g _c+l1), s 8.1 5.0 3.7 6.1 3.0 8.4 3.0 3.3 Gree n Ext Ti me (p_c), s 0.6 8.4 0.1 7.6 0.1 8.3 0.1 7.6 ntersection Sunvn HCM 201 0 Ctrl Delay 18.6 HCM 2010 LOS B IKEA Re nto n Synchro 8 Report PM Peak-20 16 With Project La nes, Volumes, Timings 4 : 80th Ave S /Oakesdale Ave SW & SW 43rd St 6/26/20 14 ~ --+ ~ ~ +-'-'\ t ,.. '. + .,, EBL EST EBR WBT WBR BL NBT NBR SST s Lane Configurat ions , t~ , t~ , t~ "i t~ Vol ume (v ph) 143 1044 10 9 55 878 46 98 107 70 146 330 220 Ideal Flow (vph pl ) 190 0 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Sto rage Length (ft) 125 0 125 0 200 0 200 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper length (ft ) 25 25 25 25 Rig ht Turn on Red Yes Yes Yes Yes link Speed (mph) 35 35 35 35 Li nk Dista nce (ft) 437 780 416 101 1 Travel Time (s) 8.5 15.2 8.1 19.7 Confl. Peds. (#/hr) 1 1 2 1 1 2 Pea k Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Veh icles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lan e Traffi c(%) Turn Type pm+pt NA pm +pt NA pm+pt NA pm+pt NA Protected Ph as es 5 2 1 6 3 8 7 4 Permi tt ed Ph ases 2 6 8 4 Detector Ph ase 5 2 1 6 3 8 7 4 Sw itc h Phase Mini mum Initia l (s) 4.0 6.0 5.0 6.0 5.0 5.0 5.0 5.0 Minimum Sp lit (s) 8.0 31.5 9.0 31.5 9.0 30.0 9.0 31.0 Tota l Spli t (s) 15.0 62.0 22.0 69.0 17.0 35.0 16.0 34.0 Total Sp lit(%) 11 .1% 45.9% 16 .3% 51.1% 12.6% 25 .9% 11.9% 25 .2% Ye llow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Ti me (s) 0.0 0.5 0.0 0.5 0.0 0.0 0.0 0.0 l ost Time Adj ust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Lost Time ( s) 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 l ead/Lag Lead l ag l ead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Reca ll Mode None C-Min None C-Min Mi n Min None None ntersection Summ Area Type: Oth er Cycle Length : 135 Actu ated Cycle Leng th : 135 Offset: 89 (66%), Refe renced to phase 2:EB TL and 6:WBTL, Start of Green Natural Cycle: 85 Co ntro l Type : Ac tu ated -Coordi nated 4: 80 th Ave S/Oakesda le Ave SW & SW 43rd St '\ ¢3 + 04 '-.¢7 t jj8 IKEA Ren ton Synchro 8 Report PM Peak -2016 With Proje ct HCM 2010 Signalized Intersection Summary 4: 80th Ave S/Oakesdale Ave SW & SW 43rd St 6/26/2014 ~ -+ ..... " +-' "' t ,.. '-. + ~ E EBT WBR NBL NBT NBR SSL SB Lane Configurations ' tf. ' ,t~ ' tf. Volume (veh/h) 143 1044 109 55 878 46 98 107 70 146 330 220 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hnn 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190 .0 190.0 Adj Flow Rate, veh/h 152 1111 116 59 934 49 104 114 74 155 351 234 Adj No . of Lane s 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh , % 0 0 0 0 0 0 0 0 0 0 0 0 Cap, veh/h 461 1699 177 263 1720 90 241 441 267 413 470 307 Arr ive On Green 0.06 0.51 0.51 0.08 0.99 0.99 0.07 0.20 0.20 0.09 0.22 0.22 Sat Flow, veh/h 1810 3300 344 1810 3489 183 1810 2161 1308 1810 2090 1369 Grp Volume(v), veh /h 152 607 620 59 483 500 104 94 94 155 302 283 Grp Sat Flow(s),veh/hnn 1810 1805 1839 1810 1805 1868 1810 1805 1665 18 10 1805 1654 Q Serve(g _s ), s 4.3 25.9 26 .0 1.7 0.9 0.9 4.7 4.6 5.0 7.0 16.5 16.9 Cycle Q Clear(g _c), s 4.3 25.9 26.0 1.7 0.9 0.9 4.7 4.6 5.0 7.0 16.5 16.9 Prop In Lan e 1.00 0.19 1.00 0.10 1.00 0.79 1.00 0.83 Lane Grp Cap(c), veh/h 461 930 947 263 890 921 241 368 339 413 405 372 V/C Ratio(X) 0.33 0.65 0.65 0.22 0.54 0.54 0.4 3 0.26 0.28 0.38 0.75 0.76 Avail Cap{c_a ), veh/h 539 983 1002 50 1 1103 1141 346 530 489 463 513 470 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.3 18.7 18.7 14.4 0.4 0.4 31 .1 35.3 35.5 29.1 38.1 38.3 Iner Delay (d2), s/veh 0.6 3.6 3.5 0.6 2.4 2.3 1.7 0.5 0.6 0.8 5.4 6.5 Ini tia l Q Delay(d3),s/ve h 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%),vehnn 2.2 13.7 14.0 0.9 0.8 0.8 2.5 2.3 2.4 3.6 8.8 8.4 LnGrp Dela y(d),s/veh 11 .9 22.3 22.3 15.0 2.8 2.7 32.8 35 .8 36.1 29.9 43.5 44 .8 Ln G~ LOS B C C B A A C D D C D D Approach Vol , veh/h 1379 1042 292 740 Approach Delay, s/veh 21.1 3.4 34.8 41 .1 Approach LOS C A C D nner 1 2 3 4 5 6 7 8 Assigned Ph s 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.1 88.3 10.9 27.7 10.4 86 .0 13.1 25.5 Change Peri od (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Setting (Gmax), s 18.0 57 .5 13.0 30.0 11.0 64.5 12.0 31.0 Max Q Clea r Tim e (g_c+l1), s 3.7 28.0 6.7 18.9 6.3 2.9 9.0 7.0 Green Ext Time (p_c), s 0.1 26 .2 0.2 4.6 0.2 49.2 0.2 6.9 ntersec:tion Summa HCM 2010 Ctrl Delay 21.2 HCM 2010 LOS C IKEA Rent on Synchro 8 Report PM Peak -2016 With Project Lanes, Volumes, Timings 5: Lind Ave SW & SW 43rd St 6/26/2014 .,)--+ " " +-' ~ t ,,.. \. ~ .,, EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "i -tf+ "i -tf+ "i f+ "i 4 ., Vo lume (vph) 54 1061 38 22 841 138 25 23 27 479 22 156 Ideal Fl ow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 100 0 75 0 200 0 Storage La nes 1 0 1 0 1 0 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 35 35 Link Distance (ft) 400 982 424 613 Travel Time (s) 7.8 19.1 8.3 11 .9 Confl. Peds. (#/hr) 2 3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffi c(%) 48% Turn Type Prat NA Prat NA Split NA Split NA Perm Protected Phases 5 2 1 6 4 4 8 8 Permitted Phases 8 Detector Phase 5 2 1 6 4 4 8 8 8 Switch Pha se Minimum Initial (s) 4.0 10.0 4.0 10.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.5 31.0 8.5 28.0 25.5 25 .5 24.5 24.5 24 .5 Total Split (s) 15.0 65 .0 17.0 67.0 27.0 27.0 26.0 26.0 26.0 Total Split(%) 11 .1% 48.1% 12.6% 49.6 % 20.0% 20.0% 19 .3% 19.3% 19.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Tim e (s) 0.5 1.0 0.5 1.0 0.5 0.5 0.5 0.5 0.5 Lost Time Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lead /Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None None ;Intersection Summa Area Type: Other Cycle Le ngth : 135 Actuated Cycle Len gth: 135 Offset: 52 (39%), Refe renced to phase 2:EBT and 6:WBT , Start of Green Natural Cycle: 90 Co ntrol Type: Actuated-Coordinated lse;:~nd Phasei ___:, Li:; Ave SW & SW 43rd St :/,, l~"i': r~ I ~~8 IKEA Ren to n Synchro 8 Report PM Peak -20 16 With Proje ct HCM 2010 Signalized Intersection Summary 5 : Lind Ave SW & SW 43rd St 6/26/201 4 .,> --+ ..... f +-' "' t ~ '-. ! .-' t EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations ' t~ ' t~ ' f. ' 4' .,, Volume (veh/h) 54 106 1 38 22 841 138 25 23 27 479 22 156 Num ber 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sa t Fl ow, veh /h/ln 190.0 190.0 190 .0 190.0 190.0 190 .0 190.0 190.0 190.0 190.0 190.0 190.0 Adj Flow Rate, veh/h 57 1129 40 23 895 147 27 24 29 52 6 0 105 Adj No. of Lan es 1 2 0 1 2 0 1 1 0 2 0 1 Pe ak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Perce nt Heavy Ve h, % 0 0 0 0 0 0 0 0 0 0 0 0 Cap , veh/h 74 1969 70 35 1651 271 98 42 51 636 0 284 Arrive On Green 0.03 0.37 0.37 0.04 1.00 1.00 0.05 0.05 0.05 0.18 0.00 0.18 Sat Flow, veh/h 1810 3557 126 1810 3105 510 1810 777 939 3619 0 1615 Grp Vo lume(v), veh/h 57 57 3 596 23 520 522 27 0 53 526 0 105 Grp Sat Flow(s),ve h/h/l n 1810 1805 1878 1810 180 5 1810 1810 0 1716 1810 0 1615 Q Serve(g _s), s 2.9 23.8 23 .8 1.2 0.0 0.0 1.3 0.0 2.8 13.2 0.0 5.4 Cy cle Q Clear(g_c), s 2.9 23.8 23.8 1.2 0.0 0.0 1.3 0.0 2.8 13 .2 0.0 5.4 Prop In La ne 1.00 0.07 1.00 0.28 1.00 0.55 1.00 1.00 Lane Grp Ca p(c), veh/h 74 999 1040 35 960 963 98 0 93 636 0 284 V/C Rati o(X) 0.77 0.57 0.57 0.66 0.54 0.54 0.28 0.00 0.57 0.83 0.00 0.37 Avail Cap(c_a), veh/h 202 1154 1200 24 1 1192 11 96 434 0 411 829 0 370 HCM Platoon Ratio 0.67 0.67 0.67 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.62 0.62 0.62 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.2 20.7 20.7 44.8 0.0 0.0 42.6 0.0 43 .3 37 .3 0.0 34.1 Iner Delay (d2), s/veh 15.2 2.4 2.3 12.5 1.4 1.4 1.5 0.0 5.4 5.4 0.0 0.8 Init ial 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 %i le BackOfQ(50%),ve h/ln 1.8 12.5 13.0 0.7 0.4 0.4 0.7 0.0 1.5 7.1 0.0 2.5 LnGrp Delay(d),s/veh 60.4 23.1 23.0 57 .3 1.4 1.4 44.1 0.0 48.7 42 .7 0.0 34.9 LnG!E LOS E C C E A A D D D C Approach Vo l, veh /h 1226 1065 80 631 Approach Delay, s/ve h 24.7 2.6 47 .2 41.4 Approach LOS C A D D ,mer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Ph s Durati on (G+Y+Rc), s 6.3 98.1 9.6 8.3 96.1 21 .0 Change Peri od (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Green Setting (Gmax), s 12.5 60.0 22 .5 10.5 62.0 21 .5 Max Q Clear Time (g _c+l 1), s 3.2 25.8 4.8 4.9 2.0 15 .2 Gr ee n Ext Tim e (p_c), s 0.0 26.2 0.2 0.0 39 .0 1.3 ntersection Sunvna HCM 2010 Ctrl Delay 21.0 HCM 201 0 LOS C otes Use r approved volume bal ancing among the lan es for turning movemen t. IKEA Renton Synchro 8 Report PM Peak -20 16 With Proj ect Lanes, Volumes, Timings 6: E Valle~ Rd & SW 41 st SUSR-167 SB Off Rame 6/26/2014 .,,,. _. "t (' ~ ' ~ t ,,. \. + .,, l.ane EBl EBT EBR W8L WBT WBR NBL NBT NBR SB( SBT Lane Configu rat ions "'i ,t .,, "'i +ff+ "'i + .,, "'i +t+ Volume (vph) 25 332 88 432 139 53 3 223 344 210 205 19 Idea l Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 500 0 200 0 200 0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 30 35 35 Link Distance (ft) 1359 755 466 322 Travel Time (s) 37.1 17.2 9.1 6.3 Conft . Peds . (#/hr) 1 1 3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Veh icles (%) 2% 2% 2% 7% 7% 7% 2% 2% 2% 2% 2% 2% Shared Lane Traffic(%) 50 % Tum Type Spli t NA Perm Spli t NA Prot NA Perm Pro! NA Protected Phases 6 6 2 2 7 4 3 8 Permitted Phases 6 4 Detector Phase 6 6 6 2 2 7 4 4 3 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 Minimum Split (s) 29.0 29.0 29 .0 30.0 30.0 8.0 33 .0 33.0 8.0 10.0 Total Split (s) 34.0 34 .0 34.0 37 .0 37 .0 27.0 49.0 49 .0 15.0 37.0 Total Split(%) 25.2 % 25.2% 25.2% 27.4% 27 .4 % 20 .0% 36.3 % 36.3% 11.1% 27 .4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 Lost Time Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total LostTime (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optim ize? Yes Ye s Ye s Yes Yes Re ca ll Mode None None None Max Max None C-Min C-Min None C-Min ~ntersec:tion Summa~ Area Type: Other Cyc le Length: 135 Actuated Cycle Length : 135 Offset: 120 (89%), Referenced to phase 4:NBT and 8:S BT, Start of Green Natural Cycle: 100 Control Type: Actuated -Coo rd inated lst:nd Ph ases 6: E Va lle~ Rd & SW 41 st St/SR-167 SB Off Rame ,~6 I~,, t ¢4 (") i ~£17 + 08ti IK EA Renton Synchro 8 Report PM Peak -2016 With Project HCM 201 0 Si gnali zed Inte rs ec ti on Summary 6 : E Valle~ Rd & SW 41 st St/SR-167 SB Off Rame 6/26/201 4 ..> ~ ---. " +-' "' t ,,. \. + .,, ESL EBT EBR WBL WBT NB L NBT NBR SBT SB La ne Config urat ions "i ; .,, "i ~ "i ' .,, "i -tl+ Vo lum e (veh/h) 25 332 88 432 139 53 3 223 34 4 210 205 19 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initia l Q (Q b), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bi ke Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pa rk in g Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 1.00 1.00 1.00 1.00 Adj Sa t Flow, veh/h/ln 186.3 186.3 186.3 177.6 177.6 190 .0 186.3 186.3 186.3 186 .3 186.3 190.0 Adj Fl ow Ra te, ve h/h 27 35 3 91 460 14 8 56 3 237 121 223 218 20 Ad j No. of La nes 1 1 1 2 1 0 1 1 1 1 2 0 Peak Hou r Facto r 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 7 7 7 2 2 2 2 2 2 Cap, ve h/h 395 414 352 1043 379 143 6 354 300 188 960 87 Arrive On Green 0.22 0.22 0.22 0.3 1 0.31 0.31 0.00 0.19 0.19 0.11 0.29 0.29 Sat Fl ow , veh/h 1774 1863 1583 3382 1228 465 1774 1863 1579 1774 3280 298 Grp Vo lume(v), veh/h 27 353 91 460 0 204 3 237 12 1 223 117 121 Grp Sat Fl ow(s),ve h/h/ln 1774 1863 1583 1691 0 1693 1774 1863 1579 177 4 1770 1809 Q Serve(g_s). s 1.2 18.9 4.9 11.3 0.0 9.8 0.2 12.3 7.0 11 .0 5.2 5.3 Cycl e Q Clea r(g_c), s 1.2 18.9 4.9 11.3 0.0 9.8 0.2 12.3 7.0 11 .0 5.2 5.3 Prop In Lane 1.00 1.00 1.00 0.27 1.00 1.00 1.00 0.16 Lane Grp Cap(c), ve h/h 395 414 352 1043 0 522 6 354 300 188 518 529 V/C Ratio(X) 0.07 0.85 0.26 0.44 0.00 0.39 0.53 0.67 0.40 1.19 0.23 0.23 Ava il Cap(c_a), ve h/h 496 52 1 44 2 1043 0 522 393 808 685 188 563 575 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 Up st ream Filter(!) 0.90 0.90 0.90 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform De lay (d), s/veh 31.9 38.7 33 .3 28 .7 0.0 28.2 51.6 39.0 36.9 46.4 27 .8 27.8 Iner Delay (d2), s/ve h 0.1 10.8 0.5 1.4 0.0 2.2 79.9 9.7 4.0 124.7 1.0 1.0 Initia l Q De lay(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 %il e BackOfQ(50%),ve h/ln 0.6 10.9 2.2 5.4 0.0 4.9 0.2 7.3 3.4 11 .8 2.7 2.8 LnGrp De lay(d),s/ve h 32.0 49.5 33.8 30 .1 0.0 30.4 131.6 48.8 40 .9 171 .1 28.8 28 .8 LnG!:e LOS C D C C C F D D F C C Approach Vol , veh /h 471 664 36 1 46 1 App roach De lay, s/ve h 45.4 30.2 46.8 97 .6 Approach LOS D C D F 1mer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Ph s Durati on (G+Y+Rc), s 37.0 15.0 54.9 28.1 4.3 65.6 Change Period (Y +Rc), s 5.0 4.0 4.0 5.0 4.0 4.0 Max Gree n Sett in g (Gmax), s 32.0 11 .0 45.0 29.0 23.0 33.0 Max Q Clear Time (g _c+l1 ), s 13.3 13.0 14.3 20.9 2.2 7.3 Green Ext Time (p_c), s 4.2 0.0 4.9 2.2 0.0 4.7 ntersection Su HCM 2010 Ctrl De lay 52.8 HCM 20 10 LOS D otes User approved vo lume balancing among th e lanes fo r tu rning movement. !KEA Renton Synchro 8 Report PM Peak -20 16 With Project Lanes, Volumes, Timings 7: E Vallel Rd & SW 43rd St 6/3012014 .., -+ "t "' +-'-~ t ,... \. i .-' Grou~ EBL EBT EBR WBL WBT WBR NB( NBT NBR SBT Lane Configurations .., +t ., .., H 'f' .., +i. .., 4J. Volume (vph) 82 1367 299 176 749 313 183 202 290 429 216 42 Id ea l Flow (vphp l) 1900 1900 1900 1900 190 0 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 500 200 50 150 0 300 0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Righ t Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 40 35 Li nk Distance (ft) 982 1012 454 640 Travel Time (s) 19.1 19.7 7.7 12 .5 Confl. Ped s. (#/hr) 5 3 8 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 Veh icles (%) 2% 2% 2% 3% 3% 3% 4% 4% 4% 5% 5% 5% Shared Lane T raffle (%) 47 % Turn Type Prat NA Perm Prat NA Perm Split NA Sp li t NA Protected Phases 5 2 1 6 4 4 8 8 Pe rmitted Phases 2 6 Detector Phase 5 2 2 6 6 4 4 8 8 Switch Pha se Minimum Initial (s) 4.0 10.0 10.0 4.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split (s) 8.5 25.5 25 .5 8.5 25.5 25.5 23 .5 23 .5 21.0 21 .0 Total Split (s) 23.0 56.0 56.0 23.0 56.0 56.0 25 .0 25.0 31.0 31 .0 Total Split(%) 17.0% 41.5 % 41 .5% 17.0% 41.5 % 41 .5% 18.5% 18.5% 23 .0% 23.0 % Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lo st Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lea d-L ag Op ti mize ? Yes Yes Ye s Yes Ye s Yes Recall Mode None C-Min C-Min None C-Min C-Min None None Min Min ntersection Slllllll8 Area Type : Other Cycle Length : 135 Act uated Cycle Length: 135 Offset: 41 (30%), Referenced to ph ase 2:EBT and 6:WBT, Start of Gre en Natural Cycle: 110 Contro l Type: Actuated-Coordinated Sel its and Ph ases: ?lid & SW 43rd St I '" i~~ I t.0a l .,> ~5 06 R IKEA Renton Synchro 8 Report PM Pe ak -20 16 With Proj ect HCM 2010 Signalized Intersection Summary 7: E Valle~ Rd & SW 43rd St 6/30 /2014 /' -+ "t "" .-'-~ t ~ '-. ! .-' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST Lane Configurations "'i H 'f' "'i H .,, "'i +t+ "'i +1'f+ Volume (veh/h) 82 1367 299 176 749 313 183 202 290 429 216 42 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow , veh/h/ln 186.3 186.3 186.3 184.5 184.5 184 .5 182.7 182.7 190.0 181 .0 181.0 190.0 Adj Flow Rate, veh/h 85 1409 113 181 772 81 189 208 299 470 184 43 Adj No. of Lanes 1 2 1 1 2 1 1 2 0 2 1 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 2 2 3 3 3 4 4 4 5 5 5 Cap, veh/h 108 1450 646 205 1630 728 284 283 253 563 231 54 Arrive On Green 0.08 0.54 0.54 0.23 0.93 0.93 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1774 3539 1578 1757 3505 1565 1740 1736 1553 3447 1415 331 Grp Volume(v), veh /h 85 1409 113 181 772 81 189 208 299 470 0 227 Grp Sat Flow(s),veh/h/ln 1774 1770 1578 1757 1752 1565 1740 1736 1553 1723 0 1745 Q Serve(g _s), s 5.9 48.4 4.5 12.5 3.4 0.5 12.8 14.3 20 .5 16.6 0.0 15 .7 Cycle Q Clear(g_c), s 5.9 48.4 4.5 12.5 3.4 0.5 12.8 14.3 20 .5 16.6 0.0 15.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.19 Lane Grp Cap(c), veh/h 108 1450 646 205 1630 728 284 283 253 563 0 285 VIC Rat io(X) 0.78 0.97 0.17 0.88 0.47 0.11 0.67 0.73 1.18 0.84 0.00 0.80 Avail Cap(c_a), veh/h 261 1451 647 259 1630 728 284 283 253 713 0 361 HCM Pl atoon Ratio 1.33 1.33 1.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.77 0.77 0.77 0.65 0.65 0.65 1.00 1.00 1.00 1.00 0.00 1.00 Uniform De lay (d), s/veh 56.9 27.9 17.9 47.4 2.5 2.4 49.4 50 .0 52 .6 50.9 0.0 50 .6 Iner Delay (d2), s/veh 12.6 15.0 0.5 17.3 0.6 0.2 5.8 9.5 114.1 6.9 0.0 9.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 3.3 26.4 2.0 7.0 1.5 0.2 6.6 7.6 16.8 8.4 0.0 8.3 LnGrp Delay(d),s/veh 69.5 42.9 18.4 64.6 3.1 2.6 55.1 59 .5 166.7 57 .8 0.0 59 .9 LnGa:! LOS E D B E A A E E F E E Approach Vol , veh/h 1607 1034 696 697 Approach Delay, s/veh 42 .6 13.8 104.4 58.5 Approa ch LOS D B F E ,mer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 19.1 65.3 25.0 12.2 72 .3 25.5 Change Peri od (Y+R c), s 4.5 4.5 4.5 4.5 4.5 5.0 Max Green Setting (Gmax), s 18.5 51 .5 20.5 18.5 51 .5 26.0 Max Q Clea r Ti me (g_c+l1), s 14.5 50 .4 22.5 7.9 5.4 18.6 Green Ext Time (p_c), s 0.2 1.1 0.0 0.2 40.6 1.9 ntersection Sunvna HCM 2010 Ctrl Delay 48.6 HCM 2010 LOS D tes User approved volume balancing among the lanes for turning movement. IKEA Renton Synchro 8 Report PM Peak -2016 With Project Lanes, Volumes, Timings 8: SR-167 NB Off Rame/SR-167 On Rame & SW 43rd St 6/26/20 14 .,> --+ ""t "' +-' ~ t ,,. \. i .,, EBL EBT EBR WBL WBT WBR NBL NBT NBR S8L SBT Lane Configurations "'i tt tt .,, "'i 4' .,, Volume (vp h) 294 1835 0 0 958 303 260 2 41 3 0 0 0 Ideal Flow (vp hpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 500 0 0 500 500 0 0 0 Storage Lanes 1 0 0 1 1 0 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph ) 35 35 30 30 Li nk Di stance (ft) 1012 533 776 482 Tra ve l Time (s) 19 .7 10.4 17.6 11.0 Confi . Ped s. (#/h r) 3 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 Ve hicles (%) 2% 2% 2% 2% 2% 2% 4% 4% 4% 0% 0% 0% Shared Lane Traffic (%) 50% Turn Type Prat NA NA Perm Split NA Perm Protected Phases 5 2 6 4 4 Permitt ed Pha ses 6 4 Detector Phase 5 2 6 6 4 4 4 Switch Pha se Minimum In itial (s) 5.0 10.0 10.0 10.0 4.0 4.0 4.0 Minimum Split (s) 10.0 19.0 19.0 19.0 26.0 26 .0 26 .0 Total Split (s) 44.0 84 .0 40.0 40 .0 51.0 51.0 51.0 Total Sp lit(%) 32.6% 62.2% 29.6% 29 .6% 37.8 % 37.8% 37 .8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Tim e (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead /Lag Lead Lag Lag Lead -L ag Optimize? Yes Yes Yes Recall Mode None C-Min C-Max C-Max None None None ntersection Sunvna Area Type: Other Cycle Length: 135 Actuated Cyc le Len gth : 135 Offset: 82 (6 1 %), Referenced to pha se 2:EBT and 6:WB T, Start of Green Natural Cycle: 70 Co ntrol Type : Actuated-Coordinated r~ l IKEA Renton Synchro 8 Report PM Peak -2016 With Proj ect HCM 2010 S ig nalized Intersection Summary 8 : SR-167 NB Off Rame/SR-167 On Rame & SW 43rd St 6/26/20 14 .,> -+ ..... f +-4.... ~ t ,.. '-. i ~ EBL EBT WBL WBT WBR NBL NBT NBR SBl SBT Lane Configu rat ions "I +t H ,, "I +f ,, Vo lume (ve h/h) 294 1835 0 0 958 303 260 2 413 0 0 0 Number 5 2 12 1 6 16 7 4 14 In itial Q (Qb), ve h 0 0 0 0 0 0 0 0 0 Ped -Bik e Adj (A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Fl ow, ve h/h/ln 186.3 186.3 0.0 0.0 186.3 186 .3 182.7 182.7 182.7 Adj Flow Rate, veh/h 303 1892 0 0 988 312 269 0 0 Adj No. of Lanes 1 2 0 0 2 1 2 0 1 Peak Hour Fa ctor 0.97 0.97 0.97 0.97 0.97 0.97 0.9 7 0.97 0.9 7 Percent Heavy Veh , % 2 2 0 0 2 2 4 4 4 Cap, veh/h 356 2729 0 0 1828 815 419 0 187 Arrive On Green 0.40 1.00 0.00 0.00 0.52 0.52 0.12 0.0 0 0.00 Sat Flow, veh/h 1774 3632 0 0 3632 1579 3480 0 1553 Grp Vo lume (v), veh/h 303 1892 0 0 988 312 269 0 0 Grp Sat Flow(s),ve h/h/ln 1774 1770 0 0 1770 1579 1740 0 1553 Q Serve(g _s), s 14.3 0.0 0.0 0.0 17.3 11.0 6.8 0.0 0.0 Cycle Q Clear(g_c), s 14.3 0.0 0.0 0.0 17.3 11.0 6.8 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap{c), veh/h 356 2729 0 0 1828 815 419 0 187 V/C Ratio(X) 0.8 5 0.69 0.00 0.00 0.54 0.38 0.64 0.00 0.00 Avail Cap(c_a), veh/h 751 3033 0 0 1828 815 1737 0 775 HCM Pla too n Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstrea m Filter(I) 0.25 0.25 0.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/ve h 26.4 0.0 0.0 0.0 14.9 13.4 38.7 0.0 0.0 In er Del ay (d2), s/ve h 3.2 0.4 0.0 0.0 1.2 1.4 3.5 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 %il e BackOfQ{50%),veh/ln 7.2 0.1 0.0 0.0 8.7 5.1 3.5 0.0 0.0 Ln Grp Delay(d),s/ve h 29 .5 0.4 0.0 0.0 16.1 14.8 42.1 0.0 0.0 LnG~ LO S C A B B D Approach Vo l, veh/h 2195 1300 269 Approach Delay, s/veh 4.4 15.8 42.1 Approach LOS A B D 1mer 1 2 3 4 5 6 7 8 Assigned Ph s 2 4 5 6 Phs Durati on {G +Y +Rc), s 118.9 16.1 23.5 95.4 Cha nge Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Gre en Settin g (Gmax), s 79.0 46.0 39.0 35.0 Max Q Clear Tim e (g _c+11), s 2.0 8.8 16.3 19.3 Gre en Ext Time {p_c), s 69.1 2.3 2.2 15.3 ntersection Su HCM 2010 Ctrl Delay 11.0 HCM 20 10 LOS B User approved vo lume balan ci ng among th e lan es for turn in g movement. IKEA Rent on Syn chro 8 Report PM Peak -20 16 With Proje ct Lanes, Volumes, Timings 1: Oakesdale Ave SW & SW 41 st St 6/27120 14 _,;. -+ -..-. ~ ..-'-~ t ~ '-. ! ..,, EB[ EBT EBR WBl WBT W8R NB( NBT NBR SSL SST Lane Configu rations ~ +f .,, 4'f+ "l t~ Volume (vph ) 0 1 0 84 2 64 0 88 35 61 96 0 Idea l Fl ow (vp hpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 200 0 Storage Lanes 0 0 0 1 0 0 1 0 Taper Le ngth (ft) 25 25 25 25 Li nk Speed (mp h} 25 25 35 35 Li nk Distance (ft) 22 0 760 1011 292 Trave l Ti me (s) 6.0 20.7 19.7 5.7 Peak Hour Fa ctor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Ve hicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lan e Traffic (%) Sig n Co ntrol Stop Stop Free Free Area Type: Othe r Control Type : Unsig nali zed IKEA Ren ton Synchro 8 Report Saturday Peak -2016 With Proj ec t HCM 2010 TWSC 1: Oakesdale Ave SW & SW 41 st St 6/27 /2014 Intersection Int Delay , s/veh 4.9 EBL EBT EBR WBT WBR NBL NBT NBR SB[ SST SB Vol, veh/h 0 1 0 84 2 64 0 88 35 61 96 0 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 0 200 Veh in Median Storage , # 0 0 0 0 Grade,% 0 0 0 0 Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles,% 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 1 0 95 2 73 0 100 40 69 109 0 Minor2 Minor1 Ma Conflicting Flow All 299 388 55 314 368 70 109 0 0 140 0 0 Stage 1 248 248 120 120 Stage 2 51 140 194 248 Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Hdwy Stg 1 6.5 5.5 6.5 5.5 Critical Hdwy Stg 2 6.5 5.5 6.5 5.5 Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 2.2 Pot Cap-1 Maneu ve r 636 550 1007 620 564 985 1494 1456 Stage 1 740 705 877 800 Stage 2 962 785 795 705 Platoon blocked, % Mov Cap-1 Maneuver 566 524 1007 597 537 985 1494 1456 Mov Cap -2 Maneuver 566 524 597 537 Stage 1 740 672 877 800 Stage 2 888 785 756 672 EB WB NB SB HCM Control Delay , s 11.9 10.8 0 3 HCM LOS B B Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1494 -524 595 985 1456 HCM Lane VIC Ratio -0.002 0.164 0.074 0.048 HCM Control Delay (s) 0 -11 .9 12 .2 8.9 7.6 HCM Lane LOS A B B A A HCM 95th %tile Q(veh) 0 0 0.6 0.2 0.1 IKEA Rento n Synchro 8 Report Saturday Peak -2016 With Project Lanes, Volumes, Timings 2: SW 41 st St & Ralmond Ave SW 6/27/2014 .,, --+ ~ ..... \. .;' EBL EBT WBT WBR SBL SBR La ne Configurations +t-t +l+ ¥ Volume (vph) 5 93 136 2 0 6 Ideal Fl ow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Li nk Distance (ft) 490 100 298 Travel Time (s) 13.4 2.7 8.1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% Shared La ne Traffic(%) Sign Control Free Free Stop ntersection S&mna Area Type : Other Control Type : Unsignalized IKEA Renton Synchro 8 Report Saturday Peak -20 16 With Proj ect HCM 2010 TWSC 2: SW 41 st St & Raymond Ave SW 6/27/20 14 Int Delay, s/ve h 0.4 EB( EBT WBT WBR S8L SBR Vo l, veh/h 5 93 136 2 0 6 Co nfli cting Peds , #/hr 0 0 0 0 0 0 Sign Control Free Free Fre e Free Stop Stop RT Chan neli zed -None -None None Stora ge Length 0 Veh in Median Storage,# 0 0 0 Grad e,% 0 0 0 Peak Hour Facto r 93 93 93 93 93 93 He avy Ve hicl es, % 0 0 0 0 0 0 Mvm t Fl ow 5 100 146 2 0 6 . JMinor Minor2 Co nfli cting Flow All 148 0 0 208 74 Stage 1 147 St age 2 61 Crit ica l Hdwy 4.1 6.8 6.9 Criti ca l Hd wy Stg 1 5.8 Cri tica l Hdwy Stg 2 5.8 Foll ow-u p Hdwy 2.2 3.5 3.3 Pot Cap-1 Maneuver 1446 767 979 Stag e 1 871 Stage 2 960 Pl atoo n blocked,% Mov Cap -1 Maneuve r 1446 764 979 Mov Cap-2 Man euv er 764 St age 1 871 Stage 2 956 EB WB SB HCM Cont rol Delay , s 0.4 0 8.7 HCM LOS A Minor Lane/Major Mvmt EBl EBT WBT WBR SBLn1 Capacity (veh/h) 1446 -979 HCM Lane V/C Rati o 0.004 -0.007 HCM Control Delay (s) 7.5 0 8.7 HCM Lane LOS A A A HCM 95th %til e Q(v eh) 0 0 IKEA Re nto n Synchro 8 Repo rt Saturd ay Peak -20 16 With Proj ect Lan es, Volumes , Timings 3: Li nd Av e SW & SW 41 s t St 6/27/20 14 .,J _., ..... f +-..... ~ t ~ '. i ..' EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configu rations "'i +~ "'i +~ "'i +~ "'i +~ Vo lume (vp h) 46 280 10 157 239 16 15 82 62 30 80 26 Idea l Flow (vph pl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Stora ge Length (ft ) 125 0 20 0 0 200 0 200 0 Storage Lanes 1 0 1 0 1 0 1 0 Tap er Length (ft) 25 25 25 25 Rig ht Turn on Red Yes Yes Yes Yes Lin k Speed (mph) 25 25 35 35 Link Di sta nce (ft ) 400 1359 391 421 Travel Time (s) 10.9 37 .1 7.6 8.2 Co nfi. Peds. (#/hr) 1 2 2 Peak Ho ur Facto r 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Ve hicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic(%) Turn Type Prat NA Pro t NA Prat NA Prat NA Protecte d Phases 7 4 3 8 5 2 1 6 Permi tt ed Ph ases Detecto r Ph ase 7 4 3 8 5 2 6 Swi tch Phase Minimum In iti al (s) 4.0 10.0 4.0 10.0 4.0 5.0 4.0 5.0 Mini mum Split (s) 8.0 23 .0 8.0 23 .0 8.0 23.0 8.0 23.0 Tota l Spl it (s) 34.0 54.0 34.0 54.0 34 .0 54.0 34.0 54.0 Tota l Spl it (%) 19.3% 30.7% 19.3% 30.7% 19.3 % 30.7% 19.3% 30.7 % Ye ll ow Tim e (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Ti me (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lost Ti me Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 To tal Lo st Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lea d Lag Lead Lag Lead Lag Lead-Lag Opt imize ? Yes Yes Yes Ye s Yes Ye s Ye s Ye s Reca ll Mode None None None None None No ne None None ilntersection Summa Area Type: Other Cycl e Length : 176 Act uated Cycle Length: 53.5 Natural Cycl e: 65 Co ntrol Type: Actu ated-Uncoord ina ted 3: Li nd Ave SW & SW 41st St t ~2 ..-~3 ~ .,)-~7 +-08 IK EA Re nton Syn chro 8 Repo rt Saturday Peak -2016 With Proje ct H CM 2010 Signaliz ed In tersection Summary 3: Lind Ave SW & SW 41 st St 6/27/20 14 _J -+ .... f +-' ~ t ,,.. '-. ! .-' EBL EBT EBR WBL WBT WBR NBL N J NBR SBL SBT Lane Configurations ., t~ ., t~ "'I t~ "'I t~ Vo lume (veh/h) 46 280 10 157 239 16 15 82 62 30 80 26 Number 7 4 14 3 8 18 5 2 12 1 6 16 In iti al Q (Qb), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped -B ike Adj(A _pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, ve h/h/ln 190.0 190.0 190.0 190 .0 190 .0 190.0 190.0 190.0 190 .0 190.0 190.0 190 .0 Adj Fl ow Ra te, ve h/h 49 30 1 11 169 257 17 16 88 67 32 86 28 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Fa ctor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Ve h, % 0 0 0 0 0 0 0 0 0 0 0 0 Cap, veh/h 74 123 1 45 23 0 1489 98 29 285 199 53 415 129 Arrive On Green 0.04 0.35 0.35 0.13 0.43 0.4 3 0.02 0.1 4 0.14 0.03 0.1 5 0.15 Sa t Flow, ve h/h 1810 35 53 129 1810 3439 226 1810 2034 142 0 18 10 2707 84 5 Grp Volume(v), veh/h 49 153 159 169 134 140 16 77 78 32 56 58 Grp Sa t Flow(s),ve h/h/l n 18 10 1805 1877 1810 1805 1860 1810 180 5 1649 1810 1805 1747 Q Serve(g_s), s 1.2 2.7 2.7 4.0 2.0 2.1 0.4 1.7 1.9 0.8 1.2 1.3 Cycl e Q Clear(g_c}, s 1.2 2.7 2.7 4.0 2.0 2.1 0.4 1.7 1.9 0.8 1.2 1.3 Prop In Lane 1.00 0.07 1.00 0. 12 1.00 0.86 1.00 0.48 Lane Grp Ca p(c), veh/h 74 626 65 1 230 78 1 805 29 253 231 53 277 268 V/C Ratio(X ) 0.66 0.2 4 0.25 0.73 0.17 0.1 7 0.55 0.3 1 0.34 0.60 0.20 0.22 Avai l Ca p(c_a}, ve h/h 1211 201 3 2094 1211 201 3 2074 1211 2013 1840 1211 2013 1949 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 Upst rea m Fil ter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Un iform De lay (d), s/ve h 21.2 10.5 10 .5 18.8 7.8 7.8 21.9 17 .3 17.4 21.5 16.6 16.6 Iner Delay (d2), s/veh 9.8 0.7 0.7 4.5 0.4 0.4 15.1 1.0 1.2 10.5 0.5 0.6 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 %ile BackOfQ(50%),ve h/ln 0.8 1.4 1.5 2.3 1.1 1.1 0.3 0.9 0.9 0.5 0.6 0.7 LnGrp Delay(d),s/veh 31 .0 11.2 11.2 23 .3 8.2 8.2 37.0 18.3 18.6 32.0 17.1 17.2 LnG!£ LOS C B B C A A D B B C B B Approach Vol , veh/h 361 443 171 146 Approach Delay, s/ve h 13.9 14.0 20.2 20.4 Approach LOS B B C C iT'imer 1 2 3 4 5 6 7 8 Ass igned Phs 1 2 3 4 5 6 7 8 Phs Durati on (G +Y+Rc), s 5.3 10.3 9.7 19.5 4.7 10.9 5.8 23.4 Change Pe ri od (Y +Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Gree n Sett in g (G max), s 30.0 50.0 30 .0 50.0 30.0 50.0 30.0 50.0 Max Q Clea r Time (g_c+l 1), s 2.8 3.9 6.0 4.7 2.4 3.3 3.2 4.1 Green Ex t Time (p_c), s 0.1 2.4 0.5 10.8 0.0 2.4 0.1 10.8 ntersection Sliiiiia HCM 20 10 Ctrl Delay 15.7 HCM 20 10 LOS B IKEA Renton Synchro 8 Report Satu rday Peak -2016 With Proje ct Lanes, Volumes , Timings 4 : 80th Ave S/Oakesdal e Ave SW & SW 43rd St 6/27/20 14 .,.J --+ ..... ~ +-'-~ t !' \. + .,, Grou~ EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT s Lane Configurations "I ti. "I t~ "I ti. "I t~ Vo lume (vph) 48 1019 16 25 1141 31 71 28 51 54 18 74 Ideal Fl ow (vphpl ) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Stora ge Lengt h (ft) 125 0 125 0 200 0 200 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Lin k Speed (mp h) 35 35 35 35 Link Distance (ft) 43 7 780 416 101 1 Tra vel Time (s) 8.5 15.2 8.1 19.7 Co nfl. Peds. (#/hr) 5 5 Peak Hour Fa ctor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.9 6 0.96 Heavy Ve hicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Share d Lane Traffic(%) Tum Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Ph ases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Detector Ph ase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initia l (s) 4.0 6.0 5.0 6.0 5.0 5.0 5.0 5.0 Mini mu m Split (s ) 8.0 31.5 9.0 31 .5 9.0 30.0 9.0 31.0 Total Spli t (s) 13.0 60.0 17.0 60 .0 15.0 28.0 15.0 28.0 Tota l Split(%) 10.8 % 50.0% 14.2 % 50 .0% 12.5% 23.3 % 12.5% 23 .3 % Ye ll ow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Re d Ti me (s) 0.0 0.5 0.0 0.5 0.0 0.0 0.0 0.0 Lost Tim e Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Lost Ti me (s) 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lea d/Lag Lea d Lag Lead Lag Lead Lag Lead Lag Lead-Lag Op timize? Ye s Ye s Yes Ye s Yes Ye s Yes Ye s Recall Mode None C-M in None C-Mi n Min Min None None ntersection Sum Area Type: Oth er Cyc le Length: 120 Actuated Cyc le Length : 120 Offset: 119 (99%), Referenced to pha se 2:EBTL and 6:WB TL, Sta rt of Green Nat ura l Cycle: 85 Control Type : Ac tu ated -Coo rdinated 4: 80th Ave $/Oak es da le Av e SW & SW 43rd St ..... 113 + 04 \.o7 t 08 !KEA Ren to n Synch ro 8 Re po rt Sa turday Peak -20 16 With Project H CM 2010 Si g na lized Int e rse cti o n Summ ary 4: 80th Ave S/Oakesd ale A ve SW & SW 43 rd St 6/27/2014 ~ ~ " " ~ ' ~ t ,,.. '. i .-' EBL EB EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configu rati ons ~ .,.~ ~ .,.~ ~ ti. ~ t~ Vol ume (veh/h) 48 1019 16 25 1141 31 71 28 51 54 18 74 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bi ke Adj(A_p bT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 190.0 190.0 190.0 190 .0 190.0 190.0 190 .0 190 .0 190.0 190.0 190.0 190.0 Adj Flow Rate, ve h/h 50 1061 17 26 11 89 32 74 29 53 56 19 77 Adj No . of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Facto r 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Pe rcent Heavy Veh , % 0 0 0 0 0 0 0 0 0 0 0 0 Cap, veh/h 385 2261 36 38 6 221 1 59 253 186 166 266 153 137 Arrive On Green 0.03 0.62 0.62 0.04 0.82 0.82 0.06 0.10 0.1 0 0.04 0.08 0.08 Sat Flow, ve h/h 1810 3636 58 1810 3591 97 1810 1805 161 5 1810 1805 1615 Grp Volume(v), ve h/h 50 527 55 1 26 597 624 74 29 53 56 19 77 Grp Sat Flow(s),ve h/h/ln 1810 1805 189 0 1810 180 5 1883 1810 1805 1615 1810 1805 1615 Q Serve(g_s). s 0.8 12 .6 12.6 0.4 8.7 8.7 2.9 1.2 2.5 2.3 0.8 3.7 Cycle Q Clea r(g_c), s 0.8 12.6 12.6 0.4 8.7 8.7 2.9 1.2 2.5 2.3 0.8 3.7 Prop In Lane 1.00 0.03 1.00 0.05 1.00 1.00 1.00 1.00 Lane Grp Cap(c), ve h/h 385 1122 1175 386 1111 1159 253 186 166 266 153 137 V/C Ratio(X) 0.13 0.47 0.47 O.D7 0.54 0.54 0.29 0.16 0.3 2 0.21 0.12 0.56 Av ail Ca p(c_a), veh/h 526 1238 1296 627 1238 129 1 386 535 479 432 535 479 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Un iform Delay (d), s/veh 5.6 8.2 8.2 6.1 3.6 3.6 30.8 33.1 33.7 31.7 34.3 35.6 In er Delay (d2), s/veh 0.2 1.4 1.3 0.1 1.9 1.8 0.9 0.6 1.6 0.6 0.5 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %il e BackOfQ(50%),veh/ln 0.4 6.6 6.9 0.2 4.7 4.9 1.5 0.6 1.2 1.2 0.4 1.8 LnGrp Delay (d),s/ve h 5.9 9.6 9.5 6.2 5.5 5.4 31.7 33.7 35.2 32 .2 34.8 40 .6 LnG~ LOS A A A A A A C C D C C D Approac h Vo l, veh/h 11 28 1247 156 152 Approach Delay, s/veh 9.4 5.5 33.3 36.8 Approach LOS A A C D 1rner 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G +Y+Rc), s 6.2 93.9 9.0 10.9 6.7 93.4 7.6 12.3 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.0 4.5 4.0 4.0 Max Green Settin g (Gmax), s 13.0 55.5 11.0 24.0 9.0 55.5 11.0 24.0 Max Q Clear Time (g_c+l 1), s 2.4 14.6 4.9 5.7 2.8 10.7 4.3 4.5 Gree n Ext Time (p_c), s 0.0 35 .7 0.1 1.2 0.1 38.7 0.1 1.2 ntersection Si.invn HCM 2010 Ctrl Delay 10.5 HCM 20 10 LOS B Use r approved pedes trian interval to be less than pha se max green . IKEA Re nton Synchro 8 Report Saturday Peak -2016 With Project La nes, Volumes , Timings 5: Lind Ave SW & SW 4 3rd St 6/27/2 014 .,J -+ ~ "' .-' ~ t ,,.. \.. ! <fl' Groul! EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SST Lane Configu rations "i tf+ "i tf+ "i f+ "i +t ., Volu me (vp h) 45 958 31 9 1040 145 31 20 16 326 17 74 Ideal Fl ow (vp hpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Len gth (ft) 200 0 100 0 75 0 200 0 Storage Lanes 1 0 1 0 1 0 1 1 Tap er Length (ft) 25 25 25 25 Rig ht Turn on Red Yes Yes Yes Yes Link Spe ed (mph ) 35 35 35 35 Li nk Dista nce (ft) 400 982 424 613 Tra vel Tim e (s) 7.8 19.1 8.3 11.9 Co nft. Peds. (#/h r) 1 1 1 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Ve hic le s(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lan e Traffi c(%) 48% Tu rn Type Pra t NA Prat NA Split NA Split NA Perm Protected Ph ases 5 2 1 6 4 4 8 8 Pe rmitted Phases 8 Detector Ph as e 5 2 6 4 4 8 8 8 Sw it ch Phase Minimum Initial (s ) 4.0 10.0 4.0 10.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.5 31.0 8.5 28 .0 25.5 25 .5 24.5 24.5 24.5 Tota l Split (s) 15.0 50 .0 17.0 52 .0 27.0 27.0 26.0 26.0 26.0 Total Spl it (%) 12.5% 41.7 % 14.2% 43 .3% 22 .5% 22.5 % 21.7% 21.7% 21 .7% Ye ll ow Tim e (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.5 1.0 0.5 1.0 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Ti me (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Opti mize? Yes Yes Yes Yes Reca ll Mode No ne C-M in None C-Min None None None None None I ntersection Sumffl8!} Area Type: Oth er Cycle Le ngt h: 120 Actuated Cycle Length : 120 Offset: 70 (58%), Refe renced to phase 2:EBT and 6:WBT, Start of Green Nat ural Cyc le: 90 Contro l Type : Ac tu ated-Coord inated Selits and Phases: 5: Lin d Ave SW & SW 43rd St I ~.. 1-,!·i : ,, ., I ~ .. t: I ~~8 IKEA Renton Synchro 8 Repo rt Sa tu rday Pea k -20 16 With Project HCM 2010 Signalized Intersection Summ a ry 5: Lind Ave SW & SW 43rd St 6/27/2014 _,,. _. ~ " +-' ~ t ~ '-. ! .,' J,1ovement ESL EBT EBR WBl WBT WBR NBL NBT NBR SBL SBT Lane Co nfigu ratio ns "i -tf. "i +f. "i f. "i 4 .,, Vo lume (veh/h) 45 958 31 9 1040 145 31 20 16 326 17 74 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 190.0 190.0 190.0 190.0 190.0 190.0 190.0 190 .0 190.0 190.0 190.0 190 .0 Adj Fl ow Rate , ve h/h 45 968 31 9 1051 146 31 20 16 341 0 30 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 2 0 1 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Pe rcent Heavy Veh , % 0 0 0 0 0 0 0 0 0 0 0 0 Cap, veh/h 60 1992 64 17 1701 236 74 40 32 485 0 216 Arrive On Gree n 0.01 0.18 0.18 0.02 1.00 1.00 0.04 0.04 0.04 0.13 0.00 0.13 Sat Fl ow, ve h/h 1810 3570 114 1810 3185 44 2 1810 979 783 36 19 0 1611 Grp Volume(v), veh/h 45 489 510 9 595 602 31 0 36 34 1 0 30 Grp Sa t Flow(s),ve h/h/l n 18 10 180 5 1880 1810 1805 1822 1810 0 1762 1810 0 1611 Q Serve(g_s), s 1.8 17.4 17.4 0.4 0.0 0.0 1.2 0.0 1.4 6.5 0.0 1.2 Cycle Q Clea r(g_c), s 1.8 17.4 17.4 0.4 0.0 0.0 1.2 0.0 1.4 6.5 0.0 1.2 Prop In Lane 1.00 0.06 1.00 0.24 1.00 0.44 1.00 1.00 Lane Grp Ca p(c), ve h/h 60 1007 1049 17 964 973 74 0 72 485 0 216 V/C Ratio(X) 0.75 0.49 0.49 0.54 0.62 0.62 0.42 0.00 0.50 0.70 0.00 0.14 Avai l Cap(c_a), ve h/h 265 11 32 11 78 315 1182 11 93 567 0 552 1084 0 483 HCM Platoon Ratio 0.33 0.33 0.3 3 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Fi lter(!) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Un iform De lay (d), s/veh 35 .2 20 .1 20.1 35 .1 0.0 0.0 33 .6 0.0 33 .7 29 .7 0.0 27 .4 Iner De lay (d2), s/ve h 17.2 1.7 1.6 2.5 0.3 0.3 3.7 0.0 5.2 1.9 0.0 0.3 In itia l 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 %il e BackOfQ(50%),veh/ln 1.2 9.2 9.6 0.2 0.1 0.1 0.7 0.0 0.8 3.3 0.0 0.5 LnG rp Delay(d),s/ve h 52.4 21.7 21 .7 37 .6 0.3 0.3 37.3 0.0 38.9 31.6 0.0 27 .7 Ln G!E LOS D C C D A A D D C C Approach Vol , veh/h 1044 1206 67 371 Approac h Delay, s/ve h 23.0 0.5 38.1 31 .3 Ap proach LOS C A D C ll1l8f' 1 2 3 4 5 6 7 8 Ass igned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.2 93 .3 7.4 6.9 91.6 14.1 Change Period (Y +Rc), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Green Sett in g (Gmax), s 12.5 45 .0 22.5 10.5 47.0 21.5 Max Q Clear Ti me (g_c+l1 ), s 2.4 19.4 3.4 3.8 2.0 8.5 Green Ext Time (p_c), s 0.0 20.6 0.2 0.0 31.9 1.1 ' ntersection Summa HCM 2010 Ctrl Delay 14.5 HCM 2010 LOS B ~otes User approved volume balanc ing among the la nes for tu rn ing movement. IKEA Ren ton Synchro 8 Report Sat urday Pe ak -20 16 Wi th Projec t La ne s, Vo lumes, Timings 6: E Valle~ Rd & SW 41st St/SR-1 6 7 SB Off Rame 6/2 7/2014 .,J -+ ..... f '4-"-. ~ t ,,.. '-. i .; ne Groul! EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Con fi gurations "i + '(' "i 41+ "i + "f "i tl+ Volum e (vp h) 39 171 155 469 384 91 19 313 365 70 176 29 Idea l Fl ow (v ph pl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storag e Leng th (ft ) 200 0 500 0 200 0 200 0 Storage Lanes 1 1 1 0 1 1 1 0 Ta per Length (ft) 25 25 25 25 Rig ht Turn on Red Yes Yes Yes Yes Lin k Speed (mph) 25 30 35 35 Lin k Dis tance (ft ) 1359 755 466 322 Trav el Ti me (s) 37.1 17.2 9.1 6.3 Con fl . Peds. (#/hr) 1 1 6 Peak Hour Fa ctor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehic les(%) 1% 1% 1% 2% 2% 2% 1% 1% 1% 3% 3% 3% Sha red Lane Traffi c(%) 33% Turn Type Split NA Perm Sp lit NA Prot NA Perm Prot NA Prote cted Ph as es 6 6 2 2 7 4 3 8 Permitte d Phases 6 4 De tector Phase 6 6 6 2 2 7 4 4 3 8 Switch Ph ase Min imum Initi al (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 Minimu m Split (s) 29 .0 29.0 29.0 30.0 30.0 8.0 33 .0 33.0 8.0 10.0 Total Sp lit (s) 30.0 30.0 30 .0 39 .0 39.0 22 .0 36 .0 36.0 15.0 29 .0 Tota l Sp lit (%) 25.0% 25.0% 25.0% 32.5% 32.5% 18.3% 30.0% 30.0% 12.5% 24.2% Ye ll ow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 Lost Tim e Adju st (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Lost Time (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 4.0 Lea d/La g Lead Lag Lag Lead Lag Lead-Lag Op timize? Yes Yes Yes Ye s Ye s Reca ll Mode None None Non e Max Max None C-Min C-Min None C-Min ntersection Su Area Type : Other Cycle Length: 120 Ac tu ated Cyc le Length: 120 Offset: 12 (10%), Refere nced to phase 4:NBT and 8:SBT , Start of Green Natural Cycle: 100 Co ntrol Type: Actua ted -Coord in ated ls~:nd Phases 6: E Va ll e~ Rd & SW 41 st St/SR-167 SB Off Ram~ 1~ I~., : ~" IKEA Renton Synchro 8 Report Satu rday Peak -20 16 With Proje ct HCM 2010 Signalize d Intersection S umm a ry 6 : E Valle~ Rd & SW 41 st St/SR-167 SB Off Rame 6/27/201 4 .,,;. ....... ..... f +-' ~ t !' '.. i .., ESL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Config uratio ns ' + .,, ' +rf+ ' + .,, ' tf+ Vol ume (veh/h) 39 171 155 469 384 91 19 313 365 70 176 29 Nu mbe r 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Q b), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Park in g Bu s, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, ve h/h/ln 188.1 188.1 188 .1 186.3 186.3 190.0 188 .1 188 .1 188 .1 184.5 184 .5 190.0 Adj Flow Ra te, ve h/h 42 184 145 338 645 98 20 337 210 75 189 31 Adj No . of Lanes 1 1 1 1 2 0 1 1 1 1 2 0 Pea k Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Perc ent Heavy Ve h, % 1 1 1 2 2 2 1 1 1 3 3 3 Cap, veh/h 24 7 259 220 65 1 1161 176 31 462 392 97 856 138 Arrive On Green 0.14 0.14 0.14 0.37 0.37 0.37 0.02 0.25 0.25 0.06 0.28 0.28 Sat Flow, ve h/h 1792 188 1 1599 1774 3161 479 1792 1881 1596 1757 3020 487 Grp Vo lume(v), ve h/h 42 184 145 338 380 363 20 337 210 75 108 112 Grp Sa t Flow(s),ve h/hnn 1792 188 1 1599 1774 1863 1777 1792 188 1 1596 1757 1752 1755 Q Serve(g_s), s 1.9 8.7 8.0 13.8 15.0 15 .1 1.0 15.2 10.6 3.9 4.4 4.5 Cy cl e Q Clear(g_c), s 1.9 8.7 8.0 13.8 15.0 15.1 1.0 15.2 10.6 3.9 4.4 4.5 Prop In Lane 1.00 1.00 1.00 0.27 1.00 1.00 1.00 0.28 Lane Grp Cap (c), ve h/h 247 259 22 0 651 684 653 31 462 392 97 497 497 V/C Ratio(X) 0.17 0.71 0.66 0.52 0.56 0.56 0.64 0.73 0.54 0.77 0.22 0.22 Avai l Ca p(c_a), ve h/h 484 508 432 65 1 684 653 348 650 552 209 497 497 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 Upstrea m Fi lter(I) 0.97 0.97 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.3 38.2 37 .9 22 .9 23.3 23 .3 45 .2 32.1 30.4 43 .2 25.3 25.4 Iner Delay (d2), s/veh 0.4 4.9 4.6 2.9 3.2 3.4 27.4 9.8 5.2 16.7 1.0 1.0 In itial 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 %i le BackOfQ(50%),ve h~n 1.0 4.8 3.8 7.3 8.3 8.0 0.7 9.1 5.2 2.3 2.2 2.3 LnGrp De lay(d),s/veh 35.7 43.1 42.4 25.8 26.5 26.7 72.6 41.9 35.5 59.8 26.4 26 .4 LnGre LOS D D D C C C E D D E C C Approach Vol, ve h/h 37 1 1081 567 295 Ap proac h De la y, s/ve h 42 .0 26.4 40.6 34 .9 Approach LOS D C D C mer 1 2 3 4 5 6 7 8 Ass igned Phs 2 3 4 6 7· 8 Phs Duration (G +Y+Rc), s 39.0 9.1 54.1 17.7 5.6 57.6 Change Period (Y +Rc), s 5.0 4.0 4.0 5.0 4.0 4.0 Max Green Sett ing (G max), s 34 .0 11 .0 32.0 25.0 18.0 25.0 Max Q Clea r Tim e (g_c+l 1), s 17.1 5.9 17.2 10.7 3.0 6.5 Gree n Ext n me (p_c), s 7.6 0.1 4.9 2.1 0.0 5.4 ntersection HCM 20 10 Ctrl Delay 33.4 HCM 2010 LOS C Use r approved volume balancing among the lanes for turn ing movement. IKEA Re nton Synchro 8 Report Saturday Peak -2016 With Project Lanes, Volume s, Timing s 7: E Vallel Rd & SW 43rd St 6/30/2014 .,J --+ ~ ~ +-'-.... t !' '-.. i .,, Groue ESL EBT EBR W8[ WBT WBR NBL NBT NBR SBL SBT s Lane Co nfig urati ons "i H .,, "i H .,, "i tlt "i 4'~ Vo lum e (vph ) 134 80 9 256 192 998 330 260 212 28 6 385 240 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Stora ge Len gth (ft ) 200 500 200 50 150 0 300 0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Righ t Tu m on Red Yes Yes Yes Yes Lin k Speed (mph) 35 35 40 35 Link Dis tance (ft ) 982 10 12 454 640 Trave l Time (s) 19.1 19.7 7.7 12.5 Confl. Peds. (#/h r) 3 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.9 6 0.96 0.96 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 3% 3% 3% Shared Lane Traffi c(%) 40% Turn Type Prot NA Perm Prot NA Perm Split NA Split NA Protected Phases 5 2 1 6 4 4 8 8 Permitted Ph ases 2 6 De tector Pha se 5 2 2 6 6 4 4 8 8 Switch Phase Minimum In itial (s) 4.0 10.0 10.0 4.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Spli t (s) 8.5 25.5 25.5 8.5 25.5 25 .5 23.5 23.5 21.0 21 .0 Total Split (s) 27.0 52.0 52.0 17.0 42.0 42.0 25.0 25.0 26.0 26.0 Tota l Split(%) 22 .5% 43 .3% 43 .3% 14.2% 35.0% 35.0% 20 .8% 20.8% 21.7% 21.7% Ye ll ow Tim e (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Tim e (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 1.0 1.0 Lost Tim e Adj ust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 To tal Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 Le ad/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optim ize? Yes Yes Yes Yes Ye s Yes Recall Mode None C-Min C-Min No ne C-Mi n C-Min None None Mi n Min ·Intersection Summa Area Type: Othe r Cycle Le ngth : 120 Actuated Cycle Len gth : 120 Offset: 54 (45 %), Referenced to phase 2:EB T and 6:WBT , Start of Green Natura l Cycle : 90 Co ntrol Type : Actuated -Coordinated 7: E Va ll e Rd & SW 43 rd St ~2 R • ..... ¢8 +-¢6 R IKEA Ren ton Synchro 8 Repo rt Saturday Pe ak -2016 With Proj ect HCM 2010 Signalized Intersection Summary 7 : E Valle~ Rd & SW 43rd St 6/30/2014 _,,. --+ "t "' +-' ~ t ,,. \. ! "" EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Configurations ' tt .,, ' H .,, ' ti. ' 4~ Volume (ve h/h) 134 809 256 192 998 330 260 212 286 385 240 70 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initia l Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bi ke Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Park ing Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow , veh/h/ln 188.1 188.1 188.1 188.1 188.1 188 .1 188 .1 188.1 190.0 184 .5 184.5 190.0 Adj Flow Rate , veh/h 140 843 0 200 104 0 218 271 221 298 241 474 73 Adj No. of Lanes 1 2 1 1 2 1 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Per cent Heavy Veh, % 1 1 1 1 1 1 1 1 1 3 3 3 Cap, ve h/h 172 1376 615 193 1416 633 316 315 281 303 539 83 Arri ve On Green 0.10 0.38 0.00 0.21 0.79 0.79 0.18 0.18 0.18 0.17 0.17 0.17 Sat Flow, veh/h 1792 35 74 1599 1792 3574 1599 1792 1787 1594 1757 3126 479 Grp Vo lum e(v), ve h/h 140 843 0 200 1040 218 27 1 22 1 298 241 279 268 Grp Sat Fl ow(s),veh/h/ln 1792 1787 1599 1792 1787 1599 1792 1787 159 4 1757 1845 1760 Q Serve(g_s), s 8.9 22.1 0.0 12.5 16.8 4.5 17.1 13.5 20 .5 15.3 17.1 17.3 Cycle Q Clear(g_c}, s 8.9 22 .1 0.0 12 .5 16.8 4.5 17.1 13 .5 20.5 15.3 17.1 17.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.27 Lan e Grp Cap(c), veh/h 172 1376 615 193 1416 633 316 315 281 303 318 303 V/C Rat io(X ) 0.81 0.6 1 0.00 1.04 0.73 0.34 0.86 0.7 0 1.06 0.80 0.88 0.88 Avai l Ca p(c_a), ve h/h 347 1460 653 193 1416 633 316 315 28 1 317 333 318 HCM Platoo n Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.00 0.56 0.56 0.56 1.00 1.00 1.0 0 1.00 1.00 1.00 Unifo rm Delay (d), s/veh 51 .5 28 .8 0.0 45.7 9.0 7.8 46.5 45.0 47 .9 46.2 46.9 47.0 Iner Delay (d2), s/veh 11.0 1.8 0.0 59.0 1.9 0.8 20.3 6.8 70 .7 12.7 21.6 23 .6 In itial Q Delay(d3),s/veh 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50 %),veh nn 5.0 11.2 0.0 9.2 8.1 2.1 10.2 7.3 14 .5 8.5 10.7 10.4 Ln Grp Delay(d ),s/v eh 62 .5 30.6 0.0 104.7 11.0 8.6 66 .8 51 .8 118 .6 58 .9 68 .5 70.6 LnG~ LO S E C F B A E D F E E E Approac h Vo l, veh/h 983 1458 790 788 Approach Delay, s/veh 35.2 23 .5 82.2 66.3 Approach LOS D C F E jTimer 1 2 3 4 5 6 7 8 Assigned Ph s 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 17.0 53.0 25.0 15.7 54.3 25 .0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 5.0 Max Green Setting (Gmax), s 12.5 47.5 20.5 22.5 37.5 21 .0 Max Q Clear Ti me (g_c+l 1 ), s 14.5 24 .1 22 .5 10.9 18.8 19 .3 Green Ext Tim e (p_c), s 0.0 20 .7 0.0 0.4 16.8 0.7 ntersection Summa HCM 20 10 Ctrl Delay 46 .3 HCM 2010 LOS D otes User approved vo lume balancing among the lanes for turn ing movement. IKE A Renton Synchro 8 Report Saturday Pe ak -2016 With Projec t Lanes, Volumes, Timings 8: SR-167 NB Off Ramp/SR-167 On Ramp & SW 43rd St Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Right Turn on Red Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Peak Hour Factor Heavy Vehicles(%) Shared Lane Traffic(%) Tum Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Sp lit (s) Total Split (s) Total Split(%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optim ize? Recall Mode ntersection Summa EBL ., 396 1900 500 1 25 0.97 1% Prat 5 5 5.0 10.0 45.0 37.5% 4.0 1.0 0.0 5.0 Lead Yes None Area Type: Other Cycle Le ngth: 120 Actuated Cycle Length: 120 EBT tt 1051 1900 35 1012 19.7 0.97 1% NA 2 2 10.0 19.0 88.0 73.3 % 4.0 1.0 0.0 5.0 C-Min E WBL WB WBR tt r' 0 0 1032 326 1900 1900 1900 1900 0 0 500 0 0 1 25 Yes Yes 35 533 10.4 3 0.97 0.97 0.97 0.97 1% 1% 1% 1% NA Perm 6 NBL ., 476 1900 500 1 25 0.97 2% 50% Split 4 t NBT NBR SBL 4' r' 1 367 0 1900 1900 1900 30 776 17.6 0 0 1 0 25 Yes 1 0.97 0.97 0.97 2% 2% 0% NA Perm 4 6 4 6 6 4 4 4 10.0 10.0 4.0 4.0 4.0 19.0 19 .0 26.0 26.0 26.0 43 .0 43.0 32.0 32 .0 32 .0 35.8% 35.8% 26.7% 26.7% 26.7 % 4.0 4.0 4.0 4.0 4.0 1.0 0.0 5.0 1.0 0.0 5.0 Lag Lag Yes Ye s 1.0 0.0 5.0 1.0 0.0 5.0 1.0 0.0 5.0 C-Max C-Max None None None Offset: 100 (83%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 80 Control Type : Actuated -Coordinated ~~RI I f S lits andPha ses : 8: SR-167 NB Off Ramp /S R-167 On Ramp & SW 43 rd St /" i +-" i"j IKEA Renton Saturday Peak -2016 With Project 6/27 /2014 SBT 0 0 1900 1900 30 482 11.0 0 0 Yes 0.97 0.97 0% 0% , Synchro 8 Report HCM 2010 Signalized Intersection Summary 8: SR-167 NB Off Rame/SR-167 On Rame & SW 43rd St 6/27/2014 .,> -+ " "" +-' ~ t ,,. '-. + .,, ESL EST EBR WBL WBT WBR NBL NBR SSL SST SB Lane Configurations "i ff +t 7' "i +f 7' Volume (veh/h) 396 1051 0 0 1032 326 476 1 367 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pb T) 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 Adj Sat Flow, veh/h/ln 188.1 188.1 0.0 0.0 188.1 188.1 186.3 186.3 186.3 Adj Flow Rate, veh/h 408 1084 0 0 1064 336 492 0 0 Adj No . of Lanes 1 2 0 0 2 1 2 0 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh , % 1 1 0 0 1 1 2 2 2 Cap , veh/h 458 2535 0 0 1432 638 657 0 293 Arrive On Green 0.51 1.00 0.00 0.00 0.40 0.40 0.19 0.00 0.00 Sat Flow, veh/h 1792 3668 0 0 3668 1593 3548 0 1583 Grp Volume(v), ve h/h 408 1084 0 0 1064 336 492 0 0 Grp Sat Flow(s),veh/hfln 1792 1787 0 0 1787 1593 1774 0 1583 Q Serve(g_s), s 19.4 0.0 0.0 0.0 24 .1 15.2 12.4 0.0 0.0 Cycle Q Clear(g_c), s 19.4 0.0 0.0 0.0 24.1 15.2 12.4 0.0 0.0 Prop In Lan e 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 458 2535 0 0 1432 638 657 0 293 V/C Ratio(X) 0.89 0.43 0.00 0.00 0.74 0.53 0.75 0.00 0.00 Avail Cap(c_a), veh/h 756 3129 0 0 1432 638 1010 0 451 HCM Plato on Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.70 0.70 0.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 22.0 0.0 0.0 0.0 24 .2 21 .6 36.5 0.0 0.0 Iner Delay (d2), s/veh 9.5 0.4 0.0 0.0 3.5 3.1 3.6 0.0 0.0 In itia l Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Ba ck0f0(50%),vehfln 10.6 0.1 0.0 0.0 12.5 7.2 6.4 0.0 0.0 Ln Grp Delay{d ),s/veh 31.4 0.4 0.0 0.0 27 .8 24.7 40 .2 0.0 0.0 LnG!E LOS C A C C D Approach Vo l, veh/h 1492 1400 492 Approach Delay, s/ve h 8.9 27.0 40.2 Approa ch LOS A C D 1rner 1 2 3 4 5 6 7 8 Ass igned Phs 2 4 5 6 Ph s Duration (G+Y+Rc), s 97.4 22.6 29.2 68.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 83.0 27.0 40.0 38.0 Max Q Clear Time {g _c+l 1 ), s 2.0 14 .4 21.4 26.1 Green Ext Time {p_c), s 54.2 3.1 2.9 11.0 ntersection HCM 2010 Ctrl Delay 20.9 HCM 2010 LOS C User approved volume balancing among the lanes for turning movement. IKE A Renton Synchro 8 Report Saturday Peak -2016 With Project Appendix B Transportation Impac t Study IKEA Rent o n Redevelo p ment Ex ist in g IKEA Tri p Generation Coun t Summaries and Detai led Trip Generati on Calcu lations IKEA Renton E . r XIS mg St ore T . G np r s enera 10n ummary -w kd ee ay PM P k ea Two -Day Average of Wednesday 3 /5/14 & Thursday 3/6/14 PM Peak Peak Hour Weekda:t PM Peak Hour Trie Generation Weekday PM Peak Day Time Period In Out Total Hour Trip Rate Wednesday -March 5, 20 14 5:00 -6:00 PM 163 183 346 0.87 Thursday -March 6, 2014 4:00 -5:00 PM 206 229 435 1.09 2-Day Average 185 206 391 0.98 Existing Building Area (sf) = 397,972 IKEA R en ton TENW Project N o. 4847 7/2120 14 IKEA R enton -Existing Weekday PM Peak Ho ur Trip Rate • lnle,f','(l lt:EAD-. !!~1 4i))PM ":L'iP~ 4 .:X,PM 4.45PM S·OOPM 5:15PM 5.XPM S·•S PM Peck HOU" 11:fA Owy ... (4hl) ea i:ig-1 W !l te lt 0 0 IIUA. Dwy 17 (41 sfl f8f?j,J1! ,..,5 let' 1 0 0 OJ ll(f A Owy l t (4ltf) rarog-it ·~ste't 1 ' , " " II 9 13 " 26 " '"' 1J " IUAo,.y,10(4111) ESl?'Qt'I W!lc-11 0 ' I 20 • lKfA Dwy 111 (Und Ave) NS t~tt 1 16 " S.S~µ·r ' 2C IIUA Owy f l 2 f4ltd SI) E:!ldt ,..S R·s:,·r s 21 0..1 00 ~lt1'u 0 C sa rnr.1 0 0 SBT m,i 0 wBTt"TV C IJ.EA Ow- 0 NS Lei- 0 19 02 ,., Out " NS'ilg,r 2 10 N!, lcfl 0 0 N~ ~eft 10 ' IJ IQ .. J1 ,..5 1,,,::'1 EB l e 't 2 0 t(EAO,..-,.. 10 12 7l 20 ., " ., JJ 90 P..S i ·ru Ng fl"'t!.J N:! lrrv 0 t3rrru C 0.,0 JI 11 16 ,, 2" 2' 22 " 8'I ,,., N:! !?grit " " t.tl~I 21 21 ,, " IJ " 11 2 52 '<Sb;l"ar ' ,, o; El!i~t 31 ,o 10 IKEA Renton Existing Store Trip Generation Summary -PM Peak II W•dmndoy -March 5. 2014 ,.M. '•ak Hour 12 1t:EAO,.,....,. l (i,. °"""'1' l(fAOw, On 12 o.,, On :M 13 ' • , 10 J .. ,, " )J IHADwytl, ll-0\A'lir..tmol) NII ~' ' ,. ' fEI JtTU ~tett 0 0 0 I KU. Dwy t i 7 (nOtt, inlemol) N!!-~t £6 ·rru S& l e .. 0 0 0 0 " 27 0v, o.,, 2 2 I IJ ,, 'rll'l t e.. wa.tl'Yu ~8lt,c1,i I ' " II 'NE,L~ft .,,!!TM/ WE.RK;rif 0 0 0 0 17 l((AC);..'V fotoilfritlt o,, On ()vt ro .. Ho"1y 0 " " ,, ,_ 0 27 .. 73 0 " " ., 50 " .. m 14:00 pm· 5:00pm .. .. .. ,,. ,tu ...... 5:15...., .. 53 17 ,,. 4:lOnm. 5;J<lnm .. .. .. "' 4:45 Dffl • 4:45 om 51 .. " ... 5:00Dffl ·,:OOpm "' TU ... P-eall:Kcu llJ:OO mn •UM)am 10 1n:~o In Ovl 5.00 F'V S:1 5P"-' llU Owy f6 (•ls!) E:! ii'ighl WS Lett 0 ' 0 111'.U Ow y 17 (4 l 1t) EB li'·s.7"1 W!l leh I 0 0 IK!A. Dwy II 1411f'I ESR~t '"'8 Lc!'I ; 23 18 " 25 ' II 10 17 ,, t " .., 137 ,, 80 tKU. Ctwy 11 0 ('1 lfJ ES :.'iq,t Wl!,tefl 3 ' 3 3 n 11 IHA Owy ti 1 (l.nd Ave) N!!, Lett S!ii'k;;hl I ' ' 10 s 38 " 20 " Ill.EA Dwy 112 ('ltd SI) EB l efl 3 23 " W!!,iqll 18 I) Sl!Th\J '""" 0 srs ·~ru 0 0 0 ws n"tl,,I 0 ' l t..'.!A~ In N:.! .e ll ' 0 C S!!.foc/l t " 5 " o.,, J 18 N :!,li'q'I C r.Ste'I 1 NS ~('fl " lO NI! .ell 0 0 ' B-.\!'' 2 " " S8l<;II l<rAo,.,,..,. In °"' In 28 25 25 ,. " 3J lO 2l " " " " " n " " IKE A Re nlon Exi sting Stor e Trip Ge ne ration Summary -PM Pe ak 'C 11::E),, Cw-, ""' ,. s II Thundoy ·Morch,. 2014 ,.M . hok Hour " 1(£>. [),,,y l(EA ()....-y l e CX•t In Cu• s 11 20 " ll " l<lA[),,,"',' ,, Oct ' J " 11::EA DNV To4al;l~ Out In "" , ... "°""' .. .. • •• , .... ., ., ., " .. 121 57 55 112 ..,, "4:00 Dm • 5 :00 Dm " " .. ..,, .. :1 S om -S -1Som .. ... .. m .4 :lO pm. 5 :30 om " 50 17 m .. ;,UDm-4.45Dm " ., " ... s ·oo om · • ·oo om "'' 107 1!i -= ... , __ "-'OOem ~HIODl'n -=--'-=-if---.,,'--'"'--+-""--...... ;,-"'"-+--""'--'JJ--'---i---','-, -'""'-lf---'---+-='-..... -="-..... ....aa~======-"="'---' Nil TM) Nf, Ri,r)h• ' lO IJ t.S Trw-u N ~ li'ignt C ,, 17 ,., 17 " " " ,, 1'0 " NB Tm., NEI f?lc1,r ' Si ,, 1111.fA Owy J U, (1ovt, wit.maf) E! r r>w,.., ES"19 ,r N ~ ii'g,1 E8 T•v•.1 StiLt:11 weL~u W!lltll'V w ~ ~...,.-1 0 J ' 0 I 0 I 0 0 0 J 0 C " ., " IUA Dwy f l7 (nofl'I int.mall NS R.;til ES Trn. ~2, Ldl W!! L~lt ..,.,~ r·•·~· W!ll,!(¥11 0 0 0 0 ,o IKEA Renton E . f XIS mg St ore T. G np r s s t d enera 10n ummary -a ur ay Aft ernoon p k ea Two-Day Average of Saturday 3/8/14 & Saturday 3/15/14 Afternoon Peak Hour Saturday: Peak Hour Trip Generation Saturday Peak Day Time Period In Out Total Hour Trip Rate Sa t urday -Morch 8. 2014 l :45 -2:45 PM 680 763 1,443 3.63 Saturday -March 15, 2014 3:00 -4:00 PM 610 730 1,340 3.37 2-Day Average 645 747 1,392 3.50 Existing Building Area (sf) = 397 ,972 IKEA Renton TENW Project No. 4847 7/2/2014 IK EA Renton -Existing Saturday Peak Hour Tri p Rate IKEA Renton IKEA Renton Existing Store Trip Generation Summary -Afternoon Peak Saturday -March 8 , 20 14 6 7 8 9a Int erval IKEA Owv IKEA Owv IKEA / Baeinq Owy Boein aDwv Begi n In Out In Out In O ut In Oul l :00 PM 7 46 13 9 83 59 0 0 1:15PM 14 44 17 5 72 76 2 I 1:30PM 8 44 8 4 6• 58 2 2 1:45PM 7 44 7 8 73 80 2 0 2:00 PM 16 48 2 1 8 76 78 I 2 2:15 PM 9 52 14 8 69 71 0 l 2:30 PM 16 46 3 9 86 6 1 I l 2:45 PM 9 39 6 4 90 76 0 1 3:00 PM 21 47 II 9 70 70 0 1 3:15 PM 6 49 10 7 64 48 0 0 3:30 PM 10 47 13 16 70 58 0 0 3:45 PM 6 41 9 9 79 63 0 2 Peak How 48 190 45 33 304 290 4 4 238 78 594 8 II 12 16 17 Interval IKEA Dwv I KEA Owv IKEA Owy IK EA Dwv Bean In Out In Out In O ut In Oul 1 :00 PM 48 6 ll 9 6 24 5 7 1:15PM 34 5 14 13 4 20 4 5 1:30PM 39 9 17 13 12 17 6 6 1:45PM 38 7 9 12 8 12 3 10 2 :00PM 33 16 6 9 12 14 8 10 2:15PM 35 10 7 19 10 17 6 9 2:30PM 25 11 13 12 14 20 4 9 2 :45 PM 33 8 19 9 3 16 2 4 3 :00 PM 33 5 8 9 3 17 4 9 3 ·1 5 PM 26 12 9 15 13 24 7 9 3·30 PM 34 16 12 22 14 2 1 5 13 3:45 PM 17 7 10 19 8 12 4 7 Peak Hour 131 44 35 52 44 63 2 1 38 175 87 107 59 lntefval TofclTrio, Bean In Qui Total 1:00 PM 180 170 350 Hourty 1:15PM 173 182 355 Totals L30PM 165 166 JJ.4 1:45PM 158 185 343 1.382 1:00 PM -2:00 PM 2:00 PM 185 19t 384 1.416 1:15 PM -2 :15 PM 2:15PM 163 195 358 1,419 1 :30 PM -2 :30 PM 2:30PM 174 184 358 1.443 1 :45 PM • 2 :45 PM 2:45 PM 169 167 334 1.434 2:00 PM -3:00 PM 3:00 PM 155 187 342 1.394 2:15 PM · 3 :15 PM 3:15 PM 157 180 337 1.373 2:30 PM • 3:30 PM 3 :30 PM 170 2 10 380 1,395 2:45 PM • 3:45 PM 3:4 5 PM 142 172 314 1,373 3:00 PM -4:00 PM Peak Hour 680 7'3 1,443 ,_Houris 1:45 PM-2:45PM I IKEA cowOfXers allowed to parking on B0e1nQ p roperly. Based on counts conducted e n Sa turday 5/24/1 4. TENW Project No . 484 7 9b 10 Boeinc Dwv IKEA/ Baeino Dwy In Oul In Out 0 0 7 10 0 0 9 I I 0 0 I I 12 0 I 10 10 0 I 11 12 0 0 13 7 0 1 10 9 0 0 7 9 0 I 4 18 0 2 22 13 I 0 I I 13 0 I 8 1 1 0 3 44 38 3 82 Bo e ing Raymond 0wy I Boeina Lind Dwv 1 In Out In Out 0 0 0 0 2 0 I 2 l 0 0 I 1 I 0 0 1 0 0 l 0 1 0 0 1 2 1 3 0 I 0 0 0 I I 0 0 I 0 0 0 0 0 4 I 0 0 0 3 4 1 4 7 5 712ll'J 14 t<EA Renton -Exi!;ting S:uurda:y Peak Moor Trip Rate IKEA Renton IKEA Renton Existing Store Trip Generation Summary • Afternoon Peak Saturday -March 15, 2014 6 7 8 9c Interval IKEA Dwy IKEA Dwy IKEA / 8oe1 nq ()wy Boein Dwy' 8egi n In Out In Out In Out In Out 1 :00 PM 6 8 2 5 73 72 0 0 1:15 PM 8 18 5 5 76 70 2 I 1:30PM 5 15 9 9 87 52 2 2 1:45 PM 2 17 9 7 82 76 2 0 2:00PM 2 14 8 11 83 66 I 2 2:15PM 6 30 11 10 89 65 0 1 2 :30 PM 6 37 I 6 84 63 I 1 2 :45 PM 6 27 6 13 58 58 0 1 3«JPM 4 42 6 1 1 97 65 0 1 3:15PM 2 33 4 7 94 71 0 0 3:30 PM 5 52 5 8 77 69 0 0 3:45 PM t 4 2 4 10 85 71 0 2 Peak Hour 12 169 19 36 353 276 0 3 18 1 55 629 3 I I 12 16 17 Interval IKEADwv IKEA Dwv IKEA nwv IKEA Dwv Begin In Out In Out In Out In Out 1:00 PM 27 8 13 I S 13 13 10 s 1:15 PM 38 9 9 II IS 18 12 2 1:30 PM 22 12 13 18 7 16 II 5 1:45 PM 36 9 I S 5 10 14 4 4 200PM 33 10 20 10 8 25 10 8 2:15 PM 37 10 17 I S 6 12 7 5 2:30 PM 18 9 IS II 5 21 I I 3 2:45 PM 29 8 17 7 5 25 13 I 3:00 PM 24 9 10 8 8 21 8 4 3:15 PM 17 13 8 16 4 9 9 7 3:30 PM 21 13 9 19 12 23 II 3 3:45 PM 2 1 18 10 I I 6 8 10 I Peak Hour 83 53 37 54 30 6 1 38 15 136 91 91 53 Interval Totonrtos P..,::,..n"n In Out Total 1:00PM 154 135 28 9 Hourly 1:15PM 181 148 329 Totals 1:30PM 176 137 3 13 1:45 PM 174 142 3 16 1.247 1:00 PM · 2:00 PM 2:00 PM 173 165 338 1.29' 1:15 PM · 2:15 PM 2:1 5 PM 18 1 162 343 1,310 I :30 PM • 2:30 PM 2:30 PM 155 170 325 1,322 I :45 PM • 2:45 PM 2 :45 PM 148 154 302 1,308 2 :00 PM , 3:00 PM 3D0 PM 170 18 1 351 1,32 1 2:15 PM · 3:15 PM 3 :15 PM 14 7 173 320 1,298 2:30 PM • 3:30 PM 3 :30 PM 145 207 352 1.325 2:45 PM • 3:45 PM 3:45 PM 148 169 317 1,340 3:00 PM • 4:00 PM Peo< Hour ,10 no 1,3,40 P.ok Hour Is 3:00 PM -4:00 PM IKEA c owol'Xers allo wed to p orting o n Boeing property. Bosed on covnts conducted on Satv r doy 3/8/ l 4 . IKEA cowOOers allo w ed to p arking on Bo eing prope rty. Bm.ed on covnts conducted on Sotvr doy 5/24/1 4 TENW Project N o 4847 9b 10 Boein Dwy' IKEA / Bceinq Dwy In O u t In ou, 0 0 10 9 0 0 13 12 0 0 19 7 0 1 13 8 0 I 7 17 0 0 8 13 0 I 12 13 0 0 14 13 0 1 12 18 0 2 9 14 1 0 4 16 0 I 10 s I 4 35 53 5 88 Boeing Raymond Dwv' Boe,na Lind Dwv 2 In Out In Out 0 0 0 0 2 0 I 2 I 0 0 I I I 0 0 I 0 0 I 0 I 0 0 I 2 I 3 0 I 0 0 0 I I 0 0 I 0 0 0 0 0 4 I 0 0 0 I 2 I 4 3 5 7,'2/201.a IKEA Rt:nl on -E.1t1:sbng Sah.mla)' P eak Hour T np R.a:e IKEA Renton r· G r Er t np enera 10n s 1ma e Directional Spilt 2 Vehicu lar Trip Generation Land Use Size Units ' Trip Rate 2 Enter Exit Enter Exit Total Weekday Daily I Redeveloped Use: Discount Home Furnishings Superstore 451.000 G FA 20.00 50% 50% 4.510 4.510 9.020 Less Existing Use: Discount Home Furnishings Superstore -397.972 GFA 20 .00 50% 50% -3.979 -3,980 -7,959 NET NEW WEEKDAY DAILY TRIP GENERATION: 531 530 1,061 Weekday AM Peak Hour I Redeveloped Use: Discoun t Home Furnishi ngs Superstore 451.000 GFA 0.57 64% 36% 164 93 257 Less Existtng Use: Discoun t Home Furnishings Superstore -397,972 GFA 0 .57 64% 36% -145 -82 -22 7 NET NEW WEEKDAY AM PEAK HOUR TRIP GENERATION: 19 11 30 Weekday PM Peak Hour I Redeveloped Use : IKEA 45 1.000 G FA 0.98 47 % 53% 208 23 4 442 Less Existi ng use: IKEA -397.972 G FA 0.98 47% 53% -185 -206 -39 1 NET NEW WEEKDAY PM PEAK HOUR TRIP GENERATION: 23 28 51 Saturday Peak Hour I Redeveloped Use: IKEA 451 ,000 GFA 3.50 46% 54% 726 853 1.579 Less Existing Use: IKEA -397. 972 GFA 3 .50 46 % 54% -645 -747 -1,392 NET NEW SATURDAY PEAK HOUR TRIP GENERATION : 81 106 187 ~ 1 GFA is G ross Floor Area 2 PM peak and Sa turday trip rotes ore based on resul ts fr om a two day trip generation study con ducted at IKEA Re n ton in Morch a n d Moy 201 4. AM and doily trip rates ore based on ITE Trip Generation 9th Ed ition for LU C 869 Discount Horne Furnishi ngs Superstore . !KEA Re nton TENW Proj ec t No . 4847 CPF 7/'"i/201 4 lk ea . Trip Cene ra tion .:,.h Appendix C Site Access LOS and Queue Worksheets Transportation Impact Study IKEA Renton Redevelopment Lanes, Volumes, Timings 9: IKEA West D~ & SW 41st St 6/27/2014 .,,,. --+ "+ f -+-' "' t ~ \. + ..,' EBL EBT EBR WBl WBT W8R NBL NBT NBR SBL SBT Lane Configurations 4~ 4~ ~ ~ Volume (vph) 0 85 13 74 0 20 0 8 0 0 0 Ideal Fl ow (vphpl) 1900 190 0 1900 1900 1900 1900 1900 1900 1900 190 0 1900 1900 Link Speed (mph) 25 25 30 30 Lin k Distance (ft) 760 490 215 175 Travel Time (s) 20.7 13.4 4.9 4.0 Peak Hou r Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic(%) Sign Contro l Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Uns ignalized IKEA Renton Synchro 8 Report AM Peak -2016 With Project HCM 201 0 TWSC 9: IKEA West Dwy & SW 41st St 6/2 7/20 14 Int Delay, s/veh 1.8 EBL EBT EBR WBL WBT W8R NBL NBT NBR SBL SBT SBR Vol, ve h/h 0 85 1 13 74 0 20 0 8 0 0 0 Conflicti ng Peds, #/h r 0 0 0 0 0 0 0 0 0 0 0 0 Si gn Control Free Fre e Free Free Free Free Sto p Stop Stop Stop Stop Stop RT Cha nneli ze d -None -None -None -None Storag e Leng th Veh in Median Storage, # 0 0 0 0 Grad e,% 0 0 0 0 Peak Hour Facto r 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicle s, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 92 1 14 80 0 22 0 9 0 0 0 Minor1 Mlnor2 Co nfl icti ng Flow All 80 0 0 93 0 0 161 202 47 155 202 40 Stage 1 93 93 109 109 Stage 2 68 109 46 93 Critical Hdwy 4.14 4.1 4 7.54 6.54 6.94 7.54 6.54 6.94 Criti cal Hdwy Stg 1 6.54 5.54 6.54 5.54 Critica l Hdwy Stg 2 6.54 5.54 6.54 5.54 Foll ow -up Hdwy 2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1516 1499 789 693 1012 797 693 1022 Stage 1 904 817 885 804 Stage 2 934 804 962 817 Pla toon blocked,% Mov Cap -1 Ma neuver 1516 1499 783 686 1012 784 686 1022 Mov Cap-2 Maneuver 783 686 784 686 Stage 1 904 817 885 796 Stage 2 925 796 954 817 EB WB NB SB HCM Control Delay, s 0 1.1 9.5 0 HCM LOS A A Minor Mvmt NBLn1 EBL EBT EBR WBL WBT WBR S8ln1 Capacity (veh/h) 837 1516 -1499 HCM Lane VIC Ratio 0.036 -0.009 HCM Con tro l De lay (s) 9.5 0 7.4 0 0 HCM Lane LOS A A A A A HCM 95th %ti le Q(veh) 0.1 0 0 IKEA Re nton Synchro 8 Report AM Peak -20 16 Wit h Project Lanes, Volume s , Timings 10: IKEA Middle Ow~ & SW 41 st St 6/2 7/2014 -+ ~ '( +-~ ,... EBT EBR WBl WBT NBl NBR Lane Configu rations H H "i .,, Volume (v ph) 50 0 0 95 3 12 Ideal Fl ow (vph pl) 1900 1900 1900 1900 1900 1900 Lin k Speed (mp h) 25 25 30 Lin k Distance (ft) 100 436 178 Tra ve l Tim e (s) 2.7 11 .9 4.0 Peak Hour Factor 0.92 0.92 0.92 0.9 2 0.92 0.92 Shared Lane Traffic(%) Sign Cont rol Free Free Stop ntersection Area Type : Oth er Control Type: Un signa lized IKEA Ren ton Synchro 8 Repo rt AM Peak -2016 With Project H CM 2010 TWSC 10: IKEA Middle Dwy & SW 41 st St 6/27/2014 ntersec:tlon Int Delay, s/veh 0.8 Movement EBT EBR W8L WBT NBL NB Vol, veh/h 50 0 0 95 3 12 Conflict ing Pe ds, #/hr 0 0 0 0 0 0 Sign Co ntrol Fre e Free Free Free Stop Stop RT Channelized None None None Storage Length 0 0 Veh in Median Storage,# 0 0 0 Grade,% 0 0 0 Peak Hour Facto r 92 92 92 92 92 92 Heavy Veh icles, % 2 2 2 2 2 2 Mvmt Flow 54 0 0 103 3 13 1 Ma' Minor1 Co nfl icting Flow All 0 0 54 0 106 27 Stage 1 54 Stage 2 52 Crit ical Hdwy 4.14 6.84 6.94 Criti ca l Hdwy Sig 1 5.84 Critica l Hdwy Stg 2 5.84 Foll ow -u p Hd wy 2.22 3.52 3.32 Pot Cap -1 Ma neuver 1549 880 1042 Stage 1 962 Stage 2 964 Platoon blocked, % Mov Cap -1 Maneuver 1549 880 1042 Mov Cap -2 Mane uve r 880 Stage 1 962 Stage 2 964 EB we NB HCM Control Delay, s 0 0 8.6 HCM LOS A Minor Lane/M Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capac ity (veh/h) 880 1042 1549 HCM Lane V/C Ratio 0.004 0.013 HCM Cont rol Delay (s ) 9.1 8.5 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 0 0 IK EA Renton Synchro 8 Report AM Peak -2016 With Proje ct Lane s, Vo lume s, Timing s 11 : IKEA East Ow~ & SW 41 st St 6/27/20 14 .,} -+ ~ ~ +-' ~ t I" '+ ! .,' ESL EBT EBR WBL WBT WBR NBL NBT NBR SSL SBT s Lane Con fi gura tions +tl+ 4l+ .f .,, ~ Volu me (v ph ) 0 53 9 40 91 0 3 0 13 0 1 Idea l Fl ow (vp hpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lin k Spee d (mph) 25 25 30 30 Li nk Distance (ft) 436 400 201 174 Travel Tim e (s) 11.9 10.9 4.6 4.0 Peak Hou r 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 Sh ared La ne Traffi c(%) Sign Con tro l Free Free Stop Stop Area Type: Othe r Contro l Type: Un si gnalize d IKEA Renton Synchro 8 Report AM Peak -2016 With Project HCM 2010 TWSC 11: I KEA East Dwy & SW 41 st St 6/27 /2014 nteriedlon Int Delay, s/veh 2.2 EBL EST EBR WBl WBT WBR NBL NBT NBR SBL SBT s Vo l, veh/h 0 53 9 40 91 0 3 0 13 1 0 1 Con fl icting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Si gn Con trol Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Cha nnel ized -None -None -None -None Stora ge Length 0 Ve h in Medi an Storage, # 0 0 0 0 Grade,% 0 0 0 0 Pea k Hour Facto r 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Ve hi cles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 58 10 43 99 0 3 0 14 0 Minor1 Minor2 Co nflicti ng Fl ow All 99 0 0 67 0 0 19 9 249 34 215 253 49 Stage 1 63 63 186 186 Stag e 2 136 186 29 67 Critica l Hdwy 4.1 4 4.14 7.54 6.54 6.94 7.54 6.54 6.94 Criti ca l Hdwy Stg 1 6.54 5.54 6.54 5.54 Cri tical Hdwy Sig 2 6.54 5.54 6.54 5.54 Foll ow-up Hdwy 2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Mane uver 1492 1533 742 653 1032 723 649 1009 Stage 1 941 842 798 745 Stage 2 853 745 984 838 Platoon bl ocked , % Mov Cap-1 Maneuver 1492 1533 72 4 633 1032 697 630 1009 Mov Cap-2 Maneuve r 724 633 697 630 Stag e 1 941 842 798 723 Stage 2 827 723 971 838 EB WB NB SB HCM Cont rol De lay, s 0 2.3 8.8 9.4 HCM LOS A A nor Mvmt NBLn 1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 724 1032 1492 -1533 -824 HCM Lane V/C Ratio 0.005 0.014 -0.028 -0.003 HCM Contro l Delay (s) 10 8.5 0 7.4 0.1 9.4 HCM Lane LOS B A A A A A HCM 95th %til e Q(veh) 0 0 0 0.1 0 IKEA Renton Syn chro 8 Repo rt AM Pe ak -2016 With Projec t Lanes, Volumes, Timings 12: Lind Ave SW & IKEA Owl'. 6/2 7/2014 _)' _. "'t {' +-'-~ t ,,., .... i .,' EBL EBT E8R WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Configu rati ons l\ f+ 4+ "'i +t+ l\ +tt Volume (vp h) 5 0 28 3 0 12 15 543 32 32 116 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 100 0 100 0 Storage Lanes 1 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Link Speed (mph) 30 30 35 35 Link Distance (ft) 196 284 613 391 Travel Time (s) 4.5 6.5 11.9 7.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lan e Traffi c(%) Sign Contro l Stop Stop Free Free ntersection Sum Area Type: Other Control Type: Unsignalized IKE A Renton Synchro 8 Report AM Peak -2016 With Proje ct HCM 2010 TWSC 12 : Lind Ave SW & IK EA Dwy 6/27/2014 Int De lay , s/v eh 1.1 ESL EST EBR WBL WBT WBR NBL NBT NBR $Bl SBT s Vo l, veh/h 5 0 28 3 0 12 15 54 3 32 32 116 21 Conflicting Peds, #/h r 0 0 0 0 0 0 0 0 0 0 0 0 Si gn Control Stop Stop Stop Stop Stop Stop Free Free Free Fre e Free Free RT Ch an neli zed -None -None -None -None Storag e Length 0 100 100 Veh in Median Storage, # 1 1 0 0 Grade ,% 0 0 0 0 Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehi cl es, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Fl ow 5 0 30 3 0 13 16 590 35 35 126 23 ,Major/Milor Minor2 Minor1 Major1 Major2 Co nfl ictin g Fl ow All 535 865 74 77 3 858 313 149 0 0 62 5 0 0 Stage 1 207 207 640 640 Stage 2 328 658 133 218 Cri tical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 4.14 Criti ca l Hdwy Si g 1 6.54 5.54 6.54 5.54 Critica l Hdwy Stg 2 6.54 5.54 6.54 5.54 Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 2.22 Pot Cap -1 Maneuver 428 290 973 289 293 683 1430 952 Stage 1 776 729 430 468 Stage 2 659 459 857 72 1 Platoon blocke d,% Mov Cap-1 Mane uver 405 276 973 270 279 683 1430 952 Mov Cap-2 Maneuve r 487 350 355 37 0 Stage 1 767 702 425 463 Sta ge 2 639 454 800 694 EB WB NB SB HCM Contro l De lay, s 9.4 11.4 0.2 1.7 HCM LOS A B Mvmt NBL NBT NBR EBLn1 EBl.n2WBLn1 SBL SBT SBR Capacity (veh /h) 1430 -487 973 576 952 HCM Lane V/C Ra ti o 0.0 11 -0.01 1 0.03 1 0.028 0.037 HCM Control Delay (s) 7.5 -12.5 8.8 11 .4 8.9 HCM Lane LOS A B A B A HCM 95th %tile Q(veh) 0 0 0.1 0.1 0.1 IKEA Re nton Synchro 8 Report AM Peak -20 16 With Project Lanes, Volumes, Timings 13: SW 43rd St & IKEA West Ow~ 7/3/2014 ..> -+ +-'-\. .,' EBT SBL SBR Lan e Configurations lj +t ¥ Volume (vph) 3 409 1321 2 3 Ideal Fl ow (v phpl ) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 35 35 30 Link Dis ta nce (ft) 780 566 224 Travel Time (s) 15.2 11 .0 5.1 Peak Hour Fac tor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic(%) Sign Control Free Free Stop ,nlellection Area Type : Othe r Control Type: Unsignalized IKEA Renton Syn chro 8 Report AM Peak -2016 With Project HCM 2010 TWSC 13: SW 43rd St & IKEA West Dwy 7/3/2014 Int Delay, s/veh 0.1 EBL EBT WBT WBR SSL S8R Vol, veh/h 3 409 1321 2 3 1 Conflicting Ped s, #/h r 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channeli zed None None None Storage Length 0 0 Veh in Median Storage, # 0 0 1 Grade,% 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 445 1436 2 3 1 inor Ma" Minol2 Conflicting Flow All 1438 0 0 1666 719 Stage 1 1437 Stage 2 229 Critical Hdwy 4.14 6.84 6.94 Critical Hdwy Stg 1 5.84 Critical Hdwy Sig 2 5.84 Follow-up Hdwy 2.22 3.52 3.32 Pot Ca p-1 Maneu ver 468 87 371 Stage 1 185 Stage 2 787 Pla toon blocked, % Mov Cap -1 Maneuve r 468 86 37 1 Mov Cap-2 Maneuver 158 Stage 1 185 Stage 2 782 EB WB SB HCM Co ntrol Delay, s 0.1 0 25 HCMLOS D Mvmt EBL EBT WBT WBR S8Ln1 Capacity (veh/h) 468 184 HCM Lane V/C Ratio 0.007 0.024 HCM Contro l Delay (s) 12 .7 25 HCM Lane LOS B D HCM 95t h %tile Q(veh) 0 0.1 IKEA Renton Synch ro 8 Report AM Peak -2016 Wi th Proje ct Lanes, Volumes, Timings 14: IKEA Middle Owl & SW 43rd St 6/27/2014 .,} -+ ~ ~ .-'-~ t ,... \. + .,, EB[ WBT WBR NBL BT NBR S8l SBT SBR Lane Configurations H 4 .,, Volume (vph) 0 412 4 6 1308 0 7 0 12 0 0 12 Idea l Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 100 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Link Speed (mph) 35 35 30 30 Link Distance (ft) 566 460 161 201 Trave l Time (s) 11.0 9.0 3.7 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic(%) Sign Control Free Free Stop Stop 1lntersection &llllna Area Type: Other Control Type: Uns ignalized IKEA Renton Synchro 8 Report AM Peak -2016 With Project HC M 2010 TWSC 14: IKEA Middle Dwy & SW 43rd St 6/27/20 14 ntarsection Int Delay, s/veh 0.2 EBL EBT EBR WBl NBT NBR SB( SST s~ Vol, veh /h 0 412 4 6 1308 0 7 0 12 0 0 12 Confl icting Peds , #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Con trol Free Free Fre e Fre e Free Free Stop Stop Sto p Stop Stop Stop RT Channe lized -None -No ne -None -None St orage Length 100 0 Ve h in Median Storage,# 0 0 1 0 Grade,% 0 0 0 0 Pea k Hou r Fa ctor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Ve hic les , % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 448 4 7 1422 0 8 0 13 0 0 13 Milor1 Mlnor2 Confli cting Fl ow All 1422 0 0 452 0 0 1174 1885 226 165 9 1887 711 Stage 1 450 450 1435 1435 Stage 2 724 1435 224 452 Critical Hdwy 4.14 4.14 7.54 6.54 6.94 7.54 6.54 6.94 Critica l Hdwy Sig 1 6.54 5.54 6.54 5.54 Cri tical Hdwy Sig 2 6.54 5.54 6.54 5.54 Follow-up Hdwy 2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 475 1105 147 70 777 64 70 375 Stage 1 558 570 140 197 Stage 2 383 197 758 569 Platoon blocked,% Mov Cap-1 Maneuver 475 1105 141 70 777 63 70 375 Mov Cap-2 Maneuver 262 156 63 70 Stage 1 558 570 140 196 Stage 2 367 196 745 569 ch EB NB SB HCM Control Delay , s 0 0 13.4 14 .9 HCM LOS B B nor Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capac ity (ve h/h ) 451 475 -1105 375 HCM La ne V/C Ratio 0.046 -0.006 -0.035 HCM Con tro l De lay (s) 13.4 0 8.3 -14 .9 HCM Lane LOS B A A B HCM 95th %ti le Q(veh) 0.1 0 0 0.1 IKEA Renton Synchro 8 Report AM Peak -2016 With Projec t Lanes , Volumes , Timings 15 : SW 43rd St & IKEA East Owl 6/27 /2014 ~ --+ ~ ' '. .,, EBL EBT WBT WBR SSL SBR Lane Configura tions " tt tl+ '(' Vo lu me (vph ) 42 382 1302 29 0 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Sto rage Length (ft ) 100 0 0 0 Sto rage Lanes 1 0 0 1 Taper Length (ft ) 25 25 Li nk Spee d (mp h) 35 35 30 Li nk Di stan ce (ft ) 460 400 223 Trave l Ti me (s) 9.0 7.8 5.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Sha red Lane Tra ffic(%) Sign Co ntrol f ree Free Stop Area Type : Oth er Control Type: Un signal ized IKEA Rento n Synchro 8 Report AM Pea k -20 16 With Project HCM 2010 TWSC 15: SW 43rd St & IKEA East Dwy 6/27/20 14 Int Delay, s/v eh 0.4 EBl EBT T W8R SBL SB Vol, ve h/h 42 382 1302 29 0 12 Conflicti ng Peds, #/hr 0 0 0 0 0 0 Sig n Co ntrol Free Free Free Free Stop Stop RT Channel ized None None None Storag e Length 100 0 Veh in Median Storage, # 0 0 0 Grade,% 0 0 0 Peak Hou r Factor 92 92 92 92 92 92 Heavy Vehicle s, % 2 2 2 2 2 2 Mvmt Flow 46 41 5 1415 32 0 13 inor Mlnor2 Conflictin g Flow All 1447 0 0 1730 723 Stage 1 1431 Stage 2 299 Critica l Hdwy 4.14 6.84 6.94 Critical Hdwy Sig 1 5.84 Critica l Hdwy Sig 2 5.84 Fo ll ow-up Hdwy 2.22 3.52 3.32 Pot Cap-1 Maneuve r 464 79 369 Stage 1 186 Stage 2 726 Platoon blocked, % Mov Cap-1 Maneuve r 464 71 369 Mov Cap-2 Ma neuver 71 Stage 1 186 Stage 2 654 EB WB SB HCM Cont ro l De lay, s 1.3 0 15.1 HCM LOS C Mvmt ESL EBT WBT WBR SBLn1 Capacity (ve h/h) 464 369 HCM Lane VIC Ratio 0.098 0.035 HCM Con tro l Delay (s) 13.6 15 .1 HCM Lan e LOS B C HCM 95th %tile Q(veh) 0.3 0.1 IKEA Renton Synchro 8 Report AM Peak -20 16 With Project Lanes, Volumes, Timings 9 : IKEA West Dw:;t & SW 41st St 6/26/20 14 .,.J --+ ..... f +-'-~ t ~ '-. ! ~ EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST Lane Con fi gurations +t~ ~ ~ ~ Volu me (vph) 0 243 3 6 159 0 5 0 32 0 0 0 Ideal Flow (v phpl) 1900 1900 1900 1900 190 0 1900 1900 1900 1900 1900 1900 1900 Li nk Speed (mph ) 25 25 30 30 Li nk Di stance (ft) 760 490 215 175 Travel nme (s) 20.7 13.4 4.9 4.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lan e Traffic(%) Sign Co ntrol Free Fr ee Stop Stop Area Type: Othe r Control Type: Un signaliz ed IKEA Renton Synchro 8 Report PM Peak -20 16 With Proje ct H CM 2010 TWSC 9 : IKEA West Dwy & SW 41st St 6/26/201 4 ntersection Int Delay , s/veh 0.9 EB EBT EBR W8[ WBT WBR NB[ NBT NBR SBL SBT SB Vol , ve h/h 0 243 3 6 159 0 5 0 32 0 0 0 Co nfii ctin g Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contro l Fre e Free Free Free Free Free Stop Stop Stop Stop Stop Sto p RT Channelized -None -None -None -None Storag e Len gth Veh in Med ia n Sto rage, # 0 0 0 0 Grade,% 0 0 0 0 Peak Hour Fa ctor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Ve hic les , % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrnt Flow 0 264 3 7 173 0 5 0 35 0 0 0 Ma' 1 Ma' Minor1 Mlnor2 Confli ctin g Fl ow All 173 0 0 26 7 0 0 36 5 452 134 318 453 86 Stage 1 266 266 186 186 Stag e 2 99 186 132 26 7 Critical Hdwy 4.14 4.14 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 6.54 5.54 6.54 5.54 Cr itica l Hdwy Stg 2 6.54 5.54 6.54 5.54 Foll ow-up Hdwy 2.22 2.22 3.52 4.02 3.3 2 3.52 4.02 3.32 Pot Cap-1 Maneuver 1401 1294 566 502 890 611 50 1 956 Stage 1 716 687 798 745 Stage 2 896 745 858 687 Pl atoo n blocked, % Mov Cap -1 Maneuver 140 1 1294 563 499 890 584 498 956 Mov Cap-2 Ma neuve r 563 499 584 498 Stage 1 716 687 798 741 Stage 2 891 74 1 824 687 EB WB B SB HCM Contro l De lay, s 0 0.3 9.6 0 HCM LOS A A Mvmt NBLn1 EBL EBT EBR WBL WBT WBRS8Ln1 Capacity (ve h/h) 825 1401 -1294 HCM Lane VIC Ra ti o 0.049 -0.0 05 HCM Control De lay (s) 9.6 0 7.8 0 0 HCM Lane LOS A A A A A HCM 95th %tile Q(v eh ) 0.2 0 0 IKEA Renton Synchro 8 Report PM Peak-20 16 With Projec t Lanes, Volumes, Timings 10: IKEA Middle Dw~ & SW 41st St 6/27/2014 -+ " " +-~ I' EBT EBR WBL WBT NBL NBR Lane Configurations ++ -tt "I .,, Volume (vph) 285 0 0 98 7 30 Ideal Flow (vphpl ) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 30 Link Distance (ft) 100 436 178 Travel Time (s) 2.7 11.9 4.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic(%) Sign Con trol Free Free Stop ntersecllon Area Type : Other Control Type : Unsignalized IKEA Rent on Synchro 8 Report PM Peak -2016 With Project HCM 2010 TWSC 10: IKEA Middle Dwy & SW 4 1st St 6/27/2014 ntersedion Int Delay, s/veh 0.8 vement EBT EBR WBL WBT NBL NB~ Vol , ve h/h 285 0 0 98 7 30 Confl icting Peds, #/hr 0 0 0 0 0 0 Sign Co ntro l Free Free Free Fre e St op Stop RT Channelized None None None Storage Length 0 0 Ve h in Me dian Storage, # 0 0 0 Gra de,% 0 0 0 Peak Hou r Fac to r 92 92 92 92 92 92 Heavy Ve hi cles, % 2 2 2 2 2 2 Mvmt Fl ow 310 0 0 107 8 33 . IMilor M' ioorl Con fli cting Fl ow All 0 0 310 0 363 155 Stage 1 310 Sta ge 2 53 Critica l Hdwy 4.14 6.84 6.94 Cri tica l Hdwy Stg 1 5.84 Cri tical Hdwy Stg 2 5.84 Follow-u p Hdwy 2.22 3.52 3.32 Pot Ca p-1 Maneuver 1247 610 863 Stage 1 717 Stage 2 963 Platoon blocked,% Mov Cap-1 Maneuver 1247 610 863 Mov Cap-2 Ma neuver 610 Stage 1 717 Stage 2 963 EB we NB HCM Co ntro l De lay, s 0 0 9.6 HCM LOS A inor Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h ) 610 863 1247 HCM Lane V/C Ratio 0.01 2 0.038 HCM Control Delay (s) 11 9.3 0 HCM Lane LOS B A A HCM 95th %ti le Q(veh) 0 0.1 0 IKEA Re nton Synchro 8 Report PM Peak -20 16 With Project Lanes, Volumes, Timings 11: IKEA East Ow~ & SW 41st St 6/26/2014 ..> -+ ~ f -+-'-~ t ~ \.. + .-' l.aneGroul! ESL EBT EBR WBL WBT WBR NBL NBT NBR SSL SBT Lane Configurations 41+ 41+ ff ., .i. Volume (vph) 1 284 12 52 64 1 6 0 30 6 0 0 Idea l Fl ow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 30 30 Link Distance (ft) 436 400 201 174 Travel Time (s) 11.9 10.9 4.6 4.0 Peak Hour Fa cto r 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.9 2 0.92 0.92 0.92 Shared Lane Traffic(%) Sign Contro l Free Fre e Stop Stop ntersection Su Area Type: Other Control Type : Unsignalized !KEA Renton Synchro 8 Rep ort PM Peak -20 16 With Projec t HCM 2010 TWSC 11: IKEA East Dwy & SW 41 st St 6/26/2014 ntersection Int Delay, s/veh 1.9 Moviimiiit EBR W8[ WBT WBR SB( SBT Vo l, ve h/h 1 284 12 52 64 1 6 0 30 6 0 0 Confl ictin g Peds, #/h r 0 0 0 0 0 0 0 0 0 0 0 0 Sign Co ntrol Free Free Fr ee Free Fre e Free Stop Stop Stop Stop Stop Stop RT Channelized -None -None -None -None Storage Length 0 Veh in Med ian 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Fl ow 1 309 13 57 70 1 7 0 33 7 0 0 Ma' M ' Minor1 Minor2 Co nfli cti ng Fl ow All 71 0 0 322 0 0 465 50 1 161 340 50 7 35 Stage 1 317 317 183 183 Sta ge 2 148 184 157 324 Critical Hdwy 4.14 4.14 7.54 6.54 6.94 7.54 6.54 6.94 Criti ca l Hdwy Stg 1 6.54 5.54 6.54 5.54 Critical Hdwy Stg 2 6.54 5.54 6.54 5.54 Follow-up Hdwy 2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1527 1235 481 471 855 590 467 1030 Stage 1 669 653 80 1 747 Stage 2 840 746 829 648 Pl atoon bl ocke d,% Mov Cap-1 Maneuve r 1527 1235 463 448 855 546 444 1030 Mov Ca p-2 Maneuve r 463 448 546 444 Stage 1 668 652 800 711 Stage 2 800 710 797 647 EB WB NB SB HCM Control Delay, s 0 3.6 10 11 .7 HCM LOS B B Mvmt NBLn 1NBLn2 EBl EBT EBR WBL WBT WBR S8Ln1 Capacity (veh /h) 463 855 1527 -1235 -546 HCM Lane V/C Ratio 0.0 14 0.038 0.001 -0.046 -0.01 2 HCM Control De lay (s) 12.9 9.4 7.4 0 8.1 0.1 -11.7 HCM La ne LOS B A A A A A B HCM 95th %tile Q(veh) 0 0.1 0 0.1 0 IKEA Ren ton Synchro 8 Report PM Peak -20 16 Wi th Project L a nes , Volume s , Tim i ngs 12: Lind Ave SW & IKEA Dw~ 6/26 /2014 .,> -+ ~ ,( .,._ ' ~ t ,.. \. ! .,' EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Confi gu rations ~ ~ * ~ t~ ~ t~ Vo lume (vph) 13 0 76 32 0 32 19 200 3 12 586 26 Ideal Fl ow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Lengt h (ft) 0 0 0 0 100 0 100 0 Sto rage La nes 1 0 0 0 1 0 1 0 Taper Le ngth (ft) 25 25 25 25 Li nk Speed (mp h) 30 30 35 35 Lin k Di sta nce (ft ) 196 284 613 391 Trave l Time (s) 4.5 6.5 11.9 7.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic(%) Sig n Control Stop Stop Free Free ntersection Area Type: Other Co ntrol Type: Unsigna lized IKEA Re nton Syn chro 8 Re port PM Pea k -2016 With Project HCM 2010 TWSC 12: Lind Ave SW & IKEA Dwy 6/26/20 14 ntersection Int Delay, s/veh 2.1 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Vol, veh/h 13 0 76 32 0 32 19 20 0 3 12 586 26 Co nflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contro l Sto p Stop Stop Stop Stop Stop Fr ee Free Free Free Free Free RT Channe lized -None -None -None -None Sto rage Length 0 100 100 Veh in Med ian Sto rage, # 1 1 0 0 Gra de,% 0 0 0 0 Peak Hour Facto r 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Ve hi cles , % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 14 0 83 35 0 35 21 217 3 13 637 28 "1ajor/Minor Minor2 Minor1 Major1 Maior2 Con fli cting Fl ow All 827 939 333 605 951 110 665 0 0 221 0 0 Stage 1 677 677 260 260 Stage 2 150 262 34 5 691 Critica l Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 4.14 Criti ca l Hdwy Stg 1 6.54 5.54 6.54 5.54 Cri tica l Hdwy Stg 2 6.54 5.54 6.54 5.54 Foll ow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 2.22 Pot Cap -1 Maneuve r 264 263 663 382 258 922 920 1345 Stage 1 409 450 722 692 Stage 2 837 690 644 444 Platoon blocked,% Mov Cap-1 Ma neuver 248 255 663 326 250 922 920 1345 Mov Cap-2 Maneuver 334 351 421 339 Stage 1 400 446 706 676 Sta ge 2 787 674 558 440 EB WB B SB HCM Control Delay, s 11 .9 12.1 0.8 0.1 HCM LOS B B Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capac ity (veh/h) 920 -334 663 578 1345 HCM Lane VIC Ratio 0.022 -0.042 0.125 0.12 0.0 1 HCM Control Delay (s) 9 -16.3 11.2 12 .1 7.7 HCM Lane LOS A C B B A HCM 95th %ti le Q(veh) 0.1 0.1 0.4 0.4 0 IKEA Renton Synchro 8 Report PM Peak -20 16 With Project La ne s, Volumes , Timing s 13: SW 43rd St & IKEA We st Ow~ 7/3/20 14 .,,J -+ ~ '-'.. .,, EBT WBT WBR SBL SBR Lane Configu rations "i H t~ ¥ Volume (v ph } 45 123 7 103 1 13 11 17 Ideal Fl ow (vph pl) 1900 1900 1900 1900 1900 1900 link Speed (mph} 35 35 30 link Distance (ft) 780 566 22 4 Tra ve l Time (s) 15.2 11 .0 5.1 Peak Hou r Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Tra ffi c(%) Sign Cont rol Free Free Stop ntersection Area Type: Othe r Con trol Type: Un signalized IKEA Renton Syn chro 8 Rep ort PM Pe ak -2016 With Project HC M 2010 TWSC 13: SW 43rd S t & IKEA West Dwy 7/3/2014 ntersection Int Delay , s/veh 0.5 EBL EBT WBT WBR SSL s Vo l, ve h/h 45 1237 103 1 13 11 17 Conflicting Peds, #/h r 0 0 0 0 0 0 Sig n Co ntro l Free Free Free Free Sto p Stop RT Channelized None None None Sto rage Length 0 0 Veh in Median Storage,# 0 0 0 Grade,% 0 0 0 Peak Hour Facto r 92 92 92 92 92 92 Heavy Ve hicles,% 2 2 2 2 2 2 Mvmt Flow 49 1345 1121 14 12 18 Mmi2 Co nfl icti ng Fl ow All 1135 0 0 1898 567 Stage 1 1128 Stage 2 770 Crit ical Hdwy 4.14 6.84 6.94 Criti ca l Hdwy Stg 1 5.84 Critica l Hdwy Stg 2 5.84 Foll ow -u p Hd wy 2.22 3.52 3.32 Pot Cap-1 Maneuve r 611 61 46 7 Stage 1 271 Stage 2 417 Platoon blocked, % Mov Cap-1 Maneuve r 611 56 46 7 Mov Cap-2 Maneuve r 170 St age 1 271 Stage 2 384 EB WB SB HCM Con trol De lay, s 0.4 0 19.6 HCM LOS C Mvmt EBL EBT WBT WB R S8Ln1 Capac ity (veh/h) 611 277 HCM Lane V/C Ratio 0.08 0.11 HCM Control Delay (s) 11.4 19.6 HCM Lane LOS B C HCM 95th %tile Q(veh ) 0.3 0.4 IKEA Rento n Synchro 8 Report PM Pe ak • 2016 With Proje ct Lanes, Volumes, Timings 14: SW 43rd St & IKEA Middle Dwl 6/27/2014 .,> ....... ..... "" +-'-~ t ,,.. '-. ! ..,, EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT s Lane Configurations .,.~ lj .,..,. * .,, Volume (vph) 0 1245 7 12 1014 0 4 0 6 0 0 30 Ideal Fl ow {vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 100 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Li nk Speed {mph) 35 35 30 30 Link Distance {ft) 566 460 161 201 Tra vel Tim e (s) 11.0 9.0 3.7 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared La ne Tr affic(%) Sign Control Free Free Stop Stop ntersection Sum Area Type : Other Control Type: Un signalized !KEA Re nton Synchro 8 Report PM Peak -2016 With Project HCM 201 0 TWSC 14: SW 43rd St & IKEA Middle Dwy 6/27/2014 .ntasection Int Delay, s/veh 0.3 EBL EST EBR WBL WBT WBR NBL NBT NBR SSL SBT ~ Vol, veh/h 0 1245 7 12 1014 0 4 0 6 0 0 30 Confl icting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Fre e Free Free Stop Stop Stop Stop Stop Stop RT Cha nnel ized -None -None -None -None Storage Length 100 0 Ve h in Med ian Storage , # 0 0 1 0 Grad e,% 0 0 0 0 Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Fl ow 0 1353 8 13 11 02 0 4 0 7 0 0 33 Minorl Minor2 Co nflicti ng Fl ow All 1102 0 0 136 1 0 0 1934 2485 680 1805 2489 55 1 Stage 1 1357 1357 1128 11 28 Stage 2 577 11 28 677 136 1 Cri ti cal Hdwy 4.14 4.14 7.54 6.54 6.94 7.54 6.54 6.94 Critica l Hdwy Stg 1 6.54 5.54 6.54 5.54 Crit ical Hdwy Stg 2 6.54 5.54 6.54 5.54 Follow-u p Hdwy 2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Po t Cap-1 Ma neuve r 629 501 40 29 393 50 29 478 Stage 1 157 215 218 278 Stage 2 469 278 409 215 Platoon bl ocked, % Mov Cap-1 Maneuve r 629 501 37 28 393 48 28 478 Mov Cap-2 Maneuve r 117 122 48 28 Stage 1 157 215 218 27 1 Sta ge 2 426 271 402 215 EB WB NB SB HCM Con tro l Delay, s 0 0.1 23.8 13 .1 HCM LOS C B Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capac ity (ve h/h) 202 629 -501 478 HCM Lane V/C Ratio 0.054 -0.026 -0.068 HCM Con tro l Delay (s) 23.8 0 -12.4 -13.1 HCM Lane LOS C A B B HCM 95t h %ti le Q(veh) 0.2 0 0.1 0.2 IKEA Ren ton Synchro 8 Report PM Peak -2016 Wit h Project Lanes, Volumes, Timings 15: SW 43rd St & IKEA East Dw;t 6/27/2014 .,)--+ +-' '-.. .,, ESL EBT WBT WBR SSL SBR Lane Configurations ' H -t~ .,, Volume (vph} 52 1153 985 37 0 30 Ideal Flow (vphpl) 1900 1900 1900 1900 19 00 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 0 Taper Length (ft) 25 25 Link Speed (mph} 35 35 30 Link Distance (ft} 460 400 223 Trave l Time (s) 9.0 7.8 5.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic(%} Sign Control Free Free Stop Area Type: Other Control Type: Unsigna lized IKEA Renton Synchro 8 Rep ort PM Peak -2016 With Proj ect HCM 2010 TWSC 15: SW 43rd St & IKEA East Dwy 6/27/20 14 ntersedlon Int Delay, s/veh 0.4 ESL EBT WBT WBR SBl s~ Vo l, ve h/h 52 1153 985 37 0 30 Co nfl icting Peds , #/hr 0 0 0 0 0 0 Sign Control Free Free Fre e Free Stop Stop RT Channelized None None None Storage Length 100 0 Veh in Median Stora ge , # 0 0 0 Grade ,% 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Ve hi cles, % 2 2 2 2 2 2 Mvmt Fl ow 57 1253 1071 40 0 33 Ma Ma' Mlnor2 Conflicting Flow All 111 1 0 0 1831 555 Stage 1 1091 Stage 2 740 Cri ti cal Hd wy 4.1 4 6.84 6.94 Critical Hd wy Stg 1 5.84 Critical Hd wy Stg 2 5.84 Fo ll ow-up Hdwy 2.22 3.52 3.32 Pot Cap-1 Maneuver 624 68 475 Stage 1 283 Stage 2 433 Platoo n blocked ,% Mov Cap -1 Maneuver 624 62 475 Mov Cap-2 Maneuver 62 Stage 1 283 Stage 2 393 EB W8 SB HCM Co ntrol Delay , s 0.5 0 13.1 HCM LOS B Minor Lane/M . Mvmt EBL EBT WBT WBR S8Ln1 Capac ity (ve h/h) 624 475 HCM Lane V/C Ratio 0.091 0.069 HCM Contro l Dela y (s) 11 .3 13 .1 HCM Lan e LOS B B HCM 95th %tile Q(veh} 0.3 0.2 IKEA Renton Synchro 8 Report PM Peak -2016 With Proje ct Lanes, Volumes , Timings 9: IKEA West Dw:t & SW 41 st St 6/27 /201 4 __, -+ " " +-' ~ t ~ \. + .,, EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Co nfig ur ati ons +lf+ 4'~ 4# 4# Volum e (vph ) 0 78 2 17 12 5 0 2 0 18 2 0 1 Ideal Fl ow (vp hp l) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lin k Speed (mph) 25 25 30 30 Li nk Di sta nce (ft) 760 490 215 175 Tra vel Time (s) 20 .7 13.4 4.9 4.0 Peak Hou r Fac tor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffi c(%) Sig n Con tro l Free Free Stop Stop ntersection Summa Area Type : Other Control Type: Unsignal ized IKEA Re nto n Synchro 8 Report Saturday Peak -2016 Wit h Project HCM 2010 TWSC 9 : IKEA West Dwy & SW 41 st St 6/27/20 14 ntersection Int Delay, s/ve h 1.4 EBL EBT EBR WBL: WBT WBR BL NBT NBR SBL SBT SB Vo l, ve h/h 0 78 2 17 125 0 2 0 18 2 0 1 Co nfli cti ng Pe ds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Contro l Fre e Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized -None -None -None -None Storage Length Veh in Median Storage ,# 0 0 0 0 Grad e,% 0 0 0 0 Pea k Hou r Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicle s, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 85 2 18 136 0 2 0 20 2 0 1 Ma Minor1 Minor2 Co nfl icting Fl ow All 136 0 0 87 0 0 191 259 43 215 260 68 Stage 1 86 86 173 173 Stage 2 105 173 42 87 Critical Hdwy 4.14 4.14 7.54 6.54 6.94 7.54 6.54 6.94 Cri tica l Hdwy Stg 1 6.54 5.54 6.54 5.54 Critica l Hdwy Stg 2 6.54 5.54 6.54 5.54 Fo ll ow-up Hdwy 2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Pot Ca p-1 Maneuve r 1446 1507 752 644 1018 723 643 981 Stage 1 912 823 812 755 Stage 2 889 755 967 822 Pl atoon bl ocked, % Mov Cap -1 Maneuver 1446 1507 744 636 1018 702 635 981 Mov Cap -2 Mane uv er 744 636 702 635 Stage 1 912 823 812 745 Stage 2 876 74 5 948 822 EB WB NB SB HCM Control Delay, s 0 0.9 8.7 9.7 HCM LOS A A inor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WB RSBLn1 Capac ity (veh/h) 982 1446 -1507 -776 HCM Lane V/C Ratio 0.022 -0.012 -0.004 HCM Control Delay (s) 8.7 0 7.4 0 9.7 HCM Lane LOS A A A A A HCM 95 th %tile Q(ve h) 0.1 0 0 0 IKEA Ren ton Syn chro 8 Report Satu rday Peak -20 16 With Project La nes , Volumes , Timi ngs 10: IKEA Middle D~ & SW 4 1st St 6/27 /201 4 -+ "t "' +-~ ,... EBT EBR WBL WBT NBL NBR La ne Configu rati ons tt tt "I ., Vo lume (vph ) 93 0 0 117 21 123 Idea l Flow (v phpl} 1900 1900 1900 1900 1900 1900 Lin k Speed (mp h) 25 25 30 Link Di stance (ft) 100 436 178 Travel Ti me (s) 2.7 11.9 4.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lan e Traffic (%} Sign Contro l Fr ee Free Stop nterseclion 811111118 Area Type : Other Co ntrol Type: Un si gna lized IKEA Ren ton Syn chro 8 Report Satu rday Peak -20 16 Wi th Project HCM 2010 TWSC 10: IKEA Middle Dwy & SW 41 st St 6/27/20 14 ntersection Int Delay, s/veh 3.7 EBT EBR W8[ :r BL NBR Vo l, ve h/h 93 0 0 117 21 123 Confl icti ng Peds, #/h r 0 0 0 0 0 0 Sign Co ntro l Free Free Fre e Free Stop Stop RT Channel ized -None -None None Storage Length 0 0 Veh in Median Storage,# 0 0 0 Gra de,% 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Ve hi cl es, % 2 2 2 2 2 2 Mvmt Fl ow 101 0 0 127 23 134 ,,_. nor Minor1 Conflicti ng Fl ow All 0 0 101 0 165 51 Stage 1 101 Sta ge 2 64 Crit ical Hd wy 4.14 6.84 6.94 Critical Hdwy Stg 1 5.84 Cri tical Hdwy Stg 2 5.84 Foll ow-up Hdwy 2.22 3.52 3.32 Pot Cap-1 Maneuver 1489 809 1006 Stag e 1 912 Stage 2 95 1 Platoon blocked , % Mov Cap-1 Maneuve r 1489 809 1006 Mov Ca p-2 Ma neuve r 809 Stage 1 912 Stage 2 951 roach EB WB NB HCM Control Delay, s 0 0 9.2 HCM LOS A Mvrnt NBLn 1NBLn2 EBT EBR WBL WBT Capaci ty (veh/h) 809 1006 -1489 HCM Lane V/C Rati o 0.028 0.133 HCM Con tro l Delay (s) 9.6 9.1 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.1 0.5 0 IKEA Renton Synchro 8 Report Saturday Peak -2016 With Project Lanes, Volumes, Timings 11: IKEA East Owl & SW 41st St 6/27/2014 __J .... f .,..._ ' ~ t ,,. '. + ~ -+ EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations +1'f+ +1'f+ 4' '(' +t+ Volume (vph) 0 212 34 204 76 0 20 0 124 0 0 0 Idea l Flow (vph pl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 30 30 Link Distance (ft) 436 400 201 174 Travel Time (s) 11.9 10.9 4.6 4.0 Peak Hour Facto r 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic(%) Sign Contro l Free Free Stop Stop ntersection Area Type: Other Control Type: Unsignalized IKEA Renton Synchro 8 Report Saturday Peak -2016 With Project HCM 2010 TWSC 11 : IKEA East Dwy & SW 41st St 6/27/201 4 ntersectlon Int Delay , s/veh 5 EBL EBT EBR W8l WBT WBR NBL NB NBR SB[ SBT Vol, ve h/h 0 212 34 204 76 0 20 0 124 0 0 0 Confii ctin g Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sig n Con trol Free Free Free Free Free Free Stop Stop Stop Stop St op Stop RT Chan neliz ed -None -None -None -None Sto rage Le ngth 0 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 Ve hi cles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 230 37 222 83 0 22 0 135 0 0 0 Mlnor1 Minor2 Co nfli cting Flow All 83 0 0 267 0 0 734 775 134 641 793 41 Stage 1 249 249 526 526 Stage 2 485 526 11 5 26 7 Cri tica l Hdwy 4.14 4.14 7.54 6.54 6.94 7.54 6.54 6.94 Critica l Hdwy Stg 1 6.54 5.54 6.54 5.54 Critical Hdwy Stg 2 6.54 5.54 6.54 5.54 Fo ll ow-up Hdwy 2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 15 12 129 4 308 327 890 360 320 1021 Stage 1 733 699 503 527 Stage 2 532 527 877 687 Platoon bl ocked,% Mov Cap-1 Mane uve r 1512 1294 265 268 890 26 3 262 102 1 Mov Cap-2 Maneuver 265 268 263 262 Stage 1 733 699 503 432 Stage 2 436 432 744 687 roacfi EB WB NB SB HCM Control Delay, s 0 6.1 11 .2 0 HCM LOS B A inor LaneJMaior Mvrnt NBln1 NBln2 EBL EBT EBR WBL WBT WBR SBLn1 Capac ity (veh/h) 265 890 1512 -1294 HCM Lane V/C Ratio 0.082 0.151 -0.171 HCM Con tro l Delay (s) 19.8 9.8 0 8.4 0.1 0 HCM Lane LOS C A A A A A HCM 95th %ti le Q(veh) 0.3 0.5 0 0.6 IKEA Renton Synchro 8 Report Saturday Peak -20 16 With Project Lanes, Volumes, Timings 12: Lind Ave SW & IKEA Ow~ 6/27/2014 _,J .... f +-'-~ t ,,. '. + .,, ..... Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SSL SBT ~ Lane Configurations "! 'ft ~ "! tt+ "! tt+ Volume (vph) 51 0 309 11 1 7 73 101 3 1 139 107 Id eal Fl ow (v php l) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 100 0 100 0 Storage Lanes 1 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Link Speed (mph) 30 30 35 35 Link Distance (ft) 196 284 613 391 Trave l Time (s) 4.5 6.5 11 .9 7.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic(%) Sign Control Stop Stop Free Free Intersection Area Type: Other Control Type: Unsignal ized IKE A Renton Synchro 8 Report Saturday Peak -20 16 With Project H CM 20 10 TWSC 12: Lind Ave SW & IKEA Dwy 6/27/20 14 ntersectlon Int Delay, s/ve h 6.2 EBl EBT EBR WBL: WBT WBR NBL NBT NBR SSL SST SBR Vo l, veh /h 51 0 309 11 1 7 73 10 1 3 1 139 107 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Sto p Sto p Sto p Sto p Sto p Stop Fr ee Free Free Free Fre e Free RT Channe lized -None -None -None -None Sto ra ge Leng th 0 100 100 Veh in Med ian Storage, # 1 1 0 0 Grade,% 0 0 0 0 Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Veh icles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 55 0 336 12 8 79 110 3 151 116 Ma' fMinor Minor2 Minor1 Ma' Co nflicting Fl ow All 425 483 134 348 540 57 26 7 0 0 113 0 0 Stage 1 211 211 270 270 Stage 2 214 272 78 270 Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 4.14 Cri tica l Hd wy Stg 1 6.54 5.54 6.54 5.54 Critical Hdwy Stg 2 6.54 5.54 6.54 5.54 Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 2.22 Pot Cap-1 Maneuver 51 3 482 890 582 447 997 1294 1474 Sta ge 1 77 1 726 713 685 Stage 2 768 683 922 685 Pl atoon blocked,% Mov Cap-1 Maneuve r 484 452 890 345 41 9 997 1294 1474 Mov Ca p-2 Mane uve r 549 51 4 409 475 Stage 1 72 4 726 669 643 Stage 2 714 64 1 574 685 roach EB WB NB SB HCM Control De lay , s 11 .6 12.1 3.3 0 HCM LOS B B Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SSL SBT SBR Capa city (veh/h) 1294 -549 890 527 1474 HCM Lane V/C Ratio 0.061 -0.101 0.377 0.039 0.001 HCM Contro l De lay (s) 8 -12.3 11 .5 12.1 7.4 HCM Lane LOS A B B B A HCM 95t h %tile Q(veh ) 0.2 0.3 1.8 0.1 0 IKEA Rento n Syn chro 8 Rep ort Sa turday Peak -2016 With Proje ct La nes, Volumes , Timings 13: SW 43rd St & IKEA West Owl 7/3/20 14 __;. -+ +-' \. .,' EBL EBT WBT WBR SBL SBR Lane Configu rations ' H tl+ ¥ Vol um e (vp h) 47 1068 11 98 44 33 13 Idea l Fl ow (vphpl ) 1900 190 0 1900 1900 1900 1900 Li nk Spee d (mph) 35 35 30 Lin k Distance (ft ) 780 566 224 Trave l Ti me (s) 15.2 11.0 5.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Sha red La ne Traffic(%) Sign Control Free Free Stop Area Type : Othe r Co ntro l Type: Unsign al iz ed IKEA Re nton Syn chro 8 Rep ort Sa tu rday Pea k· 2016 With Proj ec t HC M 2010 TWSC 13: SW 4 3 rd St & IKEA West Dwy 7/3/2014 ntersedlon Int Delay, s/ve h 0.9 ESL EBT WBT WBR SBL s Vol, veh/h 47 1068 1198 44 33 13 Conflict ing Peds , #/hr 0 0 0 0 0 0 Sig n Control Free Fre e Free Free Stop Stop RT Chann elized None None None Sto rage Length 0 0 Veh in Med ian Storage,# 0 0 1 Grade,% 0 0 0 Pea k Hour Facto r 92 92 92 92 92 92 Heavy Ve hicl es, % 2 2 2 2 2 2 Mvmt Flow 51 1161 1302 48 36 14 M Minor2 Con fli ctin g Flow All 1350 0 0 2009 675 Stage 1 1326 St age 2 683 Critical Hd wy 4.14 6.84 6.94 Cri ti ca l Hd wy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-u p Hdwy 2.22 3.52 3.32 Po t Cap -1 Maneuver 506 51 396 Stage 1 212 Stage 2 463 Platoon blocked, % Mov Cap-1 Maneuver 506 46 396 Mov Ca p-2 Maneuve r 147 Stage 1 212 Stage 2 416 EB we SB HCM Cont ro l De lay, s 0.5 0 32 .7 HCM LOS D nor Mvmt EBL EST WBT WBR S8Ln1 Capacity (veh/h) 506 179 HCM Lane V/C Ratio 0.101 0.279 HCM Control Delay (s) 12.9 32.7 HCM Lane LOS B D HCM 95th %ti le Q(ve h) 0.3 1.1 IKEA Ren ton Synchro 8 Report Sa turday Peak-2016 With Pro ject Lanes, Volumes, Timings 14: SW 43rd St & IKEA Middle D~ 6/27/2014 .,;. -+ '+ f .-'-"' t ~ \. ! .; ESL EBT EBR W8[ WBT WBR NBL NBT NBR SBL SBT Lane Con figurations tf+ "i tt ~ .,, Volume (v ph) 0 1109 7 7 1164 0 4 0 2 0 0 81 Id eal Flow (vp hpl ) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 100 0 0 0 0 0 Storage Lane s 0 0 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Link Speed (mp h) 35 35 30 30 Link Distance (ft) 566 460 161 201 Trave l Time (s) 11.0 9.0 3.7 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.9 2 Shared Lane Traffic(%) Sign Control Free Free Stop Stop , ntersection Summa Area Type : Other Con tro l Type: Uns ig naliz ed IKE A Rent on Synchro 8 Report Sat urday Peak -2016 With Project HCM 201 0 TWSC 14 : SW 4 3 rd St & IKEA Middle Dwy 6/27/2014 . nlersection In t Delay , s/veh 0.7 EBL EBT EBR NBL NBT NBR SBL SBT SB~ Vo l, ve h/h 0 1109 7 7 11 64 0 4 0 2 0 0 81 Con fl ic ting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sig n Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Sto p RT Channelized -None -None -None -None Storage Length 100 0 Ve h in Median Storage, # 0 0 1 0 Grade,% 0 0 0 0 Peak Hou r Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Ve hi cles , % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1205 8 8 1265 0 4 0 2 0 0 88 iMinor ·or1 Ma' Minor1 Minor2 Co nflic ting Fl ow All 1265 0 0 1213 0 0 1857 2489 607 1883 2493 633 Stage 1 1209 1209 1280 1280 Stage 2 648 1280 603 1213 Critica l Hdwy 4.14 4.1 4 7.54 6.54 6.94 7.54 6.54 6.94 Critica l Hdwy Stg 1 6.54 5.54 6.54 5.54 Cri tical Hdwy Stg 2 6.54 5.54 6.54 5.54 Foll ow -u p Hdwy 2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap -1 Maneuver 545 57 1 45 29 439 43 29 422 Stage 1 194 254 175 235 Stage 2 425 235 453 253 Platoo n blocked,% Mov Cap-1 Maneuve r 545 571 35 29 439 42 29 422 Mov Cap-2 Maneuver 126 124 42 29 Stage 1 194 254 175 232 Stage 2 332 232 451 253 EB we NB SB HCM Control De lay, s 0 0.1 27.7 15.8 HCM LOS D C inor Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 165 545 57 1 -422 HCM Lane V/C Ratio 0.04 -0.013 -0.209 HCM Control Delay (s) 27.7 0 -11.4 15.8 HCM Lane LOS D A B C HCM 95th %tile Q(veh) 0.1 0 0 0.8 IKEA Renton Synchro 8 Report Saturday Pe ak -20 16 With Proje ct La nes, Volume s , Timings 15: SW 4 3 rd St & IKEA E ast Ow~ 6/27 /2014 .,J --+ ,._ 4-.. '-. ~ ESL EBT WBT WBR S8L SBR Lane Con fi gurations ""i H t~ ,, Volume (vp h) 135 1034 1008 137 0 81 Ideal Flow (vp hpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lan es 1 0 0 1 Taper Length (ft) 25 25 Lin k Spe ed (mph) 35 35 30 Li nk Di stance (ft) 460 400 223 Travel Time (s) 9.0 7.8 5.1 Peak Hour Facto r 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic(%) Sign Co ntrol Free Free Sto p ntersec:tion Area Type: Other Control Type : Unsigna lized IKEA Renton Syn chro 8 Report Satu rday Pe ak · 2016 With Project HCM 2010 TWSC 15: SW 43rd St & IKEA East Dwy 6/27/2014 Int Delay , s/veh 1.3 EBL EBT WBT W8R SBL s Vol , veh /h 135 1034 1008 137 0 81 Conflicting Peds , #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channel ized None None None Storage Length 100 0 Veh in Median Storage,# 0 0 0 Grade ,% 0 0 0 Pe ak Hour Factor 92 92 92 92 92 92 Heavy Vehicles , % 2 2 2 2 2 2 Mvmt Flow 147 1124 1096 149 0 88 tor/Minor Majorl Major2 Minor2 Conflicting Flow All 1245 0 0 2025 622 Stage 1 1170 Stage 2 855 Critica l Hdwy 4.14 6.84 6.94 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 2.22 3.52 3.32 Pot Cap-1 Maneuver 555 50 430 Stage 1 257 Stage 2 377 Platoon blocked, % Mov Cap-1 Maneuver 555 37 430 Mov Cap-2 Maneuver 37 Sta ge 1 257 Stage 2 277 ch EB we SB HCM Control De lay, s 1.6 0 15.5 HCM LO S C Mvmt EBL EBT WBT WBR S8Ln1 Capacity (v eh/h ) 555 430 HCM Lane V/C Ratio 0.264 0.205 HCM Contro l Delay (s) 13 .8 15 .5 HCM Lane LOS B C HCM 95th %t ile Q(ve h) 1.1 0.8 IK EA Renton Sync hro 8 Report Sat urday Peak -2016 Wit h Proje ct Appendix D In terse c ti on Queue Worksheets Trans portation Impact Stu d y IKEA Re nton Redevelopment HCM 2 010 TWSC 1: Oakesdale Ave SW & SW 41 st St 6/27/2014 ntersedion Int Delay, s/veh 4 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Vo l, ve h/h 3 1 2 69 11 25 35 590 63 22 157 5 Co nfl icting Peds, #/hr 2 0 2 2 0 2 0 0 0 0 0 0 Sign Control Sto p Stop Stop Stop Stop Stop Fr ee Free Free Free Free Free RT Channelized -None -None -None -None Sto rage Length 0 200 Veh in Med ian Stora ge, # 0 0 0 0 Grade ,% 0 0 0 0 Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicle s, % 33 33 33 10 10 10 7 7 7 19 19 19 Mvmt Flow 3 1 2 78 12 28 39 663 71 25 176 6 Minor2 Minor1 M" Ma Confli cti ng Fl ow All 649 1045 93 91 9 1012 369 184 0 0 736 0 0 Stage 1 23 1 23 1 779 779 Stage 2 41 8 814 140 233 Critical Hdwy 8.16 7.16 7.56 7.7 6.7 7.1 4.24 4.48 Cri ti ca l Hd wy Stg 1 7.16 6.16 6.7 5.7 Critical Hdwy Stg 2 7.16 6.16 6.7 5.7 Foll ow-u p Hdwy 3.83 4.33 3.63 3.6 4.1 3.4 2.27 2.39 Pot Cap-1 Maneuve r 299 183 855 214 225 606 1352 762 Stage 1 670 64 1 338 386 Stage 2 507 324 826 691 Platoon bl ocked , % Mov Cap-1 Maneuve r 255 168 854 199 206 605 1352 762 Mov Cap-2 Maneuve r 255 168 199 206 Stage 1 636 619 321 366 Stage 2 444 308 795 667 B we NB SB HCM Contro l De lay, s 17.3 30.8 0.6 1.2 HCM LOS C D inor Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (ve h/h ) 135 2 -299 200 605 762 HCM Lan e VIC Rati o 0.029 -0.023 0.449 0.04 6 0.032 HCM Co ntro l De lay (s) 7.7 0.2 -17.3 36 .9 11.2 9.9 HCM Lane LOS A A C E B A HCM 95t h %tile Q(ve h) 0.1 0.1 2.1 0.1 0.1 IKEA Re nto n Synchro 8 Repo rt AM Pe ak -2016 Wit h Project Queues 3: Lind Ave SW & SW 41st St 6/27 /2014 ./ -+ f +-~ t '-. + EBL EBT WBT NBl NBT SSL SBT Lane Group Flow (vph) 18 56 67 283 22 594 26 127 v/c Ratio 0.09 0.08 0.20 0.24 0.09 0.49 0.11 0.11 Control Delay 28.1 19.3 24.8 7.2 27 .8 16.6 27.6 13.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.1 19.3 24.8 7.2 27.8 16.6 27.6 13.9 Queue Length 50th (ft) 4 5 16 7 5 64 6 11 Queue Length 95th (ft) 26 24 64 50 30 171 34 39 Internal Link Dist (ft) 320 1279 311 341 Tum Bay Length (ft) 125 200 200 200 Base Capacity (vph) 959 2401 1174 2700 1196 3041 1101 2765 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 0.02 0.02 0.06 0.10 0.02 0.20 0.02 0.05 ! ntersection IKEA Renton Synchro 8 Report AM Peak -2016 With Project Queues 4: 80th Ave S/Oakesdale Ave SW & SW 43rd St 6/27/2014 .,) f ._ .... t \. i --+ EBL EBT WBL WBT NBL NBT S8L SST Lane Group Flow (vph) 213 506 63 1282 104 320 34 197 v/c Ratio 0.69 0.25 0.11 0.68 0.44 0.58 0.17 0.45 Control Delay 26.3 12 .5 15 .4 39.1 44.4 52.8 37.2 25.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Dela y 26.3 12 .5 15.4 39.1 44 .4 52.8 37 .2 25.8 Queue Length 5oth (ft) 60 95 25 470 71 133 22 37 Queue Length 95th (ft) #179 160 m50 m646 110 171 45 68 Internal Link Dist (ft) 357 700 336 931 Turn Bay Length (ft) 125 125 200 200 Base Capacity (vph) 324 2056 749 1885 241 702 232 711 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 0.66 0.25 0.08 0.68 0.43 0.46 0.15 0.28 ntersection # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. IKEA Re nton Synchro 8 Report AM Peak -2016 With Proj ect Queues 5: Lind Ave SW & SW 43rd St 6/27/2014 .,} _. ~ ._ "' t .... i .,, Group EBL EBT WBL WBT N8L N8T SB[ SBT SBR Lane Group Fl ow (vph) 101 319 8 1878 26 38 48 50 80 v/c Ratio 0.58 0.13 0.10 0.92 0.22 0.31 0.44 0.45 0.43 Control Delay 75.8 5.7 71.1 12.1 57.6 58.0 68 .8 69.4 15.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 75 .8 5.7 71.1 12 .1 57.6 58.0 68.8 69.4 15.1 Queue Length 50th (ft) 89 26 7 131 21 30 41 43 0 Queue Le ngth 95th (ft) 145 62 m6 m#755 47 60 83 86 39 Internal Link Dist (ft) 320 902 344 533 Turn Bay Length (ft) 200 100 75 200 Base Capacity (vph) 179 2395 166 2045 253 266 242 245 305 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Redu ctn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.56 0.13 0.05 0.92 0.10 0.14 0.20 0.20 0.26 ntersection # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Vol ume for 95th percentile queue is metered by upstream signal. IKEA Renton Synchro 8 Report AM Peak -2016 With Proj ec t HCM 2010 TWSC 1: Oakesdale Ave SW & SW 41 st St 6/27/2014 ntersecllon Int Delay, s/veh 6.3 vement ESL EST EBR T WBR NBL NBT NBR SBL SBT SB Vol, veh/h 4 24 26 97 5 53 3 229 107 108 576 2 Conflicting Peds , #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Fre e Fre e Free Free Free RT Channelized -None -None -None -None Storage Length 0 200 Ve h in Medi an Storage, # 0 0 0 0 Grade,% 0 0 0 0 Peak Hou r Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicle s, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Fl ow 4 26 29 107 5 58 3 252 118 119 633 2 Minor2 Mlnor1 Ma' 1 Conflicting Flow All 1006 1247 318 884 1190 185 635 0 0 369 0 0 Stage 1 87 1 87 1 317 317 Stage 2 135 376 567 873 Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Hdwy Stg 1 6.5 5.5 6.5 5.5 Criti ca l Hdwy Stg 2 6.5 5.5 6.5 5.5 Follow -up Hd wy 3.5 4 3.3 3.5 4 3.3 2.2 2.2 Pot Cap -1 Maneuver 198 175 684 243 189 832 958 1201 Stage 1 316 37 1 674 658 Stage 2 860 620 481 370 Platoon blo cked,% Mov Cap -1 Maneuver 166 157 684 187 170 832 958 1201 Mov Cap-2 Maneuv er 166 157 18 7 170 Sta ge 1 315 334 671 655 Stage 2 790 618 382 333 ch EB NB SB HCM Co nt rol Delay , s 23 .7 36.2 0.1 1.3 HCM LO S C E Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (ve h/h) 958 25 1 186 832 1201 HCM Lane V/C Ratio 0.003 -0.236 0.603 0.07 0.099 HCM Contro l De lay (s) 8.8 0 -23.7 50 9.7 8.3 HCM Lane LO S A A C F A A HCM 95th %til e Q(veh) 0 0.9 3.3 0.2 0.3 !KE A Renton Synchro 8 Report PM Peak -20 16 With Proje ct Queues 3 : Lind Ave SW & SW 41st St 6/27 /20 14 .,,,. -+ f ._ ~ t '-. + ne EBL EBT W8l WBT N8L NBT SBL Lane Gro up Flow (v ph ) 34 32 1 58 103 34 238 213 585 v/c Ratio 0.17 0.37 0.25 0.1 0 0.17 0.3 5 0.53 0.43 Con tro l Delay 34.0 22 .4 33.5 14.9 34.0 24.8 30.7 19.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Delay 34.0 22.4 33.5 14.9 34.0 24 .8 30.7 19.4 Queu e Length 50th (ft ) 13 51 22 10 13 40 77 104 Queue Len gth 95th (ft) 46 11 1 67 34 46 86 173 181 Internal Lin k Dist (ft ) 320 1279 311 341 Turn Bay Length (ft) 125 200 200 200 Base Capaci ty (vp h) 891 2677 89 1 2619 891 2672 89 1 2762 Starvat ion Cap Red uctn 0 0 0 0 0 0 0 0 Sp illba ck Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ra tio 0.04 0.12 0.07 0.04 0.04 0.09 0.24 0.2 1 Intersection Sum IKEA Rento n Synchro 8 Report PM Peak -2016 Wi th Proje ct Queues 4 : 80th Ave S/Oakesdale Ave SW & SW 43rd St 6/27/2014 .,} -+ f +-~ t '-. + Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Grou p Flow (v ph ) 152 1227 59 983 104 188 155 585 v/c Rat io 0.45 0.62 0.23 0.52 0.50 0.28 0.43 0.80 Control Delay 15.0 23 .5 7.1 9.6 42 .0 28.3 38.5 50 .8 Queu e Del ay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Delay 15.0 23 .5 7.1 9.6 42.0 28.3 38.5 50 .8 Queue Length 50 th (ft) 51 387 6 70 66 45 102 213 Queue Le ngth 95th (ft) 90 515 m22 142 108 76 154 273 Internal Li nk Dist (ft) 35 7 700 336 93 1 Tum Bay Leng th (ft) 125 125 200 200 Ba se Ca pacity (vph ) 35 1 1989 379 1888 23 0 832 36 7 833 Starvation Ca p Reductn 0 0 0 0 0 0 0 0 Spill back Cap Redu ctn 0 0 0 0 0 0 0 0 Storage Cap Red uctn 0 0 0 0 0 0 0 0 Red uced v/c Ratio 0.43 0.62 0.16 0.52 0.45 0.23 0.42 0.70 ntersection Su m Volum e fo r 95 th percent ile que ue is mete red by up strea m sig nal. IKEA Renton Synchro 8 Repo rt PM Pea k -2016 With Project Queues 5: Lind Ave SW & SW 43rd St 6/27 /2014 _.,. -+ f +-~ t '. ! ..,, ESL EBT W8( WBT NBl NBT SBL SBT S8R Lane Group Fl ow (vp h) 57 1169 23 1042 27 53 265 268 166 vie Ratio 0.47 0.57 0.24 0.54 0.2 1 0.35 0.75 0.7 5 0.36 Con tro l Delay 56 .2 34 .0 76.1 14.7 59.6 36.3 64 .2 64.4 8.9 Que ue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Delay 56.2 34.0 76 .1 14.7 59.6 36.3 64.2 64 .4 8.9 Queu e Length 50th (ft) 49 530 21 154 23 21 224 22 7 0 Queue Length 95th (ft) m83 629 m3 1 152 50 59 #415 #420 64 Intern al Lin k Dist (ft ) 320 902 344 533 Tu rn Bay Length (ft) 200 100 75 200 Base Cap acity (vp h) 142 2066 167 1941 300 312 353 35 5 464 Starvation Cap Redu ctn 0 0 0 0 0 0 0 0 0 Spillb ac k Cap Red uct n 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduce d v/c Ratio 0.40 0.57 0.14 0.54 0.09 0.17 0.75 0.75 0.36 ntersection # 95th perce ntile volume exceeds capacity , queue may be longe r. Queue shown is maximum afte r two cycle s. m Vo lu me for 95th pe rcenti le queue is mete red by up strea m signal. IKEA Renton Synchro 8 Report PM Pe ak -2016 With Project HCM 2010 TWSC 1: Oakesdale Ave SW & SW 41 st St 6/27/2014 Int Delay, s/veh 4.9 Movement EBL EST EBR WBL WBT WBR NBL NBT NBR $Bl SBT s Vol , veh /h 0 1 0 84 2 64 0 88 35 61 96 0 Conflicting Peds , #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Fre e Free Free Free Free Free RT Channel ized -None -None -None -None Storage Length 0 200 Veh in Med ia n Storage,# 0 0 0 0 Grade,% 0 0 0 0 Peak Hour Fact or 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles ,% 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 1 0 95 2 73 0 100 40 69 109 0 Minor2 Minor1 Ma· Confli ct ing Flow All 299 388 55 314 368 70 109 0 0 140 0 0 Stage 1 248 248 120 120 Stage 2 51 140 194 248 Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critica l Hdwy Stg 1 6.5 5.5 6.5 5.5 Critica l Hdwy Stg 2 6.5 5.5 6.5 5.5 Foll ow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 2.2 Pot Cap -1 Maneuve r 636 550 1007 620 564 985 1494 1456 Stage 1 740 705 877 800 Stage 2 962 785 795 705 Platoon bl ocked, % Mov Cap -1 Maneuve r 566 524 100 7 597 537 985 1494 1456 Mov Cap-2 Maneuver 566 524 597 537 Stage 1 740 672 877 800 Stage 2 888 785 756 672 ch EB we NB SB HCM Control Delay , s 11.9 10.8 0 3 HCM LO S B B ·nor Mvmt NBL NBT NBR EBLn1WBLn1W8Ln2 SBL SBT SBR Capacity (ve h/h ) 1494 524 595 985 1456 HCM Lane V/C Ratio -0.002 0.164 0.074 0.048 HCM Contro l De lay (s) 0 -11 .9 12.2 8.9 7.6 HCM Lan e LO S A B B A A HCM 95th %ti le Q(veh) 0 0 0.6 0.2 0.1 IKE A Renton Synchro 8 Report Sat urday Peak -2016 With Projec t Queues 3: Lind Ave SW & SW 41st St 6/27/20 14 --' -+ f +-.... t \. i ESL EBT WBT NBL NBT SBL SBT Lane Group Flow (v ph) 49 312 169 274 16 155 32 11 4 v/c Rati o 0.19 0.31 0.42 0.17 O.Dl 0.23 0.13 0.14 Contro l Delay 27.3 18.3 24.9 12.8 28.9 14 .7 28 .1 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27 .3 18.3 24 .9 12.8 28.9 14.7 28.1 15.7 Queue Length 50th (ft) 12 32 38 23 4 10 8 11 Que ue Length 95th (ft ) 53 101 132 78 26 42 41 38 Internal Lin k Di st (ft ) 320 1279 311 341 Turn Bay Length (ft) 125 200 200 200 Ba se Capacity (vp h) 1092 3183 1092 3169 1092 3000 1092 30 72 Starva ti on Cap Redu ctn 0 0 0 0 0 0 0 0 Spillb ac k Cap Reductn 0 0 0 0 0 0 0 0 Sto rage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vie Ratio 0.04 0.10 0.15 0.09 0.01 0.05 0.03 0.04 nfelsedion IKEA Re nto n Synchro 8 Report Sa turday Peak -2016 Wi th Projec t Queues 4: 80th Ave $/Oakesda le Ave SW & SW 43rd St 6/27/2014 _.> " +-~ t \. i _. EBL EBT W8l WBT NBL NBT SBL SBT Lane Gro up Flow (vph) 50 1078 26 1221 74 82 56 96 v/c Rat io 0.16 0.45 0.07 0.52 0.29 0.20 0.22 0.28 Con trol De lay 7.3 12.1 2.9 7.3 40 .4 21.3 38 .7 16.5 Queue Del ay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l Del ay 7.3 12.1 2.9 7.3 40 .4 21.3 38.7 16.5 Queu e Length 50th (ft ) 8 195 2 67 50 11 37 7 Queue Length 95th (ft) 31 368 m5 503 77 32 62 30 Intern al Lin k Dist (ft) 357 700 336 931 Tu rn Bay Le ngt h (ft ) 12 5 125 200 200 Base Cap acity (vph) 338 24 15 45 5 2334 270 694 28 1 69 7 Starva ti on Cap Red uctn 0 0 0 0 0 0 0 0 Sp illb ac k Ca p Redu ct n 0 0 0 0 0 0 0 0 Storage Cap Reduct n 0 0 0 0 0 0 0 0 Red uced v/c Rati o 0.15 0.45 0.06 0.52 0.27 0.12 0.2 0 0.14 ntersection Summa m Vo lume fo r 95th pe rce ntile qu eue is mete red by up stre am sig nal. IKEA Re nton Synchro 8 Report Saturd ay Pe ak· 2016 Wi th Project Queues 5 : Lind Ave SW & SW 43rd St 6/2 7/20 14 _,J -+ ~ +-~ t '-. + .;' EBl EBT WBL WBT NBL NBT SBL SBT SBR Lane Grou p Flow (vph) 45 999 9 1197 31 36 17 1 175 75 v/c Rati o 0.36 0.42 0.10 0.56 0.27 0.29 0.68 0.69 0.24 Co ntrol De lay 57.8 14.7 62.7 10.4 58.9 40 .1 61.3 61.9 5.5 Queue Dela y 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57 .8 14.7 62 .7 10.4 58.9 40.1 61.3 61 .9 5.5 Queu e Leng th 50th (ft) 34 284 7 133 23 15 134 137 0 Queue Leng th 95th (ft) 60 413 m8 m135 55 49 20 1 205 24 Internal Lin k Dis t (ft) 32 0 902 344 533 Turn Bay Length (ft) 200 100 75 200 Base Ca pa city (vp h) 160 2404 188 2124 338 34 5 315 317 374 Starvat ion Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Redu ctn 0 0 0 0 0 0 0 0 0 Storage Ca p Redu ct n 0 0 0 0 0 0 0 0 0 Red uced v/c Ra tio 0.28 0.4 2 0.05 0.56 0.09 0.10 0.54 0.55 0.20 ntersection m Vol ume for 95th perce ntil e queue is metered by up stream signal. IKEA Renton Syn chro 8 Report Satu rda y Pea k -201 6 With Proj ec t Appendix E Existing IKEA Parking Map Transportation Impact Study IKEA Renton Redevelopment IKEA Renton Existing Parking SW4lstSt. .t.___1_ D 0 ~r~--~11 . E 1;M 111111111111111 I I I I I 11111111111111111111 P. A g 11/111/1111/1 1111111111111111111 .. ~ 1111111111111111111 ~' r::: 11111111111111111111 I 111111111111111 ~ 1111111111 mm 1111111111111111 : i I I I I I 111111111111111 Bldg. 601 1 . 11111111111111111111 lJi WW! 111~11111111111111111111 I I I I I 111111111111111 11111111111111111111 I ::J 11111111111111111 ~ I I I I I 111111111111111 Vehicle Stall Type I Genera N ~~ (!) - 1._..,.,,v,,,._,., ..>,;;,ovr.,.v : I 1 ~ I t=:i:j R-fl.rli"!\. rh .... r..-.1..,, .... ~ • SW 43rd St. '-lote: Map does not show employee overflow parking located on the north side of SW 41st St. (weekends and hoHdoys only) ~TENW 7 /l/2014 Appendix F Transportation Impact Study IKEA Renton Redevelopment Existing IKEA Parking Demand Count Summaries IKEA Renton • Existing Store • Parking Data Summary Existina Weekdov Parklna Demand Total Parking Demand {vehicles) nmed 12:00 PM 12:30 PM 1:00PM 1:30PM 2:00 PM 2:30 PM 3:00 PM 3:30 PM I t-nday .':I/ 16/14 Monday 5/19/14 Thursday 5/22/14 nNay 466 448 454 432 415 388 375 356 Maximum Peak Observed (vehicles) 466 456 432 Existing Saturday Parklng Demand rnunuuy1:.011l'11 .. , 447 453 456 418 389 366 329 321 Buldlng Area (sf) 397.972 397,972 397.972 Total Parklno Demand lvehklesl Timed Soturday{S/17/14} Saturday(5/24/14) 12:00 PM 12:30PM 1:00PM 1:30PM 2:00 PM 2:30PM 3:00 PM 3:30 PM Saturday 5/17/14 Saturday 5/24/14 uroay ,werage IKEA Renton TENW Proiect #4841 725 767 807 864 886 893 9C1i 900 Maximum Peak Observed (vehicles) 9C1i 99() '50 833 892 911 981 981 990 981 971 Buldlng Area (sf} 397,972 397,972 397,972 Thuoo 5/22/14\ 384 399 432 410 425 368 316 282 PeClk Parking Rate (veh/1,000 sf) 1.17 1.15 1.09 Peak Parking Rote 2.28 2.49 2.39 500 450 ,oo ,oo 1050 woo ,so soo e,o soo "' ,oo 65C "'' Weekday 12 00 PM 12 30 PM LOO PM 1:30 PM 2.00 PM 2.30 'M 3.00 PM 3:30 PM -Frid~y 15/161141 -Mond~y (5/19/14i --Thur,da; 15/V/14j Saturday llOOPM 123nrM lOOPM 130PM 200PM 23C·PM 300i'M 3.10PM .....-Saturday {5/17/14) ..,._ Satmlay iS/24/1~) dc/cpf 7/2/2014 IKEA Reriton. 2014 POO<ng Slvdy Svrnmary WEEKDAY PARKING DEMAND -FRIDAY 5/16/14 Number ol Occu led stalls Observed 12:00 PM 12.:30PM 1:00PM 1:30PM 2:00 PM 2:30 PM 3:00 PM 3:30PM Number ol Availoble Percent Percent Percent Percent Percent Percent Percent Percent I Tvne of Parldna Stall Stalls Veh occupied Veh Occupied Veh Occupied Veh Occupied Veh Occupre,d Veh Occ1.1pied Veh Occupied Veh Occupied Surface General 244 132 5'% 13() 53% 119 <9% 117 '8% 119 •9% 110 <5% 106 43% 96 39% Family 0 ADA 2 2 100% 2 100% 2 100% 2 lWS 2 100% 2 100% I 50% l 50% Employees 125 72 58% 65 52% 89 71% 89 71% 83 66% 81 65% 8/) 6'% 68 5'% Employee Overflow 111 35 32% 35 32% 39 35% 39 35% '1 37% '1 37% '° 36% 39 35% loading 6 0 0% l 17% l 17% l 17% l 17% 0 0% 0 0% 2 33% Customer Service 0 Charging 0 Misc. Reserve 2 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% Building 601 General 0 Family 0 ADA 39 13 33% 20 51% 23 59% 20 51% 19 <9% " 36% 13 33% 13 33% Employees 0 Employee Overflow 0 Loading 0 Customer Service 12 12 100% ' 33% 3 25% 5 <2% 6 50% ' 67% ' 33% 5 42% Charging ' I 25% l 25% 0 0% 0 0% 0 0% 0 0% 0 0% l 25% Misc. Reserve 0 Building 800 IEost Garage) General 423 164 39% 161 38% 155 37% 138 33% 122 2'9% 110 26% 108 26% 107 25% Family 38 35 92% 29 76% 23 61% 21 55% 22 58% 22 58% 23 61% 24 63% ADA 0 Employees 0 Employee Overflow 0 Lood1ng 5 0 0% 0 ll% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% Customer Service 0 Charging 0 Misc. Reserve 0 Building BOO !We5l Garage) General 341 Family 0 ADA 0 Employees 0 Employee Overflow 0 Loading 0 Customer Service 0 Charging 0 Misc. Reserve 0 TOTAL General l.008 296 29% 291 29% 274 27% 255 25% 241 24% 220 22% 214 21% 203 20% Family 38 35 92% 29 76% 23 61% 21 55% 22 58% 22 58% 23 61% 24 63% ADA 41 15 37% 22 54% 25 61% 22 5'% 21 51% 16 39% 14 34% " 34% Employee5 125 72 58% 65 52% 89 71% 89 71% 83 66% 81 65% 80 64% 68 54% Employee Overflow 111 35 32% 35 32% 39 35% 39 35% 41 37% 41 37% 40 36% 39 35% Loading 11 0 0% l 9% l 9% I 9% l 9% 0 0% 0 0% 2 18% Customer Service 12 12 100% ' 33% 3 25% 5 42% 6 50% 8 67% ' 33% 5 <2% Charging ' l 25% l 25% 0 ll% 0 0% 0 0% 0 0% 0 0% l 25% Misc Reserve 2 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% ON-SITE TOTAL 1,352 ... .... ... 432 415 388 375 ,.. PERCENT OCCUPIED 34% 33% 34% 32% 31% 2'% 28% 2&% l~EA Renton TENW f'rOje(CI ~4847 cfc/cpf 7/2/2014 l~EA Renton -2014 Por<l"lg Sludy SunTilCtY WEEKDAY PARKING DEMAND -SATURDAY 5/17114 Tvne of Parkin" Stall Surface General Family ADA Employees Employee Overllow Loading Customer service Charging Misc. Reserve Building 601 General Family ADA Employees Employee Overftow Loading Customer Service Charging Misc. Reserve Building 800 (East Geroge) General Family ADA Employees Employee Qver11ow Loading Cvsfomer Service Charging Misc. Resef\/e Building 800 (West Garogel General Family ADA Employees Employee Overflow Loading Cvs1omer Service Charging MISC. ReseNe TOTAL General Family ADA Employees Employee Over11ow Loading Customer Serv;ce Charging Misc. Reserve ON-SITE TOTAL PHCENT OCCUPIED Boeing Lol 7"81 ·7 Employee Overflow TOTAL PA.ltlONG DEMAND ll(EA Re<'lon TENW Pr~t ~4847 Number of Ava1loble Stalls Veh 244 188 0 2 1 125 51 111 7 6 0 0 0 2 0 0 0 39 19 0 0 0 12 5 4 0 0 423 352 38 38 0 0 0 5 0 0 0 0 341 0 0 0 0 0 0 0 0 1.008 540 38 38 41 20 125 51 111 7 II 0 12 5 4 0 2 0 1,352 661 41'% 124 "' 12:00 PM 12:30PM Percent Perc&nl Occupied Voh Occupied Veh 77% 192 79% 191 50% 1 50% 1 41% 76 61% 93 6% 10 9% 12 0% 0 0% 2 0% 0 0% 0 49% 19 49% 21 42% 3 25% 4 0% 0 0% 0 83% 365 86% 383 100% 37 97% 37 0% 0 0% 0 54% 557 55% 574 100% 37 97% 37 49% 20 49% 22 41% 76 61% 93 6% 10 9% 12 0% 0 0% 2 42% 3 25% 4 0% 0 0% 0 0% 0 0% 0 703 , .. "" 55% 52% 64 52% 767 .. , 1:00 PM Percent Occupied 78% 5'"' 74% 11% 33% 0% 54% 33% 0% 91% 97% 0% 57% 97% 54% '" 11% 18% 33% 0% 0% Number of Occun. ed Stall$ Observed 1:30PM 2:00PM 2:30 PM 3:00PM 3:30 PM Perc•nl Percent Perce-nl Percent Percent Voh Occupied Voh Occupied Voh Occupied Voh Occupied Veh Occupied 205 84% 195 80% 210 86% 211 86% "" 8'% ' 50% 1 50% ' 50% 2 100% ' 50% 112 90% 118 94% 122 98% '18 94% 123 98% 15 1'% 26 23% 22 20% 46 41% " 41% 3 50% 2 33% 0 0% 0 0% ' 17% 0 0% 0 0% 0 0% 0 0% 0 0% 24 62% 24 62% 15 38% 15 38% 14 36% 6 50% 7 58% 8 67% 11 92% 8 67% 0 0% 1 25% 0 0% ' 25% 2 50% 400 95% 412 97% 399 '" 350 83% 330 78% 37 97% 38 100% 37 97% 36 95% 36 95% 0 0% 1 20% 0 0% 1 20% I 20% 25 7% 68 20% 86 25% 605 60% 60) 60% 63' 63% 629 62% 620 62% 37 97% 38 100% 37 97% 36 95% 36 95% 25 61% 25 61% 16 39% 17 41% 15 37% 112 90% 118 94% 122 98% 118 9<% 123 98% 15 14% 26 23% 22 20% 46 41% " "' 3 27% 3 27% 0 0% 1 9% 2 18% 6 50% 7 58% 8 67% " 92% 8 61% 0 0% 1 25% 0 0% 1 25% 2 50% 0 0% 0 0% 0 0% 0 0% 0 0% 803 "' "' 859 852 59% '1% '"' .. ,.. 63% 61 61 54 50 40% 48 39% ... 886 "' 909 ""' clc/cpf 711./201• l~EA Re-nton -201.; Porl:ng 5tudy \Urr>'T>'.lry WEEKDAY PARKING DEMAND -MONDAY 5/19/14 Number of OCcu ed Stalls Obset"Ved 12:00PM 12:30 PM 1:00PM 1:30PM 2:00PM 2:30 PM 3:00 PM 3:30 PM Number or AvaHable Percent Percent Percent Percent Percent Percent Percent Percent Tvoe Clf Parklna Stall Stall$ Voh Occupied Voh Occupied Veh occupied Voh Occupied Veh Occ\lpied Voh Occupied Voh Occupied Veh Occupied Surface General 244 12, 51% 129 53% 123 50% 120 <9% 120 49% 109 '5% 106 '3% 101 "' Family 0 ADA ' 0 "' 0 "' I 50% I 50% I 50% I 50% I m, I 50% Employees 125 80 6'% 83 66% 86 69% 89 71% 91 73% 83 66% 76 61% 76 61% Employee Overflow 111 25 23% 25 23% 26 23% 29 26% 31 28% 30 27% 30 27% 30 27% Loading 6 0 "' ' 33% I 17% 0 0% 0 0% 0 0% 0 0% 0 0% Customer Service 0 Charging 0 Misc. Reserve 2 2 100% 2 100% 2 100% 2 100% 2 100% 2 100% ' 100% 2 100% Building 601 General 0 Family 0 ADA 39 18 46% 18 '6% 21 54% 19 49% " 36% 9 23% IO 26% II 28% Employees 0 Employee Overflow 0 Loading 0 Customer Service 12 II 92% 12 100% 10 83% 3 25% 7 ""' 7 58% 2 17% ' 33% Charging ' 0 "' 0 0% 0 0% 0 0% 0 0% 0 "" 0 "' 0 0% Misc. Reserve 0 Building 800 (East Garage) General '23 152 36% 152 36% 159 38% 130 31% 105 25% 107 25% 86 20% 80 19% Family 38 34 89% " 76% 26 68% " 63% 17 45% 18 <7% 16 42% 16 '2% ADA 0 Employees 0 Employee Overflow 0 Loading 5 1 20% 1 20% 1 20% I 20% I 20% 0 0% 0 0% 0 0% Customer Service 0 Charging 0 Misc. Reserve 0 Building 800 (West Garage I General "'' Family 0 ADA 0 Employees 0 Employee Overflow 0 Loading 0 Customer Service 0 Charging 0 Misc. Reserve 0 TOTAL General 1,008 276 27% 281 28% 282 28% 250 25% 225 22% 216 21% 192 19% 181 18% Family 38 ,, 89% 29 76% 26 68% " 63% 17 45% 18 47% 16 42% 16 42% ADA " 18 44% 18 '4% 22 54% 20 49% 15 31% IO 2'% II 27% 12 29% Employees 125 ., 64% 83 66% 86 69% 89 71% 91 73% 83 66% 76 61% 76 61% Employee Overtlow 111 25 23% 25 23% 26 23% 29 26% 31 28% 30 27% 30 27% 30 27% Loading II 1 9% 3 27% 2 18% I 9% 1 9% 0 0% 0 0% 0 0% Customer Service 12 II 92% 12 100% 10 83% 3 25% 7 58% 7 58% 2 17% ' 33% Charging ' 0 0% 0 0% 0 "' 0 0% 0 "" 0 0% 0 0% 0 0% Misc. Reserve 2 2 100% 2 100% 2 100% 2 100% 2 100% 2 100% 2 1Q[f% 2 100% QN.SITETOTAl 1,352 .. , .., ... 418 389 , .. '" 321 PERCENT OCCUPIED 33% J.<% 34% 31% "" 27% 24% 24% IKEA Rentao TENW Project •4847 <.:1<.:/cpf 7/2/"X)l 4 IKEA Renlon ·2014 F'<Jr<iig S1udy Surrrnory WEEKDAY PARKING DEMAND -THURSDAY 5/22/14 Number cl Occu led Stalls Observed 12:(XI PM 12:30PM 1:00PM 1:30PM 2:00PM 2:30 PM 3:00PM 3:30 PM Number or Avoiloble Percent Percent Percent Percent Percent Percent Percent Percent Jv.-of Parldna Stall Stalls Veh Occupied Veh Occupied Veh Occupied Veh Occu~ Veh Occupied Veh Occupied Veh Occuphtd Veh Occupied Suriace General 244 118 48% 125 51% 129 53% 123 50% 123 50% 112 46% 102 42% 90 37% Family 0 ADA 2 0 0% 0 0% 1 50% 1 50% 1 50% 1 50% 1 50% 1 50% Employees 125 79 63% 84 67% 87 70% 93 74% 98 78% 90 rz,, 79 63% 70 56% Employee Overflow 111 30 27% 31 28% 30 27% 28 25% 31 28% 28 25% 31 28% 31 28% Loading 6 0 0% 1 17% 0 0% 1 17% 0 0% 0 0% 0 0% 0 0% Customer Service 0 Charging 0 Misc. Reseive 2 1 so,; 1 = 2 100% 2 100% 2 100% 2 100% 2 100% 2 100% Building 601 General 0 Family 0 ADA 39 9 23% 7 18% II 28% 12 31% 18 46% 13 33% 12 31% II 28% Employees 0 Employee Overflow 0 Loading 0 Customer Service 12 7 58% 4 33% 8 67% 7 58% 5 42% 7 58% 3 25% 8 67% Charging 4 1 25% 0 0% 0 0% 0 11% 0 0% 0 CJ< a 0% 0 0% Misc. Reserve 0 Building 800 (East Garage) General 423 117 28% 127 >J% 142 34% 120 28% 127 30% 98 23% 76 18% 57 13% Family 38 22 58% 19 = 22 58% 23 61% 20 53% 17 45% 10 26% 12 32% ADA 0 Employees 0 Employee Overflow 0 Loading 5 0 0% 0 0% 0 CJ< 0 0% 0 0% 0 0% 0 0% 0 0% Customer Service 0 Charging 0 Misc. Reserve 0 Building 800 (West Garage] General 341 Family 0 ADA 0 Empoyees 0 Employee Overflow 0 Loading 0 Customer Service 0 Charging 0 Misc. Reserve 0 TOTAL General 1.008 235 23% 252 25% 271 27% 243 24% 250 25% 210 21% 178 18% 147 15% Family 38 22 Sil% 19 50% 22 58% 23 61% 20 53% 17 45% 10 26% 12 32% ADA 41 9 22% 7 17% 12 29% 13 32% " 46% 14 34% 13 32% 12 29% Employees 125 79 63% 84 67% 87 7Cffo 93 74% 98 78% 90 72% 79 63% 70 56% Employee Overflow 111 30 27% 31 28% 30 27% 28 25% 31 28% 28 25% 31 28% 31 28% Loading II 0 0% 1 9% 0 0% 1 9% 0 0% 0 0% 0 11% 0 0% Customer Service 12 7 58% 4 33% 8 67% 7 58% 5 42% 7 58% 3 25% 8 67% Charging 4 1 25% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% 0 0% Misc. Reserve 2 1 50% 1 50% 2 100% 2 100% ' 100% 2 100% 2 100% ' 100% ON,SITE TOTAL 1,352 "" "' 432 '10 425 3611 "' 282 PEll:CENT OCCUPIED = -"" 30% 31% 27% 23% 21% l~EA Rento,, TENW Pro;e,:t U847 etc/cpl l/2/201 ~ 1iEA Renton -2(.)14 PorL:o,g 5tvdv Summorv WEEKDAY PARKING DEMAND -SATURDAY 5/24/14 fv.-o1 POfklno Stall Svrfoce General Family ADA Employees Employee OverHow Loading Customer Service Charging Misc. Reserve Building 601 General Family ADA Employees Employee Overflow Loading Customer Service Charging Misc. Reser,:e Building 800 (Emt Garage) General Family ADA Employees Employee Overflow Loading Customer Service Charging Misc Reserve Building 800 {WestGoroge) General Family ADA Employees Employee Overflow Loading Customer Service Charging Misc. Reserve TOTAL General Family ADA Employees Employee Overflow Loading Customer service Charging Misc. ReseNe ON-SITE TOTAL PERCIENT OCCUPIED Boeing Lot 7-81-7 Employee Overflow TOTAL PARKING DEMAND IKEA Renton TENW Proje,:I U!347 Number of Avallable Stalls Veh '" 196 0 2 0 125 72 111 ' 6 2 0 0 2 0 0 0 39 26 0 0 0 12 5 ' 1 0 "' 387 38 38 0 0 0 5 0 0 0 0 '" 39 0 0 0 0 0 0 0 0 1,008 622 38 38 " 26 125 72 111 ' 11 2 12 5 ' I 2 0 1,352 770 '"' 12, 63 833 12:00 PM 12:30 PM Percent Perc::ent Occupied Veh Occupied Voh 80% 200 82% 201 0% 0 0% 0 58% 82 66% 98 .. 6 5% 10 33% 1 17% 5 0% a 0% 0 67% 27 69% 26 42% 7 58% 7 25% 0 0% 0 91% 389 92% 375 100% 38 100% 37 0% 0 0% 0 11% 78 23% 87 62% 667 66% 663 100% 38 100% 37 63% 27 66% 26 58% 82 66% 98 .. 6 5% 10 18% I 9% 5 '2% 7 58% 7 25% 0 0% 0 0% 0 0% 0 828 8'4 61% 63% 51% 52% 65 "' 911 1:00 PM Percent Occupied 82% 0% 78% 9% 83% 0% 67% 58% 0% 89% 97% 0% 26% 66% 97% 63% 78% 9% '" 58% 0% 0% 52% Number of Occu Stalls Observitd 1:30PM 2:00 PM 2:30PM 3:00 PM 3:30PM Percent Percent Percent Percent Percent Veh Occupied Veh Occuple-d Veh Occupied Veh Occupied Veh Occupied w, 8'% 20, , .. 208 85% '°' 8'% 211 86% 1 50% I 50% I 50% I 50% 1 50% 107 86% 117 94% 113 90% 112 90% 110 88% 20 18% 36 32% 36 32% 38 34% 38 3'% 3 50% 2 33% ' 67% 6 100% 2 33% 0 0% 0 0% 0 0% 0 0% 0 0% 32 82% 22 56% 31) 77% 27 69% 31 79% 10 83% 10 83% 11 92% 7 58% 8 67% 0 0% 0 0% I 25% I 25% I 25% 376 89% 385 91% 372 88% 367 87% 357 8'% 38 100% 38 100% " 95% 37 97% 38 100% I 20% 0 0% 0 0% 0 0% I 20% 116 3•% 109 32% 122 36% 130 38% 127 37% 696 69% 698 69% 702 70% 701 70< 695 69% 38 100% 38 100% 36 95% 37 97% 38 100% 33 80% 23 56% 31 76% 28 68% 32 78% 107 86% 11' 94% 113 90% 112 90% 110 88% 20 18% 36 32% 36 32% 38 3<% 38 3'% ' 36% 2 18% ' 36% 6 55% 3 27% 10 83% 10 83% 11 92% 7 58% 8 67% 0 0% 0 0% I 25% I 25% I 25% 0 0% 0 0% 0 0% 0 0% 0 0% 908 92' ,,. 930 "' 67% 68% "" "" 68% 59% 57 " '5% 51 '" " '" 981 .. o 981 971 cfc/cpf 7/2{10 1, l~EA Renton -2014 Porh,g S1udy Surnnary Appendix G Existing IKEA Parking Seasonality Calculations Transportation Impact Study IKEA Renton Redevelopment IKEA Renton -Existing Store Peak Parking Demand Existing Store Peak Parking Demand Estimates -Average Day and Highest Day Estimated # of Parked Vehicles (Total Employees + Customers) Day Average Day Highest Day Saturday Sunday Monday Tuesday Wednesday Thursday Friday 951 772 486 486 466 478 525 1,198 1,086 712 748 677 696 772 Existing Store Peak Parking Demand Estimates on or around Weekday Holidays in 2013-2014 Special Weekdays Monday May 27. 2013 Thursday July 4, 2013 Friday July 5, 2013 Occasion Memorial Doy 4th of July Day after 4th of July Monday September 2. 2013 Labor Day Monday November 11. 2013 Veterans Day Friday November 29. 2013 Black Friday Thursday December 26, 2013 Day after Christmas Monday December 30, 2013 Christmas/New Years Week Wednesday January l, 2014 New Years Day Thursday January 2. 2014 Day after New Years Day Monday January 20, 2014 MLK Day Monday February 17. 2014 President's Day IKEA Renton TENW Project #4$47 Estimated # of Parked Vehicles 931 752 732 1.142 657 740 617 740 740 569 649 848 cfc/cpf 7/2/'2014 IKEA Renton -Parking Demond Rotes with seasonality 7" 1-14 IKEA Renton Existing Store Parking Demand Rates and Seasonality Calculations 20 13-201 4 Average Doy\ (exdudi'lg weekday holidcy1J '"'= Saturday 11.692 So.;nday 9.410 M'.lr>dov 4.821 rue,coy 4.641 Wednewov 4.476 Th\!r;doy 4.577 Friday 5.801 2013-2CI 4 H,ghe1t Doy:; {excludilg weekday holiday,) """"' Solurdoy 14.676 Sur>day 13.305 ,'vlQndoy l.011 Tuesday 7.217 We<!ne1doy 6 515 Jtiur;day 6.71J.3 Friday a.sn Peak Parkln'Q Oemcmd Eiflmole1 -A.v•ag• Dey (excludes weekdoy hoUdoys) A Sal 5/17 and 5/24/1 4 Avg Sun• M:m5/19/14 Tues• Wed' Thur; S/22/14 Fri.5/16/14 Observed Pgrklng Demcmd l,;,le Obse<Yed Pll'<lk (Veh{l .000 sf) Pcnlng Demond 1 2.39 1.15 "" ' " , , Yi,,to, <Jotu p<u•1cieU by ll~,'. ~~nl-or '" 201.l -:IOI• l AC"Ja,ob«!<-...,J ~al<pal>O>g ~mc,,,<:!<>0<"'1 QC lfNW Po<k"'IJ """" Pe,;,k Porldng Oen,Qnd EJ!lmat.tt -Highest Oay (excludes weekday holldoys) A 0~ Parking Demand l<Jte Ob.erved Peal< Dery (Veh/1,000 If} Pmtdn'iJ DemQnd' Sat5/17and5/24/l4Avg 239 950 Sun• M:lrlS/19/14 LIS 456 Tues• Wed' Thur; 5/2'2/14 Fn.S/16/14 "" I.IT Edlmah!d Peak PQrtdng Demands on/around Select Weekday Holkklys In 2013 :ZOU Speck,1 Weekdcry1 Occasion Nionday May 27. 2013 Memonal Day Thur;day July 4. 2013 4th of Jvly Fndoy July 5. 2013 Day otter 4th at July l\o\onday Seplember 2, 2011 Labor Dey MOnday November 11. 201 Vetera~ Doy Fnday Novembe, V. 2013 Block Foday lhur;day Decembe, 26. 201 Doy oiler Chris1rros !V'o<,day December 30. 201 CITT1mas/New Yeor; Week Wednesday Januo,-y I. 201, New Year; Day Thvr1day January 2 2014 Day oiler New Year; Day Monday Jaru.Jory 20. 201 .. "'oa, Mandoy February 17, 2014 Presader>l's Doy Nole l V"o,to,oo,o;:.-ov<IC<!OyJ'-tA~,;,n,ont<I20'3·1C" 2 Peokpcria,gden-<>nel>cte< tc;-"'""""weekCl<M co...,,.,..1,,,... roS.,Moo-v d~to c,ohsg l>;E,', ~""'°" Sto,€ M l<EA~e-nton TENWP,oiect0"6-17 3919n C -· , . .,, """' Avefage Doy 1 11.661 11.692 9.470 4.543 4.821 4.641 4.476 4.157 4.577 5.154 5.801 C ~-· AcluQI Hl'iJMd Do~' 11,661 14,6'6 13.305 4.$43 7.071 7.217 6.S15 4.157 6.703 5.IS4 8.579 Vl,lt,;:,r1 1 Average Acluc:ol ...... ,, 11.479 11.692 9.295 11.692 8.973 11,692 14,031 11,692 8.017 11.692 $,087 11.692 7.594 1 l,692 9.103 l 1.692 9.178 11.692 7.013 11.692 7,919 11 692 10.387 11.692 D•C/1 E •DX A Peak Parklng Seasonally O.mand Rale EsHmaled Peak Adju,tmenl f,;,c:lor lorAvi=«>ge Day Partdn!iiJ Demand - (Averoge Doy) (Veh/UlOO sf) Ave«1ge Doy (veil) "" 2.39 rn 1.94 "2 'o; 1.22 "' "' '" 1.17 ... '" 1.20 "" 1.13 1.32 m O•CJ & f. t> )( ... PeQk Parking $eQ1onalty 01!'mond lale h:Hmaled hQk Adjustment factor !or Highest Doy Parking Demond • (Hl'iJheit Ooy) <'"'•h/1,000 If} Hlghed Dery (veh) '" 301 l.198 2.73 "''" '" l.79 m '"" '"' , ro m 1.61 IJ5 "' l.66 1.94 m Peak Parking S.01onality o ... mond IQte hfimaledhc:,k A.djufflffl!'nl factor lor Spadol Parkln11 o,..mond • (Special W"ekOCIY Special Weekday WHkdoy:r;) (Veh/1.000 sf)' (veh) "' "' "' 0.79 1.89 m on '" m '" "' 1.142 0.69 1.65 "' 0'8 's; "' °'' '" "' 0.78 ''" "" 0'8 ,.u "' o.w IAJ '" 0'8 1.63 '" 0.89 2.IJ ""' Appendix H Future IKEA Store Parking Demand Estimates Transportation Impact Study IKEA Renton Redevelopment IKEA Renton -Future Store Peak Parking Demand Future Store Peak Parking Demand vs. Proposed Supply (With Practical Capacity Factor) Peak Parking Demand Day Rate (Veh/1,000 s9 Parking Supply (86% Peak Parking Demand (veh] Practical Capactty factor) 0P..:e..:c:::k..:S..:ct:::u::.rd:.c::yc..D:.•:.m=c::.nd:.._ _____ ..c3:.:.0:.1:.._ _______ _:1.c,3..:5.:.8 _______ ---'1-",5:.:7.:.9 ____ PROPOSED SUPPLY Future Store (sf}= 451,000 Practical Capacity= 86% Note: Practical capacity adjustment made to design future supply to allow for efficienf circuloNon, and stalls reserved for special uses such as ADA sta!ls, etc. Future Store Peak Parking Demand Estimates -Average Day Peak Parking Demond Dey Rate !Veh/1,000 sQ Peak Parking Demand (veh) Saturday 2.39 1,078 Sunday 1.94 875 Monday 1.22 550 Tuesday 1.22 550 Wednesday 1.17 528 Thursday 1.20 541 Friday 1.32 595 Future Store (sf) = 451.000 Future Store Peak Parking Demand Estimates -Highest Day Peak Parking Demand Day Rote 'Veh/1,000 ~ Peak Parking Demand (veh) Saturday 3.01 1,358 Sunday 2.73 1.231 Monday 1.79 807 Tuesday 1.88 848 Wednesday 1.70 767 Thursday 1.75 789 Friday 1.94 875 Future Store (sf) = 451,000 future Store Peak Parking Demand Estimates on or around Weekday Holidays Peak Parking Demand Special Weekdays Occasion Rale (Veh/1,000 sl) Peak Parking Demand (veh) Monday May 27, 2013 Thursday July 4, 2013 Friday July 5, 2013 Memorial Day 4th of July Doy after 4th of July Monday September 2, 2013 labor Day Monday November 11. 2013 Veterans Doy Friday November 29. 2013 Blad:: Friday Thursday December 26. 2013 Day after Christmas Monday December 30, 2013 Christmas/New Years Week Wednesday January l. 2014 New Years Doy Thursday January 2. 2014 Day after New Years Doy Monday January 20, 2014 MLK Day Monday February 17, 2014 President's Day Future Store (sf)= 451,000 IKEA Renton TENW Project #4847 2.34 1.89 !.84 2.87 L65 1.86 1.55 1.86 1.86 1.43 1.63 2.13 1.055 852 830 1.294 744 839 699 839 839 645 735 961 cfc/cpf 7/9/2014 IKEA Renton -Parking Demond Rotes \Mth ;eosonolity 7-9-14 Appendix I Construction Mitigation Narrative Transportation Impact Study IKEA Renton Redevelopment Construction Mitigation Narrative Submitted in Conjunction with SEPA Environmental Review and Site Plan Review Conducted by the City of Renton, Department of Community and Economic Development Planning Division Under the Auspices of the State Environmental Protection Act {SEPA) Project Name IKEA Redevelopment Project Site 601 S.W. 43rd Street Renton, WA 98057 IKEA Retail Center Parcel Numbers 3620304-9113 and 312305-9169 Construction Schedule Construction will commence in the summer of 2015, following issuance of all discretionary approvals and construction permits by the City of Renton and other agencies with jurisdiction. The construction phase is expected to take 18 to 24 months, with the re-opening of the store scheduled for the winter of 2016 to 2017. The applicant intends to phase the demolition of the existing facilities with a goal to keep the existing store operational during construction and remain operational until the new structure is complete and open for business. At that time, the existing store would be completely demolished and the remaining balance of the new site work, including the surface parking and appurtenant features, would be finished according to the overall improvement plans for the project. During the interim, the phasing plan would retain enough on-site parking to cover nearly all of the weekday peak demand. Customers will also use off-site parking areas (at locations to be determined) and shuttled to the store. A detailed phasing plan will be in place until the operations can be switched to the new building. Hours of Operation Following a traditional workday schedule, construction is expected to occur during normal hours of operation as allowed by City of Renton standard requirements and ordinances. During summer months, longer work days may be extended in the evenings to take advantage of longer daylight hours. Further, some construction activity will be required on Saturdays and Sundays, but not on holidays. HaulingfTransportation Routes Vehicles and equipment involved in hauling during the demolition and construction phases of the project will be required to utilize adjacent public rights-of-way, specifically Lind Avenue and S.W. 41 st Street, when en route to/from the construction site. 16836 014 City of Renton Construction Narrative Traffic Control Plan 2 IKEA Redevelopment 601 SW. 43rd Street Following best management practices associated with construction sites, the site will be fenced as a security and safety measure during site clearing/preparation and construction of the facility. Traffic and pedestrian control plan will be prepared and implemented as needed to provide for access and circulation during the construction process. 16836 014 City of Renton Construction Narrative 3 IKEA Redevelopment 601 S.W. 43rd Street On-site Mitigation Measures Specific mitigation measures are discussed detailed in the SEPA Environmental Checklist, but a general summary of possible impacts and proposed mitigation is presented in the table below: linpai:t ·.· Mltiptlon . . . .. . C A construction Stormwater Pollution Prevention Plan (SWPPP) and Temporary Erosion and 115 .g cJ!I Sedimentation Control Plan (TESC) will be implemented to manage stormwater runoff; 0 C beginning with site preparation and land clearing and concluding upon the completion of the -.. g E ,l; l project, or when the potential for erosion has passed. <I) ::'! e No light or glare is expected to occur as a result of construction activity. ~ .. .. -:::; C, Existing driveways will be utilized and improved to provide adequate access to the site. .. Construction equipment and vehicles will be restricted to the use of adjacent public roadways to .. ~ access the site. Traffic and pedestrian control plans will be implemented as needed to establish u < safe routes of travel. The impacts of emissions upon air quality are expected to be minimal; emanating from construction equipment initially, and later, on a more permanent basis, from future vehicle ~ ii traffic. These impacts are mitigated by required air pollution controls and vehicle maintenance. ::, a Minimal levels of airborne dust particles may be realized during the excavation/filling processes ~ < accompanying construction. These impacts will be fully addressed by the measures outlined in the TESC. Erosion controls will be maintained throughout construction in accordance with the provisions of ~ the SWPPP and TESC plans as mentioned above. $ .. 3: Stormwater runoff will be collected and discharged to the existing stormwater system, at the E s existing point of discharges. Basic water quality treatment will be provided as required prior to <I) discharge. The post-developed runoff rates will not exceed the existing. Short-term sources of noise pollution will originate from the use of construction equipment and will vary in their frequency and intensity. Maximum noise levels can typically be expected to .. range between 72-to 90-decibels, as measured from a distance of 50-feet away from the • 0 source. These impacts will be of limited duration and mitigated, to the extent possible, through z the use and maintenance of efficient mufflers and noise abatement devices on construction vehicles and equipment. 16836 014 r -.' ·,,,-. ' ,,,i, ___, ,-- TECHNICAL INFORMATION REPORT i )'> :,.,, IKEA NWC -S.W. 43rd Street and Lind Avenue S.W. Renton, WA 98057 Prepared for: Greenberg Farrow 19000 MacArthur Boulevard, Suite 250 Irvine, CA 92612 July 11, 2014 Our Job No. 16836 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAX BRANCH OFFICES • TUMWATER, WA • LONG BEACH, CA • ROSEVILLE, CA • SAN DIEGO, CA www.barghausen.com TABLE OF CONTENTS 1.0 PROJECT OVERVIEW Figure 1 -Technical Information Report (TIR) Worksheet Figure 2 -Site Location Figure 3 -Drainage Basins, Subbasins, and Site Characteristics Figure 4 -Soils 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Core Requirements 2.2 Analysis of the Special Requirements 3.0 OFF-SITE ANALYSIS 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology B. Developed Site Hydrology C. Performance Standards D. Flow Control System E. Water Quality System 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 6.0 SPECIAL REPORTS AND STUDIES 7.0 OTHER PERMITS 8.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ANALYSIS AND DESIGN A. Erosion and Sediment Control (ESC) Plan Analysis and Design B. Stormwater Pollution Prevention and Spill (SWPPS) Plan Design 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 10.0 OPERATIONS AND MAINTENANCE MANUAL 16836.006.doc 1.0 PROJECT OVERVIEW The proposed project consists of demolishing an existing IKEA store and parking structure. and constructing a new store and parking lot. The project is 29.00 acres in size. containing two tax parcels (362304-9113 and 312305-9169). The site is located at the intersection of S.W. 43rd Street and Lind Avenue S.W., in a portion of Sections 31 and 36, Township 23 North, Range 4 East, Willamette Meridian, in the City of Renton. The site is rectangular in shape and fronts S.W. 41st Street, Lind Avenue S.W., and S.W. 43rd Street. The site is currently developed with an IKEA store and a parking structure. The existing on-site improvements consist of storm, sewer, and water utilities, dry utilities including gas, power and telephone, landscaping, and paved parking areas. The site is bound along the east property line by an existing warehouse. The site is bound by Lind Avenue S.W. to the west, S.W. 41st Street to the north and S.W. 43rd Street to the south. The site will have access to the streets that bound it to the north, west, and south, which will require frontage improvements, including new sidewalk and planter strip. On-site soils are mapped as Woodinville silt loam and Snohomish silt loam. Please refer to the Soils Map in this section. All drainage calculations were modeled as till soils. The project will be constructing a new IKEA store, parking lot, planter areas, and frontage improvements including sidewalks and planter strips. The topography on site is generally flat, with minor relief, in order to drain areas to catch basins surrounding two existing large buildings serving as the IKEA store at this time. The drainage facilities are required to meet the requirements of the 2009 King County Surface Water Design Manual (KCSWDM), and the 201 O City of Renton Amendments to the KCSWDM. The drainage design shall meet, at a minimum, Peak Rate Flow Control Standard and Basic Water Quality Treatment. The wetpond and wetvault will be sized pursuant to the 2009 KCSWDM and its amendments to ensure that the Basic Water Quality requirement is met. Please refer to Section 4.0 for detailed drainage calculations. 16836.006.doc Figure 1 Technical Information Report (Tl R) Worksheet KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner IKEA North America Services Phone------------- Address 420 Alan Wood Road Conshohocken PA 19428 Project Engineer Chris Jensen P.E. Company Barghauscn Consulting Engineers. Inc. Phone ( 425) 251-6222 Part 3 TYPE OF PERMIT APPLICATION D Landuse Services Subdivision / Short Subd. / UPD [SJ Building Services M/F t !Commerciaj / SFR D Clearing and Grading D Right-of-Way Use D Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Type of Drainage Review !Ful~ / Targeted (circle): Large Site Date (include revision 7/2/2014 dates): Date of Final: Part 6 ADJUSTMENT APPROVALS I Part 2 PROJECT LOCATION AND DESCRIPTION Project Name ~I=K=E~A~-------- DDES Permit# ---------- Location Township ~2~3~N=o~rt,,h __ _ Range _4~E~a~s~t ___ _ Sections 31 and 36 Site Address S.W. 43'0 Street & Lind Avenue S.W Part 4 OTHER REVIEWS AND PERMITS D DFWHPA 0 COE404 D DOE Dam Safety D FEMA Floodplain D COE Wetlands D Other ---- D Shoreline Management D Structural RockeryNaulU __ D ESA Section 7 Site Improvement Plan (Engr. Plans) Type (circle one): !Full! / Modified I Small Site Date (include revision dates): Date of Final: Type (circle one): !Standard! / Complex / Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) Date of Annroval: 2009 Surface \Vater Design Manual 1/1/09 16836.013.doc KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes/~ Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan:------------- Special District Overlays: _______________________ _ Drainage Basin: Black River Basin Stormwater Requirements: Basic Water Quality Part 9 ONSITE AND ADJACENT SENSITIVE AREAS D River/Stream D Steep Slope D Lake D Erosion Hazard D Wetlands D Landslide Hazard D Closed Depression D Coal Mine Hazard [3J Floodplain D Seismic Hazard D Other D Habitat Protection D Part 10 SOILS Soil Type Slopes Snohomish silt loam Woodinville silt loam D High Groundwater Table (within 5 feet) D Sole Source Aquifer D Other D Seeps/Springs D Additional Sheets Attached 2009 Surface Water Design Manual 2 Erosion Potential 1/1/09 16836.013.doc KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION I SITE CONSTRAINT D Core 2 -Offsite Anal~sis D Sensitive/Critical Areas D SEPA D Other D D Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) West Threshold Discharge Area Core Requirements (all 8 apply) Discharae at Natural Location Number of Natural Discharae Locations: 2 Offsite Analysis Level: [1J/2/3 dated: 6/6/14 Flow Control Level: l1J / 2 / 3 or Exemption Number (incl. facility summary sheet) Small Site BMPs Rain Gardens Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: IPrivatel / Public If Private, Maintenance Loa Reauired: IYesl / No Financial Guarantees and Provided: ~ I No Liability Water Quality Type: ~ I Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption No. Landscape Manaaement Plan: lvesJ / No Special Requirements (as applicable) Area Specific Drainage Requirements Floodplain/Floodway Delineation Flood Protection Facilities Source Control ( comm ./industrial land use) 2009 Surface Water Design Manual Type: CDA / SDO / MDP / BP/ LMP / Shared Fae. / ~ Name: Type: Major / Minor / Exemption / None 100-year Base Blood Elevation (or range): Datum: NAVD88 Describe: N/ A Describe landuse: Describe any structural controls: 3 21.5 1/1/09 16836.013.doc KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Yes I~ Treatment BMP: Maintenance Agreement: Yes I~ with whom? Other Drainage Structures Describe: Part 12.1 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) East Threshold Discharge Arca Core Requirements (all 8 apply) Discharae at Natural Location Number of Natural Discharoe Locations: 1 Offsite Analysis Level: l]/2/3 dated: 6/6/14 Flow Control Level: [jj/2/3 or Exemption Number (incl. facility summary sheet) Small Site BMPs Rain Gardens Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: IPrivatP.i / Public If Private. Maintenance Loa Reauired: F?esl / No Financial Guarantees and Provided: ~ I No Liabilitv Water Quality Type: ~ I Sens. Lake I Enhanced Basicm I Bog (include facility summary sheet) or Exemption No. Landscaoe Manaaement Plan: lv;;;J I No Special Requirements (as applicable) Area Specific Drainage Requirements Floodplain/Floodway Delineation Flood Protection Facilities Source Control (comm.lindustrial landuse) Oil Control Other Drainage Structures 2009 Surface Water Design Manual Type: CDA / SDO I MOP/ BP I LMP I Shared Fae. / ~ Name: Type: Major / Minor I Exemption I None 100-year Base Blood Elevation (or range): Datum: NAVD88 Describe: Ni A Describe landuse: Describe any structural controls: High-use Site: Yes I lt::19 Treatment BMP: Maintenance Agreement: Yes /~ with whom? 4 21.5 l/1/09 16836.0 l3 .doc KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ~ Clearing Limits ~ Stabilize Exposed Surfaces ~ Cover Measures D Remove and Restore Temporary ESC Facilities ~ Perimeter Protection ~ Clean and Remove All Silt and Debris Ensure D Traffic Area Stabilization Operation of Permanent Facilities D Sediment Retention D Flag Limits of SAO and open space preservation areas ~ Surface Water Control D Other D Dewatering Control D Dust Control D Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS/Note: Include Facilitv Summarv and Sketch) Flow Control T vne/Descriotion D Detention D Infiltration D Regional Facility D Shared Facility D Flow Control BMPs D Other 2009 Surface Water Design Manual 5 Water Qualitv D Biofiltration ~ Wetpool ~ Media Filtration D Oil Control D Spill Control ~ Flow Control BMPs D Other Tvoe/Descriotion Wetgond and Wetvault Filterra Unit Rain Garden 1/1/09 16836.013.doc KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTSfTRACTS Part 16 STRUCTURAL ANAL YSJS D Drainage Easement ~ Cast in Place Vault D Covenant ~ Retaining Wall D Native Growth Protection Covenant D Rockery> 4' High D Tract D Structural on Steep Slope D Other D Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this workshee\and the attached Technical Information Report. To the best of my knowledge the information pr<W~ ed here i ccurate. ,/ - Si ned/Date 2009 Surface Water Design Manual 6 1/1109 16836.013.doc Figure 2 Site Location ~ -o, " "'" i 51, > 0-'%-c,,acl~ m < .... ~ , ~ ... ,, "' s " '0,,1 Tukwila > < s, Park i u Sw 19th 51 a :c ;. S Puget, .r:. B "' V, ~ Boeing "' Westfield 1 Longocres Thomas \ Sou the enter ! lndu5tria1 Park p Mall Baker Blvd Teasdale ~ :;: Pork 81centenial "' Sirander BNd Pali< ~ ... s:: "' ,w llth St .. ", .. ,,,. i ~ ? .. °' \ ~ >--1,. "-Tukwila .. 3 ..II ~ <:l Pond Pali< ,. .,. J' .,., > "' ..,. © ~ .. • > ~ "' < j ,,, ' Wig Blvd 3: =I' ~ s 3.?no s, 1 t. Sw 34th St ~ "' ii Minkler Blvd ~ g > ..., ,;. 0 S 36,,, Pl -c, .,. \ C "-< t > Sw 39th St 5 -"sth Cr 0 .,, -c, SITE~,1 ~ C v.,11~y s, < -'o,.,, Trlland Dr Merl1u1I <;e Carr R<I .i;. (ente1 S 180th s, -. -~ Sw 4l1d St S U!Ot '' t 'Spnngbrook "' .I " ! Greenbelt > < "' © .c """' R ~ .,,_., "' !; "' -< Jr S 186th Pl il: .. ~ Briscoe "' 5 [ !!: "' .. 5 188th St ii :,- Park ~ > tr " < :l! Green < "C V' v; '> 190th '>! ""' C N Rwe, ! " "' S 192nd St S 19Jnd s, s, 192nd St V, .. ~ > < ii S 1941h 51 .c 5 194th St 0, i :! "' "' ... i S 196th s, & ; > :r i i > "' < ;t "' • ;,, "' :r 5 200th 51 Se 7001 it ~ S lOO!h St > :// ~ e -.I ~ ,,, ~ "' ... ::r TI1e ;j "' ~ > :r ::r .. ,,, "-B0e1i1g © "' < 'ie 204th :,i ~ ~ > .. r om1--i"'n\1 ~ ,1' ,0 V' REFERENCE: Rand McNally (2014) Scale: For: Job Number Horizontal: N.T.S. Vertical: NIA 18215 72ND AVENUE SOUTH KENT, WA 98032 !KEA RENTON, WASHINGTON 16836 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES P:\ 16000s\ 16836\exhibit\graphics\ 16836 vmap.cdr Title: VICINITY MAP DATE: 06111/14 Figure 3 Drainage Basins, Subbasins, and Site Characteristics I I I I I I I I ' I I I I I I I I I I ~ f-100' kl ·r :r THRESHOLD DISa-iARGE AREA MAP FOR IKEA PIN a= 11-E tfM/4, a= 11-E NNl/4 a= !:EC. 31, "f2a,I, R5E, WM /,ID PIN a= 11-E t-E1/4, a= 11-E t-E1/4, !:EC. 36, "f2a,I, R4E, WM aTY a=~ KH'.l CCU/TY, STA'TE a= WAS-INCJTCN BASIN BOUNDARY~ ) \. c,s:,,',W"' / \__ ...._ _ 8W_:4181'8TI.;£1 t --' : .• ~ ---}_ --_....._ -_7__ I _..___ APPROXIMATE DISCHARGE LOCATION. CONVERGES WITH DISCHARGE FROM SOUTHWEST BASIN WITHIN 1/4 MILE DOWNSTREAM OF SITE BASIN BOUNDARY APPROXIMATE DISCHARGE LOCATION. CONVERGES WITH DISCHARGE FROM NORTHWEST BASIN WITHIN 1/4 MILE DOWNSTREAM OF SITE BASIN BOUNDARY IEW IKEA STOfE REDEVELOPMENT iii 1110 L__-----...c, 1111 __ _ -, =· ...., I APPROXIMATE DISCHARGE LOCATION. CONVERGES WITH DISCHARGE FROM SOUTHWEST AND NORTHWEST BASINS APPROXIMATELY 1 MILE DOWNSTREAM OF SITE ~ • ~ ~ Ii '! '! ! 'i • • ~ § j f ~ 1 ~11 1~1 t1====:;~--r=1 -:Js='I ~1 --,1--.-1 ~----r:-1 -----,--1-__ __JI~ I ... , .... Js, I ""lw·I ......, • --"L "°"" L4H~~ 1B21> 72ND AVENUE SOUTH I Fa,, j 11181 ~ cnt lb'ilunfcll ~ KENT, WA 98032 -, •• ,,.. (<25)251-6222 42() AL.AN wooo ROAD I 1H'ESHOLD DISCHARCE M£A MAP --·-• C (<25)251-8782 FAX ,.,_ 'il ! CONSHOHOCKEN, PA 19428 l<EA RECEVELOPtJENT -_._ "' •• (;r;L [NCIGAIIC. IN() PlNflf4G. ""'"" .,. 't"•• •••"'_.~ ...,.,..., ,_._ !iDMCES PHOtE• 610.834.0180 601 9N 41ST, FENTON, WA ---1.,11~ Figure 4 Soils REFERENCE: USDA , N atural Resources Conservation Se rvice Scale: Horiz ontal: N. T.S . Vertical: NIA 18215 72NDAVE NUE SO UTH KENT, WA 98032 (4 25) 251 -6222 (425) 251-8782 C IVIL EN GIN EERING. LAND PLANNING, SURVEYING , ENVIRONMENTAL SERVICES f':\ 16000s\ 16836\exhib il \g raphics\ 16 83 6 soil. cdr LEGEND: Wo = Woodinville s ilt loam So = Snohomis h silt loam F or: IKEA RENTON , WASHINGTON Title: SOIL SURVEY MAP Job Number 16836 DATE: 06/11 /14 • I 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Core Requirements Core Requirement No. 1: Discharge at the Natural Location. Response: The existing site has three natural discharge locations: one near the northeast corner of the site, one at the northwest corner of the site, and one at the southwest corner of the site. All of these discharge locations will be preserved in the developed condition. Core Requirement No. 2: Off-Site Analysis. Response: A Level 1 Off-Site Analysis was performed pursuant to the 2009 KCSWDM. See Section 3.0 for the Level 1 Off-Site Analysis. Core Requirement No. 3: Flow Control. Response: Per the City of Renton Flow Control Application Map, the project is subject to Peak Rate Flow Control Standard, in which the project must match developed peak discharge rates to the existing site conditions for the 2-, 10-, and 100-year return periods. See Section 4.0 for more information. Core Requirement No. 4: Conveyance System. Response: The conveyance system has been designed pursuant to the 2009 KCSWDM and the 2010 City of Renton Amendments to the KCSWDM. Conveyance and backwater analyses will be provided during final engineering. Core Requirement No. 5: Erosion and Sediment Control. Response: Temporary erosion and sediment control measures have been implemented pursuant to the 2009 KCSWDM and the 2010 City of Renton Amendments to the KCSWDM. See Section 8.0 for more information. Core Requirement No. 6: Maintenance and Operations. Response: Maintenance and Operations manuals for the proposed private storm improvements will be provided during final engineering. Core Requirement No. 7: Financial Guarantees and Liability. Response: The project will provide a Site Improvement Bond Quantity Worksheet to establish a bond amount for a drainage facility restoration and site stabilization financial guarantee prior to construction. Core Requirement No. B: Water Quality. Response: Per the 2010 City of Renton Amendments to the KCSWDM, the project is subject to Basic Water Quality. A wetpond, wetvault, and a Filterra unit will be used to provide Basic Water Quality. See Section 4.0 for more information. 2.2 Analysis of the Special Requirements Special Requirement No. 1: Other Adopted Area-Specific Requirements. 16836.006.doc Response: The proposed project is not located in a designated Critical Drainage Area. Special Requirement No. 2: Flood Hazard Area Delineation. Response: As indicated by the FEMA Map included in this report, the proposed site does not lie within a floodplain or floodway of a stream. However, the actual surveyed conditions reveal portions of the perimeter of the site are below the 100-year base flood elevation. Therefore, the 100-year floodplain boundaries are delineated on the site improvement plans. Special Requirement No. 3: Flood Protection Facilities. Response: The proposed project does not rely on an existing flood protection facility, nor does it propose to modify or construct a new flood protection facility. Therefore, this special requirement does not apply. Special Requirement No. 4: Source Control. Response: Since the project requires a commercial building permit, source control is required. Source control measures will be selected pursuant to the 2009 KCSWDM and the 2010 City of Renton Amendments to the KCSWDM. Special Requirement No. 5: Oil Control. Response: The site is not classified as a High Use Site given the criteria in the 2009 KCSWDM, so this special requirement does not apply, and therefore, no oil control is necessary. 16836.006.doc J • 3.0 OFF-SITE ANALYSIS The Level 1 Downstream Analysis is provided in this section. 16836.006.doc LEVEL 1 OFF-SITE DRAINAGE ANALYSIS IKEA Remodel NWC -S.W. 43rd Street and Lind Avenue S.W. Renton, WA 98057 Prepared for: Greenberg Farrow 19000 MacArthur Boulevard, Suite 250 Irvine, CA 92612 June 16, 2014 Our Job No. 16836 / 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAX BRANCH OFFICES + TUMWATER, WA • LONG BEACH, CA + ROSEVILLE, CA + SAN DIEGO. CA www.barghausen.com TASK 1 TASK2 TASK3 TASK4 TASKS TABLE OF CONTENTS STUDY AREA DEFINITION AND MAPS EXHIBIT A EXHIBIT B EXHIBIT C EXHIBIT D Vicinity Map Downstream Drainage Map Upstream Basin Map Topographic Map RESOURCE REVIEW EXHIBIT E EXHIBIT F EXHIBITG EXHIBIT H EXHIBIT I EXHIBIT J EXHIBIT K FEMA Map Sensitive Areas Folios SCS Soils Map Assessor's Map Wetland Inventory Map Basin Reconnaissance Summary Report Water Quality 303d List FIELD INSPECTION EXHIBIT L Off-Site Analysis Drainage System Tables 3.1 Conveyance System Nuisance Problems {Type 1) 3.2 Severe Erosion Problems (Type 2) 3.3 Severe Flooding Problems (Type 3) DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS MITIGATION OF EXISTING OR POTENTIAL PROBLEMS, INCLUDING WATER QUALITY PROBLEMS 16836.007.doc TASK1 STUDY AREA DEFINITION AND MAPS TASK 1 STUDY AREA DEFINITION AND MAPS The proposed IKEA Remodel Project is located on an approximate 29-acre site located within a portion of Section 31 and Section 36, Township 23 North, Range 4 East, Willamette Meridian, City of Renton, King County, Washington. More particularly, the site located on the northwest corner of S.W. 43rd Street and Lind Avenue S. W. within the City of Renton. See the enclosed Exhibit A -Vicinity Map for the exact location of the project site. The existing topography of the site is such that the site is almost level, with minor relief in order to drain areas to catch basins surrounding two existing large buildings serving as the IKEA store at this time. The proposal for this project is to demolish both buildings and reconstruct one large building with a new IKEA store inside the building. There are three separate drainage courses from this project site, all of which discharge to Spring Brook Creek less than 1 mile from the project site. The downstream drainage course discharges from the northeast corner of the IKEA site, flows to the north in Lind Avenue and then to the west in 34th Street, discharging to Spring Brook Creek at that point. There are two other downstream drainage courses from the site, ona of which flows from the northwest corner of the IKEA site in a westerly direction on the Alliance Packaging development within their drive aisle, ultimately discharging to Spring Brook Creek at the intersection of S.W. 41st Street and Oakesdale Avenue S.W. There is also a downstream drainage course discharging from the southwest comer of the IKEA site, which also drains to the west in the southern portion of the Alliance Packaging development and then courses northerly along the western border of the Alliance Packaging development, joining the northwest comer discharge from the IKEA site and ultimately draining across S.W 41 st Street into Spring Brook Creek adjacent to Oakesdale Avenue s.w. Under existing conditions the IKEA site is almost entirely impervious surface consisting of large buildings, drive aisles, and parking areas. There is no detention provided on the IKEA site nor will there be any proposed with the new development; however, water quality will be provided with the new IKEA development in accordance with City of Renton standards. UPSTREAM DRAINAGE ANALYSIS Based on the site visit and analysis of the City of Renton maps, there is no upstream flow onto or through the site from an upstream area. Therefore, there is no upstream basin contributing runoff to this project site. 16836.007.doc EXHIBIT A Vicinity Map k , ;, J I ,?811, 1,'\/1;:;tf1i:ild S \J LI th..:. l:"ll ti?r Mall B,)ke1 Blvd B1centen1al ~frilndl'.!r Btvrl Park Tukwila Pond Pork Wig Blvd ~ "' o_ V, t Minkler Blvd 0 C" > w s 0 " "' ,, C ~ ~ < ·~ ~ > Q ~ 'O r C '"' < 1 riland Dr ·'r S 180:h s: "" "' 0, l ~ s " ,, " J? Bmcoe Pa11< Gr~t:n Rn·~r V, J1 a; <; 19~11, ,, 0, "' <> .Jc ~ :, "' >' < " "' Tht:, H,.,~"1n,_1 "' < ,. "" , 1901h '' -<c J', & ,,, ; .c 'i! REFERENCE: Rand McNally (2014) \ 1961t1 s, cc. C @4/ ~ ,s<I'< 'NJ > 5 '~ V ':,\".\..l 10 L e ~ ' '-;w lGTh )t ) l > 811; I 5, -" u (,w 19th SI ~ '0 S. Pug> r , L B V, B01:111u "' Lonat1cr~-:: '; lndmii1al Pt11~ Thomas ,, 0 Teasdale ~ Pork § ~ 0 ~ \w l /tt1 Sr ,c ~ ~ "' • t ;, "' :,,-~ < > " <( V, "Cl " s r::.w 14i::h 5: _, s "' ~ '',, "' "" er ~ 0: ~ , >, ?. -11,~ ~ ' _!, ,, <;l , '" 16 °' J' ' > V' J' w l , S 3.?,q~ )1 i ~ fi "' s:: S Jbt\' Pl Sw 39ll• SI ~JM1i1(1 SITE~,, \w~hd\l S 180:~ 1, 'Ii-· [/1"",): se LJ.1, ,,;d ;1·11,-, Spnngbrook "' Greenbelt ~ <( L ~ , 1~61hPI S 1881h ,, ~ ~ o' ~ ,! T "" ,, :;l "" C, ti V' V' ., "' ·5t=o 192nd '::ii > 19/ntl >I '1 192,.d s~ ~ 19,~tli St ,, "' .. :r ::, ro S lOOlh >I '"' ;001 < -;,; , ~ -;, "' S 200th >I > ~ ~ T ~ "' ,,, ,. Si < -" -; er ., .,., 'p ::, !!' < ~ Scale: For: Job Number Horizontal: N. T.S. Vertical: NIA 18215 72ND AVENUE SOUTH KENT. WA 98032 (425) 251-6222 (425) 251-8782 CIV!L ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES P:\ 16000s\ 16836\exhibil\graphics\ 16836 vmap. cdr IKEA RENTON, WASHINGTON Title: VICINITY MAP 16836 DATE: 06/11/14 EXHIBIT B Downstream Drainage Map • / ' - i/ 56' CURB TO CUR8 o • a 0 • ~ ' ' g, STA. 74 •96 •SW 34/hlO~oo N 2~oa's1·E: !/ li; 9 I ®s,:: ' T_'l'f'E A CURB 6 GUTTER ©..__ ?!) di'. 12+23.4 37:~R ~ 1 (4) J/ ~" ·'i" ··11 "• " • ,r ~ ... " ,, oJ ,; ~:~ ~ J / • •1 o,.; " ;~. £ J : ' 'L,' ' .. ti "' 0 " .., - ~ ~ 0 f: SUPtRELEVAHlH TABLE "'' RIGHT 71 ~ 00 -" 76+00 -,% "' 50 -" 76 ~ 40 -l"/,. 77+00 17+0(1 -1"!. zJ 77HO 0 77t 40 0% 0 • 9~ 011' 01~ R ' 2000. oo' 77+ 70 0 77+70 0% 7 8+50 _,.,_ 78l I 0 • I "lo 159. 75' : : 318 82' 7 9 l90 _,.,_ s 2 +oo -'" 25-71+00 72+00 1,00 741-00 75+00 -76too 77+00 20- t0.4 'Yo 140' v.c:. !20' v.c. a 0 0 . o,~ @ • 0 . • . ' ~~ • T .~ "• z ~ .. '• 0.,; "2 = '• . " "" 00 0" ' . ,-~~ >-0. >-• -> -> -. -------0.4 % • . -i0.4% - 15· \_f'ILL' I it- I ------------i;::::-------~-- 0SOF-T PEATY, ORGANIC SILT\ ~,,.; .. ~-• 140' 11:C. • ol;: •-." '> '• -- 0 • R ' . ' . 10• 12' 07" 200 o. oo' I 78. 52' 35"6.12' Roit,ood RI w 78+00 0 ii. ,, 0.,; ,- w "-.,," 1 TT , RIW---..... R/W®' 79..-oo 0 • • .. '•. 0 • ~ - -0.5 % ---lL ~1.a:__ 1---z: "' • sf ';: 1 ' l'ii, .. <n . . ' .,.,. I-- :;· n: it® :--® l-"---• J§J /.·.,, ----""' ~ . c:: ~$ 0 -,ri . ,- ... iji,,j ~ :n...: 01~ " -~ ~ • " -j; - ~ ~ 80+00 Q .. 2•. • 0 -> '--ti 0 • ~ w ,i-0.5 •t. ~·-.,;I:;:: . ,: ;: ... ":.-·! MH,..il!I Sia. 0,60 ~ ( ~ :.:.. ,,:_ I --1~ ~ ....__ :i I- " N ·re t; ~ i" ,~ ;(I) i tr-~-----i o ~ I_ U o 1 Ill U'I I . ~ 'I 11 ~ ·1 .-~~1 :;., w-1 i'° · :1 ~I ~ (rt'"'"""'"'""" I ,,i . l /§ ~" I -., i ~ ~ M 82~413 . ,: i ,. w I 26 b ""' c;f ST 8t;l5TUB W46 1 _I.;. ' i :B° ,., , ca , srno i' ,o 02 -'I' __ , ___ -_ -j_.-_ •• _ l · .CMll-36R -" • 1 • ,~I ~ ~ ~ : i. 71r,'{-J,"( -' .. ·., ::: .. ~ (:.J; ~ -. [ ,, a, r . . l! ~ ··~' c\ir r -, ,-\J_ r·'· :i--· ) Bl+OO 82100 25f · )i 2dfi0 !I -_ ·~ ~1-g, o• ,-. : ~0.004 1401 v.c. 8J_;; ' --> •• ~ ;1: ol~ > • -""4· -- ,· I r:{i''I · lJ' ,,.,.,! -.!:._ ;;_:.·~i~ it ' ! -isl , , -· c : -\I; ~ ! -; ~ m ·.r ~~ 10 \..._SCFT PEAT:-)_ __ -_ --_ -I+----:::._-CvE;-SOFT CLAYEY SANDY SI.LT-....._ -. -!N -'J--· --·1 Tl.I?~,~-~§; IOi ----_---(,-1-,--------- ~ oo' S • 0.00045 5- 0 E TO MEDIUM L DOS SANO ~USGS t --P •.11-19p-, , r.Fo-,o-,c,•., DENSE\ fa, g ii~ (M.S.L=°O) ---------1 ..._ -~4R-500' S•0.00054 --------------------~--- • • .,; ii~ ~ ~ j 49•_ 330' • ' ' . ' ' >-' I ~S•0.0006 "-....__ALTERNATING LOOSE AND MEDIUM $Tiff SAND SIL.T) r '~1 ~ -"--,oose sm fl NE SANDl > a ~· S•OOOI/ --- l!i" J ~ Q " ~I t S-/99707, Surcharge"" ,--~----1--------'. Remove s' J 40• f 40' I / ', SURCHARGE REMOVAL SECTION 73, oo ro 9J +52 ROLL 207 • FR 02:9 ! i ~·,, m1t·{. : Jt:,, .• J ··_1 ~·l••l1t • 1. --~-........ J -.&11110• 1?-ICfCl7 LIND AVE. L1 D ic-302 STREET PLAN-PROFILE 70•50 TO 82+50 ""' 21217!!1 " II I "•40' ,; \/ 1•q• ·-ye-"'-~ -,t--7, So 3 -,. -a e-, r: ; · 5·:·i~· r i j ·O 1 l i .I • f ~ .. )~: . .__ .-. 7' :\ ' ~~-j· ,;;_; ~: !,)• NL DOW!J5'fHArYI ,, ()tLA J ,v ,tG, C u:>14~ tr1AP • f "7 I I I I I I I I I I. I 25· 20· 15· 10· -11 . • .p UNO STA. 61 ... 49.17 •S.W.34th 9t61.91 bl<. •S.W.34Th OtOO ah. I-' "' ~ ;; "' " .,; J!. / ';0 ~ ~~ ~/ ~~ @r-; ~~ •w •• • ow ow •• • ~'I • i ~ r • 59+00 120· v.c. 0 ?I= ., .. 610 e i 78.91 60-00 61+00 ~ £ ., ON -~ •• u " •• u-> • ~ +0.-4% \._ FILL\ '2~ S•O.l'llJ.S. O,B3 -i~ '· ,. oi -..: !! <D -·;'~ -;--"''Z ~ ::,, -~ J: ::\: • • s2+oo !40' V. C. ~ 0 'IN ~t Nm <D ~-• ill ; u • > w 2" TEE AT SPR1NGLINE AS BlJILT -~Jt.oo -0,4 'Y, ;;:; ~:-. £1· . '° ~' u ·> • ~TYOR<ili~J.S IL T,~ --- 8" 0 177_' c-0-- ----------- 5 0 " ,; > jlz ~SGS t wwp .. ,7 -/IPP I r,o.•e-1PP7 I M.S.L.•O) . • " > z ·s-0.~ ~ lJ t,oose TO MEDIUM OSNSS • N ~ I" . ,0 . . . z > ,,, , z :I!"!: - • SILTY FINE SAND' ~ • " .. " • w, RO'lt 297 ~ . 200' "'" 56'1044' CURS TO CURB I? i ".l ~ ~ "'"-_ • N " ~ .. -@ ;.;;:; E.,n "/C ow . iii ci . 6#()0-"~ . 120' 'I. Q, fu]; -400' g RIW 651-00 ·o, "' ... "' / ,, . 66f.00 ,o • .lo/• .$, .. :2~ • -~ • • • • r • • 0 ---:.o:--- • • • ~ "(YPE __ A CURB 6 GUTTER .N__g_~os' !5J.E 1s•sTUB Ff!OM MH (MATC1£0 INVE -~ " ~ 1,. •· I~ sz 67si00 68+00 _L_ ~Ii~ !l)-~ ' ' C> 2 ~ ••• 69t00 70+00 ::1, ~ ~ ... u• ,w 4> •• ~~ ~Ul ,25 !fi11 t -ij~ ! J -. .:.. ti' ' .. ,: t jt-'- 1·· ' t J .{ ''I t-~~·: I , ' I .• 'I 1 . ..... ,.--·i 1·H. ' . ' ' I .>~:··· ,_. , ~ .. Fi· ,;.((.:· Y tJ' ·,· <1· i,~~;!fb~ ,~ .. i ,,ilil •W: Wf1l ~'l,'·.i:! '\ .~~ ,-if ',.,-,,_ ' .;,. N 0 ·~l~f 2,. "i :· 01 0 ;: -'<t "'~~ ~, Mo'v.c ., . .. : ID 1· • " - 1 20' v. c:. • . . ; ~ ;I. I [20 . . • N •• >N ,-u • u " !il·i· .~ -.:, <i>• ' ~1~ ~ u > w -1-0.4 '% > • l:-1LL i~~-::-· _ '--soFT PE.Ar. w Jlli SILT LA'(ERS-.... so·~·sqo' S•0.00045 • e".406' s-o:o~ · . -+-. • ,1~ ·- FR 0:2f8 > w > - -0.,_4 "I, • 6"-400' S•0.004 ·- 60' S•0.00045 , S·0~2901> $~ > - +-0.4% la.I .,. FACING EAS' ,- • • " > ii~ • • > ii~ i-.-~;l::":;·r:;:;--l I "··--.··." .,,,, '.-'."" -~;~~~-flfC~--~~ (!.'t'M.710: ;--·--;-·. R-1qq1 ; !',~ ,I · __ ;.._} UNO AVE LJ D f'302 STREET PUl.N -PRO Fl LE 58+50 TO 70+50 Z/?./ 78 ""' " NIHT H 1:•'IO,' -»e .. ~~:- 4---., -J() 3 ,. -•'Mlljllll ··. ----' . .-, a ·15 ·10 .5 ,.o .% :h>:' ..• ·'::1 µij&J -< j, ·4 rri<?,; 1l i --' 1 ·j ... ,,, 'J;k}J; ~ ~-~ ... '· -;j: ' .1 :-> i ·. •. ".~ \.,, rl.· . ·., ! 1~,~ ~j ·-+ tr··---,-----~ . ' ' ' ili .J ('( ,. ·-·-- A}t:-~,v,v;,~ "0,z.,A-lrJAbt:. CtJ11.€-'?L ,11 /.IP • z/ '7 ]AV {IN!l lf'~+l9 • .1.s ~1 ~ ·11,:s ts ·11•£.z _ .LJ3l'O&:I (]N] ~11:t~ zz 1 '8 ll SNIS\19 MJ.1.\1:l 88.,. !Z .9£ Ol. l:>3NNOJ- ! ·" ·" 0 stll ; ·~ t-,.. u • • • • ' 0 r a t 0 N !.I +61 I I .,,. ·o ·1:1 ·1,1·1,1 ,, i" ' \'Z >-' 1/) .c LOIi .. "' ;: 1/) ffl!OJ.S J)9 0Nll.S1X3 OJ. .J..:l!INN:Q , ~HI SNIS"VB IQlli':l 6tl-.. !.1 IJll !)Nl:,C)Ol J.H(llJ.l:13U'III H.lll,\ S9N ITld'9 1,.LZ 0£'1"1 Ml'9 SS >f33ij:) J 3dAJ. SNfS 8 M r .,, Oil !:INOt:101 .1.H~lUlllJ.'tl1WI H.llM • • • r a 0 • • • a u ; • • ~ ~ 0 • . • • o. a ~ • j" ' ,t, I 2 , . ., Id .L33HS 311111 HJ.lliv-1 ----2 ' I I 1 I I ' ' ' I ) • J SOHl.O I.I! !INISSIJlj:I l:13990¥ '8 >r.J\IW. ,.; • ' ·s •• ~ OO!l89Nl!ldS :i < . ., . " ~~ """ "1:11 !j 01P 'ANI ·s·s .e gg+11 -II 0 N 0 0 g---------',---------------- + ' ~ I I 0 ' ,, i, -I O.L"!.I ·:,·~3 I 01:"ti:2: i ~ it ~ t i ~~ ~ ~ l ~ !(e: ~ \) t ~ ~ "' w"' ~..J= ; -+ (I) "-"' ,tOt\J "'0: 0 ·"-- ;: ' 0 tnz1n ' <( + .J-• a_ - I u 0 > + N ~ N ' '.:?"'!.l":l"Act"l O~;}J I Ad: . c::J. I I 91>""1 't===',;;;:::=::.:==~:;i---J'~'!:.'!lj' '~'1;;' O.!. .. !Z J A't1 :/ t ,.:. Hl'I "X:1 0 0 .t N 0 0 + 0 N I I I a, •, ?1 I ·ov=•n<i' O~~,,~ ·,· 9~i-J : l g --~,,,0,•,•, ',i,,·T~,',,-.1 t ~ 0 0 + ~ 0 0 + !:: 00·1.1 ":)j\',O t,J'.!.I 'I',',<! Qt,~81 98'91 0L1'.!. I ·:i·tt"ll • ; ' 0 • :"\ I o ' ~ I 5 ' I ~ : 8 ' ' i tj 0 ' O 8!'91 ! ~ --)l't'3i:19 30\1119 i.1 0 0 • ~ 0 0 + ,!; 0 0 + ~ 0 0 + !,! u > ~1 ' ' ' ' ' , , ,, ,. 10 ' ' ' ' I ' Hgl i I !//1 '" '' I ' --·o",0 ,0 1°1°"•;0 ';" 1 -~,__, ' : 0 N ,--- ' • • 0 0 0 0 • • " b • g 0 0 0 -·-,,------..,, ... n .,mr.,- Ol>"IIMII 0,; ti !i f~ "" "' ... Jt.NJ oe+11 i-rwss 0 ... "' 0:: 11: .J s 0:: f- "' l a z ~ 0 <( in . ·: '..': ;l > 0 ., 0:: '" 0 :I :a,; "' ;, -- < ; ' 0 ,q- i fil I- I - .... c:) CC) .... .J .J 0 ~ - ------i , /i ; I ; I ; I //~: / ~~ : I !~ I I ~! I TED -40-2838 1sw .O .. ST. 01\KESDALE CCIIJ,,11ll) l'lpotor,a R.-,f1l- ~I,. .I .... " ... . -~.. if: ' .. ~·) I . . . --- I 1 ~~ ~' 7 ~ 1 It" I a I 11d1~ ll~t~II ;s f-;,~ I ~f~i • 11 • >'<Z C Oo ~ II~~: -"' , uDc: ';; .s ' .~ ~ .~ I~ I ~!! 11111 11' • I f ~ ~ I !J i' I I -·-:v.r-· I ,1~ i\v.: 1-¢, 1> l,;t::::> SECTION 25 00 ~]OWNSlf' 23 NORTt1._ RAl«E 4 EASTWJ.l IOCIIIC.flUAHlllAL !i([ mc!IIW. Pl.Alfi - S([ NQ!l. l'VII$ FOR LWJT :·: L1 / / / / / / / / / '/ / / . / / / / 2 EX..,.. ff-'21.a!- ~------------------ / / / / / / 0 ..... -~-·~~· " ~ ~ ~ ~ @ Call before you DJg. 1-800-424-5555 0 10 \ I"'-1 SCALE f•20' ---/IIS>l -· : :-..... '._] - ··'l;J .R~,aaso, rw-~118 J RECOMMENDED roe:tc· BY ,A;>o B'G ---,,..-,-8----0 I ,·'t-.<t:·c;t ::.~· 0 ~ ! ~-----fl,_··-------,--------•r• -iii \Tt-----------< I I I ! !> b :~,L---. ---i--------------·---------------i -SW43RDST-------- TEI)• (to -,Jj'J F .i I WTR-L7-.t.F1F ROLL#167 C~~Uii'!PORTERW ... DEEN ~~~-QW.~~ 217PllolE~;IUTED "'~ st.t.nu..WA•lol F,-1 --··. '.' .•.. ,·,.··. -~-~1 _: ·'·': . ' .~ ;,. - SFA PACK CENTRE Suttll' P1ch;l1111 Cgrp. Rellot1, W.sfllngl!ln GRAPING, DRAINAGE AND UTIUfY PLAN c w->,ne,o, ~d_--~ ~ ------·--···· ---. SH.EH C21 SCANNED OCT t. 2!Xl(I ~tN) ~ ~ 'i t:;; .~ ! 'II~ ;.? I •S A .&:,,. •i B = Oi;;. § I ~N ~ ~ oc Ii ,-1 -5,~ -C>fNJN?~l UJr'1Tt t\JV\E.0 C> ; ') t-" , ... f-".i f• ,,, ,, . -.. ') e-, . <,'(i v . (' .. /~ I! K., SECTION 25 AID 26, TOWNSII' 23 ra!11i, RANGE 4 EAST Wll. ' :1 i 1U I __:r:_ -----_ SW 41ST ST---j'-+ ------j---1 --/ @ 1!1~ u 'i:::1~ ~hts 0.. -~ ~ f~ij l! 0 ! i: lhrn~-.,:, .. • ~MO ><z .. E:0> ~ u~} 'l Ii , ~@ ''t :~r: \,. ~ :1 I 11 •i llillJ 1 1" _r1 U-l-ll)_!j . ~ f :r-· ~ ~ ! i 1.r~o-ti~ -2818 IIIICllDI O'.llllliClllR. SM1C111 NII "1CH Dl5INl ~~UZD..5U'..~ ~1121111. I ~ !Ml ttlJIIIUd JUOJlllll 5UlWIC El ~ -~-----·-·-·-··-------··--···· ··-·· " 11 '11· I ;l• .. -,\1 I "'· .,, (•'Ul/lf"U, ,~- ii :~ ,, Ii /r ,, ;·· .Li z-, _..,:· a,.11 .. ,'1 (••<t·•.,_ '.:t ,r; ,,ti I i~ I ,} ;t I :·-:._ ;t! ROLL#167 i ...... .. _ .. _~116f W<llO J -~ ·'..:.·cl:~J~_:_8_.;f / MATCH LI£ 1-lllB MEI" LEFT ~ I~~ BC ":.. f -a •lir/' ~~:+~r: -:i::,..i:ir:~i, ·q,, i''"' ,.:.a .. iL ·1·1-· ,it c!' i.. ·-· COl,IGHUNPORTERWMDUN ~~mLip,.Uf:_,·Q'd.~~ Jll~lllllET';,UUJIIO "'~ nJtWA_'IIIIIDI; 1 F,:~1 ·, .•. . . _· ',;,-·',-·· .. ·_.·,: '. ,: . :;.~ : '. 'f ·: .. ' ' . ···.,,: ·. ,l, ·.· :,;" ~ il;_·· 11 {f.J ·~- ,:}; ~ ,:;;' " ~J . ' a10:1a 40 ,.._ I .'.I ;i:,~:(: SC.ALE 1'-20' ,.:'il1··_·' ·r···rJ ir, ···-~,~ t: ONT/ ,Vt,\·fln0,J _ f~ o.rtl rJ wu ?JD~' toJ7 t ~1Av1 " ,_ 2 ~ ' m . -~"'',\7-'----'----1:6',;~ ~ MATCH LINE 2 -lHS 9iEET LEF[ J.l ·'!I\ ,sr,;i.rr,,r,,; •M.-TI>'. MATCH t.NE -SEE St£ET C2.1 R ...... , RE.COMMENDED FOR APPROVAL BY, ___ _ BY,_ __ _ -BY ___ _ SEA PACK CENTRE SnL\lto Plclca~a Ccrp. ~ RHIO,,, W1s!IID,g!Dt1 GIW)JNQ, O~E ANO UTILITY PIAN SHl:ET C23 ~ ~ } • t:, ~ ~ ls. ~ o,;, Ii~ -00 (;a 00 I I 11 c. o_'_ 't;.-:_J'l.p. ( __ 'l ?0 "1\ IP, If/I'/> Nnf .r ~ uJ £>OWN j rJ(ZLAr-1 C,r/Jn, €..,'!,L~ I I I I I I I I I I I I zo 15 I JO I 5 I I I I I !I ~1;;; ' ' "~ ! . t ) ti t l ' . ell --J ~ ·2-15 ~ \1 ~ \Jj ~ '9'°~ ~ ~ ~ -~ ~ ~ .:, , ' ~ ~ IJ ~ 1' lrj ~~ I 0.-: ~ -0i ~ ' . ~ &tJm.~~~ \ iv.MJ e,, ?tJ lo a~~ ~-, ' i~ ~ t' l ( . '/."•' ,, ') J ., ,.,£.'? z '.] '9/s ~ ~~ w~ ':' I "o WO w+ 00 ~ ~E .... ----,,,_ VAL!.E"Y -PARKWAJL S. W.-··- ,e, ~----.J-r:J:J.·,/ 111,;k n. ,, 5~0>'-99.49, .i:2.0'Rf" Po,nt ar Q.,rb ,'il?...-v.,,;, 'i<" L; 4·~ ~.5o/.d)i"/~/ 4f,= /-,i?,,:. --- -xv-' v.c / /I / LOCATION s· ~ a SEE SKEET~ 72" CMP DATA STATION 4-OFFSET L.F _.!>fu KJf'-35.!~, .57.0'£1; / 5/o //IQ!f./2, 670 'Rf-. 143.S sm 10,43.69. GIS'U / sro. 11-1-14.1:1, Ga~'Rt: 1410 s,h. 10-,su9, 63.o·a~.z.e.49, Go.o'~.O Sta /Ot.59.&, 70.5'Lt. /Sib, IN-.3/.78, SSJ'Rr. I 145.0 ~1-s ., 1.:q,- !if ~"' ~_., ,~· l ii ~ ,---14,.r a/~~~ &s~aOC!fffi t.1: efN?' Or.:im /P,;ae ----- /, 5=~~~ / ,~ / -::, . .,.-_,;;m, ;, ·. 11: -' 'r*· R • 720' i ~ ~ ~I 7 .. 72.s, ·" j .t ; ~ I ~ ~·~ · L • l!.3.6/ 11::; ~ Gi: ~ !\J !;::; ~ ... ........ ';t-' -0 ~ ..... .,~IJ,,~1 . ill' ~ " ,. ~ \ :i!-: 'lo~~ It.;" '{I \ -~~ ;~i-~l ii ~1'"0?.3.9, ?.2'L.t. t -----· 6rt·· ,;;,; ,,_,_,=~: r I I= t ~ t·+·;tw ~ tL;;~ +~,~ oozx , I I I •" -=-_1 ,wc;1 I I ,re _ tM~" Fulure ~--""" .,., .. ~~:7& ~/&,r/c~a ~dzl'~o,','(1/ I I l -A.sphol/-W?t:: fbvrrrnenr C~ B", ,?' W';anng C.:,w;se Con,p. ~ Aspl,a/f mrl. 1120 kdn>IS.94'----c (-1/f!jflt.,_/,fffJO)h.J/UJ"~ --- -Aspt.,ol/-:lreoll!.'d Bos~, 4 1 m,;-, i::on.o. Oep/-h "'""""" ~ wnc-a,,.--b ~ ($p/'/vr • '-· --Se!ecf Roadway cb,-..-o,:u, f'P n,,n. a,=p. De-prh SECTION VALLEY PARKWAY -TYPICAL 5 LANE N.T.5 STA. 0+50.6 lo 141-00 .J vc=s/ "- r-rrt·· :-: ,,~;w_L:r! ~!(t--,~ru·· .. 1 ~! Lone I Lr I wne LJ;~f~I! ~· I 1 0@ 1it' I ~ N<,% , ~N" . ,,J~(1~ '" 1 ~,, 11 lJ" 1 I'"" au£ -[ \ A9phaH /1.hli ··=s-=" \ 'I '1 '. • --A.spho/T Q;nc: Pb~n-,.rr,,'-C/QS$ "d, 2" /.H,arH"f9 ATr--.(-N'79 SJ'r~---1 ' ' C~,;, ~-0/17p>'h W?C C'{H"C> / fiufkr___J l-,,4S,Oho/T' 17ll'07W' &.sr, 4'n,,/1. lo-np. D~pl-h ---Se/eel-}i'bodl0!:7y Borrr:)w, 6" m,n ~ Depfl1 ~ STREET -TYPICAL 4 LANE SECTION --...........__ "-.. A:>,nr oF Cl.v-b Re~ ~~ WQ .. Wl),I~ Fb1llTlfd L= 61:.P 5r.r,,oe STA o+oo o to /8+31.49 1v.r..s 0 LANE TRANSITION, STA, !8+31.49 lo 20+49,62 I·' @ 5 LANE SECTION, STA 20+49.62 lo 21+71.62, [See TYPICAL 5 LANE SE"CTIONJ !OOt v.c· -~--· • • • • ; • • ~ • g • • < ' • ' l ' • >-···· ; • ' ! ' ' !' lll " l!l . c 2 GI <(c a. ;,,t GI ii;. e..., ··L· ~ ~11, 0 ... , ,...&>. }aJill Tc __ 7f___ l I ! ! I i : : I I IC ~,;;ta:,.,__ r ·f-J---y! -J : , ·---~ --,1 _l I/ . I I I I : ' . ' -~I ~: Oj l,j . ; ~ -'~·-----..:,-- ct~!°>. ~,;. ~~ ~h >~ I I • I I fr/$.f. (i! i:f L 1•. /!::I .:trt~:~Fafd·10 ~ ' ... --~-~ :~---·--·jt-~-... -. --··· ·--·-·· J ,--_El<,,--~;;; ; ~~. ~ I ~I~ /s .. i=0 ___ c..-f-,--• ~,,--:'-,""'.~ 11 . -~ ---:----------. r~~:~s -=--'"q . ~1-- ~1 -··--. :-°'""''?;'il-.,JJij';;,,,.,;,,ft I I mm • ·br/.,"P;;;;,m,?,p,, ' '64 1r,-;.,~. ; . .xva.v_~ 1· .. ~ 6'64,L;;.=<O.'oo/o-}f_ L~.>1-_l_~~IJ~ ' -+---m . --I i . · - ---I ·--i·-, . ' -. ,1..-1". '~.-. ',; ------. ~ I ' .. , ~ • . ~ .6' I \..... --·.,; /'-•: .lli -·r: --·-~ I "<I-~-,~ ·.!J "' --- ·~ ---..:.,-~---K · .. -~.:. (\j --~~I ·j b 1\-.. "-' 11.~,t! I i~ ! I n~l~~·,/,ij.>S· .. q . ~ CS '.\'i~ ~." ,,~ ' . ~~. ! .. • •. ALU/,VCJ =. -· -. ~ ~~~, "> ,, "LJ··· li t.t;LJtlUIY · · . 'S(NG ' •, ··~· ." >' • ,, \ > ,<, .. ! . . • ·· ' '"'""-· . CK ""' · • ,1~ I·· ;ij .. 1.·,~~~~ .. 1~~h !::_ __ !, l ····1·-1. 'FLOW.IN6~Tr.r'('~IHTl_f\~-_I. L <O <, ...• . I ' .. ' ' ! • . ..., " • • ~ ' -·f i ! ~--i'-c,-~ ' ' ' l•Gi2.0i. a,oo '""' scole · 1" -·40' Jlor,r. .1: "~'.,"Nrl /,MP ! ' I . --~-T-----:-:- r: i i ' ' ,· 14.ki ' I ~··· "1 _!•· <:; :' ~::·-:·· ·1 .. I. M,:t-MU>t-sCANNEDOCl Z?a'ffii -~,. 4--3-5'0~ ,· ROLL2,0-,3 . . . ·.· ....... , ........ -.. ,·'··. F··R·: .. . . ' ;-_ ... ; . :'· ,.-.,, -- • 0 ~"' ' ii :.J. :.1111 ~ 1.1 '•--· -~LL,; .. m,..t, .,..O,: ..., """ er "I <!( ... .!r -Q;, \ 1I-s :,. ,,-~,:w.:.>-=>--~--;; ~ • OJ ~ i,,, :!{ • iEE ..J - I-<a: a. ~ ; ~ ~· .' ~ . ~ ' .Bi ·'r··· o· :\ ~~ ~ ' " ~ !'' ~ ~ ~·~~! Hi Jiitl .,:......_. c~.-C- 7B,Q72 ~=2 p OF4 1 -:f~T,i ) it SECTIOO 25 NO 26, TOWNH' 23 NOll1H, RAN:E 4 EAST W.M. I I I I I I I I I I I I I I I ~ ~ ; ----------------------------------. --------------- I I l "'Z # Oo j ... ><z t ... ., -.,, u I At :r :a; fi " ~~ !l!I ~~I 1111 If 1111 I I 1 I I i ~ • I u ·--' i! j TG0-'1o ..:~81& i ----- C1r"1'1 -11-1 :;u;k;",lf.i\iu. · · '· ·-- ·-· l_] I _, -----··-~---·----·--.---·- / ----. .. ,,_ ! !·l~;~- .fiL_NkJ .. 'ii~::'.:'~,)~{;-~.;·~· '"'""' -,----y -~==-,~~"~ ir~---:· ,:, .. -., ... ',•J1·· I f:\ ·-..... . ,.,,. I ; ·):_. ~-; : • I i ·<:..:,:-... ""/·: · . I ! q ...., ... ~ ... ....__ __ _ ' f4wv... , ~,i.-~Jj. ~ 0~ / / ·-· 1 3 _t I I 1 /: -i 1 ,, ,, ' / / / / / / ' t.; u .. r "' . ~.t"'1 J .; . . ~f { :} .. I / X , I . 1-:i~\\ 1: EX f HQI ----- ·\, I SSIIH RIM==17.3 l[>:.12-08 i* r .,i' ;i1: ~i~ !);;,, ' . k.··.,-' . Jl --it ·, :_J u 1t~t1SNA <i'<-1'Jt-'!f.-' ,!'!•:'-Iii..- fr ' I&.' ... '!£.,. I CCllllllCKt SIMl. (ttlDNE M:WDI ruIW 11111 I ~ ~ sa\11 ND FUJI DS1IC : MIIIJII' .IS &MO. m: sPlt,t"OIIII SlQDI mm. i MATCH LIE -lHS SI-EET flllif ~·----... ------ ROLL#167. I "" J ~7· -~- a:. t'/ COUGHUNPORTIRWNDIEN ,.a:NU,.~~.-:,·o.i.~~. 117,..Slllll!f•MTIJIO P.c~ -,"l.i,~ I__ ft~I ~ ..... : ··•·· ··i-·./,··-,•;-.· ; .-··. i.:.-.\ 3. . . ... -. -, :---, .... ": .,. : : MATCH LtE -THS SI-EEi liFJ' @ ~ SCALE 1'-20' RECOMMENDED FOR APPROVAL BY~:.r .,~. BY ____ _ BY ____ _ I J, ··.il ·F,.-. 1110~::-! .·/b.'•h•'1 .Jc~ '.-~ ~{ Ji 0 l·t·'.;: ' .. /' I I I I . ti >-f-: +-I ~1· ' ·-.. -[•IUO ti"/! - . : I I I I ·' I ~ MATCH LIE -11:E SI-EET C22 SPA PACK CENTRE Sa,1W. PKbgln9° Corp. Relllotl, 'Wnhln;ton ·""· i I ~· SHEET G~G. D~AINA.Cm A],ID UTlLfl'Y Pl.AN C24 · ·co ,-.:f?-.zJVP-4 SCANNED OCT &Zia .;,· . ·------------. ----.-- ,.. i ~ 'l = l ~ e ~ ?-I •i R ~ ~. I;:, J ~ w 00 Ii ()orv.J ,rfl..M,r, f:J/b(r1 '1//ff;, ~ c.011£.,:,.e· ~I!. btn l/'11v - JJUA $ IT)( EXHIBIT C Upstream Basin Map THERE IS NO CONTRIBUTING UPSTREAM BASIN EXHIBIT D Topographic Map I I I I I I I I I I I I I I I I I I I iM ,AP II <~-..... _________ _/ ~-~Ji r ·) ) r\_ '\ _ _J 11 C cJn---~ ,> ~--- .A..__.~, ~-_Jr? o ~--,----~ --------~~9-d 1 Legend I 1;--,_ ...... , D ,,_ .. -· 'i I I ( ', I I r i' I ', I I ·,_ / ~ 0 -I County Boundary I_ I • J LJ O " 1,-' L,-. ~, -11 / .~--11 , <-'\ lj (_~ -=---,__ 1 -,j . -~·-~-------=~ ,t r -a L =-11 ./ ForostProd. Contours {5ft dark) I 100; 500; 1000 Highway s . \~ /i ( -Boundary on Dostrlct n Growth Area Line ""'".-porated Area Streets ~ v-> I \-J;,Y ;;)r}k-1 ) / ~'s\ ll?~'l) ~ Urba ~ ,;<. v:~A "z>ooOoo 0 J ,l/1-: ___ q;>_::Jl ~t-L I Ls ,,,,· . f '"""'' J //~ ,Rento-nU\J o "'--._,_ ""'i ~ ~~ _;~ II ,~, 6 / /V~~~(,J O ,__, _0 ., I Jf {_ J <;;:\ n:f r / m,,.., _ • , • , // ,I £ , G I ~ ~19 ,') .-; - I ' ., <.,' /. ;; ( k.J \ ' 0 ~ 1· I -I '/" -, . . . M=k (\\ II r 111 "_Ji'li\ uk1wi la \ I 1.1 -) \ Vi ~~ I £;/ ;D ;:__ ~.,,~ =!}£] II O ~8 I 1!/ " '""' v c--~ , ,I CJ ------ri~ 0 ,(/\ r,, I A1i~ ' ...0, u '. ~ ~..J 1/ --I, II /\ q'i', V l r . -p~ ~ Jl ~C I -J, /·/ Streams E§I Tribal Lands Parcels D Parks Unincorporated KC Zonjng A, 10 , Ag rictJHura l, ona OU par 10 IIGrCrS A,35 • AgrictJltural o.na OU pa135 iXil'GS F , Forest -u-" ~'PA_. ~v~0:r·~<f____ 1 [ r 1:~ D ~~~ t -~~--, ~ SW<A -'>I~ ,,, - ) n o ~}~~, ,., ~ r r=m.v, \. ,.~-/~ ~ ' & 0 ~L ,, ~ "'--=--~---6 ~ r 1 ° ~ 1-r L , 0 -·--r~-~£~~Jl-S ~ ~SJ 0 -w """ sr-_. (.____ LI D D M • MinGral (cont) t~ Q (l)J\ lk_"" c=:::::=:, 0 Kerit v i F (I) ! ~c.#Ji --~ "-----{) 0 ~ I) ,,- // O 1043ft , , , ,, , ., .. ,. D - D D D D D I I • The i r:t_fortnation fnduded on thls map hai; Q.Eien cortJplled by King County staff from a Vl}riety ofl:!Qurces and is subject to change without n'.otloe. King County maltes -no rep~senta"6ns or warra·nt1es, express or. Implied, as ·to accuracy, ·coJ!'lpleteness; timeliness,. or rights to the use of such information. This document is not Int~ for \{seas a ~uo,ey ~act.~ County ~all.not be liable f cir"any general,.special1 indirect, Incident.al , or consequential daml!ges lnduding, but not limit~to, lost r_evenues or lost profits. resulting from the use_or misuse of JtJ.~ infqrmation qonfajned on this map. lj.rry sale of thi s map or lnfo!'.lllatlon c;>n this ma·p Is 1 ,prollitiited ex~ l)y written pem1lsslon of l(Jng County. -_ · ., -·~.i?:;.;._.. l .-_. .:... ;--4.:P -_;:-J.1j~l'i .. -• --;-,: l ..,., D~~: 6/16/2 014 Source : King County IMAP-Property lnf9rmation (h~pil~.metrokc.90 1!/GIS/IMAP) RA,2.5 , Rural Ar11,11,ona OU p« 5ai;rcs RA,5 , Rural Arm, ono OU per Sai.rm RA,10 , Ru~Aro.1,ona OU par 10 :,am UR • Urban RCl!Ol'\'O, ono OU pcir 5 .llGl"CIS R, 1 • Rcsidantial ona DU par MG R,4 , Rcsidontial40U pcrac.rc R,6 , Rcsidantial 6 OU per ~c R,8 • Rmidanti.,~ 8 OU par ac.ra R,12 ,Rmidcmti.11, 120U p,otac.re R·18 , Rasidcmt.ial, 18 OU parac.ra R·2A, Rmidcmt.ial, 2A OU per i1Cffl R -48 • RGSidcmti.,I, 48 0 U par llGrCl NB • Neighborhood 8usinCl!15 CB · Community Bu sinG9 RB • Rog:iomil Busincm 0 ,0fficc I • lndimri.,J Ot.hcr t; King-Cc>,unty. TASK2 RESOURCE REVIEW TASK 2 RESOURCE REVIEW • Adopted Basin Plans: There are no available adopted basin plans to the best of our knowledge. However, the Basin Reconnaissance Summary Report indicated that Spring Brook Creek downstream from the project site had no projects proposed at the writing of that report in the creek downstream from this project site. • Floodplain and Floodway FEMA Maps: Please see the enclosed Exhibit E -FEMA Map Panel No. 53033C0978 F dated May 1995, which indicated the project site is located in Zone X which indicates that the site is located outside of the 500-year floodplain of a stream or river. Please refer to that exhibit for the exact location of the project site. • Other Off-Site Analysis Reports: To the best of our knowledge there are no other Off-Site Analysis Reports that were made available to us by the City, except for the City of Renton maps that we downloaded from the City website. These maps provided information on the downstream drainage courses. • Sensitive Areas Folios: The King County Sensitive Areas Folios were reviewed for this site and there no sensitive areas located within the immediate vicinity of the project site, except for Spring Brook Creek which the project discharges to. • Road Drainage Problems: This is not applicable. • United States Department of Agriculture King County Soils Survey. Based on the Soils Survey for this portion of King County, the vast majority of the site lies in Woodinville Silt Loam type soils. In addition, there is a small strip along the eastern property line of the site that lies in Snohomish Silt Loam. These are both Type 'D' soils. • Wetlands Inventory Map: Per the Wetlands Inventory Map included herewith in this report, there are no wetlands delineated in the vicinity of the project site; however, it is known that portions of Spring Brook Creek drain through wetland areas immediately north of the project site. • Migrating River Studies: This is not applicable. • Washington State DOE Section 303D List of Polluted Waters: Spring Brook Creek is considered a polluted water with fecal coliform bacteria as well as dissolved oxygen, which this project is proposing to drain the entire site to. Please refer to the following sections of this report for how that will be addressed. Basic Water Quality is the required drainage standard to be followed for providing water quality for this site and there are several methodologies proposed for this project site to utilize in each of the three separate downstream drainage courses from the project site. The vast majority of the site will consist of building area; however, the parking areas will have the water quality applied to them. Since fecal coliform bacteria is from animal waste typically, it is not anticipated that this project will contribute to any of those problems associated with the Section 303D list for Spring Brook Creek. • Adopted Stormwater Compliance Plans: This is not applicable. 16836.DD?.doc EXHIBIT E FEMA Map :i RENTON 0088 ,// ,///' SOUTHWEST Z NE X ZONE AE / -----------+--------+----~-//- Abandoned Railroad 41ST STREET STRE'ET / // SITE 36 ZONE AH !EL 17) w :, z w ii 31 LEGEND OTHER AREAS %ONI! X Nm dm!llmll>ed to bi: ovtslde SOD--year !loodplaln, REFERENCE: Federal Emergency Management Agency (Portion of Map 53033C0978 F, May 1995) Scale: Horizontal: N. T.S. Vertical: NIA 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LANO PLANNING, SURVEYING, ENVIRONMENTAL SERVICES P:\ 16000s\ 16836\exhibit\graphics\ 16836 fema.cdr For: Job Number IKEA 16836 RENTON, WASHINGTON Title: FEMAMAP DATE: 06/11114 EXHIBIT F Sensitive Areas Folios -, ·- Counly B<>undary SAO Stroam X Mountain Pea k s ~ Ci..., I Highways ;v' Ctns2~n ..- Struots ~ Cuss 2 !..:slrno ntd t l ""h"'"Y .•. Ct.nt l """"'" U ..-sdoo<J Loc.:11 r-I ukos and Largo Rivers Parc e ls Streams REFERENC E: King County iMAP (2014) Scale: Horizontal: N. T.S. Vertical: NIA 182 15 72ND AVENUE SO UTH KENT, WA 98032 (425) 251 -6222 (425) 251-8782 CIVIL ENGINE ERI NG, LAND PLANNING, SU RVEYIN G, EN V IRONMENTAL SERVICES P:\ 16000s\ 16836\exhibit\graphics\ 16836 sens.cdr Legend fill SAO Wotland D SAO Llndslldo l:J SAO Coa l Mino ~ SAO Seismlc SAO Erosion 2009 Col o r AAlrla l Photos (6in) 2009 Color Aeria l Photos (121n ) For: IKEA RENTON, WASHINGTON Titl e: SENSITIVE A RE A S MAP Job Number 16836 DATE: 06/11 /14 EXHIBIT G SCS Soils Map REFERE NCE : US DA , N atural Reso urces Conservat ion Service Scal e: Horizon/al: N.T.S. Vertical: NI A 18215 72ND AVE NU E SO U TH K ENT, WA 98032 (4 25) 251-6222 (425) 25 1-8782 C IV IL ENGINEERIN G, LAND PLANNI NG , SURV EY ING . E NVIRONMENTA L SE RVICES P:\ 16000s\ 16836\exhibit\graphics\ 16836 soil.cdr LE GEND: Wo = Wood invill e si lt loam So = Snoh omish silt loam For: IKEA RENTON , WASHINGTON Title : SOIL SURVEY MAP Job Number 16836 DATE: 06/11/14 EXHIBIT H Assessor's Map I / SITE ' REFERENCE: King County Department of Assessments (Feb, 2011) Scale: Horizontal: N. T.S. Vertical: NIA 18215 72NDAVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES P:\ 16000s\ 16836\exhibit\graphics\ 16836 amap.cdr For: IKEA RENTON, WASHINGTON Title: ASSESSOR MAP ,, ' I \ BU~LING1 ORILLIAIN OF RENTC KOLL Bl Job Number 16836 DATE: 06/11/14 EXHIBIT I Wetland Inventory Map I Mile jN 0 Y, •·.ifW!itikf·· 'Washington ........ , ..... . Black River Green River-Basin WETLAND: Black River 1 LOCATION: SW 18-23-4 NW 24-23-4 North -..: Approx. Scale: 1" = 500' COMMUNITY PLAN AREA: Green River Valley BASIN OR DRAINAGE: Green River INVENTORY DATE: 3-22-82 ACREAGE: 6. 2 CLASSIFICATION: Fish and Wildlife Service Common Name OOTE: PEH Palustrine, Emergent Meadow POW Palustrine, Unconsolidated Open Water bottom PEH Palustrine, Emergent Shallow Narsh Tho wetland edge Shown above Is api,,ro;xlmato. In marshes, ponds or takes, tl\e transition from standing water to uiplands Is usually efear. However, th• edge9, of fOrHted or ~ub/shru b wetlands ,ue 1e$S dlstlntt, There, the <::han? from wotland to upland often occurs over a broad area called tho "traruJtlon zone". For a dlscunlon~ $09 wot111td Plants 6f King coun\y and the Puget Sound Lowl.andt-and "Guldellnes for King County Wetlands." Black Rive.r 1 OBSERVED SPECIES: ( refer to list in Appendix 1) Trees: AR, PT Herbs: TL' Pl/ Shrubs: cs, sx, SD Sedges/Rushes/Grass/Fern: JX, PA Birds: HA, KD, RB, AR, SIi, DD Mammals: Fish: Other: BF RARE/ENDANGERED/THREATENED SPECIES: (refer to list in Appendix 2) Recorded/Observed: Potential: SIGNIFICANT HABITAT FEATURES: Heavy use by migrating wate.rfowl noted on day of invento.ry. OUTLET: Type: None. Condition: Outflow enter,: POTENTIAL STORAGE: Existing Active: Potential Active: 12 ac. ft. 38 ac, ft. GENERAL OBSERVATIONS: Some fill and disturbance of wetland. WETLAND EVALUATION SUMMARY: Data was collected in the five categories shown below. Within each category the data was e1r.1luated to produce numerical value$. Composite values for each category were produced in order to compare each wetland to other wetlands in its sub-basin and in Kfng County. The result of that comparison was a percentile rank, The percentile is expressed on a scale of one hundred and indicates the percent of wetlands that $COr&d equal to or below that particular site. For example, a percentile rank of 80 under sub-basin means that the wetland scored equal to or better than 80 percent of ell sites within the $Uh-basin for that evaluation category. NOTE: The percentile. ranks are valid only within the individual evaluation category and are intended solely for reference and eomparisoo. Evaluation category Hydrology: runoff storage ~oteotial, water qualitv. ~ten ti al for minimizing damage in downstream areas Biology: quality of habitat, abundance and dlveT,si1y of plant and animal species Visual: diversity and contrast of wetland and surrounding vegetstfon, surrounding landforms Cultural: t-ypesof acceu. proximity to schools/institutions, ovf'ilrell environmental quality Economic: presence of agriculture/peat extractioni anadromous or game fish, game birds or mammals of commercial vafue WETLAND RA TING: Rank {by percentile) Sub-basin 7 61 100 7 14 County-wide 9 44 79 19 12 Each wetland was assigned one of three possible wetJand ratings. The wetland ratings were determined by examining the score~ of se-leeted inventory ta5ks. specific data or percentile ranks for individual evaluation categories. lhe criteria used to acsign the wetland ratings are described in the Introduction. For each rating a number of specific guidelines for new develcpment in or adjacent to wetlantb were prepared. The 90idetines are intended to assist in catrying oot King County's Senshtve Areas Ordinance and other wetland policies. They are included in a separate report tined "Guidelines for King County Wetlands'', Wetland Rating: 2 Photo Date: 5·80 WETLAND: Black River 6 Panther Lake LOCATION: INVENTORY DATE: ACREAGE: CLASSIFICATION: L2AB4 PSSI PEN E 5-22-'-5 SW 4-22-5 7-22-81 62.6 Fish and Wildlife Service Lacustime, Littoral, Aquatic Bed, Floating leaved (Water-Shield/ White Pond Lily) Palustrine, Scrub/Shrub, Broad- leaved Deciduous (Hardhack) Palustrine, Emergent North .... Approx. Scale: COMMUNITY PLAN AREA: Soos Creek BASIN OR DRAINAGE: Green River Common Name Open Water Scrub/Shrub Shallw Narsh 1 tf = 1000 NOTE, Ttie wtit:13ncl edga shown aboYe Is appro><lmate. In marshes, Ponels or lakes, tn& transition '!Tom standing water to uplands ls usuaUY clear. However, the ed9es; of torestod or serub/shrub wetlands c1,e les.s dlitlnct. Tllere, the c:hanga from wetland to upland ol\.en occurS over a broad area called the 0 transltlon zone ... For a c:nscuss.lon, see Wetl.ahd PI.Jnh of Klnf Count1 al\d the Pu9" SoLSnd Lowtands and ,.Guidelines for King County wetlands," Black. River 6 OBSERVED SPECIES: (refer to list in Appendix 1) Trees: AR Herbs: BS, LA, NO, RR, Tl, VS Shrubs: MD, SD, Sedges/Rushes/Grass/Fern: CX, EX, JE, JX, LM, SV Birds: PG, GB, MA, CO, VS, BS, AR, ST, SS, YT Mammals: Fish: Other: RARE/ENDANGERED/THREATENED SPECIES: (refer to list in Appendix 2) Recorded/Observed: Potential: SIGNIFICANT HABITAT FEATURES: Many snags in view of open water area. OUTLET: Type: Channel Condition: Open Outflow enters: Stream POTENTIAL STORAGE: Ex isling Active: 106 ac. ft. Potential Active: 106 ac. ft. GENERAL OBSERVATJONS: Although surrounded by residential development on most sides, the 1 ake seems fair 1 y uneffected by development except for 1 i ter. WETLAND EVALUATION SUMMARY: Data was collee1ed in the five categories shown below. Within each cat&gOry tile data was evaluated to produce numerlcal values. Composite values for eeeh-category wen produced In order to COfTlpare each wetlen~ to other wetlands in its .s:ub-besin and in King County. The n1sult of thst compariso11 wa.s a pen;:entHe rank. The percentile is expressed on a se.eie of one hundred and incficate.s the percent of wetlands that scored equal to or below 1hat partiet1lar site. For example, a percentile renk of 80 under rub-basin means th8t the wetland scored equaf to or better than 80 percent of all sites withfn the sub-bMin for that evaruatlon categorv. NOTE: The percentile rank$ are veHd only within the indivfdual evaluation category and are intended solely for reference and compari$0n. Hydrology_: Biology: Visual: Cultural: Economic: Evaluation Category runoff storage potential, water quality, potential for minimizing damage in downstream areas qua I lty of habitat, abundanci, and divenilty o1 plant and an imaf species diversity and t;Ontrut of wetland and :surrounding vegetation, surrounding landforms types of access, proximity to ,x:hools/in~titutions, overall environmental quality presence of agriculture/peat extrac1:lon, anaclrcmous or game fish, game birds or mammals of Comme,cial value WETLAND RATING: Rank (by percentile) Sub-basin 100 JOO 100 33 33 County-wide 91 11 95 24 31 Each wetland was assigned one of three possibJe wetland ratings. lhe wetland ratin9$ were determined by examining the scores of sefect8d inven1ory tasks, speeiflc data o, percentile renks for ind.ividual evalu,11tioo categories. The criteria used to assign the wetland ratings are de$Ctibed in the Introduction, For each rating a number of specific guidelrnes for new development in or adjacent to wetlands were pre-pared. The QOidelines ar-e intended to assist j" carrying out King County's Sensitive Areas Ordinance and other wettartd policfes. They .are iocJuded in a separate repart titted "Guidelines for King County Wetlands", Wetland Rating: l ( c) Photo Date: 5-80 WETLAND: LOCATION: Black River 8 NW 5£ 29-22-5 NE SW 29-22-5 INVENTORY DATE: 7-22-81 ACREAGE: 8. 5 CLASSIFICATION: POW PSSI PFOl Fish and Wildlife Service Palustrine, Open Water Palustrine, Scrub/Shrub, Broad- leaved Deciduous (Hardhacl,/ Blueberry) Palustrine, Forested, Broad- leaved Deciduous (Alder) North J.. COMMUNITY PLAN AREA: BASIN OR DRAINAGE: Approx. Scale: 1" = 500 • Saas Creek Green River Common Name Open Water Scrub/Shrub Forested Wetland NOTE: The wetland edge shown above Is approximate, In marShe:5, pood-s or taKes 1 the transl't\on ffom sta!ldlng water to uplands Is usually clear. Howeve-r, the ed9Gs of forested or 5crub/snrub wetlancis aro Je$s distinct. Thcne, the chinge from w~u.anct to upland often occurs over a broad area called thfl "transition zone". For a d!sclls$IOn, see Wetland Planh of Kint C01.1nty and lhe Pu9et Sound Lowlands and "GuldellnH for King County Wetlands." Black River 8 OBSERVED SPECIES: (refer to list in Appendix 1) Trees: AR Herbs: MG, RR, Shrubs: vx, sx, Sedges/Rushos/Grass/Fern: a.P,. ex, Birds: GB, GH, Mammals: DE, RA, Fish: Other: VA, vs SD EX, JE, JX, SB CG, 11A, VS, BS, RB, AR, NU, CY, Rf RARE/ENDANGERED/THREATENED SPECIES: {refer to list in Appendix 2) Recorded/Observed: Potential: ST, co, ss, YT SIGNIFICANT HABITAT FEATURES: Close proximity of woods and fields to open water OUTLET: Type: Pipe Condition: Open Outflow enters: Wetland POTENTIAL STORAGE: bi.ting Active: 12 ac. ft. Potential Active: 11 ac. ft. GENERAL OBSERVATJONS: Ponds were created by past peat excavation. Commercial blueberry farm on north portion. Southern portion of wetland already filled and in the process of being subdivided. WETLAND EVALUATION SUMMARY: Data was colleeted in the five categories shown below. Within each category the data was evaluated to produce numerical values:. Comp05ite values for each category were produced in order to.compare each wetland to other wetlands In Its sub-b$sirt and in King County. The result of that comparison was a percentile rank. The percentile is expressed on a scale of one hundred and indicates the percent of wetlands that scored equal to or below that particular site. For example, a percentile rank of 80 under sub-basin means that the wetland scored equal to or better than 80 percent of all sites within the sub.basin for that evatuation category. NOTE: Th& percentile ranks are valld oNv wtthin the irn;l'Mduel evaluation category and are intended $Olely for reference and comparison. Evaluation Category Hydrology: runoff storage po1ential, water quality, potential for minimizing damage In downstreem areas Biology: quality of habitat, abundance end div&rsitv of plant and animal spec.ii!~ Visuai: diversity and contrast of wetland and surrounding vegetation, surroundlng landforms CUiturai: types of access~ proximity to schools/instirutions, overall environmental qual lty Economic: presence of agriculture/peat extraction, anadromous or game Hsh .. game bird$ or mammals of commercial value WETLAND RATING: Rank (by percentile) SUb·basin 66 66 66 66 66 County-wide 18 61 12 82 65 Each wetland· was assigned one of three possibfe wetland.ratings. The wetland ratings were determined by examining the scores of selecied lnvantory tasks, specific data or percentile ranks for individual evaluation categories. The criteria used to a5Sign the wetland ratings Me described in the Introduction, for each rating a number of specific 91Jidelines for new development in or adjacent to wetlands went prepared, The guidelines are intended to assist in carrying out Kir19 County's Sensitive Areas Ordinance ijnd other wetland policies. They are included In a separate report titled "Guidelinas for King County Wetlands''. Wetland Rating: 2 ) Photo Date: 5-80 WETLAND: LOCATION: Black River 10 SE SW 29-22-5 NE SW 29-22-5 INVENTORY DATE: 7-22-81 ACREAGE: 9 CLASSIFICATION: PEW, PEM5 POW Fish and Wildlife Service Palustrine, Emergent, Broad- leaved non-persistent ( Harsh Pepper) Palustrine, Emergent Narrow- leaved persistent (Cattail) Palustrinc, Open Water North A COMMUNITY PLAN AREA: BASIN OR DRAINAGE: Approx. Scale: 1" = 500' Soos Creek Green River Common Name Deep Marsh Deep Marsh Open Water NOTE: The wetland tdga shown above ls appro;,,:lmate. Jn marihes1 s:ionds or lakes. t11a transltloo from standing wator to uplands ls usually dear. Howeve,, the odges of forasted or ~rub/$hrub wetlands e:re 1ess distinct. There, the. ,c.hilll19fl from wetland to upland often o<;eo~ over a bro.ld area caHed the •·transition zone ... For a discussion, see Wetland Planu of Kini County and tho Puget Sound Lowlands and "Guldenne.s for King County wetlands...'' EXHIBIT J Basin Reconnaissance Summary Report P:BR.TOC/mlm RECONNAISSANCE REPORT NO. 14 BLACK RIVER BASIN JUNE 1987 Natural Resources and Parks Division and Surface Water Management Division King County, Washington Department of Public Works Don LaBelle, Director King County Executive Tim Hill King County Council Audrey Gn1ger, District 1 Cynthia Sullivan, District 2 Bill Reams, District 3 Lois North, Dis I rict 4 Ron Sims, District 5 Bruce Laing, District 6 Paul Barden, District 7 Bob Grieve, District 8 Gary Grant, Districl 9 Pat:ks, Planning and Resources Joe Nagel, Director Surface Water Management Division Joseph J. Sinunler, Division Manager Jim Kramer, Assistant Division Manager Dave Clark, Manager, River & Water Natural Resources and Parks Division Ru&5 Cahill, Division Manager Bill Jolly, Acting Division Manager Derek Poon, Chief, Resources Planning Section Bill Eckel, Manager, Basin Planning Program Re sou rec Section Larry Gibbons 1 Manage1·! Project Management and Design Section Contributing Slaff Doug Chin, Sr. Engineer Randall Parsons, Sr. Engineer Andy Levesque, Sr. Engineer Bruce Barker, Engineer Arny Slonkus, Engineer Ray Steiger, Engineer Pete Ringen, Engineer Consulting Sta[[ Don Spencer, Associate Geologist, Earth Consullants, Inc. John Bethel, Soil Scienlist, Earth Consullants, Inc. P:CR Contributing Staff Ray Heller, Project Manager & Team Leader Matthew Clark, Project Manager Robert R. Fucrslcnbcrg, Biologisl & Team Leader Matthew J. Brucngo, Geologist Lee Benda, Geologist Derek Booth, Geologist Dyanne Sheldon, We!lands Biologist Cindy Baker, Earlh Scientist Di Johnson, Planning S11ppor1 Technician Robert Radek, Planning Support Technician Randal Bays, Planning Support Technician Fred Bentler, Planning Suppori Technician Mark Hudson, Planning Support Technician Sharon Clausen, Planning Support Technician David Truax, Planning Support Technician Brian Vanderburg, Planning Support Technician Carolyn M. Byerly, Technical Writer Susanna Hornig, Technical Writer Virginia Newman, Graphic Artist Marcia McNulty, Typc.5e1te1· Mildred Miller, Typcsctler Jaki Reed, Typese11cr Lela Lira, Office Technician Marty Cox, Office Technician TABLE OF CONTENTS I. SUMMARY II. INTRODUCTION Ill. FINDINGS IN BLACK RIVER BASIN A. Overview B. Effects of Urbanization C. Specific Problems IV. RECOMMENDATIONS A. B. C. D. E. F. V. MAP Expand exis1ing and/or construct additional R/D facilities Preserve wetlands on plateau to provide natural storage Protect steep valley walls from erosion and landslides Reduce sedimentation in streams along v.a!ley floor Enforce prohibitions against dumping domestic trash Increase the overall effectiveness of surface water management APPENDICES APPENDIX A; Estimated Costs APPENDIX B: Capital Improvement Projects Rating List APPENDIX C: Detailed Findings and Recommendations P:BR.TOC/mlm 1 1 2 2 4 5 7 7 7 7 7 7 8 9 A-1 B-1 C-1 I. SUMMARY Black River Basin, located in south King County, is named for a river !ha! ceased to exist in 1917, after major alterations to river systems were made to build the Lake Washington ship canal. The reconnaissance was conducted along tlte streams and tributaries still remaining in this basin. Development in the basin in and around the cities of Kent, Renton, and Tukwila has produced extensive areas of impervious surface, which are expected to double by the time the basin reaches its development capacity. Storm runoff from impervious surfaces is drained through pipes and discharges in some cases directly into the stream system. Field investigmion of problems in the Black River Basin revealed that volumes and rates of stonnwater flows have contributed to serious acceleration of erosion of streambanks and lower slopes and have produced downcutting and landslides in some places. Sedimentation resulting from these processes has, in turn, clogged existing convey-dncc sy.stems, rendering many of them ineffective, and destroyed f"ISh habitat for spawning, rearing, and migrating. In addition, the general inefficiency of the basin drainage system bas increased the potential for flooding. Another problem cited was visibly poor water quality resulting from large amounts of domestic trash placed in streambeds and from commercial/industrial runoff, particularly near the Longacres Racetrack in Renton. Recommendations for action in the Black River Basin include: 1) expanding RID facilities and preserving wetlands to as.sure adequate slormwater storage, 2) taking measures to protect steep vaUcy waUs from erosion and landslides, 3) reducing sedimentation on the valley floor with sediment traps, 4) increasing enforcement of regulations against the dumping of trash into streams, and 5) increasing the overall effectiveness of surface water management in the basin 1hrough doing more maintenance of facilities, continuing intergovernmental agreements, lowering volumes and rates of release for stormwater, and other measures. II. INI'RODUCUON: Histo,:y and Goals of the Program In 1985 the King County Council approved funding for the Planning Division (now called the Natural Resources and Parks Division), in coordination v.ith the Surface Water Munagcment Division, to conduct a reconnaissance of 29 major drainage basins located in King Co,mty. The effort began with an initial investigation of three basins --Evans, Soos, and Hylebos Creeks --in order to determine existing and potential surface water problems and to recom, mend action to mitigate and prevent these problems. These initial investigations used available data and new field observations to examine geology, hydrology and habitat conditions in each basin. Findings from these three basins led the King County Council to adopt Resolution 6018 in April 1986, calling for reconnaissance to be completed on the remaining 26 basins. Tltc Basin Reconnaissance Program, which was subsequently established, is now an important ele- ment of surface water management. The goals of the program are to provide useful data with regard to 1) critical problems needing immediate solutions, 2) basin characteristics for use in the preparation of detailed basin management plans, and 3) capital costs associated with the early resolution of drainage problems. The reconnaissance reports are intended to provide an evaluation of present drainage con- ditions in the County in order to transmit information to policymakers to aid them in deve- loping more detailed regula101y measures and specific capital improvement plans. They are not intended to ascribe in any conclusive manner the causes of drainage or erosion problems; instead, tltey arc to l>e used as initial smveys from which choices for subsequent detailed engineering and other professional environmental analyses may be made. Due to the limited amount of time available for the field work in each basin, the reports must be viewed as P:BR/jr l Black River Basin ( continued) descriptive environmental narratives rather th.an as final engineering conclusions. Recommendations contained in each report provide a description of potential m,ttgativc measures for each particular basin; these measures might provide maximum environmental protection through capital project construction or development approval conditions. The appropriate extent of such measures will be decided on a case-by-case ba.sis by County offi- cials responsible for reviewing applications for permit approvals and for choosing among com- peting pro.iccrs for public construction. Nothing in the reports is intended to substitute for a more thorough environmental and engineering analysis possible on a site-specific basis for any propoSill. ID. F1NDlNGS lN BLACK RIVER BASIN P:BR/jr The field reconnaissance in Black River Basin was conducted in Februa1y 1987 by Ray Heller, resource planner; Ray Steiger and Doug Chin, cnginee1-s; and Matthew J. Brunengo, geologist. Their findings and recommendations are presented here. A. Overview of Black River Basin Geographic and laod use features. Black River Basin is generally bounded on tile north by the cities of Renton and Tukwila and on the south by the city of Kent. The western and eastern ooundarics are formed by the Green River and 116th Avenue SE, respectively, in this southern King County basin. The Black River, which gives ils name to lliis basin, actually ceased to exist in 1917, when the Lake Washington ship canal was b\lilt and the level of Lake Washington was lowered, cutting off flow to the Black River. The 28-squa!'e-mile basin investigated by this field team includes what remains of the network of tributaries that fom1crly connected with the Black River. The Black River Basin is split nearly equally into an eastern upland plateau and a western floodplain in the Lower Green River Valley along Stale Road (SR) 167. The floodplain is almost wholly contained within the cities of Tukwila, Renton, and Kent, where ex1ensive development in the last two decades has changed the landscape from a n1ral farming area to a commercial and industrial one. While open space and farming still exist here, the area will be infilled, primarily by a combination of co111111erdal, industrial, and some multi-family complexes, by the year 2000. The King County Comprehensive Plan shows that the upland area will be developed at urban densities. This trnnsition is already in progress, with commercial developments emerging along the Kent-Kangley Highway (SR 516), the Benson Highway (SR 515), and the Carr Road-l76th Slreet SE-Petrovitsky Road corridor. Multi-family land use occurs in the uplands also and surrounds commercial developments. New single-family units are being built throughout most of the eastern upland po11ion of the basin. The amount of impervious surface is expected to nearly double between 1985 and the time the basin is fully developed. This will require strict controls on surface water discharge to assure prevention of further degradation of the strcmn system, which has already beguo to exhibit adverse environmental impacts resulting from urbanization. Other factors of concern in this basin are those sensitive areas occupied by wetlands, streams, floodplains, coal-mine zones, and landslide zones. Mostly located in the eastern portion of the basin, these areas have ah·eady been damaged by the effects of develop- 2 P:BR/jr Black River Basin (continued) ment. Details of rhe damage, alollg with suggestions for mitigationi are contained in la1er seclion of this report. Dominant geologic and geomorpbic features. Black River Basin consisls of the part of the Duwamish Valley east of the Green River and 1he western edge of 1he Covington drifl plain, a plateau underlain by glacial deposits. Small creeks, which flow across its rolling surface, have eroded deep, narrow ravines up to 1.5 miles into the plateau. Downcutting is migrating headward in the upper reaclies, and erosion of banks and lower slopes cm,ses landsliding in the canyon walls, most of which are naturally unstable. Both of these processes are accelerated by increased flows attributable to urbanization. Scdimen1 is deposited where the streams flow onto the valley floor. The surface of the Covington drift plain is dominanlly basal till, mantled in places with !'ecessiona! outwash or deposits of post-glacial lakes. Near the edge of the plateau are several lenses of sediment deposited adjacent to a glacier lobe in the Duwamish Valley. Older sediments are ei;posed in the ravines and bluffs. In the no11h, unconsolidated sediments lap up onto the southern liinb of the Newcastle anticline; sedimenta,y and volcanic rocks crop our iu the bluffs norlh of Panther C!'eek and form 1he Renton, Tall>ot, and Earlington Hills in the northern cud of the valley toward Tukwila. Coal was mined from this area from 1853 until 1hc 1940s. The Duwamish Valley is part of a trough carved into the drift plain during the last glaciation; it later became an arm of Puget Sound. A catas1rophic mudflow originating on Moun! Rainier approximately 5700 years ago dumped massive amounts of debris into the trough. This and other events, plus lhe deposition of alluvial sediment, e,pelled the salt water. Through the nineteenth century, the combined White and Green Rivers meandered through the valley. Neai· Renton, the Cedar River flowed inlo the Black which drained Lake Washington and flowed into the Duwamisl1. Beginning in 1906 a serks of changes was made to these river systems. Tl1e Cedar River was diverted into L1ke Washington, and the White River was diverted south to the Puyallup. The Black River itself ceased to exist. Gcomorphic processes in the Black River Basin are most active on the western edge of the plateau. L1kes and wetlands formed here in the poorly drained swales. Where conditions of drainage and percolalion are appropriate, small streams flow between 1he drumlins, eroding deep ravi11es into the unconsolidated sedimen1s in the process. Over time, the ravines have been widened by mass-wasting of lheir walls (a process aided l>y groundwater) and erosion by tributary creeks; their upper ends have migrated 11leir upstream into the plate,1u. Sediment carried by these streams was deposited in the Duwainish trough; ,1ftcr the trough became an alluvial valley, small fans formed on its edge. Hydrologic and hydraulic features. There are three distinct geographic features asso- cia1cd witl1 the hydraulics of Black River Basin: the plateau easl of the Lower Green Rivel' Valley, the steep (5-35°) erosive hillsides, and rite flat floodplain of the valley floor. Mill, Garrison, Springbrook, and Panther Creeks, ,1s well as three small, unnamed tri- bularies (0023, 0006B, and 0006C), all originate from locations on top of 1he plateau. Panther C!'eek originates from Panther Lake and the si1rrounding wetlands. TJ1e 3 P:BR/jr Black River Basin (continued) remaining trihutarics originate primarily from surface water stored in natural depressions and wetland areas along the !Op of the hill. The surface water is collected and roulcd generally north and west via natural swales, open roadside ditches, culverts, and pipelines within street rights-of-way and, fi11ally, down the steep hillsides to the valley floor. Mill Creek, located at the southernmost end of the Black River Basin, flows north between the Green River and SR 167 and then crosses under the highway at various locations. Mill, Springbrook, and Gal'l'ison Creeks continue 11011h along the west side of SR 167 and eventually combine as Springbrook Creek before being pumped into the Green River through King County's Black River pump station. Tributaries 000613 and 0006C flow north independently down the hillside adjacent to Interstate 405 and into Renton! where they enter the city's storm drain system. Habitat characteristics. The use of natural streams for urban stormwater conduits has had a detrimental effect on most stream systems in the Black River Basin. Increased stormwater release rates that are higher than streams can convey w]th0\1t problems have result~d in extensive erosion, sedlmcntationt and landslides. Water quality pmblcms caused by domestic gal'bagc phlced in strcmns and point discharges of pollutants are additional factors. What is strikh1g about this basin is rhal these habitat problems exist everywhere. While some problems arc worse than others, their impact on the fish habitat of each stream examined was profound. No fish were observed in any streams during the investigation. For this reason it is surprising that the fish counter at the Black River pump plant located on Monster Road (through which all water in the basin is discharged into the Green River recorded 84 fish entering the stream system in 1986. While this fi1,'l1re is higher than thal for fish counts in the· previous five years, it is significantly lower than historical levels or the potential levels that might be achieved if streams were in better condition for spawning. The cu!'l'ent habitat conditions offer little hope for the future of these salmon runs. To reach spawning areas fish must first pass through an open flood-control drainage ditch for a minimum of five miles. This ditch lrns no vegetation or pool protection for fish to take refuge against predalors or water-temperature increases. In addition, water quality is visibly poor. The eggs of fish that do reach spawning teJTitmy arc !ikc1y ro be smothered with sediment or washed out during henvy rai.nstorms. If these problems associated with development worsen, stream systems will probal>Jy be left biologically sterile. Reversing this pattern of degradation is dependent on revising the policies and priorfties in the planning and zoning £lclivities, the develop- ment review processes on the Surface Water Management programs of King County, Rcnton 1 Tuk\.vila, and Kent. B. EffccLs of Urbani,.ation in the Basin The existing upper reaches of the Black River Basin were once heavily vegetated, and natural depressions retained much of tile surface water. Watel' was released slowly then, and tl1c stream systems could convey flows easily. Development has brought about the removal of this vcgctntive cover and filling of the natural dcp1-cssions. Many streams are now being piped. Impe1vious surfaces are increasing and will eventually account for 50 percent of the basin's surface area. In general, sm'face water is entering natural systems at a faster and higher rate than before development accclcra1cd two decades ago. 4 Black River Basin (continued) Earlier discussions pointed out the serious effects this is producing in the form of ero- sion and sediment transport to lower stream reaches. Additionally, sedimentation decreases the efficiency of the entire basin drainage system by filling culverts and chan- nels. This in turn increases the potential for flooding. The city of Kent removes an estimated l,100 cubic yards of sediment annually from ifs sediment facility al Mill Creek Park. The Washington Siate Department of Transportation also employs a regular cleaning schedule 10 remove gravel and sediment from its culvert under South 212th Street on Tribu1a1y 0023. Sediment from Springbrook Creek has been transported downstream from the erosive hillside to a pri- vate !rout farm west of Talbot Road and· rendered it inoperative. Similar examples occur througl1out the basin along the bottom of the steep hillside and east of State Road 167. · Emsion is further accelerated by drainage outlets from developments and public areas. Discharge from a pipe into Garrison Creek adjacent to Benson Road freefalls for approximately 10 feet before scouring !he ravine it enters. Similar erosion occurs on Tributary 00060 where water is discharged from the Fred Nelson Junior Higl1 School across Benson Road to the top of a severely eroded ravine. An onsire detention facility downstream at lhe Victoria Hills housing development accumulates large amo1mts of sediment. Its capacity is decreasing, and the function of the fadlity is threatened. Tl1c development trends in this basin mean that land for regional RID facilities will t,ecome more difficult to obtain at the same time that erosion and potential for flooding are increasing. Additional problems may arise if existing onsite RID systems nialfunction from improper design or constn1ction or from lack of maintenance. An onsite facility for a privately developed traile1· park, located west of the Benson Road adjacent to Garrison Creek, exemplifies the potential ltazard. Unstable fill w,,s placed on the steep ravine and an RID pond built on its edge. Tlte fill becomes saturated when the pond is in use, and tension cracks in the fill along the slope indicnte potential failure. Such an event would add large amounts of sediment to the drainage system. Development may create similar problems elsewhere if the proper design, constrnction, inspection, and maintenance of RID facilities is neglected. C. Specific Problems Identified Black River Basin exhibits serious problems throughout its system, with exceptions only in the sou!l1 fork of Springbrook Creek and on Panther Creek in subcatchmcnt 10. The most significant problems noted by the field 1ea111 during its investigation are listed below. 1. Stream channel erosion accelerated by the routing of runoff from developed areas into streams. Major problems exist in the ravines, where streams are cutting into till at the upper ends of canyons and associated landsliding and surface erosion occur (see seclion 3 below). Although these processes have been taking place naturally for a long lime, increased runoff from developing areas on the plateau is causing acceleration of the erosion. a. The worst cases of erosion observed include those on Mill Creek (0005), P:BRljr 5 Black River Basin ( continued) Garrison Creek (0022) and ils tributaries (0023, 0024, and 0025), the nmlh fork of Springbrook Creek (0021), and Panther Creek (0006). b. Prominent examples of gullying at drainage-stn,cture outfalls are in Mill Creek (0005), Springbrook Creek (0021), Panther Creek (0006), and below Benson Road on both Garrison Creek (0022) and Talbot Creek (0006B). c. Examples of accelerated downcutting resulting from increased runoff from developing areas are located in Talbot Creek and two small streams (0064A and 0006C) in Renton. 2. Landsliding associated with stream erosion in ravines, as a result of steep slopes and saturated soils. Instability generally takes the for111 of rotational failures or debris slides triggcn:d by strea111 undercutting. In 111any cases, natural instability is exacerbated by filling and/or by construction on canyon walls; fol' example, a new fill above Garrison Creek at Benson Roud is failing, and old fills are being under- cut. All of the ravines should be considered landslide-lrnzard areas. The same is true of the bluffs at the western edge of the plateau, even though there have not been many problems yet. These are moderate to steep, landslide-susceptible slo- pes, especially in the northern (Renton) and southern (Kent) ends of the basin •• the area under the most develop111ent pressure. 3. Damage to ( or destruction of) habitat due to: a. High Oows and high velocities, which rnmove macrophytes and benthic orga- nisms, plants, insects, and possibly fish. Visible evidence of high velocities was noted on all the streams in this basin except the south fork of Sp,ingbrook Creek. b. Sedimentation from excessive erosion, which is filling pools, choking spawning gravels, and in so111e cases filling stream beds to the point of making channels impassible to fish. All of the four big stream systems in Black River Basin c,hibit this problem. The Kent parks depa11ment annually removes l, 100 cubic yards of material from Mill Creek. A large sediment flow has filled the Springbrook Creek stream channel 10 a depth of approximately 5 feet, and Panther Creek just north of Valley General Hospital has a large alluvial fon. c. Visibly poor water quality: 1) Large amounts of domestic trash have t,cen deposited in these stream canyons. Mill Creek has become a dump for appliances at river mile 9.60, and Garrison Creek appears to be more of a landfill than a creek al J.30. Sucl1 practices have a detrimental effect on water quality as well as the visual quality of the environment. 2) Commercial and industrial enterprises are p1·oducing runoff that causes many streams 10 be oily, tmbid, and sudsy. Springbrook Creek (Trib. 0005 at RM 1.30), flowing under the bridge of Southwest 16th Street just east of Longacres in Renton, is one of the worst examples noted. The Western Procc,,sing facility .iust upstream has been identified as a soun:e of toxic wastes entering both surface and groundwater systems. P:BR/jr 6 IV. RECOMMENDATIONS FOR ACllON Black River Basin (continued) Habitat, erosion, landsliding, and flooding problems in the Black River Basin can be addressed by the measures identified below. Most of the solutions listed here will mitigate specific problems obse1ved during field investigation or will prevent similar problems in the future. However, additional recommendations have been included 10 suggest administrative or regulatory measures that would increase the overall effectiveness of surface water management in this basin. A Expand existing and/or construct additional regional R/D facilities on the plateau in order to control storm flows that originate there. Site facilities upstream of the four large creek ravines that are experiencing the worst damage. Facilities should be regional in scope and should follow the general specif,. cations outlined in Appendix A of this report, These will impede the direct conveyance of ntnoff into the steep, naturally erosive ravines, thereby reducing erosion rates tliat result in sediment transpo,·t and slope instability and that damage habitat. B. Preserve wetlands on the plateau to provide natural storage. In addition, reconsider Panther Lake for use as a regional R/D sile. Although the Jake has been classified as a #l·C wetland, the amount of storage it offers is substantial with a moderate addi- tional (.25-to .SO-Coot) fluctuation in depth. C. Protect st<X!p valley waUs from erosion and landslides caused from direct discharges of storm\\-11ter: 1. Tightlinc discharges or provide other appropriate noncrosivc conveyance owr steep hillsides; provide energy dissipation at the outfalls. This has already been done at several points on Mill Creek (Tributary 0005) wit11 good results. 2. Consider rerouting flow in cases where tightlining or other methods are not feasible. For example, runoff from the area southeast of Sp1ingbrook Creek might be piped down Southeast 200th Street rather than routed into the north fork (0021) as il is now. 3. Lower the potential for landslides by restricting development in and along the tops of ravines. In particular, strongly discourage filling along the edges; the fill at Benso11 Road above Ganison Creek (0022) will prol>ably haw to be removed. D. Reduce sedimentation in streams along the vaUcy floor in cases where sedimentation is not adequately prevented by R/D and other upstream measures. In extreme cases (probably including PantMr Creek [0006]), constrnct sediment traps (with convenient access for removal of accumulated material) at points where streams flow onto the valley floor. E. Increase cnfon:cmcnt of regulations against the dumping of domestic trash into ravines and stream channels. The Seattle-King County Health Department and the King County office of Building and Land Development should be asked to investigate this ongoing problem and to take appropriate action when violators are identified. P:BR/jr 7 P:13R/jr Black Rive,· Basi11 (conlinued) F. Increase the overall effectiveness of surlacc water management in the Black River Basin: 1. Continue cooperative intergovernmental arraogcmcnls between the cities of Tukwila, Kent, and Renton; the Washington State Department of Trnnsportation; and the King County Surface Water Management Division to identify and propose solutions to habitat and hydraulic problems in the basin. These efforts should include de- veloping cost-sharing agreements where capital improvements are required. 2. Evaluate and reduce, if appropriate, the volumes and rates of release for stonnwater originating from developments. Present release rates and vol,m1es are causing erosion, sedimentation and habitat problems. 3. Increase the maintenance and inspection of existing King County and city drainage systems to ensure that they are functioning properly. 4. Encourage public participation in maintaining water quality and in 5. 6. stonnwater management in the basin, including citizen action projects to dean trash from streams and education about cilizens role in maintaining clean water and stream systems. Perlonn more detailed and comprehensive hydrologic/hydraulic analysis of aU drainage systems wilhio the basin to determine how the existing facilities will function under existing and future flows. Prepare a comprehensive basin plan with pamc1pation by all agencies concerned with surface water management in the basin. The plan should assess the econo- mic, hydrologic, and habitat impact of individual projects on a basin-wide scale. 8 BLACK RIVER BASIN 0006 •0301 ,,,,., Basin Boundary Subcatchment Boundary Collection Point Stream Tributary Number Proposed Project N + July, 1987 :1 1 ;I,' I . . I , r,', \ :1 I .I.,·, \Ii/ 'I /i I ,, : I ) ,, APPENDIX A ESTIMATED COST: PROPOSED CAPITAL IMPROVEMENT PROJECTS BLACK RIVER BASIN • Indicates project was identified by Surface Water Management office prior to reconnaissance. NOTE: All projects are located on map included in this reQ£rt. Project Number 0301' 0302• 0303" Collect. Point 10 22 29 P.BR.APA/mlm Project Description Increase R/D capacity of Panther Lake by constructing earthen berms and outlet control structure. Trib. 0006, RM 3.40. Provide regional R/D facility hy constructing earthen dam across drainage swale. Provide control structure and overflow spillway on Trib. 0021 at RM .40 (Springbrook Creek). Construct instream RID facility at point where· Benson Rd. crosses Garrison Creek. Reinforce Benson Rd. Construct outlet-control stnicture around existing cross culvert R.M. 1.40. A-1 Pro_blem Addressed Reduce erosion and flooding downstream in Panther Creek. Prevent erosion to sensitive slopes downstream of proposed site by reducing peak flows. Reduce erosion and flooding of of Garrison Creek by reducing peak flows. fatima ted Costs and Comments $345,000 (Panther Lake is # 1 Wetland and will require agreement to use as R/D site. Further biological study also needed at time of basin planning.) $208,000 (Project costs should be shared with City of Renton.) $125,000 (Project should be constructed in conjunction with proposed Projects 0304 and 0305.) Project Numhcr 0304'' 0305~ 0307' 0309 Collect. Point 2H 30 19 27 P.BRt\P/\/mlm Proicct Dcscl"iption Constn,ct instream RID facility in Garrison Creek. Constn1ct dam acros.<;. existing ravine with outlet control structure and overflow spillway. Provide for fish pas.sage. (Trib. 0022, RM LO.) Constmct RID facility. Install propo1tional discharge outlet and overflow spillway. Excavate to existing stre.:1mbed level and provide earthen berms around site. (Trlb. 0024 at RM .30.) Constmct regional RID facility in Mill Creek Wetland 8 (rated #2). Construct berms around north and west sides to increase e~isting capacity, and provide an outlet control struc- ture. Enhance downstream conveyance capacity and stabilize cl1annel with dense native vegetation. Provide habi- tat enhancement to maintain existing wetland values. Construct an instream R/D facility in sewer line right-of-way adjacent to SE 208th St. (Trib. 0023 at RM 1.00.) A-2 Prohlcm i\ddressed Reduce erosion and flooding of Garrison Creek t>y reducing peak flows. Reduce erosion and flooding downstream in Garrison Creek t>y reducing peak flows. Reduce erosion in Mill Creek and prevent downstream flooding. Will reduce flows that cause severe erosion to unstable downstream ravine. Estimated Costs and Comments $151,000 (Wash. State Dept. of Transportation has cost- sharing agreement with King County and the city of Kent. Coordinate with Projects 0303 and 0305.) $116,000 (Construe! in conjunction with Projec1s 0303 and 0304.) $309,000 $26,000 (Dependent on the availability of right-of-way for R/D. Addi- tional cost will result if sewer-line relocation is required.) APPENDIX B CAPITAL IMPROVEMENT PROJECT RANKING BLACK RIVER BASIN Prior to the Black River Basin field reconnaissance, seven projects had been identified and rated using the CIP selection criteria developed by the Surface Water Management (SWM) and Natural Resources and Parks Divisions. Following the reconnaissance, seven projects remain proposed for this area. They include one new, previously unidentified and unrated project. This displaces one previously selected project, which was eliminated based on the consensus of the reconnaissance team because no problem was apparent in the field. The previous SWM capital improvement project list for the Black River Basin had an estimated cost of $1,250,000, while the revised list increases to an estimated cost of $1,280,000. This 2.4 percent increase in estimated capital costs is due mainly to upward revised cost figures for securing or acquiring easements over wetlands and costs associated with a new project to solve a previously uni- dentified problem. The following table summarizes the scores and costs for the CIPs proposed for the Black River Basin. These projects were rated according to previously established SWM Program Citizen Advisory Committee criteria. The projects ranked below are those for which 1he first ra1ing question, ELEMENT 1: "GO/NO GO," could be answered affirmatively. These projects can be considered now for merging into the 'live" CIP list. RANK PROJECT NO. SCORE COST 1 0302' 125 $ 208,000 2 0303' 110 125,000 3 0309 100 26,000 4 0301' 95 345,000 5 0305' 90 116,000 6 0307' 60 309,000 7 0304" 55 151.000 TOTAL $1,280,000 ' Indicates project was identified by the Surface Water Management Division prior to reconnaissance. P:BR.APB. B-1 " APPENDIX C DETAlLED FIND[NGS AND RECOMMENDATIONS BLACK RIVER I3ASIN All items risted here are located on final cHspiay maps in the omce.s or Surface Water Management, Building and Land Development, and BasJn Planning. Trill. & Collect. Existing Anticipated Item" River Mile Point Catcgorv Prop. Proj. Conditions and Prohlcms Conditions and Problems 1 0005 3 Habitat Fish ladder thmugh pump Based on the condition of RM .30 plant. Automatic counter the basin habitat and future records all returning development, these numbers anadrcimous species will probably decrease. ( a px. 84 in 1986). 2 0005 12, 6 Habitat Drainage district has Condition will continue. RM 1.30-removed all stream cover 4.65 along drainage channel. Water guality looks very poor. Some oil and suds on surface, also very turbid water. 3 000.'i 18 Habitat Large amounts of sediment More erosion, sedimentation 1 RM 8.30-moving down the stream and loss of fish habitat. 8.70 system has filled in all the pools. Kent removes 1,100 cubic yards of scdi- mcnt from Mill Creek at Canyon Park annually. P:BR.APC/m!m C-1 R~coq1mendations Develop and implement a comprehensive Black River basin plan in agreement with all local jurisdictions. Habitat improvement would be one goal of this plan. -Contact drainage district ahout the feasibility of select plant- ings along the ditch levees. -Develop a plan to address point and nonpoint water quality problems originating from the thousands of acres of commercial and industrial land in the basin. -Increase size and number of RID facilities upstream to reduce flow volume and rates to non- erosive levels. T rib. & Collect. hem River Mile Point 4 5 6 7 0005 RM 8.50- 9.70 0005 RM 9.10- 9.20 0005 RM 9.40 0005 RM 9.60 P:llR.APC/rnlm 18 18 18 1S C' .. ategorv (icology Habitat Habitat Habitat Existing Prop. Proj. Conditions· and Prohlems Erosion in narrow, steep~ s(ded ravine --intermit- tent hank erosion, slump- ing; gullies below cul- verts; downcutting near upper end. Deposition at mouth of ravine. Left bank has lots of gar- bage deposited from access road above. Right bank is a major dumping ground of used appliances. 12" culvert discharges onto top of left bank and has caused landslide into the stream. Good spawning gravels. Protection from high storm flows and vc1ociti¢S needed. Most large organic debris flushed out of the ravine. C-2 Anticipated Conditions and Problems Increased [lows from tribu- taries on plateau will cause continued or accelerated erosion. Flow directed over the edge of the ravine causes gullying of walls. Erosion of banks and lower slopes causes accelerated landsliding in lower slopes (e.g.1 around old dam at RM 9.40). Potential water quality problem; since inside Mill Creek Canyon park, it could be a public hazard. If not tightlined in a safe, nonerosive manner to the bottom of the ravine, more erosion will occur with resulting sedimentation downstream. Without increased rate and velocity and volume controls. n~-w development will [urther threaten this spawning area. Recommendations Increase control of stormflow in streams originating on the plateau (especially Trib. 0005). Direct local drainage (below RM 9.80) around the ravine, or tight- line to bottom of ravine. Remove or repair old dam. Restict any further development on the edge of the ravine. Remove garbage (preferably by the parties who placed it there). Increase enforcement of regulations prohibiting the random dumping of garbage in non-approved disposal sites. Kent Surface Water Utility should put this tightlining project on their list of future ClP projects. SWM/Basin Planning should deter- mine the allowable rates and velo- cities to niaintain a stable, nonerosive channel. New devel- opment must then be conditioned to meet these requirements. Add structures or large organic debris to create pools. Trib. & Collect. Item River Mile Point 8 9 10 11 0005 RM 10.05 ~ RM 10.10- 10.30 0005A RM 0.2 0006 RM .50- 1.40 P:BR.APC/mlm 19 19 19 7 Catcgorv Prop. Proj. Habitat Habitat II ydrology 0307 Habitat Existing Conditions and Problems Fish blockage due to con- crete and asphalt debris piled in stream. Native vegetation removed down to stream edge and replaced by pasture. Tributary contributes lo Mill Creek, which experien- ces erosion and sediment transport. Wetland 0308 now provides some RID and has much more potential capacity. Stream Oows throuth wet- land. No visible channel. Fish transit through this cattail wetland looks difficult. C-3 Anticipated Conditions and Problems Condition will continue. Livestock will erode stream- bank and defecate in stream channel. This will result in erosion, sedimentation., and water quality problems. This area will continue to develop and will contribute greater runoff to the downstream conveyance system. The wetland area may be damaged by development around the perimeter and this may decrease the ability of the surface water to infiltrate. Runoff will continue to increase and erosion and sedimentation will likewise continue. Condition will continue. Recommendations Encourage State Fisheries person· nel to organize a citizcn•nctlon project to construct a stepped pool or other solution to allow fish passage. Fence to provide a stream corri- dor. Plant native plants or allow natural revegetation along streambanks. Obtain required easements and construct a regional R/D facility in wetland area. Construct berms along the western and northern sides of the existing wetland. Increase the storage capacity of the wetland by excavation. If anadromous fish were rein- troduced to Panther Creek, wetland pas.-;age would need to be assured. A biological as.ses.sment by fisheries and wetland biolo- gists would be needed to formulate a viable solution. Trib. & Collect. Existing Antici pat cd Item River Mile Point Catcgorv Prop. l'roi. Conditions and Problems f;9ndi!l_q_r,s .an9 Probfe11_1s Recommendations 12 0006 s. JO Geology Channel downcutting at Problem will get much worse -Provide additional R/D facilities RM 1.40-upper end; bank erosion and as dc-vclopment proceeds in upper basin. 2.<iO mas.~-wasting. Deposition along the ravine and in the -Restrict development along, ravine ahove 180th and al wet-upper hm;in. Ravine is edges. land below Talbot Rd. sensitive to high nows in Route nmoff around rnvine or channel, and slopes are tightline it to bottom in a safe, susceptible lo gullying. nonerosive manner (gully at Sediment is filling a major RM 2.50). wetland. n 0006 7 Habitat Alluvial fan from upstream Killing of trees from sedi-Provide a sediment pond and increased RM 1.50 erosion; landslides filling ment inundation. Little or maintenance or reduce fkrn,·s upstream wetland and blocking no fish pas.5age. to nonerosive levels. stream for fish use. 14 0006 8 Habitat 3' drop out of culvert Condition will remain. Improve system only if a fisheries RM 1.70 under Talbot Rd witll biologist deems the Panther Creek no pool. Potential fish system viable for fish. barriers. 15 0006 8 Habitat Two debris jams pose Condition will remain. Remove debris or improve passage RM 1.75 potential fish barriers. through the debris jams. 16 0006 10 Habitat Extensive bank emsion, Worsening of current condi-Same as Trib. 0006, RM 2.55-3.00. RM 1.80-channel downcutting and tions. (See Item 19 below.) 2.55 sedimentation has elimi- nated most pools, fish, and benthic organisms. Both large organic debris and bedload material are active. 17 0006 s Habitat 12' waterfall and concrete No future fish acces.s to If the upstream habitat justifies RM 1.95 channel creating fish upstream areas. improvement, then a fish ladder should barrier. be constructed over the falls. P:OR.APC/mlm C-4 lte111 18 19 . 20 Trib. & River Mile 0006 RM 2.15 0006 RM 2.55- 3.00 0006 RM 3.40 P:BR.APC/mlm Collect. Point Categorv s Geology 10 Habitat 10 Hydrology Existing Prop. Proj. Conditions and Proolems 0301 Large landslide (transla· tional and rotational failure), with raw slope remaining; gullying of slope. Apparently caused by combination of under- culling by stream and routing of road drainage over slope from above. Stream in good condition. Setbacks and protective vegetation needed at points along the stream. Some good pooJs and spawning gravel in a few places. Panther Lake is a #1-C wetland that provides a large amount of natural storage; the downstream system is in fair condition with some erosion. The contributing drainage area is not currently densely devel- oped. C-5 Anticipated Conditions and Problems Slide will continue to contrihute to sedimentation downstream. Possible erosion and loss of habitat if future develop- ment increases volume and rate of flow. Future development in this area will triple the amount of impervious area. The available area for regional RID facili lies may soon be exausted and the system will continue unchecked downstream. Erosive soils throughout the area are fu11hcr threatened as higher amounts of runoff will increase the rate at which the existing stream erodes. Recommendations Direct surface runoff away from top of slope to gravel pit (to west). Maintain stream flows at non. erosive levels Maintain a natural stream corri· dor from Panther Lake down into and along Panther Creek. The sensitive nature of the wetland would require precise boundary surveys and control over the amount of water artificially retained by the proposed control. Use Panther Lake as an RID facili- ty by constructing earthen berms on the north and west sides of the wetland area; construct a control outlet, enhance and increase the capacity of the downstream channel (stabilize with vegetation), and obtain easements. Trib. & Collect. 11cm 21 River Mile Point 22 23 24 OOO!!A RM.JO 0006A RM .10-.20 0006B RM 1.55- 1.70, 1.00 0006B P:BR.APCJmlm 7 7 4 4 Catcgorv Prop. Proj. llat>itat Geology Geology Hat,itat E,i:isling Conditions and Problems Incised stream eroded to bedrock above Talbot Rd. LitUc or no habitat value. Two slides are depositing sediment tn large wetland on east side of Valley Free- way (inside city of Renton). Erosion in short channel reach below development: downcutting at upper end, failure of lower slopes throughout. Extreme gullying below cul- vert outfall (below Benson Rd.) causing rapid sedi- mentation, especially in RID pond (RM 1.55); probably contributing to deposition at RM 1.00. Drainage from Fred Nelson Jr. High School is causing extensive erosion problems between Benson Rd. and SR 515. Large sediment build up in S 22nd Ct. R/D pond at S Puget Dr. No fish habitat in this system. C-6 Anticipated Conditions and Problems Reduction of wetland area and values. Loss of flood storage. Stom1flow is discharged rap· idly into channel from cul- ven below street. Down- cutting is prevented at lower end (by bedrock and culvert at Talbot Rd.) but will continue to undercut slopes at upper end. Runoff from Benson Rd. and area to the cast is dis- charged onto erodible sand and gravel, which is depos- ited downstream. Most of the coarse mate.rial is caught by the R/D pond -- will require more fr~quent maintenance. More property loss from unrestricted flows from Jr. High. High maintenance costs to dredge R/D ponds of silt. Rccommcndatiom; Consider tightlining stream from Whitworth Ave. S to Talbot Rd. RID and/or energy dissipation at upper end of channel needed. Reroute some or all of the runoff or tighlline through the erodible reach. (Problem area is slated for development.) - -Provide RID at Jr. High School. • Other possil1ility is to pipe the stream. Item 25 26 27 28 29 Trih. & River Mile 0006C 0009 RM .OD- . 15 0009 RM .15-.20 0020 RM .20 0020 RM .50- .70 P:IlR.i\PC/mlm Collect. Point C'.atcgo1y Prop. Proj. 5 Habitat 9 Geology 9 Ilabitat 12 Habitat 21 Geology Existing Conditions and j>i'oblcms Rolling Hills Creek exhib- its oil sl1een on water in upper portion of the creek. Little or no fish habitat (or potential) exists. Bank and lower-slope erosion in small tributary channel, especially behind constn,c- tion equipment lot. Lots of litter; stream has extensive downcutting, bank erosion, and bcdload movement. Sediment has destroyed fish habitat. City of Kent removes sediment each year. Bank erosion, landsliding in canyon due to outfalls at end of SE 196th St. and from RID on 200th plus natural sensitivity (landslides). Heavy damage in Jan. 86 storm. Sedi- mentation above old road, and in trout farm below Talbot Rd., as well as ero- sion in the ravine. C-7 Anticipated C::9n_<liJions ,ind Problems Little change due to riprap along stream to protect sewer line that parallels stream. Flows in tributary will in- crease; erosion will continue causing sedimentation down~ stream and perhaps threaten stability of building. Worsening of water quality, sedimentation, and erosion. Possible flooding and sedi- mentation along S .192nd St. Problems will continue. . Recommendations None. R/D in upper basin. Remove fill along stream . Reduce the volume and rate of water to non-erosive levels by new R/D. • Consider restricting future develop- ment (down-zone). Community action projects could remove litter. Remove sedimentation source (see also Trib. 0023, RM.95). -Control storm flows. Increase R/D above RM .40 in 0021; reroute or control flows from vicinity of SE 200th (tightline west on 200th). -Provide energy dissipation at RID outfall (RM .40). Restrict development on north side of 0021 (runoff to be tightlined or routed around ravine). 1.!..S!12 30 31 '? ·'- Trib & River Mile 0020 RM _60 ~ RM .00 0.50 0021 RM .40 P:BR.APC/mlm Collect Point Categorv Prop. Proj. 21 Habitat n --, Geology 22 Hydrology 0302 E,dsting Conditions_and Prohlcms Excess sediment from upstream has destroyed a private trout farm. Thousands of fish were killed during Jan_ '86 storm. Bank erosion, landsliding in ravine due to outfalls at end of SE 196th St. and from R/D pond at SE 200th plus natural sensitivity (landslides). Heavy damage in Jan. '86 storm. Sedimentation above old road and in trout farm below Talbot Rd. (0020), as well as erosion in the canyon. The upper renclrns of Springbrook Creek lie within the city of Renton City Watershed. The creek originates in highty cro ... sive and steeply sloping soils. Alterations of the natural drainage patterns by development, roadway construction, and poor practice in handling runoff have increased ero- sion and sediment transport to lite lower gradient downstream reaches. C-8 Anticipated Conditions and Problems Further sedimentation from upstream sediment sources. Problems will continue. Development will continue and impervious area will continue to grow. Increased ninoff will further erode the unstable soils carrying sediment and debris downstream, where they will reduce the efficiency of or even destroy culverts, pipe· lines, and streambeds. Flooding could result from the inefficient facilities coupled with the greater runoff. Recommendations Several options: construct sediment pond above Talbot Road. Reduce flow rate.« and volumes in Trib. 0021. focrease RID upstream of Talbot Rd. Down-zone land to reduce surface water impacts of future development. C..ontrol storm flows: RID above RM .40 in 0021; reroute or control flows from vicinity of SE 200th (tightline flows west on 200th). Provide energy dissipation at R/D outfall (RM .40). • Restrict development on north s,de of 0021 (runoff to be tightlined or routed around canyon). Construct a regional R/D faci- lity in the natural drainage swale at the upper reaches of this system. Construct a dam across t11e swalc with an outlet control structure and an overflow spillway. Tightline existing drainage into area to further reduce erosion and raise existing roadway to prevent flooding. Item 33 34 35 36 Tril>. & River Mile 0022 RM .20- 1.40 0022 RM .30- 0022 RM .30- 2.30 0022 RM.SO P:DR.APC/mlm Collect. Point 26? 28 26 29,28 26 28 Categ_orv Geology Habitat Habitat Habitat Existing Prop. Proj. Conditions and Prol>Jems Bank cutting and slope failure in canyon of Garrison Creek. Saine ero- sion caused by outfall over edges or flow out of tight· lined culverts impinging on opposite banks. Deposition in vicinity of SE 218 St. Large sedimentation zone has filled channel and pools. Surface water runoff is causing severe erosion and sedimentation. lnstrearn habitat for fish and benthic organisms is very poor. Most pools are gone, in- stream large organic debris and bcdload arc both moving. Stream has a whitewashed, sterile look due to the water volume and veloci- ties. These have created a very unstat>le system that has destroyed the fish habitat and removed most fish, benthos, and macrophytes. C-9 Anticipated Conditions and Problems Natural instability of canyon walls is aggravated by increased flows from upper part of catchment. Flooding of adjacent proper- ties due to rising streambed caused by sediment deposition. More development will exa- cerbate the problem. Worsening of existing prol>lcms. Recommendations Increase RID capacity, especially upstream of Benson Road. Tightline flows to bottom of canyon; provide energy dissipa- tion. Restrict funher development on edges of canyon. Reduce flow rates and volumes to non.erosive levels. Then consider habitat improvements such as large organic debris for pools and instrcam protection. Reduce flow rates to nonerosive levels by providing more RID. Stricter development controls by down-zoning development areas. Reduce stream flow rates and volumes to non.erosive fcvcls. Then consider habitat improve- ments such as large organic debris for pools and instrcam protec- tion~ T11b. & Collect. Iti.:m River Mile Point Catcg:orv Prep. Prcj. 37 0022 28 Geology RM 1.10 3S 0022 28 Habitat RM 130 39 0022 28 Geology RM 1.40 40 0022 26 Hydrology {See items #42-43 below) P:BR.APC/mlm Existing Conditions and Prohlc111s Erosion below culvert out- fall; downcutting of side- gully into Joo,;e sandy materials. These arc ca\lsing some slope failure in backyards. Large quantities of domestic trash instream. Mass failure of new fill on edge of canyon; erosion of culvert outfall; under- cutting· of stopes. Trash disposed of by nursery is entering stream. Fill was emplac-ed poorly is settling toward creek; side is failing. Runoff from streets and development cast of Benson Rd. is eroding slopes at outfall. Garrison Creek experiences erosion and downcutting because of the s!ep gra- dient and erosive soils in this reach. Development in the upstream areas has Curtner accelerated this prohlem by concentrating runoff into the stream. C-10 Anticipated Conditions and Prot>lcms Gullying and failure of side.slopes -..;11 wntinue unless outfall is controlled. Water quality and visual problems. Problems will continue. Additional development upstream and along Garrison Creek will continue to exacerbate the erosion problem and degrade the existing conveyance system. Sediment load and erosion will reduce the efficiency of {and potentially destroy) existing facilities. Recommcnd~ltions Tightline to bottom of canyon, wilh energy dissipator. Remove trash. -Fill should be rebuilt or removed. -RID pond on edge should be moved north. Culvert outfall should be rerouted into a new RID facility southeast of Benson Rd. (or tightlined 10 bottom of hill). Removal of trash from stream should be required. There are three recommended pro- jects along Garrison Creek that would impede peak · rnnoff nows and would thus reduce ero- sion and flooding potential. The system would need to be hydraulically modelled to deter- mine the individual/joint impact of the recommended projects. Potential cost sharing should be reviewed with the Washington State Dept. of Transponation and the city of Kent. Trib. & Collect. Item River Mile Point 41 42 43 44 0022 RM 1.40 0022 RM LOO 0024 0023 RM 50- .90 P:BR.APC/mlm 29 28 30 27 Category Prop. Proj. Hydrology 0303 Hydrology 0304 Hydrology 0305 Geology 7• Existing Conditions and Prohlems See {tern 40. See Item 40. See Item 40. Downcutting, undercutting of lower slopes •· extreme in upper reach (RM 0.70- 0.90); box-gully up to 22' deep. Deposition in field at mouth. C-11 Anticipated Conditions and Problems See Item 40. Sec Item 40. See Item 40. Erosion in this ravine has been aggravated by increased nows from upper basin and runoff from resi- dential area to the south. Worst erosion occurs at knickpoint of headward migration ( currently RM .80 -.90) and will move up- stream with time. Recommendations Construct instream R/D focility at intersection of Benson Rd. and Garrison Creek. Roadway would be reinforced to act as impoundment. Construct outlet control structure and tie to existing cross culvert. Check realignment schedule with WSDOT. Provide fish passage. Construct instream R/D facility in Garrison Creek. Construct a dam across the ravine with an outlet control structure and an overflow spillway. Provide access road from SE 220th without increasing landslide potential. Project will provide fish passage. Construct RID facility. Would require excavation of soil, remo- val of existing vegetation, and construction of berms. Facility would require proportional discharge outlet and overflow spillway. -Control flows into canyon wilh RID upstream of RM 1.00. If possible, route runoff (from development to south RM .70-.90) around the canyon to S 212th St. Restrict further development along ravine edges; in areas north of ravine any future m.1t- fal!s should be tighlined into canyon or (preferably) routed around. Trib. & Collect. Item River Mile Point 45 46 47 0023 RM .60- .80 0023 RM .95 0023 RM 1.0 P:UR.APC/mlm 27 27 27 Existing Categorv Prop. Proj. Conditions and Problems Habitat Habitat Hydrology 0309 Whitewashed, sterile channel. Channel material is very unstable. Little fish habitat remaining. Steep, incised valley. Construction-yard drainage from existing pipe on top o( slope causing eroded left bank. Large amounts of sediment are transpo11cd from the highly erosive soils .and steep gradient to the lower~gradient downstream reaches. This problem is aggravated hy peak storm runoff and poor develop- ment practices ( e.g., development on steep slopes). The resulting erosion and sediment transport have led to decreased conveyance .. system capacity and need for increased maintenance. C-12 Anticipated Conditions and Prol,lenis Worsening of existing problem._ Further erosion and possible toxic runoff from private construction business. Erosion and sediment transport will continue to degrade the system and require continued maintenance of the downstream system. Recommendations Reduce stream flow rates and volumes to nonerosive levels, then consider habitat improve- ments such .:1s large organic debris for pools and instream protec- tion. Notify Dept. of Ecology and King County Health Dept. Reduce the rate of erosion and sediment transport by constructing an instream RID facility to reduce pc.1k discharges, using the existing sewer-line right-of-way. Increase storage capacity by expanding size of the existing berm. • Construct an outlet-control facility. As part of project, downstream channel will need proper erosion-control facili- ties. T1·ib. & Collect. Item River Mile Point Catcgorv 48 0024 301 31 Geology RM .20 49 0024 30 llahitat RM .10- .30 50 0024 30 I lal>itat RM .70 P:BR.J\PC/mlm Existing Prop. Proj. Conditions and Problems Channel downcutting~ bank erosion, landslides in ravines. Natural ins1abi· lity aggravated hy increased strcamf1ows. Los.s of pools and instream habitat from high-flow ero- sion. L'lrge quantity of garbage deposited in the stream. C-13 Anticipated Conditions and Problems Increase in impervious area on plateau wil! continue to aggravate erosion in the ravines and cause deposition in Garrison Creek. Any remaining fish, benthos, or macrophytes will be lost due to tbe high, erosive stream flows. More garbage and incrcawd water quality problems. Recommendations Increase R/0, especially in upstream area of Trib. 0024 (where most future development will occur). . The downstream analysis required by BALD for new developments should fully address the impacts of new developments on the conditions foun at this site during reconnaissance. New development that will aggravated conditions should be required to include mitigation proposals prior to approval. Reduce flow rates and volumes to nonerosive levels with development controls and/or with additional R/D at existing sites. -Encourage citizen project to clean up the stream. -L1rge commercial area and parking lot runoff need oil and metals separation before discharge inlo the stream. Tri\,. & Collect. Existing Anticipated Item River Mile Point Category Prop. Proj. Conditions and Problems Conditions and Prot,lems Recommendations 51 0025 30, 31 Geology Channel downcutting, bank Increase in impeIVious area -Provide energy dissipation below RM .00-erosion, landslides in on plateau will continue to culvert outfall at RM .70. .70 canyons. Natural instabi-aggravate erosion in the Restrict development along canyon lity aggravated by ravine~ and cause deposition edges. increased stream flows. [n Garrison Creek. -The downstream analysis required by BALD for new developments should fully address the impacts these developments will have on the conditions found m this site during reconnaissance_ Developments that will aggravate conditions should be required to include mitigation proposals prior to approval. 52 NA 7 Hydrology 0306 None observed. None. Drop project from priority listing; small tributary area at top of knoll; city of Renton in agreement with this recommendation. 53 NA 7 Hydrology 0308 Project completed. None. P:BR.APC/mlm C-14 EXHIBIT K Water Quality 303d List 2008 Water Quality 303(d)-5 List: Duwamish/Green Water Resource Inventory Area (WRIA) 9 ~ 303(d) Paramctm: • Dissoivcl'.fOxygen .... Fccal Colifonn ... pH. Total Phosphorus "' Tcmpmture Toxics OOleJ' -< '"' • I 1411 ,-I ~'t2~ ,., 'i 444 ·--~"1"50 ·1_.4-; \..., ~~;'~ ' . ).c<il \ ,--'-. Coc,at 'river ..il"§9 ·r·-~l46l -._!,..., i~si [49(1 <~. -._ . "'-· 1491 r"f.,-,,,.--·_ J .,\ '"" -'-ot97 ., --·. -1:51~ ------./ ,13j».-...-_-· ' -"j IS24 .. Ill\ 1~m -.tm ~ { / .. s-.., ~9.:.,Q/, --.?-,,G t "-~ g 'I'_. < '!s ,;, /0 0 v 0 C "' ~ " ~ <' " ~,/-Jo· " ., ,""' 0 " ' ,o ~ ; 0''"" / ,;,,;,'" .,. ..;., /Co,.'< Snoq..iol,.,.,;,. \>- -fr ,,.',' . O ! l~ : . ' . ~ 15'1Y i,,J:5l,? , I~~'. l~I ,, !So4!f '-.· ~,: 0\.-' lj75 (~1564 _asts m '-'. ,,.,.. ., "".-"·-m ~sso..-i~i,-ii "j~i;,;.l,on '-- \)S14 f#j.i ic~· ., ~ ', ' rt:;,...-':~ -.,, ,.-JI,}.,-.-r, .. ,'~'::,_ "-.._ "'-..'.,.'*•.~l . :'\,_J.. . _()'?<x, ' .,,_, ' -, -.... --.,( ,... ~r "59!-·._ ::,;i"°1 ,,,: s-.,,.: "' ,"I,,... > -. o; -)"' .'"' ', "" ,;•-.; <'"'! C ;f,s \..-·---i.r.11 \. - \, 1()5].• .. ,. { ·31 : ,.,. '-.... ir- 1 --~,._~-., -•# - • ''"' 1654..,:_ ·--,~/ \., \."";~---·-I 660 1_'t3_-) r,75 16111 · ' ""L"' ~--'"'l,o,, -.---Ii._--,-~/"; --· "·.- /) ;,.--· '--.., --.., -"~.~-''{ '-"l7it ' -'-A ' f KING PIERCE .r J ,-.. . ...__ ,v r ' /' - / ' ' ·"' --,\ R· d/~<'_,. /--"'r:{M9 u'; ;,; _,;.~- ,r ,--- '-- r• .1669'/ , I;c '\ "" ' -, / '·,....; 1161 1716,/17.M-• 'c;.' ,_C',,or<•"-,-\ ~~:.-...... jl'!'"' /c)lffl-- ~)~~~so~--~791\~ .--/ I ~-··~, 0 "< 9,o -? --0 C ~ ~ -~ / J L -/ \f,/hil(il 't'. . \ ..... ~ .... ~-- . ---------:~-. -- ... .. .....__-. ~~~- -'X;~cE' "-'' ~ 0 ' i 0 ;; ' "-Wa. OepL of Ecology, GlS Technical Services 03/11/09 ~ ¥, ·---""'"-,.--.,,......__ c,_+ -· '.. .. •, ~~ .. ,. ,,,.. ··. -' c .. do...- 1:,:_ ' '---/ '--- .r ":i?;.'.l.:,, G' ~?-':~ ~t:1Jtf" ~r .,)168 -.r r --- ~._,-, ·- -_,...._ '- ~ '"-, ----, • i\ __ "- ;,;, .'~. ' c,_ ------- ' See additional file pagc(s)for site description / v -- .. ,.(,._~ ,AY'i. 0' \·~~ .. ,~~ 'U -,;. 2 --::,_ -? ~~'·' s-7•'"~ ,, \ r ......... , _..--· '-...._ ! w9-303d ~ ' 303(d) Catagory 5 Assessed Waters for WRIA 9 Map# Listing Waterbcdv Parameter Medium 1261 36166 PUGET SOUND (CENTRAL) Total Dioxins (t) 1261 36167 PUGET SOUND (CENTRAL) Total Furans (t) 1261 36168 PUGET SOUND (CENTRAL) PCB {t) 1266 45577 ELLIOTT BAY Fecal Coliform (VI) 1267 15803 ELLIOTT BAY Fecal Coliform (w) 1286 45102 ELLIOTT BAY Fecal Coliform (VI) 1288 36171 DUWAMISH WATERWAY High Molecular Weight Polycyclic Aromatic Hydrocarbons (HPAH} (t) 1297 507023 DUWAMISH WATERWAY Cadmium (s) 1297 507037 DUWAMISH WATERWAY Mercury (s) 1309 15805 PUGET SOUND (S-CENTRAL) AND EAST PASSAGE Fecal Coliform (w) 1310 8192 DUWAMISH WATERWAY PCB (t) 1310 12702 DUWAMISH WATERWAY Dissolved Oxygen (w) 1310 13150 DUWAMISH WATERWAY Fecal Coliform (w) 1310 48945 DUWAMISH WATERWAY Dissolved Oxygen {w) 1319 7491 LONGFELLOW CREEK Fecal Coliform (w) 1329 507533 DUWAMISH WATERWAY 1,2-Dichlorobenzene (s) 1329 507534 DUWAMISH WATERWAY 1.2, 4-Trichlorobenz.ene (s) 1329 507535 DUWAMISH WATERWAY 1,4-Dichlorobenzene (s) 1329 507536 DUWAMISH WATERWAY 2,4-Dimethylphenol (s) 1329 507537 DUWAMJSH WATERWAY Dibenzo{a,h]anthracene (s) 1329 507538 DUWAMISH WATERWAY 2-Methylnaphthalene (s) 1329 507539 DUWAMISH WATERWAY 2-Methylphenol (s) 1329 507540 DUWAMISH WATERWAY Di-N-Octyl Phthalate (s) 1329 507541 DUWAMISH WATERWAY 4-Methylphenol (s) 1329 507542 DUWAMISH WATERWAY Pentachlorophenol {s) 1329 507543 DUWAMISH WATERWAY Hexachlorobenzene {s) 1329 507544 DUWAMISH WATERWAY Hexachlorobutadiene (s) 1329 507545 DUWAMISH WATERWAY Acenaphthene (s) 1329 507546 DUWAMISH WATERWAY Acenaphthylene (s) 1329 507547 DUWAMISH WATERWAY Anlhracene (s) 1329 507548 DUWAMISH WATERWAY Arsenic (s) 1329 507549 DUWAMISH WATERWAY Bis(2-Ethylhexyl) Phthalate (s) 1329 507550 DUWAMISH WATERWAY Benzo[ a]anth racene (s) 1329 507551 DUWAMISH WATERWAY Benzo[ajpyrene (s) 1329 507552 DUWAMISH WATERWAY Benzo[ghi]perylene (s) 1329 507553 DUWAMISH WATERWAY Butylbenzylphthalate (s) 1329 507554 DUWAMISH WATERWAY Cadmium (s) 1329 507555 DUWAMISH WATERWAY Chromium (s) 1329 507556 DUWAMISH WATERWAY Chrysene (s) 1329 507557 DUWAMISH WATERWAY Copper (s) 1329 507558 DUWAMISH WATERWAY Diethyl phthalate (s) 1329 507559 DUWAMISH WATERWAY Dibenzofuran {s) 1329 507560 DUWAMISH WATERWAY Dibutyl phthalate (s) 1329 507561 DUWAMISH WATERWAY Dimethyl phthalate (s) 1329 507562 DUWAMISH WATERWAY Fluoranthene {s) 1329 507563 DUWAMISH WATERWAY Fluorene {s) 1329 507564 DUWAMISH WATERWAY High Molecular Weight Polycyclic Aromatic Hydrocarbons (HPAH) (s) 1329 507565 DUWAMISH WATERWAY lndeno(1,2, 3-cd)pyrene (s) 1329 507566 DUWAMISH WATERWAY Lead (s) 1329 507567 DUWAMISH WATERWAY Low Molecular Weight Polycyclic Aromatic Hydrocarbons (LPAH) (s) 1329 507568 DUWAMISH WATERWAY Mercury (s) 1329 507569 DUWAMISH WATERWAY Naphthalene (s) 1329 507570 DUWAMISH WATERWAY N-Nitrosodiphenylamine (s) 1329 507571 DUWAMISH WATERWAY PCB (s) Medium: water(w), tissue(!), sediment(s), other(o) Page 1 Ecology, GIS Technical Services 303(d) Catagory 5 Assessed Waters for WRIA 9 Map# L,sti')'J Wa1erbody Parameter Medium 1329 507572 DUWAMISH WATERWAY Phenanthrene (s) 1329 507573 OUWAMISH WATERWAY Phenol (s) 1329 507574 DUWAMISH WATERWAY Pyrene (s) 1329 507575 DUWAMISH WATERWAY Benzofluorantl1enes Total (b+k+j) (S) 1329 507576 DUWAMISH WATERWAY Zinc ' (s) 1340 507652 DUWAMISH WATERWAY Sediment Bioassay (s) 1341 507660 DUWAMISH WATERWAY Sediment Bioassay (s) 1347 7490 LONGFELLOW CREEK Fecal Coliform (w) 1347 15852 LONGFELLOW CREEK Dissolved O:eygen (w) 1349 507828 DUWAMISH WATERWAY 1,2-Dichlorobenzene (s) 1349 507829 DUWAMISH WATERWAY 1,2 ,4-Trichlorobenzene (s) 1349 507830 DUWAMISH WATERWAY 1,4-Dichlorobenzene (s) 1349 507831 DUWAMISH WATERWAY 2,4-Dimethylphenol (s) 1349 507832 DUWAMISH WATERWAY Dibenzo[a,h]anthracene (s) 1349 507833 DUWAMISH WATERWAY 2-Methylnaphthalene (s) 1349 507834 DUWAMISH WATERWAY 2-Methylphenol (s) 1349 507835 DUWAMISH WATERWAY Di-N-Octyl Phthalate (s) 1349 507836 DUWAMISH WATERWAY 4-Methylphenol (s) 1349 507837 DUWAMISH WATERWAY Pentachlorophenol (s) 1349 507838 DUWAMISH WATERWAY Hexachlorobenzene (s) 1349 507839 DUWAMISH WATERWAY Hexachlorobutadiene (s) 1349 507840 DUWAMISH WATERWAY Acenaphthene (s) 1349 507841 DUWAMISH WATERWAY Acenaphthylene (s) 1349 507842 DUWAMISH WATERWAY Anthracene (s) 1349 507843 DUWAMISH WATERWAY Arsenic {s) 1349 507844 DUWAMISH WATERWAY Bls(2-Ethylhexyl) Phthalata (s) 1349 507845 DUWAMISH WATERWAY Benzo[a}anthracene {s) 1349 507846 DUWAMISH WATERWAY Benzo[a]pyrene (s) 1349 507847 DUWAMISH WATERWAY Benzoic Acid (s) 1349 507848 DUWAMISH WATERWAY Benzyl Alcohol (s) 1349 507849 DUWAMISH WATERWAY Benzo[ghiJperylene (s) 1349 507850 DUWAMISH WATERWAY Butylbenzylphthalata (s) 1349 507851 DUWAMISH WATERWAY Cadmium (s) 1349 507852 DUWAMISH WATERWAY Chromium (s) 1349 507853 DUWAMISH WATERWAY Chrysene (s) 1349 507854 DUWAMISH WATERWAY . Copper (s) 1349 507855 DUWAMISH WATERWAY Diethyl phthalate {s) 1349 507856 DUWAMISH WATERWAY Oibenzofuran (s) 1349 507857 DUWAMISH WATERWAY Dibutyl phthalate (s) 1349 507858 DUWAMISH WATERWAY Dimethyl phthalate (s) 1349 507859 DUWAMISH WATERWAY Fluoranthene (s) 1349 507660 DUWAMISH WATERWAY Fluorene (s) 1349 507861 DUWAMISH WATERWAY High Molecular Weight Polycyclic Aromatic Hydrocarbons (HPAH} (s) 1349 507862 DUWAMISH WATERWAY lndeno(1,2,3-cd)pyrena (s) 1349 507863 DUWAMISH WATERWAY Lead (s) 1349 507864 DUWAMISH WATERWAY Low Molecular Weight Polycyclic Aromatic Hydrocarbons (LPAH) (s) 1349 507865 DUWAMISH WATERWAY Mercury (s) 1349 507866 DUWAMISH WATERWAY Naphthalene (s) 1349 507867 DUWAMISH WATERWAY N-Nitrosodiphenylamine (s) 1349 507868 DUWAMISH WATERWAY PCB (s) 1349 507869 DUWAMISH WATERWAY Phenanthrene (s) 1349 507870 DUWAMISH WATERWAY Phenol (s) 1349 507871 DUWAMISH WATERWAY Pyrene (s) 1349 507872 DUWAMISH WATERWAY Silver (s) Medium: water(w), tissue{!), sediment(s), other(o) Page2 Ecology, GIS Technical Services 303{d) Catagory 5 Assessed Waters for WRIA 9 Map# Listing Wa1erbody ParamB!er Medium 1349 507873 DUWAMISH WATERWAY Benzofluoranthenes Total (b+k+j) (s) 1349 507874 DUWAMISH WATERWAY Zinc (s) 1350 33698 DUWAMISH WATERWAY PCB (I) 1354 15807 PUGET SOUND (S-CENTRAL) AND EAST PASSAGE Fecal Coliform (w) 1363 508198 DUWAMISH WATERWAY 1,2-Dichlorobenzene (s) 1363 508199 DUWAMISH WATERWAY 1.2.4-Trichlorobenzene (s) 1363 508200 DUWAMISH WATERWAY 1,4-Dichlorobenzene (s) 1363 508201 DUWAMISH WATERWAY 2,4-Dimethylphenol (s) 1363 508202 DUWAMISH WATERWAY Dibenzo[a,h]anthracene (s) 1363 508203 DUWAMISH WATERWAY 2-Methylnaphthalene (s) 1363 508204 DUWAMISH WATERWAY 2-Methylphenol (s) 1363 508205 DUWAMISH WATERWAY Di-N-Octyl Phtha late (s) 1363 508206 DUWAMISH WATERWAY 4-Methylphenol (s) 1363 508207 DUWAMISH WATERWAY Pentachlorophenol (s) 1363 508208 DUWAMISH WATERWAY Hexachlorobenzene (s) 1363 508209 DUWAMISH WATERWAY Hexachlorobutadiene (s) 1363 508210 DUWAMISH WATERWAY Acenaphthene (s) 1363 506211 DUWAMISH WATERWAY Acenaphthyfene (s) 1363 508212 DUWAMISH WATERWAY Anthracene (s) 1363 508213 DUWAMISH WATERWAY Arsenic (s) 1363 508214 DUWAMISH WATERWAY Bis(2-Ethylhexyl) Phthalate (s) 1363 506215 DUWAMISH WATERWAY Benzo[a]anthracene (s) 1363 508216 DUWAMISH WATERWAY Benzo[a]pyrene (s) 1363 508217 DUWAMISH WATERWAY Benzoic Acid (s) 1363 508216 DUWAMISH WATERWAY Benzyl Alcohol (s) 1363 508219 DUWAMISH WATERWAY Benzo[gh~perylene (s) 1363 508220 DUWAMISH WATERWAY Butylbenrylphthalate (s) 1363 508221 DUWAMISH WATERWAY Cadmium (s) 1363 508222 DUWAMISH WATERWAY Chromium (s) 1363 508223 DUWAMISH WATERWAY Chrysene (s) 1363 508224 DUWAMISH WATERWAY Copper (s) 1363 508225 DUWAMISH WATERWAY Diethyl phthalate (s) 1363 508226 DUWAMISH WATERWAY Dibenzofuran (s) 1363 508227 DUWAMISH WATERWAY Dibutyl phthalate (s) 1363 508228 DUWAMISH WATERWAY Dimethyl phthalate (s) 1363 508229 DUWAMISH WATERWAY Fluoranthene (s) 1363 508230 DUWAMISH WATERWAY Fiuorene (s) 1363 508231 DUWAMISH WATERWAY High Molecular Weight Polycyclic Aromatic Hydrocarbons (HPAH) (s) 1363 508232 DUWAMISH WATERWAY lndeno( 1,2 ,3-cd)pyrene (s) 1363 508233 DUWAMISH WATERWAY Lead (s) 1363 508234 DUWAMISH WATERWAY Low Molecular Weight Polycyclic Aromatic Hydrocarbons (LPAH) (s) 1363 508235 DUWAMISH WATERWAY Mercury (s) 1363 508236 DUWAMISH WATERWAY Naphthalene (s) 1363 508237 DUWAMISH WATERWAY N~Nitrosodiphenylamine (s) 1363 508238 DUWAMISH WATERWAY PCB (s) 1363 508239 DUWAMISH WATERWAY Phenanthrene (s) 1363 508240 DUWAMISH WATERWAY Phenol (s) 1363 508241 DUWAMISH WATERWAY Pyrene (s) 1363 508242 DUWAMISH WATERWAY Silver (s) 1363 508243 DUWAMISH WATERWAY Benzoftuoranthenes Total (b+k+j) (s) 1363 508244 DUWAMISH WATERWAY Zinc (s) 1374 15808 PUGET SOUND (S-CENTRAL) AND EAST PASSAGE Fecal Coliform (w) 1377 508305 DUWAMISH WATERWAY Sediment Bloassay (s) 1380 46563 LONGFELLOW CREEK Fecal Coliform (w) Medium: water(w), tissue(!), sediment(s), other(o) Page 3 Ecology, GIS Technical Services 303(d) Catagory 5 Assessed Waters for WRIA 9 Map# Listing Waterbody Parameter Med:uin 1388 15809 PUGET SOUND (S-CENTRAL) AND EAST PASSAGE Fecal Coliform (W) 1408 6654 PUGET SOUND (S-CENTRAL) AND EAST PASSAGE Fecal Coliform (w) 1411 12703 DUWAMISH WATERWAY Dissolved Oxygen (w) 1411 13151 DUWAMISH WATERWAY Fecal Coliform (w) 1411 48943 DUWAMISH WATERWAY Dissolved Oxygen (w) 1426 506862 DUWAMISH WATERWAY 1,2-Dichlorobenzene (s) 1426 506863 DUWAMISH WATERWAY 1,2,4-Trichlorobenzene (s) 1426 506864 DUWAMISH WATERWAY 1,4-Dichloroben.zene (s) 1426 506865 DUWAMISH WATERWAY 2,4-Dimethytphenol (s) 1426 506866 DUWAMISH WATERWAY Dibenzo[a,h}anthracene (s) 1426 506867 DUWAMISH WATERWAY 2-Methylnaphthalene (s) 1426 506868 DUWAMISH WATERWAY 2-Methylphenol (s) 1426 506869 DUWAMISH WATERWAY Di-N-Octyl Phlhalate (s) 1426 506870 DUWAMISH WATERWAY 4-Methylphenol (s) 1426 506871 DUWAMISH WATERWAY Pentachlorophenor (s) 1426 506872 DUWAMISH WATERWAY Hexachlorobenzene (s) 1426 506873 DUWAMISH WATERWAY Hexachlorobutadiene (s) 1426 506874 DUWAMISH WATERWAY Acenaphthene (s) 1426 506875 DUWAMISH WATERWAY Acenaphthylene (s) 1426 506876 DUWAMISH WATERWAY Anthracene (s) 1426 506877 DUWAMISH WATERWAY Arsenic (s) 1426 506878 DUWAMISH WATERWAY Bls(2-Ethylhexyl) Phthalate (s) 1426 506879 DUWAMISH WATERWAY Benzo[a]anthracene (s) 1426 506880 DUWAMISH WATERWAY Benzo[a]pyrene (s) 1426 506881 DUWAMISH WATERWAY Benzo[ghi)perylene (s) 1426 506882 DUWAMISH WATERWAY B utylbenzylphthalate (s) 1426 506883 DUWAMISH WATERWAY Cadmium (s) 1426 506884 DUWAMISH WATERWAY Chrysene (s) 1426 506885 DUWAMISH WATERWAY Copper (s) 1426 506886 DUWAMISH WATERWAY Diethyl phthalate (s) 1426 506887 DUWAMISH WATERWAY Dibenzofuran (s) 1426 506888 DUWAMISH WATERWAY Dibutyl phthalate (s) 1426 506889 DUWAMISH WATERWAY Dimethyl phthalate (s) 1426 506890 DUWAMISH WATERWAY Fluoranthene (s) 1426 506891 DUWAMISH WATERWAY Fluorene (s) 1426 506892 DUWAMISH WATERWAY High Molecular Weight Polycyclic Aromatic Hydrocarbons (HPAH) (s) 1426 506893 DUWAMISH WATERWAY lndeno(1,2,3-cd)pyrene (s) 1426 506894 DUWAMISH WATERWAY Lead (s) 1426 506895 DUWAMISH WATERWAY Low Molecular Weight Polycyclic Aromatic Hydrocarbons (LPAH) (s) 1426 506896 DUWAMISH WATERWAY Mercury (s) 1426 506897 DUWAMISH WATERWAY Naphthalene (s) 1426 506898 DUWAMISH WATERWAY N-Nitrosodiphenylamine (s) 1426 506899 DUWAMISH WATERWAY PCB (s) 1426 506900 DUWAMISH WATERWAY Phenanthrene (s) 1426 506901 DUWAMISH WATERWAY Phenol (s) 1426 506902 DUWAMISH WATERWAY Pyrene (s) 1426 506903 DUWAMISH WATERWAY Benzofluoranthenes Total (b+k+j} (s) 1426 506904 DUWAMISH WATERWAY Zinc (s) 1427 7474 DUWAMISH RIVER pH (w) 1438 6340 HICKS (GARRETT) LAKE Total Phosphorus (w) 1443 14086 DUWAMISH RIVER 4,4'-DDT (t) 1443 14087 DUWAMISH RIVER 4,4'-DDD (t) 1443 14088 DUWAMISH RIVER 4,4'-DDE (t) 1443 14089 DUWAMISH RIVER Alpha-BHC (!) Medium: water(w). tissue(!), sediment(s), other{o) Page 4 Ecology, GIS Technical Services 303(d) Catagory 5 Assessed Waters for WRIA 9 Map# Listing Waterbody Parameter Medium 1443 14090 DUWAMISH RIVER PCB (I) 1443 48618 GREEN RIVER Temperature (w) 1450 7475 DUWAMISH RIVER pH (w) 1461 12567 BLACK RIVER Fecal Coliform (w) 1463 12705 SPRINGBROOK (MILL) CREEK Dissolved Oxygen (w) 1463 13155 SPRINGBROOK (MILL) CREEK Fecal Colifonn (w) 1464 15804 PUGET SOUND (S-CENTRAL) AND EAST PASSAGE Fecal Coliform (w) 1465 7037 GREEN RIVER Temperature (w) 1465 10812 GREEN RIVER Dissolved Oxygen (w) 1465 12569 GREEN RIVER Fecal Coliform (w) 1469 42542 MILLER CREEK Fecal Coliform (w) 1469 48025 MILLER CREEK Dissolved Oxygen (w) 1482 48620 GREEN RIVER Temperature (w) 1490 10828 SPRING~ROOK (MILL) CREEK Dissolved Oxygen (w) 1490 16704 SPRINGBROOK (MILL) CREEK Fecal Coliform (w) 1491 42350 DES MOINES CREEK, EAST TRIBUTARY Dissolved Oxygen (w) 1491 42351 DES MOINES CREEK, EAST TRIBUTARY Fecal Coliform (w) 1491 42352 DES MOINES CREEK, EAST TRIBUTARY Copper (w) 1497 12613 ANGLE LAKE Fecal Coliform (w) 1502 52872 UNNAMED POND Total Phosphorus (w) 1505 42313 DES MOINES CREEK Dissolved Oxygen (w) 1505 42314 DES MOINES CREEK Fecal Coliform (w) 1514 15866 BIG SOOS CREEK Dissolved Oxygen (w) 1514 15870 BIG SOOS CREEK Fecal Coliform (w) 1518 42306 DES MOINES CREEK Dissolved Oxygen (w) 1518 42307 DES MOINES CREEK Fecal Coliform (w) 1518 42308 DES MOINES CREEK Zinc (w) 1518 42309 DES MOINES CREEK Copper (w) 1523 10817 GREEN RIVER Temperature (w) 1523 16703 GREEN RIVER Fecal Coliform (w) 1524 15867 BIG SOOS CREEK Dissolved Oxygen (w) 1525 12568 DES MOINES CREEK Fecal Coliform (w) 1525 42310 DES MOINES CREEK Dissolved Oxygen (w) 1526 15858 LITILE SOOS CREEK Dissolved Oxygen (w) 1526 15859 LITILE SOOS CREEK Fecal Coliform (w) 1536 42303 BARNES CREEK Dissolved Oxygen (w) 1536 42304 BARNES CREEK Fecal Coliform (w) 1537 7478 GREEN RIVER Temperature (w) 1541 42346 MASSEY CREEK Dissolved Oxygen (w) 1541 42347 MASSEY CREEK Fecal Coliform (w} 1541 42348 MASSEY CREEK Copper (w) 1549 42340 MASSEY CREEK Fecal Coliform (w) 1549 42341 MASSEY CREEK Zinc (w) 1549 42342 MASSEY CREEK Copper (w} 1549 42343 MASSEY CREEK Dissolved Oxygen (w) 1549 42344 MASSEY CREEK Fecal Coliform (w) 1561 15862 LITILE SOOS CREEK Temperature (w) 1562 15871 BIG SOOS CREEK Fecal Coliform (w) 1564 48622 GREEN RIVER Temperature (w) 1567 15395 DALCO PASSAGE/POVERTY BAY Fecal Coliform (w) 1572 15767 MULLEN SLOUGH Fecal Coliform (w) 1572 15826 MULLEN SLOUGH Dissolved Oxygen (W) 1572 15828 MULLEN SLOUGH Temperature (w} 1573 42318 MCSORLEY CREEK Dissolved Oxygen (w) Medium: water(w), tissue(!), sediment(s), other(o) Page 5 Ecology, GIS Technical Services 303(d) Catagory 5 Assessed Waters for WRIA 9 ~ Listing Waterbody Parameter Medium 1573 42319 MCSORLEY CREEK Fecal Coliform (w) 1573 42320 MCSORLEY CREEK Copper (w) 1574 10719 WILDERNESS lAKE Fecal Coliform (w) 1575 42315 MCSORLEY CREEK Dissolved Oxygen (w) 1575 42316 MCSORLEY CREEK Fecal Coliform (w) 1580 15825 MULLEN SLOUGH Dissolved Oxygen (w) 1580 15827 MULLEN SLOUGH Fecal Coliform (w) 1582 47547 GREEN RIVER Dissolved Oxygen (w) 1582 48623 GREEN RIVER Temperature (w) 1583 15831 LITILE SOOSETIE CREEK Dissolved Oxygen (w) 1583 15832 LITILE SOOSETTE CREEK Fecal Coliform (w) 1585 7041 HILL (MILL) CREEK Temperature (w) 1585 7485 HILL (MILL) CREEK Fecal Coliform (w) 1585 12707 HILL (MILL) CREEK Dissolved Oxygen (w) 1585 13815 HILL (MILL) CREEK Copper (w) 1587 6336 FENWICK lAKE Total Phosphorus (w) 1590 7479 GREEN RIVER Temperature (w) 1591 6316 lAKE MERIDIAN Fecal Coliform (w) 1591 6356 lAKE MERIDIAN Total Phosphorus (w) 1591 51560 lAKE MERIDIAN 2,3,7,8-TCDD (t) 1591 52038 lAKE MERIDIAN Dieldrin (I) 1591 52552 lAKE MERIDIAN Hexach[orobenzene (I) 1591 52670 lAKE MERIDIAN PCB (I) 1591 52733 lAKE MERIDIAN Total Chlordane (!) 1591 52794 lAKE MERIDIAN Toxaphene (I) 1592 15811 HILL (MILL) CREEK Dissolved Oxygen (w) 1592 15815 HILL (MILL) CREEK Fecal Coliform (w) 1598 7046 LITTLE SOOS CREEK Temperature (w) 1598 13167 LITTLE SOOS CREEK Fecal Coliform (w) 1600 15814 HILL (MILL) CREEK Dissolved Oxygen (w) 1600 15820 HILL (MILL) CREEK Fecal Coliform (w) 1601 48624 GREEN RIVER Temperature (w) 1602 15836 LITTLE SOOSETIE CREEK Dissolved Oxygen (w) 1602 15837 LITILE SOOSETTE CREEK Fecal Colrform (w) 1603 15884 UNNAMED CREEK c,NDF# 09.0046) Dissolved Oxygen (w) 1603 15885 UNNAMED CREEK c,NDF# 09.0046) Fecal Coliform (w) 1604 13164 JENKINS CREEK Fecal Colifonn (w) 1608 13965 REDONDO CREEK Fecal Coliform (w) 1611 15883 RAVENSDALE CREEK Temperature (w) 1618 7486 HILL (MILL) CREEK Fecal Coliform (w) 1618 7488 HILL (MILL) CREEK Dissolved Oxygen (w) 1620 51577 lAKE SAWYER 2,3,7,8-TCDD (t) 1620 52691 lAKE SAWYER PCB (t) 1624 15849 LITTLE SOOSETTE CREEK Fecal Coliform (w) 1639 15840 SOOSETTE CREEK Fecal Col/form (w) 1649 6574 GREEN RIVER Temperature (w) 1649 10824 GREEN RIVER Dissolved Oxygen (w) 1650 13162 COVINGTON CREEK Fecal Coliform (w) 1653 15817 HILL (MILL) CREEK Fecal Coliform (w) 1654 48625 GREEN RIVER Temperature (w) 1656 48615 BIG SOOS CREEK Temperature (W) 1660 13160 BIG SOOS CREEK Fecal Coliform (w) 1662 47477 COVINGTON CREEK rnssolved Oxygen (w) 1668 13159 GREEN RIVER fecal Coliform (w) Medium: water(w), tissue(!), sediment(s), other(o) Page6 Ecology, GIS Technical Services 303(d) Catagory 5 Assessed Waters for WRIA 9 M!m/ Listing Waterbody Param-:::te, Medium 1669 7482 GREEN RIVER Temperature (w) 1669 48004 GREEN RIVER Dissolved Oxygen (w) 1672 7480 GREEN RIVER Temperature (w) 1672 47551 GREEN RIVER Dissolved Oxygen (w) 1675 46917 CRISP CREEK Fecal Coliform (w) 1683 13156 CRISP CREEK Fecal Coliform (w) 1685 7481 GREEN RIVER Temperature (w) 1689 48233 NEWAUKUM CREEK Temperature (w) 1692 7043 GREEN RIVER Temperature (w) 1693 48628 GREEN RIVER Temperature (w) 1695 7483 GREEN RIVER Temperature (w) 1704 13157 NEWAUKUM CREEK Fecal Coliform (w) 1704 13765 NEWAUKUM CREEK Copper (w) 1711 12700 NEWAUKUM CREEK Dissolved Oxygen (w) 1711 13165 NEWAUKUM CREEK Fecal Coliform (W) 1711 13839 NEWAUKUM CREEK Copper (w) 1734 7476 GALE CREEK T emperalure (w) 1754 15846 UNNAMED CREEK (TRIB TO NEWAUKUM CREEK) Fecal Coliform (w) 1754 15847 UNNAMED CREEK (TRIB TO NEWAUKUM CREEK) Temperature (w) 1754 47427 UNNAMED CREEK (TRIB TO NEWAUKUM CREEK) Dissolved Oxygen (w) 1767 13166 NEWAUKUM CREEK Fecal Coliform (w) 1768 6873 SMAY CREEK Temperature (w) 1772 13981 NEWAUKUM CREEK Fecal Coliform (w) 1785 47454 NEWAUKUM CREEK Dissolved Oxygen (w) 1786 13971 NEWAUKUM CREEK Fecal Coliform (w) 1787 13972 NEWAUKUM CREEK Fecal Coliform (w) 1788 47442 UNNAMED CREEK (TRIB TO NEWAUKUM CREEK) Dissolved Oxygen (w) 1791 47429 UNNAMED CREEK (TRIS TO NEWAUKUM CREEK) Dissolved Oxygen (w) 1801 47455 NEWAUKUM CREEK Dissolved Oxygen (w) Medium: water(w), tissue(!), sediment(s), other(o} Page 7 Ecology, GJS Technical Services TASK3 FIELD INSPECTION EXHIBIT L Off-Site Analysis Drainage System Table Basin: Spring Brook Creek Drainage Component Symbol Type, Name, and Size Type: sheet flow, swalc, stream, channel, pipe, pond; size, See Map diameter, SW'facc area I 36-inch Storm Drain 2 36-inch Storm Drain 3 48-inch Storm Drain 4 54-inch Storm Drain 5 60-inch Storm Drain 6 60-inch Storm Drain 7 60-inch Storm Drain OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Subbasin Name: NEC-IKEA ---------- Distance Drainage Component from Site Existing Potential Description Slope Discharge Problems Problems Constrictions, under capacity, ponding, overtopping, flooding, habitat or organism Drainage basin, vegetation, cover, destruction, scouring, bank sloughing, depth, type of sensitive area, volume % Ft. sedimentation, incision, other erosion From site flows northeast into ---0'-85' None Noted None Noted Lind A venue S. W. Flows north in Lind Avenue 0.11 85'-138' None Noted None Noted s.w. Flows north in Lind Avenue 0.06 138'-468' None Noted None Noted s.w. Flows north in Lind A venue 0.054 468'-968' None Noted None Noted s.w. Flows north in Lind A venue 0.045 968'-1,968' None Noted None Noted s.w. Flows northwest across S.W. 0.045 1,968'-2,118' None Noted None Noted 34th Street Flows west in S.W. 34th Street 0.045 2, l l 8'-2,931' None Noted None Noted Subbasin Kumber: ---- Observations of Field Inspector, Resource Reviewer, or Resident Tributary area, likelihood of problem, overflow pathways, potential impacts Discharges to Spring Brook Creek 16836.008.doc Basin: Spring Brook Creek Drainage Component Symbol Type, Name, and Size Type: sheet flow, swale, stream, channel, pipe, pond; size. See Map diameter, surface area 1 21-inch CMP 2 21-inch CMP 3 21-inch CMP 4 24-inch Storm Drain 5 24-inch Storm Drain 6 21-inch CMP 7 21-inch CMP 8 21-inch CMP 9 21-inch CMP 10 21-inch CMP I I 21-inch CMP Combined 36-inch CMP NW&SW Combined 36-inch CMP NW&SW OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Subbasin Name: SWC-IKEA -"-"-"CC::==----- Distance Drainage Component from Site Existing Potential Description Slope Discharge Problems Problems Constrictions, under capacity, ponding. overtopping, flooding, habitat or organism Drainage basin, vegetation, cover, destruction, scouring, bank sloughing, depth, type of sensitive area, volume % Ft. sedimentation, incision, other erosion Flows west from SWC -IKEA 0.31 0'-146' None Noted None Noted Flows west 0.31 146'-258' None Noted None Noted Flows west 0.17 258'-414' None Noted None Noted Flows west 0.28 414'-587' None Noted None Noted Flows northwest 0.29 587'-671' None Noted None Noted Flows west 0.29 671'-712' None Noted None Noted Flows north ---712'-832' None Noted None Noted Flows north ---832'-985' None Noted None Noted Flows north ---985'-1,107' None Noted None Noted Flows north ---l,107'-1,227' None Noted None Noted Flows north ---l ,227'-1,469' None Noted None Noted Flows northwest to intersection ---l ,469'-1,542' None Noted None Noted Flows across S.W. 41st Street ---l,542'-1,672' None Noted None Noted Subbasin Number: Observations of Field Inspector, Resource Reviewer, or Resident Tributary area, likelihood of prob km, overflow pathways, potential impacts Discharges to Spring Brook Creek J 6836.009.cioc Basin: Spring Brook Creek Drainage Component Symbol Type, Name, and Size Type: sheet flow, swale., stream, channel, pipe, pond; size, See Map diameter, surface area I 24 -inch CMP 2 24-inch CMP 3 30-inch CMP 4 36-inch Storm Drain 5 36-inch Storm Drain Combined 36-inch CMP NW&SW Combined 36-inch CMP NW&SW OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Subbasin Name: NWC-IKEA ---------- Distance Drainage Component from Site Existing Potential Description Slope Discharge Problems Problems Constrictions, under capacity, ponding, overtopping, flooding, habitat or organism Drainage basin, vegetation, cover, destruction, scouring, bank sloughing, depth, type of sensitive area, volume % Ft. sedimentation, incision, other erosion Flows west from IKEA ---0'-138' None Noted None Noted Flows west along north side of ---138'-266' None Noted None Noted Alliance Packaging Flows west along north side oJ ---266'-422' None Noted None Noted Alliance Packa!ri!Hl: Flows west along north side of ---422'-558' None Noted None Noted Alliance Packa!rirHl: Flows west along north side of ---5$8'-666' None Noted None Noted Alliance Packamng Flows northwest to intersection ---666'-739' None Noted None Noted Flows across S.W. 41st Street ---739'-869' None Noted None Noted Subbasin Number: Observations of Field Inspector, Resource Reviewer, or Resident Tributary area, likelihood of problem, overflow pathways, potential impacts Discharges to Spring Brook Creek 16836.010.doc TASK3 FIELD INSPECTION The only problem found during the resource review is the water quality problem in Spring Brook Creek, which is considered minor and typical for this type of creek. However, the field reconnaissance did not find any potential constrictions or lack of capacity in the existing conveyance system which will be utilized for this project site downstream from the site. 3.1 Conveyance System Nuisance Problems (Type 1) Conveyance system nuisance problems are minor but chronic flooding or erosion problems that result from the overflow of a constructed conveyance system that is substandard or has become too small as a result of upstream development. Such problems warrant additional attention because of their chronic nature and because they result from the failure of a conveyance system to provide a minimum acceptable level of protection. Based on the resource review and site visit, there is little evidence of past conveyance system nuisance problems occurring. We have received no information from the City of Renton indicating that there are conveyance system nuisance problems occurring from any of the adjoining properties. 3.2 Severe Erosion Problems (Type 2) Severe erosion problems can be caused by conveyance system overflows or the concentration of runoff into erosion-sensitive open drainage features. Severe erosion problems warrant additional attention because they pose a significant threat either to health and safety or to public or private property. Per our site visit there is no erosion occurring in any of the downstream drainage courses, which consisted almost entirely of large-diameter conveyance piping, mostly CMP type, which would prevent erosion from occurring in the downstream drainage course. 3.3 Severe Flooding Problems (Type 3) Severe flooding problems, i.e., a severe building flooding problem or severe roadway flooding problem can be caused by conveyance system overflows or the elevated water surfaces of ponds, lakes, wetlands, or closed depressions. Severe flooding problems warrant additional attention because they pose a significant threat either to health and safety or to public or private property. This project is seeking an exemption from flow control as the entire site is impervious surface under existing conditions and has no fiow control on it. The downstream drainage course has sufficient capacity to convey runoff from the site with no problems reported in the downstream drainage course over the last 20+ years that the site has existed with no flow control. At the time of our field inspection, which was on June 12, 2014, it had rained earlier in the day but the sky was sunny and the temperature was approximately 65 degrees. 16836.007.doc TASK4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS TASK4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS Runoff from the project site discharges from three separate points on the I KEA site. On is to the north from the northeast corner of the IKEA site, draining in Lind Avenue all the way to S.W. 34th Street, where it then courses westerly and discharges into Spring Brook Creek approximately 2,931 feet from the project site. The northwest corner of the site also drains to a separate basin which is to the west along the north side of Alliance Packaging which is a development located west of IKEA, then drains underneath S.W. 41 st Street through 36-inch CMP culvert, discharging into Spring Brook Creek approximately 859 feet from the site. The southwest drainage course from the project site courses to the west as well along the south side of Alliance Packaging, then along the western property line of Alliance Packaging coursing northerly, joining up with the northwest downstream drainage course and coursing underneath S.W. 41st Street in the same 36-inch CMP culvert that the northwest drainage course does, discharging to Spring Brook Creek. The southwest drainage course is approximately 1,672 feet from the project site. Spring Brook Creek flows northerly within the City of Renton and is part of the Black River Basin, ultimately draining into the Duwamish Waterway further downstream. Problem Descriptions: The only problems noted in these downstream drainage courses was for Spring Brook Creek, which has bacteria in the form of fecal coliform as well as dissolved oxygen, which is likely from the fecal coliform bacteria. Fecal coliform bacteria typically comes from animal waste and per the requirements of the 2009 King County Surface Water Design Manual, only if water quality is a requirement for the project would there be a requirement to provide any form of additional treatment for this discharge area. This discharge area is approximately 29 acres, most of which consists of rooftop runoff, which is considered a clean runoff; however, the remainder of the site must meet the Basic Water Quality Menu and the proposal is to utilize rain gardens and the Filterra water quality system as well as wet ponds with different drainage courses having different water quality methodologies. There is no fecal coliform to the best of our knowledge discharging from this project and it is not anticipated that it would occur in the future as well; therefore, it is not anticipated this site would contribute to the water quality problems in Spring Brook Creek. 16836.007.doc TASKS MITIGATION OF EXISTING OR POTENTIAL PROBLEMS, INCLUDING WATER QUALITY PROBLEMS TASKS MITIGATION OF EXISTING OR POTENTIAL PROBLEMS As mentioned previously, the only problems noted in this report were for the fecal coliform bacteria and dissolved oxygen in Spring Brook Creek. Please refer to the earlier sections of this report which address how to mitigate those problems in Spring Brook Creek. However, this project site is not anticipated to contribute any water quality problems in Spring Brook Creek since the Basic Water Quality Menu will be followed for this project 16836.007.doc ) 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology The site is currently developed, with two warehouses on two tax parcels (362304-9113 and 312305-9169) and is currently zoned IM. The site fronts S.W. 41st Street, Lind Avenue S.W., and S.W. 43rd Street. The existing on-site improvements consist of storm, sewer, and water utilities, dry utilities including gas, power and telephone, landscaping, and paved parking areas. As indicated by the FEMA Map included in this report, the proposed site does not lie within a floodplain or floodway of a stream. However, the actual surveyed conditions reveal portions of the perimeter of the site are below the 100-year base flood elevation. Compensatory storage will be used to mitigate proposed fill within the flood plain (elevation 21.5) equaling, at a minimum, the volume of fill within the flood plain. There are three separate drainage basins located on site, each with their own discharge location. Two of the basins are on the west side of the site; the other is the remainder of the site. The two basins along the west side of the site discharge at separate locations, but converge within Y. mile downstream of the site, before discharging into Spring Brook Creek. The east basin discharges from the northeast corner of the site, and enters Spring Brook Creek approximately 1 mile downstream of the site. Therefore there are two separate threshold discharge areas on-site. The existing site contains 26.97 acres of impervious area, in which 17.48 acres is roof area, with the remaining area consisting of asphalt pavement, sidewalks and curb and gutter. B. Developed Site Hydrology The complete project will contain a new !KEA store and new paved parking areas with planters. The total developed area will be 29.00 acres in size. New impervious surfaces will include parking areas, roof, and sidewalks. The project will be providing landscaped pervious areas, such as planters, around the building and throughout the parking areas. The proposed site will contain 25.09 acres of impervious area and 3.91 acres of pervious surfaces. Since the proposed site will have less impervious area than the existing site, flow control will not be required to match peaks from the existing condition. See part D, this section for more information. Since the project proposes to fill within an existing floodplain, compensatory storage will be provided to mitigate the fill within the floodplain. There will be approximately 13,970 cubic yards of fill within the floodplain (below elevation 21.5). At a minimum, an equal amount of compensatory storage must be provided. There will be approximately 16,900 cubic yards of compensatory storage provided on-site. A conveyance system consisting of catch basins and storm pipes will be constructed in the parking areas to collect drainage from impervious surfaces and convey runoff to the proposed water quality facilities. Since there are three separate drainage basins located on site, three separate water quality facilities will be used to treat the stormwater runoff, a wetpond, wetvault, and a Filterra unit. 16836.006.doc C. Performance Standards Per the City of Renton Flow Control Application Map, the project is subject to the Peak Rate Flow Control Standard. in which the project must match developed peak discharge rates to the existing site conditions for the 2-, 10-, and 100-year return periods. Since there will be less impervious area in the proposed condition than there was in the existing condition, flow control will not be needed, as the peak flows from the existing site are larger than the peak flow of the proposed site. See calculations in this section for analysis of peak flows. Per the 2010 City of Renton Amendments to the KCSWDM, the project is subject to Basic Water Quality. A wetpond, wetvault, and a Filterra unit will be used to provide Basic Water Quality. A wetpond will be used to treat the runoff from the eastern side of the site. The pond will contain a control structure to pass peak flow per conveyance requirements pursuant to the 2009 KCSWDM and the 2010 City of Renton Amendments to the KCSWDM. Based on the Wetpool Sizing Worksheet, the required wetpond volume is 80,095 cubic feet (CF). A wetvault will be used to treat the runoff from the northwestern side of the site. The wetvault was designed pursuant to the 2009 KCSWDM and the 2010 City of Renton Amendments to the KCSWDM. Based on the Wetpool Sizing Worksheet, the required wetvault volume is 31,313 CF. A Filterra unit will be used to treat the runoff from the southwestern side of the site. WWHM was used to model and size the Filterra unit, meeting the criteria established in the 2009 KCSWDM and the 2010 City of Renton Amendments to the KCSWDM. Per calculations made with WWHM, a 6'x10' Filterra unit will be required to fully treat the runoff. D. Flow Control System Per the City of Renton's flow control map, the site lies within the Peak Rate Flow Control Standard (Existing Site Conditions). As such, the project must match developed peak discharge rates to the existing site conditions for the 2-, 10-, and 100-year storm events. Since the existing site is almost entirely impervious, the proposed site runoff conditions will nearly match the existing runoff conditions. Also, there are no existing detention facilities located on site. Therefore, a flow control system will not be required. Per the 2009 KCSWDM and the 2010 City of Renton Amendments to the KCSWDM, flow control BMPs must be applied to an impervious area equal to 10% of the total site area. Since the site is 29 acres in size, flow control BMPs must be applied to 2.9 acres of impervious surfaces. Per the 2009 KCSWDM, the rain garden can provide flow control for an impervious area 4 times larger than the bioretention area of the rain garden. The total bioretention area of the proposed rain gardens is approximately 31,900 SF or 0. 73 acres. The proposed rain garden will treat approximately 2.92 acres of impervious surface, which is 10% of the total site area. 16836.006.doc E. Water Quality System Per the 2010 City of Renton Amendments to the KCSWDM, the project is subject to provide water quality treatment. Since the site is a commercial use site that is not considered a high use site, and it is not associated with vehicular repair, maintenance, or sales, the Basic Water Quality standards will apply. There will be a total of three (3) water quality facilities on site. The proposed wetpond will provide Basic Water Quality for the eastern half of the site, approximately 20.41 acres. The wetpond was sized per the 2009 KCSWDM, and will require a volume of 80,095 cubic feet (CF). Sizing calculations for the wetpond can be found in this section. The proposed wetvault will provide Basic Water Quality for the northwestern portion of the site, approximately 7.00 acres. The wetvault was sized per the 2009 KCSWDM, and will require a volume of 31,313 CF. Sizing calculations for the wetvault can be found in this section. The proposed 6-foot by 10-foot Filterra unit will provide Basic Water Quality for the southwestern portion of the site, approximately 1.59 acres. The Filterra unit was sized per the Washington State Department of Ecology's standards. Sizing calculations for the Filterra unit can be found in this section. 16836.006.doc Pre-Developed Basin Map I I I I I I I I I I I I I I : EXISTING DRAINAGE BASIN 2 = 7.20 AC PAE-DEVELOPED BASIN MAP FOR IKEA PIN a= 11-E IWll/4, a= 11-E mll/4 a= EEC 31, lZJt, R!E, WM I«) PIN a= 11-E IEl/4, a= nE IEl/4, EEC 36, lZJt, RE, WM aTY a= Fell'OI, KNl c:aMY, STAlE a= WA&Hll'Cl'<I , 8W 41ST 811 El _.,,....., ..,/ ====:;::+==========;::::::::__' r,swu.• \._ -+----f --_.,_ I I I I I I q -' I EXISTING DRAINAGE BASIN 1 = 1.36 AC ~.:i ~ 11 'II ' : :i )SIIEI -"\ ~ l PRE-DEVELOPED LAND COVER DATA --·····--·-------·-~~-TOTAL TARGET lJKA!NAGt. Alit.A: 29.00 ACRES [XJSTINC DRAINAGE BASIN I· PERVIOUS AREA: 1MP£RVIOUS AREA: EXISTING DRAINAGE BASIN 2; PERVIOUS AREA: IMPEIMOUS AREA: EXISTING DRAINAGE BASIN 3· PEIMOUS AREA: IMPERVIOUS AREA: EXISTING DRAINAGE BASIN 3 = 20.44 AC 0.10 ACRES 1.26 ACRES 0.50 ACRES 6.70 ACRES 1.44 ACRES 19.00 ACRES l I j ~ ~ ~ " Z; § % i a • i 1 l I I t .. , .... '"' I=: I I 11 ti I I I I I -I 1-I ~ II -·-.<m. -~ "°" I .!JIii 1B215 72ND AVENUE SOUTH -.... Horilonfol KENT, WA 98032 IKEA PAOI LIii 'f, INC. ,•.tOD' (425)251-6222 420 ALAN WOOD ROAD I DEVB..OPB> BASIN MAP ----(425)251-8782 FAX i ' IKEA REDEVELOPIENT -., ! ~PA19428 ----"'6, t.•"'" ow. ~ lNI> PlNMiG. "* 04/12/1.& ..,. "1-te .!!MG\)\~ ~ EIWflCltM:lfrAL SERVICES PHON:= 810.834.0180 601 8W 41ST, FENTON, WA _1 ,,_1 I~ Developed Basin Map ~ f-100' pa.J 'f T AREA DRAINING TO PROPOSED WETVAULT = 7.20 AC DEVELOPED BASIN MAP FOR IKEA PIN a= l1-E l'Nll/4, a= l1-E l>Nll/4 a=~ 31 Tm. A5E, WM NOPTNO:ll-EtE/4, 0:11-EtE/4, ~36, Tm, RE, WM aTY a= FB'lTOO, KN3 OCA.NTY, STAlE a= WA!I-NJl'Ct,I \. •F • lt • -!:,~~-=-c,. tEW I IKEA STaE FEDEVB..OPMENT I ~I -P . I ii-~ ,_lTIM~, fNI 43FD S ii LL I AREA DRAINING TO PROPOSED FIL TERRA UNIT = 1.36 AC ,Sll'.11"049( ,, Iii 1110 ., \__ -, -, =I =' =I I =I 11 !--" -, ~ I DEVELOPED LAND COVER DATA --·····--·--· ---------TOTAL TARGET Ut<AINAA>t. Atct.A: 29.00 ACRES PERVIOUS AREA (TO WETPONO): IMPERVIOUS AREA (TO WETPOND): PERVIOUS AREA (TO WElVAUL T): IMPERVIOUS AREA (TO WETVAULT): PERVIOUS AREA (TO FILTERRA): IMPERVIOUS AREA (TO FILTERRA): 2.57 ACRES 17.87 ACRES 1.13 ACRES 6.07 ACRES 0.21 ACRES 1,15 ACRES AREA DRAINING TO PROPOSED WETPOND = 20.44 AC i !I i ~ • • . ~ % ,1. i I .. ,B ~~~~----r-~~;,;;:;:--r;;;;-----r=--~ Is,,..._,-....._, ·---~""~ 18215 72ND AVENUE SOUTH Fer-I ·-,.,_,.,.. -1<EA PR01 Bi IT, NC. -... -~ KENT, WA 98032 ···toa" (425)251-6222 420 ALAN WOOD ROAD I DEVB..OPB) BASIN MAP -~--l 1 1 1t _., __ . (•25)251-8782 FAX ----0 i CONSHOHOCKEN. PA 19428 l<EA FEDEVEL.OPtJENT ,..r ... ,. ---... ----"<t r+-"' CW. E~ I.MCI PI.AlftfG. PHOt£, 610.834.o180 60I 9N 41ST, FENTON. WA ""' }''°~GENO.Vi'~ 5Uff'r'D1rtC. DfMONlillllM. SDMC[S "* Ot./12/1', Wetpond Sizing Worksheet Wetpond Sizing Worksheet Summart of the 1998 Surface Water Design Manual Requirements Project Name: Ikea Renton Project Number: 16836 Step 1) Determine volume factor f. Basic size ............................................ . f= 3 ------Large size ............................................ . Step 2) Determine rainfall R for mean annual Storm Detemine rainfall R for mean annual storm Rainfall. .............................................. .. Step 3) Calculate runoff from mean annual storm V, = (0.9A1 + 0.25A,9 + 0.10A,, + 0.011\,g) X R A 1 = tributary area of impervious surface A,9 = tributary area of till grass A,, = tributary area of till forest Ao,, = tributary area of outwash grass R = rainfall from mean annual storm V, = Volume of runoff from mean annual storm Step 4) Calculate wetpool Volume Vb= f V, f = Volume Factor Vb= Volume runoff, mean annual atorm V, = Volume of the wetpool Step 5) Determine wetpool dimensions a) Determine geometry of first cell Volume in first cell Depth h 1st cell (minus sed. Storage) Determine horizontal xs area at mid-depth using A mid= Vol. 1st cell/ h Mid-width Mid-length Determine xs area at surface Z = Side slope length ( _H:1V) 2(h/2 X Z) = Dimensions of top of pond adjusted for geometrics Top width f=~ ....... 4 ..... 5~~ 0.039 (feet) 778,417 (sf) 11,949 {sf) 0 (sf) 0 (sf) 0.039 (feet) 27,439 (cf) 3 27,439 (cf) 82,317 !(cf) 24,695 (cf) 4 (feet) 6,174 (sf) 30 (feet) 60 (feet) 3 3:1 recommended 12 (feet) 42 (feet) Top length Area of Top b) Determine geometry of second cell Volume in second cell Depth h 2nd cell Determine xs area at mid-depth using A mid = Vol. 2nd cell/ h Mid-width Mid-length Determine horizontal xs area at surface Z = Side slope length ( _H:1V) 2(h/2 x Z) = Dimensions of top of pond adjusted for geometrics Top width Top length Area of Top Adjustment to cells (If necessary) Geometry check: Overall pond L:W at mid-depth= 3:1 Pond width (mid-depth) Cell 1 length (mid-depth) Cell 2 length (mid-depth) Pond Length (mid-depth) = Cell 1 + Cell 2 L mid: W mid= Total Wetpond Surface area required= Total Wetpond Bottom area required = __ ?_2 __ (feet) __ 3_0_24 __ (feet) 57,622 (cf) 4 (feet) 14,405 (sf) 30 (feet) 480 (feet) 3 3:1 recommended 12 (feet) 42 (feet) 492 (feet) 20672 (feet) 30 60 480 540 18.01 23,696 9,291 Wetvault Sizing Worksheet Wetpond Sizing Worksheet Summary of the 1998 Surface Water Design Manual Requirements Project Name: Ikea Renlon Project Number: 16836 Step 1) Determine volume factor f. Basic size ............................................ . Large size ........................................... .. Step 2) Determine ralnfall R for mean annual Storm Detemine rainfall R for mean annual storm Rainfall ................................................ . Step 3) Calculate runoff from mean annual storm V, = (0.9A; + 0.25.A.9 + 0.1 OAit + 0.01Ac,g) X R A; = tributary area of impervious surface A19 = tributary area of till grass At1 = tributary area of till forest A,,9 = tributary area of outwash grass R = rainfall from mean annual storm V, = Volume of runoff from mean annual storm Step 4) Calculate wetpool Volume Vb= f V, f = Volume Factor Vb= Volume runoff, mean annual alarm V, = Volume of the wetpool Step 5) Determine wetpool dimensions a) Determine geometry of first cell Volume in first cell Depth h 1st cell (minus sed. Storage) Determine horizontal xs area at mid-depth using A mid = Vol. 1st cell / h Mid-width Mid-length Determine xs area at surface z = Side slope length ( _H:1V) 2(h/2 X Z) = Dimensions of top of pond adjusted for geometrics Top width f= 3 -----f= 4.5 ----- _..;;o.:.;.0~3;;.9 _ (feet) 264,409 (sf) 49,223 (sf) 0 (sf) 0 (sf) 0.039 (feet) 9,761 (cf) 3 9,761 (cf) 29,282 !(cf) 8,785 (cf) 4 (feet) 2,196 (sf) 30 (feet) 60 (feet) 3 3:1 recommended 12 (feet) 42 (feet) Top length Area of Top b) Determine geometry of second cell Volume in second cell Depth h 2nd cell Determine xs area at mid-depth using A mid = Vol. 2nd cell / h Mid-width Mid-length Determine horizontal xs area at surface Z = Side slope length ( _H:1V) 2(h/2 X Z) = Dimensions of top of pond adjusted for geometrics Top width Top length Area of Top Adjustment to cells (If necessary) Geometry check: Overall pond L:W at mid-depth= 3:1 Pond width (mid-depth) Cell 1 length (mid-depth) • Cell 2 length (mid-depth) Pond Length (mid-depth)= Cell 1 + Cell 2 L mid :Wmid= Total Wetpond Surface area required= Total Wetpond Bottom area required= 72 (feet) -----3024 (feet) ----- 20,497 (cf) 4 (feet) 5,124 (sf) 30 (feet) 171 (feet) 3 3:1 recommended 12 (feet) 42 (feet) 183 (feet) 7678 (feet) 30 60 171 231 7.69 10,702 3,723 WWHM Filterra Sizing Calculations liiil ~ I l , ~]] ~ 3 ,. rrr ip Controls· Site Name Address Oly Gage ~P s i~ Site Information Preoip Factor i!k-JJ!c ;l.' :J ffi~ 0 ~ ! ,.1: -=-~ ~ 11. JOS oped r " -.~... "'"-..... -· ~ ':b:=am ejB0ffl1 I Swface lnterHo w G roundwa ter r1>~~~~.ki®.t:... Rows To: jraerra Unit j jFiRerra Unit I .-------------, Area in B asin n fuw ows e1ecteo · ;_.... --~ ...... ~ ~-·--~ -a:s ~ii lt!J liiJ I . I I ~~ ; I I I I I ! Available Pervious Availab l e Impervio us J ~M;Forest AaE 10 -~ I r ROADS/FtA'f . ~ --1 Mt Forest:•Mod 10 I 1 ~RBM)SJMOD ~' C~ AIB. Forest;..Steep jo I 1 ' R~S/STEEP" @ f""" AIB.-Paslt.l"e. Fla t 10 I f-BO.Of TOPStFI.Al' . @ r · Al'o .. P.u.e.•Mod lo> I ,-DRIVE'w'AYSJflAl · ~ -" r · AIB. Pasue.Steep 10 I r DRI\/E\IIA¥SJMOD · ~ 1 A1B. Lw,,n. Fial 10 I 1 " DR IVEWA"iS/STEEP @ ,-:·A/8. Lw,,n. Mod 10 r · SID.E\IIAUCSIFlAT ~' r AIB.Lawn.Steep 10 1 SI DEWAl!.KS/MOD, -.I~ 1 C. Forest. Flat 10 1 SIOEWAUCSl'STEEf? i~ C c. forest. Mod 10 ~-. PARKING/FlAT I [1s r , c .. Forest:. s1.eep 10 ,· PARKING/MOD I~ i 1 ,C. Pr~e. Flat 10 f · P~KING/STEEP. I~ . ' r C. Pastue, Mod 10 . r 'PO ND I~ r C. Pash.re, S~ [ w' C. Lawn, Flat I! ~. 3d x.y I • .. I I ~ 1 ,;,C~·Lawn. Mocr ~ I•-..:J C. C, Lawn. Steep. ~ Pervious Total [0.21 j Acres lmpe,vious Total j1.1 5 j Acres Basin Total Q .36 j Acres Deselect Zeio SP.h~r.:t Rv-1 ~ IOS l ped ~ -crs §Ii Ir!! 8~ ---, ~: id MJJ I 11. ~ ~ @ ~~. Filterra UnitM'itigated J ~ Facility Name IFillerra Unit Outlet 1 Outlet 2 Outlet 3 _:J Downstreflm Connections Facility Type 10 11 ° 11° I !S and Fiter I Qu ick Filter r Precipitation Applied to Faci6ty 1 '1E'vaporatjonAppied to Fao"i}i ~= Facility Bottom Elevation (ft) O '---------------' Facility Dimensions Bottom Length r:c,6----, Bottom Width 110 ~==~ Effective Depth I0.75~ ?===9 Lef t Side Slope IO ?==-9 Bottom Side Slope IQ ~====1 Right Side Slope ID· - Top Side Slope .__lo __ __, Infiltration fYEs ...:...J • I Hydraulic Co nductivityCTn/hr) Filter material depth(ft) Total Volume Filtrated(acre-ft) Tota l Volume Th roug, Ri ser(acre-/t) Total Volume (acr e-ft) Percent Filtered Outlet Structure Riser Height (ft) ~ -:-1 Riser Dia meteqin) ~ -:-1 R is er Type !Flat -:-1 Notch Type Orifice Diwneter Hei ght l?0.92 -:-1 Number (In) (A) QMax (cfs) r;:a--:-1 148.979 10.021 158.999 93.7 ro-~ro-~ 0 2 ~ ~ r;:;--0 ~ 0 IU • I IU • I 3 ro--~ ro---:-1 0 Filter Stora ge Volume al Riser Head .001 Pon d In c rement ~ -:-1 Show Pond Table !o pen Table ...:...J • I 5.0 CONVEYANCE SYSTEM ANALYSIS ANO OESIGN Conveyance system analysis and backwater calculations will be provided in final engineering. 16836.006.doc \ 6.0 SPECIAL REPORTS AND STUDIES Enclosed in this section is the Preliminary Report of Geotechnical Engineering Services prepared by GeoDesign Inc. dated March 8. 2013. 16836.006.doc [j,1110ES1GN~ ---------.. PRELIMINARY REPORT OF GEOTECHNICAL ENGINEERING SERVICES Commercial Warehouse Building Tukwila, Washington For Greenberg Farrow Architects March 8, 2013 GeoDesign Project: Greenberg-3-01 (&DESIGN~--------------- March 8, 201 3 Greenberg Farrow Architects 19000 MacArthur Boulevard, Suite 250 Irvine, CA 92612 Attention: Mr. Frank Coda Preliminary Report of Geotechnical Engineering Services Commercial Warehouse Building Tukwila, Washington GeoDesign Project: Greenberg-3-01 GeoDesign, Inc. is pleased to submit this preliminary report of geotechnical engineering services for the planned large-scale retail warehouse building located northwest of the intersection of South 180" Street and Lind Avenue SW in Tukwila, Washington. Our services for this project were conducted in accordance with our contract with Greenberg Farrow and proposal dated February 12, 2013. We appreciate the opportunity to be of service to you. Please contact us if you have questions regarding this report. Sincerely, GeoDesign, Inc. la, L...EJ:iru;ip;tl'E ng in ee r SPMJCV:kt Attachments One copy submitted (via email only) Document ID: Greenberg-3-01-030813-geor.docx © 2013 GeoDesign, Inc. All rights reserved. 350 Mission Street SE. Suite 102 I Salem, OR 97302 I 503.385.8439 www.geodesigninc.com / ,/ ( I~ TABLE OF CONTENTS l .0 INTRODUCTION 2.0 PROJECT UNDERSTANDING 3.0 PURPOSE AND SCOPE 4.0 SITE CONDITIONS 4.1 Surface Conditions 4.2 Subsurface Conditions 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General 5.2 Site Preparation 5.3 Excavation 5.4 Structural Fill 6.0 FOUNDATION SUPPORT 7.0 FLOOR SLABS 8.0 SEISMIC DESIGN CRITERIA 9.1 Seismic Design Parameters 9.0 ADDITIONAL EXPLORATIONS AND FINAL GEOTECHNICAL REPORT l 0.0 LIMITATIONS FIGURES Vicinity Map Site Plan APPENDICIES Appendix A Field Exploration Laboratory Testing Exploration Key Soil Classification System Boring Logs Atterberg Limits Test Results Grain-Size Test Results Summary of Laboratory Data Appendix B ACRONYMS Cone Penetrometer Testing CPT Log BDESIGN~ PAGE NO. l 2 2 2 3 3 4 5 s 6 6 7 7 8 8 Figure l Figure 2 A-1 A-1 Table A-1 Table A-2 Figures A-1 -A-2 Figure A-3 Figure A-4 Figure A-5 B· 1 Greenberg-3-01 :030813 1.0 INTRODUCTION This report presents the results of GeoDesign's preliminary geotechnical engineering evaluation for the planned large-scale retail warehouse building located northwest of the intersection of South 180" Street and Lind Avenue SW in Tukwila, Washington. Figure 1 shows the site vicinity relative to surrounding features. Figure 2 shows the proposed site layout and our approximate exploration locations. For your reference, definitions of all acronyms used herein are defined at the end of this document. 2.0 PROJECT UNDERSTANDING Greenberg Farrow Architects requested our services for a preliminary geotechnical study for the site. The site is currently occupied by a parking structure for an adjacent existing retail facility. Greenberg Farrow provided construction drawings for the existing structures, which indicate that they were both established on shallow foundations. We understand that the existing parking structure would be demolished to accommodate a new retail building and the existing store to the east would be demolished to accommodate a new parking field. Our study is intended for a feasibility study, but the information can be used in final design if supplemented with additional data. Design structural loads had not been determined as final at the time of this report. Greenberg Farrow indicated that the following maximum structural loads were likely based on similar structures built by the site owner: • Columns: 400 to 500 kips • Walls: 9 kips per foot • Floors: 300 psf Based existing site grades, maximum cuts and fills are assumed to be less than 2 feet. 3.0 PURPOSE AND SCOPE The purpose of our work is to provide a preliminary geotechnical assessment for the proposed development. Our work has focused on the potential for seismic hazards, such as liquefaction, and preferred foundation type. The project team can use our preliminary assessment to evaluate the feasibility of the project and to determine site demands for potential cost impacts. Additional explorations and a final geotechnical report would be required prior to final design and construction. The specific scope of our services is provided as follows: • Coordinated and managed the field investigation, including locating utilities, access preparation, and scheduling of contractors and Geo Design staff. • Reviewed readily available geotechnical and geologic information for the site area. • Completed two mud rotary borings to a depth of approximately 111.5 feet BGS. • Advanced one CPT probe to a depth of 90 feet BGS. Shear wave testing was performed in the probe for seismic design purposes. ttm'JDES1GN¥ Greenberg-3-01 :030813 • Obtained geotechnical soil samples for laboratory testing and maintained a log of subsurface conditions. • Completed the following laboratory analyses on disturbed samples obtained from the exploration: • Seventeen moisture content determinations • Eight particle-size analyses (two hydrometer tests and six percent by dry weight passing the U.S. Standard No. 200 Sieve) • One Atterberg limits test • Provided this preliminary geotechnical engineering report presenting the results of our subsurface investigation and evaluation of liquefaction potential and foundation support for the proposed structure. 4.0 SITE CONDITIONS 4.1 SURFACE CONDITIONS The site is located northwest of the intersection of South 1 80" Street and Lind Avenue SW in Tukwila, Washington. It is currently occupied by a parking structure, which encompasses most of the site area. There are loading docks around the perimeter of the structure. The parking structure is surrounded by asphalt-paved parking/driveway areas. There are small mature trees in the grass-covered landscaped strips between the site and local roads. The site area is surrounded by commercial properties. The ground surface is generally flat to gently sloped. 4.2 SUBSURFACE CONDITIONS We explored subsurface conditions by completing two borings (B-1 and B-2) to a depth of 111.5 feet BGS and one CPT probe (CPT-1) to an approximate depth of 90 feet BGS. The approximate exploration locations are shown on Figure 2. Descriptions of the subsurface explorations and laboratory testing programs, as well as the boring logs, are presented in Appendix A. The CPT log is presented in Appendix B. In general, the subsurface conditions consist of layers of silt and sand to the maximum depth explored. We encountered approximately 3 inches of asphalt concrete at our boring locations. Boring B-2 encountered approximately 4.5 of medium dense gravel fill below the pavement, which was likely imported during development. The following sections present a description of the soil units encountered in our explorations. 4.2.1 Sandy Silt/Silty Sand Our explorations encountered interbedded layers of sandy silt and silty sand to depth ranging between approximately 35 and 50 feet BGS. The sand particles are generally fine grained. Based on SPT results, the silt layers in this unit are generally soft to medium stiff while the sand layers are generally medium dense with some loose zones. Laboratory testing indicates that the moisture content of the silt layers ranged from 42 to 66 percent and the moisture content of the sand layers ranged from 16 to 30 percent at the time of our explorations. Testing also indicated that the silt has high plasticity and samples of the sand had fines contents of 6 to l 5 percent. lDDESIGN~ 2 Greenberg-3-01 :030813 4.2.2 Silt Our explorations encountered silt soil below the upper silty sand/sandy silt unit to depths ranging between approximately 95 and 110 feet BGS. This unit contains varying amounts of fine-grained sand particles. Based on SPT results, the silt is generally very soft. Laboratory testing indicates that the moisture contents of the silt ranged from 42 to 53 percent at the time of our explorations. Selected samples had sand contents between 12 and 15 percent. This soil unit likely has high compressibility characteristics. 4.2.3 Lower Sand Our explorations encountered sand soil below the very soft silt to the maximum depth explored. Based on SPT results, the sand is very dense. 4.2.4 Groundwater We did not observe groundwater in our borings due to the presence of drilling fluid. The CPT probe indicates that groundwater is approximately 8 to 10 feet BGS. The depth to groundwater is expected to fluctuate in response to seasonal changes, changes in surface topography, and other factors not observed in the site vicinity. 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 GENERAL Based on the results of our subsurface explorations and analyses, it is our opinion that the following general considerations will be critical for the planned project: • Our study is preliminary and indicates the generalized site preparation and design recommendations based on a cross-site exploration program of three explorations. We encountered fairly consistent subsurface conditions across the explorations and have provided the recommendations below based on this information. Additional subsurface explorations will be required for final design purposes. It will be more cost effective to perform additional explorations after the existing structures are demolished. • Existing structures (including foundations) and pavements should be completely removed from within, and at least 5 feet outside of, planned structural areas. • The risk of seismic-induced hazards that manifest at the site surface (such as liquefaction and ground motion amplification) low to moderate. • Based on the potential building loads and results of our study, the planned structure can likely be satisfactorily supported by conventional shallow foundations bearing on undisturbed native soil or on structural fill overlying undisturbed native soil. • The native soil is generally suitable for use as structural fill provided it is properly moisture conditioned. However, native soil will be difficult to adequately compact during the rainy season or any period of prolonged wet weather. • The near-surface soil at the site is silty and easily disturbed during the wet season and when it is moist. Adequate subgrade protection will be necessary if construction occurs during the west season. The following sections present specific preliminary geotechnical recommendations for design and construction of the proposed development. rtmJDESIGN~ 3 Greenberg-3-01 :030813 5.2 SITE PREPARATION 5.2. l Stripping and Grubbing If development extends into vegetated areas, the existing topsoil zone and vegetation should be stripped and removed from all proposed structural fill, pavement, and improvement areas and for a 5-foot margin around such areas. The average depth of stripping is expect to be 2 to 4 inches, although greater stripping depths may be required to remove localized zones of loose or organic soil. The actual stripping depth should be based on field observations at the time of construction. Stripped material should be transported off site for disposal or used in landscaped areas. Existing trees and shrubs should be removed from all pavement and improvement areas. In addition, root balls should be grubbed out to the depth of the roots, which could exceed 2.5 feet BGS. Depending on the methods used to remove the root balls, considerable disturbance and loosening of the subgrade could occur during site grubbing. We recommend that soil disturbed during grubbing operations be removed to expose firm, undisturbed subgrade. The resulting excavations should be backfilled with structural fill. 5.2.2 Demolition Demolition should include complete removal of existing structures, slabs, and asphalt within 5 feet of areas to receive new pavements, buildings, retaining walls, or engineered fill. This should include complete removal of buried foundations. Underground utility lines, vaults, or tanks encountered in areas of new improvements should be completely removed or, with prior approval, grouted full if left in place. Old basement or crawlspace areas, if present, or voids resulting from removal of improvements or loose soil in utility lines should be backfilled with compacted structural fill, as discussed in the "Structural Fill" section of this report. The bottom of such excavations should be excavated to expose a firm subgrade before filling and their sides sloped at a minimum of l H:l V to allow for more uniform compaction at the edges of the excavations. Material generated during demolition should be transported off site for disposal or stockpiled in areas designated by the owner. In general, this material will not be suitable for re-use as engineered fill. It may be possible to use crushed concrete and asphalt in parking or landscaped areas, provided it is placed at least 2 feet below asphalt pavement. 5.2.3 Wet Weather/Wet Soil Grading The near-surface soil at the site is silty and easily disturbed during the wet season and when it is moist. If not carefully executed, site preparation, utility trench work, and excavation can create extensive soft areas and significant subgrade repair costs can result. If construction is planned when the surficial soil is wet or may become wet, the construction methods and schedule should be carefully considered with respect to protecting the subgrade to reduce the need to over- excavate disturbed or softened soil. The project budget should reflect the recommendations below if construction is planned during wet weather or when the surficial soil is wet. If construction occurs when wet soil is present, site preparation activities may need to be accomplished using track-mounted excavating equipment that loads removed material into tmDESIGN~ 4 Greenberg-3-01 :030813 trucks supported on granular haul roads. The thickness of the granular material for haul roads and staging areas will depend on the amount and type of construction traffic. Generally, a 12-to 18-inch-thick mat of granular material is sufficient for light staging areas and the basic building pad but is generally not expected to be adequate to support heavy equipment or truck traffic. The granular mat for haul roads and areas with repeated heavy construction traffic typically needs to be increased to between 18 to 24 inches. The actual thickness of haul roads and staging areas should be based on the contractor's approach to site development and the amount and type of construction traffic. The granular material should be placed in one lift over the prepared, undisturbed subgrade and compacted using a smooth-drum, non-vibratory roller. The granular material should meet the specifications for imported granular material or stabilization material in the "Structural Fill" section of this report. In addition, a geotextile fabric can be placed as a barrier between the subgrade and imported granular material in areas of repeated construction traffic. The geotextile should have a minimum Mullen burst strength of 250 psi for puncture resistance and an AOS between U.S. Standard No. 70 and No. l 00 Sieves. As an alternative to placing thick rock sections to support construction traffic, the subgrade can be stabilized using a cement amendment. If this approach is used, the cement-amended soil should meet the guidelines provided in the "Structural Fill" section of this report. The thickness of the cement treatment and granular material as well as the cement ratio will depend on the soil moisture (discussed in the "Structural Fill" section of this report) and construction traffic (as discussed above). 5.3 EXCAVATION Excavation in the on-site soil should be possible with conventional earth moving equipment. Cuts in the on-site soil unit may experience some caving at depths less than 4 feet. Open excavation techniques may be used to excavate trenches, provided the walls of the excavation are cut at a slope of l H: l V, water seepage is not present, and with the understanding that some sloughing may occur. If excessive caving occurs, the trenches should be flattened to l YzH: l V or 2H:1V if workers are required to enter. 5.3.1 Dewatering Groundwater may be encountered at depths of 8 feet BGS, or shallower. Deep excavation could require dewatering. 5.4 STRUCTURAL FILL 5.4.1 General Structural fill includes material placed beneath foundations, slabs, pavements, any other areas intended to support structures or within the influence zones of structures. Structural fill should be free of organic matter and other deleterious material and, in general, should consist of particles no larger than 4 inches in diameter. Smaller maximum particle sizes will be necessary for some applications. The workability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing the U.S. Standard No. 200 Sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult, if not impossible, to achieve. As the amount of coarse &DESIGN¥ 5 Greenberg-3-01 :030813 gravel increases, fill material tends to segregate as it is being fine-graded with coarser material being pushed out the leading edge of the fill being placed, which results in an unsatisfactory material gradation. 5.4.2 On-Site Soil The on-site soil is generally suitable for use as structural fill during the dry season. On-site soil will be difficult, if not impossible, to compact during the wet season or during periods of persistent rainfall. Based on laboratory test results, the moisture content of the on-site soil is expected to exceed the optimum moisture content for compaction by at least l O percent. Moisture conditioning (drying) will likely be required to use on-site soil for structural fill. Accordingly, extended dry weather will be required to adequately condition and place the soil as structural fill. When used as structural fill, the on-site silt and sand soil should be placed in lifts with a maximum uncompacted thickness of 8 inches and compacted to not less than 92 percent of the maximum dry density, as determined by ASTM D 1557. 6.0 FOUNDATION SUPPORT Based on the preliminary foundation loads previously stated and provided the structure is designed to tolerate the anticipated liquefaction-induced settlement (see "Seismic Design Criteria" section of this report), it is our opinion the proposed structure can be supported on conventional shallow footings bearing on the undisturbed native soil or structural fill overlying undisturbed native soil. Undocumented fill was encountered in boring B-2 to a depth of approximately 4.5 feet BGS. Any undocumented fill soil observed in the foundation subgrade should be removed and replaced with structural fill Footings bearing on undisturbed or improved native soil or structural fill overlying undisturbed native soil can likely be designed for an allowable bearing pressure of 2,500 psf. The recommended allowable bearing pressure applies to the total of dead plus long-term live loads. The allowable bearing pressure may be increased by up to one-third for short-term loads (such as those resulting from wind and seismic forces). Total settlement of footings founded as recommended is anticipated to be up to 1 inch. Differential settlement is estimated at one-half of the total settlement. Additional site explorations and laboratory testing is necessary to confirm this estimate. 7.0 FLOOR SLABS Satisfactory subgrade support for floor slabs supporting up to the estimated 300 psf areal loading can likely be obtained. A preliminary subgrade reaction (k) of 1 SO psi per inch can be assumed for point load on slab. We recommend a minimum 6-inch-thick layer of aggregate base be placed and compacted over the prepared soil subgrade for slabs. Flooring manufacturers often require vapor barriers to protect flooring and flooring adhesives. Many flooring manufacturers will warrant their product only if a vapor barrier is installed according to their recommendations. Selection and design of an appropriate vapor barrier (if needed) should be based on discussions among members of the design team. ('1DDESIGN, 6 Greenberg-3-01 :030813 8.0 SEISMIC DESIGN CRITERIA 8.1 SEISMIC DESIGN PARAMETERS Based on our investigation, the following design parameters are likely applicable if the building is designed using the applicable provisions of the 2012 IBC (ASCE 7-10). The results ofSPT and CPT testing indicate that the site should have a Seismic Site Class E designation. The seismic design parameters in Table l are appropriate for structural design for this site. Table 1. Seismic Design Parameters Parameter Short Period 1 Second Period (T = 0.2 second) CT, = 1.0 second) ' MCESpectral Acceleration, S S = 1.39 g ' s, = 0.47 g Site Class E Site Coefficient, F F = 0.90 F = 2.40 ' ' Adjusted Spectral Acceleration, S" SMS = l .25 g S., = 1.14 g Design Spectral Response sos= 0.83 g \, = 0.76 g Acceleration Parameters, S 0 Design PGA, S al'CA 0.33 g 8.1. l Seismic Hazards Liquefaction can be defined as the sudden loss of shear strength in a soil due to an excessive buildup of pore water pressure. Liquefied soil layers generally follow a path of least resistance to dissipate pore pressures, often resulting in sudden surface settlement, sand boils or ejections, and/or lateral spreading in extreme cases. Clean, loose, uniform or silty, fine-grained, saturated sand is particularly susceptible to liquefaction. Lateral spreading is a liquefaction-related seismic hazard. Areas subject to lateral spreading are typically gently sloping or flat sites underlain by liquefiable sediment adjacent to an open face, such as riverbanks. Liquefied soil adjacent to open faces may "flow"' in that direction, resulting in lateral displacement and surface cracking. Our analyses indicate that discrete layers of sand and silty sand encountered at the site are susceptible to liquefaction during a design-level earthquake. We anticipate that liquefaction- induced settlement observed at the ground surface would likely be in the range of l inch to 2 inches. Differential settlement will likely be half of the total settlement magnitude over a distance of l 00 feet. In our experience, this is not considered to be a life safety hazard, and structural design should be able to accommodate these settlement magnitudes, provided those settlements are tolerable for operational needs. [lffll0ESIGN¥ 7 Greenberg-3-01 :030813 We performed a seismic site response analysis using the SHAKE 91 + module of the EZ-FRISK 7.62 software package to determine site response during the design earthquake. The results indicate that ground motion amplification in the on-site soil is unlikely and spectral acceleration values at the ground surface should not exceed those prescribed by ASCE 7-10 using the parameters defined in Table 1. 9.0 ADDITIONAL EXPLORATIONS AND FINAL GEOTECHNICAL REPORT As discussed previously, this report is preliminary and intended to assess feasibility for site development. Additional site explorations will be necessary in order to prepare a final geotechnical report for design. It will be more cost effective to perform additional explorations after the existing structures are demolished. The information collected for this study can be used for the final geotechnical report. 10.0 LIMITATIONS We have prepared this preliminary geotechnical report for use by Greenberg Farrow Architects and members of the design and construction team for the proposed development. The data and report can be used for estimating purposes, but our report, conclusions, and interpretations should not be construed as a warranty of the subsurface conditions and are not applicable to other sites. Soil explorations indicate soil conditions only at specific locations and only to the depths penetrated. They do not necessarily reflect soil strata or water level variations that may exist between exploration locations. If subsurface conditions differing from those described are noted during the course of excavation and construction, re-evaluation will be necessary. The site development plans and design details were not finalized at the time this report was prepared. When the design has been finalized and if there are changes in the site grades or location, configuration, design loads or type of construction for the buildings, the conclusions and recommendations presented may not be applicable. If design changes are made, we should be retained to review our conclusions and recommendations and to provide a written evaluation or modification. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Within the limitations of scope, schedule, and budget, our services have been executed in accordance with the generally accepted practices in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. • • • (ilD0ESIGN¥ 8 Greenberg-3-01 :030813 We appreciate the opportunity to be of continued service to you. Please call if you have questions concerning this report or ifwe can provide additional services. Sincerely, GeoDesign, Inc. cl·.~~~ Project Engineer ela, LJ!AAe+a:!I Engineer llmlDESIGN~ 9 Greenberg-3-01 :030813 FIGURES 0 ::. ~ 9 "' C\ .; ..c ~ "' ~ 0 6 -;;; ~ ::, a, u: / 0 ,;, ~ e1 0..., .,. ..c r:"'! 5 " ., ~u N / "'":' -C> 0 ~ ~~ '., M ~ .. LJ .,__.. ~ ~ -..c C C: ·;: CV VICINITY MAP BA SED ON AERIAL PHOTOGRAP H OBTAINED FROM GOOG LE EARTH PRO * 0 N @ 2000 4000 Q. ~ -~~-----------~----------~----------------------------~ > ...J i~ >-~ "' E "t] .. ! z C 41 ·c -== -DESIGN~ 3SO Mi ssion Str,et SE · Suitt l 02 Salem OR 97302 Off S03.38S .8H9 fa< S0 3.968.3068 GREENBERG -3-01 MARCH 2013 VICINITY MAP COMMERCIAL WAREHOU SE BUILD IN G TUKWILA , WA FIGURE l o..~~-----------~----------~--------------------~-------~ ----.... ----------a,'JI Pr inted By: aday I Pr int Da te: 3/8/201 3 2:38:59 PM File Name: J:\E·L\Green berg\Greenberg·3\Greenb er g·3·0 1 \Fig ures\CAD\Green berg-3 -0 1 ·S POl .dwg I Layou t: FIG URE 2 --,~ ·-· .. ~ ..... ~,r_ .. .. '"' * .$e ... tt ..... • • '=' _ . ..,._. . -. "'~ ;} ., -•. . . ... ~ "0, \(:>"t),;A,. ....... ~ ·- • GI .,.,,.'I, ;'f., "~· ~ .. .. • l l -~ -~ ... ,~ ··-. .. ...., ' .. " .. 4• ....., . ....... 1 .. ... -~ ·•D .. I -. ~ .-; .. I" .... «· ~., .... ,. .. ~ ·---, ... -.. ...., ~. ... ~ ., ... .. .. ·• ..... - } ·--. .. •: .. ~ ~. .. ·'111 ....... ~ ' . ........ ... f:,t · ·--··-~ ... \~"!)._4,· ~- " -·' --. . - . .......... . -'"' ........ tr" .. _,, ..... -.. ·- ,, ~ .. • ... ~· .Jr, .....• ~"'"I! 1"'4' ·-- """"..,._ .,, . ....... .... --... .. """~ ... .-..... .......... -·· -. ............. • .. . .p ...... 1 .. .,, -,~ ..,,,,,, .. .. ,t•l:., ......... " ·-· 1,· ')1 . ... 111 .......... 1 \. .. _,_ ··-~--':.-4-..& -~ ... .............. s:: 0 V, l> c,:, =i ;;o -i m n l> -o :r: z ~ O'l m • OZ N .,, c,:, 0 ;;o l> ~ 0 V, W:s::8 C') 0 Oz 0 l> C') m ,... ;;o m-~~ ;;o "1j -i :r: ::c 0 -0 -i ;;o 0 0 C') . 8 ;;o )> "1j :r: -:11 I rrO Vl n ez l> ,... m ~ z 0 0 .,, m ~ LN 0 0 3SO Mission St reet SE · Su ite 102 S•lem OR 97302 Off S03.38S .8439 Fax SOJ .968.3068 · 1 ".) . •.. : ) .; ... :.' -~I ~ ;. :-~-• ~ ' ..... ~ --... ! I -:-1t'-~l,j'l~~,:;:~I;.~ .. ~ a;., -------· . ..~ :... --... "'-· GREENBERG ·3 ·01 MARCH 20 1 3 . , ... ...., . .. -. A.-• .,. .. ~ ... ... - 71 _i SITE PLAN COMMERCIAL WAREHOUS E BUILDING TUKWILA , WA ~= ... -· 11<, .. ' ..... .. ) .. , ' . ..-.....-....:..:.. . ~ -- r-n m "'C "' -:-1 co m . z .... .... [?> ~ ~ n c,:, 0 0 z 2: m z -0 C') m z m --i ;:o 0 :s:: ~ m ;;o FIGURE 2 APPENDIX A APPENDIX A FIELD EXPLORATIONS GENERAL We explored subsurface conditions at site by drilling two borings (8-1 and B-2) to a depth of approximately 111.5 feet BG5 and one CPT probe (CPT-1) to a depth of approximately 90 feet BGS. All explorations were conducted on February 18 and 19, 2013. Drilling services were provided by Western States Soil Conservation, Inc. of Aurora, Oregon, using mud-rotary methods. CPT services were provided by In Situ Engineering of Snohomish, Washington, and are summarized in Appendix B. Figure 2 shows the approximate exploration locations relative to proposed site features. A member of our geotechnical staff observed the borings. We obtained representative samples of the various soil encountered in the explorations for geotechnical laboratory testing. Classifications and sampling intervals are presented on the exploration logs included in this appendix. SOIL SAMPLING Samples were obtained from the borings using a 1 Yz-inch-inside diameter, split-spoon sampler in general accordance with ASTM D 1586. The split-spoon samplers were driven into the soil with a 140-pound hammer free-falling 30 inches. The samplers were driven a total distance of 18 inches. The number of blows required to drive the sampler the final 12 inches is recorded on the exploration logs, unless otherwise noted. Relatively undisturbed samples were obtained by advancing a Shelby tube in general accordance with ASTM D 1 587 (the Standard Practice for Thin-walled Tube Sampling of Soils). SOIL CLASS/FICA TION The soil samples were classified in accordance with the "Exploration Key" (fable A-1) and "Soil Classification System" (fable A-2), which are included in this appendix. The exploration logs indicate the depths at which the soil or its characteristics change, although the change actually could be gradual. If the change occurred between sample locations, the depth was interpreted. Classifications and sampling intervals are presented on the exploration logs included in this appendix. LABORATORY TESTING CLASS/FICA TION The soil samples were classified in the laboratory to confirm field classifications. The laboratory classifications are presented on the exploration logs if those classifications differed from the field classifications. (a0ESIGN~ A·l Greenberg-3-01 :030813 MOISTURE CONTENT DETERMINATION We determined the natural moisture content of selected soil samples in general accordance with ASTM D 2216. The natural moisture content is a ratio of the weight of the water to soil in a test sample and is expressed as a percentage. The test results are included on the exploration logs presented in this appendix. A TTERBERG LIMIT TESTING The plastic limit and liquid limit (Atterberg limits) of a selected soil sample were determined in accordance with ASTM D 431 8. The Atterberg limits and the plasticity index were completed to aid in the classification of the soil. The plastic limit is defined as the moisture content (in percent) where the soil becomes brittle. The liquid limit is defined as the moisture content where the soil begins to act similar to a liquid. The plasticity index is the difference between the liquid and plastic limits. The results of the Atterberg limits testing are presented on Figure A-3. PARTICLE-SIZE ANALYSIS Particle-size analyses were performed on selected samples in general accordance with ASTM D 422 (hydrometer test) and ASTM D 1140 (percent of material finer than the U.S. Standard No. 200 Sieve). The test results are presented on the exploration logs included in this appendix and Figure A-4. A-2 Greenberg-3·01 :030813 SYMBOL :sz SAMPLING DESCRIPTION Location of sample obtained in general accordance with ASTM D l 586 Standard Penetration Test with recovery Location of sample obtained using thin-wall Shelby tube or Geoprobe® sampler in general accordance with ASTM D l 587 with recovery Location of sample obtained using Dames & Moore sampler and 300-pound hammer or pushed with recovery Location of sample obtained using Dames & Moore and 140-pound hammer or pushed with recovery Location of sample obtained using 3-inch-O.D. California split-spoon sampler and 140-pound hammer Location of grab sample Rock coring interval Water level during drilling Water level taken on date shown Graphic Log of Soil and Rock Types .;/.;·.;--/ Observed contact between soil or ~.i ;., rock units (at depth indicated) .~ .. 1--'·r·;..e· "-1'-·"J--- / Inferred contact between soil or rock units (at approximate depths indicated) 1--..L,~·-- •" . '.~ :~·--· GEOTECHNICAL TESTING EXPLANATIONS ATT Atterberg Limits CBR California Bearing Ratio CON Consolidation DD Dry Density DS Direct Shear HYD Hydrometer Gradation MC Moisture Content MD Moisture-Density Relationship oc Organic Content p Pushed Sample ENVIRONMENTAL TESTING EXPLANATIONS CA p PID ppm Sample Submitted for Chemical Analysis Pushed Sample Photoionization Detector Headspace Analysis Parts per Million pp P200 RES SIEV TOR UC vs kPa ND NS 55 MS HS (iR0ES1GN~ 3SO Mission Straet SE ·Suite 102 Salem OR 97302 EXPLORATION KEY Off S03385.8439 Fax 503.968.3068 Pocket Penetrometer Percent Passing U.S. Standard No. 200 Sieve Resilient Modulus Sieve Gradation Torvane Unconfined Compressive Strength Vane Shear Kilopascal Not Detected No Visible Sheen Slight Sheen Moderate Sheen Heavy Sheen TABLE A·l RELATIVE DENSITY -COARSE-GRAINED SOILS Relative Density Standard Penetration Dames & Moore Sampler Dames & Moore Sampler Resistance (140-pound hammer) (300-pound hammer) Very Loose 0-4 0 -11 0-4 Loose 4 -10 l l -26 4-10 Medium Dense 10-30 26 -74 l O -30 Dense 30-50 74 -120 30 -47 Very Dense More than 50 More than 120 More than 47 CONSISTENCY -FINE-GRAINED SOILS Consistency Standard Penetration Dames & Moore Sampler Dames & Moore Sampler Unconfined Compressive Resistance (140-pound hammer) (300-pound hammer) Strength (tsf) Very Soft Less than 2 Less than 3 Less than 2 Less than 0.25 Soft 2-4 3-6 2 -5 0.2 5 -0.50 Medium Stiff 4-8 6 -12 5-9 0.50 · 1.0 Stiff 8 -15 12 -25 9 -19 1.0 -2.0 Very Stiff 15 -30 25 -65 19 -31 2.0 -4.0 Hard More than 30 More than 65 More than 31 More than 4.0 PRIMARY SOIL DIVISIONS GROUP SYMBOL GROUP NAME CLEAN GRAVELS GW or GP GRAVEL GRAVEL (< 5% fines) GRAVEL WITH FINES GW·GM or GP-GM GRAVEL with silt (more than SO% of· (:ec 5% and ,; 12% fines) GW-GC or GP-GC GRAVEL with clay coarse fraction COARSE-GRAINED retained on GM silty GRAVEL No. 4 sieve) GRAVELS WITH FINES GC clayey GRAVEL SOILS (> 12% fines) GC-GM silty, clayey GRAVEL (more than 50% CLEAN SANDS SAND retained on (<5% fines) SW or SP SAND No. 200 sieve) SW-SM or SP-SM SAND with silt SANDS WITH FINES (50% or more of (;;, 5% and ,; 1 2% fines) SW-SC or SP-SC SAND with clay coarse fraction passing SM silty SAND No. 4 sieve) SANDS WITH FINES SC clayey SAND (> 12% fines) SC-SM silty, clayey SAND ML SILT FINE-GRAINED Liquid limit less than 50 CL CLAY SOILS CL-ML silty CLAY (50% or more SILT AND CLAY OL ORGANIC SILT or ORGANIC CLAY MH SILT passing Liquid limit 50 or No. 200 sieve) greater CH CLAY OH ORGANIC SILT or ORGANIC CLAY HIGHLY ORGANIC SOILS PT PEAT MOISTURE ADDITIONAL CONSTITUENTS CLASSIFICATION Secondary granular components or other materials Term Field Test such as oraanics, man-made debris, etc. Silt and Clay In: Sand and Gravel In: very low moisture, Percent Fine-Grained Coarse-Percent Fine-Grained Coarse-dry dry to touch Soils Grained Soils Soils Grained Soils damp, without <5 trace trace <5 trace trace moist visible moisture 5 -12 minor with S -15 minor minor visible free water, > 12 some silty/cla ey 1 S -30 with with wet usually saturated > 30 sandv/aravell Indicate% &DESIGN~ SOIL CLASSIFICATION SYSTEM TABLEA-2 350 Mi5!.ion Str~tSE-Suite 102 Salem OR 97302 Off SOBSS.6<\39 Fax 503.968.3068 b u z u ~ D 8 u " u N ' l) 0 ~ DEPTH u MATERIAL DESCRIPTION FEET 5: ~ ::; " l) -,ASPHALT CONCRETE (3 inches). I Medium dense, gray SAND with gravel (SP); moist, fine to medium, gravel is fine. Medium-stiff, gray silt (mh), some clay, 5-trace sand; moist, sand is fine. 10- Soft, gray SILT (ML) minor sand; moist, sand is fine. 15- . 20 Medium dense, black-gray, silty SAND . (SM); moist, fine . . 25-· becomes loose; interbedded with .. medium stiff, gray silt, some sand at 25.0 feet . Soft, gray SILT (MH), minor sand; moist, - sand is fine. 30- ~ Medium dense, gray, silty SAND (SM); . moist, fine to medium . 35- 40 DRILLED BY: Western States Soil Conservation, Inc. BORING METHOD: mud rotary (see report text) (1111jDESIGN~ GREENBERG-3-0 l 3 50 Mission Street SE -Suite 102 Salem OR 97302 MARCH 2013 Off 503.385.8439 Fax 503.968.3068 I" INSTALLATION AND CJ w .t. BLOW COUNT z ....I COMMENTS f'= 0.. e MOISTURE CONTENT% >w ::;; wO "' ITID RQD% l2ZJ CORE REC% w <! ....I w f-"' 0 so 100 0.3 u 26 .. 4.0 . ~ s i . . 'LL=67% ATT •: I ••• PL= 38% ~· i I 11: I • • 13.0 i . ~· I . • I HYD ,;. • SIEV I j 20.0 u 1B P20( ... P200"' 15% • •---'-u • 8 .. 28.0 . • • ~. 3 . P20C .. • P200"' 87% 33.0 • u . 19 .. . 0 so 100 LOGGED BY: TAP COMPLETED: 02/18/13 BORING BJT DIAMETER: 5-inch BORING B-1 COMMERCIAL WAREHOUSE BUILDING FIGURE A-I TUKWILA,WA iC C, N 9 C, I§ 0 ~ DEPTH u MATERIAL DESCRIPTION FEET r ~ ;,; -4: C, becomes dense at 40.0 feet i •s --+++-1+-~V~e-ry-s t-if"f-, -g-ra-y~S~l~L T=(M=Hc-),· t-r-a-ce-s-an_d_;-----1 45 ·0 moist, sand is fine. - - - - <..:> I.W z ...J F "- V, :,; I.W <( I-V, 0 u 50 --+++-1+-~V~e-ry-so~f~t-, d_a_r_k_g_r_a_y~S~IL~T~(M-H~).-m-i~n-o-r----j 50-0 11 o sand; moist, sand is fine. P200 lJ .. - - 55- 60- 65- . 70- - 75- INSTALLATION AND A BLOW COUNT COMMENTS e MOISTURE CONTENT% [ill RQD% l2Z] CORE REC% 50 100 34 ... ... 17 --. .. . . • P200-88% . . • . . . . ~ ,_ ____ o_"_"_''_o_,_v_, w_"_'•_m_s_"_"_'_s_,,_eo_,_'_"_''_"_"_· '_'" ________ ,_o_c_c_rn_,v_,_TA_P ____________ c_o_M_,_,_rr_,_o_, o_v_1_8/_"-----t ili ::; BORING METHOD: mud rotary (see report text) BORING BIT DIAMETER: 5-inch c,1------------~----------~-----------------------------< g C, z ~ ~ 350 Mission Street SE · Suite l 02 Salem OR 97302 Off 503.385.8439 Fax 503.968.3068 GREENBERG-3-01 MARCH 2013 BORING 8-1 (continued) COMMERCIAL WAREHOUSE BUILDING TUKWILA,WA I FIGURE A-1 b " z " [ii 0 @ " ' lJ 0 ~ DEPTH u MATERIAL DESCRIPTION FEET 'i' ~ ::; -80 I lJ (continued from previous page) - 85- Very soft, gray, sandy SILT (MH); moist, -sand is fine. 90-grades to trace sand at 90.0 feet 95- Medium dense, gray SAND with silt (SP: -- SM); moist, fine. 100-grades to dense, trace silt at 100.0 feet 105 - ' : 110 Very dense, dark gray SAND (SP), minor silt; moist, fine to medium. -Exploration completed at a depth of 111.5. - - 115- - 120 DRILLED BY: Western States Soa Conservation, Inc. BORING METHOD: mud rotary (see report text) (tlDDESIGN~ GREENBERG-3-01 350 Mission Street SE -Su~e 102 Salem OR 97302 Off 503.385.8439 Fax 503.968.3068 MARCH 2013 Ir INSTALLATION AND CJ UJ A BLOW COUNT t z _J COMMENTS UJ i== 0.. e MOISTURE CONTENT% Cl V, :;;: ill] RQD% l2Z] CORE REC% UJ <( _J UJ f-V> 0 50 100 uo , ,, - • • u ~· • - 86.0 U·~ -- u 10: 95.S .As • u -B ... : • 110.0 u r 111.5 Surface elevation was not measured at the time of exploration. • . - - 0 50 100 LOGGED BY: TAP COMPLETED: 02/18/13 BORING BIT DIAMETER: 5-inch BORING B-1 (continued) COMMERCIAL WAREHOUSE BUILDING FIGURE A-1 TUKWILA, WA C, DEPTH FEET MATERIAL DESCRIPTION -o pg;'f\ASPHALT CONCRETE (3 inches); ______ / o.l · ~Cl Medium dense, gray GRAVEL with sand . 30c (GP); moist, fine to coarse and angular, _ ·~ej.. sand is coarse -FILL. gr} --~~ 5- Jl 10-.:_ . 15- ' 20- - - - 25- 30- 35 · Medium dense, gray SAND (SP), minor-· 4.s gravel; moist, fine to medium, gravel is fine to coarse and angular. becomes loose at 7.5 feet Soft, brown-gray SILT (MH), some clay; n moist. Loose, black-gray SAND with silt (SP· SM), minor gravel; moist, fine to medium, gravel is fine to coarse. becomes medium dense at 1 5.0 feet becomes dense at 25.0 feet B.5 /" 9.5 -Very soft, gray, sandy SILT (MH); moist, 33.0 sand is fine. HYO SJEV UJ _J 0.. '.2 :Ji P200 ~ .& BLOW COUNT e MOISTURE CONTENT% ITII RQD% l2Zl CORE REC% 0 11: .. . 10 · -.... 4 ... • • 26 •• . . : 23 .. • 36 .. 30 .. • 50 . • • . DRILLED BY: Western Stales Sail Conservation. Inc. LOGGED BY: TAP l 00 INSTALLATION AND COMMENTS P200"" 6% P200"' 70% COMPLETED: 02/19/13 ffi ~f-----------------------------------------------------~ z t!i BORING METHOD: rrud rotary(see report lext) BORING BIT DIAMETER: 5-inch ~ c,f-------------~----------~-----------------------------l C, g ~ ~ ~ (&DESIGN~ 3SO Mission Street SE -Su~e 102 Salem OR 97302 Off 503.385.8439 Fax 503.968.3068 GREENBERG-3-01 MARCH 2013 BORING 8-2 COMMERCIAL WAREHOUSE BUILDING TUKWILA,WA I FIGURE A-2 z " QI INSTALLATION AND 0 CJ w .._ BLOW COUNT ~ ~t z ...J COMMENTS DEPTH u MATERIAL DESCRIPTION i= 0.. e MOISTURE CONTENT% FEET 'r >w ::,: wO V, QI[] RQD% ["21 CORE REC% ~ w <( ~ ...J w f-V, " 0 so 100 -40 j LJ ~ ~ontinued from previous page) _____ . ' Medium dense, gray SAND (SP), trace 41.5 l5 silt and gravel; moist, fine, gravel is .... fine. ~--------------------44.0 Very soft, dark gray SILT (MH), minor . . 45-sand, trace clay; moist, sand is fine. P200 ru . . . . 1 • • P200 = 85% so-grades to trace gravel; gravel is fine at U' 50.0 feet ... . 55 -u l • . . . • - - 60-grades without gravel at 60.0 feet u 0 - • 65- • 70-u.2 i • . 75-. ' 80 0 so 100 DRILLED BY: Western Slates SoilCOnser,,,ation, Inc. LOGGED BY: TAP COMPLETED: 02119/13 BORING METHOD: mud rota!)' (see report text) BORING BIT DIAMETER: 5-inch (ij1110ESIGN~ BORING B-2 GREENBERG-3-01 (continued) 350 Mission Street SE. Suite l 02 COMMERCIAL WAREHOUSE BUILDING Salem OR 97302 MARCH 2013 FIGURE A-2 Off 503385.8439 Fax 503.968.3068 TUKWILA,WA b C, z C, i1i 0 @ '-' ' lJ s DEPTH u MATERIAL DESCRIPTION :i: FEET ~ ;;l lJ -BO I (continued from previous page) ! 85- 90- . . . 95- . . - 100- - 105- I ' I 110- ~ Very dense, dark gray SAND (SP);moist, ( fine to medium. . Exploration-c:ompleted at a depth of 111.S. 115- 120 DRILLED BY: Western States Soil Conservation, Inc. BORING METHOD: mud rotary (see report text) (flDDESIGN~ GREENBERG-3-01 350 Mission Street SE-Suite 102 Salem OR 97302 MARCH 2013 Off 503.385.8439 Fax 503.968.3068 z QI .& BLOW COUNT INSTALLATION AND CJ UJ ~t z __, COMMENTS i= "-• MOISTURE CONTENT% >UJ :a UJ Cl "' < IIJ:l RQD% l2Z] CORE REC% __, UJ UJ f-"' 0 50 100 WO . .. . u 0 I • u 61 ... u :51: ... 111.0 Surface elevation was not 111.5 ' measured at the time of exploration. . 0 50 100 LOGGED BY: TAP COMPLETED: 02/19/13 BORING BIT DIAMETER: 5-nch BORING B-2 (continued) COMMERCIAL WAREHOUSE BUILDING I FIGURE A-2 lUKWILA,WA b C, z C, ~ Q @ C, ' ' 60 I r V 50 I CH >rOH / / "A" LINE X 40 11 / LI.I C z / - ~ iJ 30 ----,---- I -~ V "' CL or OL '.5 0. 20 / I V / MH or OH 10 J / / CL-ML / ML orOL I 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT -------·---------- KEY EXPLORATION SAMPLE DEPTH MOISTURE CONTENT i LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX NUMBER (FEED (PERCEND ! --· • B· l 5.0 66 67 38 29 >·--------- ---------- -- I I -·---... i I ------- (a0ESIGN~ GREENBERG-3·01 ATTERBERG LIMITS TEST RESULTS HO Mission Street SE· Suite 1 02 COMMERCIAL WAREHOUSE BUILDING Salem OR 97302 MARCH 2013 FIGURE A-3 Off S03.38S.8439 f;a,o; S03.968.3D68 TUKWILA,WA GRAIN SIZE NO P200 GREENBERG-3-01-Bl _2.GPJ GEO[l_~SIGN.GDT PRINT DATE: 3/8/13:KT U.S. STANDARD SIEVE NUMBERS 3" l 1/2" 3/4" 3/8" 4 10 20 40 60 l 00 200 I I I I l I l I I I I 100 ~ -i --r. 90 ~ \ 80 ~ \ ,.. \ :,: 70 .., \ \ i.l ~ >-60 \ "' \ "' w z 50 ~ \ ..: ,.. z 40 -\ w u \ "' w "-30 20 ~---\ ·~. -- 10 \ ~ '-1l ~------0 --------•T 1,000 100 10 l 0.1 0_01 0.001 GRAIN SIZE IN MILLIMETERS I BOULDERS GRAVEL i SAND I FINES I COBBLES I I COARSE!_ MEDIUM I ---· I COARSE FINE FINE SILT CLAY KEY EXPLORATION SAMPLE DEPTH MOISTURE CONTENT D60 DSO D30 DlO DS GRAVEL SAND SILT CLAY NUMBER (FEET) (PERCEND (PERCEND (PERCEND (PERCEND (PERCEND • B-1 -----17.0 47 I o.o3 0.02 I 0.01 0.00 0 8 76 17 !JI 8-2 10.0 27 0.59 0.47 I 0.31 0.13 0.08 8 88 3 2 ---~- t= (iti1j0ESIGN~ GREEN BERG· 3-0 l GRAIN-SIZE TEST RESULTS 3SO Miu ion Strut SE· Suite I 02 COMMERCIAL WAREHOUSE BUILDING I FIGURE A-4 Salem OR 97301 MARCH 2013 or, S0J.l85.8-439 Fu so3,966.30&5 TUKWILA, WA 5 C, z C, iii 0 8 C, , SAMPLE INFORMATION EXPLORATION SAMPLE ELEVATION NUMBER DEPTH (FEED (FEED B-l i 5.0 I ---- B-l 9.0 B-l 17.0 B-l 20.0 B-l 30.0 ' B-l 40.0 B-l 50.0 B-l 65.0 -·-- B-2 5.0 8-2 7.5 B-2 10.0 B-2 15.0 B-2 25.0 B-2 35.0 ---- B-2 4S.O B-2 55.0 B-2 70.0 ---·--,- (illl0ES1GN~ 3SO Mission Street SE-Suite 1 D2 Salem OR 97302 Off 503.395.8439 Fa,,; S03.968.3068 MOISTURE DRY CONTENT DENSITY (PERCEND (PCF) 66 I 60 49 ---- 28 46 30 47 54 16 ------ 24 28 27 19 41 42 ------ 43 53 GREENBERG-3-0 l MARCH 2013 SIEVE ATTERBERG LIMITS GRAVEL SAND P200 LIQUID PLASTIC PLASTICITY (PERCEND (PERCEND (PERCEND LIMIT LIMIT INDEX (PERCEND (PERCEND (PERCEND 67 38 29 -------- 0 8 92 ------ 15 ---------- 87 ·-- 88 ! i -·-------_L - ' ' ------- 8 88 5 6 ---- 70 ---- BS ----·- --· -------- SUMMARY OF LABORATORY DATA COMMERCIAL WAREHOUSE BUILDING FIGURE A-5 TUKWILA, WA APPENDIX B APPENDIX B CONE PENETROMETER TESTING Our subsurface exploration program included one CPT probe (CPT-1) to a depth of approximately 90 feet BGS. Figure 2 shows the location of the CPT probe relative to existing proposed site features. The CPT is an in situ test that characterizes subsurface stratigraphy. The testing includes advancing a 35.6-millimeter-diameter cone and friction sleeve through the soil profile. The cone is advanced at a rate of approximately 2 centimeters per second. Tip resistance, sleeve friction, and pore pressure are typically recorded at 0.1 meter intervals. At selected depths, the cone advancement was suspended and pore-water dissipation rates measured. Shear wave velocity was measured at 1 meter intervals for a portion of the probe. This appendix presents the results of the CPT probe completed for this project. (a0ESIGN~ B-1 Greenberg-3-01 :030813 Depth (ft) 0 10 20 30 40 50 60 70 80 90 0 GeoDesign Inc. Tip Resistance QcTSF Operator. Gerdes Sounding: CPT-1 Cone Used: DDG1238 Friction Ratio Fs/Qc (%) CPT Datemme: 2/18/201311:31 :03 AM Location: 601 SW 41 SI Job Number: Greenberg-3-01 Pore Pressure PwPSI Soil Behavior Type• Zone: UBC-1983 SPTN' 60%Hammer 300 0 5 -20 120 0 12 0 45 J_ _-_,_1 _ __,1_-11 ' -~ --~::"::}== ' _l_ -1------J---I---- -_1_ --------...l ---.!. --- ' ' t I I I ---------,----, ------- ' --- ~~---~ ~ ~ _I I __ ;_3 .. ! G.. l ,.-/'--. ~ ' I ~~f..~~--l- 1 7.:_:::,J I ..'..~ -; : : 1-~I ~--~~ ' ' ' ' ' ' ' ' ' ' • ..J • .J __ ,_ ' ' ' I I I ' ' ' ',_ ' _;;;_~ ' ' ' ' .:;:_:,--,--- ,~-' ~~~ ~::: ~1 I I {: ' ' ' ~II I .,.-..,--,--.- _,._.J __ , __ , ' ' ____ 1 __ ' Maximum Depth = 90.06 feet --~1 1 sensitive fine grained • 2 organic material •3 clay • 4 silty clay to clay • 5 clayey silt to silty clay • 6 sandy silt to clayey silt lnSitu Engineering ' ' •-J.-1-~-·- I I I I ' ' ' ' {::: ': ' ' ' ' ' ' }-:-1-'-2 I "'I-:,,-., I ~I, I ' \.t__ ' l , I -::::,._ 1 '<T' I ·-.....: . ' ' ' ' T-,-,·r-; ' ' ' ' : :ti-': ' ' ' ' ' ' (:: :-j-:: ' ' ' ' ' ' ' .~: , I.._ I ' ' ,_ J. -'-.1 ' ' ' ' ' ' ' ' l ~"'"'' , 1,J--'-,-'I I I /:-: I-~~-· I ' i : l, T'--,1. ' ) ' ' ' I ' ' _: !~-L± ~ _: _: I::~: I: . ' ',,.'..» I , ,"'i , I ( • ' l I ''---}.\~: I I 1·1_, I I I 1...;_ I I 1,:..:i -: {,~~-~ ~: -'. ~:'' ,_,,.......,..' I C...1 , I I I l~';j :t: l'iJ'.' I ;..._' I ' ' .-,-,y..,.,-1 : ;, ;_;, : < I I ( :-' ::~ '_r-'~ [' ',, r , • -'-'-'-L..:. __ ' ' ----;,-- ' ' Depth Increment• 0.164 feet • 7 silty sand to sandy silt "! 8 sand to silty sand • 10 gravelly sand to sand • 11 very stiff fine grained (') 1119 sand • 12 sand to clayey sand (·) Predrilled 1ft Soit behavior type and SPT based on data from UBC-1983 ACRONYMS ACRONYMS AOS ASCE ASTM BGS CPT g H:V IBC MCE PGA psf psi SPT apparent opening size American Society of Civil Engineers American Society for Testing and Materials below ground surface cone penetration test gravitational acceleration (32 .2 feet/second') horizontal to vertical International Building Code maximum considered earthquake peak ground acceleration pounds per square foot pounds per square inch standard penetration test Greenberg-3-01 :030813 ,----------www.geodesigninc.com • 7.0 OTHER PERMITS Fire Marshal / Fire \"Ydrant Locations Approval King County Metro Transit Approval Construction Stormwater General Permit (Department of Ecology) Hydraulic Project Approval (Department of Fish and Wildlife) 16836.006.doc f 8.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ANALYSIS AND DESIGN A. Erosion and Sediment Control (ESC) Plan Analysis and Design The Erosion and Sediment Control Plan will be provided during final engineering. B. Stormwater Pollution Prevention and Spill (SWPPS) Plan Design The SWPPS will be provided during final engineering. 16836.006.doc • 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT This section will be provided in final engineering. 16836.006.doc ------ J • 10.0 OPERATIONS AND MAINTENANCE MANUAL This section will be provided in final engineering. 16836.006.doc /// PRELIMINARY REPORT OF GEOTECHNICAL ENGINEERING SERVICES Commercial Warehouse Building Tukwila, Washington For Greenberg Farrow Architects March 8, 201 3 GeoDesign Project: Greenberg-3-01 ,. ) I I I I \ [wi:11J0ES1GN\g ______________ _____ March 8, 2013 Greenberg Farrow Architects 19000 MacArthur Boulevard, Suite 250 Irvine, CA 9261 2 Attention: Mr. Frank Coda Preliminary Report of Geotechnical Engineering Services Commercial Warehouse Building Tukwila, Washington GeoDesign Project: Greenberg-3-01 GeoDesign, Inc. is pleased to submit this preliminary report of geotechnical engineering services for the planned large-scale retail warehouse building located northwest of the intersection of South 180'" Street and Lind Avenue SW in Tukwila, Washington. Our services for this project were conducted in accordance with our contract with Greenberg Farrow and proposal dated February 12, 201 3. We appreciate the opportunity to be of service to you. Please contact us if you have questions regarding this report. Sincerely, GeoDesign, Inc. / la, .D., P.E. (___.E.riJJJ;ipctl"En g i nee r SPM:JCV:kt Attachments One copy submitted (via email only) Document ID: Greenberg-3-01-03081 3-geor.docx © 2013 GeoDesign, Inc. All rights reserved. 350 Mission Street SE. Suite 102 Salem. OR 97302 [ 503.385-8439 www.geodesigninc.com TABLE OF CONTENTS l .0 INTRODUCTION 2.0 3.0 4.0 5.0 PROJECT UNDERSTANDING PURPOSE AND SCOPE SITE CONDITIONS 4.1 Surface Conditions 4.2 Subsurface Conditions CONCLUSIONS AND RECOMMENDATIONS 5.1 5.2 General Site Preparation 5.3 Excavation 5.4 Structural Fill 5.0 FOUNDATION SUPPORT 7.0 FLOOR SLABS 8.0 SEISMIC DESIGN CRITERIA 9.1 Seismic Design Parameters 9.0 ADDITIONAL EXPLORATIONS AND FINAL GEOTECHNICAL REPORT 10.0 LIMITATIONS FIGURES Vicinity Map Site Plan APPENDICIES Appendix A Field Exploration Laboratory Testing Exploration Key Soil Classification System Boring Logs Atterberg Limits Test Results Grain-Size Test Results Summary of Laboratory Data Appendix B ACRONYMS Cone Penetrometer Testing CPT Log [fffllDESIGN~ PAGE NO. l 2 2 2 3 3 4 5 5 5 6 7 7 8 8 Figure 1 Figure 2 A-1 A-1 Table A-1 Table A-2 Figures A-1 -A-2 Figure A-3 Figure A-4 Figure A-5 B-1 Greenberg-3-0l :030813 1.0 INTRODUCTION This report presents the results of GeoDesign's preliminary geotechnical engineering evaluation for the planned large-scale retail warehouse building located northwest of the intersection of South l 80'h Street and Lind Avenue SW in Tukwila, Washington. Figure 1 shows the site vicinity relative to surrounding features. Figure 2 shows the proposed site layout and our approximate exploration locations. For your reference, definitions of all acronyms used herein are defined at the end of this document. 2.0 PROJECT UNDERSTANDING Greenberg Farrow Architects requested our services for a preliminary geotechnical study for the site. The site is currently occupied by a parking structure for an adjacent existing retail facility. Greenberg Farrow provided construction drawings for the existing structures, which indicate that they were both established on shallow foundations. We understand that the existing parking structure would be demolished to accommodate a new retail building and the existing store to the east would be demolished to accommodate a new parking field. Our study is intended for a feasibility study, but the information can be used in final design if supplemented with additional data. Design structural loads had not been determined as final at the time of this report. Greenberg Farrow indicated that the following maximum structural loads were likely based on similar structures built by the site owner: • Columns: 400 to 500 kips • Walls: 9 kips per foot • Floors: 300 psf Based existing site grades, maximum cuts and fills are assumed to be less than 2 feet. 3.0 PURPOSE AND SCOPE The purpose of our work is to provide a preliminary geotechnical assessment for the proposed development. Our work has focused on the potential for seismic hazards, such as liquefaction, and preferred foundation type. The project team can use our preliminary assessment to evaluate the feasibility of the project and to determine site demands for potential cost impacts. Additional explorations and a final geotechnical report would be required prior to final design and construction. The specific scope of our services is provided as follows: • Coordinated and managed the field investigation, including locating utilities, access preparation, and scheduling of contractors and GeoDesign staff. • Reviewed readily available geotechnical and geologic information for the site area. • Completed two mud rotary borings to a depth of approximately 111 .5 feet BGS. • Advanced one CPT probe to a depth of 90 feet BGS. Shear wave testing was performed in the probe for seismic design purposes. (iml0ESIGN~ Greenberg-3-01 :030813 \ • Obtained geotechnical soil samples for laboratory testing and maintained a log of subsurface conditions. • Completed the following laboratory analyses on disturbed samples obtained from the exploration: Seventeen moisture content determinations Eight particle-size analyses (two hydrometer tests and six percent by dry weight passing the U.S. Standard No. 200 Sieve) • One Atterberg limits test • Provided this preliminary geotechnical engineering report presenting the results of our subsurface investigation and evaluation of liquefaction potential and foundation support for the proposed structure. 4.0 SITE CONDITIONS 4.1 SURFACE CONDITIONS The site is located northwest of the intersection of South 180'h Street and Lind Avenue SW in Tukwila, Washington. It is currently occupied by a parking structure, which encompasses most of the site area. There are loading docks around the perimeter of the structure. The parking structure is surrounded by asphalt-paved parking/driveway areas. There are small mature trees in the grass-covered landscaped strips between the site and local roads. The site area is surrounded by commercial properties. The ground surface is generally fiat to gently sloped. 4.2 SUBSURFACE CONDITIONS We explored subsurface conditions by completing two borings (B-1 and B-2) to a depth of 111.5 feet BGS and one CPT probe (CPT-1) to an approximate depth of 90 feet BGS. The approximate exploration locations are shown on Figure 2. Descriptions of the subsurface explorations and laboratory testing programs, as well as the boring logs, are presented in Appendix A. The CPT log is presented in Appendix B. In general, the subsurface conditions consist of layers of silt and sand to the maximum depth explored. We encountered approximately 3 inches of asphalt concrete at our boring locations. Boring B-2 encountered approximately 4.5 of medium dense gravel fill below the pavement, which was likely imported during development. The following sections present a description of the soil units encountered in our explorations. 4.2.1 Sandy Silt/Silty Sand Our explorations encountered interbedded layers of sandy silt and silty sand to depth ranging between approximately 35 and 50 feet BGS. The sand particles are generally fine grained. Based on SPT results, the silt layers in this unit are generally soft to medium stiff while the sand layers are generally medium dense with some loose zones. Laboratory testing indicates that the moisture content of the silt layers ranged from 42 to 66 percent and the moisture content of the sand layers ranged from 16 to 30 percent at the time of our explorations. Testing also indicated that the silt has high plasticity and samples of the sand had fines contents of 6 to 1 5 percent. &DESIGN, 2 Greenberg·3·01 :030813 4.2.2 Silt Our explorations encountered silt soil below the upper silty sand/sandy silt unit to depths ranging between approximately 95 and 110 feet BGS. This unit contains varying amounts of fine-grained sand particles. Based on SPT results, the silt is generally very soft. Laboratory testing indicates that the moisture contents of the silt ranged from 42 to 53 percent at the time of our explorations. Selected samples had sand contents between l 2 and l 5 percent. This soil unit likely has high compressibility characteristics. 4.2.3 Lower Sand Our explorations encountered sand soil below the very soft silt to the maximum depth explored. Based on SPT results, the sand is very dense. 4.2.4 Groundwater We did not observe groundwater in our borings due to the presence of drilling fluid. The CPT probe indicates that groundwater is approximately 8 to l O feet BGS. The depth to groundwater is expected to fluctuate in response to seasonal changes, changes in surface topography, and other factors not observed in the site vicinity. 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 GENERAL Based on the results of our subsurface explorations and analyses, it is our opinion that the following general considerations will be critical for the planned project: • Our study is preliminary and indicates the generalized site preparation and design recommendations based on a cross-site exploration program of three explorations. We encountered fairly consistent subsurface conditions across the explorations and have provided the recommendations below based on this information. Additional subsurface explorations will be required for final design purposes. It will be more cost effective to perform additional explorations after the existing structures are demolished. • Existing structures (including foundations) and pavements should be completely removed from within, and at least 5 feet outside of, planned structural areas. • The risk of seismic-induced hazards that manifest at the site surface (such as liquefaction and ground motion amplification) low to moderate. • Based on the potential building loads and results of our study, the planned structure can likely be satisfactorily supported by conventional shallow foundations bearing on undisturbed native soil or on structural fill overlying undisturbed native soil. • The native soil is generally suitable for use as structural fill provided it is properly moisture conditioned. However, native soil will be difficult to adequately compact during the rainy season or any period of prolonged wet weather. • The near-surface soil at the site is silty and easily disturbed during the wet season and when it is moist. Adequate subgrade protection will be necessary if construction occurs during the west season. The following sections present specific preliminary geotechnical recommendations for design and construction of the proposed development. 3 Greenberg-3-01 :030813 5.2 SITE PREPARA T/ON 5.2.l Stripping and Grubbing If development extends into vegetated areas, the existing topsoil zone and vegetation should be stripped and removed from all proposed structural fill, pavement, and improvement areas and for a 5-foot margin around such areas. The average depth of stripping is expect to be 2 to 4 inches, although greater stripping depths may be required to remove localized zones of loose or organic soil. The actual stripping depth should be based on field observations at the time of construction. Stripped material should be transported off site for disposal or used in landscaped areas. Existing trees and shrubs should be removed from all pavement and improvement areas. In addition, root balls should be grubbed out to the depth of the roots, which could exceed 2.5 feet BGS. Depending on the methods used to remove the root balls, considerable disturbance and loosening of the subgrade could occur during site grubbing. We recommend that soil disturbed during grubbing operations be removed to expose firm, undisturbed subgrade. The resulting excavations should be backfilled with structural fill. 5.2.2 Demolition Demolition should include complete removal of existing structures, slabs, and asphalt within 5 feet of areas to receive new pavements, buildings, retaining walls, or engineered fill. This should include complete removal of buried foundations. Underground utility lines, vaults, or tanks encountered in areas of new improvements should be completely removed or, with prior approval, grouted full if left in place. Old basement or crawlspace areas, if present, or voids resulting from removal of improvements or loose soil in utility lines should be backfilled with compacted structural fill, as discussed in the "Structural Fill" section of this report. The bottom of such excavations should be excavated to expose a firm subgrade before filling and their sides sloped at a minimum of lH:lVto allow for more uniform compaction at the edges of the excavations. Material generated during demolition should be transported off site for disposal or stockpiled in areas designated by the owner. In general, this material will not be suitable for re-use as engineered fill. It may be possible to use crushed concrete and asphalt in parking or landscaped areas, provided it is placed at least 2 feet below asphalt pavement. 5.2.3 Wet Weather/Wet Soil Grading The near-sunface soil at the site is silty and easily disturbed during the wet season and when it is moist. If not carefully executed, site preparation, utility trench work, and excavation can create extensive soft areas and significant subgrade repair costs can result. If construction is planned when the surfcial soil is wet or may become wet, the construction methods and schedule should be carefully considered with respect to protecting the subgrade to reduce the need to over- excavate disturbed or softened soil. The project budget should reflect the recommendations below if construction is planned during wet weather or when the surfcial soil is wet. If construction occurs when wet soil is present, site preparation activities may need to be accomplished using track-mounted excavating equipment that loads removed material into 4 Greenberg-3-01:030813 trucks supported on granular haul roads. The thickness of the granular material for haul roads and staging areas will depend on the amount and type of construction traffic. Generally, a 12-to 18-inch-thick mat of granular material is sufficient for light staging areas and the basic building pad but is generally not expected to be adequate to support heavy equipment or truck traffic. The granular mat for haul roads and areas with repeated heavy construction traffic typically needs to be increased to between 18 to 24 inches. The actual thickness of haul roads and staging areas should be based on the contractor's approach to site development and the amount and type of construction traffic. The granular material should be placed in one lift over the prepared, undisturbed subgrade and compacted using a smooth-drum, non-vibratory roller. The granular material should meet the specifications for imported granular material or stabilization material in the "Structural Fill" section of this report. In addition, a geotextile fabric can be placed as a barrier between the subgrade and imported granular material in areas of repeated construction traffic. The geotextile should have a minimum Mullen burst strength of 250 psi for puncture resistance and an AOS between U.S. Standard No. 70 and No. l 00 Sieves. As an alternative to placing thick rock sections to support construction traffic, the subgrade can be stabilized using a cement amendment. If this approach is used, the cement-amended soil should meet the guidelines provided in the "Structural Fill" section of this report. The thickness of the cement treatment and granular material as well as the cement ratio will depend on the soil moisture (discussed in the "Structural Fill" section of this report) and construction traffic (as discussed above). 5.3 EXCAVATION Excavation in the on-site soil should be possible with conventional earth moving equipment. Cuts in the on-site soil unit may experience some caving at depths less than 4 feet. Open excavation techniques may be used to excavate trenches, provided the walls of the excavation are cut at a slope of l H:lV, water seepage is not present, and with the understanding that some sloughing may occur. If excessive caving occurs, the trenches should be flattened to l YzH:l V or 2H:l V if workers are required to enter. 5.3.1 Dewatering Groundwater may be encountered at depths of 8 feet BGS, or shallower. Deep excavation could require dewatering. 5.4 STRUCTURAL FILL 5.4.1 General Structural fill includes material placed beneath foundations, slabs, pavements, any other areas intended to support structures or within the influence zones of structures. Structural fill should be free of organic matter and other deleterious material and, in general, should consist of particles no larger than 4 inches in diameter. Smaller maximum particle sizes will be necessary for some applications. The workability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing the U.S. Standard No. 200 Sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult, if not impossible, to achieve. As the amount of coarse RDESIGN, 5 Greenberg-3-0 l :030813 gravel increases, fill material tends to segregate as it is being fine-graded with coarser material being pushed out the leading edge of the fill being placed, which results in an unsatisfactory material gradation. 5.4.2 On-Site Soil The on-site soil is generally suitable for use as structural fill during the dry season. On-site soil will be difficult, if not impossible, to compact during the wet season or during periods of persistent rainfall. Based on laboratory test results, the moisture content of the on-site soil is expected to exceed the optimum moisture content for compaction by at least 10 percent. Moisture conditioning (drying) will likely be required to use on-site soil for structural fill. Accordingly, extended dry weather will be required to adequately condition and place the soil as structural fill. When used as structural fill, the on-site silt and sand soil should be placed in lifts with a maximum uncompacted thickness of 8 inches and compacted to not less than 92 percent of the maximum dry density, as determined by ASTM D 1557. 6.0 FOUNDATION SUPPORT Based on the preliminary foundation loads previously stated and provided the structure is designed to tolerate the anticipated liquefaction-induced settlement (see "Seismic Design Criteria"' section of this report), it is our opinion the proposed structure can be supported on conventional shallow footings bearing on the undisturbed native soil or structural fill overlying undisturbed native soil. Undocumented fill was encountered in boring B-2 to a depth of approximately 4.5 feet BGS. Any undocumented fill soil observed in the foundation subgrade should be removed and replaced with structural fill Footings bearing on undisturbed or improved native soil or structural fill overlying undisturbed native soil can likely be designed for an allowable bearing pressure of 2,500 psf. The recommended allowable bearing pressure applies to the total of dead plus long-term live loads. The allowable bearing pressure may be increased by up to one-third for short-term loads (such as those resulting from wind and seismic forces). Total settlement of footings founded as recommended is anticipated to be up to 1 inch. Differential settlement is estimated at one-half of the total settlement. Additional site explorations and laboratory testing is necessary to confirm this estimate. 7.0 FLOOR SLABS Satisfactory subgrade support for floor slabs supporting up to the estimated 300 psf areal loading can likely be obtained. A preliminary subgrade reaction (k) of 1 50 psi per inch can be assumed for point load on slab. We recommend a minimum 6-inch-thick layer of aggregate base be placed and compacted over the prepared soil subgrade for slabs. Flooring manufacturers often require vapor barriers to protect flooring and flooring adhesives. Many flooring manufacturers will warrant their product only if a vapor barrier is installed according to their recommendations. Selection and design of an appropriate vapor barrier (if needed) should be based on discussions among members of the design team. [&DESIGN~ 6 Greenberg-3-01 :030813 8.0 SEISMIC DESIGN CRITERIA 8. 1 SEISMIC DESIGN PARAMETERS Based on our investigation, the following design parameters are likely applicable if the building is designed using the applicable provisions of the 20 l 2 IBC (ASCE 7-1 0). The results of SPT and CPT testing indicate that the site should have a Seismic Site Class E designation. The seismic design parameters in Table l are appropriate for structural design for this site. Table l. Seismic Design Parameters Short Period l Second Period Parameter (T = 0.2 second) <T, = 1.0 second) s MCESpectral Acceleration, S S = 1.39 g ' s, = 0.47 g Site Class E Site Coefficient, F F = 0.90 F = 2.40 ' ' Adjusted Spectral Acceleration, \ SMS = 1.25 g SM, = 1.14 g Design Spectral Response \, = 0.83 g so,= 0.76 g Acceleration Parameters, S 0 Design PGA, S '""' 0.33 g 8.1.1 Seismic Hazards Liquefaction can be defined as the sudden loss of shear strength in a soil due to an excessive buildup of pore water pressure. Liquefied soil layers generally follow a path of least resistance to dissipate pore pressures, often resulting in sudden surface settlement, sand boils or ejections, and/or lateral spreading in extreme cases. Clean, loose, uniform or silty, fine-grained, saturated sand is particularly susceptible to liquefaction. Lateral spreading is a liquefaction-related seismic hazard. Areas subject to lateral spreading are typically gently sloping or flat sites underlain by liquefiable sediment adjacent to an open face, such as riverbanks. Liquefied soil adjacent to open faces may "flow" in that direction, resulting in lateral displacement and surface cracking. Our analyses indicate that discrete layers of sand and silty sand encountered at the site are susceptible to liquefaction during a design-level earthquake. We anticipate that liquefaction- induced settlement observed at the ground surface would likely be in the range of l inch to 2 inches. Differential settlement will likely be half of the total settlement magnitude over a distance of 1 00 feet. In our experience, this is not considered to be a life safety hazard, and structural design should be able to accommodate these settlement magnitudes, provided those settlements are tolerable for operational needs. [illil0ESIGN~ 7 Greenberg-3-01 :030813 We performed a seismic site response analysis using the SHAKE 91 + module of the El-FRISK 7.52 software package to determine site response during the design earthquake. The results indicate that ground motion amplification in the on-site soil is unlikely and spectral acceleration values at the ground surface should not exceed those prescribed by ASCE 7-1 0 using the parameters defined in Table l. 9.0 ADDITIONAL EXPLORATIONS AND FINAL GEOTECHNICAL REPORT As discussed previously, this report is preliminary and intended to assess feasibility for site development. Additional site explorations will be necessary in order to prepare a final geotechnical report for design. It will be more cost effective to perform additional explorations after the existing structures are demolished. The information collected for this study can be used for the final geotechnical report. 10.0 LIMITATIONS We have prepared this preliminary geotechnical report for use by Greenberg Farrow Architects and members of the design and construction team for the proposed development. The data and report can be used for estimating purposes, but our report, conclusions, and interpretations should not be construed as a warranty of the subsurface conditions and are not applicable to other sites. Soil explorations indicate soil conditions only at specific locations and only to the depths penetrated. They do not necessarily reflect soil strata or water level variations that may exist between exploration locations. If subsurface conditions differing from those described are noted during the course of excavation and construction, re-evaluation will be necessary. The site development plans and design details were not finalized at the time this report was prepared. When the design has been finalized and if there are changes in the site grades or location, configuration, design loads or type of construction for the buildings, the conclusions and recommendations presented may not be applicable. If design changes are made, we should be retained to review our conclusions and recommendations and to provide a written evaluation or modification. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Within the limitations of scope, schedule, and budget, our services have been executed in accordance with the generally accepted practices in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. • • • (G0ESIGN~ 8 Greenberg-3-01 :030813 We appreciate the opportunity to be of continued service to you. Please call if you have questions concerning this report or if we can provide additional services. Sincerely, GeoDesign, Inc. J.·.;D~V Project Engineer ela, LJ'AAeiO'~ Engineer [tmJDESIGN~ Signed 03/08/2013 9 Greenberg-3-01 :030813 FIGURES w " :J lJ u:: V IC INITY MAP BASED ON AERIAL PHOTOGRAPH OBTAINED FROM GOOGLE EARTH PRO "' GREENBERG -3 -01 MARCH 20 1 3 N @ 0 VICINITY MAP COMMERCIAL WAREHOUSE BUILD ING TU KWILA, WA 2000 4000 FIGURE 1 VM 'V11AIY.nl na ;sno,n~v.11 WIJ~31'J l'JOJ EIO Z ·-3.LIS I O· [ ·'.l~3EN 33lD ~ 0 <( ,: . ~ l) 0 oo: _o.. OI I>- "" >.O'. w § -;;_~ I;; ,e ;:~ :;; u. "' l) 0 0 ~ «o Q'. 0 I;; w zo ...J 0 C, 3 <( ~~~ C, 0.. ~ v,0 -z uJ <(O'.O °' z ::t:L.:..N 0 0 Z O • co u o::( LU W 0 :;:~0 .LI I-0:: -co <( c::i (9 <,] c;; 0 :a z co .:. I.LI I.;) 0.. I.LI u ...J ... -;, ---,.., . ....,. __ . --..... ~ ... , ,. -. , .. ., .... ~ .... -· -·· ..... ..... -,. . ......... , ., ............. ,,., .. ~ ..... ~ ••• :.;: -J .-~ .. ~ ·-1• ---· .. -· -- --. ' -·-',. -., -· "'""'-- ..,, • I' ,. __ ,. f_ z u n '.ll~ :moA~1 I ~-l0dS·IO·[·l:.•qu••J:>\0Y.)\u m 61.;:1\10 ·(·5J#:;.1,1HJ:;>\t ·5;.-~Jio9J'.)\6 1<1q u;;,it,:)\l·J\:r .;,wet. "l ':i t1d 6 5 s t :z 1: 10 Z/1i .'l ,.,no 1',µd I A\'l)r -~ p;;,11,11jd APPENDIX A APPENDIX A FIELD EXPLORATIONS GENERAL We explored subsurface conditions at site by drilling two borings (B-1 and 8-2) to a depth of approximately 111.5 feet BGS and one CPT probe (CPT-1) to a depth of approximately 90 feet SGS. All explorations were conducted on February 18 and 19, 2013. Drilling services were provided by Western States Soil Conservation, Inc. of Aurora, Oregon, using mud-rotary methods. CPT services were provided by In Situ Engineering of Snohomish, Washington, and are summarized in Appendix B. Figure 2 shows the approximate exploration locations relative to proposed site features. A member of our geotechnical staff observed the borings. We obtained representative samples of the various soil encountered in the explorations for geotechnical laboratory testing. Classifications and sampling intervals are presented on the exploration logs included in this appendix. SOIL SAMPLING Samples were obtained from the borings using al Ya-inch-inside diameter, split-spoon sampler in general accordance with ASTM D 1586. The split-spoon samplers were driven into the soil with a 140-pound hammer free-falling 30 inches. The samplers were driven a total distance of 18 inches. The number of blows required to drive the sampler the final l 2 inches is recorded on the exploration logs, unless otherwise noted. Relatively undisturbed samples were obtained by advancing a Shelby tube in general accordance with ASTM D l 587 (the Standard Practice for Thin-walled Tube Sampling of Soils). SOIL CLASS/FICA TION The soil samples were classified in accordance with the "Exploration Key" (Table A-1) and "Soil Classification System" (Table A-2), which are included in this appendix. The exploration logs indicate the depths at which the soil or its characteristics change, although the change actually could be gradual. If the change occurred between sample locations, the depth was interpreted. Classifications and sampling intervals are presented on the exploration logs included in this appendix. LABORATORY TESTING CLASS/FICA TION The soil samples were classified in the laboratory to confirm field classifications. The laboratory classifications are presented on the exploration logs if those classifications differed from the field classifications. (lffl'JDESIGN, A-1 Greenberg-3-01 :030813 MOISTURE CONTENT DETERMINATION We determined the natural moisture content of selected soil samples in general accordance with ASTM D 2216. The natural moisture content is a ratio of the weight ofthe water to soil in a test sample and is expressed as a percentage. The test results are included on the exploration logs presented in this appendix. ATTERBERG LIMIT TESTING The plastic limit and liquid limit (Atterberg limits) of a selected soil sample were determined in accordance with ASTM D 4318. The Atterberg limits and the plasticity index were completed to aid in the classification of the soil. The plastic limit is defined as the moisture content (in percent) where the soil becomes brittle. The liquid limit is defined as the moisture content where the soil begins to act similar to a liquid. The plasticity index is the difference between the liquid and plastic limits. The results of the Atterberg limits testing are presented on Figure A-3. PARTICLE-SIZE ANALYSIS Particle-size analyses were performed on selected samples in general accordance with ASTM D 422 (hydrometer test) and ASTM D 1140 (percent of material finer than the U.S. Standard No. 200 Sieve). The test results are presented on the exploration logs included in this appendix and Figure A-4. &DESIGN~ A-2 Greenberg-3-01 :030813 SYMBOL SAMPLING CRIPTION Location of sample obtained in general accordance with ASTM D 1 586 Standard Penetration Test with recovery Location of sample obtained using thin-wall Shelby tube or Geoprobe® sampler in general accordance with ASTM D 1 587 with recovery Location of sample obtained using Dames & Moore sampler and 300-pound hammer or pushed with recovery Location of sample obtained using Dames & Moore and 140-pound hammer or pushed with recovery Location of sample obtained using 3-inch-O.D. California split-spoon sampler and 140-pound hammer Location of grab sample Rock coring interval Water level during drilling Water level taken on date shown Graphic Log of Soil and Rock Types ... .,\,, -~ / Observed contact between soil or ~,, >' rock units (at depth indicated) -~-. i-,.·,.c· • .,_ • .,C·' l-'---- / Inferred contact between soil or rock units (at approximate depths indicated) '--._,-. -·-- \::/-~ '' .. ,·.::--::~ .... ~' "· . . .. GEOTECHNICAL TESTING EXPLANATIONS ATI Atterberg Limits CBR California Bearing Ratio CON Consolidation DD Dry Density DS Direct Shear HYO Hydrometer Gradation MC Moisture Content MD Moisture-Density Relationship oc Organic Content p Pushed Sample ENVIRONMENTAL TESTING EXPLANATIONS CA p PIO ppm Sample Submitted for Chemical Analysis Pushed Sample Photoionization Detector Headspace Analysis Parts per Million pp P200 RES SIEV TOR UC vs kPa ND NS ss MS HS LWl:iej0ESIGN~ 350 Mission Street SE· Suite l 02 Salem OR 97302 EXPLORATION KEY Off 503.38S.B439 Fax S03.968.3068 Pocket Penetrometer Percent Passing U.S. Standard No. 200 Sieve Resilient Modulus Sieve Gradation Torvane Unconfined Compressive Strength Vane Shear Kilopascal Not Detected No Visible Sheen Slight Sheen Moderate Sheen Heavy Sheen TABLE A· 1 RELATIVE DENSITY -CO, ,-GRAINED SOILS Relative Density Standard Penetration Dames & Moore Sampler Dames & Moore Sampler Resistance (l 40-pound hammer) (300-pound hammer) Very Loose 0-4 0 -ll 0-4 Loose 4-lO 11 -26 4 -l 0 Medium Dense l O -30 26 -74 10 -30 Dense 30 -50 74 -120 30-47 Very Dense More than 50 More than 120 More than 47 CONSISTENCY -FINE-GRAINED SOILS Consistency Standard Penetration Dames & Moore Sampler Dames & Moore Sampler Unconfined Compressive Resistance (140-pound hammer) (300-pound hammer) Strength (tsf) Very Soft Less than 2 Less than 3 Less than 2 Less than 0.25 Soft 2-4 3-6 2 -5 0.25 -0.50 Medium Stiff 4-8 6 -12 5 -9 0.50 -1.0 Stiff 8 -15 12 -25 9 -19 l.0-2.0 Very Stiff 15-30 25 -65 19 -31 2.0 -4.0 Hard More than 30 More than 65 More than 31 More than 4.0 PRIMARY SOIL DIVISIONS GROUP SYMBOL GROUP NAME CLEAN GRAVELS GW or GP GRAVEL GRAVEL (< 5% fines) GRAVEL WITH Fl N ES GW-GM or GP-GM GRAVEL with silt (more than 50% of (;,c 5% and ,; 12% fines) GW-GC or GP-GC GRAVEL with clay coarse fraction COARSE-GRAINED retained on GM silty GRAVEL GRAVELS WITH FINES SOILS No. 4 sieve) (> 1 2% fines) GC clayey GRAVEL GC-GM silty, clayey GRAVEL (more than 50% CLEAN SANDS retained on SAND (<5% fines) SW or SP SAND No. 200 sieve) SW-SM or SP-SM SAND with silt SANDS WITH FINES (50% or more of (;,c S% and ,; 12% fines) SW-SC or SP-SC SAND with clay coarse fraction passing SM silty SAND No. 4 sieve) SANDS WITH FINES SC clayey SAND (> 12% fines) SC-SM silty, clayey SAND ML SILT FINE-GRAINED CL CLAY SOILS Liquid limit less than 50 CL-ML silty CLAY (50% or more SILT AND CLAY OL ORGANIC SILT or ORGANIC CLAY passing MH SILT No. 200 sieve) Liquid limit 50 or CH CLAY greater OH ORGANIC SILT or ORGANIC CLAY HIGHLY ORGANIC SOILS PT PEAT MOISTURE ADDITIONAL CONSTITUENTS CLASSIFICATION Secondary granular components or other materials Term Field Test such as organics, man-made debris, etc. Silt and Clay In: Sand and Gravel In: very low moisture, Percent Fine-Grained Coarse-Percent Fine-Grained Coarse-dry dry to touch Soils Grained Soils Soils Grained Soils moist damp, without <5 trace trace <5 trace trace visible moisture 5 -12 minor with 5 -15 minor minor visible free water, >12 some silty/clayey 15 -30 with with wet usually saturated '\J> ::, \If/ ;.:_\ ' •: ':_::>,.··.t:\; >r,~·( .i •. : \' .. ··f ~"i}: sandy/gravelly Indicate% > 30 lw'1:111DESIGN~ 350 Mission Strttt SE· Suite 102 SOIL CLASSIFICATION SYSTEM TABLEA-2 Salem OR 97302 Off 503.38S.!!439 Fax 503.968.3066 z L? QI '-' INSTALLATION AND 0 w .i.. BLOW COUNT ~ ~t z ...J COMMENTS DEPTH u MATERIAL DESCRIPTION [::: CL e MOISTURE CONTENT% 'i: >W :;; FEET wO "' ITID RQD% CZ CORE REC% ~ w <( <t ...J "' w f-"' L? 0 50 100 -o r,ASPHALT CONCRETE (3 inches). r -- • 0.3 I -Medium dense, gray SAND with gravel -(SP); moist, fine to medium, gravel is fine. [ 26 -: .... Mecffum stiff, gray silt (mh), some clay, 4.0 --5-trace sand; moist, sand is fine. r s• LL= 67% -ATI :J .. ••• PL= 38% - ~· - - l • - 10- i ------------------------13.0 Soft, gray SILT (ML) minor sand; moist, -sand is fine. • --15- ~· -- - HYO l • SlEV • --- 20 I Medium denseJ,lack-gray, silty SAND 20.0 ~ ---18 (SM); moist, fine. P200 ... P200=15% I - -• 2S-~-- becomes loose; interbedded with ~ 8 -- -medium stiff, gray silt, some sand at .. 25.0 feet - - r Soft, gray SILT-(MH), minor sand; moist, 28.0 -sand is fine. • • 30-l - P200 ~ • P200 = 87% - - ' p --Medium dense, gray, silty SAND (SM); -33.0 i i -moist, fine to medium. 35-[ -19 i -.. -i -i I -I I I 40 0 so 100 DRILLED BY: Western States Soil Col'lservation, Inc. LOGGED BY: TAP COMPLETED: 02/18/13 SORING METHOD: mud rotary (see report text) BORING BlT DIAMETER: 5-inch (11111,jDESIGN~ GREENBERG-3-01 BORING B-1 350 Mission Street SE· Suite 102 COMMERCIAL WAREHOUSE BUILDING I 53lem OR 97302 MARCH 2013 FIGURE A-1 Off 503.385.8439 Fax 503.968.3068 TUKWILA, WA z Cl QI INSTALLATION AND 0 <.J w ..t. BLOW COUNT ~ I-I-z ...J COMMENTS DEPTH u MATERIAL DESCRIPTION <( o._ F o._ e MOISTURE CONTENT% FEET 'i: >w ~ wD "' ·_ RQD% [72] CORE REC% ~ w <( "' ...J "' w I-"' Cl 0 50 I 00 -40 becomes dense at 40.0 feet u el' 45 i ----------~---- Very stiff, gray SILT (MH), trace sand; 45.0 u 17 moist, sand is fine. : ..&.: I I I so ' ---,---- Very soft, dark gray SILT (MH), minor 50.0 U· . sand; moist, sand is fine . P200 • P200 = 88% . . • • • 55-u,e • • • • 60-r 0 • 65-~ . . •• • • ' 0 . . . 70-I U' I i 75- U-° ' I 80 0 50 100 DRILLED BY: Western States Soil Conservation, Inc:. LOGGED BY: TAP COMPLETED: 02118/13 BORING METHOD: mud rotary (see report text) BORING BIT DIAMETER: 5-inch (fu11j0ES1GN~ BORING 8-l GREEN BERG-3 ·O l (continued) 3SO Mission Street SE· Suite 102 COMMERCIAL WAREHOUSE BUILDING I Salem OR 97302 MARCH 2013 FIGURE A-1 Off 503.385.8439 Fax 503.968.3068 TUKWILA.WA C, QII INSTALLATION AND 0 lJ UJ J. BLOW COUNT ~ ~t z ...J COMMENTS DEPTH s! MATERIAL DESCRIPTION f'= "-e MOISTURE CONTEN1 % FEET I >1~ V) 2 [ill] RQD% ZZ CORE REC% ~ di UJ <! ~ f-V) C, 0 50 100 -80 I (continued from previous page) ~ :o - i - ' - • • 85-u 2 • IL . I Very soft, gray, sandy SILT (MH); moist, 86.0 sand is fine. 90-grades to trace sand at 90.0 feet u 95-u ~-: -· _:..__ _ _:__ ----~--~ --~ 10. Medium dense, gray SAND with silt (SP-95.5 "' SM); moist, fine . . - 100-i ' grades to dense, trace silt at 100.0 feet u ~~~--~-----~ 33° I • • -"' - - - 105-i 110 Very dense, dark gray SAND (SP), minor 110.0 u !51 silt; moist, fine to medium. J,. ,· Exploration completed at a depth of 111.5 Surface elevation was not measured at the time of 111 .5. exploration. 115- ' 120 0 50 100 DRILLED BY: Western States Sail Conservation, Inc. LOGGED BY: TAP COMPLETED: 02/18/13 BORING METHOD: mud rotary {see report te:,:t) BORING BIT DIAMETER: 5-rnch [11:11j0ES I G N~ BORING B-1 GREENBERG-3-01 (continued) 350 Mission Street SE. Suite 102 COMMERCIAL WAREHOUSE BUILDING I Salem OR 97302 MARCH 2013 FIGURE A-1 Off 503.385.8439 Fax 503.968.3068 TUKWILA, WA ~ 9 "' C, ~ DEPTH FEET z g QI lJ ~ .A. BLOW COUNT ~ MATERIAL DESCRIPTION ~UJ ~o ~UJ ~ • MOISTURE CONTENT% ~ <( []]J RQD% EZJ CORE REC% INSTALLATION AND COMMENTS ~ u:j !-VI f---01~-.'°..,l,-;c;c;,;-;--.--,,c--;=;c;-;,;=;;c=;'c"";,,C:::;:-::--::;:--------::J--f----j--Oj----,--_.:.;50:._ __ ~--"l Of-'0-----------j 01, ,ASPHALT CONCRETE (3 inches). / 0 .3 . -~G Medium dense, gray GRAVEL with sand -3iJ (GP); moist, fine to coarse and angular, . ~G sand is coarse -FILL. "i< PJ\ _00, 5- - I -' 1-l 10- - - 15- - - - . 20- - - - - 25- - - ' -"! 30- . -I Medium dense, gray SAND (SP), minor gravel; moist, fine to medium, gravel is fine to coarse and angular. becomes loose at 7.5 feet Soft, brown-gray SILT (MH), som-e clay; 1 moist. / Loose, black-gray SAND with silt (SP- SM), minor gravel; moist, fine to medium, gravel is fine to coarse. becomes medium dense at 1 5.0 feet becomes dense at 25.0 feet I j -'---1 ----------------------- . Very soft, gray, sandy SILT (MH); moist, -sand is fine. 35- 4.5 8.5 9.5 33.0 HYO SIEV P20C ~ [ P200 ~ !. 11 ... I 0 .... • • • • I • - . .. • : : .. 36 ... 30 ... ei i . . . .. • . • P200 '"'6% . . P200 = 70% 40~~~------------------~-~~~-~o------s~o-----,~00-------------< DRILLED BY: Western States Soil Conservation, Inc. LOGGED BY: TAP COMPLETED: 02/19113 :,Sf-----------------------------------------------------1 z ttl BORING METHOD: mud rotary (see rerxirt text) BORING BIT DIAMETER: 5-inch ~f------------~----------~-----------------------------1 C, g !1 ~ D ~ (l"litJDES I G N~ 350 Mission Street SE· Suite 102 Salem OR 97302 Off 503.385.8439 Fax 503.968.3068 GREENBERG· 3-01 MARCH 2013 BORING 8-2 COMMERCIAL WAREHOUSE BUILDING TUKWILA, WA I FIGURE A-2 b '-' z '-' iii C "' '-' " '-' ' CJ 0 ~ DEPTH ',! MATERIAL DESCRIPTION FEET ,: ~ " " CJ -40 [ j ~ ~a_ntinued from pre~i:~ ~ag:) _____ Medium dense, gray SAND (SP), trace silt and gravel; moist, fine, gravel is fine. -~ Very soft, dark gray SILT (MH), minor 45-sand, trace clay; moist, sand is fine. so-grades to trace gravel; gravel is fine at 50.0 feet . 55- . 60-: grades without gravel at 60.0 feet - - - 65- 70- 75- 80 DRILLED BY: Western States Soil Conservation, Inc. BORING METHOD: mud rotary (see report text) (1111,lDESIGN~ GREENBERG-3-01 350 Mission Street SE· Suite 102 Salem OR 97302 MARCH 2013 Off 503.385.8439 Fax 503.968.3068 z QI INSTALLATION AND 8 w A BLOW COUNT f-f-z ..., COMMENTS <( "-E; "-e MOISTURE CONTENT% >W :,; wO <( [[lJl RQD% P71 CORE REC% ..., w w f-V, 0 50 100 • • • e 41.5 15 • 44.0 ru 1 PZOO • • P200 = 85% ' ... u 2 ~ f 1 .. • • U' u.a • : : . . . . • 0 50 100 LOGGED BY: TAP COMPLETED: 02/19/13 BORING BIT DIAMETER: 5-inch BORING B-2 (continued) COMMERCIAL WAREHOUSE BUILDING I FIGURE A-2 TUKWILA, WA z (J QI INSTALLATION AND 0 <,;) w i.. BLOW COUNT ~ f-f-z ...J COMMENTS DEPTH " MATERIAL DESCRIPTION <( Q. F Q. e tl.'iOISTURE CONTENT% >w :,: FEET I wCl V"> =:J RQD% l22J CORE REC% ~ w <( <C ...J " w f-V"> (J 0 50 I 00 1-80 (continued from previous page) WO . . . . . . • . 85--. . . I ' • • • 90-. u 0 ---. . - 95- 100-u 61 ... - ' 105- ' - 110-u :51 . ... -\ Very dense, dark gray SAND (SP); moist, , 111.0 -Surface elevation was not fine to medium. / 111.5 measured at the time of -Exploration completed at a depth of exploration. 111.5_ 115-. • --·---~ ' 120 0 50 100 DRILLED BY: Western States Soil Conservation, Inc. LOGGED BY: TAP COMPLETED: 02/19/13 BORING METHOD: mud rotary (see report text) BORING BJT DIAMETER: 5-inch LWl:ltl0ES1G N~ BORING 8·2 GREENBERG-3-01 (continued) 350 Mission Street SE. Suite 102 COMMERCIAL WAREHOUSE BUILDING I Salem OR 97302 MARCH 2013 FIGURE A·2 Off 503.385.8439 Fax 503.968.3068 TUKWILA, WA 60 50 CH r OH "A" LINE X 40 ... C z ~ iJ 30 i== 111 <( ...J c,. 20 MH r OH 10 CL-ML ML r OL 0 0 10 20 30 40 50 60 70 80 90 100 l l 0 LIQUID LIMIT ,- D '< z " iii D 8 " ~ KEY • L __ i EXPLORATION NUMBER B-1 ----- SAMPLE DEPTH (FEET) 5.0 ---- - -- I -·- MOISTURE CONTENT LIQUID LIMIT PLASTIC LIM IT ' PLASTICITY INDEX (PERCENT) ------- 66 i 67 38 29 I -- I I ' ' I --·--------------- I ------ ---- ~L--------------------------------------------, ~ :o, ~ (t1:11j0ESIG N~ GREENBERG-3-01 ATTERBERG LIMITS TEST RESULTS ~ 350 Mission Street SE· Suire 102 COMMERCIAL WAREHOUSE BUILDING FIGURE A-3 w Salem0R97302 MARCH 2013 ~L_o_"_'_''_.a_,s_ ... _a,_,,_._"_s_"_'·'_°'_'_, ________ __J _______ T_U_K_W_ILA_,_W_A ______ __,_ _____ ~ GRAIN SIZE NO P200 GREENBERG-3-01-Bl _2.GPJ GEODESIGN.GDT PRINT DAT£: 3/8/13:KT U.S. STANDARD SIEVE NUMBERS f--:,: C, '" 3: > "' "' w z u: f--z w l.! w 11. l 00 I 90 ' 80 J 70 0 C 60 C 50 - 40 I 30 ~ 20 I 10 0 1,000 . BOULDERS I 3" l l /2" 3/4"' 3/8" 4 -~ I ·-----. - 100 10 GRAVEL COBBLES 10 20 40 60 1 00 200 \ -_, I ~~ \ \ \ \ ~. \ --·-· -.. ---\ - ----i ~~ 0.1 GRAIN SIZE IN MILLIMETERS SAND \ -- \ \ \ \ • 1._ -• Iii Ill Iii -111-111---Iii-~ 0.01 0.001 FINES COARSE FINE COARSE MEDIUM FINE SILT CLAY ·-----.. -------------------· ------,--------I EXPLORATION SAMPLE DEPTH MOISTURE CONTENT GRAVEL SAND SILT KEY NUMBER (FEEn (PERCENT) D60 DSO I D30 DlO DS (PERCENT) (PERCENT) (PERCENT) -----______ ,. ______ --· ·-------· • 8-l 17.0 47 0.03 0.02 0.01 0.00 i 0 8 76 ---·· -------------·-· --·- IJl 8-2 10.0 27 0.59 0.47 0.31 0.13 '1 0.08 8 88 3 I -------------!------------------------ i lii11DESIGN~ 350Ml55lon Street SE· Sun, 102 SalemOR97302 Off S03.l85.84l9 Fax S03.968.3068 ,, -------1---- I GREENBERG-3-01 MARCH 2013 -----------f---------------------- GRAIN-SIZE TEST RESULTS COMMERCIAL WAREHOUSE BUILDING TUKWILA, WA CLAY (PERCENT) 17 2 FIGURE A-4 "' " N 0 SAMPLE INFORMATION EXPLORATION SAMPLE ELEVATION NUMBER DEPTH (FEED (FEED 8-1 5.0 8-1 9.0 8-1 17.0 8-1 20.0 8-1 30.0 ~-- 8-1 40.0 8-1 50.0 B-1 65.0 --- B-2 5.0 B-2 7.5 B-2 10.0 -- 8-2 15.0 B-2 25.0 8-2 35.0 8-2 45.0 8-2 55.0 --· 8-2 70.0 (tii,)DESIG N~ 3 50 Mission Street SE· Suite 102 Salem OR 97302 Off 503.385.8439 Fax 503.968.3068 MOISTURE DRY CONTENT DENSITY (PERCEND (PCF) 66 60 --- 49 -- 28 -- 46 -- 30 47 54 16 24 -- 28 27 19 41 42 43 53 ~- GREENBERG-3-01 MARCH 2013 SIEVE ATIER8ERG LIMITS GRAVEL SAND P200 LIQUID PLASTIC PLASTICITY (PERCEND (PERCEND (PERCEND LIMIT LIMIT INDEX (PERCEND (PERCEND (PERCEND i 67 i 38 29 ' - I i - I ! 0 8 I 92 l 5 87 -- 88 ------·--------------- ------ 8 88 5 i I . ------- ' I 6 ' i I ' 70 I ' _____ L ____ -------- 85 --- SUMMARY OF LABORATORY DATA COMMERCIAL WAREHOUSE BUILDING I FIGURE A-5 TUKWILA, WA APPENDIX B APPENDIX B CONE PENETROMETER TESTING Our subsurface exploration program included one CPT probe (CPT-1) to a depth of approximately 90 feet BGS. Figure 2 shows the location of the CPT probe relative to existing proposed site features. The CPT is an in situ test that characterizes subsurface stratigraphy. The testing includes advancing a 35.6-millimeter-diameter cone and friction sleeve through the soil profile. The cone is advanced at a rate of approximately 2 centimeters per second. Tip resistance, sleeve friction, and pore pressure are typically recorded at 0. l meter intervals. At selected depths, the cone advancement was suspended and pore-water dissipation rates measured. Shear wave velocity was measured at l meter intervals for a portion of the probe. This appendix presents the results of the CPT probe completed for this project. 8-1 Greenberg-3-01 :030813 Depth (ft) 0 0 10 20 30 40 50 60 70 80 90 GeoDesign Inc. Tip Resistance QcTSF Operator. Gerdes Sounding: CPT-1 Cone Used: DDG1238 Friction Ratio Fs/Qc (%) CPT Dateffirne: 2/18/2013 11:31:03AM Location: 601 SW 41 St Job Number: Greenberg-3-01 Pore Pressure PwPSI SPT N' 60% Hammer 300 0 -20 120 0 Soil Behavior Type'* Zone: UBC-1983 12 0 45 . __ j__J I I --·-------L. --.J ------- ' i I ' ' + --:-·------:----:------- > I l , ' ' ------ : . I ---__ : __ :_ ~ 2~~1 t.: I ,-I <,· . C Maximum Depth = 90.06 feet ;,i 1 sensitive fine grained • 4 silty clay to clay • 2 organic material •3 clay • 5 clayey silt to silty clay • 6 sandy silt to clayey silt lnSitu Engineering TTn· \ ' ' I I · , I ' , ' ,-I ' )' I I J. ' ' . ' ' ' 'i ' ' ' ~,;.11 ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' 1, I , ) { ',: .;:,,_1 I --;;---- ·/ ..J, : : L, J ' I 1 Depth Increment= 0.164 feet • 7 silty sand to sandy silt ·:· 8 sand to silty sand •9 sand Predrilled 1fl • 1 O gravelly sand to sand • 11 very stiff fine grained(·) • 12 sand to clayey sand (•) "Soil behavior type and SPT based on data from UBC·1983 ACRONYMS ACRONYMS AOS ASCE ASTM BGS CPT g H:V IBC MCE PGA psf psi SPT apparent opening size American Society of Civil Engineers American Society for Testing and Materials below ground surface cone penetration test gravitational acceleration (32.2 feet/second') horizontal to vertical International Building Code maximum considered earthquake peak ground acceleration pounds per square foot pounds per square inch standard penetration test Greenberg-3-01 :030813 .----------www.geodesigninc.com \