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MEMORANDUM Date: To: From: cc: Subject: August 31, 2012 Sergio Curro, Boeing Scott Lee, PE Kevin Collins, PE, PTOE Mark Clement, Boeing Steve Sankey, Boeing Traffic Impact Analysis -Boeing Renton Lot 20 'J". StfJ 1 0 2012 TG: 12140.00 This memorandum summarizes the transportation related impacts anticipated from the development of Boeings parking Lot 20 in Renton, WA. Specifically, this memorandum documents the existing, future without, and future w·1th project conditions of the proposed access driveways and adjacent intersection. Project Description The project site is located on the northeast corner of Logan Avenue N / N 6th Street in the City of Renton, WA and is proposed to include the construction of up to 575 parking spaces. Attachment 1 illustrates the project site and surrounding vicinity. Access to the parking lot is proposed via a full-access driveway via Logan Avenue, a right-in/right-out access via N 6th Street, and two connecting accesses to the existing 10-20 Building parking garage along the eastern edge of the site. Attachment 2 illustrates the proposed site plan. The development is anticipated to be constructed and occupied by 2013. The scope and study area was confirmed with the City of Renton and includes the intersection of Logan Avenue N IN 6th Street as well as the two site access driveways accessing Lot 20 and the western site access driveway of the 10-20 Building. The analysis periods chosen for study include the weekday AM peak (5:30 a.m. -6:30 a.m.) and PM peak (1:30 p.m. -2:30 p.m.) hours of Boeing traffic as well as the weekday PM peak hour of adjacent street (4:15 p.m. -6: 15 p.m.). Trip generation is based on full occupancy of the parking lot during the Boeing peak hours and a conservative occupancy assumption for the weekday PM peak hour of adjacent street. Existing & Future Without-Project Conditions This section describes existing 2012 and 2013 future without-project cond~ions for the identified study area. This includes the road network, planned improvements, traffic volumes, and traffic operations. Street Network The street network in the immediate vicinity of the project is an east-west/north-south grid network with access to 1-5 to the north and downtown Renton to the south. The Boeing Renton factory is located on the west side of Logan Avenue N. Specific details on adjacent roadways are identified below: Page 11 Logan Avenue N is classified as a principal arterial with four lanes (two southbound lanes, one northbound lane, and !>No-way center left turn lane) and a posted speed lirnit of 35 mph. Bike lanes exist on both sides of the roadway adjacent to the site and a pedestrian sidewalk exists on the east side of the street. It should also be noted that a pedestrian pathway exists on the west side of the street within the Boeing property boundary. N 6th Street is classified as a principal arterial with five lanes and a posted speed limit of 25 mph. Pedestrian sidewalks exist on both sides of the roadway. Planned Improvements Planned improvements in the vicinity of the project have been researched to determine if any capacity improvements have been identified that should be included in the analysis. The City of Renton has future plans to add an additional northbound through lane on Logan Avenue N from N 6th Street to N 8th Street. This improvement is not anticipated to be developed prior to the completion of Lot 20 and was not assumed in the analysis; however, right-of-way adjacent to the site has been provided to accommodate this improvement in the future. There are no other planned transportation improvements that would add capacity within the study area prior to the anticipated completion of the Lot 20 parking lot. King County Metro is implementing a Rapid Ride transit stop for F-Line adjacent to the site on Logan Avenue N. The transit stop will be in-lane and with service provided every 10 minutes during peak hours and 15 minutes during off-peak hours. Traffic Volumes Existing 2012 weekday AM, PM (Boeing), and PM (Adjacent Street) peak hour traffic volumes were collected at the study intersections in April, July, and August 2012. Existing traffic volumes at the study intersections are summarized in Attachment 3. Detailed traffic count summary sheets are included in Attachment 4. To forecast future traffic volumes, a review of the City of Renton travel demand forecast model was completed to determine growth rates near the proposed project. Based on the model, an annual growth rate of one percent was used to grow existing volumes to the 2013 forecast year. Future 2013 without-project traffic volumes are summarized in Attachment 5. Traffic Operations Level of service (LOS) for intersection operations is described alphabetically (A through F). LOS is measured in average control delay per vehicle and is typically reported by approach movement for !>No-way, stop-controlled intersections. Existing peak hour LOS results were calculated at study intersections based on methodologies contained in the Highway Capacity Manual (Transportation Research Board, 2000). Synchro 7.0 was used for the calculations, consistent with the model that was obtained from the City of Renton. Table 1 summarizes the LOS results at study intersections for existing and future 2013 without- project conditions. LOS worksheets are provided in Attachment 6. Page 12 Table 1. Existing and Future Without-Project LOS Summary 2012 Existing 2013 Without-Project Intersection LOS1 Delay2 VIC 3 orWM4 LOS Delay VIC or WM Weekday AM Peak Hour Logan Ave N / N 6th SI A 9.0 0.27 A 9.0 0.27 Logan Ave N / Site Access N 6th St / Lot 20 Site Access N 6th St/ 10-20 Bldg Site Access A 9.1 SB A 9.1 SB Weekday PM Peak Hour (Boeing) Logan Ave N / N 6th St C 20.3 0.58 C 20.4 0.59 Logan Ave N / Site Access N 6th St / Lot 20 Site Access N 6th St/ 10-20 Bldg Site Access A 9.1 SB A 9.1 SB Weekday PM Peak Hour {Adjacent Street) Logan Ave NIN 6th St B 15.4 0.66 B 15.5 0.67 Logan Ave N / Site Access N 6th St/ Lot 20 Site Access N 6th St/ 10-20 Bldg Site Access A 9.3 SB A 9.3 SB 1. Level of service, based on 2000 Highway Capacity Manual methodology. 2. Average delay in seconds per vehicle. 3. V/C = Volume-to-Capacity ratio for signalized intersections. 4. Worst movemeri1 a11wo-way stop-controlled intersections. As shown in Table 1, Logan Avenue N / N 6th Street currently operates at LOS C or better during all time periods studied. N 6th Street/ 10-20 Building Site Access is currently operates at LOS A during all time periods studied. Future With-Project Conditions This section documents the potential impacts of the proposed parking lot on the study intersection and the site access locations. It includes an estimate of the vehicular trip generation, a summary of future traffic volumes, and the potential impacts to traffic operations. Trip Generation As discussed earlier, the parking lot will accommodate up to 575 parking spaces. Based on coordination with Boeing, the parking lot will primarily be used by first shift factory workers with the potential for some office related users from the adjacent 10-20 Building. For the analysis it was assumed that the parking lot would be 100 percent occupied with arrivals occurring from 5:30 a.m. to 6:30 a.m. and the majority of departures occurring from 1 :30 p.m. to 2:30 p.m. (consistent with first shift peak hours). These assumptions are likely conservative based on observations of first shift peaks, which typically occur over a two-hour period. Since the lot is anticipated to be utilized by first shift employees, impacts to the weekday adjacent street PM peak hour will be minimal. To be conservative, it was assumed that 20 percent of the parking lot would depart during the weekday PM peak hour of adjacent street to account for any office related vehicles in the parking lot. Table 2 summarizes the weekday vehicle trip generation. Page I 3 Table 2. Trip Generation Summary (575 Parking Spaces) Land Use Total In Out Daily 1,265 633 632 Weekday AM Peak Hour 575 575 0 Weekday PM Peak Hour (Boeing) 575 58 517 Weekday PM Peak Hour (Adjacent Street) 115 0 115 Trip Distribution and Traffic Volumes The trip distribution was based on turning movement counts and existing travel routes observed near the site as well as the anticipated travel routes in/out of the parking lot based on access locations and connections to the 10-20 Building property. Project trips were assigned to the roadway network based on the anticipated distribution and are shown in Attachment 7. The distribution and assignment of project trips during the weekday AM, PM (Boeing), and PM (Adjacent Street) peak hour are illustrated in Attachment 8. As shown in the site plan, two connections to the 10-20 Building property are proposed from the parking lot (one connection at the north end of the parking garage and one just south of the parking garage). Some of the existing vehicles entering/exiting the parking garage are anticipated to shift from N 6th Street to the Logan Avenue N access. These vehicle trips were shifted based on existing travel patterns observed at the 10-20 Building driveways and are accounted for in the 2013 with-project conditions. Net new project trips and background traffic volumes were combined to establish future 2013 with- project traffic volume forecasts, which are summarized in Attachment 9. Traffic Operations Table 3 summarizes the LOS results at the study intersections for future 2013 with-project conditions. The detailed LOS worksheets are provided in Attachment 6. Page 14 Table 3. Future Without and With-Project LOS Summary 2013 Without Project 2013 With-Project Intersection LOS1 Delay' V/C3 orWM4 LOS Delay V/CorWM Weekday AM Peak Hour Logan Ave N IS 6th St A 9.0 0.27 A 9.3 0.38 Logan Ave N f Site Access A 9.5 SBL N 6th St I Lot 20 Site Access A 0 N 6th St/ 1 Q.20 Bldg Site Access A 9.1 SB B 10.4 SB Weekday PM Peak Hour (Boeing) ·-·-··--·------·· Logan Ave N / S 6th St C 20.4 0.59 B 19.6 0.59 Logan Ave N / Site Access D 31.7 WB N 6th St J Lot 20 Site Ace.ess B 10.0 SBR N 6th St/ 10-20 Bldg Site Access A 9.1 SB B 12.0 SB -·-·-··----· -------~- Weekday PM Peak Hour (Adjacent Street) Lagan Ave N / S 6th St B 15.5 0.67 B 18.4 0.70 Logan A\/e NI Site Access C 23.4 WB N 6th St J Lot 20 Site Access A 8.9 SBR N 6th St J 10-20 Bldg Site Access A 9.3 SB A 9.7 SB 1. Level of service, OOsed on 2000 Highway Capacity Manual mett'IOdology. 2. Average delay ln seconds per vehicle. 3. VIC = Volume-to-Capac;ity ratio for signalized intersections, 4. Worst movement at two-way stop-controlled Intersections. As shown in Table 3, Logan Avenue N / N 6th Street is anticipated to operate at LOS B or better during all time periods studied. The LOS at this intersection improves from without project conditions due to the anticipated shifts in traffic associated with the connection to the 10-20 Building garage. All of the access locations are anticipated to operate at LOS D or better during the study time periods. Summary The following highlights the general findings of the transportation impacts anticipated with the development of Boeings Lot 20. • The project site is located on the northeast comer of Logan Avenue N / N 6th Street in the City of Renton, WA and would construct up to 575 parking spaces. • The proposed project is anticipated to generate 575 trips during the weekday AM and PM (Boeing) peak hour and 115 trips during the weekday PM (Adjacent Street) peak hour. • The intersection of Logan Avenue N / N 6th Street is anticipated to operate at LOS C or better • • Page 15 NE8TH ST z SITE w ;; z <( CJ 0 ~ \ NE 6TH ST NE 5TH ST Site Vicinity Boeing Renton -Parking Lot 20 Q:\Projecls\12112140.00 -Boeing Renton -Parking Lot 20\Graptlics\ 12140_graphic01 <8> roberlm 08/20112 16:45 U) U) z w () z w () ;; <( w 0 ;; z N UJ CJ " 0 0 "' "' ~ it (3 al 'j/transpOGROUP • N NOTTO SCALE ATTACHMENT 1 • N NOT TO SCALE z w > "' z "' "' 0 _, Site Plan 0 0 0 NE 6TH ST Boeing Renton -Parking Lot 20 0 0 0 0 0 0 0 0 0 0 G 0 0 0 0 0 0 ,. __ _ j, .. .,,. .--A'/ \_.···_· . ' -[, . C .. ':J Q:\Projects\ 12\ 12140.00 -Boeing Renton -Parking Lot 20\Graphics\ 12140_graphic01 <A> robertm 08/20112 16:45 ::;,_ j 0 ·A ... Q 0 0 7J[transpoGROJP U) U) w u u "' fl f-- 0 _, ATTACHMENT 2 • N NOT TO SCALE i U) I ui tw ~ SITE ~ I ;;: , ~ 1z ,o ~~ .. ~------2-3}.~~----, ------ 1 J NE 6TH ST i I , . I I, I . U) (!) E :::l 0 > ~ <( 0LOGANAVEN SITE ACCESS 255 l 1 380 0LOGANAVEN SITE ACCESS 745 l l 580 0LOGANAVEN SITE ACCESS 820 l ) 865 ®LOGANAVEN NE6TH ST 195 5lL 10) \_ 10 10--,o 10, (15 J1C 355 ®LOGANAVEN NE 6TH ST 655 5!( 45) \. 15 170--15 330) (80 JlC 520 ®LOGANAVEN NE6TH ST 765 5lt 40) \.35 ,o--5 25) (130 ]IC 785 Existing Weekday Traffic Volumes G) SITE ACCESS (LOT 20) NE 6TH ST 190--oo G) SITE ACCESS (LOT 20) NE 6TH ST 350--115 G) SITE ACCESS (LOT 20) NE 6TH ST 275--175 z w ;;: >:'. er: <( [l_ fi fl I' ,, 11 © SITE ACCESS (BLDG 20) NE 6TH ST 5 5 40) j l \_20 1sa--oo © SITE ACCESS (BLDG 20) NE 6TH ST 20 10 j 10) lls 340--95 © SITE ACCESS (BLOG 20) NE 6TH ST 55 20 j lls 5) 210--120 ATIACHMENT 3 Boeing Renton -Parking Lot 20 Q:\Projects\12\12140.00 -Boeing Ren tan -Parking Lot 20\Graphics\12140_graphicll1 _sel updates <C> scottl 08121112 11 :37 'iftranspoGROUP N 6th St Mark Skaggs (206) 251-0300 B G + ~· llll Approach PHF HV% EB 0.80 3.1% WB 0.75 1.7% NB 0.85 1.3% SB 0.84 1.2% Intersection 0.92 1.3% .. :,. <( C: §, 0 .... I m ,! • " • 0.. Logan Ave & N 6th St 5:30 AM to 6:30 AM Tuesday, April 17, 2012 B B 35 J 1•• I 25 I flt + llll Peds 14 N W*E s Peds 5 Ill; "' " I 2os ! 357 I 1s2 ) B B Volume 32 60 717 256 1,065 Count Period: 4:00 AM to 6:30AM -~ + 32 G flt 17 ~ "' • " • 0.. B N 6th St .. :,. <( C: §, 0 .... Total Vehicle Summary Mark Skaggs (206) 251-0300 Logan Ave & N 6th St Tuesday, April 17, 2012 4:00 AM to 6:30 AM 15-Minute Interval Summary 4·00 AM to 6·30 AM Interval Northbound Start LonanAve Time L T R 4·0DAM 4 56 ' 4 4:15AM 45 79 I 3 4.30 AM 144 63 5 4:45 AM 113 82 7 500 AM 63 62 16 5:15 AM 81 71 11 5.30 AM 104 I 86 21 I 5:45 AM S!f 61 38 6:00 AM 27 B4 38 I 6:15AM 19 106 55 I Total Survey 658 772 195 Peak Hour Summary 5·30 AM to 6·30 AM By Northbo,md L0<1anAve Approach '" I Out I Total I ~me 717 I 224 I 941 I %HV 1.3% PHF 0.85 By Northbound Loqan Ave HV 0 a 0 0 0 D 1 2 3 3 9 HV 9 Movement L I T I R !Total Volume 208 I 357 I 152 1717 PHF O 50 I 0.84 I 0.69 10.85 Rolfing Hour Summary 4:00 AM to 6:30 AM Interval Northbound Start Lo_g_anAve Time L T R HV 4:00 AM 306 282 19 0 4:15AM 365 288 31 a 4·30 AM 401 278 39 0 4:45 AM 361 301 55 1 5:DO AM 306 , 300 88 ! 3 5:15AM 270 I 322 108 8 5:30 AM 208 I 357 152 I 9 L I a I 0 I 0 I 0 ' 3 I 2 I --{ I 6 5 I 12 I 30 '" I 256 I L I 25 ' o.s2 I L I 0 3 5 i 13 15 25 0"' '" Southbound Eastbound Lomm A~e N 6th St T R HV L T R HV 7 1 0 1 D 0 I 0 6 2 0 3 a 0 0 8 2 2 3 0 0 0 9 9 0 2 1 1 0 20 1 0 0 2 I 3 0 35 7 2 1 a 1 0 36 I 13 1 2 2 3 0 48 i 7 0 0 I 4 3 0 51 I 10 1 5 I 3 2 0 59 I 5 1 3 ' 2 3 1 281 57 7 20 I 14 16 1 Southbound Eastbound Looar1 Ave N6thSt Out I Total I HV '" I Out I Total I HV 378 I 634 I 3 32127513071 1 1.2% '3.1% 08' 0.80 Southbound Eastbound Logan Ave N 6th St T R ITotal L I T I R !Total 196 35 256 10 r 11 I 11 132 0.83 I 0.67 I0.84 050 O 69 I o.92 10.ao Southbound Eastbound Logan Ave N 6th St T R HV L T I R I HV 30 14 2 ' 1 I 1 0 43 14 2 8 3 I 4 0 72 19 4 6 3 5 0 10_2 30 ' 3 5 5 8 0 141 28 I 3 3 ' I 10 0 172 37 I 4 8 9 I 9 0 19<3 35 3 10 11 I 11 1 "" '" ~· 256 >• 35 II .J " ,,J 275 22 "-+ ""). HV 31% PHF 080 ~ 208 O"t 224 Out 3'8 196 25 • l+. t r+' 357 152 '" 7t7 ..: ci >• II " HV 17% PHF 0.75 60 In 188 Out Peak Hour Summary 5:30AM to 6:30AM Westbound Pedestrians N 6th St Interval Crosswalk L T I R HV Total ·-North South East West 1 0 0 0 -~ D 0 0 1 0 6 3 0 147 1 ' 0 0 ·7 1 t9 1 0 '" 4 0 5 5 0 12 1 a 237 2 0 2 5 0 1 2 1 173 e-1-r---~ 1 4 - 4 13 2 0 228 __ 0 1 4 2 16 0 0 269 8 3 9 24 5 11 4 0 ~:~ 4 1 13 : 27 7 4 6 I 1 1 0 15·-r2e 3 1 1 0 269 1 1 1 I 32 23 B3 20 I 2 2,172 22 6 47 I 130 Westbound Pedestrians N 6th St Total Crosswalk '" I Out I Total I HV North ; South I East T'Nesl 60 I 188 I 248 I 1 1,065 14 5 38 I 109 1.7% 1.3% 0.75 0.92 Westbound N 6th St Total L I T I R !Total 17 I 32 I 11 60 1,065 0.61 I 0.50 I 0.46 10.75 0.92 Westbound Pedestrians N 6th St Interval Crosswalk L T R HV Total ~[-South East W,,t 2 37 I 5 0 706 .-+ 0 7 13 1 38 7 1 803 0 B 16 5 45 6 j 884 7 1 9 1B 6 · 42 5 1 s2i-11 4 13 37 11 ' 41 8 1 955 13 5 24 I 59 18 44 12 1 1,024 13 5 39 81 17 i 32 11 1 1 065 14 5 38 I 109 Peak Hour Summary •4if·f'li;i> N 6th St Mark Skaggs (206) 251-0300 G [8~ 0 + Approach PHF HV% EB 0.63 0.0% WB 0.25 0.0% NB 0.00 0.0% SB 0.81 0.0% Intersection 0.80 0.0% i .. ,. ·.: Cl 0 • 't, • "- Driveway & N 6th St 4:00 PM to 5:00 PM Wednesday,August15,2012 G GJ G G iJe ~ Peds O N W*E s Peds 0 Volume 5 1 0 87 93 Count Period: 4:00 PM to 6:00 PM ~rn + 0 [] 0 • 't, • "- G N 6th St Total Vehicle Summary Mark Skaggs (206) 251-0300 Driveway & N 6th St Wednesday, August 15, 2012 4:00 PM ta 6:00 PM 15-Minute Interval Summary 4·00 PM to 6·00 PM Interval Northbound Start Drivewav Time 4·00 PM 4:15 PM ~ 4.30 PM 4:45 PM I 5:00 PM ' 5:15 PM 5:30 PM 5:45 PM Total Survey Peak Hour Summary 4:00 PM to 5:00 PM By Northbound Driveway I i Approach lo I Out I Total I Volume 0 I 0 0 I %HV 0.0% -PHF 000 By Northbound Driveway Movement I I I Total L 14 7 7 2 3 2 4 5 44 lo 87 L I I I I ' I I I Volume I I ,o 30 I PHF Rolling Hour Summary 4:00 PM to 6:00 PM 10.00 0_54 I Southbound Drivew_ay I R HV 13 0 13 I 0 I 11 0 20 0 13 0 7 0 7 0 5 0 89 0 southbound Drivewav Out I Total I HV 6 I 93 I 0 0.0% 0 91 Southbound Drivewav R ;Total ' 57 87 ()71 0.81 L 2 2 0 1 0 0 1 I 0 6 I Eastbound N 6th St T I 0 I 0 ' 0 I 0 I a a a 0 0 Eastbound N 6th SI Out 57 ,, HV 0 0 0 0 a a 0 0 0 ,, I Out I Total I HV ,, 5 I 57 I 62 I a 1 0.0% 0.63 Eastbound N6thSt L I T I I Total 5 I 0 I 5 063 I 0.00 0.63 ~"-.-,, Oct 0" 87 s oo >C 57 30 II ... • l+ Q HV 0.0% PHF 0.25 0 ,J-O[f]o 't..t t lo o-+ +-O 30 Oc< + + HV PHF , 0 O 0 c:i ci Oct ,, >" II 0 0 • Peak Hour Summary 4:00PM to 5:00PM Westbound Pedestrians N 6th St -Interval C(055walk T R HV Total North South East west 0 0 0 29 e--"-0 0 0 0 0 0 22 0 6 0 0 0 1 0 19 . 0 0 0 0 0 0 0 23 0 0 0 I 0 I 0 1 a 1_!'..__ ~ a a I 0 0 a I 0 9 ~-0 0 i-~ 0 0 I 0 12 a 0 0 0 0 0 0 10 0 0 a 0 0 2 I 0 141 0 0 i 0 0 Westbound Pedestrians N 6th St Total Crosswalk I Oct I Total I HV Norlh I South I East / ~ I 30 31 I 0 93 0 I 0 I 0 I 0 0.0% 00% 0.25 0.80 Westbound ,,,16th St Total I i I R ITotal I o I 1 -Ji 93 ooo I 0.2s 02s 080 Interval Northbound Southbound Eastbound Westbound Pedestrians Start f--~~Oc'c''i''wca~y~--+-~~~D0rfvewav N 6th St ~~~+--~~i'N06Tth+S'ct _ Interval Crosswalk Time L R HV L I T HV T R HV Total North South I East West ~q _F:'M Jo I s7 a 5 o -+--:'f-t---t--:'f-+-,1~-+-"''---t--f'''-----1 ._tJ_ 0 o 0 0 0 o 4.15 PM 19 I 57 o 3 o o o 2 o 81 o 4:30PM 14 I 51 0 1 o Q-1--+--,o-f-~,'---f-cco -+-",",-~ o o t-,,~t-~,---, 4 .45 p~-·, --+----+--+----+~101--+--+ 47 o 2 -",->--+--,o->--+-o:-+, ~1~+-",~+--,"1~ ,_Q__ 0 o 0 o 0 o 500PM -t 14 I ,,s,--f-S,--f-"1---e-s,--ff--0 D 1 0 48 -f--..c.+~,'---1 N 6th St Approach EB WB NB SB Mark Skaggs (206) 251-D300 G UJ~ G + PHF HV% 0.50 0.0% 0.50 0.0% 0.00 0.0% 0.77 0.0% Intersection 0.91 0.0% ,., ~ Q) ·~ Cl 0 • " • a. Driveway & N 6th St 2:00 PM to 3:00 PM Wednesday,August15,2012 G G G G It llll Peds O N "*" s Peds 0 Volume 10 2 0 46 58 Count Period: 1:00 PM to 3:00 PM ~[B + 0 D 0 • " • a. G N 6th St Total Vehicle Summary Mark Skaggs (206) 251-0300 Driveway & N 6th St Wednesday, August 15, 2012 1:00 PM to 3:00 PM 15-Minute Interval Summary 1:00 PM to 3:00 PM lnterw"al Northbound Sbrt Drivewa" Time I 1 00 PM 1:15 PM 1:30 PM 1:45 PM 2:00 PM 2:15 PM --~-}9 PM 2:45 PM Total Suf\ley Peak Hour Summary 2·00 PM to 3:00 PM By Northbound Drivewav Approach le I ollt I Total I Volume o i o I o %HV 0.0% PHF 0.00 By Northbound Movement Drivewa~ • I I • .Total L 1 0 1 1 2 6 5 3 19 lo 46 L I I I I I I I I L_Volume I I '° 16 I PHF ' Rolling Hour Summary 1:00 PM to 3:00 PM Interval Northbound Start Ortvewav Time 1:00 PM ~_5PM 1:30 PM 1:45PM 2:00 PM 10.00 0.67 I L 3 4 10 14 16 I Oct le Southbound Eastbound Driveway N 6th St R HV L I T HV 8 0 1 I a o 2 0 o 0 o ----- 3 0 3 i 0 0 2 o 2 ' 0 o 6 0 5 0 0 8 o 1 0 0 10 0 1 0 0 6 0 3 o 0 45 0 16 0 o Southbound Eastbound Drivewav N 6th SI Out I Total I HV lo' Out I Total I HV 12 I 58 I 0 10 _I 30 I '° ' 0 0.0% 0.0% 077 0.50 Southbound Eastbound Dnvewav N 6th SI R jTotal L T I ITotal I 30 146 10-0 10 I 0.75 10.77 0 50-o ool la.5o Southbound Eastbound Drive!!av N 6th St R HV L I T HV 15 o 6 o 0 13 o 10 o o 19 0 11 o o 26 o ' 0 0 30 0 10 o o 30 10 HV PHF I ' i I le I 2 I I I ;l ' le Oct 0 46 " ci O >" 30 16 I I a HV 00% PHF 0 050 10J t.. 2 " oo+ 0 0 [E ... , 16 Oct -. + 0 +i t ~ , 0 0 0 Oat le > " I I o 0 a Peak Hour Summary 2:00 PM to 3:00 PM Westbound Pedestrians N 6th SL lnterw'al Cro,~swaJk T R I HV Total North '""" East I West 0 2 I 0 12 _o_ 0 0 o o ,-I _Q__ 2 0 0 o o 0 o I 0 7 o a o 0 0 1 ' 0 6 o 0 o 0 0 1 0 14 ----,------o o a_ 0 1 0 16 _o_~ 0 o 0 0 o 0 16 0 0 0 ' 0 0 o 0 ---,,------0 o 0 0 0 5 0 85 o 0 I 0 0 Westbound Pedestrians N 6th St Total Crosswalk Oat I Total I HV North I South I East I 1NeS1- 16 I 18 I o 58 0 I o ' o , o 60% 00% a.so 0.91 Westbound N 6th St Total T I R Total O I 2 2 5S ooo I 0.50 050 091 Westbound Pedestrians N 6th St Interval Crosswalk ---- T R HV Total Noc<h South-I East I West o 3 0 2T e---Jl_ o I 0 o o 2 0 29 o o o 0 o 3 0 43 0 o 0 o 0 3 0 52 ~- o i 0 0 0 2 o 58 o 0 0 N 6th St Mark Skaggs (206) 251-0300 G B ~· + ~ .. " q: C: Ill 0, 0 ..J I w ~ • "C • C. Logan Ave & N 6th St 4:15 PM to 5:15 PM Tuesday, July 24, 2012 B B 17 I 1 61 I 36 I " .. ~ Peds 20 N "'*" s Peds 16 lllt "' 11 I 15 I 1s1 I 19• I B I 1001 I Approach PHF HV% Volume EB 0.66 1.0% 103 WB 0.84 0.6% 175 NB 0.91 1.1% 1,001 SB 0.90 1.6% 820 Intersection 0.93 1.2% 2,099 Gou nt Period: 4:00 PM to 6:00 PM -~ +, B le 131 w ,. • "C • C. EJ N 6th St .. " q: C: Ill g, ..J Total Vehicle Summary •t1f ·Efiii- Mark Skaggs (205) 251-0300 Logan Ave & N 6th St Tuesday, July 24, 2012 4:00 PM to 6:00 PM 15-M;nute Interval Summary 4:00 PM to 6:00 PM Interval Northbound Start Logan Ave Time L T I R 4·00 PM_ 2 148 I 51 4.15 PM 3 166 39 430 PM 2 200 51 4:45 PM 7 218 ' 50 5:00 PM 3 203 i 59 5:15 PM 5 200 I 49 5:30 PM 5 222 59 - 5.45 PM 3 206 48 HV L I 6 6 I 1 5 I 3 12 4 10 3 9 I 3 5 I 2 4 I i 10 Southbound ~(?~n Ave T R I HV 188 2 I 4 197 6 3 198 6 4 215 3 5 157 2 I 1 182 2 I 7 179 2 I 1 177 4 I 3 Total Survey 30 1,563 386 24 61 j 1,4731 27 I 28 Peak Hour Summary 4·15 PM to 5·15 PM By Northbound Lonan Ave Approach lo ! Out I Total I Volume 1,001 I 922 I 1,923 I %H~ ---1.1% PHF 0.91 By Northbound Looan Ave HV 11 Movement L I T I R !Total Volume_ 15 l 78:7-. I 199 l1.D01 PHF o.54 I 0.90 0 84 10.91 Rolling Hour Summary 4·00 PM to 6·00 PM Interval Northbound Start Lonan Ave Time L T R 1 HV 4:00 PM 14_ __ 732 171 14 4:15 PM 15 -787 199 11 4·3D PM 17 621 209 13 4:45 Pr,J_ {~. B43 217 12 5:00 PM 831 215 10 Southbound LonanAve le I 0,1 I Total I HV B20 I 865 I 1,685 I 13 1.6% 0 90 Southbound Logan Ave L I T I R ITotal 36 I 767 I 17 1820 0.75 I 089 I 0.71 10.90 Southbound Logan Ave L • T R HV 33 ' 778 17 16 38 7_§1_ I--_17 13 36 752 13 17 28 7S3 9 14 28 695 10 12 Out 39 In 103 Eastbound N6th St L T R HV 9 8 11 0 11 15 13 1 w 4 1 0 6 7 4 -Q_ 12 12 I 6 0 3 2 I 7 1 6 4 3·-0 10 3 6 0 69 55 I 51 2 Eastbound N 6th St le TOu-i I Total I HV 1D3 I 39 I 142 I 1 1.0% 0.66 Eastbound N 6th St L I T I R ITotal 41 I 38 24 1103 O 85 I 0.63 I 0.46 10 66 Eastbound N 6th St L I T R HV 38 i 34 29 1 '1 I 38 " 1 33 I 25 18 1 29 j ·25·-20 1 31 I 21 22 1 HV PHF L " 39 30 30 32 25 23 22 244 lo I 1_7~ I L I -J_~ j L 142 131- 117 -1_10 102 #a :n."' le 820 Out 865 17 767 36 Ool 922 le 1,001 >" rr " Peak Hour Summary 4:15 PM to 5:15 PM Westbound N 6111__§_~ . Interval T R HV Total North 1 12 0 441 3 4 i 9 0 507 8 1 11 0 526 5 ---2 9 1 563 3 0 8 0 503 4 1 8 0 489 ,_,_ 1 8 0 516 2 -- 1 5 0 495 2 11 70 1 4,040 32 Westbound N6thSt Total 06% cs, 175 In 273 Out Pedestrians Crosswalk South East ""'" 1 5 23 14 21 55 0 16 26 2 1 24 0 8 21 1 6 21 5 4 19 - 1 5 18 24 66 207 Pedestrians Crosswalk OUt I Total I HV North I South I East I West 273 -r 448 I 1 2,099 20 16 I 46 I 126 0.6% 1.2% 0.84 0.93 Westbound N 6th Sl Total 7 -, R lrota_l_ 7 I 37 1175 2.099 D.44 O.B4 10.84 0.93 Westbound Pedestrians N6th St lnterval Crosswalk T R I HV Total - North South East West 8 41 I 1 2 037 19 17 43 128 7 37 I 1 2,099 20 16 46 126 4 38 1 2,081 17 3 31 92 4 33 I 1 2,071 - _1_4_ L_§_ 19 85 3 29 I 0 2,003 13 I 7 23 79 N 6th St Mar1<.Skaggs (206) 251-0300 ~ G Approach PHF EB 0.66 WB 0.63 NB 0.00 SB 0.44 Intersection 0.63 ~~ + HV% 0.0% 0.0% 0.0% 0.0% 0.0% "' ~ "' ~ 0 0 " • a. Driveway & N 6th St 6:00 AM to 7:00 AM Wednesday, August 15, 2012 0 G ~ D lie ~ Peds 0 N IV.E s Peds 0 Volume 66 25 0 7 98 Count Period: 5:00AM to 7:00AM ~ [fJ + 0 G 0 0 " • a. D N 6th St Total Vehicle Summary Mark Skaggs (206) 251-0300 Driveway & N 6th St Wednesday, August 15, 2012 5:00 AM to 7:00 AM 15-Minute Interval Summary 5:00 AM to 7:00 AM Interval Northbound Start Driveway Time I s·oo AM I 5.15AM ' 5:30 AM 5:45 AM 600AM 6:15AM 6:30AM 6:45AM I Total Sur.ey ! Peak Hour Summary 6·00 AM to 7:00 AM By Northbound Drivewav Approach ~-. Out I Total I Volume 0 0 a %HV 0.0% PH> 0.00 By Northbound Movement Driveway ' I Volume I I PHF I Rolling Hour Summary 5:00 AM to 7:00 AM Interval Northbound Start Dnveway Time I 5:00 AM 5.15AM 5:30 AM 5:45A_M 6:00AM I Total ,o 0.00 ' L 0 a a a 0 1 0 0 1 ,, 7 L 1 0.25 L 0 0 1 1 1 I I f I I I I l I I I I I I I Out 6 In 66 Southbound Eastbound Driveway N_ 6th St R I HV L T I I HV 0 I 0 6 0 0 1 a 9 a ' 0 0 0 4 0 0 1 0 13 a 0 0 0 8 0 0 0 0 14 0 0 2 0 19 0 0 4 0 25 0 0 8 0 " 0 D Southbound Eastbound Driveway N 6th St Out I Total I HV ,, I Out I Total I HY 91 l 98 l 0 66 6 I 72 I D 0.0% 0.0% 0.44 0.66 Southbound Eastbound Driveway N 6th St I R ,Total L I T I Total 6 17 66 0 ' 166 O 35 10.44 066 000 i 0.66 Southbound Eastbound Dri\leway N6thSl R I HV L T I HV 2 l 0 32 0 I 0 ' I 0 34 D 0 T ' 0 39 D ' 0 3 I 0 54 0 0 I 6 I 0 66 0 I 0 ;~ " ,, Osl 0 ' 7 91 0 >" 6 :;: I .,J I+ 1 • HY 0.0% PH> 0.63 a e,J rn t.25 25 ,, o-+ +-o Ool • 0 O + HV 0.0% 0 PHF 066 ... t r+ 0 ci Ost lo >~ II 0 0 ~ Peak Hour Summary 6:00AM to 7:00 AM Westbound Pedestrians N 6th St Interval Crosswalk ~ T R HV Total North South East West 0 0 0 6 0 0 0 0 0 1 a ----11-----___Q_ 0 0 0 a 3 0 7 a 0 a -~ 0 4 0 18 -%--0 0 0 0 7 0 15 0 0 0 0 4 I 0 19 __I)__ 0 0 0 0 4 I 0 _ae__ 0 0 I a 0 0 10 I 0 39 D 0 I a 0 0 33 I 0 140 0 I 0 a 0 Westlxiund Pedestrians N 6th St Total Crosswalk ,, I Out I Total!HV North I South I Eas~ 25 I 1 I 26 a_ 98 0 0 I 0 ' 0 00% 00% 063 0.63 Westbound N 6th St Total --I T ! R ITotal I 0 I 25 25 98 0.00 0.63 0.63 O.~ Westbound Pedestrians N 6th St Interval Crosswalk T I R HV Total Nortll I South I East West 0 I 8 0 .~ 0 0 0 0 0 15 0 51 0 0 0 0 0 I 18 D sf·-~9 0 0 0 0 I 19 0 77 0 I 0 0 0 0 I 25 0 98 0 l 0 0 D N 6th St Mark Skaggs (206) 251.D3DO EJ B ~· + llll Q) ::. "( t: 1¥, 0 .... I M .. 0 " • a. Logan Ave & N 6th St 1 :30 PM to 2:30 PM Tuesday, April 17, 2012 B B 21 I ss3 I 73 I ,e ... llll Peds 6 N W.£ s Peds 3 It + " I 1os I s20 I 110 I 110641 EJ Approach PHF HV% Volume EB 0.50 0.2% 543 WB 0.74 3.4% 116 NB 0.94 3.2% 739 SB 0.89 2.5% 747 Intersection 0.77 2.2% 2,145 Count Period: 1:00 PM to 3:00 PM -~ + 17 El It 82 m 0 " • a. B N 6th St Q) ::. "( t: 1¥, 0 .... Total Vehicle Summary Mark Skaggs (206) 251-0300 Logan Ave & N 6th St Tuesday, April 17, 2012 1 :00 PM to 3:00 PM 15-Minute Interval Summary 1 :00 PM to 3:00 PM Interval Northbound '"" --Logan Ave Time L T R I HV L I 1:00 PM 31 124 32 5 ' I 1:15 PM 23 11_0 29 I 8 7 1:30 PM 29 134 24 I 4 26 1:45 PM 27 '31 39 5 " 2:00 PM 32 125 22 8 19 2:15 PM " 130 25 7 9 ' 2:30 PM 28 ''° 20 4 16 2·45 PM 19 m 31 3 {8 I Southbound Loaan A~e T I R HV 134 1 3 I 6 146 I 4 6 178 ' 5 2 173 5 6 ,76 7 5 fas 4 6 '83 0 2 '" 3 8 Total Sur,ey 210 ,.o,s I 222 44 118 I 1,303 " 41 Peak Hour Summary 1 :30 PM to 2:30 PM By Northbound LN>an Ave Approach " I Out I Total I Volume 739 I 1,0641 1,803 I %HV 3.2% PHF 0.94 8y Northbound LooanAve HV 24 Movement L I T I R ITolal Volume 109 I 529 I 110 1739 PHF 0.65 0.97 I 0.71 i0.94 Rolling Hour Summary 1:00 PM to 3:00 PM Interval Northbound St<rt LooanAve Time L T R I HV 1---:i:oa PM 110 499 124 I 22 1:15PM "' I 500 114 I 25 1:30 PM ,09 I 520 110 I 24 1:45 PM 108 526 106 I 24 2:00 PM 100 I 517 ,a I 22 southbound LonanAve lo Out I Toti I HV 747 I 582 11,3291 19 2.5% 0.59 Southbound Logan Ave L I T I R ITotal 73 I 653 21 747 0.70 o 92 I 0.75 t0.89 Southbound ~ooan Ave L I T I R HV 56 I 63' " 20 7' I 673 I 21 " 7' I 653 21 " 63 I 658 I 18 19 62 672 I " 21 0,1 " Eastbound N6thS\ L T I R HV 8 6 ' 11 0 2 13 29 1 " 85 164 0 7 43 66 0 9 23 60 0 8 " 39 1 27 69 "' I 1 9 37 SB i 1 91 "' 545 4 Eastbound N 6th St 10 I Out I Total I HV 543 I 147 I 690 I ' 0.2~ 0.50 Eastbound N6thSt L I T I R !Total 45 169 I 329 1543 054 I 0.50 o.so· 0.50 Eastbound N 6th St L T I R HV 38 147 I 270 ' 39 164 319 1 45 169 I 329 1 5' 153 I 283 2 53 ' 147 I 275 3 ;J."' le, 0>1 "" 747 582 N c:i >" " 653 73 = I .., • l+ ' HV 3.4% PHF o 74 6 ,,J [fl t.17 147 116 lo 169-+, +-17 543 352 Oat '"• ~ " .(" 82 HV 0.2% PHF 0.50 +.a t ,. ;J. st Nm 109 S2D 1,0 O'.i ci 0~ lo >~ II 1,064 739 ,_ Peak Hour Summary 1:30 PM to 2:30 PM Westbound Pedestrians _t,j 6th St Interval Crosswalk L I T R HV Total North South East I We~t- 16 6 9 ' 384 ~-' 1 ' 0 L_ 10 16 2 8 1 389 '--'-· 0 1 1·~ 19 3 4 2 692 _ 2 0 3 9 16 3 5 0 534 ' 0 3 !+a 28 5 6 2 512 +-~ 2 " 6 2 0 4~ 0 " 26 5 4 0 0'6 J 2 16---,,- 25 2 7 0 srn 5 " 20 45 '65 32 I 45 6 4,072 " " 45 "1 I Westbound Pedestrians N 6th St Total Crosswalk In I Out I Total i ·HV North , South I Ea~~ 116 I 352 I ''" I 4 2,145 e I 3 I 8 I 43 3.4% 22% 074 077 Westbound N 6th St _ [Total Total L ' T I R Total 82 I 17 I " 116 2,145 0.73 0.71 0.71 0.74 -~ Westbound Pedestrians N 6th St Interval Crosswalk L T R HV Total North So~ih I East Wes< 67 14 26 4 1,999 -'-r--~ I 7 I 29 79 " 23 5 2.--:rv-4 9 ' 37 82 I " 17 4 2,145 1--6 3 I 8 Q_ 89 I 19 " 2 2,089 e---1.-~-' I " I 61 98 I 18 19 2 2 073 13 18 I 38 I 102 • N NOTTO SCALE 8- Cl) <1l E :::i 0 > ~ <( Cl)~ <1l - E~ :::i~ o(f) > . ....:, ~""Cl o...~ ! SITE i~ 'W lu lu l <( I ?;] !0 -~ 2---~~-NE 6TH ST , I I I I I I I CD LOGAN AVE N SITE ACCESS ®LOGANAVEN NE 6TH ST 0 SITE ACCESS (LOT 20) NE6TH ST 260 195 l 5!C 10) \.10 10--,o 190--,o 1 10, (15 J1C 385 360 CD LOGAN AVE N SITE ACCESS ®LOGANAVEN NE6TH ST 0 SITE ACCESS (LOT 20) NE 6TH ST 750 660 j 5!L 45) \. 15 170--15 355--115 1 3351 (BO J1C 590 530 CDLOGANAVEN SITE ACCESS ®LOGANAVEN NE 6TH ST 0 SITE ACCESS (LOT 20) NE 6TH ST 830 775 j J!C 40) \.35 ,o-_, 2ao--175 1 ", (130 llC 880 800 © SITE ACCESS (BLDG 20) NE 6TH ST 5 5 ,o) j l \_20 150--so © SITE ACCESS (BLDG 20) NE 6TH ST 20 10 10) j l\_5 345--95 © SITE ACCESS (BLDG 20) NE 6TH ST 55 20 5Jj Lu 275--120 2013 Without Project Weekday Traffic Volumes ATTACHMENT Boeing Renton -Parking Lot 20 t::;1r. 5 Q:\Projects\12112140.00 -Boeing Renton -Parking Lot 20\Graphi::s\12140_graphic01_sel updates <D> scottl 08121/12 11:36 Ill transpOGROUP HCM Signalized Intersection Capacity Analysis AM Peak -2012 Existing 29: N 6th St & Lo9an Ave N .,,. " "f -'-~ t !' \. + .; -+ M:llVelttent eat,, ear EBR WBL WBT WBR NBL N'T NBl SSL S~'f SBR Lane Configurations 'i tt .,, 'i + .,, 'i t .,, 'i t~ Volume (vph) 10 10 10 15 30 10 210 355 150 25 195 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 11 11 11 11 11 11 11 11 12 Total Lost time (s) 3.0 3.0 2.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 100 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3388 1568 1711 1801 1531 1728 1818 1546 1728 3376 Flt Penmitted 0.74 1.00 1.00 0.57 1.00 1.00 0.60 1.00 1.00 0.47 1.00 Satd. Flow (eerm) 1357 3388 1568 1018 1801 1531 1085 1818 1546 850 3376 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 11 11 16 33 11 228 386 163 27 212 38 RTOR Reduction (vph) 0 0 0 0 0 10 0 0 39 0 9 0 Lane Group Flow (vph) 11 11 11 16 33 1 228 386 124 27 241 0 Hea~ Vehicles(%) 3% 3% 3% 2% 2% 2% 1% 1% 1% 1% 1% 1% Turn Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 Free 6 6 8 8 4 Actuated Green, G (s) 5.0 3.5 120.0 8.6 5.3 5.3 89.1 89.1 89.1 68.2 68.2 Effective Green, g (s) 9.0 5.5 120.0 12.6 7.3 7.3 91.1 91.1 91.1 70.2 70.2 Actuated giC Ratio 0.08 0.05 1.00 0.10 0.06 0.06 0.76 0.76 0.76 0.59 0.59 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 113 155 1568 137 110 93 968 1380 1174 542 1975 vis Ratio Prot 0.00 0.00 c0.01 c0.02 0.05 c0.21 0.00 c0.07 vis Ratio Perm 0.00 O.o1 O.D1 0.00 0.13 0.08 O.D3 vie Ratio 0.10 0.07 0.01 0.12 0.30 0.01 0.24 0.28 0.11 0.05 0.12 Uniform Delay, d1 51.7 54.8 00 48.5 53.9 52.9 4.4 4.4 3.8 10.8 11.1 Progression Factor 1.00 1.00 1.00 0.85 0.81 0.68 0.77 0.77 1.80 1.00 1.00 Incremental Delay, d2 0.4 0.2 0.0 0.4 1.5 0.0 0.1 0.5 0.2 0.0 0.1 Delay (s) 52.0 55.0 0.0 41.4 45.3 36.1 3.5 3.9 7.0 10.8 11.3 Level of Service D D A D D D A A A B B Approach Delay (s) 35.7 42.6 4.4 11.2 Approach LOS D D A B ~-s,g\~1~3$~ J .:'_\ . ·> is ·,:<'"/ .... ,:: ,;,;···\..,.·. . ·\ ;~~-;~ ·:7;~jp ·~~-;< b) ;_ ·\ , ,.,.,. ·t',- HCM Average Control Delay 9.0 HCM Level of Service A HCM Volume to Capacity ratio 0.27 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 C Critical Lane Group Synchro 7 -Report HCM Unsignalized Intersection Capacity Analysis AM Peak -2012 Existing 329: N 6th St & Site Access (bld9 20) ..> ---\.. \. .,, Movement EBL §BT WBT WBR SBL SBR Lane Configurations ' tt tf. y Volume (veh/h) 40 150 60 20 5 5 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 43 163 65 22 5 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right tum flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (fl) 400 890 pX, platoon unblocked vC, conflicting volume 87 245 43 vC1, stage 1 confvol 76 vC2, stage 2 conf vol 168 vCu, unblocked vol 87 245 43 tC, single (s) 4.2 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 pO queue free % 97 99 99 cM capacity (veh/h) 1500 789 1024 ~,lill!le:#' .· . . 831 EIJ2 .. · m:v wa1 '.!\'.82 sa,1 . ,. ':•1 . ' l.r.:·' Volume Total 43 82 82 43 43 11 Volume Left 43 0 0 0 0 5 Volume Right 0 0 0 0 22 5 cSH 1500 1700 1700 1700 1700 891 Volume to Capacity 0.03 0.05 0.05 0.03 0.03 0.01 Queue Length 95th (ft) 2 0 0 0 0 1 Control Delay (s) 7.5 0.0 0.0 0.0 0.0 9.1 Lane LOS A A Approach Delay (s) 1.6 0.0 9.1 Approach LOS A lnlliraec!ion~ Average Delay 1.4 Intersection Capacity Utilization 18.9% ICU Level of Service A Analysis Period (min) 15 Synchro 7 -Report HCM Signalized Intersection Capacity Analysis AM Peak -2013 Without Project 29: N 6th St & Lo9an Ave N / -t ., -' .... t I' '. + ~ Movement EBL EST EBR WBL WBT WBR NBL NST NBR SBL S.BT ~BR Lane Configurations "i tt r 'i t r 'i t r "i tt,. Volume (vph) 10 10 10 15 30 10 210 360 150 25 195 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 11 11 11 11 11 11 11 11 12 Total Lost time (s) 3.0 3.0 2.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3388 1568 1711 1801 1531 1728 1818 1546 1728 3376 Flt Penmitted 0.74 1.00 1.00 0.57 1.00 1.00 0.60 1.00 1.00 0.46 1.00 Satd. Flow (eerm) 1357 3388 1568 1018 1801 1531 . 1085 1818 1546 845 3376 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 11 11 16 33 11 228 391 163 27 212 38 RTOR Reduction (vph) 0 0 0 0 0 10 0 0 39 0 9 0 Lane Group Flow (vph) 11 11 11 16 33 1 228 391 124 27 241 0 Hea!'.l'. Vehicles (% l 3% 3% 3% 2% 2% 2% 1% 1% 1% 1% 1% 1% Tum Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 Free 6 6 8 8 4 Actuated Green, G (s) 5.0 3.5 120.0 8.6 5.3 5.3 89.1 89.1 89.1 68.2 68.2 Effective Green, g (s) 9.0 5.5 120.0 12.6 7.3 7.3 91.1 91.1 91.1 70.2 70.2 Actuated g/C Ratio 0.08 0.05 1.00 0.10 0.06 0.06 0.76 0.76 0.76 0.59 0.59 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 113 155 1568 137 110 93 968 1380 1174 539 1975 v/s Ratio Prat 0.00 0.00 c0.01 c0.02 0.05 c0.22 0.00 c0.07 v/s Ratio Perm 0 00 0.01 0.01 0.00 0.13 0.08 0.03 v/c Ratio 0.10 0.07 0.01 0.12 0.30 0.01 0.24 0.28 0.11 0.05 0.12 Uniform Delay, d1 51.7 54.8 0.0 48.5 53.9 52.9 4.4 4.4 3.8 10.8 11.1 Progression Factor 1.00 1.00 1.00 0.85 0.81 0.68 0.77 0.77 1.80 1.00 1.00 Incremental Delay, d2 0.4 0.2 0.0 0.4 1.5 0.0 0.1 0.5 0.2 0.0 0.1 Delay (s) 52.0 55.0 0.0 41.4 45.3 36.1 3.5 3.9 7.0 10.8 11.3 Level of Service D D A D D D A A A 8 8 Approach Delay (s) 35.7 42.6 4.4 11.2 Approach LOS D D A 8 ~"" Sl!ifuiii!Y,. HCM Average Control Delay 9.0 HCM Level of Service A HCM Volume to Capacity ratio 0.27 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 41.4% ICU Level of Service A Analysis Period (min) 15 C Critical Lane Group Synchro 7 -Report HCM Unsignalized Intersection Capacity Analysis AM Peak -2013 Without Project 329: N 6th St & Site Access (bld9 20l ..> --' \. .,, Movement EBL EBT WBT WBR SBL Sl!R Lane Configurations 1i tt tt. ¥ Volume (veh/h) 40 150 60 20 5 5 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 43 163 65 22 5 5 Pedestrians Lane Width (ft) Walking Speed (fUs) Pencent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 400 890 pX, platoon unblocked vC, conflicting volume 87 245 43 vC1, stage 1 confvol 76 vC2, stage 2 confvol 168 vCu, unblocked vol 87 245 43 tC, single (s) 4.2 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 pO queue free % 97 99 99 cM capacity (veh/h) 1500 789 1024 bfm,tallli.j, ' ·01 ~2 J:if:J, W&1 .. wst-: sat ' "! Volume Total 43 82 82 43 43 11 Volume Left 43 0 0 0 0 5 Volume Right 0 0 0 0 22 5 cSH 1500 1700 1700 1700 1700 891 Volume to Capacity 0.03 0.05 0.05 0.03 0.03 0.01 Queue Length 95th (ft) 2 0 0 0 0 1 Control Delay (s) 7.5 0.0 0.0 0.0 0.0 9.1 Lane LOS A A Approach Delay (s) 1.6 0.0 9.1 Approach LOS A l!ltllciectioit s-.w .,,i;., -~ Average Delay 1.4 Intersection Capacity Utilization 18.9% ICU Level of Service A Analysis Period (min) 15 Synchro 7 -Report HCM Signalized Intersection Capacity Analysis AM Peak -2013 With Project 29: N 6th St & Lo9an Ave N / -'\, '# -' ..., t ~ \. + .I Movement EB!. ear EBR WBL W8T WBR NBL NBT NBR SSL SBl' $BR Lane Configurations 1i tt t 1i t t 1i t t 1i tfo. Volume (vph) 10 10 10 15 30 10 210 521 248 8 195 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 11 11 11 11 11 11 11 11 12 Total Lost time (s) 3.0 3.0 2.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Said. Flow (prot) 1752 3388 1568 1711 1801 1531 1728 1818 1546 1728 3376 Flt Penmitted 0.74 1.00 1.00 0.57 1.00 1.00 0.60 1.00 1.00 0.37 1.00 Satd. Flow (eerm) 1357 3388 1568 1018 1801 1531 1085 1818 1546 670 3376 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 11 11 16 33 11 228 566 270 9 212 38 RTOR Reduction (vph) 0 0 0 0 0 10 0 0 59 0 9 0 Lane Group Flow (vph) 11 11 11 16 33 1 228 566 211 9 241 0 Hea'!)'. Vehicles{%) 3% 3% 3% 2% 2% 2% 1% 1% 1% 1% 1% 1% Turn Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Protected Phases 5 2 1 6 3 8 7 4 Penmitted Phases 2 Free 6 6 8 8 4 Actuated Green, G (s) 5.0 3.5 120.0 8.6 5.3 5.3 91.9 91.9 91.9 66.2 66.2 Effective Green, g (s) 9.0 5.5 120.0 12.6 7.3 7.3 93.9 93.9 93.9 68.2 68.2 Actuated g/C Ratio 0.08 0.05 1.00 0.10 0.06 0.06 0.78 0.78 0.78 0.57 0.57 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 113 155 1568 137 110 93 1004 1423 1210 410 1919 vis Ratio Pro! 0.00 0.00 c0.01 c0.02 0.05 c0.31 0.00 c0.07 vis Ratio Perm 0.00 0.01 0.01 0.00 0.12 0.14 0.01 vie Ratio 0.10 0.07 0.01 0.12 0.30 0.01 0.23 0.40 0.17 0.02 0.13 Uniform Delay, d1 51.7 54.8 0.0 48.5 53.9 52.9 3.6 4.1 3.3 11.8 12.0 Progression Factor 1.00 1.00 1.00 1.19 1.17 1.26 0.80 0.99 1.70 1.00 1.00 Incremental Delay, d2 0.4 0.2 0.0 0.4 1.5 0.0 0.1 0.8 0.3 0.0 0.1 Delay (s) 52.0 55.0 0.0 58.3 64.7 66.8 3.0 4.9 5.9 11.9 12.2 Level of Service D D A E E E A A A B B Approach Delay (s) 35.7 63.4 4.7 12.2 Approach LOS D E A B iii~~c·, .. ,;, -~·-:r ·;;·;··. " ... :: r :·: ··1 ··; ·'.l,} , . ' HCM Average Control Delay 9.3 HCM Level of Service A HCM Volume to Capacity ratio 0.38 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15 C Critical Lane Group Synchro 7 -Report HCM Unsignalized Intersection Capacity Analysis AM Peak -2013 With Project 329: N 6th St & Site Access (bld9 20) .> --'-\. ,cl MQVement EB!. EBT WBT WBR SSL SBR Lane Configurations "'i ++ tt, V Volume (veh/h) 121 150 262 3 5 5 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 132 163 285 3 5 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 400 890 pX, platoon unblocked vC, conflicting volume 288 631 144 vC1, stage 1 oonfvol 286 vC2, stage 2 oonf vol 345 vCu, unblocked vol 288 631 144 tC, single (s) 4.2 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 po queue free % 90 99 99 cM capacity (veh/h) 1264 556 884 blrei;1!oll;t.aili:!k ERi. ea2 ms3 WB1 \iVai. §Q1. . ; ' Volume Total 132 82 82 190 98 11 Volume Left 132 0 0 0 0 5 Volume Right 0 0 0 0 3 5 cSH 1264 1700 1700 1700 1700 683 Volume to Capacity 0.10 0.05 0.05 0.11 0.06 0.02 Queue Length 95th (ft) 9 0 0 0 0 1 Control Delay (s) 8.2 0.0 0.0 0.0 0.0 10.4 Lane LOS A B Approach Delay (s) 3.7 0.0 10.4 Approach LOS B In~~-· Average Delay 2.0 Intersection Capacity Utilization 27.4% ICU Level of Service A Analysis Period (min) 15 Synchro 7 -Report HCM Unsignalized Intersection Capacity Analysis AM Peak -2013 With Project 331 • N 6th St & Site Access (Lot 20) _.> --'-\. .,, Movement E8l.. eer WBT WBR §ll~ S8R Lane Configurations ++ tf+ I'" Volume (vehlh) 0 271 60 202 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hou~y flow rate (vph) 0 295 65 220 0 0 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 240 1050 pX, platoon unblocked vC, conflicting volume 285 322 142 vC 1, stage 1 conf vol vC2, stage 2 con! vol vCu, unblocked vol 285 322 142 IC, single (s) 4.2 6.8 6.9 IC, 2 stage (s) tF (s) 2.2 3.5 3.3 pO queue free % 100 100 100 cM capacity (vehlh) 1267 652 886 blrection, !$el#.··•·· £!:\,;$. l:B:! war W82 Sl!I' _1! Volume Total 147 147 43 241 0 Volume Left 0 0 0 0 0 Volume Right 0 0 0 220 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.09 0.09 0.03 0.14 0.00 Queue Length 95th (ft) 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 0.0 0.0 0.0 Approach LOS A J~SiJt~; I "'I ','·11 11 Average Delay 0.0 Intersection Capacity Utilization 11.5% ICU Level of Service A Analysis Period (min) 15 Synchro 7 -Report HCM Unsignalized Intersection Capacity Analysis AM Peak -2013 With Project 333: Site Access & Lo9an Ave N "f '-t ~ \. + Movement WBL WBR NBT NBR SBL SBT Lane Configurations ¥ i, 1i tt Volume (veh/h) 0 0 385 161 149 243 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 418 175 162 264 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right tum flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal {ft) 855 434 pX, platoon unblocked 0.90 0.90 0.90 vC, conflicting volume 962 506 593 vC1, stage 1 confvol 506 vC2, stage 2 con! vol 456 vCu, unblocked vol 901 393 491 tC, single (s) 6.8 6.9 4.1 tc. 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 pO queue free % 100 100 83 cM capacity (veh/h) 422 549 966 bin!!;tiori, l.!lne# W61 NB 1 se.1 $82 S83 Volume Total 0 593 162 132 132 Volume Left 0 0 162 0 0 Volume Right 0 175 0 0 0 cSH 1700 1700 966 1700 1700 Volume to Capacity 0.00 0.35 0.17 0.08 0.08 Queue Length 95th (ft) 0 0 15 0 0 Control Delay (s) 0.0 0.0 9.5 0.0 0.0 Lane LOS A A Approach Delay (s) 0.0 0.0 3.6 Approach LOS A ln~tlon ~!! . -----~----------, - Average Delay 1.5 Intersection Capacity Utilization 45.0% ICU Level of Service A Analysis Period (min) 15 Synchro 7 -Report HCM Signalized Intersection Capacity Analysis PM (Boeing) Peak -2012 Existing 29 N 6th St & Lo~an Ave N .,> " 'f -' ~ t I" '. + .; -+ Movement Eel . EBT EBR WBL WBT WBR NBL NBT NBR SBL SBI SBR Lane Configurations "i tt '{' llj + '{' llj t '{' "i tt,. Volume (vph) 45 170 330 80 15 15 110 520 110 75 655 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 11 11 11 11 11 11 11 11 12 Total Lost time (s) 3.0 3.0 2.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1805 3490 1615 1694 1783 1516 1694 1783 1516 1694 3373 Flt Penmitted 0.69 1.00 1.00 0.50 1.00 1.00 0.32 1.00 1.00 0.95 1.00 Satd. Flow (eerm) 1307 3490 1615 896 1783 1516 577 1783 1516 1694 3373 Peak-hour factor, PHF 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Adj. Flow (vph) 58 221 429 104 19 19 143 675 143 97 851 26 RTOR Reduction (vph) 0 0 0 0 0 17 0 0 61 0 2 0 Lane Group Flow (vph) 58 221 429 104 19 2 143 675 82 97 875 0 Hea~ Vehicles(%) 0% 0% 0% 3% 3% 3% 3% 3% 3% 3% 3% 3% Turn Type prn+pt Free pm+pt Perm prn+pt Perrn Pro! Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 Free 6 6 8 8 Actuated Green, G (s) 23.2 14.9 120.0 20.6 13.6 13.6 66.6 66.6 66.6 11.5 71. 1 Effective Green, g (s) 27.2 16.9 120.0 24.6 15.6 15.6 68.6 68.6 68.6 13.5 73.1 Actuated giC Ratio 0.23 0.14 1.00 0.21 0.13 0.13 0.57 0.57 0.57 0. 11 0.61 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 339 492 1615 244 232 197 414 1019 867 191 2055 vis Ratio Pro! 0.01 c006 c0.03 0.01 0.03 c0.38 c0.06 0.26 vis Ratio Penm 0.02 c0.27 0.06 0.00 0.17 0.05 vie Ratio 0.17 0.45 0.27 0.43 0.08 0.01 0.35 0.66 0.09 0.51 0.43 Uniform Delay, d1 37.1 47.3 0.0 40.4 45.9 45.5 14.6 17.7 11.6 50.1 12.4 Progression Factor 1.00 1.00 1.00 1.42 1.37 2.06 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.7 0.4 1.2 0.2 0.0 0.5 3.4 0.2 2.1 0.6 Delay (s) 37.3 47.9 0.4 58.4 62.9 93.9 15.1 21.1 11.9 52.2 13.0 Level of Service D D A E E F 8 C B D 8 Approach Delay (s) 18.3 63.8 18.8 16.9 Approach LOS B E B B htltWOrt~ '.,· ' ;{".--' -~;c·-- HCM Average Control Delay HCM Level of Service C HCM Volume to Capacity ratio Actuated Cycle Length (s) Sum of lost time (s) 9.0 Intersection Capacity Utilization 55.7% ICU Level of Service 8 Analysis Period (min) 15 C Critical Lane Group Synchro 7 -Report HCM Unsignalized Intersection Capacity Analysis PM (Boeing) Peak -2012 Existing 330: N 6th St & Site Access (bldS 20l _)---' ... ,.I r,tovement ea EBT WBT WBR SBL SBR Lane Configurations ' tt tft V Volume (veh/h) 10 340 95 5 10 20 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 Hourly flow rate (vph) 13 442 123 6 13 26 Pedestrians Lane Width (ft) Walking Speed (It's) Percent Blockage Right turn flare (veh} Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 400 890 pX, platoon unblocked 0.96 vC, conflicting volume 130 373 65 vC1, stage 1 confvol 127 vC2, stage 2 conf vol 247 vCu, unblocked vol 130 251 65 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 pO queue free% 99 98 97 cM capacity (vehfll} 1468 788 992 oil~.;-~ "-'} ·.·.•·. ··ui· El~ e&3 IV81 ·!Ii -~! '{ Volume Total 13 221 221 82 48 39 Volume Left 13 0 0 0 0 13 Volume Right 0 0 0 0 6 26 cSH 1468 1700 1700 1700 1700 913 Volume to Capacity 0.01 0.13 0.13 0.05 0.03 0.04 Queue Length 95th (ft) 1 0 0 0 0 3 Control Delay (s) 7.5 0.0 0.0 0.0 0.0 9.1 Lane LOS A A Approach Delay (s) 0.2 0.0 9.1 Approach LOS A i-.r:lii)i,~, i!.,:. Average Delay 0.7 Intersection Capacity Utilization 19.4% ICU Level of Service A Analysis Period (min) 15 Synchro 7 -Report HCM Signalized Intersection Capacity Analysis 29: N 6th St & Logan Ave N PM (Boeing) Peak -2013 Without Project Lane Configurations Volume (vph) Ideal Flow (vphpl) Lane Width Total Lost time (s) Lane Util. Factor Fr! Flt Protected Satd. Flow (prot) Flt Penmitted Satd. Flow (perm) Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Heavy Vehicles(%) Tum Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated giC Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) vis Ratio Prot vis Ratio Perm vie Ratio Unifonm Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS EBL 'i 45 1900 12 3.0 1.00 1.00 0.95 1805 0.69 1307 0.77 58 0 58 0% pm+pt 5 2 23.2 27.2 0.23 5.0 3.0 339 0.01 0.02 0.17 37.1 1.00 0.2 37.3 D &!!/l !l!J~-, ;' :{ HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group -EBT tt 170 1900 11 3.0 0.95 1.00 1.00 3490 1.00 3490 0.77 221 0 221 0% 2 14.9 16.9 0.14 5.0 3.0 492 c0.06 0.45 47.3 1.00 0.7 47.9 D 18.1 B .,, 335 1900 12 2.0 1.00 0.85 1.00 1615 1.00 1615 0.77 435 0 435 0% Free Free 120.0 120.0 1.00 1615 c0.27 0.27 0.0 1.00 0.4 0.4 A 20.4 0.59 120.0 56.2% 15 ., WBL 'i 80 1900 11 3.0 1.00 1.00 0.95 1694 0.50 896 0.77 104 0 104 3% pm+pt 1 6 20.6 24.6 0.21 5.0 3.0 244 c0.03 0.06 0.43 40.4 1.42 1.2 58.4 E - WBT WBR NBL + .,, 'i 15 15 110 1900 1900 1900 11 11 11 3.0 3.0 3.0 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 0.95 1783 1516 1694 1.00 1.00 0.32 1783 1516 574 0.77 0.77 0.77 19 19 143 0 17 0 19 2 143 3% 3% 3% Penm pm+pt 6 3 6 8 13.6 13.6 66.6 15.6 15.6 68.6 0.13 0.13 0.57 5.0 5.0 5.0 3.0 3.0 3.0 232 197 412 0.01 0.03 0.00 0.17 0.08 0.01 0.35 45.9 45.5 14.7 1.37 2.06 1.00 0.2 0.0 0.5 62.9 93.9 15.2 E F 8 63.8 E HCM Level of Service Sum of lost time (s) ICU Level of Service t NBT t 530 1900 11 3.0 1.00 1.00 1.00 1783 1.00 1783 0.77 688 0 688 3% 8 66.6 68.6 0.57 5.0 3.0 1019 c0.39 0.68 17.9 1.00 3.6 21.5 C 19.2 8 NBR SBL .,, 'i 110 75 1900 1900 11 11 3.0 3.0 1.00 1.00 0.85 1.00 1.00 0.95 1516 1694 1.00 0.95 1516 1694 0.77 0.77 143 97 61 0 82 97 3% 3% Penm Prat 7 8 66.6 11.5 68.6 13.5 0.57 0.11 5.0 5.0 3.0 3.0 867 191 c0.06 0.05 0.09 0.51 11.6 50.1 1.00 1.00 0.2 2.1 11.9 52.2 B D C 9.0 B ( ! SBT tf.. 660 1900 11 3.0 0.95 1.00 1.00 3373 1.00 3373 0.77 857 2 881 3% 4 71.1 73.1 0.61 5.0 3.0 2055 0.26 0.43 12.4 1.00 0.7 13.1 B 16.9 B SBR 20 1900 12 0.77 26 0 0 3% Synchro 7 -Report HCM Unsignalized Intersection Capacity Analysis PM (Boeing) Peak -2013 Without Project 330: N 6th St & Site Access (bld9 20) -" --'-\,. ,.I Movement EBL eer WBT WBR SBL SBR Lane Configurations ... tt tt, V Volume (veh/h) 10 345 95 5 10 20 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 077 0.77 0.77 0.77 077 0.77 Hourly flow rate (vph) 13 448 123 6 13 26 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 400 890 pX, platoon unblocked 0.95 vC, conflicting volume 130 377 65 vC 1, stage 1 conf vol 127 vC2, stage 2 conf vol 250 vCu, unblocked vol 130 251 65 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 pO queue free % 99 98 97 cM capacity (veh/h) 1468 787 992 Difedion-,. Lalt It ear 1!82 g3 wa1 WB2 ssf: Volume Total 13 224 224 82 48 39 Volume Left 13 0 0 0 0 13 Volume Right 0 0 0 0 6 26 cSH 1468 1700 1700 1700 1700 913 Volume to Capacity 0.01 0.13 0.13 0.05 0.03 0.04 Queue Length 95th (ft) 1 0 0 0 0 3 Control Delay (s) 7.5 0.0 0.0 0.0 0.0 9.1 Lane LOS A A Approach Delay (s) 0.2 0.0 9.1 Approach LOS A i~ $\llllinary - Average Delay 0.7 Intersection Capacity Utilization 19.5% ICU Level of Service A Analysis Period (min) 15 Synchro 7 -Report HCM Signalized Intersection Capacity Analysis PM (Boeing) Peak -2013 With Project 29: N 6th St & Lo9an Ave N .,> --,. 'f -'-.... t r \. + ..,, Movement ESL EST EBR WBL WBT WBR NBL NST NBR SSL SBT SBR Lane Configurations 'i ++ r l\ + r l\ t r 'i tt,. Volume (vph) 45 170 335 80 15 15 110 530 110 75 660 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 11 11 11 11 11 11 11 11 12 Total Lost time (s) 3.0 3.0 2.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Said. Flow (prot) 1805 3490 1615 1694 1783 1516 1694 1783 1516 1694 3373 Flt Permitted 0.69 1.00 1.00 0.50 1.00 1.00 0.32 1.00 1.00 0.95 1.00 Said. Flow (eerm) 1307 3490 1615 896 1783 1516 574 1783 1516 1694 3373 Peak-hour factor, PHF 0.77 0.77 0.77 0.77 077 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Adj. Flow (vph) 58 221 435 104 19 19 143 688 143 97 857 26 RTOR Reduction (vph) 0 0 0 0 0 17 0 0 61 0 2 0 Lane Group Flow (vph) 58 221 435 104 19 2 143 688 82 97 881 0 Hea!'.l'. Vehicles(%) 0% 0% 0% 3% 3% 3% 3% 3% 3% 3% 3% 3% Turn Type prn+pt Free pm+pt Perm prn+pt Perm Prot Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 Free 6 6 8 8 Actuated Green, G (s) 23.2 14.9 120.0 20.6 13.6 13.6 66.6 66.6 66.6 11.5 71.1 Effective Green, g (s) 27.2 16.9 120.0 24.6 15.6 15.6 68.6 68.6 68.6 13.5 73.1 Actuated g/C Ratio 0.23 0.14 1.00 0.21 0.13 0.13 0.57 0.57 0.57 0.11 0.61 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 339 492 1615 244 232 197 412 1019 867 191 2055 vis Ratio Prot 0.01 c0.06 c0.03 0.01 O.Q3 c0.39 c0.06 0.26 v/s Ratio Perm 0.02 c0.27 0.06 0.00 0.17 0.05 v/c Ratio 0.17 0.45 0.27 0.43 0.08 0.01 0.35 0.68 0.09 0.51 0.43 Uniform Delay, d1 37.1 47.3 0.0 40.4 45.9 45.5 14.7 17.9 11.6 50.1 12.4 Progression Factor 1.00 1.00 1.00 1.11 1.10 1.26 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.7 0.4 1.2 0.2 0.0 0.5 3.6 0.2 2.1 0.7 Delay (s) 37.3 47.9 0.4 46.1 50.6 57.2 15.2 21.5 11.9 52.2 13.1 Level of Service D D A D D E B C B D B Approach Delay (s) 18.1 48.2 19.2 16.9 Approach LOS B D 8 8 ,~~' HCM Average Control Delay 19.6 HCM Level of Service B HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.0 Intersection Capacity Utilization 56.2% ICU Level of Service 8 Analysis Period (min) 15 C Critical Lane Group Synchro 7 -Report HCM Unsignalized Intersection Capacity Analysis PM (Boeing) Peak -2013 With Project 330 N 6th St & Site Access (bld9 20) _> ---\... \. ./ ~--EBl ear WBT WBR SSL SBR Lane Configurations ' tt tf. ¥ Volume (veh/h) 22 345 95 5 166 63 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 Hourly flow rate (vph) 29 448 123 6 216 82 Pedestrians Lane Width (ft) Walking Speed (!Vs) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 400 890 pX, platoon unblocked 0.96 vC, conflicting volume 130 408 65 vC1, stage 1 confvol 127 vC2, stage 2 cont vol 281 vCu, unblocked vol 130 291 65 IC, single (s) 4.1 6.8 6.9 IC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 pO queue free % 98 71 92 cM capacity (veh/h) 1468 753 992 ~.l.anf;#. Elff ~82 .EB3 IJl/81 WB2. ssr '·1 'j Volume Total 29 224 224 82 48 297 Volume Left 29 0 0 0 0 216 Volume Right 0 0 0 0 6 82 cSH 1468 1700 1700 1700 1700 807 Volume to Capacity 0.02 0.13 0.13 0.05 0.03 0.37 Queue Length 95th (ft) 1 0 0 0 0 43 Control Delay (s) 7.5 0.0 0.0 0.0 0.0 12.0 Lane LOS A B Approach Delay (s) 0.4 0.0 12.0 Approach LOS B !~ Slt11l1T11l1Y Average Delay 4.2 Intersection Capacity Utilization 29.2% ICU Level of Service A Analysis Period (min) 15 Synchro 7 -Report HCM Unsignalized Intersection Capacity Analysis PM (Boeing) Peak -2013 With Project 332: N 6th St & Site Access (Lot 20) .> -'-\. ./ -MQvement EBL EB:T WBT WBR SBL SBR Lane Configurations tt tf+ r Volume (veh/h) 0 367 158 21 0 156 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.77 077 0.77 0.77 0.77 0.77 Hourly flow rate (vph) 0 477 205 27 0 203 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 230 1060 pX, platoon unblocked 0.95 vC, conflicting volume 232 457 116 vC 1, stage 1 con! vol vC2, stage 2 conf vol vCu, unblocked vol 232 320 116 tc, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 pO queue free % 100 100 78 cM capacity (veh/h) 1347 621 920 bltectiort1 tiwiiF, .. 9r-·!:&~·· WB:1 WB2 SIH ·1 Volume Total 238 238 137 96 203 Volume Left 0 0 0 0 0 Volume Right 0 0 0 27 203 cSH 1700 1700 1700 1700 920 Volume to Capacity 0.14 0.14 0.08 0.06 0.22 Queue Length 95th (ft) 0 0 0 0 21 Control Delay (s) 0.0 0.0 0.0 0.0 10.0 Lane LOS B Approach Delay (s) 0.0 0.0 10.0 Approach LOS B fni,iniect~iii}llll'l\lllillY -. -'T, ~i/'-,j. --, - . ·i Average Delay 2.2 Intersection Capacity Utilization 21.4% ICU Level of Seivice A Analysis Period (min) 15 Synchro 7 -Report HCM Unsignalized Intersection Capacity Analysis PM (Boeing) Peak -2013 With Project 334: Lo9an Ave N & 'f ' t I'" \. + Movement WSL WBR NBT NBR SBL SBT Lane Configurations ¥ 1+ 'i tt Volume (veh/h) 78 95 608 15 12 750 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.77 0 77 0.77 0.77 0.77 0.77 Hourly flow rate (vph) 101 123 790 19 16 974 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 592 697 pX, platoon unblocked 0.71 0.71 0.71 vC, conflicting volume 1318 799 809 vC1, stage 1 confvol 799 vC2, stage 2 cont vol 518 vCu, unblocked vol 1243 512 526 IC, single (s) 6.8 6.9 4.2 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 pO queue free % 70 66 98 cM capacity (veh/h) 338 363 731 btrei:llon, Lane'# we.1 NB1 ... se1. SB2 ssa I Volume Total 225 809 16 487 487 Volume Left 101 0 16 0 0 Volume Right 123 19 0 0 0 cSH 351 1700 731 1700 1700 Volume to Capacity 0.64 0.48 0.02 0.29 0.29 Queue Length 95th (ft) 105 0 2 0 0 Control Delay (s) 31.7 0.0 10.0 0.0 0.0 Lane LOS D 8 Approach Delay (s) 31.7 0.0 0.2 Approach LOS D I~~ --.1 I Average Delay 3.6 Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15 Synchro 7 -Report HCM Signalized Intersection Capacity Analysis PM (Adj. St) Peak -2012 Existing 29: N 6th St & Lo9an Ave _.,. -"" -('" --\.. '\ t I'" \. ! .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT ·SBR Lane Configurations "i tt .,, "'i t .,, "i t .,, "i tt,. Volume (vph) 40 40 25 130 5 35 15 785 200 35 765 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 11 11 11 11 11 11 11 11 12 Total Lost time (s) 3.0 3.0 2.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.91 1.00 1.00 0.91 1.00 0.99 Flpb, ped/bikes 0.96 1.00 1.00 0.98 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Frt 1.00 100 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Said. Flow (prot) 1713 3455 1572 1692 1818 1414 1669 1818 1402 1711 3387 Flt Permitted 0.66 1.00 1.00 0.73 1.00 1.00 0.34 1.00 1.00 0.22 1.00 Said. Flow leerm) 1194 3455 1572 1296 1818 1414 591 1818 1402 387 3387 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 43 43 27 140 5 38 16 844 215 38 823 16 RTOR Reduction (vph) 0 0 0 0 0 35 0 0 60 0 1 0 Lane Group Flow (vph) 43 43 27 140 5 3 16 844 155 38 838 0 Confl. Peds. (#/hr) 20 16 16 20 126 46 46 126 Hea~ Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 2% 2% 2% Tum Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 Free 6 6 8 8 4 Actuated Green, G (s) 14.1 7.0 120.0 11.9 5.9 5.9 83.0 83.0 83.0 84.6 84.6 Effective Green, g (s) 18.1 9.0 120.0 15.9 7.9 7.9 85.0 85.0 85.0 86.6 86.6 Actuated g/C Ratio 0.15 0.08 1.00 0.13 O.D7 0.07 0.71 0.71 0.71 0 72 0.72 Clearance nme (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 219 259 1572 198 120 93 458 1288 993 345 2444 vis Ratio Prot c0.01 0.01 c0.05 0.00 0.00 c0.46 0.01 c0.25 vis Ratio Perm 0.01 0.02 c0.05 0.00 0.02 0.11 0.07 vie Ratio 0.20 0.17 0.02 0.71 0.04 0.03 0.03 0.66 0.16 0.11 0.34 Uniform Delay, d1 44.4 52.0 0.0 49.3 52.5 52.5 5.2 9.5 5.7 9.0 6.2 Progression Factor 1.00 1.00 1.00 1. 15 1. 17 1.58 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.3 0.0 10.9 0.1 0.1 0.0 2.6 0.3 0.1 0.4 Delay (s) 44.8 52.3 0.0 67.7 61.7 83.1 5.3 12.1 6.1 9.1 6.6 Level of Service D D A E E F A B A A A Approach Delay ( s) 37.0 70.7 10.8 6.7 Approach LOS D E B A -~ : "t"" . ·,;,:, ,•,'; .,.<.1·:i. ·ii·· ' ' .,., ',.· .. k i·d,v· ,.,. j HCM Average Control Delay 15.4 HCM Level of Service B HCM Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.0 Intersection Capacity Utilization 66.2% ICU Level of Service C Analysis Period (min) 15 C Critical Lane Group Synchro 7 -Report HCM Unsignalized Intersection Capacity Analysis PM (Adj. St) Peak -2012 Existing 329: N 6th St & Site Access (bldg 20) .,> --'\._ '-. .-' Movemelll EBL EBT WBT WBR SBL SBR Lane Configurations ' tt tf. ¥ Volume (veh/h) 5 270 120 5 20 55 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 5 290 129 5 22 59 Pedestnans Lane Width (ft) Walking Speed (!Us) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 410 880 pX, platoon unblocked vC, conflicting volume 134 288 67 vC1, stage 1 con/vol 132 vC2, stage 2 con/ vol 156 vCu, unblocked vol 134 288 67 tC, single (s) 4.1 6.8 6.9 IC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 pO queue free % 100 97 94 cM capacity (veh/h) 1455 789 989 ~.l,ant# Et}/1 Eal Ee3 WB1 W!l2 SS1 l ( Volume Total 5 145 145 86 48 81 Volume Left 5 0 0 0 0 22 Volume Right 0 0 0 0 5 59 cSH 1455 1700 1700 1700 1700 926 Volume to Capacity 0.00 0.09 0.09 0.05 0.03 0.09 Queue Length 95th (ft) 0 0 0 0 0 7 Control Delay (s) 7.5 0.0 0.0 0.0 0.0 9.3 Lane LOS A A Approach Delay (s) 0. 1 0.0 9.3 Approach LOS A ---, ( 1.5 18.6% ICU Level of Service A 15 Synchro 7 -Report HCM Signalized Intersection Capacity Analysis PM (Adj. St) Peak -2013 Without Project 29: N 6th St & Lo9an Ave _,> -t 'f --\.. ~ t !' '-. + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i tt '{' lj + '{' lj t '{' lj t1'-Volume (vph) 40 40 25 130 5 35 15 800 200 35 775 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 11 11 11 11 11 11 11 11 12 Total Lost time (s) 3.0 3.0 2.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.91 1.00 1.00 0.91 1.00 0.99 Flpb, ped/bikes 0.96 1.00 1.00 0.98 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1713 3455 1572 1692 1818 1414 1671 1818 1402 1711 3388 Flt Permitted 0.66 1.00 1.00 0.73 1.00 1.00 0.33 1.00 1.00 0.21 1.00 Satd. Flow (eerm) 1194 3455 1572 1296 1818 1414 585 1818 1402 373 3388 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 43 43 27 140 5 38 16 860 215 38 833 16 RTOR Reduction (vph) 0 0 0 0 0 35 0 0 59 0 1 0 Lane Group Flow (vph) 43 43 27 140 5 3 16 860 156 38 848 0 Confi. Peds. (#/hr) 20 16 16 20 126 46 46 126 Hea!'.l'. Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 2% 2% 2% Tum Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 Free 6 6 8 8 4 Actuated Green, G (s) 14.1 7.0 120.0 11.9 5.9 5.9 83.0 83.0 83.0 84.6 84.6 Effective Green, g (s) 18.1 9.0 120.0 15.9 7.9 7.9 85.0 85.0 85.0 86.6 86.6 Actuated g/C Ratio 0.15 0.08 1.00 0.13 0.07 0.07 0.71 0.71 0.71 0.72 0.72 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 219 259 1572 198 120 93 454 1288 993 336 2445 vis Ratio Prot c0.01 0.01 c0.05 0.00 0.00 c0.47 0.01 c0.25 vis Ratio Perm 0.01 0.02 c0.05 0.00 0.02 0.11 0.08 vie Ratio 0.20 0.17 0.02 0.71 0.04 0.03 0.04 0.67 0.16 0.11 0.35 Uniform Delay, d1 44.4 52.0 0.0 49.3 52.5 52.5 5.2 9.7 5.7 9.3 6.2 Progression Factor 100 1.00 1.00 1.15 1.17 1.58 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.3 0.0 10.9 0.1 0.1 0.0 2.8 0.3 0.2 0.4 Delay (s) 44.8 52.3 0.0 67.7 61.7 83.1 5.3 12.4 6.1 9.5 6.6 Level of Service D D A E E F A B A A A Approach Delay (s) 37.0 70.7 11.1 6.7 Approach LOS D E B A ~~swi:tlnaiY i HCM Average Control Delay 15.5 HCM Level of Service B HCM Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.0 Intersection Capacity Utilization 67.0% ICU Level of Service C Analysis Peliod (min) 15 C Critical Lane Group Synchro 7 -Report HCM Unsignalized Intersection Capacity Analysis PM (Adj. St) Peak -2013 Without Project 329 N 6th St & Site Access (bld9 20) .,> --'-'-. ./ Movement EBL Eel WBT WBR SSL SBR Lane Configurations 'i tt ti. V Volume (veh/h) 5 275 120 5 20 55 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 5 296 129 5 22 59 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 410 880 pX, platoon unblocked vC, conflicting volume 134 290 67 vC1, stage 1 confvol 132 vC2, stage 2 conf vol 159 vCu, unblocked vol 134 290 67 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 pO queue free % 100 97 94 cM capacity (veh/h) 1455 787 989 bim;!t?IN# ·:av. E82'c @3 W&f WJU· SBf i ; Volume Total 5 148 148 86 48 81 Volume Left 5 0 0 0 0 22 Volume Right 0 0 0 0 5 59 cSH 1455 1700 1700 1700 1700 926 Volume to Capacity 0.00 0.09 0.09 0.05 0.03 0.09 Queue Length 95th (ft) 0 0 0 0 0 7 Control Delay (s) 7.5 0.0 0.0 0.0 0.0 9.3 Lane LOS A A Approach Delay (s) 0.1 0.0 9.3 Approach LOS A ~~ ~-~.--------: .3 i". ', ,,.' j ···( Average Delay 1.5 Intersection Capacity Utilization 18.8% ICU Level of Service A Analysis Period (min) 15 Synchro 7 -Report HCM Signalized Intersection Capacity Analysis PM {Adj St) Peak -2013 With Project 29: N 6th St & Lo9an Ave .> -,. -f'" --\.. ~ t I" '-.. + ..., Movement ES!. EBT EBR WBL WBT WBR NBL NBT NBR SBL SB'!' SBR Lane Configurations ' tt .,, l\ t r l\ t .,, ' tt,. Volume (vph) 40 40 25 171 5 18 15 800 200 35 792 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 11 11 11 11 11 11 11 11 12 Total Lost time (s) 3.0 3.0 2.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, pedlbikes 1.00 1.00 0.98 1.00 1.00 0.91 1.00 1.00 0.91 1.00 0.99 Flpb, ped/bikes 0.96 1.00 1.00 0.98 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1713 3455 1572 1692 1818 1414 1673 1818 1402 1711 3388 Flt Permitted 0.66 1.00 1.00 0.73 1.00 1.00 0.33 1.00 1.00 0.21 1.00 Satd. Flow (eerm) 1193 3455 1572 1296 1818 1414 575 1818 1402 374 3388 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 43 43 27 184 5 19 16 860 215 38 852 16 RTOR Reduction (vph) 0 0 0 0 0 18 0 0 59 0 1 0 Lane Group Flow (vph) 43 43 27 184 5 1 16 860 156 38 867 0 Con fl. Peds. (#/hr) 20 16 16 20 126 46 46 126 Hea!'}'. Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 2% 2% 2% Tum Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 Free 6 6 8 8 4 Actuated Green, G (s) 14.0 6.9 120.0 11.8 5.8 5.8 83.1 83.1 83.1 84.7 84.7 Effective Green, g (s) 18.0 8.9 120.0 15.8 7.8 7.8 85.1 85.1 85.1 86.7 86.7 Actuated g/C Ratio 0.15 0.07 1.00 0.13 0.06 0.06 0.71 0.71 0.71 0.72 0.72 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 218 256 1572 197 118 92 448 1289 994 337 2448 vis Ratio Prat c0.01 0.01 c0.06 0.00 0.00 c0.47 0.01 c0.26 vis Ratio Perm 0.01 0.02 c0.06 0.00 0.02 0.11 0.08 vie Ratio 0.20 0.17 0.02 0.93 0.04 0.01 0.04 0.67 0.16 0.11 0.35 Uniform Delay, d1 44.5 52.1 0.0 51.0 52.6 52.5 5.2 9.6 5.7 9.3 6.2 Progression Factor 1.00 1.00 1.00 1.09 1.12 1.32 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.3 0.0 45.4 0.1 0.1 0.0 2.7 0.3 0.1 0.4 Delay (s) 44.9 52.4 0.0 101.2 58.9 69.2 5.3 12.4 6.0 9.4 6.6 Level of Service D D A F E E A B A A A Approach Delay (s) 37.0 97.2 11.0 6.7 Approach LOS D F B A lnt1111 :i@:MW, . ._.•,: ... ..,.,. ,,. ·•tt/' • j ..... -. ,.. g'"y HCM Average Control Delay 18.4 HCM Level of Service B HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.0 Intersection Capacity Utilization 67.0% ICU Level of Service C Analysis Period (min) 15 C Critical Lane Group Synchro 7 -Report HCM Unsignalized Intersection Capacity Analysis PM (Adj St) Peak -2013 With Project 329 N 6th St & Site Access (bid~ 20) _.,. -+ -'-\. .,, Movement EBL EBT WBT WBR §BL SBR Lane Configurations 1'j tt tl> V Volume (veh/h) 5 275 120 5 55 44 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 5 296 129 5 59 47 Pedestrians Lane Width (ft) Walking Speed (ftls} Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 410 880 pX, platoon unblocked vC, conflicting volume 134 290 67 vC1, stage 1 confvol 132 vC2, stage 2 conf vol 159 vCu, unblocked vol 134 290 67 tc, single (s} 4.1 6.8 6.9 tC, 2 stage (s} 5.8 tF (s) 2.2 3.5 3.3 pO queue free % 100 92 95 cM capacity (veh/h) 1455 787 989 ~~,.., .. !it> E&2 ~&} WB1·· :wa2 sat ··. ~,·.i .:,.{: Volume Total 5 148 148 86 48 106 Volume Left 5 0 0 0 0 59 Volume Right 0 0 0 0 5 47 cSH 1455 1700 1700 1700 1700 866 Volume to Capacity 0.00 0.09 0.09 0.05 0.03 0.12 Queue Length 95th (ft) 0 0 0 0 0 10 Control Delay (s) 7.5 0.0 0.0 0.0 0.0 9.7 Lane LOS A A Approach Delay (s) 0.1 0.0 9.7 Approach LOS A ~iP\~ '• '·H Average Delay 2.0 Intersection Capacity Utilization 20.0% ICU Level of Service A Analysis Period (min) 15 Synchro 7 -Report HCM Unsignalized Intersection Capacity Analysis 331: N 6th St & Site Access (Lot 20) PM (Adj St) Peak -2013 With Project ..> --"'-\. ..,, Movement E8!. EE!T WBT WBR SSL SBR Lane Configurations tt tr. .,, Volume (veh/h) 0 280 164 0 0 35 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 0 301 176 0 0 38 Pedestrians Lane Width (fl) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (fl) 250 1040 pX, platoon unblocked vC, conflicting volume 176 327 88 vC1, stage 1 confvol vC2, stage 2 cont vol vCu, unblocked vol 176 327 88 IC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 pO queue free % 100 100 96 cM capacity (veh/h) 1405 648 959 ~-· 1:111 E!H· W81 W82 $81 .. --·-· ·--· - ) l ' Volume Total 151 151 118 59 38 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 38 cSH 1700 1700 1700 1700 959 Volume to Capacity 0.09 0.09 O.Dl 0.03 0.04 Queue Length 95th (ft) 0 0 0 0 3 Control Delay (s) 0.0 0.0 0.0 0.0 8.9 Lane LOS A Approach Delay (s) 0.0 0.0 8.9 Approach LOS A !h~~ , Average Delay 0.7 Intersection Capacity Utilization 14.5% ICU Level of Service A Analysis Period (min) 15 Synchro 7 -Report HCM Unsignalized Intersection Capacity Analysis PM (Adj St) Peak -2013 With Project 333: Site Access & Lo9an Ave "° '-t ~ \. + Movement WBL WBR NBT NBR SBL SBT Lane Configurations V l+ "i tt Volume (vehlh) 17 63 863 0 0 830 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Hourty flow rate (vph) 18 68 928 0 0 892 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 635 654 pX, platoon unblocked 0.70 0.70 0.70 vC, conflicting volume 1374 928 928 vC 1, stage 1 con! vol 928 vC2, stage 2 con! vol 446 vCu, unblocked vol 1321 688 688 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 pO queue free % 94 76 100 cM capacity (veh/h) 295 277 635 P!reetiort, Lan§# WBf N~1 sat se2 S83 . Volume Total 86 928 0 446 446 Volume Left 18 0 0 0 0 Volume Right 68 0 0 0 0 cSH 281 1700 1700 1700 1700 Volume to Capacity 0.31 0.55 0.00 0.26 0.26 Queue Length 95th (ft) 31 0 0 0 0 Control Delay (s) 23.4 0.0 0.0 0.0 0.0 Lane LOS C Approach Delay (s) 23.4 0.0 0.0 Approach LOS C intefSectlori Summary·· i Average Delay 1.1 Intersection Capacity Utilization 56.9% ICU Level of Service B Analysis Period (min) 15 Synchro 7 -Report NE 8TH ST G ' ~ ~ SITE :j: • 3 ' Nt:. o I rl :::;1 . .. 8 NE 5TH ST Project Trip Distribution Boeing Renton -Parking Lot 20 Q:\Projects\12112140.00 -Boeing Renton. Parking Lot 20\Graphics\12140_graphic01~sel updates <E> scottl 08121/12 11 :31 <f) u, w 0 z () <{ w 0 > N <{ " " ~ "' <{ Q_ ~ r e z w ;;: z w 0 "' <{ " 7/(transpOGROUP • N NOT TO SCALE ATTACHMENT 7 • N NOT TO SCALE ~ i : I : if) ' U) w 1~ SITE ~ ,> N ,< 0 'Z C 2 l ~~-·-c----... l ---~cfj --~ i NE6THST . I U) Ql E :::J 0 > ~ <( U) Ql~ E oi :::JC o·a; >O ~@.. CL I CD LOGAN AVE N SITE ACCESS 0 IC lo ICr 0 0 CD LOGAN AVE N SITE ACCESS 0 IL l78 re (78 26 0LOGANAVEN SITE ACCESS 0 I ll17 rr (17 6 0LOGANAVEN NE 6TH ST 0 oJj I llo o--o ''1 r ,ro 0 115 144 0LOGANAVEN NE 6TH ST 78 Jll oJ l,e o--o o, (181 1rr, 15 0LOGANAVEN NE 6TH ST 17 oJJ j Ll, o--o ,, (41 1rr 0 Project Trip Assignment 0 SITE ACCESS (LOT 20) NE6TH ST 0 0 J l oJ l202 115--o 0 SITE ACCESS (LOT 20) NE6TH ST 156 0 oJJ l l21 12--52 0 SITE ACCESS (LOT 20) NE6TH ST 35 0 oJJ l lo o--12 z w ~ ><'. 0:: < 0.. 0 SITE ACCESS (BLDG 20) NE 6TH ST a 0 J l 115) \_o o--202 0 SITE ACCESS (BLOG 20) NE 6TH ST 52 156 12) J l lo o--o 0 SITE ACCESS (BLDG 20) NE 6TH ST 12 35 oJJ l lo a-_, ATIACHMENT 8 Boeing Renton -Parking Lot 20 Q:\Projects\12\12140.00 -Boeing Renton -Parking Lot 20\Graphics\12140_graphic01_sel updates <F> Scotti 08/21/12 11:33 7/(transpOGROUP • N NOT TO SCALE U) <ll E ::l 0 > ~ <( U) <ll ~ E oi ::l C o "ai >O ~~ a.. SITE (I)LOGANAVEN SITE ACCESS ®LOGANAVEN NE 6TH ST 243 195 !C I__ 0 J(l 10) I__ 10 10--30 l C, (o 10, (15 JlC 385 521 (I)LOGANAVEN SITE ACCESS ®LOGANAVEN NE6TH ST 7f/J 738 ![ l._95 51[ 45) \__33 170--15 1( (78 335'\ (261 JlC 608 545 (I)LOGANAVEN SITE ACCESS ®LOGANAVEN NE 6TH ST 830 792 ll \__ 63 5lt 40) \__ 18 ,o--s (17 1r is, (171 )1C 863 800 U) (/) '~ u '<( 0 !N ® SITE ACCESS (LOT 20) NE 6TH ST o 0 oJJ l l._202 211-_,, ® SITE ACCESS (LOT 20) NE6TH ST 156 0 oJJ l I__ 21 367--1ss ® SITE ACCESS (LOT 20) NE6TH ST 35 0 oJJ l l__o 2ao--164 0 SITE ACCESS (BLDG 20) NE 6TH ST 5 5 121) j L1.., 150--262 0 SITE ACCESS (BLDG 20) NE 6TH ST 63 166 22) j Lu 345--95 0 SITE ACCESS (BLOG 20) NE 6TH ST 44 55 sJJ ll5 275--120 2013 With-Project Weekday Traffic Volumes ATIACHMENT Boeing Renton -Parking Lot 20 t::;1r, 9 Q:\Projects\ 12112140.00 • Boeing Renton· Parking Lot 20'.Graphics\12140_graph!C{)1~sef updates <G> scottl 08/21112 11:35 IJI transpOGROUP TECHNICAL INFORMATION REPORT {TIR) OF Parking Lot 20 Renton Washington FOR .Boeing Commercial Airplane Group 737 Logan Ave Renton, WA R.E. JOB NO. 12056 August 30, 2012 1519 West Valley Highway i\Jo:;h/Suite 101 rust Oftice Box 836/AublJrn, \NA 98071 253-833-7776 Fax 253-939-2168 Gity ot Renton SI::~ l O 101! / TECHNICAL INFORMATION REPORT Project overview The project is the redevelopment of approximately 4.97 acres of the previously developed Boeing Renton Plant parcel 08866100200 I. Prior to 2008 the site was 100% developed. Currently the site is vacant and is approximately 50% pavement and 50% landscaping where a building used to stand. The new redevelopment parking lot will be composed of 4.4 acres of asphalt pavement and 0.57 acres of landscaping. See Appendix A for the Technical Information Report (TIR) Worksheet. See Appendix B for the site maps. Conditions and Requirements Summarv Core Requirement #1: Site drainage ,viii drain into the Cedar River via the City of Renton storm drainage system. Core Requirement #2: There are no known potential or predictable dovmstream problems. The project will not create any aggravated flooding problems. Core Requirement #3: No detention is required since the site was fully developed prior to 2008 Core Requirement #4: The onsite conveyance system is designed for a peak 25 year storm event and a 1 00 year storm with no aggravated flooding. Core Requirement #5: ESC is provided per standard King County notes and details and a Department of Ecology Construction Stormwater Pollution Prevention Plan (SWPPP) pem1it. Core Requirement #6: Drainage facility maintained by private party Core Requirement #7: N/ A Core Requirement #8: Enhanced treatment is being provided by the use of ZPG and CSF Con tech Storrnfilter vaults. Special Requirement #5: Site is not a high us site therefore oil control is not required Offsite Analysis I he Boeing Parcel 08866 I 00200 l has always drained into the Citv of Renton swrm drainage system since the 1950s to 1960s. I he redevelopment of the parcel wi!J be decreasing the peak historic flows to the City of Renton·s storm drainage system. With this decease in flows mid no known historic hydraulic problems. no new hydraulic downstrcm11 problems are anticipated due to this redevelopment. Flow Control Design The photo to ihe right is of the Boeing parcel to be redeveloped as shovm on the King County parcel !map system 2007 aerial photo. Since the new parking lot development will be a decrease in peak I 00 yr storm event runofl: no detention is re4uired per the City of Renton Stormwater Manual. Water Oualitv Facilitv Analvsis and Design The sile redevelopment is required by the City of Renton Stonnwater Manual to provide enhanced treatment for the new impervious surface and no treaunent is required to be performed on redeveloped impervious surfaces. There were also exemptions that could be taken to reduce the treatment level down lo basic. It was decided by Boeing that it is best for the environmental condition of their connmmity that all the site be treated to an enhanced level. The enhanced level treatment will be accomplished by the treatment train of a ZPG and CFS Contech Sto1111filter Vaults. Contech Engineered Solution sizing calculations for sizing of the filters per King County Surface Water Management Manual criteria are located in Appendix C. Conveyance System Analysis and Design The onsite stormwater conveyance system has been designed to handle a 25 year peak flow runoff as determined by a type l A Santa Barbara Urban Hydrology method. Due to the number of basins, peak flows were determined for multiple areas with a time of concentrations of 10 minutes and al 00% impervious surface. Each drainage catch hasin area was matched with a corresponding calculated area and the resulting peak flow rate was used in the backwater drainage calculations. See Appendix D for backwater and SBUH calculations. Backwater calculations were performed using Hydraflow Storm Sewers Extension for AutoCAD Civil 30 2009. Special Reports and Studies Traffic Impact Analysis -Boeing Renton Lot 20 Other Permits N/A ESC Analysis and Design The project's site construction will operate under a Washington Department of Ecology Construction Storm water Pollution Prevention Plan. The S WPPP is located in Appendix E. Bond Quantities, Facility Summaries, and Declaration of Covenant Bond Quantities worksheet located in Appendix A Operation and Maintenance Manual The follow operation and maintenance standards are detailed in Appendix F: No. 4 -Control Structure/Flow Restriction No. 5 -Catch Basins and Manholes No. 6 -Conveyance Pipes and Ditches No. 9 -Fencing No. 11 -Grounds (Landscaping) No. 21 -Stormfilter (Cartridge Type) Ecology BMP 12.6.5 -High Efficiency Street Sweepers APPENDIX A TECHNICAL INFORMATION REPORT WORKSHEET KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER ProjectOwner THE @E!N? CtJM/JANr Phone (Zot) tfS(-&579 Address f'cJ fl(})( :? 70 7 SEA7TlC / WIJ ll/2'(-2ZOf Project Engineer' ,j}A//C rPCl!lM/E/L. Company /ZC/PC!lr c#t:/A/E~ll/11/?- Phone (2J"J) Ii:?:?-777& Part 3 TYPE OF PERMIT APPLICATION D Landuse Services Subdivison / Short Subd. / UPD D Building Services M/F / Commerical I SFR Ill Clearing and Grading D Right-of-Way Use D Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Type of Drainage Review ~ I Targeted I (circle): Large Site Date (include revision 8!3oLz.a 1 'L dates): Date of Final: Part 6 ADJUSTMENT APPROVALS Part 2 PROJECT LOCATION AND DESCRIPTION Project Name BJfJA/? /:4/l,fd~ Ull Z.O DOES Permit# --------- Location Township ----=2..3'-------- Range --~-.:5'°~--- Section _ __,8,,_ __ _ Site Address t{f-4 'r LOCAi,.,( 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): ~ I Modified / Small Site Date (include revision 8/3<1/2<1/Z- dates): Date of Final: Type (circle one): ~ Complex I Preapplication / Experimental/ Blanket Description: (include conditions in TIR Section 2) Date of Annroval: 2009 Surface Water Design MaiiuaJ, 1/9/2009 KING COUNTY, WASHl7\GTON, SURF ACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yest@ Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : C / TY C E(Y7€f2.__ Special District Overlays:---------------------- Drainage Basin: Cff)Ll(L flf;verz.... StormwaterRequirements: ,~o 1?C7'8M7'/t1',,-7 F!V,lt'AMC<FP t!cc",47/'A~/ Part 9 ONSITE AND ADJACENT SENSITIVE AREAS D River/Stream --------- 0 Lake D Wetlands _________ _ D Closed Depression ______ _ D Floodplain _________ _ D other ___________ _ Part 10 SOILS Soil Type Slopes D Steep Slope ________ _ D Erosion Hazard ______ _ D Landslide Hazard ______ _ D Coal Mine Hazard -------0 Seismic Hazard ______ _ D Habitat Protection ______ _ D ----------- Erosion Potential (/ fl fl.dH FLAT C-c;;t/ 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 1/9/2009 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION/ SITE CONSTRAINT D Core 2 -Offsite Analysis N CJM E D Sensitive/Critical Areas No AL~ D SEPA A/JPCIED //1/&;uE D Other D D Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summarv Sheet =r Threshold Discharne Area) Threshold Discharge Area: /name or descriotion) Core Requirements (all 8 apply) Discharae at Natural Location Number of Natural Discharae Locations: 'L Offsite Analysis Level: (J.!1213 dated: ~!-:JO /17- Flow Control Level: 1 / 2 / 3 or Exemption Number ~, (incl. facility summarv sheet) Small Site BMPs Conveyance System Spill containment located at: A//,', Erosion and Sediment Control ESC Site Supervise;~ c, ,~.,...,..., .s' ~ ~ <., V, ,_ Contact Phone: (20( vS-f-/,1'79 After Hours Phone: ZtJ~\ o Sf-If' ,f;,Ji Maintenance and Operation Responsibility: ,.,..rivar<>< / Public If Private, Mainten;,ce Loa Reauired: ,xr;;;J / No Financial Guarantees and Provided: Yes I No Liability Water Quality Type: Basic / Sens. Lake 1..-.:nhancerl Basic.m' / Bog (include facility summary sheet) or Exemption No. Landscape Manaaement Plan: ry;;;> I No Soecial Renuirements (as aoolicablel Area Specific Drainage Type: CDA / SDO I MOP/ BP/ LMP / Shared Fae.,,-, Reauirements Name: Floodplain/Floodway Delineation / ) Type: Major / Minor / Exemption v 1 OD-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: Source Control Describe landuse: /Nf:JV/7/1.IA l. , n ,./-"'? C-Q7. .. (comm./industrial landuse) Describe any structural controls: 5 T4 n..l'-'( F IC 7't?rz.£' 2009 Surface Water Design Manual 1/9/2009 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN ~ANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET _.., Oil Control High-use Site: Yes~ Treatment BMP: Maintenance Agreement: Yes t@ with whom? Other Drainaae Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENifS DURING CONSTRUCTION AFTER CONSTRUCTION i iB, Clearing Limits II Stabilize Exposed Surfaces tiJ Cover Measures D Remove and Restore Temporary ~SC Facilities D 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 D Surface Water Collection preservation areas D Other D Dewatering Control flll Dust Control D Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS /Note: Include Facilitv Summarv and Sketch\ Flow Control T•me/Descriotion Water Qualitv Tvoe/Descriotion D Detention f//4 D Biofiltration D Infiltration N[/i D Wetpool D Regional Facility flt Media Filtration 2PC::. / CF£ D Shared Facility D Oil Control D Flow Control D Spill Control ' BMPs D Flow Control BMPs D other ! D Other ! ' ! 2009 Surface Water Design Manual 4 1/9/2009 KING COUNTY, WASHINGTON, SURF ACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS D Drainage Easement D Cast in Place Vault D Covenant D 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 c1v1I engineer under my supervision, have v1s1ted the site Actual site conditions as ob$erved were incorporated into this worksheet and the attached T · · rmativ, To the best'of my knowledge the information provided here 1s ag.ctrra 1 te 'J J.,/L J , / ( ,;1/YCl//2- ::::.rnned!Date 2009 Surface Water Design 'vfanual 1/9/2009 5 Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 ~ King County Department of Development & Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98057-5212 206-296-6600 TTY 206-296-7217 Project Name: BOEING PARKING LOT 20 Location: RENTON WA Clearing greater than or equal to 5.000 board feet of timber? ~~~~~~ yes If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 li-wks-sbq.xls X no For alternate formats, call 206-296-6600. Date: 30-Au.9.-12 Project No.: Activity No.: Note: All prices include labor, equipment, materials, overhead and profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. Unit prices updated: 02/12/02 Version: 11/26/2008 Report Date: 08/31/2012 Site Improvement Bond Quantity Worksheet Web date: 12102/2008 Reference# EROSION/SEDIMENT CONTROL Number Backfill & compaction-embankment ESC-1 Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 Crushed surfacing 1 1 /4" minus ESC-3 WSDOT 9-03.9(3) Ditching ESC-4 Excavation-bulk ESC-5 Fence, silt ESC-6 SWDM 5.4.3.1 Fence, Temporary (NGPE) ESC-7 Hydroseeding ESC-8 SWDM 5.4.2.4 Jute Mesh ESC-9 SWDM 5.4.2.2 Mulch, by hand, straw, 3" deep ESC-10 SWDM 5.4.2.1 Mulch, by machine, straw, 2" deeo ESC-11 SWDM 5.4.2.1 Piping, temporarv, CPP, 6" ESC-12 Piping, temporary, CPP, 8" ESC-13 Piping, temporary, CPP, 12" ESC-14 Plastic covering, 6mm thick, sandbaaaed ESC-15 SWDM 5.4.2.3 Rip Rap, machine placed; slooes ESC-16 WSDOT 9-13.1(2) Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 Rock Construction Entrance, 1OO'x15'x1' ESC-18 SWDM 5.4.4.1 Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 Sed. trap, 5' high, riprapped spillway berm section ESC-21 SWDM 5.4.5.1 Seeding, by hand ESC-22 SWDM 5.4.2.4 Sodding, 1" deep, level ground ESC-23 SWDM 5.4.2.5 Sodding, 1" deep, sloped ground ESC-24 SWDM 5.4.2.5 TESC Supervisor ESC-25 Water truck, dust control ESC-26 SWDM5.4.7 WRITE-IN-ITEMS •••• lsee naae 91 Page 2 of9 li-wks-sbq.xls Unit Price Unit Quantity $ 5.62 CY 0 $ 67.51 Each $ 85.45 CY $ 8.08 CY $ 1.50 CY $ 1.38 LF 1330 $ 1.38 LF $ 0.59 SY $ 1.45 SY $ 2.01 SY $ 0.53 SY $ 10.70 LF $ 16.10 LF $ 20.70 LF $ 2.30 SY 500 $ 39.08 CY $ 1,464.34 Each 1 $ 2,928.68 Each $ 1,949.38 Each $ 17.91 LF $ 68.54 LF $ 0.51 SY $ 6.03 SY $ 7.45 SY $ 74.75 HR 125 $ 97.75 HR 10 Each ESCSUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESCTOTAL: COLUMN: #of Applications Cost 1 1835 1 1150 1 1464 1 9344 1 978 $ 14,770.99 $ 4,431.30 $ 19,202.29 A Unit prices updated: 02/12/02 Version: 11/26/2008 Report Date: 08/31/2012 GENERAL ITEMS No. Backfill & Compaction-embankment GI -1 Backfill & Compaction-trench GI -2 Clear/Remove Brush bv hand GI -3 Clearina/Grubbina/Tree Removal GI -4 Excavation -bulk GI -5 Excavation -Trench GI -6 Fencina, cedar 6' hiah GI -7 Fencina, chain link, vinvl coated 6' hiah GI -8 Fencina, chain link, oate, vim1I coated, 2 GI -9 FencinQ, split rail 3' hiah GI -10 Fill & compact -common barrow GI -11 Fill & compact -Qravel base GI -12 Fill & compact -screened topsoil GI -13 Gabion 12" deen stone filled mesh GI -14 Gabion, 18" deen s1one filled mesh GI -15 Gabion, 36" deeo, stone filled mesh GI -16 Gradinq, fine, bv hand GI -17 Gradinq, fine, with qrader GI -18 Monuments, 3' lonq GI -19 Sensitive Areas Siqn GI -20 Soddina 1" deen sloned around GI -21 Survevina line & arade GI -22 Survevina lot location/lines Gl-23 Traffic control crew ( 2 fla,,.,,,.,ers) GI -24 Trail, 4" chi"'"'ed wood GI· 25 Trail, 4" crushed cinder GI -26 Trail, 4" too course GI -27 Wall, retainina, concrete GI -28 Wall, rockery GI -29 Page 3 of9 ___ _ "KCC 27A authorizes only one bond reduction. li-wks-sbq.xls ~1te Improvement Bond Quantity Worksheet Web date: 12/02/2008 Existing Right-of-Way Unit Price Unit Quant. Cost $ 5.62 CY $ 8.53 CY $ 0.36 SY $ 8 876.16 Acre $ 1.50 CY $ 4.06 CY $ 18.55 LF $ 13.44 LF $ 1 271.81 Each $ 12.12 LF $ 22.57 CY $ 25.48 CY $ 37.85 CY $ 54.31 SY $ 74.85 SY $ 132.48 SY $ 2.02 SY $ 0.95 SY $ 135.13 Each $ 2.88 Each $ 7.46 SY $ 788.26 Dav $ 1,556.64 Acre $ 85.18 HR $ 7.59 SY $ 8.33 SY $ 8.19 SY $ 44.16 SF $ 9.49 SF SUBTQIA_L Future Public Right of Way & Drainage Facilities Quant. Cost Private Quantity Completed Improvements (Bond Reduction)"' Quant. 1600 0.1 1200 4117 841 20900 3 4.97 64 Quant. Cost Complete Cost 13,648.00 887.62 16,128.00 92,920.69 31,831.85 19,855.00 2 364.78 7,736.50 5,451.52 190,823.96 Unit prices updated: 02/12/02 Version: 11/26/08 Report Date: 08/31/2012 ROAD IMPROVEMENT No. AC Grindina, 4' wide machine< 1000sv RI -1 AC Grindina, 4' wide machine 1000-200 RI -2 AC Grindina, 4' wide machine > 2000sv RI -3 AC Removal/Disoosal/Reoair RI -4 Barricade, hll"le 1 RI -5 Barricade, h,ne Ill (Permanent) RI -6 Curb & Gutter, rolled RI -7 Curb & Gutter, vertical RI -8 Curb and Gutter, demolition and disoosa RI -9 Curb, extruded asohalt RI -10 Curb, extruded concrete RI -11 Sawcut, asphalt 3" deoth RI -12 Sawcut, concrete per 1" denth RI -13 Sealant, asphalt RI -14 Shoulder, AC ( see AC road unit orice 1 RI -15 Shoulder, aravel, 4" thick RI -16 Sidewalk, 4" thick RI -17 Sidewalk 4" thick demolition and disoos RI -18 Sidewalk 5" thick RI -19 Sidewalk 5" thick demolition and disoos RI -20 Sian handican RI -21 Strinina ner stall RI -22 Strinina thermoolastic, ( for crosswalk) RI -23 Striping, 4" reflectorized line RI -24 Page 4 of 9 ''KCC 27A authorizes only one bond reduction. li-wks-sbq.xls Site Improvement Bond Quantity Worksheet Web date: 12102/2008 Existing Right-of-way Unit Price Unit Quant. Cost $ 28.00 SY $ 15.00 SY $ 7.00 SY $ 67.50 SY $ 30.03 LF $ 45.05 LF $ 17.00 LF 90 1,530.00 $ 12.50 LF $ 18.00 LF 90 1,620.00 $ 5.50 LF $ 7.00 LF $ 1.85 LF $ 1.69 LF $ 1.25 LF $ " SY $ 15.00 SY $ 35.00 SY $ 29.50 SY $ 38.50 SY 90 3,465.00 $ 37.50 SY 90 3,375.00 $ 85.28 Each $ 5.82 Each $ 2.38 SF $ 0.25 LF SUBTOTAL 9,990.00 Future Public Right of Way & Drainaae Facilities Quant. Cost Private Bond Reduction* Improvements Quant. I 15840 4000 172 567 460 Quant. Cost Complete Cost 1,069.200.00 28.000.00 6,020.00 3,299.94 1,094.80 1,107,614.74 Unit prices updated: 02/12/02 Version: 11 /26/08 Report Date: 08/31/2012 Site Improvement Bond Quantity Worksheet w._.., .... .,,.,_ 1210..., ...... .., ... Unit Price Unit ROAD SURFACING (4" Rock= 2.5 base & 1.5" top course) For KCRS '93, (additional 2.5" base) add RS -1 $ 3.60 AC Overlav, 1.5" AC RS-2 $ 11.25 AC Overlav, 2" AC RS-3 $ 15.00 AC Road, 2". 4" rock, First 2500 SY RS-4 $ 21.00 AC Road, 2", 4" rock, Qtv. over 2500SY RS-5 $ 19.00 AC Road, 3", 4" rock First 2500 SY RS-6 $ 23.30 AC Road, 3", 4" rock Qtv. over 2500 SY RS-7 $ 21.00 AC Road, 5", First 2500 SY RS-8 $ 27.60 AC Road, 5", Qtv. Over 2500 SY RS-9 $ 25.00 AC Road, 6", First 2500 SY ,s -11 $ 33.10 AC Road, 6", Qtv. Over 2500 SY ,s · 1 1 $ 30.00 Asohalt Treated Base 4" thick ,s · 1 Gravel Road, 4" rock, First 2500 SY ,s · 1 Gravel Road, 4" rock, Otv. over 2500 SY ,s · 1, PCC Road, 5", no base, over 2500 SY ,s · 1 PCC Road, 6", no base, over 2500 SY RS -1 Thickened EdAe RS -1 Page 5 of9 *KCC 27A authorizes only one bond reduction. li-wks-sbq.xls $ 20.00 $ 15.00 $ 8.50 $ 27.00 $ 25.50 $ 8.60 SUBTOTAL SY SY SY SY SY SY SY SY SY SY SY SY SY SY SY SY LF Existing Future Public Right-of-way Right of Way & Drainage Facilities Quant. Cost Quant. Cost For '93 KCRS ( 6.5" Rock= 5" base & 1.5" top course) Private Bond Reduction* Improvements Quant. 2500 18400 Quant. Cost Comolete Cost 58,250.00 386 400.00 444,650.00 Unit prices updated: 02112102 Version: 11126/08 Report Date: 08/31/2012 Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 Unit Price Unit DRAINAGE (CPP -Corrugated Plastic Pipe, N12 or Equivalent) Access Road, R/D D -1 Bollards -fixed D-2 Bollards -removable D-3 * (CBs include frame and lid) CB Tvne I D-4 CB Tvne IL D-5 CB Tvne II, 48" diameter D-6 for additional deoth over 4' D-7 CB Tvne JJ, 54" diameter D-8 for additional deoth over 4' D-9 CB Tvne 11, 60" diameter D-10 for additional deoth over 4' D -11 CB T"ne II, 72" diameter D-12 for additional deoth over 4' D-13 Throuah-curb Inlet Framework (Add) D-14 Cleanout, PVC, 4" D-15 Cfeanout, PVC, 6" D-16 Cleanout, PVC, 8" D-17 Culvert, PVC, 4" D-18 Culvert, PVC, 6" D-19 Culvert, PVC, 8" D-20 Culvert, PVC, 12" D-21 Culvert, CMP. 8" D-22 Culvert, CMP, 12" D-23 Culvert, CMP, 15" D-24 Culvert, CMP, 18" D -25 Culvert, CMP 24" D-26 Culvert CMP 30" D-27 Culvert CMP, 36" D -28 Culvert CMP 48" -----D-29 Culvert, CMP 60" D -30 Culvert, CMP, 72" D -31 Page 6 of9 "KCC 27A authorizes only one bond reduction. li-wks-sbq .xis $ 21.00 SY $ 240.74 Each $ 452.34 Each $ 1,257.64 Each $ 1,433.59 Each $ 2,033.57 Each $ 436.52 FT $ 2,192.54 Each $ 486.53 FT $ 2,351.52 Each $ 536.54 FT $ 3,212.64 Each $ 692.21 FT $ 366.09 Each $ 130.55 Each $ 174.90 Each $ 224.19 Each $ 8.64 LF $ 12.60 LF $ 13.33 LF $ 21.77 LF $ 17.25 LF $ 26.45 LF $ 32.73 LF $ 37.74 LF $ 53.33 LF $ 71.45 LF $ 112.11 LF $ 140.83 J.F_ $ 235.45 LF $ 302.58 LF SUBTOTAL Quant. Existing Future Public Private Bond Reduction* Right-of-way Right of Way Improvements & Drainage Facilities Quant. Cost Quant. Cost Quant. Cost Complete Cost For Culvert prices, AveraQe of 4' cover was assumed. Assume perforated PVC is same orice as solid "i"'e. 17 1 6 1 230 118 21,379.88 2,033.57 2,619.12 3,212.64 3,065.90 3,862.14 36,173.25 Unit prices updated: 02/12/02 Version: 11/26/08 Report Date: 08/31/2012 DRAINAGE CONTINUED No. Culvert, Concrete, 8" D-32 Culvert, Concrete, 12" D -33 Culvert, Concrete, 15" D -34 Culvert, Concrete, 18" D -35 Culvert, Concrete, 24" D -36 Culvert, Concrete, 30" D-37 Culvert, Concrete, 36" D-38 Culvert, Concrete, 42" D-39 Culvert, Concrete, 48" D-40 Culvert, CPP, 6" D-41 Culvert, CPP, 8" D-42 Culvert, CPP, 12" D-43 Culvert, CPP 15" D-44 Culvert, CPP, 18" D-45 Culvert, CPP, 24" D-46 Culvert, CPP, 30" D -47 Culvert, CPP, 36" D -48 Ditchinq D -49 Flow Dispersal Trench f1,436 base+) D -50 French Drain f3' denth' D -51 Geotextile, laid in trench, nol1mro~··lene D -52 Infiltration nond testinn D -53 Mid-tank Access Riser, 48" dia, 6' deen 0 -54 Pond Overflow Snillwav 0-55 Restrictor/Oil Senarator, 12" 0-56 Restrictor/Oil Senarator, 15" 0-57 Restrictor/Oil Senarator, 18" 0-58 Rinran, rlaced 0-59 Tank End Reducer f36" diameter, 0-60 Trash Rack, 12" 0-61 Trash Rack, 15" D-62 Trash Rack, 18" D-63 Trash Rack, 21" D-64 Page 7 of9 *KCC 27 A authorizes only one bond reduction. li-wks-sbq.xls Site Improvement Bond Quantity Worksheet Existing Future Public Private Right-of-way Right of Way Improvements & Drainage Facilities Unit Price Unit Quant. Cost Quant. Cost Quant. Cost $ 21.02 LF $ 30.05 LF $ 37.34 LF $ 44.51 LF $ 61.07 LF $ 104.18 LF $ 137.63 LF $ 158.42 LF $ 175.94 LF $ 10.70 LF $ 16.10 LF 630 $ 20.70 LF 1260 $ 23.00 LF $ 27.60 LF $ 36.80 LF $ 48.30 LF $ 55.20 LF $ 8.08 CY $ 25.99 LF $ 22.60 LF $ 2.40 SY $ 74.75 HR $ 1,605.40 Each $ 14.01 SY $ 1,045.19 Each $ 1,095.56 Each $ 1,146.16 Each $ 39.08 CY $ 1,000.50 Each $ 211.97 Each $ 237.27 Each $ 268.89 Each $ 306.84 Each SUBTOTAL WC.--~W· 12/Q_, ___ _ Bond Reduction" Quant. Complete Cost 10143 26082 36225 Unit prices updated: 02/12/02 Version: 11/26/08 Report Date: 08/31/2012 Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 I Unit Price Unit PARKING LOT SURFACING No. 2" AC, 2" too course rock & 4" borrow PL -1 $ 21.00 SY 2" AC, 1.5" too course & 2.5" base cou PL-2 $ 28.00 SY 4" select borrow PL-3 $ 4.55 SY 1.5" too course rock & 2.5" base course PL-4 $ 11.41 SY UTILITY POLES & STREET LIGHTING Utility Pole(s) Relocation UP-1 Lump Sum Street Liqht Poles w/Luminaires UP-2 $ 1,000.00 Each WRITE-IN-ITEMS Such as detention/water aualitv vaults. l No. CONTECT FILTER VAULTS Wl-1 $80.000.00 Each Wl-2 SY Wl-3 CY Wl-4 LF Wl-5 FT Wl-6 Wl-7 Wl-8 Wl-9 Wl-10 SUBTOTAL SUBTOTAL (SUM ALL PAGES): 30% CONTINGENCY & MOBILIZATION: Page8of9 "KCC 27A authorizes only one bond reduction. li-wks-sbq.xls GRANDTOTAL: COLUMN: Existing Future Public Private Bond Reduction* Right-of-way Right of Way Improvements & Drainage Facilities Quant. Quant. Price Quant. Cost Quant. Cost Complete Cost Utility pole relocation costs must be accompanied by Franchise Utility's Cost Statemimt 18 1 9,990.00 2,997.00 12,987.00 B C I I 1a.ooo.ool I BO.ODO.OD 98,000.00 1,913,486.95 574,046.08 2,487,533.03 D E Unit prices updated: 02/12/02 Version: 11/26/08 Report Date: 08/31/2012 Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 Original bond computations prepared by: Name: Dave Dormier Date: 08/30/2012 PE Registration Number: 31741 Tel.#: (253 833-7776 Firm Name: Rupert Engineering Address: 1519 West Valle.l'.J:t,11:y_ North Project No: ROAD IMPROVEMENTS & DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS Stabilization/Erosion Sediment Control (ESC) Existing Right-of-Way Improvements Future Public Right of Way & Drainage Facilities Private Improvements Calculated Quantity Completed Total Right-of Way and/or Site Restoration Bond*/** (First $7,500 of bond* shall be cash.) Performance Bond• Amount (A+B+C+D) = TOTAL Reduced Performance Bond* Total *** Maintenance/Defect Bond* Total NAME OF PERSON PREPARING BOND• REDUCTION: PERFORMANCE BOND' AMOUNT (A) $ 19,202.3 (B) $ 12,987.0 (C) $ ------ (D) $ 2,487,533.0 (A+B) $ 32,189.3 (T) $ 2,519,722.3 Minimum bond* amount 1s $2000. BOND'AMOUNT REQUIRED AT RECORDING OR TEMPORARY OCCUPANCY "' (E) $ Tx0.30 $ 755,916.7 OR (T-E) $ 2,519,722.3 Use larger of I x30°/o or (T-E) Date: * NOTE: The word "bond" as used in this document means a financial guarantee acceptable to King County. ** NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. PUBLIC ROAD & DRAINAGE MAINTENANCE/DEFECT BOND' (B+C) x 0.25 = $ 3,246.8 The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. ln addition, corrective work, both on-and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged, some estimated costs for restoration needs to be reflected in this amount. The 30% contingency and mobilization costs are computed in this quantity. *"'" NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (Dor as revised by major design changes. REQUIRED BOND• AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 li-wks-sbq.xls Check out the DDES Web site at www.kinqcounty.gov/permits Unit prices updated: 02/12/02 Version: 11/26/08 Report Date: 08/31/2012 APPENDIXB CONTECH ENHANCED TREATMENT CALCULALTIONS I \~ [I rn I I 'r°-=~ ! l I i• L../ l -I I GI 1 WIOV I --==1 "I ! \i I ' I ! I :~ p R r-r R R • • a • . ---:;----- c.::> ,. • ~ w --~-- R '. I :I <, C . 1 • I -.. / ' --I--I '. __ ) , -: ' \-, -/\ \ i ___ ,.-,, _ _) I \ 216,541 TOTAL PARCEL AREA PAVEMENT AREA ---------t-~-------~- 188, 100 ---~----· ----------!----·----- SIDEWALK AREA 3,676 ---~~ ------- TOTAL LANDSCAPING AREA 24,766 --------~------1 INTERIOR PARKING LANDSCAPE AREA 10,210 (5.4%) TOTAL PARKING STALLS 567 DESCRI PTI01\I \/OLU 1111 [ (YDS) ASPHALT REMOVAL 3" 1,320 -- DUFF REMOVAL 532 --- TOTAL EARTH CUT 1,007 -~ TOTAL EARTH FILL 5,124 . ·---·---------·--·------·· ------·------- ASPHALT PAVEMENT 3" 1,771 ·--·--·-----· ·-··----·--·--------- TOP COARSE GRAVEL 2" 1, 179 - BASE COARSE GRAVEL 4" 2,363 ---·-- LANDSCAPE TOP SOIL 841 --·--·-·· ' C'\.C'\ 1 .n r-,;-r 01 r.-\ ..--, , 1 1 ' a n cuNCKt It 2)1lJtVVALK I~ APPENDIXD WATER QUALITY FLOW TREATMENT CALCULATIONS Ci"~:NTECH fNGINEEllED SOLUllONS Size and Cost Estimate Prepared by Mark Zeman on August 21, 2012 Boeing Lot #20 -Stormwater Treatment System Renton, WA lnfonnation provided: • Structure ID = Basic • Total Area (acre) = 5.0 • Percent Impervious = 88 • Water Quality Flow, WQF offline (cfs) = 0.3966 • Peak Flow, 0100 (cfs) = 2.04 • Media= ZPG • Cartridge flow rate (gpm) 7.5 Assumptions: • Height of Cartridge (inches) = 18 • Drop Required from inlet to outlet (feet) = 2.3 • Presiding agency = City of Renton Size and cost estimates: Enhanced 5.0 88 0.3966 2.04 CSF 15 The StormFilter is a flow-based system, and therefore, is sized by calculating the water quality flow rate associated with the design storm. The water quality flow rate was calculated by using the offline WO flow generated by WWHM based on information provided by the design engineer. Structure Water Approximate No. of Estimated Quality System Size ID Flow Depth Cartridges Cost Basic 0.3966 7' 24 Bx11vault $48,100 Enhanced 0.3966 7' 12 SFMH96" $31,600 The estimated costs are for complete systems delivered to the job site. This estimate assumes that the vault is 7 feet deep. The final system cost will depend on the actual depth of the units and whether extras like doors rather than castings are specified. The contractor is responsible for setting the StormFilter systems and all external plumbing. Typically the precast StormFilters have internal bypass capacities of 1.8 cfs. If the peak discharge off the site is expected to exceed this rate, we recommend placing a high-flow bypass upstream of the StormFilter system. Contech Engineered Solutions could provide our high-flow bypass, the StormGate, which provides a combination weir-orifice control structure to limit the flow to the StormFilter. The estimated cost of this structure is $5,500. The final cost would depend on the actual depth and size of the unit. ©2012 Contech Engineered Solutions LLC 11835 NE Glenn Widing Drive. Portland OR 97220 \V\V\v.Cnntechb:S.com Toll-free: 800.548.4667 Fax: 800.561.1271 Page 1 of 1 TS-P027 Western Washington Hydrology Model PROJECT REPORT Project Name: Site Address: City Report Date Gage Data Start Data End Precip Scale: WWHM3 Version: default 8/21/2012 Seatac 1948/10/01 1998/09/30 1. 00 PREDEVELOPED LAND USE Name Basin 1 Bypass: No GroundWater: No Pervious Land Use C, Forest, Flat Impervious Land Use Element Flows To: Acres 5 Acres Surface Interflow Name Basin 1 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Impervious Land Use ROADS FLAT Element Flows To: Surface MITIGATED LAND USE Acres .6 Acres 4.4 Interflow Groundwater Groundwater ANALYSIS RESULTS Flow Frequency Return Return Period Periods for Flow(cfs) 0.125839 0.194992 0.232468 0.270555 0.293169 0.311753 Predeveloped. POC #1 2 year 5 year 10 year 25 year 50 year 100 year Flow Frequency Return Return Period 2 year 5 year 10 year 25 year 50 year 100 year Periods for Mitigated. Flow(cfs) 1.126732 1. 376427 1.538398 1. 74105 1. 891308 2.041434 Yearly Peaks for Predeveloped and Mitigated. Year PredeveloE:ed Miti2ated 1950 0.144 1.161 1951 0.247 1. 699 1952 0.314 1.134 1953 0.097 0.991 1954 0.075 0.898 1955 0.110 1.074 1956 0.193 1.148 1957 0.158 1.104 1958 0.122 1. 265 1959 0.136 1.140 1960 0.112 0.874 1961 0.195 1. 096 1962 0.114 0.956 1963 0.067 0.977 1964 0.090 0.937 1965 0 .113 1.111 1966 0.084 0.990 1967 0.085 0.985 1968 0.186 1. 481 1969 0.114 1. 669 1970 0.114 0.899 1971 0.086 0.986 1972 0.082 0.954 1973 0.228 1.379 1974 0.102 0. 897 1975 0.109 0.990 1976 0.156 1.314 1977 0.104 0.898 1978 0.010 1.135 1979 0.087 1. 468 1980 0.053 1. 449 1981 0.152 1. 225 1982 0.081 1.355 POC #1 POC #1 1983 0.142 1. 858 1984 0.138 1. 351 1985 0.089 1. 025 1986 0.048 0. 967 1987 0.243 1. 206 1988 0.203 1.682 1989 0.074 0.802 1990 0.047 1. 007 1991 0.322 1. 899 1992 0.285 1. 772 1993 0.093 1. 018 1994 0.107 0. 697 1995 0. 027 0.829 1996 0.152 1. 044 1997 0. 296 1. 245 1998 0.273 1.194 1999 0.056 1. 287 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.3222 1.8990 2 0. 3143 1. 8577 3 0.2956 1. 7720 4 0.2848 1.6987 5 0.2732 1. 6823 6 0.2469 1.6687 7 0.2430 1. 4814 8 0.2284 1. 4 681 9 0.2030 1.4492 10 0.1948 1. 3788 11 0.1928 1. 3550 12 0.1859 1. 3510 13 0.1583 1.3141 14 0.1558 1.2866 15 0.1523 1. 2 653 16 0.1522 1. 244 7 17 0.1441 1. 224 6 18 0.1418 1.2056 19 0 .1380 1.1941 20 0 .1361 1.1607 21 0.1218 1.1476 22 0 .1140 1.1397 23 0 .1137 1.1354 24 0 .1135 1. 1335 25 0 .1127 1.1108 26 0 .1124 1.1042 27 0.1098 1. 0955 28 0.1087 1.0741 29 0 .1072 1.0443 30 0.1037 1.0247 31 0.1019 1. 0183 32 0.0967 1.0070 33 0.0927 0.9912 34 0.0900 0.9902 35 0.0887 0.9901 36 0.0873 0.9862 37 0.0862 0.9849 38 0.0854 0. 97 69 39 0.0839 0. 9667 40 0.0819 0.9556 41 0.0805 0.9537 42 0.0746 0.;)372 43 0.0743 0.8995 44 0.0667 0.8982 45 0.0557 0.8979 46 0.0525 0.8975 47 0.0481 0.8739 48 0. 04 71 0.8290 49 0.0271 0.8022 50 0.0103 0. 6966 POC #1 Facility F'.~-= I._::,-: ri duration standard for l+ flows. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0629 4029 30027 745 ~'.:.; i ! 0.0652 3629 29164 803 ·:·6i .. 0.0676 3411 28603 838 0.0699 3211 27998 871 0. 0722 2958 27218 920 [."'_--. 1 0.0745 2782 26762 961 !''a.i. l 0.0769 2620 26262 1002 :-.·:, i - o. 07 92 2399 25635 1068 1_··=~ _i _ 0.0815 2255 25232 1118 0.0839 2135 24772 1160 ~-::i __ _l 0. 08 62 1965 24093 1226 4-,1 -I 0.0885 1877 23663 1260 7.':L l 0.0908 1779 23256 1307 ·';;;; 1 0.0932 1662 22690 1365 ;_:;-:;;_1_ J 0.0955 1578 22309 1413 ~-,-_ -i j 0.0978 1504 21932 1458 f,l.' ·1 0.1001 1394 21388 1534 F ·"'' - 0.1025 1322 21047 1592 ~' C: i ·, 0.1048 1262 20727 1642 r·;., l ' 0 .1071 1183 20209 1708 Fa ij 0 .1094 1122 19894 1773 r- 0 .1118 1080 19583 1813 F:d _ 0.1141 1009 19136 1896 r·~, i ·, 0 .1164 960 18838 1962 £,':::, j_ --'- 0 .1187 921 18544 2013 F-1 i , 0 .1211 875 18119 2070 '-'a~ : 0.1234 829 17847 2152 -~ -. 0.1257 791 17597 2224 ~ ::1 ' 0.1280 752 17247 2293 :•.-;: -[ 0 .1304 719 16988 2362 F,::', i L 0. 1327 703 16729 2379 F::. i -! 0.1350 658 16322 2480 f;';: i I 0 .1373 628 16107 2564 l,',:c. i 1 0.1397 609 15853 2603 i::'d i ~ 0.1420 582 15656 2690 f,3 i 0.1443 554 15305 2762 r--,; 0. 14 66 528 15077 2855 0.1490 504 14858 2 94 8 0.1513 469 14534 3098 0.1536 450 14328 3184 0.1559 429 14108 3288 0.1583 407 13815 3394 0. 1606 387 13591 3511 0. 162 9 374 13403 3583 Ve, i -i 0.1653 351 13135 3742 0.1676 34 0 1294 7 3807 ~-c-,-; ·1 0.1699 323 12763 3951 : ~_:'_l 0 .1722 304 12526 4120 0.1746 284 12364 4353 ~--J -l 0.1769 278 12198 4387 F'.-1 ~ I 0. 1792 260 11943 4593 f.3 i _ 0.1815 247 11781 4769 0.1839 238 11619 4881 f'.:j i - 0.1862 222 11391 5131 0.1885 213 11211 5263 F:s i I 0.1908 206 11045 5361 0.1932 198 10821 5465 t'c-' i. j_ 0.1955 191 10659 5580 ·;· ~ i l 0.1978 183 10515 5745 "; ;, _:_ I_ 0.2001 177 10304 5821 0.2025 169 10173 6019 :: a_': .L 0.2048 165 10032 6080 0.2071 155 9853 6356 '.:"':-:; 0.2094 154 9712 6306 0. 2118 151 9585 634 7 l.: C: -'---- 0.2141 14 3 9406 6577 ~' I 0. 2164 139 9270 6669 ;:,_ii 0.2187 133 9156 6884 r,·.-~ i - 0. 2211 124 8950 7217 l:<:.-'.:i. 0.2234 120 8827 7355 t.-, i ~ 0.2257 115 8713 7576 ,, --- 0.2280 106 8525 8042 _:. .-, ~ '. 0.2304 103 8406 8161 :::;· '"C j_ l 0. 2327 96 8292 8637 -::;·,_, ·, 0.2350 86 8117 9438 f,--::; I 0.2374 84 8003 9527 i·' --, ~ 0.2397 73 78 94 10813 .:: :_:; _:'_ J 0.2420 67 7749 11565 ;; -1 ii 0.2443 63 7657 12153 l· :.,J. 0. 24 67 59 7552 12800 .:, i 0.2490 55 7442 13530 Fa i · 0. 2513 50 7302 14603 0. 2536 49 7210 14 714 F'd 1 0. 2560 47 7113 15134 Fci i I 0.2583 44 6973 15847 f c;; i 0. 2606 38 6877 18097 p,-~ i i 0. 2629 36 6793 18869 Fai J 0.2653 32 6680 20875 :,-.., i ' 0. 267 6 28 6574 23478 Feil 0.2699 26 6482 24930 I",, I I 0.2722 23 6364 27669 0.2746 21 6303 30014 0. 2769 19 6206 32663 :' .--i ~ j 0.2792 18 6097 33872 0.2815 18 6000 33333 0.2839 16 5930 37062 0.2862 13 5807 44669 0.2885 13 5737 44130 0.2908 11 5663 51481 0.2932 10 5553 55530 f ---· The development has an increase in flow durations from 1/2 predeve1oped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.5388 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.6934 cfs. Off-line facility target flow: 0.3559 cfs. Adjusted for 15 min: 0.3966 cfs. Perlnd and Implnd Changes No changes have been made. This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including Out not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. TOP SLAB ACCESS SEE FRAME AND COVER DETAIL A L~ 6" CONCRETE_/ WALL 'WIDTH MAY VARY REGIONALLY INLET PIPE INLET DISSIPATOR ------11'-0"------:J- PLAN VIEW ALTERNATE PIPE LOCATION (TYP) OUTLET SUMP A OUTLET J I f VAULT STYLE: OUTLET SUMP (NIB) Cl 9F I C519F-I b CONTRACTOR TO GROUT TO FINISHED GRADE GRADE rRING/RISERS V l')<:<, ... VY /' 1• .. FLOW KIT STORMFILTER CARTRIDGE SECTION A-A -·----A StormFilter' :=..-.::i...-==-- {'·:. OVER FLOW ASSEMBLY ~~~ ~~I ~a:g OUTLET PIPE I "~ ~~ ~· :! STORMFIL TER DESIGN NOTES STORMFILTER TREATMENTCAPACITY ISA FUNCTION OF THE CAATRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. THE STANDARD VAULT STYLE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGES (26). VAULT S'TYLE OPTIONS 1NCL.UOE INLET BAY (17), INLET BAY/CUTI.ET BAY (12), OUTLET BAY (21), FULL HEIGHT BAFFLE WALL (17}. STORMFlL TER 8X11 PEAK HYDAAULIC CAPACITY IS 1.0 CFS. IF THE SITE CONDITIONS EXCEED 1,0 CFS AN UPSTREAM BYPASS STRUCTURE IS FtEQUIREO. CARTRIDGE SELECTIOO cARTRIDGE HEIGHT 2"' 3.05• "" LOW DROP ~-3' 1.0' REC0.\0,iENCEO HYDRAULIC DROP (H) SPE91FIC _ _F~0W RA.TE (1i1pm/1 2 gpm/112 ( 1 gpm/lt' 2gp, '' "f gp 7 . .s 2 gpmlft' ,,--1.!l_!:m/fl' CARTRIDGE FLOW RATE ({11111) 22.5 _J 1U!6 SITE SPECIFIC DATA REQUIREMENTS STRUCTUf.E 10 WATER QUALITY FLOW RATE (cf.I PEAK FLOW RATE (er.: RETURN PERIOD OF PEAK FLOW (yr,:, ti OF CARTRIDGES REQUIRED CARTRIDGE FLOW RATE MEDIA TYPE (CSF, PERLITE, 2PG, GAC, PHS SF290B "" ui::r ''° ,.- Ts Zf_G P!PEDATA: ~, INLET PIPE #2 OUTI..ET PIPE I.E. 23'.oo MATERlAL PY9 DIAMETER --,-,- FRAME AND COVER (DIAMETER VARIES) N.T.S. 21& UPSTREAM RIM ELEW,T_IQ_N PVC ,_,_ E]5' 27.90 DOWNSTREAM RIM ELEVATION ANTI-FLOTATION BALLAST WIDTH HEIGHT NOTES/SPECIAL REQUIREMENTS: 'PER ENGINEER OF RECORD GENERAL NOJES 1. CONTECH TO PROVIDE A.LL MATERIALS UNLESS NOTED OTHERWISE. 2. DIMENSIONS MARKED WITH ( )A.RE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY, 3. FOR SITE SPECIFIC ORA.WINGS WITH DETAILED VAULT D1MENSIONSAND WEIGHTS, PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. www.contechES.com 4. STORM FIL TEA WATER QUA.Lin' STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING, 6. STRUCTURE SHALL MEET AASHTO HS20AND CASTINGS SHALL MEET MSHTO M306 LOAD RATING, ASSUMING GROUNDWATER ELEVATION AT OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION 6. FILTER CARTRIDGES SHALL BE MEDIA-FILLED, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 7•1NCHES. FILTER MEDIA CONTACT TIME SHALL BE AT I.EAST 39 SECONDS. 7. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY (gpm} DIVIDED BY THE FILTER CONTACT SURFACE AREA (sq ft). !N§TALt.ATION NQTE.S 1, AfN SU8-BASE, BACKFILL DEPTtt, ANDIORANT~FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL 8E SPECIFIED BY ENGINEER OF RECORD. 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER VAULT (LIFTING CLUTCHES PROVIDED). 3. CONTRACTOR TO INSTALL JOINT SEALANT SE'IWEEN ALL VAULT SECTIONS AND ASSEMBLE VA.ULT. 4. CONTRACTOR TO PROVIDE, INSTALL AND GROUT PIPES, MATCH OUTLET PIPE INVERT WITH OUTLET BAY FLOOR. 5. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF. C(:tNTECH' ENGINEERED SOLUTIONS U.C www.conlechE8.com 902:5 C.ntn, Pohla Dr., 8<lb 400, WM! a.-, 01-1 (~ 8()0,,33&.1122 51M-i15"7000 513-645"79P3 FAX ##11## RTU-3 STORMFIL TER STANDARD DETAIL i ~w INLET CONTRACTOR TO GROUT TO FINISHED ORA DE GRADE RING/RISERS INLET PIPE FILTER CARTRIDGE PLAN VIEW STANDARD OUTLET RISER FLOWKIT: 43A '-=' '-=' '-=' FLOW KIT OUTLET SUMP HOPE OUTLET RISER SECTION A-A ~·----.\ Stormfilter· ~~- OUTLET SUMP j OUTLET 96' I.D. MANHOLE STRUCTURE FLOAT ABLES BAFFLE 1~ hlJ i~ CTo i~I 1· STORMFIL TER DESIGN NOTES STORMFILTER TREAThlENTCAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION ANO TllE NUM8ER OF CARTRIDGES. THE STANDARD MANHOLE STYLE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGES (14). VOLUME SYSTEM IS ALS0AVA1L.A8LE WITH MAXIMUM 14 CARTRIDGES 096' MANHOLE BTORMFILTER PEAK HYORAULlC CAPACITY IS 1.8 CFS. IF THE SITE CONDITIONS EXCEED 1.8 CFS AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. CARTRIDGE SELECTION CARTRIDGE HEIGHT '" ,.. LOW DROP 23· --,.-,.--RECOMMENDED HYDRAULIC DROP (HJ SPECIFIC FLOW RATE CARTRIDGE FLOW RATE (gpm) a.oa· gpmhii I , o 2gpm/ft" j 1 gpm/11' 2~m/rt" 1~mlf.' 22.5 1_1,25 15 I 1.5 ,, SITE SPECIFIC DATA_R_EQU_IREMENTS - STRUCTURE ID SF290A WATER QUALITY FLOW RATE icfl, PEAK FLOW RATE (cf-J) RETURN PERIOD OF PEAK FLOW_ # OF CARTRIDGES REQUIRED CARTRIDGE FLOW RATE MEDIAJF_l;_(CSF,PERLITE, 2PG, GAC, PHS .3966 '" '~ " " CSc -PIPE DATA: ~#1 I.E. :IT:"5 MATERIAL DIAMETER FRAME AND COVER (DIAMETER VARIES) N.T.S lli_LETPIPE #2 OU!LJ;J: f:J!PE .'.!!!.2 UPSTREAM RIM ElEVATION OQYJNSTREAM RIM ELEVATION pye--" e,c " 27.!l() ANTI-FLOTATION IW.l.AST I Wlt,TH I HEl!:lHT I NOTES/SPECIAL REQUIREMENTS: 'PER ENG/NEER OF RECORD GENERAi NOTES 1. CON TECH TO PROVIDE ALL MATERIALS UNLESS NOTEO OTHERWISE. 2. DIMENSIONS MARKED WITH ( J ARE REFERENCE DIMENSIONS. ACTUAL 01MENSIONS MAY VARY. 3. FOR SITE SPECIFIC DRAWINGS WITH DETAILED VAULT DIMENSION SANO "WEIGHTS, PLEASE CONTACT YOUR CONTE CH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. www.oonted!ES.CO!l'I 4. STORMFIL TER WATER QUALITY STRUCTURE $HALL 8E IN ACCORDANCE WITH ALL DESIGN DATA ANO INFORMATION CONTAINED IN THIS DRAWING, 5. STRUCTURE $HALL MEET AASHTO H820 AND CASTINGS SHAU. MEET AASHTO M306 LOAD RATING, ASSUMING GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION e. FILTER CARTRIDGES SHALL BE MEDIA-Flu.ED, PASSJVE, SIPHON ACTUATED, RADIA.I. FLOW, ANO SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 7-INCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 39 SECONDS. 7. SPECIFIC FLCIN RATE IS EQUAL TO THE FILTER lREA™ENT CAP"CITY (gpm) DIVIDED BY THE FILTER CONTACT SURFACE AREA (ijq ~) INSTALLATION NOTES 1. ANY SUB-SASE, BACKFIU. DEPTH, ANO/OR ANTI-FLOTATION AAOV1SIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS ANO SHALL BE SPECIFIED BY ENGINEER OF RECORD. 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTINO ANO REA.CH CAPACITY TO LIFT ANO SET THE STORMFILTER STRUCTURE (LIFTING CLUTCHES PROVIDED). 3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS ANO ASSEMBLE STRUCTURE. 4. CONTRACTOR TO PROVIDE, INSTM.L, ANO GROUT INLET PIP!i(SJ. 5. CONTRACTOR TO PROVIDE ..-.NO INSTALL CONNECTOR TO THE OUTLET RISER STUB. STORMFIL TER EQUIPPED WITH A DUAL DIAMETER HOPE OUTLET STUB ANO SANO COUAR. IF OUTLET PIPE !S LARGER THAN 8 l~ES, CONTRACTOR TO REMOVE THE 8 INCH OUTLET STUB AT MOLDED IN CUT LINE. COUPLING BY FEFtNCO OR EQUAL ANO PROVIDED BY CONTRACTOR. 6. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF. C(~NTECH" ENGINEERED SOLUTIONS LLC www.coo1KhES.com 9025 Cenh Polni. Or., SU1to 400, WNI. Cllnltr, OH 450e9 B0().(138.11112 51:J-!Sol&.7000 81:l-&l~YWJ FAX -RTU-4 STORMFIL TER STANDARD DETAIL GENERAL NOTES I) STORMGATE BY CONTEUI STORMWATER SOLUTIONS; PORTLAND, OR (80D) 548-4GG7; SCARBOROUGH, ME (877) 907-8G7G; LINTHICUM, MD (8GG) 74D-3318. 2) FRECAST MANHOLE TO BE CONSTRUCTED IN ACCORDANCE WIHI ASTM C478. DETAIL DRA'MNG REFLECTS DESIGN INTENT ONLY. ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL BE SHOWN ON PRODUCTION SHOP DRAWING. 3) STRUCTURE AND ACCESS COVERS TO MEET AASHTO H-20 LOAD RATING. 4) INLET AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. FRECAST STORMGATE MANHOLE EQUIPPED WITH EITHER CORED OPENINGS OR KNOCKOUTS AT INLET AND OUTLET LOCATIONS. 5) CONTRACTOR TO ADJUST WEIR TO DESIGN ELEVATION SPECIFIED IN DATA TABLE BELOW. DO NOT EXCEED 5.0 Ff-LBS TORQUE WHEN TIGHTENING SCREWS ON WEIR FRAME. SEAL WEIR TO FRAME wm1 RTV SILICONE SEALANT AFfER FINAL ADJUSTMENT. STORMGATE MANHOLE DATA STRUCTURE ID 291 WATER QUALITY FLOW RATE (cfs) .39GG PEAK FLOW RATE, Qpeak (cfs) 2.04 MANHOLE DIAMETER (48", GO', 72") 72" RIM ELEVATION 27.00 tJ . . . ~,-.,$ PIPE DATA, I.E. ORIENTATION MATERIAL DIAMETER INLET PIPE 24.00' 'IX' PVC 15" ... WATER QUALITY 24.00' 'IX' PVC 8" FLOW OUTLET Pl PE ·,,;;'sfR!%~0' 2 PEAK FLOW 24.00 '!Y.' PVC 15" (SEE NOTE 5) OUTLET PIPE CD ORIFICE TYPE (PIPE, CAP, PLATE) PLATE WEIR DETAIL -PLAN VIEW ORIFICE DIAMETER (,n) 3.82" WEIR CREST ELEVATION 25.00' WEIR WNl_ ELEVATION 2G.OO HEAD OVER WEIR, H (ft) O. !b' WSE at Q,..,eak 25.20' WEIR ORIENTATION )iY." FLOOR ELEVATION 23.00 NOTESJ5PECIAL REQUIREMENTS, PIPE ORIENTATION KEY, 90' I WEIR FRAME I 80' -EI:)-o• 3' ADJUSTABLE I t -I.., ,~ WEIR PLATE 270° / (SEE NOTE 51 -W~~~~• 2'-2" ··~··' MIN EMBEDMENIT i \.._ ANCHORS ' .. . . >· ~ -(TYP) ·;, . . • . .. . ·.,:,;c;;._;~ 4' MIN --_;(t: ~:·"· _:._t>:\_ . WEIR DETAIL -SECTION VIEW CD : t" ... --, · .. :~:. _.. . -_~,_ ,, r· "'. (j'" ,,, >. . ~ ~·, "-. 'j, ,,' .. ·/ 24' 0 FRAME . AND COVER (STD) STORMGATE MANHOLE-TOP VIEW CD ©2012 CONTECH Engineered Solutions, LLC STORMGATE MANHOLE HIGH FLOW BYPASS DRAVIIING C(iNTECH' TOP VIEW, WEIR DETAIL, DATA AND NOTES 2 ENGINEERED SOLUTIONS LLC STANDARD DETAIL www.wntechES.com 2/2 DATE: 04/04/06 I SCALE: NONE I FILE NAME: SG-MH-DTL I DRAWN: MJW I CHECKED:ARG VARIABLE DIAMETER (SEE NOTE 2) INLET PIPE (SEE NOTE 4) STORMGATE MANHOLE -PLAN VIEW~ C1 19-1b STORMGATE ADJUSTABLE WEIR (SEE DETAIL I /2) .•· .. \• . · . . ·.; 24" 0 FRAME AND COVER (STD) STORMGATE MANHOLE -SECTION VIEW® C 9F 1b ©2012 CONTECH Engineered Solutions, LLC Ct1)NTECH' ENGINEERED SOLUTIONS LLC www.contechES.com STORMGATE MANHOLE HIGH FLOW BYPASS PLAN AND SECTION VIEWS STANDARD DETAIL DRAWNG 1 112 DATE: 04/04/06 SCALE: NONE FILE NAME: SG-MH-OTL ORA~: MJW CHECKED: ARG APPENDIXD CONVEYANCE SYSTEM 25 YEAR BACKWATER ANALYSIS Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Plan 9 ----• ---·- 19 l 8 13 ~ 7 18 6 11 17 5 3 4/ 16 12 I 15 14 12 \ 10 ~ Outfall Project File: CATCH BASIN DOWNSTREAM.stm Number of lines: 20 Date: 08-30-2012 Hydraflow Storm Sewers Extension v6 066 4 Hyd rog ra ph summary Re P9Jlflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval peak volume hyd(s) elevation strge used description (origin) (cfs) (min) (min) (cuff) (ft) (cult) 1 SBUH Runoff 0.198 6 480 2,991 ------CENTER 15K CB AREA 2 SBUH Runoff 0.119 6 480 1,795 ---WEST 0.9k CB AREA 3 SBUH Runoff 0.147 6 480 2,222 ---EAST 11k CB AREA CB BACKWATER FLOWS.gpw Return Period: 25 Year Thursday, Aug 30, 2012 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate size shape length ELDn EL Up slope down up loss Junct line Type (els) (In) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 290A 2.81 15 Cir 78.000 17.15 19.00 2.372 18.40 19.67 n/a 19.67 j End Manhole 2 291A 2.81 15 Cir 66.597 19.00 25.00 9.009 19.86 25.67 n/a 25.67 j 1 Manhole 3 292A 2.81 15 Cir 61.626 24.00 24.19 0.308 25.s6· 2s.s5• a.as 26.04 2 Manhole 4 293A 1.52 12 Cir 129.963 24.19 24.58 0.300 26.07· 26.27· 0.06 26.32 3 Manhole 5 305A 1. 12 12 Cir 143.788 24.58 25.02 0.306 26.35· 26.47· 0.03 26.50 4 Manhole 6 306A 0.76 12 Cir 132.847 25.02 25.42 0.301 26.52· 26.57· 0.00 26.57 5 Manhole 7 307A 0.64 12 Cir 132.398 25.42 25.82 0.302 26.58 26.61 O.Q1 26.62 6 Manhole 8 309A 0.32 12 Cir 62.678 25.82 26.00 0.287 26.62 26.63 0.01 26.63 7 Manhole 9 310A 0.20 8 Cir 117.022 26.00 26.35 0.299 26.63 26.68 0.02 26.70 8 Manhole 10 295A 0.20 8 Cir 70.653 24.19 24.53 0.481 26.12· 26.13• 0.01 26.14 3 Manhole 11 299A 0.20 8 Cir 131.289 24.58 25.23 0.495 26.38· 26.41. O.Q1 26.41 4 Manhole 12 303A 0.24 12 Cir 129.441 25.02 25.67 0.502 26.53 26.54 0.00 26.54 5 Manhole 13 308A 0.20 8 Cir 117.020 25.82 26.17 0.299 26.63 26.66 0.01 26.67 7 Manhole 14 304A 0.12 8 Cir 65.406 25.67 26.00 0.505 26.54 26.54 0.00 26.54 12 Manhole 15 296A 0.89 12 Cir 153.882 24.19 24.63 0.286 26.10• 26.19· 0.02 26.21 3 Manhole 16 298A 0.60 12 Cir 124.385 24.63 25.00 0.297 26.22' 26.25' 0.00 26.25 15 Manhole 17 300A 0.45 12 Cir 137.813 25.00 25.41 0.298 26.25 26.27 0.00 26.27 16 Manhole 18 301A 0.30 12 Cir 125.122 25.41 25.78 0.296 26.27 26.28 0.00 26.28 17 Manhole 19 302A 0.15 8 Cir 65.138 25.78 25.98 0.307 26.28 26.30 0.01 26.31 18 Manhole 20 297A 0.15 8 Cir 66.039 24.63 24.97 0.515 26.22' 26.23' 0.00 26.23 15 Manhole I Project File: CATCH BASIN DOWNSTREAM.stm Number of lines: 20 I Run Date: 08-30-2012 NOTES: Return period;:; 25 Yrs. : "Surcharged (HGL above crown). ; j ~ Line contains hyd. jump. Hydraflow Storm Sewers Extension v6.066 Storm Sewer Tabulation Page 1 Statlon Len DmgArea Rnoff Area x C Tc Rain Total Cap Vol Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID coeff (I) flow full Line To Iner Total Iner Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (In/hr) (cfs) (cfs) (ft/s) (In) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 78.000 0.00 0.00 0.00 0.00 0.00 0.0 4.7 0.0 2.81 10.77 3.24 15 2.37 17.15 19.00 18.40 19.67 27.25 28.20 290A 2 1 66.597 0.00 0.00 0.00 0.00 0.00 0.0 4.3 0.0 2.81 21.00 3.65 15 9.01 19.00 25.00 19.86 25.67 28.20 28.50 291A 3 2 61.626 0.00 0.00 0.00 0.00 0.00 0.0 4.0 0.0 2.81 3.88 2.29 15 0.31 24.00 24.19 25.86 25.96 28.50 27.00 292A 4 3 129.96: 0.00 0.00 0.00 0.00 0.00 a.a 3.3 a.a 1.52 2. 11 1.93 12 0.30 24.19 24.58 26.07 26.27 27.00 27.00 293A 5 4 143.78€ 0.00 0.00 0.00 0.00 0.00 a.a 2.5 0.0 1. 12 2.13 1.42 12 0.31 24.58 25.02 26.35 26.47 27.00 27.00 305A 6 5 132.84' 0.00 0.00 0.00 0.00 0.00 0.0 1.7 0.0 0.76 2.12 0.96 12 0.30 25.02 25.42 26.52 26.57 27.00 27.42 306A 7 6 132.39! 0.00 0.00 0.00 0.00 0.00 0.0 1.0 0.0 0.64 2.12 0.88 12 0.30 25.42 25.82 26.58 26.61 27.42 27.82 307A 8 7 62.678 0.00 0.00 0.00 0.00 0.00 0.0 0.7 0.0 0.32 2.07 0.54 12 0.29 25.82 26.00 26.62 26.63 27.82 28.00 309A 9 8 117.02, 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.20 0.72 0.86 8 0.30 26.00 26.35 26.63 26.68 28.00 28.00 310A 10 3 70.653 0.00 0.00 0.00 0.00 0.00 0.0 a.a 0.0 0.20 0.91 0.57 8 0.48 24.19 24.53 26.12 26.13 27.00 27.00 295A 11 4 131.285 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.20 0.92 0.57 8 0.50 24.58 25.23 26.38 26.41 27.00 27.00 299A 12 5 129.441 0.00 0.00 0.00 0.00 0.00 0.0 0.4 0.0 0.24 2.73 0.32 12 0.50 25.02 25.67 26.53 26.54 27.00 27.67 303A 13 7 117.02C 0.00 0.00 0.00 0.00 0.00 a.a 0.0 0.0 0.20 0.72 0.64 8 0.30 25.82 26.17 26.63 26.66 27.82 27.85 308A 14 12 65.406 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.12 0.93 0.37 8 0.50 25.67 26.00 26.54 26.54 27.67 28.00 304A 15 3 153.88, 0.00 0.00 0.00 0.00 0.00 0.0 2.5 0.0 0.89 2.06 1. 13 12 0.29 24.19 24.63 26.10 26.19 27.00 27.00 296A 16 15 124.38! 0.00 0.00 0.00 0.00 0.00 0.0 1.8 0.0 0.60 2.10 0.76 12 0.30 24.63 25.00 26.22 26.25 27.00 27.00 298A 17 16 137.811 0.00 0.00 0.00 0.00 0.00 0.0 1. 1 0.0 0.45 2.10 0.60 12 0.30 25.00 25.41 26.25 26.27 27.00 27.41 300A 18 17 125.12, 0.00 0.00 0.00 0.00 0.00 a.a 0.4 0.0 0.30 2.10 0.58 12 0.30 25.41 25.78 26.27 26.28 27.41 27.76 301A 19 18 65. 138 0.00 0.00 0.00 0.00 0.00 a.a 0.0 a.a 0.15 0.72 0.71 8 0.31 25.78 25.98 26.28 26.30 27.78 27.70 302A 20 15 86.039 0.00 0.00 0.00 0.00 0.00 0.0 a.a a.a 0.15 0.94 0.42 8 0.51 24.63 24.97 26.22 26.23 27.00 27.00 297A . 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I . 0 0 0 '" " 0 q ;;; g .,; "' 0 0 <» ~ _J <.? :,: APPENDIXE CONSTRUCTION STORMW ATER POLLUTION PREVENTION PLAN Stormwater Pollution Prevention Plan Owner The Boeing Company MC 9W-01, PO Box 3707 Seattle, WA 98124-2207 For Boeing Renton Lot 20 Prepared For Northwest Regional Office 3190 -160th Avenue SE Bellevue, WA 98008-5452 425-649-7000 Developer The Boeing Company 737 Logan Ave Renton, WA 98057 Project Site Location Operator/Contractor The Boeing Company MC 9W-01, PO Box 3707 Seattle, WA 98124-2207 Comer ofN 6th Street and Logan Ave in Renton, WA, in King County Certified Erosion and Sediment Control Lead Sergio Steve Curro (206) 651-6678 SWPPP Prepared By Rupert Engineering 1519 West Valley Hwy North Auburn, WA 98001 (253) 833-7776 Dave Dormier, Civil Engineer SWPPP Preparation Date August 30, 2012 Approximate Project Construction Dates November 2012 March 2013 n n Contents 1.0 Introduction ............................................................................................................................... ! 2.0 Site Description ....................................................................................................................... .3 2.1 Existing Conditions .......................................................................................................... .3 2.2 Proposed Construction Activities ..................................................................................... .3 3.0 Construction Storm water BMPs ............................................................................................... 5 3.1 The 12 BMP Elements ....................................................................................................... 5 3.1.1 Element #1 -Mark Clearing Limits ................................................................ 5 3.1.2 Element #2 -Establish Construction Access ................................................... 5 3.1.3 Element #3 -Control Flow Rates .................................................................... 6 3.1.4 Element #4 -Install Sediment Controls .......................................................... 6 3.1.5 Element #5 -Stabilize Soils ............................................................................ 8 3.1.6 Element #6 -Protect Slopes ............................................................................ 9 3.1.7 Element #7 -Protect Drain Inlets .................................................................... 9 3.1.8 Element #8 -Stabilize Channels and Outlets .................................................. 9 3.1.9 Element #9 -Control Pollutants .................................................................... I 0 3.1.10 Element #10-Control Dewatering ............................................................... 11 3.1.11 Element#ll-MaintainBMPs ...................................................................... 15 3.1.12 Element #12-Manage the Project ............................................................... .15 3 .2 Site Specific BMPs .......................................................................................................... 17 3.3 Additional Advanced BMPs ............................................................................................ 17 4.0 Construction Phasing and BMP Implementation ................................................................... 17 5.0 Pollution Prevention Team ...................................................................................................... 19 5.1 Roles and Responsibilities ............................................................................................... 19 5.2 Team Members ................................................................................................................ 19 6.0 Site Inspections and Monitoring ............................................................................................ .21 6.1 Site Inspection ................................................................................................................. 21 6.1.1 Site Inspection Frequency .............................................................................. 21 6.1.2 Site Inspection Documentation ...................................................................... 21 6.2 Stormwater Quality Monitoring ...................................................................................... 22 6.2.1 Turbidity ........................................................................................................ 22 6.2.2 pH ................................................................................................................... 23 7.0 Reporting and Recordkeeping ................................................................................................ 25 7.1 Recordkeeping ................................................................................................................. 25 7.1.1 Site Log Book ................................................................................................ 25 7.1.2 Records Retention .......................................................................................... 25 7.1.3 Access to Plans and Records .......................................................................... 25 7.1.4 UpdatingtheSWPPP ..................................................................................... 25 II n 7 .2 Reporting ......................................................................................................................... 26 7.2.1 Discharge Monitoring Reports ....................................................................... 26 7.2.2 Notification ofNoncompliance ...................................................................... 26 7.2.3 Permit Application and Changes ................................................................... 26 Appendix A -Site Plans ........................................................................................................ .31 Appendix B -Construction BMPs ......................................................................................... 31 Appendix C -Alternative BMPs ........................................................................................... .32 Appendix D -General Permit ............................................................................................... .35 Appendix E-Site Inspection Forms (and Site Log) ............................................................. .35 Appendix F -Engineering Calculations ................................................................................ .45 Appendix A Site plans • Vicinity map (with all discharge points) • Site plan with TESC measures Appendix B Construction BMPs • Possibly reference in BMPs, but likely it will be a consolidated list so that the applicant can photocopy from the list from the SWMM. Appendix C Alternative Construction BMP list • List of BMPs not selected, but can be referenced if needed in each of the 12 elements Appendix D General Permit Appendix E Site Log and Inspection Forms Appendix F Engineering Calculations (if necessary) • Flows, ponds, etc ... Ill Stormwater Pollution Prevention Plan 1.0 Introduction The project is to redevelop the 4.97 acre Boeing parcel 088661002001 in the City of Renton into a new 567 stall parking lot. The site is currently covered by 2.58 acres of asphalt pavement and 2.4 acres of stabilized exposed soil where a building use to stand. The final development will be composed of 4.4 acres of asphalt pavement and 0.57 acres of landscaping. All new impervious surface runoff will receive enhance treated as required by the City of Renton stormwater manual. Storm water Pollution Prevention Plan 2.0 Site Description 2.1 Existing Conditions The 4.97 acre Boeing parcel 088661002001 in the City of Renton is cnrrently covered by 2.58 acres of asphalt pavement and 2.4 acres of stabilized exposed soil where a building once stood. The site is flat and stormwater is collected by the existing catch basin underground conveyance system which discharges into the City of Renton storm drainage system which eventually outfalls into the Cedar River. 2.2 Proposed Construction Activities Construction activities will include site preparation, TESC installation, demolition of existing asphalt pavement and storm drainage systems, excavation for the installation of a new stormdrainage conveyance system, installation of electrical and irrigation utilities, site wide grading and paving activities, and installation of landscaping and other site stabilization activies. The following swnmarizes details regarding site areas: • • • • • • • • • Total site area: Percent impervious area before construction: Percent impervious area after construction: Disturbed area during construction: Disturbed area that is characterized as impervious (i.e., access roads, staging, parking): 2-year stormwater runoff peak flow prior to construction (existing): 10-year stormwater runoff peak flow prior to construction ( existing): 2-year stormwater runoff peak flow during construction: 10-year stormwater runoff peak flow during construction: 3 4.97 acres 52% 89% 4.97 acres 2.58 acres 1.13 cfs 1.54 cfs 1.13 cfs 1.54 cfs • • Stormwater Pollution Prevention Plan 2-year storm water runoff peak flow after construction: I 0-year stormwater runoff peak flow after construction: 1.13 cfs 1.54 cfs All stormwater flow calculations are provided in Appendix F. 4 Stormwater Pollution Prevention Plan 3.0 Construction Stormwater BMPs 3.1 The 12 BMP Elements 3.1.1 Element #1 -Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land-disturbing activities begin. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. In general, natural vegetation and native topsoil shall be retained in an undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing limits that will be applied for this project include: Alternate BMPs for marking clearing limits are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.2 Element #2 -Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project include: • Stabilized Construction Entrance (BMP CI 05) • Whee1Wash(BMPCJ06) 5 Stormwater Pollution Prevention Plan Alternate constrnction access BMPs are included in Appendix C as a quick reference tool for !he onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Constrnction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.3 Element #3 -Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled. The specific BMPs for flow control that shall be used on this project include: Alternate flow control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, the project must comply with Minimum Requirement 7 (Ecology 2005). In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency storm water discharge requirements ( e.g. discharge to combined sewer systems). Anticipated runoff rated from the site will not increase from existing condition, but will decrease from historic flow rates from the site. No onsite detention system will be installed on site. 3.1.4 Element #4 -Install Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to an infiltration facility. The specific BMPs to be used for controlling sediment on this project include: • Silt Fence (BMP C233) -to be installed at the beginning of the project along the property lines as noted on the plans 6 Stormwater Pollution Prevention Plan • Storm Drain Inlet Protection (BMP C220) -to be installed at the beginning of the project in all existing catch basin which could be effect by sediment runoff during construction. • Materials on Hand (BMP C 150) may also be applicable -to be on site at the start of construction and maintain on site at all times. Alternate sediment control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize washoff of sediments from adjacent streets in runoff. Whenever possible, sediment laden water shall be discharged into onsite, relatively level, vegetated areas (BMP C240 paragraph 5, page 4-102). In some cases, sediment discharge in concentrated runoff can be controlled using permanent stormwater BMPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the effectiveness of some permanent stormwater BMPs, such as those used for infiltration or biofiltration; however, those BMPs designed to remove solids by settling (wet ponds or detention ponds) can be used during the construction phase. When permanent stormwater BMPs will be used to control sediment discharge during construction, the structure will be protected from excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated sediment shall be removed after construction is complete and the permanent stormwater BMP will be restabilized with vegetation per applicable design requirements once the remainder of the site has been stabilized. The following BMPs will be implemented as end-of-pipe sediment controls as required to meet permitted turbidity limits in the site discharge(s). Prior to the implementation of these technologies, sediment sources and erosion control and soil stabilization BMP efforts will be maximized to reduce the need for end-of-pipe sedimentation controls. 7 Stormwater Pollution Prevention Plan • Temporary Sediment Pond (BMP C241) • Construction Stonnwater Filtration (BMP C251) • Construction Stormwater Chemical Treatment (BMP C 250) (implemented only with prior written approval from Ecology). 3.1.5 Element #5 -Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include: • Plastic Covering (BMP C123) • Sodding (BMP Cl24) • Topsoiling (BMP Cl25) • Dust Control (BMP Cl40) • Early application of gravel base on areas to be paved Alternate soil stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season (May 1 to September 30) and 2 days during the wet season (October I to April 30). Regardless of the time of year, all soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather forecasts. 8 Stormwater Pollution Prevention Plan In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. 3.1.6 Element #6 -Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes erosion. The following specific BMPs will be used to protect slopes for this project: the site is flat and not slope cuts are part of this project. Alternate slope protection BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.7 Element #7-Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP C220) will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment-laden runoff on and near the project site. The following inlet protection measures will be applied on this project: If the BMP options listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D), or if no BMPs are listed above but deemed necessary during construction, the Certified Erosion and Sediment Control Lead shall implement one or more of the alternative BMP inlet protection options listed in Appendix C. 3.1.8 Element #8 -Stabilize Channels and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for channel and outlet stabilization that shall be used on this project include: 9 Stormwater Pollution Prevention Plan • No BMPs to be implemented this project has not opent channels or outles into a channel Alternate channel and outlet stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, all temporary on-site conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the expected peak 10 minute velocity of flow from a Type IA, IO-year, 24-hour recurrence interval storm for the developed condition. Alternatively, the 10-year, 1-hour peak flow rate indicated by an approved continuous runoff simulation model, increased by a factor of 1. 6, shall be used. Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches shall be provided at the outlets of all conveyance systems. 3.1.9 Element #9 -Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of storm water. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well organized, and free of debris. If required, BMPs to be implemented to control specific sources of pollutants are discussed below. Vehicles, construction equipment, and/or petroleum product storage/dispensing: • • • All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent leaks or spills. On-site fueling tanks and petroleum product storage containers shall include secondary containment. Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. 10 • • Stormwater Pollution Prevention Plan In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Excavation and tunneling spoils dewatering waste: • Dewatering BMPs and BMPs specific to the excavation and tunneling (including handling of contaminated soils) are discussed under Element 10. Concrete and grout: • Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP CISI). The facility does not require a Spill Prevention, Control, and Countermeasure (SPCC) Plan under the Federal regulations of the Clean Water Act (CW A). 3.1.10 Element #10 -Control Dewatering There will be no dewatering as part of this construction project. If dewatering is to occur the contractor must coordinate with Boeing and put a plan together for dewatering to sanitary sewer. All construction dewatering shall be collected in a settling tank or filtered prior to discharge and sampled as required by the site industrial wastewater permit. Wet season dewatering (November -April) cannot exceed 25,000 gallons per day. 3.1.11 Element #11-Maintain BMPs All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMPs specifications (attached). Visual monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours of any storm water or non-stormwater discharge from the site. If the site becomes inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every month. II Stormwater Pollution Prevention Plan All temporary erosion and sediment control BMPs shall be removed within 30 days after the final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal ofBMPs or vegetation shall be permanently stabilized. 3.1.12 Element #12 -Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: • • • Design the project to fit the existing topography, soils, and drainage patterns. Emphasize erosion control rather than sediment control. Minimize the extent and duration of the area exposed . Keep runoff velocities low. • Retain sediment on site. • Thoroughly monitor site and maintain all ESC measures. • Schedule major earthwork during the dry season. In addition, project management will incorporate the key components listed below: As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Phasing of Construction • • The construction project is being phased to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction. Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). Seasonal Work Limitations • From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of 12 • • Stormwater Pollution Prevention Plan the local permitting autl10rity that silt-laden runoff will be prevented from leaving the site through a combination of the following: D Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and D Limitations on activities and the extent of disturbed areas; and D Proposed erosion and sediment control measures. Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. The following activities are exempt from the seasonal clearing and grading limitations: D Routine maintenance and necessary repair of erosion and sediment control BMPs; D Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and D Activities where there is 100 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Coordination with Utilities and Other Jurisdictions • Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and Monitoring • All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: D Assess the site conditions and construction activities that could impact the quality of stormwater, and 13 Stormwater Pollution Prevention Plan D Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. • A Certified Erosion and Sediment Control Lead shall be on-site or on-call at all times. • Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP • This SWPPP shall be retained on-site or within reasonable access to the site. • • The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. --- Alternate dewatering control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP( s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 14 Stormwater Pollution Prevention Plan 3.1.11 Element #11 -Maintain BMPs All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMP's specifications. Visual monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours of any rainfall event that causes a discharge from the site. If the site becomes inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every month. All temporary erosion and sediment control BMPs shall be removed within 30 days after the final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal ofBMPs or vegetation shall be permanently stabilized. 3.1.12 Element #12 -Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: • • • • • • • Design the project to fit the existing topography, soils, and drainage patterns. Emphasize erosion control rather than sediment control. Minimize the extent and duration of the area exposed . Keep runoff velocities low . Retain sediment on site . Thoroughly monitor site and maintain all ESC measures . Schedule major earthwork during the dry season . In addition, project management will incorporate the key components listed below: • • The construction project is being phased to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction. Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). 15 Stormwater Pollution Prevention Plan Seasonal Work Limitations • • • From October I through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt-laden runoff will be prevented from leaving the site through a combination of the following: D Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and D Limitations on activities and the extent of disturbed areas; and D Proposed erosion and sediment control measures. Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. The following activities are exempt from the seasonal clearing and grading limitations: D Routine maintenance and necessary repair of erosion and sediment control BMPs; D Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and D Activities where there is I 00 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Coordination with Utilities and Other Jurisdictions • Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and Monitoring • All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: 16 Stormwater Pollution Prevention Plan D Assess the site conditions and construction activities that could impact the quality of stonnwater, and o Assess the effectiveness of erosion and sediment control measures used to control the quality of storm water discharges. • A Certified Erosion and Sediment Control Lead shall be on-site or on-call at all times. • Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP • This SWPPP shall be retained on-site or within reasonable access to the site. • • The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. The S WPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stonnwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. 3.2 Site Specific BMPs Site specific BMPs are shown on the TESC Plan Sheets and Details in Appendix A. These site specific plan sheets will be updated armually. 3.3 Additional Advanced BMPs The BMP implementation schedule will be driven by the construction schedule. The following provides a sequential list of the proposed construction schedule milestones and the corresponding BMP implementation schedule. The list contains key milestones such as wet season construction. 17 Stormwater Pollution Prevention Plan The BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30 and the wet season is considered to be from October 1 to April 30. • • • • • • • • • • • • • • • • Mobilize and store all ESC and soil stabilization products: Install ESC measures: Install stabilized construction entrance: Begin clearing and grubbing: Nov 13, 2012 Demolish existing stormdrain structures Begin site fill work and rough grading Fine grade site to subgrade elevations Utility installation of CB, storm pipe, filters Utility installation of electrical and irrigation utilities Begin base course and top course pavement install Pavement installation Light Pole, curb, fence installation Sidewalk and landscaping installation Parking lot painting and sign installation Filter installation and cleaning for storm lines Removal of remaining BMPs 18 Nov 8, 2012 Nov 12, 2012 Nov 12, 2012 Nov 13, 2012 Nov 20'\ 2012 Nov 27, 2012 Dec 11, 2012 Dec 18, 2012 Dec 18, 2012 Jan 8, 2013 Jan 22, 2013 Feb 5, 2013 Feb 19'\ 2013 Feb 19'\ 2013 Feb 26'\ 2013 Feb 28, 2013 Stormwater Pollution Prevention Plan 5.0 Pollution Prevention Team 5.1 Roles and Responsibilities The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following: • Certified Erosion and Sediment Control Lead (CESCL) -primary contractor contact, responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures. • Resident Engineer -For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): site representative for the owner that is the project's supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative • • • • Emergency Ecology Contact -individual to be contacted at Ecology in case of emergency. Emergency Owner Contact -individual that is the site owner or representative of the site owner to be contacted in the case of an emergency. Non-Emergency Ecology Contact -individual that is the site owner or representative of the site owner than can be contacted ifrequired. Monitoring Personnel -personnel responsible for conducting water quality monitoring; for most sites this person is also the Certified Erosion and Sediment Control Lead. 5.2 Team Members Names and contact information for those identified as members of the pollution prevention team are provided in the following table. Title Name(s) Phone Number Certified Erosion and Sediment Control Lead (CESCL) Sergio Steve Curro (206) 651-6678 Resident Engineer Sergio Steve Curro (206) 651-6678 Emergency Ecology Contact Howard Zorzi ( Emergency Owner Contact Sergio Steve Curro (206) 651-6678 19 Stormwater Pollution Prevention Plan Non-Emergency Ecology Contact Lori Pitzer (425) 237-3885 Monitoring Personnel Sergio Steve Curro (206) 651-6678 20 Stormwater Pollution Prevention Plan 6.0 Site Inspections and Monitoring Monitoring includes visual inspection, monitoring for water quality parameters of concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other pennit requirements; • Site inspections; and, • Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. This SWPPP may function as the site log book if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book but must be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.1 Site Inspection All BMPs will be inspected, maintained, and repaired as needed to assure continued performance of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead (CESCL) per BMP Cl 60. The name and contact information for the CESCL is provided in Section 5 of this SWPPP. Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs or design changes will be documented in the SWPPP as soon as possible. 6.1.1 Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any discharge from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month if the site operator has successfully applied for inactive status for the site using the Permit Fee Activity Status Change Form, which can be found at the following web site. http://www.ecy. wa. gov /programs/wu/penni ts/permit f ees/ConstructionAc ti vityStatusChange For m.pdf 21 Stormwater Pollution Prevention Plan 6.1.2 Site Inspection Documentation The site inspector will record each site inspection using the site log inspection forms provided in Appendix E. The site inspection log forms may be separated from this SWPPP document, but will be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.2 Stormwater Quality Monitoring 6.2.1 Turbidity Sampling Monitoring requirements for the proposed project will include either turbidity or water transparency sampling to monitor site discharges for water quality compliance with the 2005 Construction Stormwater General Permit (Appendix D). Sampling will be conducted at all discharge points at least once per calendar week. Turbidity or transparency monitoring will follow the analytical methodologies described in Section S4 of the 2005 Construction Stormwater General Permit (Appendix D). The key benchmark values that require action are 25 NTU for turbidity ( equivalent to 32 cm transparency) and 250 NTU for turbidity (equivalent to 6 cm transparency). If the 25 NTU benchmark for turbidity (equivalent to 32 cm transparency) is exceeded, the following steps will be conducted: 1. Ensure all BMPs specified in this SWPPP are installed and functioning as intended. 2. Assess whether additional BMPs should be implemented, and document revisions to the SWPPP as necessary. 3. Sample discharge location daily until the analysis results are less than 25 NTU (turbidity) or greater than 32 cm (transparency). If the turbidity is greater than 25 NTU (or transparency is less than 32 cm) but less than 250 NTU (transparency greater than 6 cm) for more than 3 days, additional treatment BMPs will be implemented within 24 hours of the third consecutive sample that exceeded the benchmark value. Additional treatment BMPs to be considered will include, but are not limited to, off-site treatment, infiltration, filtration and chemical treatment. If the 250 NTU benchmark for turbidity ( or less than 6 cm transparency) is exceeded at any time, the following steps will be conducted: 1. Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of this SWPPP for contact information). 22 Stormwater Pollution Prevention Plan 2. Continue daily sampling until the turbidity is less than 25 NTU ( or transparency is greater than 32 cm). 3. Initiate additional treatment BMPs such as off-site treatment, infiltration, filtration and chemical treatment within 24 hours of the first 250 NTU exceedance. 4. Implement additional treatment BMPs as soon as possible, but within 7 days of the first 250 NTU exceedance. 5. Describe inspection results and remedial actions taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP. 23 Stormwater Pollution Prevention Plan 7.0 Reporting and Recordkeeping 7.1 Recordkeeping 7.1.1 Site Log Book A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements; • Site inspections; and, • Stormwater quality monitoring . For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. 7.1.2 Records Retention Records of all monitoring information (site log book, inspection reports/checklists, etc.), this Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance with permit condition S5.C. 7.1.3 Access to Plans and Records The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days of receipt of a written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with permit condition S5.G. 7.1.4 Updating the SWPPP In accordance with Conditions S3, S4.B, and S9.B.3 of the General Permit, this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site or there has been a change in design, construction, operation, 25 Stormwater Pollution Prevention Plan or maintenance at the site that has a significant effect on the discharge, or potential for discharge, of pollutants to the waters of the State. The SWPPP will be modified within seven days of determination based on inspection(s) that additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared. 7.2 Reporting 7.2.1 Discharge Monitoring Reports [Prior to October 2008] If cumulative soil disturbance is smaller than 5 acres: Discharge Monitoring Report (DMR) forms will not be submitted to Ecology because water quality sampling is not being conducted at the site. If cumulative soil disturbance is 5 acres or larger: Discharge Monitoring Reports (DMRs) will be submitted to Ecology monthly. Of there was no discharge during a given monitoring period, the Permittee shall submit the form as required, with the words "No discharge" entered in the place of monitoring results. The DMR due date is 15 days following the end of each month. 7.2.2 Notification of Noncompliance If any of the terms and conditions of the permit are not met, and it causes a threat to human health or the environment, the following steps will be taken in accordance with permit section S5.F: 1. Ecology will be immediately notified of the failure to comply. 2. Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed WTitten report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. 7.2.3 Permit Application and Changes In accordance with permit condition S2.A, a complete application form will be submitted to Ecology and the appropriate local jurisdiction (if applicable) to be covered by the General Permit. 26 Stormwater Po!lution Prevention Plan 27 Stormwater Pollution Prevention Plan 28 Stormwater Pollution Prevention Plan 29 Stonnwater Pollution Prevention Plan Appendix A -Site Plans 31 2012 BUILDING HAS BEEN REMOVED 2.4 ACRES OF GRASS AND 2.58 ACRES PAVEMENT ---· . ·- •, '· 0 -·- 0 •.) ·" 0 'l "· i ,.,. 0 I I C!i I I I : DES Cr< I 1-) 11 01\I TOTAL PARCEL AREA 216,541 --------------------------·~L---~~---------- PAVEMENT AREA 188,100 SIDEWALK AREA 3,676 -----------------+---------------- TOTAL LANDSCAPING AREA 24,766 INTERIOR PARKING LANDSCAPE AREA 10,210 (5.4%) -------------------------------------------+----- TOTAL PARKING STALLS 567 DESCRIPTION \/OLUN1E (YDS) ASPHALT REMOVAL 3" 1,320 DUFF REMOVAL 532 -- TOTAL EARTH CUT 1,007 TOTAL EARTH FILL 5,124 -- ASPHALT PAVEMENT 3" 1,771 ----·-··· - TOP COARSE GRAVEL 2" 1, 179 BASE COARSE GRAVEL 4" 2,363 --------· --- LANDSCAPE TOP SOIL 841 C\.C\ I C\.n rt.r 0 I["\ r1 I I I CUl\JCKtl t jlLJt~VALK A r, I~ Stormwater Pollution Prevention Plan Appendix B -Construction BMPs Stabilized Construction Entrance (BMP CI 05) Wheel Wash (BMP CI06) Silt Fence (BMP C233) Storm Drain Inlet Protection (BMP C220) Materials on Hand (BMP Cl 50) may also be applicable Plastic Covering (BMP C123) Sodding (BMP Cl24) Topsoiling (BMP C125) Dust Control (BMP C140) Early application of gravel base on areas to be paved 32 BMP C105: Stabilized Construction Entrance Purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by vehicles or equipment by constructing a stabilized pad of quarry spalls at entrances to construction sites. Conditions of Use Construction entrances shall be stabilized wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas within 1,000 feet of the site. Design and Installation Specifications 4-8 On large commercial, highway, and road projects, the designer should include enough extra materials in the contract to allow for additional stabilized entrances not shown in the initial Construction SWPPP. It is difficult to determine exactly where access to these projects will take place; additional materials will enable the contractor to install them where needed. • See Figure 4.2 for details. Note: the 100' minimum length of the entrance shall be reduced to the maximum practicable size when the size or configuration of the site does not allow the full length (100'). • A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: Grab Tensile strength (ASTM D4751) 200 psi min. Grab Tensile Elongation (ASTM 04632) 30%max. Mullen Burst Strength (ASTM 03786-BOa) 400 psi min. AOS (ASTM 04751) 20-45 (U.S. standard sieve size) • Consider early installation of the first lift of asphalt in areas that will paved; this can be used as a stabilized entrance. Also consider the installation of excess concrete as a stabilized entrance. During large concrete pours, excess concrete is often available for this purpose. • Hog fuel (wood-based mulch) may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads. Hog fuel is generally less effective at stabilizing construction entrances and should be used only at sites where the amount of traffic is very limited. Hog fuel is not recommended for entrance stabilization in urban areas. The effectiveness of hog fuel is highly variable and it generally requires more maintenance than quarry spalls. The inspector may at any time require the use of quarry spa1ls if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause degradation of the subgrade support over time. • Fencing (see BMPs Cl03 and Cl04) shall be installed as necessary to restrict traffic to the construction entrance. Volume fl -Construction Stormwater Pollution Prevention February 2005 BMP C106: Wheel Wash Purpose Wheel washes reduce the amount of sediment transported onto paved roads by motor vehicles. Conditions of Use When a stabilized construction entrance (see BMP CI05) is not preventing sediment from being tracked onto pavement. Design and Installation Specifications Maintenance Standards 4-10 • Wheel washing is generally an effective BMP when installed with careful attention to topography. For example, a wheel wash can be detrimental if installed at the top of a slope abutting a right-of-way where the water from the dripping truck can run unimpeded into the street. • Pressure washing combined with an adequately sized and surfaced pad with direct drainage to a large I 0-foot x IO-foot sump can be very effective. Suggested details are shown in Figure 4.3. The Local Permitting Authority may allow other designs. A minimum of 6 inches of asphalt treated base (A TB) over crushed base material or 8 inches over a good subgrade is recommended to pave the wheel wash. Use a low clearance truck to test the wheel wash before paving. Either a belly dump or lowboy will work well to test clearance. Keep the water level from 12 to 14 inches deep to avoid damage to truck hubs and filling the truck tongues with water. Midpoint spray nozzles are only needed in extremely muddy conditions. Wheel wash systems should be designed with a small grade change, 6 to 12 inches for a I 0-foot-wide pond, to allow sediment to flow to the low side of pond to help prevent re-suspension of sediment. A drainpipe with a 2-to 3-foot riser should be installed on the low side of the pond to allow for easy cleaning and refilling. Polymers may be used to promote coagulation and flocculation in a closed-loop system. Polyacrylamide (PAM) added to the wheel wash water at a rate of 0.25 -0.5 pounds per 1,000 gallons of water increases effectiveness and reduces cleanup time. If PAM is already being used for dust or erosion control and is being applied by a water truck, the same truck can be used to change the wash water. The wheel wash should start out the day with fresh water. The wash water should be changed a minimum of once per day. On large earthwork jobs where more than 10-20 trucks per hour are expected, the wash water will need to be changed more often. Wheel wash or tire bath wastewater shall be discharged to a separate on- site treatment system, such as closed-loop recirculation or land application, or to the sanitary sewer with proper local sewer district approval. Volume II -Construction Stormwater Pollution Prevention February 2005 BMP C106: Wheel Wash Purpose Conditions of Use Design and Installation Specijicutions Maintenance Standards 4-10 Wheel washes reduce the amount of sediment transported onto paved roads by motor vehicles. When a stabilized construction entrance (see BMP Cl05) is not preventing sediment from being tracked onto pavement. • Wheel washing is generally an effective BMP when installed with careful attention to topography. For example, a wheel wash can be detrimental if installed at the top of a slope abutting a right-of-way where the water from the dripping truck can run unimpeded into the street. • Pressure washing combined with an adequately sized and surfaced pad with direct drainage to a large I 0-foot x I 0-foot sump can be very effective. Suggested details are shown in Figure 4.3. The Local Permitting Authority may allow other designs. A minimum of 6 inches of asphalt treated base (ATB) over crushed base material or 8 inches over a good subgrade is recommended to pave the wheel wash. Use a low clearance truck to test the wheel wash before paving. Either a belly dump or lowboy will work well to test clearance. Keep the water level from 12 to 14 inches deep to avoid damage to truck hubs and filling the truck tongues with water. Midpoint spray nozzles are only needed in extremely muddy conditions. Wheel wash systems should be designed with a small grade change, 6 to 12 inches for a JO-foot-wide pond, to allow sediment to flow to the low side of pond to help prevent re-suspension of sediment. A drainpipe with a 2-to 3-foot riser should be installed on the low side of the pond to allow for easy cleaning and refilling. Polymers may be used to promote coagulation and flocculation in a closed-loop system. Polyacrylamide (PAM) added to the wheel wash water at a rate of0.25 -0.5 pounds per 1,000 gallons of water increases effectiveness and reduces cleanup time. If PAM is already being used for dust or erosion control and is being applied by a water truck, the same truck can be used to change the wash water. The wheel wash should start out the day with fresh water. The wash water should be changed a minimum of once per day. On large earthwork jobs where more than 10-20 trucks per hour are expected, the wash water will need to be changed more often. Wheel wash or tire bath wastewater shall be discharged to a separate on- site treatment system, such as closed-loop recirculation or land application, or to the sanitary sewer with proper local sewer district approval. Volume II -Construction Stormwater Pollution Prevention February 2005 BMP C233: Silt Fence Purpose Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. See Figure 4.19 for details on silt fence construction. Conditions of Use Silt fence may be used downslope of all disturbed areas. Design and Installation Specifications 4-94 • Silt fence is not intended to treat concentrated flows, nor is it intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only circumstance in which overland flow can be treated solely by a silt fence, rather than by a sediment pond, is when the area draining to the fence is one acre or less and flow rates are less than 0.5 cfs. • Silt fences should not be constructed in streams or used in V-shaped ditches. They are not an adequate method of silt control for anything deeper than sheet or overland flow. Joints in filter fabric shall be spliced at posts. Use staples, wire rings or equivalent to attach fabric to posts -,,- I I I I I I I I I I I I I , I 1~~1 .mFill~='.__ -_m~crr:::111::::T~ffi T T~l!:1¥1 ,,,w,,, ,,L!.!;,. .. " "' '"!::'::il~1i=i1i:::::'iTi' ,._ 2"x2" by 14 Ga. wire or equivalent, if standard slrength fabric used Filter fabric ---- I 6' max" -I .....___ Minimum 4nx4" trench / / !J / l __ ~I Backfill trench with native soil' / Post spacing may be Increased or 3/4~·1.5" washed gravel to 8' if wire backing is used 2Mx2" wood posts, steel fence posts.or equivalent Figure 4.19 -Silt Fence • Drainage area of 1 acre or less or in combination with sediment basin in a larger site. • Maximum slope steepness (normal (perpendicular) to fence line) 1:1. • Maximum sheet or overland flow path length to the fence of I 00 feet. • No flows greater than 0.5 cfs. • The geotextile used shall meet the following standards. All geotextile properties listed below are minimum average roll values (i.e., the test result for any sampled roll in a lot shall meet or exceed the values shown in Table 4.10): Volume II -Construction Stormwater Pollution Prevention February 2005 BMP C220: Storm Drain Inlet Protection Purpose Conditions of Use Type of Inlet Protection To prevent coarse sediment from entering drainage systems prior to permanent stabilization of the disturbed area. Where storm drain inlets are to be made operational before permanent stabilization of the disturbed drainage area. Protection should be provided for all storm drain inlets downslope and within 500 feet of a disturbed or construction area, unless the runoff that enters the catch basin will be conveyed to a sediment pond or trap. Inlet protection may be used anywhere to protect the drainage system. It is likely that the drainage system will still require cleaning. Table 4.9 lists several options for inlet protection. All of the methods for storm drain inlet protection are prone to plugging and require a high frequency of maintenance. Drainage areas should be limited to l acre or less. Emergency overflows may be required where stormwater ponding would cause a hazard. If an emergency overflow is provided, additional end-of-pipe treatment may be required. Table 4.9 Storm Drain Inlet Protetion Applicable for Emergency Paved/ Earthen Overflow Surfaces Conditions of Use Dron Inlet Protection Excavated drop inlet Yes, Earthen Applicable for heavy flows. Easy protection temporary to maintain. Large area flooding will Requirement: 30' X 30'/acre occur Block and gravel drop Yes Paved or Earthen Applicable for heavy concentrated inlet protection flows. Will not pond. Gravel and wire drop No Applicable for heavy concentrated inlet protection flows. Will pond. Can withstand traffic. Catch basin filters Yes Paved or Earthen Frequent maintenance required. Curb Inlet Protection Curb inlet protection Small capacity Paved Used for sturdy, more compact with a wooden weir overflow installation. Block and gravel curb Yes Paved Sturdy, but limited filtration. inlet protection Culvert Inlet Protection Culvert inlet sediment 18 month expected life. tran 4-82 Volume II -Construction Stonnwater Pollution Prevention February 2005 BMP C105: Stabilized Construction Entrance Purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by vehicles or equipment by constructing a stabilized pad of quarry spalls at entrances to construction sites. Conditions of Use Construction entrances shall be stabilized wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas within 1,000 feet of the site. Design and Installation Specifications 4-8 On large commercial, highway, and road projects, the designer should include enough extra materials in the contract to allow for additional stabilized entrances not shown in the initial Construction SWPPP. It is difficult to determine exactly where access to these projects will take place; additional materials will enable the contractor to install them where needed. • See Figure 4.2 for details. Note: the 100' minimum length of the entrance shall be reduced to the maximum practicable size when the size or configuration of the site does not allow the full length (I 00'). • A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: Grab Tensile Strength (ASTM 04751) 200 psi min. Grab Tensile Elongation (ASTM 04632) 30% max. Mullen Burst Strength (ASTM 03786-BOa) 400 psi min. AOS (ASTM 04751) 20-45 (U.S. standard sieve size) • Consider early installation of the first lift of asphalt in areas that will paved; this can be used as a stabilized entrance. Also consider the installation of excess concrete as a stabilized entrance. During large concrete pours, excess concrete is often available for this purpose. • Hog fuel (wood-based mulch) may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads. Hog fuel is generally less effective at stabilizing construction entrances and should be used only at sites where the amount of traffic is very limited. Hog fuel is not recommended for entrance stabilization in urban areas. The effectiveness of hog fuel is highly variable and it generally requires more maintenance than quarry spalls. The inspector may at any time require the use of quarry spalls if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause degradation of the subgrade support over time. • Fencing (see BMPs CI03 and Cl04) shall be installed as necessary to restrict traffic to the construction entrance. Volume II -Construction Stormwater Pollution Prevention February 2005 BMP C123: Plastic Covering Purpose Conditions of Use 4-26 Plastic covering provides immediate, short-term erosion protection to slopes and disturbed areas. • Plastic covering may be used on disturbed areas that require cover measures for less than 30 days, except as stated below. • Plastic is particularly useful for protecting cut and fill slopes and stockpiles. Note: The relatively rapid breakdown of most polyethylene sheeting makes it unsuitable for long-term (greater than six months) applications. • Clear plastic sheeting can be used over newly-seeded areas to create a greenhouse effect and encourage grass growth if the hydroseed was installed too late in the season to establish 75 percent grass cover, or if the wet season started earlier than normal. Clear plastic should not be used for this purpose during the summer months because the resulting high temperatures can kill the grass. • Due to rapid runoff caused by plastic sheeting, this method shall not be used upslope of areas that might be adversely impacted by concentrated runoff. Such areas include steep and/or unstable slopes. • While plastic is inexpensive to purchase, the added cost of installation, maintenance, removal, and disposal make this an expensive material, up to $1.50-2.00 per square yard. • Whenever plastic is used to protect slopes, water collection measures must be installed at the base of the slope. These measures include plastic-covered berms, channels, and pipes used to covey clean rainwater away from bare soil and disturbed areas. At no time is clean runoff from a plastic covered slope to be mixed with dirty runoff from a project. • Other uses for plastic include: I. Temporary ditch liner; 2. Pond liner in temporary sediment pond; 3. Liner for benned temporary fuel storage area if plastic is not reactive to the type of fuel being stored; 4. Emergency slope protection during heavy rains; and, 5. Temporary drainpipe ("elephant trunk") used to direct water. Volume II -Construction Stormwater Pollution Prevention February 2005 BMP C124: Sodding Purpose Conditions of Use De.~ignand Installation Specifications Maintenance Standards 4-28 The purpose of sodding is to establish permanent turf for immediate erosion protection and to stabilize drainage ways where concentrated overland flow will occur. Sodding may be used in the following areas: • Disturbed areas that require short-term or long-term cover. • Disturbed areas that require immediate vegetative cover. • All waterways that require vegetative lining. Waterways may also be seeded rather than sodded, and protected with a net or blanket. Sod shall be free of weeds, of uniform thickness (approximately I-inch thick), and shall have a dense root mat for mechanical strength. The following steps are recommended for sod installation: • Shape and smooth the surface to final grade in accordance with the approved grading plan. The swale needs to be overexcavated 4 to 6 inches below design elevation to allow room for placing soil amendment and sod. • Amend 4 inches (minimum) of compost into the top 8 inches of the soil if the organic content of the soil is less than ten percent or the permeability is less than 0.6 inches per hour. Compost used should meet Ecology publication 94-038 specifications for Grade A quality compost. • Fertilize according to the supplier's recommendations. • Work lime and fertilizer I to 2 inches into the soi I, and smooth the surface. • Lay strips of sod beginning at the lowest area to be sodded and perpendicular to the direction of water flow. Wedge strips securely into place. Square the ends of each strip to provide for a close, tight fit. Stagger joints at least 12 inches. Staple on slopes steeper than 3H: 1 V. Staple the upstream edge of each sod strip. • Roll the sodded area and irrigate. • When sodding is carried out in alternating strips or other patterns, seed the areas between the sod immediately after sodding. If the grass is unhealthy, the cause shall be determined and appropriate action taken to reestablish a healthy groundcover. If it is impossible to establish a healthy groundcover due to frequent saturation, instability, or some other cause, the sod shall be removed, the area seeded with an appropriate mix, and protected with a net or blanket. Volume II -Construction Stormwater Pollution Prevention February 2005 BMP C125: Topsoiling Purpose Conditions of Use Design and Installation Specifications February 2005 To provide a suitable growth medium for final site stabilization with vegetation. While not a permanent cover practice in itself, topsoiling is an integral component of providing permanent cover in those areas where there is an unsuitable soil surface for plant growth. Native soils and disturbed soils that have been organically amended not only retain much more stormwater, but they also serve as effective biofilters for urban pollutants and, by supporting more vigorous plant growth, reduce the water, fertilizer and pesticides needed to support installed landscapes. Topsoil does not include any subsoils but only the material from the top several inches including organic debris. • Native soils should be left undisturbed to the maximum extent practicable. Native soils disturbed during clearing and grading should be restored, to the maximum extent practicable, to a condition where moisture-holding capacity is equal to or better than the original site conditions. This criterion can be met by using on-site native topsoil, incorporating amendments into on-site soil, or importing blended topsoil. • Topsoiling is a required procedure when establishing vegetation on shallow soils, and soils of critically low pH (high acid) levels. • Stripping of existing, properly functioning soil system and vegetation for the purpose of topsoiling during construction is not acceptable. If an existing soil system is functioning properly it shall be preserved in its undisturbed and uncompacted condition. • Depending on where the topsoil comes from, or what vegetation was on site before disturbance, invasive plant seeds may be included and could cause problems for establishing native plants, landscaped areas, or grasses. • Topsoil from the site will contain mycorrhizal bacteria that are necessary for healthy root growth and nutrient transfer. These native mycorrhiza are acclimated to the site and will provide optimum conditions for establishing grasses. Commercially available mycorrhiza products should be used when topsoil is brought in from off-site. If topsoiling is to be done, the following items should be considered: • Maximize the depth of the topsoil wherever possible to provide the maximum possible infiltration capacity and beneficial growth medium. Topsoil depth shall be at least 8 inches with a minimum organic content of 10 percent dry weight and pH between 6.0 and 8.0 or matching the pH of the undisturbed soil. This can be accomplished either by returning native topsoil to the site and/or incorporating organic amendments. Organic amendments should be incorporated to a minimum 8-inch depth except where tree roots or other natural Volume II -Construction Stormwater Pollution Prevention 4-29 BMP C140: Dust Control Purpose Conditions of Use Design and Installation Specifications 4-40 Dust control prevents wind transport of dust from disturbed soil surfaces onto roadways, drainage ways, and surface waters. • In areas (including roadways) subject to surface and air movement of dust where on-site and off-site impacts to roadways, drainage ways, or surface waters are likely. • Vegetate or mulch areas that will not receive vehicle traffic. In areas where planting, mulching, or paving is impractical, apply gravel or landscaping rock. • Limit dust generation by clearing only those areas where immediate activity will take place, leaving the remaining area(s) in the original condition, if stable. Maintain the original ground cover as long as practical. • Construct natural or artificial windbreaks or windscreens. These may be designed as enclosures for small dust sources. • Sprinkle the site with water until surface is wet. Repeat as needed. To prevent carryout of mud onto street, refer to Stabilized Construction Entrance (BMP Cl05). • Irrigation water can be used for dust control. Irrigation systems should be installed as a first step on sites where dust control is a concern. • Spray exposed soil areas with a dust palliative, following the manufacturer's instructions and cautions regarding handling and application. Used oil is prohibited from use as a dust suppressant. Local governments may approve other dust palliatives such as calcium chloride or PAM. • PAM (BMP Cl26) added to water at a rate of0.5 lbs. per 1,000 gallons of water per acre and applied from a water truck is more effective than water alone. This is due to the increased infiltration of water into the soil and reduced evaporation. In addition, small soil particles are bonded together and are not as easily transported by wind. Adding PAM may actually reduce the quantity of water needed for dust control, especially in eastern Washington. Since the wholesale cost of PAM is about$ 4.00 per pound, this is an extremely cost- effective dust control method. Techniques that can be used for unpaved roads and lots include: • Lower speed limits. High vehicle speed increases the amount of dust stirred up from unpaved roads and lots. • Upgrade the road surface strength by improving particle size, shape, and mineral types that make up the surface and base materials. Volume II -Construction Stormwater Pollution Prevention February 2005 Stormwater Pollution Prevention Plan Appendix C -Alternative BMPs The following includes a list of possible alternative BMPs for each of the 12 elements not described in the main SWPPP text. This list can be referenced in the event a BMP for a specific element is not functioning as designed and an alternative BMP needs to be implemented. Element #1 -Mark Clearing Limits Element #2 -Establish Construction Access Element #3 -Control Flow Rates Element #4 -Install Sediment Controls Advanced BMPs: Element #5 -Stabilize Soils Element #6 -Protect Slopes Element #8 -Stabilize Channels and Outlets Element #10 -Control Dewatering Additional Advanced BMPs to Control Dewatering: 33 BMP C102: Buffer Zones Purpose Conditions of Use Design and Installation Specifications Maintenance Standards February 2005 An undisturbed area or strip of natural vegetation or an established suitable planting that will provide a living filter to reduce soil erosion and runoff velocities. Natural buffer zones are used along streams, wetlands and other bodies of water that need protection from erosion and sedimentation. Vegetative buffer zones can be used to protect natural swales and can be incorporated into the natural landscaping of an area. Critical-areas buffer zones should not be used as sediment treatment areas. These areas shall remain completely undisturbed. The local permitting authority may expand the buffer widths temporarily to allow the use of the expanded area for removal of sediment. • Preserving natural vegetation or plantings in clumps, blocks, or strips is generally the easiest and most successful method. • Leave all unstable steep slopes in natural vegetation. • Mark clearing limits and keep all equipment and construction debris out of the natural areas. Steel construction fencing is the most effective method in protecting sensitive areas and buffers. Alternatively, wire-backed silt fence on steel posts is marginally effective. Flagging alone is typically not effective. • Keep all excavations outside the drip line of trees and shrubs. • Do not push debris or extra soil into the buffer zone area because it will cause damage from burying and smothering. • Vegetative buffer zones for streams, lakes or other waterways shall be established by the local permitting authority or other state or federal permits or approvals. • Inspect the area frequently to make sure flagging remains in place and the area remains undisturbed. Volume ff -Construction Stormwater Pollution Prevention 4-5 BMP C107: Construction Road/Parking Area Stabilization Purpose Conditions of Use Design and Installation Specifications Maintenance Standards 4-12 Stabilizing subdivision roads, parking areas, and other onsite vehicle transportation routes immediately after grading reduces erosion caused by construction traffic or runoff. • Roads or parking areas shall be stabilized wherever they are constructed, whether permanent or temporary, for use by construction traffic. • Fencing (see BMPs Cl03 and Cl04) shall be installed, if necessary, to limit the access of vehicles to only those roads and parking areas that are stabilized. • On areas that will receive asphalt as part of the project, install the first lift as soon as possible. • A 6-inch depth of2-to 4-inch crushed rock, gravel base, or crushed surfacing base course shall be applied immediately after grading or utility installation. A 4-inch course of asphalt treated base (ATB) may also be used, or the road/parking area may be paved. It may also be possible to use cement or calcium chloride for soil stabilization. If cement or cement kiln dust is used for roadbase stabilization, pH monitoring and BMPs are necessary to evaluate and minimize the effects on stormwater. If the area will not be used for permanent roads, parking areas, or structures, a 6-inch depth of hog fuel may also be used, but this is likely to require more maintenance. Whenever possible, construction roads and parking areas shall be placed on a firm, compacted subgrade. • Temporary road gradients shall not exceed 15 percent. Roadways shall be carefully graded to drain. Drainage ditches shall be provided on each side of the roadway in the case ofa crowned section, or on one side in the case of a super-elevated section. Drainage ditches shall be directed to a sediment control BMP. • Rather than relying on ditches, it may also be possible to grade the road so that runoff sheet-flows into a heavily vegetated area with a well- developed topsoil. Landscaped areas are not adequate. If this area has at least 50 feet of vegetation, then it is generally preferable to use the vegetation to treat runoff, rather than a sediment pond or trap. The 50 feet shall not include wetlands. If runoff is allowed to sheetflow through adjacent vegetated areas, it is vital to design the roadways and parking areas so that no concentrated runoff is created. • Storm drain inlets shall be protected to prevent sediment-laden water entering the storm drain system (see BMP C220). • Inspect stabilized areas regularly, especially after large storm events. • Crushed rock, gravel base, hog fuel, etc. shall be added as required to maintain a stable driving surface and to stabilize any areas that have eroded. • Following construction, these areas shall be restored to pre-construction condition or better to prevent future erosion. Volume II -Construction Stormwater Pollution Prevention February 2005 BMP C240: Sediment Trap Purpose Conditions of Use 4-102 A sediment trap is a small temporary ponding area with a gravel outlet used to collect and store sediment from sites cleared and/or graded during construction. Sediment traps, along with other perimeter controls, shall be installed before any land disturbance takes place in the drainage area. Prior to leaving a construction site, storm water runoff must pass through a sediment pond or trap or other appropriate sediment removal best management practice. Non-engineered sediment traps may be used on-site prior to an engineered sediment trap or sediment pond to provide additional sediment removal capacity. It is intended for use on sites where the tributary drainage area is less than 3 acres, with no unusual drainage features, and a projected build-out time of six months or less. The sediment trap is a temporary measure (with a design life of approximately 6 months) and shall be maintained until the site area is permanently protected against erosion by vegetation and/or structures. Sediment traps and ponds are only effective in removing sediment down to about the medium silt size fraction. Runoff with sediment of finer grades (fine silt and clay) will pass through untreated, emphasizing the need to control erosion to the maximum extent first. Whenever possible, sediment-laden water shall be discharged into onsite, relatively level, vegetated areas (see BMP C234-Vegetated Strip). This is the only way to effectively remove fine particles from runoff unless chemical treatment or filtration is used. This can be particularly useful after initial treatment in a sediment trap or pond. The areas of release must be evaluated on a site-by-site basis in order to determine appropriate locations for and methods of releasing runoff. Vegetated wetlands shall not be used for this purpose. Frequently, it may be possible to pump water from the collection point at the downhill end of the site to an upslope vegetated area. Pumping shall only augment the treatment system, not replace it, because of the possibility of pump failure or runoff volume in excess of pump capacity. All projects that are constructing permanent facilities for runoff quantity control should use the rough-graded or final-graded permanent facilities for traps and ponds. This includes combined facilities and infiltration facilities. When permanent facilities are used as temporary sedimentation facilities, the surface area requirement of a sediment trap or pond must be met. If the surface area requirements are larger than the surface area of the permanent facility, then the trap or pond shall be enlarged to comply with the surface area requirement. The permanent pond shall also be divided into two cells as required for sediment ponds. Volume II -Construction Stormwater Pollution Prevention February 2005 BMP C251: Construction Stormwater Filtration Purpose Conditions of Use Design and Installation Specifications February 2005 Filtration removes sediment from runoff originating from disturbed areas of the site. Traditional Bl\1Ps used to control soil erosion and sediment loss from sites under development may not be adequate to ensure compliance with the water quality standard for turbidity in the receiving water. Filtration may be used in conjunction with gravity settling to remove sediment as small as fine silt (0.5 µm). The reduction in turbidity will be dependent on the particle size distribution of the sediment in the stormwater. In some circumstances, sedimentation and filtration may achieve compliance with the water quality standard for turbidity. Unlike chemical treatment, the use of construction stormwater filtration does not require approval from Ecology. Filtration may also be used in conjunction with polymer treatment in a portable system to assure capture of the flocculated solids. Background Information Filtration with sand media has been used for over a century to treat water and wastewater. The use of sand filtration for treatment of stormwater has developed recently, generally to treat runoff from streets, parking lots, and residential areas. The application of filtration to construction stormwater treatment is currently under development. Two types of filtration systems may be applied to construction storm water treatment: rapid and slow. Rapid sand filters are the typical system used for water and wastewater treatment. They can achieve relatively high hydraulic flow rates, on the order of2 to 20 gpm/sf, because they have automatic backwash systems to remove accumulated solids. In contrast, slow sand filters have very low hydraulic rates, on the order of 0.02 gpm/sf, because they do not have backwash systems. To date, slow sand filtration has generally been used to treat stormwater. Slow sand filtration is mechanically simple in comparison to rapid sand filtration but requires a much larger filter area. Filtration Equipment. Sand media filters are available with automatic backwashing features that can filter to 50 µm particle size. Screen or bag filters can filter down to 5 µm. Fiber wound filters can remove particles down to 0.5 µm. Filters should be sequenced from the largest to the smallest pore opening. Sediment removal efficiency will be related to particle size distribution in the stormwater. Treatment Process Description. Stormwater is collected at interception point(s) on the site and is diverted to a sediment pond or tank for removal of large sediment and storage of the stormwater before it is treated by the Volume II -Construction Stormwater Pollution Prevention 4-117 BMP C241: Temporary Sediment Pond Purpose Conditions of Use Design and Installation Specifications February 2005 Sediment ponds remove sediment from runoff originating from disturbed areas of the site. Sediment ponds are typically designed to remove sediment no smaller than medium silt (0.02 mm). Consequently, they usually reduce turbidity only slightly. Prior to leaving a construction site, stormwater runoff must pass through a sediment pond or other appropriate sediment removal best management practice. A sediment pond shall be used where the contributing drainage area is 3 acres or more. Ponds must be used in conjunction with erosion control practices to reduce the amount of sediment flowing into the basin. • Sediment basins must be installed only on sites where failure of the structure would not result in loss of life, damage to homes or buildings, or interruption of use or service of public roads or utilities. Also, sediment traps and ponds are attractive to children and can be very dangerous. Compliance with local ordinances regarding health and safety must be addressed. If fencing of the pond is required, the type of fence and its location shall be shown on the ESC plan. • Structures having a maximum storage capacity at the top of the dam of 10 acre-ft (435,600 ft 3) or more are subject to the Washington Dam Safety Regulations (Chapter 173-175 WAC). • See Figure 4.24, Figure 4.25, and Figure 4.26 for details. • If permanent runoff control facilities are part of the project, they should be used for sediment retention. The surface area requirements of the sediment basin must be met. This may require enlarging the permanent basin to comply with the surface area requirements. If a permanent control structure is used, it may be advisable to partially restrict the lower orifice with gravel to increase residence time while still allowing dewatering of the basin. • Use of infiltration facilities for sedimentation basins during construction tends to clog the soils and reduce their capacity to infiltrate. If infiltration facilities are to be used, the sides and bottom of the facility must only be rough excavated to a minimum of 2 feet above final grade. Final grading of the infiltration facility shall occur only when all contributing drainage areas are fully stabilized. The infiltration pretreatment facility should be fully constructed and used with the sedimentation basin to help prevent clogging. • Determining Pond Geometry Obtain the discharge from the hydrologic calculations of the peak flow for the 2-year runoff event (Q2). The I 0-year peak flow shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection. If no hydrologic analysis is required, the Rational Method may be used. Volume II -Construction Stormwater Pollution Prevention 4-105 Plan View C Back of Sidewalk Back of Curb RUNOFF RUNOFF NOTES: Gravel Filled Sandbags Stacked Tightly 1. Place curb type sediment barriers on gently sloping street segments, where water can pond and allow sediment to separate from runoff. 2. Sandbags of either burlap or woven 'geotextile' fabric, are filled with gravel, layered and packed tightly. 3. Leave a one sandbag gap in the top row to provide a spillway for overflow. 4. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way irrunediately. Fi ure 4.16 -Curb and Gutter Barrier 4-88 Volume ff -Construction Stormwater Pollution Prevention February 2005 BMP C235: Straw Wattles Purpose Conditions of Use Design Criteria 4-100 Straw wattles are temporary erosion and sediment control barriers consisting of straw that is wrapped in biodegradable tubular plastic or similar encasing material. They reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment. Straw wattles are typically 8 to 10 inches in diameter and 25 to 30 feet in length. The wattles are placed in shallow trenches and staked along the contour of disturbed or newly constructed slopes. See Figure 4.21 for typical construction details. • • • • • • • • Disturbed areas that require immediate erosion protection . Exposed soils during the period of short construction delays, or over winter months. On slopes requiring stabilization until permanent vegetation can be established. Straw wattles are effective for one to two seasons . If conditions are appropriate, wattles can be staked to the ground using willow cuttings for added revegetation. Rilling can occur beneath wattles if not properly entrenched and water can pass between wattles if not tightly abutted together. It is critical that wattles are installed perpendicular to the flow direction and parallel to the slope contour. Narrow trenches should be dug across the slope on contour to a depth of3 to 5 inches on clay soils and soils with gradual slopes. On loose soils, steep slopes, and areas with high rainfall, the trenches should be dug to a depth of5 to 7 inches, or 1/2 to 2/3 of the thickness of the wattle. • Start building trenches and installing wattles from the base of the slope and work up. Excavated material should be spread evenly along the uphill slope and compacted using hand tamping or other methods. • Construct trenches at contour intervals of 3 to 30 feet apart depending on the steepness of the slope, soil type, and rainfall. The steeper the slope the closer together the trenches. • Install the wattles snugly into the trenches and abut tightly end to end. Do not overlap the ends. • Install stakes at each end of the wattle, and at 4-foot centers along entire length of wattle. • If required, install pilot holes for the stakes using a straight bar to drive holes through the wattle and into the soil. • At a minimum, wooden stakes should be approximately 3/4 x 3/4 x 24 inches. Willow cuttings or 3/8-inch rebar can also be used for stakes. Volume II -Construction Stonnwater Pollution Prevention February 2005 February 2005 • After adequate cover is achieved, any areas that experience erosion shall be reseeded and protected by mulch. If the erosion problem is drainage related, the problem shall be fixed and the eroded area reseeded and protected by mulch. • Seeded areas shall be supplied with adequate moisture, but not watered to the extent that it causes runoff. Volume II -Construction Stormwater Pollution Prevention 4-19 BMP C122: Nets and Blankets Purpose Erosion control nets and blankets are intended to prevent erosion and hold seed and mulch in place on steep slopes and in channels so that vegetation can become well established. In addition, some nets and blankets can be used to permanently reinforce turf to protect drainage ways during high flows. Nets ( commonly called matting) are strands of material woven into an open, but high-tensile strength net (for example, coconut fiber matting). Blankets are strands of material that are not tightly woven, but instead form a layer of interlocking fibers, typically held together by a biodegradable or photodegradable netting (for example, excelsior or straw blankets). They generally have lower tensile strength than nets, but cover the ground more completely. Coir (coconut fiber) fabric comes as both nets and blankets. Conditions of Use Erosion control nets and blankets should be used: 4-22 • To aid permanent vegetated stabilization of slopes 2H: IV or greater and with more than IO feet of vertical relief. • For drainage ditches and swales (highly recommended). The application of appropriate netting or blanket to drainage ditches and swales can protect bare soil from channelized runoff while vegetation is established. Nets and blankets also can capture a great deal of sediment due to their open, porous structure. Synthetic nets and blankets can be used to permanently stabilize channels and may provide a cost-effective, environmentally preferable alternative to riprap. I 00 percent synthetic blankets manufactured for use in ditches may be easily reused as temporary ditch liners. Disadvantages of blankets include: • Surface preparation required; • On slopes steeper than 2.5:1, blanket installers may need to be roped and harnessed for safety; • They cost at least $4,000-6,000 per acre installed. Advantages of blankets include: • Can be installed without mobilizing special equipment; • Can be installed by anyone with minimal training; • Can be installed in stages or phases as the project progresses; • Seed and fertilizer can be hand-placed by the installers as they progress down the slope; • Can be installed in any weather; • There are numerous types of blankets that can be designed with various parameters in mind. Those parameters include: fiber blend, mesh strength, longevity, biodegradability, cost, and availability. Volume II -Construe/ion S/ormwater Pollution Prevention February 2005 BMP C202: Channel Lining Purpose Conditions of Use Design and Installation Specifications February 2005 To protect erodible channels by providing a channel liner using either blankets or riprap. When natural soils or vegetated stabilized soils in a channel are not adequat, to prevent channel erosion. • When a permanent ditch or pipe system is to be installed and a temporary measure is needed. • In almost all cases, synthetic and organic coconut blankets are more effective than riprap for protecting channels from erosion. Blankets can be used with and without vegetation. Blanketed channels can be designed to handle any expected flow and longevity requirement. Some synthetic blankets have a predicted life span of 50 years or more, even in sunlight. • Other reasons why blankets are better than rock include the availability of blankets over rock. In many areas of the state, rock is not easily obtainable or is very expensive to haul to a site. Blankets can be delivered anywhere. Rock requires the use of dump trucks to haul and heavy equipment to place. Blankets usually only require laborers with hand tools, and sometimes a backhoe. • The Federal Highway Administration recommends not using flexible liners whenever the slope exceeds IO percent or the shear stress exceeds 8 lbs/ft2 • See BMP C 122 for information on blankets. Since riprap is used where erosion potential is high, construction must be sequenced so that the riprap is put in place with the minimum possible delay. • Disturbance of areas where riprap is to be placed should be undertaken only when final preparation and placement of the riprap can follow immediately behind the initial disturbance. Where riprap is used for outlet protection, the riprap should be placed before or in conjunction with the construction of the pipe or channel so that it is in place when the pipe or channel begins to operate. • The designer, after determining the riprap size that will be stable under the flow conditions, shall consider that size to be a minimum size and then, based on riprap gradations actually available in the area, select the size or sizes that equal or exceed the minimum size. The possibility of drainage structure damage by children shall be considered in selecting a riprap size, especially if there is nearby water or a gully in which to toss the stones. • Stone for riprap shall consist of field stone or quarry stone of approximately rectangular shape. The stone shall be hard and angular and of such quality that it will not disintegrate on exposure to water or Volume II -Construction Stormwater Pollution Prevention 4-63 BMP C207: Check Dams Purpose Conditions of Use Design and Installation Specifications February 2005 Construction of small dams across a swale or ditch reduces the velocity of concentrated flow and dissipates energy at the check dam. Where temporary channels or permanent channels are not yet vegetated, channel lining is infeasible, and velocity checks are required. • Check dams may not be placed in streams unless approved by the State Department of Fish and Wildlife. Check dams may not be placed in wetlands without approval from a permitting agency. • Check dams shall not be placed below the expected backwater from any salmonid bearing water between October I and May 31 to ensure that there is no loss of high flow refuge habitat for overwintering juvenile salmonids and emergent salmonid fry. Whatever material is used, the dam should form a triangle when viewed from the side. This prevents undercutting as water flows over the face of the dam rather than falling directly onto the ditch bottom. Check dams in association with sumps work more effectively at slowing flow and retaining sediment than just a check dam alone. A deep sump should be provided immediately upstream of the check dam. • In some cases, if carefully located and designed, check dams can remain as permanent installations with very minor regrading. They may be left as either spillways, in which case accumulated sediment would be graded and seeded, or as check dams to prevent further sediment from leaving the site. • Check dams can be constructed of either rock or pea-gravel filled bags. Numerous new products are also available for this purpose. They tend to be re-usable, quick and easy to install, effective, and cost efficient. • Check dams should be placed perpendicular to the flow of water. • The maximum spacing between the dams shall be such that the toe of the upstream dam is at the same elevation as the top of the downstream dam. • Keep the maximum height at 2 feet at the center of the dam. • Keep the center of the check dam at least 12 inches lower than the outer edges at natural ground elevation. • Keep the side slopes of the check dam at 2:1 or flatter. • Key the stone into the ditch banks and extend it beyond the abutments a minimum of 18 inches to avoid washouts from overflow around the dam. Volume ff -Construction Stormwater Pollution Prevention 4-75 Stormwater Pollution Prevention Plan Appendix D -General Permit 35 racility Summary Page I of2 v\Tater Quality Permitting and Reporting Information System "'A'"" Facility Summary BOEING COMPANY RENTON PLANT More Details Close Window Facility Name: BOEING COMPANY RENTON PLANT Add 800 NORTH 6TH ress: ST City: Renton County: King Permits as of 08/30/2012 -Bold Records Indicate Active Permits Click the version number to view the permit documents associated with the permit. = 503000232 ~~u~~ial .4 1 2 l WAR000232 Industrial S SW GP Expiration Date 09/20/2002 05/31/2008 11/18/2000 11/18/2005 12/18/1995 11/18/2000 12/28/1992 11/18/1995 01/01/2010 01/01/2015 Permit I'illm.!lli S03000232 WAROD0232 Violations/Triggers Inspections Enforcements l Q These counts represent "all time". Click to view the details of these values. circles -Active Outfalls Links will show only active permits by default. Red circles -Inactive Outfalls -diamonds -Facility ~--------------------~Click here. to view this facility in Google Maps. Most Recent Interactions (Enforcements, Inspections and Submlttals Data Type Action Date ,., Description Submittal 05/16/2012 Stormwater Monitoring Report ~" Enforcement 05/15/2012 Informal Action -Letter Enforcement 05/10/2012 Informal Action -Letter Enforcement 12/20/2011 No enforcement action necessary Enforcement 12/20/2011 No enforcement action necessary Enforcement 10/05/2011 No enforcement action necessary Submittal 05/17/2011 Stormwater Monitoring Report Inspection 12/29/2006 compliance Inspection-Without Sampling Submittal 10/17/2001 Stormwater Pollution Prevention Plan Submittal 12/18/1995 Stormwater Pollution Prevention Plan Submittal 05/24/1995 Application For Permit Renewal Query Time: 1.85 Seconds Documents Click on the document name to download and open the document. Permit Permit Document Permit Permit Number Version Type Status Issued Date Type Document Name Action Industrial BQEING !:QM2ANY RENTQN 503000232 4 Level Inactive 08/21/2002 SWGP Pl ANT....,$030002320"'3"'02-18- Report Il..9....£.Qf Inactive 08/21/2002 Industrial !;Jgs:ing "'::iQ3Q!JQ232D=2-l 2· l 9- SW GP /22&Qf Public Notice Info Date httns://fortress"wa"llov/ecv/wareoorts/oublic/f?p= 110: I 000:3395121836869304::NO:RP:.,. , 08/30/2012 Facility Summary Action Level Report ~. - Action Level Inactive 08/21/2002 Industrial Report SW GP Action Industrial Leve! Inactive 08/21/2002 SWGP Report Action Industrial Level Inactive 08/21/2002 Report SW GP Action Industrial Level Inactive 08/21/2002 SWGP Report - Action Industrial Level Inactive 08/21/2002 Report SW GP Action Industrial Level Inactive 08/21/2002 SW GP Report Action Industrial Level Inactive 08/21/2002 SW GP Report ' Action Industrial level Inactive 08/21/2002 SWGP Report Action Industrial Level Inactive 08/21/2002 Report SW GP Inspection Industrial Related Inactive 08/21/2002 SW GP Action Industrial WAR000232 5 level Active 10/21/2009 Report SW GP Action Industrial Level Active 10/21/2009 SW GP Report Annual Active 10/21/2009 Industrial Report SW GP Query Time: 0.29 Seconds (25 Records) Permitting And Reporting Information System Version: 1.6.5 I Data Disclaimer I Privacy Policy Copyright© Washington State Department of Ecology 2007. All Rights Reserved. Page 2 of2 BQEING CQ~M!'fl'. BE!HQt:l PLANT"' SOJQ OQ23 2 D"' :! "'Q,';i-Qf,-= E!QEIN~ [:;Qt!jPANY RENTQN PLANT ,.,50300023zo .... 3 ..... os-os- Q9...E.Q.E BOEING RENI0N,.,SOJQQQ2J2ci"'l "'l l-1f! 07.pdf boeing"'S03000232D"'1 "'1 Q-17--fil&l!l boeing .... 5030002320 .... 1 .... 04-1 z--QL.a.Qf b:oeiD0"'5QJQQQ2J2D"'l "'QZ-17--QL.lld.f Q:Qeing .... SQJ,QQQ232D"'3"'Q9:-1 z- QZ&l!f t!Qeloa,.,SJJJQQQ2J2Q"'J"'l 2-J a--boeing"'S03000232D"'1"'12-18---Compliance BQeing ~Qmpan:t Renton Inspection- Plant"'S03Q00232"' 12-29-06. pdf Without Sampling Date: 12/29/2006 232 zlnc.pdf 232.pdf Stormwater 0002V pdf Monitoring Report Received: 05/17/2011 httns://fortress.wa.rrov/ecv/warenorts/nublic/f?o= 110: I 000:3395121836869304::NO:RP: ... 08/30/2012 Stormwater Pollution Prevention Plan Appendix E -Site Inspection Forms (and Site Log) The results of each inspection shall be sununarized in an inspection report or checklist that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection information in one document, but this is optional. However, it is mandatory that this SWPPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a. Inspection date/times b. Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. c. A sununary or list of all BMPs that have been implemented, including observations of all erosion/sediment control structures or practices. d. The following shall be noted: 1. locations of BMPs inspected, 11. locations of BMPs that need maintenance, m. the reason maintenance is needed, iv. locations of BMPs that failed to operate as designed or intended, and v. locations where additional or different BMPs are needed, and the reason( s) why e. A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable. f. A description of any water quality monitoring performed during inspection, and the results of that monitoring. g. General comments and notes, including a brief description of any BMP r repairs, maintenance or installations made as a result of the inspection. h. A statement that, in the judgment of the person conducting the site inspection, the site is either in compliance or out of compliance 36 Stormwater Pollution Prevention Plan with the terms and conditions of the SWPPP and the NPDES pennit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. 1. Name, title, and signature of person conducting the site inspection; and the following statement: "I certify under penalty of law that this report is true, accurate, and complete, to the best of my knowledge and belief'. When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition S5.F of the permit. D Site Inspection Form General Information Project Name: Inspector Name: Title: CESCL#: Date: Time: Inspection Type: o After a rain event o Weekly o Turbidity/transparency benchmark exceedance o Other Weather Precipitation Since last inspection In last 24 hours Description of General Site Conditions: Inspection of BMPs 37 Element 1: Mark Clearing Limits BMP: Location Inspected Functioning BMP: Location YN IYNNIP b1spected y N Fun.ctioning IY N NIP Element 2: Establish Construction Access BMP: Location Inspected Functioning YN IYNNIP BMP: Location Inspected y N Element 3: Control Flow Rates BMP: Location BMP: Location Inspected y N Inspected y N Functioning IY N NIP Functioning IY N NIP Functioning I y N NIP Element 4: Install Sediment Controls BMP: Inspected Functioning Locat10n y N IY N NIP 38 Stormwater Pollution Prevention Plan Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Pro bl ml e Corrective A" ct10n BMP: Location BMP: Location BMP: Location BMP: Location Inspected Functioning YN IYNNIP Inspected Inspected y N Functioning IY 1~ NIP Functioning IY N NIP Inspected Functioning YN IYNNIP 39 Stormwater Pollution Prevention Plan Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Element 5: Stabilize Soils BMP: Location BMP: Location BMP: Location BMP: Location Inspected y N Functioning I y N NIP Inspected Functioning YN IYNNIP Inspected Functioning YN IYNNIP Inspected Functioning YN IYN NIP Element 6: Protect Slopes BMP: Location BMP: Location BMP: Location Inspected y N Functioning IYNNIP Inspected Functioning YN IYNNIP Inspected y N Functioning ffi 40 Stormwater Pollution Prevention Plan Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Element 7: Protect Drain Inlets BMP: Location BMP: Location BMP: Location Inspected y N Functioning IY N NIP Inspected Functioning YN IYN NIP Inspected Functioning YN IYNNIP Element 8: Stabilize Channels and Outlets BMP: Location BMP: Location BMP: Location BMP: Location Inspected y N Inspected y N Inspected y N Inspected y N Functioning IYNNIP Functioning I y N NIP Functioning I y N NIP Functioning IYININIP 41 Storm water Pollution Prevention Plan Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Element 9: Control Pollutants BMP: Location Inspected Functioning YN IYNNIP BMP: Location Inspected Functioning YN IYNNIP Element 10: Control Dewatering BMP: Location Inspected Functioning Y N IY N NIP BMP: Location Inspected Functioning YN IYNNIP BMP: Location Inspected Functioning YN IYNNIP 42 Stormwater Pollution Prevention Plan Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Location Turbidity Discoloration Sheen Location Turbidity Discoloration Sheen Stormwater Dischar Observed? Y[Ej ~ i 11 Stormwater Pollution Prevention Plan es From the Site Problem/Corrective Action 43 Stormwater Poffution Prevention Plan Water Quality Monitoring Was any water quality monitoring conducted? D Yes D No If water quality monitoring was conducted, record results here: If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 cm or less, was Ecology notified by phone within 24 hrs? D Yes D No - If Ecology was notified, indicate the date, time, contact name and phone number below: Date: Time: Contact Name: Phone#: General Comments and Notes Include BMP repairs, maintenance, or installations made as a result of the inspection. Were Photos Taken? D Yes D No If ohotos taken, describe ohotos below: 44 Stormwater Pollution Prevention Plan Appendix F -Engineering Calculations 45 Stormwater Pollution Prevention Plan Appendix F -Engineering Calculations 45 ') . ', .. Size and Cost Estimate Prepared by Mark Zeman on August 21, 2012 Boeing Lot #20 -Stormwater Treatment System Renton, WA lnfonnation provided: • Structure ID = Basic • Total Area (acre) = 5.0 • Percent Impervious = 88 • Water Quality Flow, WQF offline (cfs) = 0.3966 • Peak Flow, Q100 (cfs) = 2.04 • Media= ZPG • Cartridge flow rate (gpm) 7.5 Assumptions: • Height of Cartridge (inches)= 18 • Drop Required from inlet to outlet (feet) = 2.3 • Presiding agency = City of Renton Size and cost estimates: Enhanced 5.0 88 0.3966 2.04 CSF 15 The stormFilter is a flow-based system, and therefore, is sized by calculating the water quality flow rate associated with the design storm. The water quality flow rate was calculated by using the offline WQ flow generated by WI/VHM based on information provided by the design engineer. Structure Water Approximate No. of Estimated ID Quality Depth Cartridges System Size Cost Flow Basic 0.3966 7' 24 8x11vault $48,100 Enhanced 0.3966 7' 12 SFMH96" $31,600 The estimated costs are for complete systems delivered to the job site. This estimate assumes that the vault is 7 feet deep. The final system cost will depend on the actual depth of the units and whether extras like doors rather than castings are specified. The contractor is responsible for setting the StormFilter systems and all external plumbing. Typically the precast StormFilters have internal bypass capacities of 1.8 cfs. If the peak discharge off the site is expected to exceed this rate, we recommend placing a high-flow bypass upstream of the StormFilter system. Contech Engineered Solutions could provide our high-flow bypass, the StormGate, which provides a combination weir-orifice control structure to limit the flow to the StormFilter. The estimated cost of this struciure is $5.500. The final cost would depend on the actual depth and size of the unit. ©2012 Contech Engineered Solutions LLC 11835 NE Glenn Widing Drive, Portland OR 97220 w\v\v.ContcchES.com Toll-free: 800.548.4667 Fax: 800.561.1271 Page 1 of 1 TS-P027 Western Washington Hydrology Model PROJECT REPORT Project Name: Site Address: City Report Date Gage Data Start Data End Precip Scale: WWHM3 Version: default 8/21/2012 Seatac 1948/10/01 1998/09/30 1. 00 PREDEVELOPED LAND USE Name Bypass: No Basin 1 GroundWater: No Pervious Land Use C, Forest, Flat Impervious Land Use Element Flows To: Acres 5 Acres Surface Interflow Name Basin 1 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Impervious Land Use ROJ\DS FLAT Element Flows To: Surface MITIGATED LAND USE Acres .6 Acres 4.4 Interflow Groundwater Groundwater ANALYSIS RESULTS Flow Frequency Return Return Period Periods for Flow(cfs) 0.125839 0.194992 0.232468 0.270555 0.293169 0.311753 Predeveloped. POC #1 2 year 5 year 10 year 25 year 50 year 100 year Flow Frequency Return Return Period 2 year 5 year 10 year 25 year 50 year 100 year Perio.ds for Mitigated. Flow(cfs) 1.126732 1. 376427 1. 538398 1. 74105 1. 891308 2.041434 Yearly Peaks for Predeveloped and Mitigated. Year PredeveloEed Mitig:ated 1950 0.144 1.161 1951 0.247 1. 699 1952 0.314 1.134 1953 0.097 0.991 1954 0.075 0.898 1955 0.110 1. 074 1956 0.193 1.148 1957 0.158 1.104 1958 0.122 1. 265 1959 0.136 1.140 1960 0.112 0.874 1961 0.195 1.096 1962 0.114 0.956 1963 0.067 0.977 1964 0.090 0.937 1965 0.113 1.111 1966 0.084 0.990 1967 0.085 0.985 1968 0.186 1. 481 1969 0.114 1. 669 1970 0.114 0.899 1971 0.086 0. 986 1972 0.082 0. 954 1973 0.228 1.379 1974 0.102 0.897 1975 0.109 0.990 1976 0.156 1. 314 1977 0.104 0.898 1978 0.010 1.135 1979 0.087 1. 468 1980 0.053 1. 449 1981 0.152 1. 225 1982 0.081 1. 355 POC #1 POC #1 1983 0.142 1. 858 1984 0.138 1. 351 1985 0.089 1.025 1986 0.048 0.967 1987 0.243 1. 206 1988 0.203 1. 682 1989 0.074 0.802 1990 0.047 1. 007 1991 0.322 1. 899 1992 0.285 1. 772 1993 0.093 1. 018 1994 0.107 0.697 1995 0. 027 0.829 1996 0.152 1. 044 1997 0.296 1. 245 1998 0.273 1.194 1999 0.056 1. 287 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.3222 1.8990 2 0.3143 1. 8577 3 0.2956 1. 7720 4 0.2848 1. 6987 5 0. 2732 1. 6823 6 0.2469 1. 6687 7 0.2430 1. 4814 8 0.2284 1. 4 681 9 0.2030 1.4492 10 0.1948 1. 3788 11 0.1928 1. 3550 12 0.1859 1.3510 13 0.1583 1.3141 14 0.1558 1. 28 66 15 0.1523 1. 2653 16 0.1522 1. 24 4 7 17 0.1441 1. 2246 18 0 .1418 1.2056 19 0.1380 1.1941 20 0 .1361 1.1607 21 0.1218 1.14 7 6 22 0.1140 1.1397 23 0 .1137 1.1354 24 0 .1135 1. 1335 25 0 .1127 1.1108 26 0 .1124 1.1042 27 0.1098 1.0955 28 0.1087 1. 0741 29 0 .1072 1.0443 30 0.1037 1.0247 31 0.1019 1.0183 32 0. 0967 1. 0070 33 0.0927 0.9912 34 0.0900 0.9902 35 0.0887 0.9901 36 0.0873 0.9862 37 0. 08 62 0.9849 38 0.0854 0. 97 69 39 0.0839 0.9667 40 0.0819 0.9556 41 0.0805 0.9537 42 0.0746 0. 9372 43 0.0743 0.8995 44 0.0667 0.8982 45 0.0557 0.8979 46 0.0525 0.8975 47 0.0481 0.8739 48 0.0471 0.8290 49 0. 0271 0.8022 50 0.0103 0. 6966 POC #1 Facility =---_ !.....~ C.: duration standard for l+ flows. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0629 4029 30027 745 0.0652 3629 29164 803 ;:·::,l 0.0676 3411 28603 838 !. ':--~ 0.0699 3211 27998 871 L' c, 1 ' 0. 0722 2958 27218 920 :·;..: ' 0.0745 2782 26762 961 . -: l 0.0769 2620 26262 1002 0. 07 92 2399 25635 1068 '::0'' 0.0815 2255 25232 1118 0.0839 2135 24772 1160 --:: ~-~ 0. 0 8 62 1965 24093 1226 0.0885 1877 23663 1260 :7 _c-1 ~ - 0.0908 1779 23256 1307 0.0932 1662 22690 1365 .. - 0.0955 1578 22309 1413 0. 0978 1504 21932 1458 -' :-:i, 0.1001 1394 21388 1534 0.1025 1322 21047 1592 0.1048 1262 20727 1642 c 0. 1071 1183 20209 1708 " 0.1094 1122 19894 1773 ;:,_-::,; I 0 .1118 1080 19583 1813 ~·o l_ ·: 0 .1141 1009 19136 1896 0 .1164 960 18838 1962 1:·,;· 0 .1187 921 18544 2013 p.~.: ' 0 .1211 875 18119 2070 f ;:i j 0.1234 829 17847 2152 0.1257 7 91 17597 2224 ):';;; i l 0.1280 752 17247 2293 ;.•3 j l 0 .1304 719 16988 2362 :: ''j i _:,_ 0 .1327 703 16729 2379 "? CC) i 0 .1350 658 16322 2480 1, 0.1373 628 16107 2564 '."~ i - 0 .1397 609 15853 2603 • ' : I 0.1420 582 15656 2690 ~-,:i : 1 0.1443 554 15305 2762 ?-i I 0.1466 528 15077 2855 0. 14 90 504 14858 2948 0.1513 469 14534 3098 0.1536 450 14328 3184 0.1559 429 14108 3288 0.1583 4 07 13815 3394 0. 1606 387 13591 3511 C' 0. 1629 374 13403 3583 '('.l. 0.1653 351 13135 3742 0.1676 340 12947 3807 :1 ; 0.1699 323 12763 3951 ., ::1cil 0 .1722 304 12526 4120 ~ 0.1746 284 12364 4353 ~c:.il 0.1769 278 12198 4387 -:-.--_,· I 0 .17 92 260 11943 4593 c:2_:_ 0.1815 247 11781 4769 c':C j: 0.1839 238 11619 4881 :::-'..:.: - 0.1862 222 11391 5131 ,~,,,. l 0.1885 213 11211 5263 0.1908 206 11045 5361 i' ;:-l 0.1932 198 10821 5465 ;:·,:" i~ 0.1955 191 10659 5580 0.1978 183 10515 5745 f:-_; I 0.2001 177 10304 5821 0.2025 169 10173 6019 F ::c -~ ]_ 0.2048 165 10032 6080 ,._ 0.2071 155 9853 6356 ':'::;,j_]_ 0.2094 154 9712 6306 -' - 0. 2118 151 9585 6347 f.-_ -I 0.2141 143 9406 6577 0. 2164 139 9270 6669 -j ~. l 0.2187 133 9156 6884 ;? _, ; 0.2211 124 8 950 7217 ::;-a i I 0.2234 120 8827 7355 ~--:.i ; ·1_ 0.2257 115 8713 7576 i::-rJ j_: 0.2280 106 8525 8042 ""',i i 0.2304 103 8406 8161 -~ :;l. __ j_ 0.2327 96 8292 8637 . " 0.2350 86 8117 9438 ;_' :J 1 0.2374 84 8003 9527 0.2397 73 78 94 10813 : 3 ~ 0.2420 67 7749 11565 .-~1 0.2443 63 7657 12153 r -:i l .. 0. 24 67 59 7552 12800 0. 2 4 90 55 7442 13530 :::-_.:] 0. 2513 50 7302 14603 0.2536 49 7210 14 714 f :::Li ~ 0.2560 47 7113 15134 ~,-; l 0.2583 44 6973 15847 '.';" -~1 .; l 0.2606 38 6877 18097 :;--l' I 0. 2 629 36 6793 18869 ?-:d 0.2653 32 6680 20875 f,:.:, i . 0. 2 67 6 28 6574 23478 = eel : l 0.2699 26 6482 24930 ;;',..; 0. 2722 23 6364 27669 0.2746 21 6303 30014 f'" I 0.2769 19 6206 32663 ::;·-j, 0.2792 18 6097 33872 0.2815 18 6000 33333 0.2839 16 5930 37062 0.2862 13 5807 44669 0.2885 13 5737 44130 0.2908 11 5663 51481 0.2932 10 5553 55530 The development has an increase in flow durations from 1/2 predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.5388 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.6934 cfs. Off-line facility target flow: 0.3559 cfs. Adjusted for 15 min: 0.3966 cfs. Perlnd and Implnd Changes No changes have been made. This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. TOP SLA.B ACCESS SEE FRAME AND COVER DETAIL A L~ 6" CONCRETE / WALL 'MOTH_/ MAY VARY REGIONALLY I 11•-0""------:;L._ PLAN VIEW ALTERNATE PIPE LOCATION (TYP) OUTLET SUMP A OUTLET J '1 f VAULT STYLE: OUTLET SUMP (NIB) C19FI C519F-1 b CONTRACTOR TO GROUT TO RADE r G/RISERS ~ FINISHED GRADE 1 1 1 I V /,..':(;;'.('~~.'/Y,;h INLET PIPE INLET DISSIPATOR 1;· ...... ~----~---~~~~----~--~,-+-------~ STEP '·~" STORMFILTER CARTRIDGE FLOW KIT SECTION A-A ~·-····-~ StormFilter· ~~~-~ OVER FLOW ASSEMBLY h~ o~~ ,[~ OUTLET PIPE I ~~ ~~ ~· il STORMFIL TER DESIGN NOTES STORMFILTER TREATMENT CAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. THE STANDARD VAULT STYLE IS SHOW/'I WITH THE MAXIMUM NUMBER OF CARTRIDGES (20). VAULT STYLE OPTIONS INCLUOE INLET BAY (17), INLET BAY/OUTLET DAY (12), OUTLET BAY (21), FULL HEIGHT BAFFLE WALL (17). STORMFILTER BX11 PEAK HYDRAULIC CAPACITY IS 1.8 CFS. lF THE SITE CONDITIONS EXCEED 1.8 CFS AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. CARTRIDGE SELECTION _cfRTRIDGE HEIGHT ,r 3.06' ,.. LOW DROP rr, 1.0' RECOMMENDED HYDRAULIC DROP {H) SPECIFIC FLOW RATE {qeml~ cARTFUDGE FLOW RATE (gpm) 2QPmlft'--I 1gpiiii'W :zgpm/11" I , g~lt' 2.!!!:mlft' "1\lE_mJft' 22.5 11.25 .li__ _J 7.6 ,0 SITE SPECIFIC DATA REQUIREMENTS STRUCTURE ID SF2!l08 WATER QUALITY FUJW RA.TE Id• 3966 PEAK FLOW RATE cl's 2.04 RETURN PERIOD OF PEAK FLOW (Ylll) mo #OF CARTRIDGES REQUIRED " CARTRIDGE FLOW RATE '' MEDIA TYPE CSF PERUTE, ZPG, GAC, PHS) ,SG PIPE DATA: I.E. I MATERIAL I DIAMETER 13ENERAL NOTES FRAME AND COVER (DIAMETER VARIES) N.T.S. 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. INLET PIPE 1/.1 23.BO eve INLET PIPE #2 OUTLET PIPE 21.6 PVC UPSTREAM RIM E:LEVATION DOWNSTREAM RIM ELEVATION ANTI-FLOTATION BALLAST WIDTH NOTES/SPECIAL REQUIREMENTS: • PER ENGINEER OF RECORD 2 DIMENSIONS MARKED WITH ( )ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. " " I 2$.00 I 27.!lO HEIGHT I 3. FOR SITE SPECIFIC DRAWINGS WJTH DETAILED VAULT DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. WWW.cQOl9~hES.com 4. STORMFILTER WATER QUALITY STRUCTURE SHALL BE JN ACCORDANCE WITH ALL DESIGN DATA ANO INFORMATION CONTAINED IN THIS DRAWING. 5. STRUCTURE SHAU. MEET AASHTO HS20ANO CASTINGS SHALL MEET AASHTO M300 LOAD RATING, ASSUMING GROUNDWATER ELEVATION AT, OR BELOW, THE OUTlET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION e. ALTER CARTRIDGES SHALL BE MEDIA-FILLED, PASSNE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING, RADIAL MEDIA DEPTH SHALL BE 7-INCHES. FILTER MEDIA CONTACT TIMS SHALL BE AT LEAST39 SECONDS, 7. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY (gpm) DIVIDED BY THE FILTER CONTACT SURFACE AREA (oq 1t). INSTALLAJJON NOTES 1. ANY SUB-BASE, B,'t.Cl<FILL DEPTH, ANDJORANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS ANO SHALL BE SPECIFIED BY ENGINEER OF RECORD. 2, CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER VAULT {Ll.=TING CLUTCHES PROVIDED). 3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL VAULT SECTIONS AND ASSEMBLE VAULT. 4. CONTRACTOR TO PROVIDE, INSTALL, ANO GROUT PIPES. MATCH OUTLET PlPE INVERT WITH OUTLET BAY FLOOR. 5. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTJON·RElATEO EROSION RUNOFF. C(:'iNTECH" ::NGINEERrn SOLUTIONS LLC www.conlRthES.oom 80:!Ci COlm ~1111 Or .. S\1119 40!I, WNI. ChHllf, OH 46069 800-336<1122 613,MS-700Q ij13,84~791l3FAX 11##11# RTU-3 STORMFIL TER STANDARD DETAIL I I i ~w INLET CONTRACTOR TO GROUT TO FINISHED GRADE GRADE RING/RISERS INLET PlPE FILTER CARTRIDGE PLAN VIEW STANDARD OUTLET RISER FLO'lM<IT: 43A V /Y,~. ij)Y/> " ,, ·:~·· .~ '==' '==' OUTLET SUMP HOPE OUTLET RISER SECTION A-A , .. -... -~ StormFilter' n.=---.;;:,:::,-===-- OUTLET SUMP j OUTLET 96" 1.D. MANHOLE STRUCTURE FLOAT ABLES BAFFLE g~ . . :~ Hi Y ~ STORMFIL TER DESIGN NOTES STORM FILTER TREATMENTCAPACITY IBA FUNCTION OF THE CARTRIDGE SELECTION ,\NOTHE NUMBER OF CARTRIDGES. THE STANDARD MANHOLE STILE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGES (14], VOLUME SYSTEM IS ALSOAVAll..ABL.E WITH MAXIMUM 14 CARTRIDGES. 096" MANHOLE STORMFILTER PEAK HYDRAULIC CAPACITY IS 1.8 CFS. IF THE SITE CONDITIONS EXCEED 1.8 CFS AN UPSTREAM BYPASS STRUCTUR21S REQUIRED. CARTRIDGE SEltCTION CARTRIDGE HEIGHT RECOMMENDED HYDRAULIC DROP Q:!! ,r iiis "" LOW DROP u 1.8' SPECIFIC FLOW RATE CARTRIDGE FLOW RATE (gprn) 2 gpm'ft< I 1 gpm/lt' 2 upm/n' I 1 ®mlrt· 2 gpmln' 1 gpmm> ~8 1_1.26 15 7.5 " SITE SPECIFIC DA.TA REQUIREMENTS STRUCTURE 10 WATER QUALITY FLOW RATE (cl• PEAKFCow'RATE (cla RETURN PERIOD OF PEAK FLOW (yrs # OF CARTRIDGES REQUIRED CARTRIDGE FLOW RATE MEDIA TYPl;_(9_Sf, PERLITE, ZPG, GAC, PHS SF290A ~ 2.04 Too " '5 CSF -II ~ / PIPE DATA: !NLET PIPE #1 !NtET PIPE #2 OUTLETP!_EE cs. 21]' MATERIAL ~ DIAMETER --,-,- FRAME AND COVER (DIAAIETERVARlES) N.T.S. '" UPSTREAM R!M ELEVATION DOWNSTREAM RIM ELEVATION fVC g_ 27,80 ANTl•FLOTATION BALLAST j WIDTH HEll3HT NOTES/SPECIAL REQUIREMENTS: 'PER ENGINEER OF RECORO GENERAL NOTES 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. DIMENSIONS MARKED WITH ( J ARE REFERENCE OIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FOR siTE SPECIFIC DRAWINGS WITH OETAlLED VAULT DIMENSIONS ANO WEJGHTS, PLEASE CONTACT YOUR CON TECH ENGINEERW SOLUTIONS LLC REPRESENTATIVE. www.ecntechES.ecm 4, STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA ANO INFORMATION CONTAINED IN THIS DRAWING. 5. STRUCTURE SHALL MEET AASHTO HS20AND CASTINGS SHALL MEET AASHTO M306 LOAD RATING, ASSUMING !3ROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION 6. FILTER CAATRIDGES SHALL BS MEOIA-FILLEO, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, ANO SE!.F CLEANING. RADIAL MEDIA DEPTH SHALL BE 7-INCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 39 SECONDS. 7. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENTCAPAC11'Y {gpm) DIVIDED BYTliE FILTER CONTACT SURFACE AREA [sq Ill. INSTALLATION NOTES 1. ANY SUB-BASE, BACKFILL DEPTH, AND/ORANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. 2, CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING! ANO REACH CAPACJTY TO LIFT AND SET THE STORMFJLTER STRUCTURE (LIFTING CLUTCHES PROVIOEOJ. 3, CONTRACTOR TO INSTALL JOINT S5ALANT BETWEEN ALL STRUCTURE SECTIONS ANO ASSEMBLE STRUCTURE. 4. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT INLET PlPE(S). 6. CONTRACTOR TO PRO\flOEAND INSTALL CONNECTOR TO THE OUTLET RISER STUB. STORMFILTER EQUIPPED WITH A DUAL D1M1ETER HOPE OUTLET BTUB ANO SAND COLIAR. IF OUTLET PIPE IS LARGER THAN 6 INCHES, CONTRACTOR TO REMOVE THE 8 INCH OUTLET STUB AT MOLDED IN CUT LINE. COUPLING SY FERNCO OR EQUAL ANO PROVIDEO BY CONTRACTOR. 6. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF. Ci'JNTECH. ENGINEERED SOWTIONS LLC www.ccntacnES.<i>n1 D025 Contn, Point. Dr., Sulta~OO, W.ot ~•r, OH ~5089 OOIXl:W.1122 613-64!1.7000 613,.646-7993 FAX #1#1## RTU-4 STORMFILTER STANDARD DETAIL GENERAL NOTES I) STORMGATE BY CONTECH STORMWATER SOLUflONS; PORTLAND, OR (800) 541l-4GG7; SCARBOROUGH, ME (llT1) 907-llG7G; LINTHICU\.1, MD (8G(;) 740-3318. 2) PRECAST MANHOLE TO BE CONSTRUCTED IN ACCORDANCE WITH AST\.1 C478. DETAIL DRAWING REFLECTS DESIGN INTENT ONLY. ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL BE SHOWN ON PRODUCTION SHOP DRAWING. 3) STRUCTURE AND ACCESS COVERS TO MEET AA511TO H-20 LOAD RATING. 4) INLET AND OUTLET FIFING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. PRECAST STORMGATE MANHOLE EQUIPPED WITH EITHER CORED OPENINGS OR KNOCKOUTS AT INLET AND OUTLET LOCATIONS. 5) CONTRACTOR TO ADJUST WEIR TO DESIGN ELEVATION SPECIFIED IN DATA TABLE BELOW. DO NOT EXCEED 5.0 FT-LBS TORQUE WHEN TIGHTENING SCREWS ON WEIR FRAME. SEAL WEIR TO FRAME WITH RTV SILICONE SEALANT AFTER FINAL ADJUSTMENT. STORMGATE MANHOLE DATA STRUCTURE ID 291 WATER QUALITY FLOW RATE (cfs) .39GG PEAK FLOW RATE, Qoeak (cfs) 2.04 MANHOLE DIAMETER (48", GO", 72") 72' RIM ELEVATION 27.00 PIPE DATA, I.E. ORIENTATION MATERIAL DIAMETER INLET PIPE 24.00 xxo PVC 15" WATER QUALITY 24.00' XX" PVC 8" FLOW OUTLET FIFE ... PEAK FLOW 24.00' xxo PVC 15" OUTLET FIFE (SEE NOTE 5) ORJFICE TYPE (PIPE, CAP, PLATE) PLATE ORJFICE DIAMETER (1n) 3.82" WEIR CREST ELEVATION 25.00 WEIR WALL ELEVATION 26.00 WEIR DETAIL -PLAN VIEW ED 2'-2" MIN ,__ ____ 4' MIN -------1 WEIR DETAIL -SECTION VIEW ©2012 CONTECH Engineered Solutions, LLC Ct')NTECH" ENGINEERED SOLUTIONS LLC www.contechES.com HEAD OVER WEIR, H (ft) O. IG' WSE atQpeak 25.20 WEIR ORIENTATION xxo FLOOR ELEVATION 23.00' NOTE3/SPECIAL REQUIREMENT3, FIFE ORIENTATION KEY, WEIR FRAME ADJUSTABLE WEIRFLATE (SEE NOTE 5) EMBEDMENT ANCHORS (TYP) CD 24" 0 FRAME AND COVER (STID) ,ioo I 180°-E:9-0° I 270° STORMGATE MANHOLE-TOP VIEW CD STORMGATE MANHOLE HIGH FLOW BYPASS TOP VIEW, WEIR DETAIL, DATA AND NOTES STANDARD DETAIL DRA'MNG 2 212 DATE: 04/04106 SCALE: NONE FILE NAME: SG-MH-DTL DRA\1\/N: MJW CHECKED: ARG --------------~ VARIABLE DIAMETER (SEE NOTE 2) INLET PIPE (SEE NOTE 4) STORMGATE MANHOLE -PLAN VIEW~ C1 19-1b STORMGATE ADJUSTABLE WEIR (SEE DETAIL 1/2) :•-... '<· , ~ ·- 24" 0 FRAME AND COVER (STD) STORMGATE MANHOLE -SECTION VIEW® C 9F 1b @2012 CONTECH Engineered Solutions, LLC Ct1)NTECH" ENGINEERED SOLUTIONS lLC www.contechES.com STORMGATE MANHOLE HIGH FLOW BYPASS PLAN AND SECTION VIEWS STANDARD DETAIL DRAWING 1 112 DATE:04/04/06 SCALE: NONE FILE NAME: SG-MH-DTL DRAVIIN: MJW CHECKED: ARG Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Plan 12 Project File: CATCH BASIN DOWNSTREAM.stm ·----.• -9 .... ___ .. 81 I 13 19 (-. -. I 1J I i / I j ' r - I ( I 14 I / Outfall/ ! ' / 1. ,, I I / ' 17 i ! I I . I I I i ! 41 I I I i 16 j ___ 1. I ! \--------15 ! \ 10 -----. ---· 2 \ 20 I I Number of Jines: 20 l Date: 08-30-2012 Hydraflow Storm Sewers Extension v6.C66 I Hyd r@g raph Summary Rep~y~flow Hydrographs Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. v6.066 Hyd. Hydrograp!1 Peak Time Time to Hyd. lnfiOt'J IJlaximum Total Hydrograph No. type flow interval peak volume hyd(s) elevation strge used description (origin) (els) (min) (min) (cufl) (ft) (cult) 1 SBUH Runoff 0.198 6 480 2,991 ------CENTER 15K CB AREA 2 SBUH Runoff 0.119 6 480 1,795 ---WEST 0.9k CB AREA 3 SBUH Runoff 0.147 6 480 2,222 ---EAST 11k CB AREA CB BACKWATER FLOWS.gpw Return Period: 25 Year Thursday, Aug 30, 2012 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate size shape length EL On EL Up slope down up loss Junct line Type (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 290A 2.81 15 Cir 78.000 17.15 19.00 2.372 18.40 19.67 n/a 19.67 j End Manhole 2 291A 2.81 15 Cir 66.597 19.00 25.00 9.009 19.86 25.67 n/a 25.67 j 1 Manhole 3 292A 2.81 15 Cir 61.626 24.00 24.19 0.308 25.86· 25.96· 0.08 26.04 2 Manhole 4 293A 1.52 12 Cir 129.963 24.19 24.58 0.300 26.07' 26.27' 0.06 26.32 3 Manhole 5 305A 1.12 12 Cir 143.788 24.58 25.02 0.306 26.35' 26.47' 0.03 26.50 4 Manhole 6 306A 0.76 12 Cir 132.847 25.02 25.42 0.301 26.52' 26.57' 0.00 26.57 5 Manhole 7 307A 0.64 12 Cir 132.398 25.42 25.82 0.302 26.58 26.61 0.01 26.62 6 Manhole 8 309A 0.32 12 Cir 62.678 25.82 26.00 0.287 26.62 26.63 0.01 26.63 7 Manhole 9 310A 0.20 8 Cir 117.022 26.00 26.35 0.299 26.63 26.68 0.02 26.70 8 Manhole 10 295A 0.20 8 Cir 70.653 24.19 24.53 0.481 26.12' 26.13· 0.01 26.14 3 Manhole 11 299A 0.20 8 Cir 131.289 24.58 25.23 0.495 26.38' 26.41' 0.01 26.41 4 Manhole 12 303A 0.24 12 Cir 129.441 25.02 25.67 0.502 26.53 26.54 0.00 26.54 5 Manhole 13 308A 0.20 8 Cir 117.020 25.82 26.17 0.299 26.63 26.66 0.01 26.67 7 Manhole 14 304A 0.12 8 Cir 65.406 25.67 26.00 0.505 26.54 26.54 0.00 26.54 12 Manhole 15 296A 0.89 12 Cir 153.882 24.19 24.63 0.286 26.10"' 26.19' 0.02 26.21 3 Manhole 16 296A 0.60 12 Cir 124.385 24.63 25.00 0.297 26.22• 2e.2s• 0.00 26.25 15 Manhole 17 300A 0.45 12 Cir 137.813 25.00 25.41 0.298 26.25 26.27 0.00 26.27 16 Manhole 18 301A 0.30 12 Cir 125.122 25.41 25.78 0.296 26.27 26.28 0.00 26.28 17 Manhole 19 302A 0.15 8 Cir 65.138 25.78 25.98 0.307 26.28 26.30 0.01 26.31 18 Manhole I 20 297A 0.15 8 Cir 66.039 24.63 24.97 0.515 26.22· 26.23' 0.00 26.23 15 Manhole ; Project FIie; CATCH BASIN DOWNSTREAM.stm Number of lines: 20 / Run Date; 08-30-2012 NOTES; Return period = 25 Yrs. ; 'Surcharged (HGL above crown). ; j -Line contains hyd. jump. Hydraflow Storm Sewers Extension v6.066 Storm Sewer Tabulation Pi:llge 'l Station Len DrngArea Rnoff Areax C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID coeff (I) flow full Line To Iner Total Iner Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (In/hr) (els) (els) (ft/s) (In) ('/,) (ft) (ft) (ft) (ft) (ft) ((1) 1 End 78.000 0.00 0.00 0.00 0.00 0.00 0.0 4.7 0.0 2.81 10.77 3.24 15 2.37 17.15 19.00 18.40 19.67 27.25 28.20 290A ' 2 1 66.597 0.00 0.00 0.00 0.00 0.00 a.a . 4.3 a.a 2.81 21.00 3.65 15 9.01 19.00 25.00 19.86 25.67 28.20 28.50 291A 3 2 61.626 0.00 0.00 0.00 0.00 0.00 0.0 4.0 0.0 2.81 3.88 2.29 15 0.31 24.00 24.19 25.86 25.96 28.50 27.00 292A 4 3 129.96, 0.00 0.00 0.00 0.00 0.00 a.a 3.3 0.0 1.52 2.11 1.93 12 0.30 24.19 24.58 26.07 26.27 27.00 27.00 293A 5 4 h43.781 0.00 0.00 0.00 0.00 0.00 0.0 2.5 0.0 1.12 2.13 1.42 12 0.31 24.58 25.02 26.35 26.47 27.00 27.00 305A 6 5 132.84; 0.00 0.00 0.00 0.00 0.00 0.0 1.7 0.0 0.76 2.12 0.96 12 0.30 25.02 25.42 26.52 26.57 27.00 27.42 306A 7 6 132.391 0.00 0.00 0.00 0.00 0.00 a.a 1.0 0.0 0.64 2.12 0.88 12 0.30 25.42 25.82 26.58 26.61 27.42 27.82 307A 8 7 62.678 0.00 0.00 0.00 o.oo 0.00 a.a 0.7 0.0 0.32 2.07 0.54 12 0.29 25.82 26.00 26.62 26.63 27.82 28.00 309A 9 8 117.02 2 0.00 0.00 0.00 0.00 0.00 a.a 0.0 a.a 0.20 0.72 0.86 8 0.30 26.00 26.35 26.63 26.68 28.00 28.00 310A 10 3 70.653 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.20 0.91 0.57 8 0.48 24.19 24.53 26.12 26.13 27.00 27.00 295A 11 4 131.28! 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.20 0.92 0.57 8 0.50 24.58 25.23 26.38 26.41 27.00 27.00 299A 12 5 129.44 1 0.00 0.00 0.00 0.00 0.00 0.0 0.4 0.0 0.24 2.73 0.32 12 0.50 25.02 25.67 26.53 26.54 27.00 27.67 303A 13 7 117.02 a o.oo 0.00 0.00 0.00 0.00 0.0 a.a 0.0 0.20 0.72 0.64 8 0.30 25.82 26.17 26.63 26.66 27.82 27.85 308A 14 12 65.406 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.12 0.93 0.37 8 0.50 25.67 26.00 26.54 26.54 27.67 28.00 304A 15 3 153.88: 0.00 0.00 0.00 0.00 0.00 0.0 2.5 0.0 0.89 2.06 1.13 12 0.29 24.19 24.63 26.10 26.19 27.00 27.00 296A 16 15 124.38! 0.00 0.00 0.00 0.00 0.00 0.0 1.8 0.0 0.60 2.10 0.76 12 0.30 24.63 25.00 26.22 26.25 27.00 27.00 298A 17 16 ~37.81, 0.00 0.00 0.00 0.00 0.00 a.a 1.1 a.a 0.45 2.10 0.60 12 0.30 25.00 25.41 26.25 26.27 27.00 27.41 300A 18 17 125.12, 0.00 0.00 0.00 0.00 0.00 a.a 0.4 a.a 0.30 2.10 0.58 12 0.30 25.41 25.78 26.27 26.28 27.41 27.78 301A 19 18 65.138 0.00 0.00 0.00 0.00 0.00 0.0 a.a a.a 0.15 0.72 0.71 8 0.31 25.78 25.98 26.28 26.30 27.78 27.70 302A 20 15 66.039 0.00 0.00 0.00 0.00 0.00 a.a a.a 0.0 0.15 0.94 0.42 8 0.51 24.63 24.97 26.22 26.23 27.00 27.00 297A ' Project File: CATCH BASIN DOWNSTREAM.slm Number of lines: 20 Run Date: 08-30-2012 NOTES: Intensity= 10.78 I (Inlet time+ 2.40) '0.69; Return period -25 Yrs. ; c -cir e = ellip b -box I Hydraf!cw Storm Sewers Extension v6.066 E ti ~ <( I.LI O'. 1- (f) z s 0 0 z i I (.) ~ (.) .m -= a) -e CL ... a) ~ a) en E ... 0 -en ino oo·w '13 ·,u1 oo·gz '13 w1H i,~ :u1 -fZB'1'L+9 eis UI Lg·gz '13 ·,u1 1no Lg·gz '13 ·Aul L9H'l3W!H zi :u1-9~i,·.so+9 eis UJ zo·gz ·13 'AUi ino zo·gz ·13 ·Au1 oo·a H w,H g :u1 -9L6'6L+v e1s UI gg·t,z '13 'AUi P1Q 89't,Z '13 'AUi oo·a H w,l:J t, :u1-L8f'9£+£ eis UI 6~'t,Z '13 'AUi 1no 6>'\•l '13 'AUi oo·a H w!H £ :u1 -tzz·go+z eis u1 OQ't,l '13 'AUi 1no oo·gz '13 · Au1 og·gz '13 W!H z :u1 -L69·vv+i eis UI 00'6 ~ '13 'AUi 1no oo·s~ ·13 ·Au1 oz·az ·13 w1H f :u1 • 00'8L+O •lS UI 9('L~ '13 'AUi gz·a ·13 ·pu,£> 11eJlno -oo·oo+o eis g > Q) jjj 0 0 e; ... 0 0 " "' 0 0 <O N 0 0 <ri 0 0 ,._ 0 "' "' 0 0 "' 0 "' "' 0 0 "' 0 "' ... 0 0 ... 0 "' "' 0 0 "' 0 "' N 0 0 N 0 ~ 0 0 0 "' g "' C 0 ·~ C "' x w ~ "' 3 "' U) E a ~ 0 ~ u '"' I g .c l) t1l Q) O'. _, CJ I I G) r ;u (D "' " ::r 3 0 "' 0 0 0 "' 0 "' 0 0 "' "' 0 0, 0 0 0, "' 0 ... 8 & 0 "' 0 0 ... 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EL 24.19 Out Inv. EL 24.19 In Sta 3+36.187-Ln: 4 Rim EL 27.00 Inv. EL 24.58 Out Inv. EL 24.58 In Sta 4+ 79.975 -Ln: 5 Rim El. 27.00 Inv. El. 25.02 Out Inv. EL 25.02 In Sta 6+12.822 -Ln: 6 Rim EL 27.42 Inv. El. 25.42 Out Inv. El. 25.42 In Sta 7+45.22 -Ln: 7 Rim EL 27.82 Inv. El. 25.82 Out Inv. El. 25.82 In Sta 8+07.898 -Ln: 8 Rim El. 28.00 Inv. EL 26.00 Out Inv. EL 26.00 In Sta 9+24.92 -Ln: 9 Rim EL 28.00 Inv. El. 26.35 Out u, -0 -, 3 u, (D ~ -, "'C -, 0 --· -(D -0 .9. =" ~ 0 ::; 0 I I z 0 0 ~ z (/) -I ;a ~ s: (f) 3 APPENDIXF OPERATION AND MAINTENANCE MANUAL KING COUNTY, WASHINGTO;,i, SURFACE WATER DESIGN 'v!AI\UAL APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES This appendix contains the maintenance requirements for the following typical stormwater control facilities and components: No. 1 -Detention Ponds (p. A-2) No. 2 -Infiltration Facilities (p. A-3) No. 3 -Detention Tanks and Vaults (p. A-5) No. 4 -Control Structure/Flow Restrictor (p. A-7) No. 5 -Catch Basins and Manholes (p. A-9) No. 6-Conveyance Pipes and Ditches (p. A-11) No. 7 -Debris Barriers (e.g., Trash Racks) (p. A-12) No. 8 -Energy Dissipaters (p. A-13) No. 9-Fencing (p. A-14) No. IO -Gates/Bollards/ Access Barriers (p. A-15) No. 11 -Grounds (Landscaping) (p. A-16) No. 12-Access Roads (p. A-17) No. 13 -Basic Biofiltration Swale (grass) (p. A-18) No. 14 -Wet Biofiltration Swale (p. A-19) No. 15 -Filter Strip (p. A-20) No. 16 -Wetpond (p. A-21) No. 17 -Wetvault (p. A-23) No. 18 -Stonnwater Wetland (p. A-24) No. 19 -Sand Filter Pond (p. A-26) No. 20 -Sand Filter Vault (p. A-28) No. 2 I -Stormfilter (Cartridge Type) (p. A-30) No. 22 -Baffle Oil/Water Separator (p. A-32) No. 23 -Coalescing Plate Oil/Water Separator (p. A-33) No. 24 -Catch Basin Insert (p. A-35) 2009 Surface Water Design Manual -Appendix A A-I 1/9/2009 APPENDIX A MAINTENANCE REQU1REMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILllJES NO. 4 -CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Trash and debris Trash or debris of more than Y2 cubic foot which No Trash or debris blocking or is located immediately in front of the structure potentially blocking entrance to opening or is blocking capacity of the structure by structure. more than 10%. Trash or debris in the structure that exceeds 1/3 No trash or debris in the structure. the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60% of the depth from lhe Sump of structure contains no bottom of the structure to the invert of the lowest sediment. plpe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Damage to frame Comer of frame extends more than o/.. inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than X inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than% inch of the frame from the top slab. Cracks in walls or Cracks wider than 1h. inch and longer than 3 feet, Structure is sealed and structurally bottom any evidence of soil particles entering structure sound. through cracks, or maintenance person judges that structure is unsound. Cracks wider than Xe inch and longer than 1 foot No cracks more than 1/~ inch wide at at the joint of any inlet/outlet pipe or any evidence the joint of inleVout!et pipe. of soil particles entering structure through cracks. Settlement' Structure has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than Yi-inch at the joint of the No cracks more than X-inch wide at inlet/outlet pipes or any evidence of soil entering the structure at the joint of the inleVoutret pipes. the joint of inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and or unsafe misalignment, rust, cracks, or sharp edges. allows maintenance person safe access. FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall wall and outlet pipe structure should support at and outlet pipe, least 1,000 lbs of up or down pressure. Structure is not in upright position (allow up to structure in correct position. 10% from plumb). Connections to outlet pipe are not watertight or Connections to outlet pipe are water show signs of deteriorated grout. tight; structure repaired or replaced and works as designed. Any ho!es-other than designed holes-in the Structure has no holes other than structure. designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. 2009 Surface Water Design Manual -Appendix A 1/9/2009 A-7 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ fACILITIES NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily and maintenance person. is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Orifice Plate Damaged or missing Control device is not working properly due to Plate is in place and works as missing, out of place, or bent orifice plate. designed. Obstructions Any trash, debris, sediment, or vegetation Plate is free of all obstructions and blocking the plate. works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the Pipe is free of all obstructions and potential of blocking) the overflow pipe. works as designed. Deformed or damaged Up of overflow pipe is bent or deformed. Overflow pipe does not allow lip overflow at an elevation lower than design lnlet'Outlet Pipe Sediment Sediment filling 20% or more of the pipe. lnleVoutlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inleVoutlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than %-inch at the joint of the No cracks more than X-inch wide at in!eVoutlet pipes or any evidence of soil entering the joint of the infet'outlet pipe. at the joints of the inlet/outlet pipes. Metal Grates Unsafe grate opening Grale with opening wider than 7/8 inch. Grate opening meets design (If Applicable) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 lbs. of lift. reinstalled by one maintenance person. l/9/2009 2009 Surface Water Design Manual -Appendix A A-8 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROi ,, CONVEYANCE, AND WQ FACILITIES NO. 5 -CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. lowest pipe info or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than Y:i cubic foot which No Trash or debris blocking or is located immediately in front of the catch basin potentially blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 1 0%. Trash or debris in the catch basin that exceeds No trash or debris in the catch basin. 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in No condiUon present which would volume. attract or support the breeding of insects or rodents. Damage to frame Comer of frame extends more than% inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than X inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than% inch of the frame from the top slab. Cracks in walls or Cracks wider than Y:i inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of soil particles entering catch structurally sound. basin through cracks, or maintenance person judges that catch basin is unsound. Cracks wider than% inch and longer than 1 foot No cracks more than 1/4 inch wide at at lhe joint of any inlet/outlet pipe or any evidence the joint of inlet/outlet pipe. of soil particles entering catch basin through cracks. Settlement/ Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than 1.4-inch at the joint of the No cracks more than Xi·inch wide at inleVoutlet p·1pes or any evidence of soil entering the joint of inlet/outlet pipes. the catch basin at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes (includes floatables and non·floatables). Damaged Cracks wider than Yrinch at the joint of the No cracks more than X·inch wide at inlet/outlet pipes or any evidence of soil entering the Joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. 2009 Surface Water Design Manual -Appendix A 11912009 A-9 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5 -CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Metal Grates Unsafe grate opening Grate with opening wider than 7/a inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. Manhole Cover/lid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self·locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 lbs. of lift. reinstalled by one maintenance person. 1/9/2009 2009 Surface Water Design Manual~ Appendix A A-10 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 6 -CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment & debris Accumulated sediment or debris that exceeds Water flows freely through pipes. accumulation 20% of the diameter of the pipe. Vegetationfroots Vegetation/roots that reduce free movement of Water flows freely through pipes. water through pipes. Contaminants and Any evidence of contaminants or poUution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective Protective coating is damaged; rust or corrosion Pipe repaired or replaced. coating or corrosion is weakening the structural integrity of any part of pipe. Damaged Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20% of the Ditch cleaned/flushed of all sediment accumulation design depth. and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing (If area 5 square feet or more, any exposed native Applicable) soil. 2009 Surface Water Design Manual -Appendix A 1/9/2009 A-11 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 9 -FENCING Maintenance Defect or Problem Conditions When Maintenance is Needed Resu Its Expected When Component Maintenance is Performed Site Erosion or holes Erosion or holes more than 4 inches high and 12-No access under the fence. under fence 18 inches wide permitting access through an opening under a fence. Wood Posts, Boards Missing or damaged Missing or broken boards, post out of plumb by No gaps on fence due to missing or and Cross Members parts more than 6 inches or cross members broken broken boards, post plumb to within 1:h inches, cross members sound. Weakened by rotting Any part showing structural deterioration due to All parts of fence are structurally or insects rotting or insect damage sound. Damaged or failed Concrete or metal attachments deteriorated or Post foundation capable of post foundation unable to support posts. supporting posts even in strong wind. Metal Posis, Rails Damaged parts Post out of plumb more than 6 inches. Post plumb lo within 11h inches. and Fabric Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. Any part of fence (including post, top rails, and Fence is aligned and meets design fabric) more than 1 foot out of design alignment. standards. Missing or loose tension wire. Tension wire in place and holding fabric. Deteriorated paint or Part or parts that have a rusting or scaling Structurally adequate posts or parts protective coating condition that has affected structural adequacy. with a uniform protective coating. Openings in fabric Openings in fabric are such that an 8-inch Fabric mesh openings within 50% of diameter ball could fit through. grid size. 1/9/2009 2009 Surface Water Design Manual -Appendix A A-14 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES -- NO. 11 -GROUNDS (LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash or litter Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in facility. potential to fall and cause property damage or threaten human life. A hazard tree Identified by a qualified arborist must be removed as soon as possible. Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5% broken which affect more than 25% of the total of total foliage with split or broken foliage of the tree or shrub. limbs. Trees or shrubs that have been blown down or No blown down vegetation or knocked over. knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaning over, causing exposure adequately supported; dead or of the roots. diseased trees removed. 1/9/2009 2009 Surface Water Design Manual -Appendix A A-16 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FAC!LlTlES NO. 21 -STORMFIL TER (CARTRIDGE TYPE) Maintenance Defect or Problem Condition When Maintenance ls Needed Results Expected When Component Maintenance is Performed Site Trash and debris Any trash or debris which impairs the function of Trash and debris removed from the facility. facility. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oils. gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Life cycle System has not been inspected for three years. Facility is re~inspected and any needed maintenance performed. Vault Treatment Sediment on vault Greater than 2 inches of sediment. Vault is free of sediment. Area floor Sediment on top of Greater than % inch of sediment. Vault is free of sediment. cartridges Multiple scum lines Thick or multiple scum lines above top of Cause of p!ugging corrected, above top of cartridges. Probably due to plugged canisters or canisters replaced if necessary. cartridges underdrain manifold. Vault Structure Damage to wall, Cracks wider than %-inch and any evidence of Vault replaced or repaired to design Frame, Bottom, and/or soil particles entering the structure through the specifications. Top Slab cracks, or qualified inspection personnel determines the vault is not structurally sound. Baffles damaged Baffles corroding, cracking warping, and/or Repair or replace baffles to showing signs of failure as determined by specification. maintenance/inspection person. Filter Media Standing water in 9 inches or greater of static water in the vault for No standing water in vault 24 hours vault more than 24 hours following a rain event and/or after a rain event. overflow occurs frequently. Probably due to plugged filter media, underdrain or outlet pipe. Short circuiting Flows do not properly enter filter cartridges. Flows go through filter media. Underdrains and SedimenVdebris Underdrains or clean-outs partially plugged or Underdrains and clean-outs free of Clean-Outs filled with sediment and/or debris. sediment and debris. lnletlOutlet Pipe Sediment Sediment filling 20% or more of the pipe. lnletloutlet pipes clear of sediment accumulation Trash and debris Trash and debris accumulated in inletloutlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than %-inch at the joint of the No cracks more than X-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inleVoutlet pipe. at the joints of the inlet/outlet pipes. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Manhole access covered. Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and remove cover/lid after applying 80 lbs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open opened/removed using nom,at equipment. can opened as designed. l/9/2009 2009 Surface Water Design Manual-Appendix A A-30 APPEND!X A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITJES NO. 21 -STORMFIL TER (CARTRIDGE TYPE) Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Gaps, doesn't cover Large access doors not flat and/or access Doors close flal and cover access complete!y opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. 2009 Surface Water Design Manual -Appendix A 1/9/2009 A-31 February 2005 12.6.5 High Efficiency Street Sweepers Description: A new generation of street sweepers has been developed that utilize strong vacuums to pick-up small particulates. They include mechanical sweeping and air filtration to control air emissions to acceptable levels. At least two manufacturers market what is referred to as a "high-efficiency" street sweeper. Application High efficiency street sweepers are being marketed for roadways that are sufficiently accessible, need fine particulate removal (<250 microns), and for which a sufficient frequency of sweeping can be maintained to achieve proper removals of street dirt. Limitations: • Limited field data and dependence on modeling projections • May not be sufficiently effective during wet conditions o More expensive than traditional sweepers -the cost of alternative BMPs should be compared. • Increased storm frequency, with short intervals between storms, results in 1 Figu·r; 1£5 Engine~~ Cylindrical Sedima"ntation • May depend on its availability, particularly during the wet season, and the need for a minimum in-place backup treatment facility. Volume V -Runoff Treatment BMPs 12-13