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LUA14-001475_Report 01
Community & Economic Development Department R~ c1rv OF ~-· entono 1055 South Grady Way Renton WA 98057-3232 \..,v0 C 7227801205 Current Tenant 2806 NE Sunset Blvd UNIT G Renton, WA 98056 r··~I>.LC: ·}8 0 ;) :::: l t3 3 6 ~3004/22 SC: 2!~ LiRi9lZi0-i"t·tf~-}SiE:iD~ RET.JP~ TC ~N~~? J~C~~:~ D .,~AS_! TC QPWA?D 98057323155 ~1695-04SS2-1:-32 ,1i1(1i11i[,,!il\1\(i ·1;\1js'.!j;iji11i1t;i;,1;j]\i'·'\;)[; R411' CITYOF ~ enton~ REVISED NOTICE OF APPLICATION A Master Application has been filed and accepted with the Department of Community & Economic Development (CED)-Planning Division of the City of Renton. The following briefly describes the application and the necessary Public Approvals. DATE OF NOTICE OF APPLICATION: LAND USE NUMBER: PROJECT NAME: May 27, 2016 LUA14-001475, MOD Sunset Terrace Redevelop. Master Plan Mod. PROJECT DESCRIPTION: The application also includes amendments to the approved Sunset Planned Action Area and Renton Sunset Terrace Redevelopment Master Site Plan (LUAl0-052 and LUA14-001475) in order to include an additional five parcels and has been recently revised to swap residential units from Site 5 to Site 11. The revised proposal requires a NEPA Reevaluation, pursuant to Section 58.47 of US Department of Housing and Urban Development's (HU D's} NEPA regulations, demonstrating that the original conclusions of the FEJS remain valid. SEPA also provides a process, using an Addendum to the prior FEIS where new information or analysis does not substantially change prior conclusions about impacts (WAC 197-11-706). Proposed residential land includes apartments and attached townhomes that are generally between two and four stories in height, extending to five and six stories along SR 900. Proposed commercial space would equal between 19,500-59,000 square feet. PROJECT LOCATION: PERMIT APPLICATION DATE: 1073, 1081, 1083 Harrington Ave NE & 1062, 1064 Glennwood Ave NE January 29, 2016 NOTICE OF COMPLETE REVISED APPLICATION: May 27, 2016 APPLICANT/PROJECT CONTACT PERSON: Grace Kim, Schemata Workshop/ 112 5tt, Ave N/ Seattle, WA 98109/ 206-285-1589/ grace@schemataworkshop.com COMMUNITY MEETING: Permits/Review Requested: Other Permits which may be required: Requested Studies: Location where application may be reviewed: CONSISTENCY OVERVIEW: Zoning/land Use: Environmental Documents that Evaluate the Proposed Project: Pursuant to RCW 43.21.C.440(3)(B) the City of Renton will conduct a community meeting on the Planned Action Ordinance Amendments for the Renton Sunset Area • ANOTHER COMMUNITY MEETING Will BE HELD ON JUNE 13. 2016. by City Staff._at 4:00 pm on the 6th floor of Renton City Hall located at 1055 South Grady Way. Master Site Plan Modification, Adoption of Existing Environmental Document with Addendum, Revised Record of Decision Building Permit, Construction Permit, Fire Permit, Sign Permit None Department of Community & Economic Development (CED) -Planning Division, Sixth Floor Renton City Hall, 1055 South Grady Way, Renton, WA 98057 The subject site is designated COMP-CMU on the City of Renton Comprehensive land Use Map and Design-0, CV and R-14 on the City's Zoning Map. EIS Addendum, Planned Action EIS, Record of Decision Reevaluation If you would like to be made a party of record to receive further information on this proposed project, complete this form and return to: City of Renton, CED -Planning Division, 1055 So. Grady Way, Renton, WA 98057. Name/File No.: Sunset Court Apartments/ LUA16-00068, ECF, SA-A, V-A and LUA14-001475, MOO NAME:------------------------------------- MAILING ADDRESS: _________________ City/State/Zip: __________ _ TELEPHONE NO.: --------------- ------___.,..Ren toll Development Regul.ations Used For Project Mitigation: The project will be subject to the City's SEPA ordinance, RMC4-2-110A & 4-2- 120A and other applicable codes and regulations as appropriate. Comments on the above application must be submitted in writing to Rocale Timmons, Senior Planner, CED-Planning Division, 1055 South Grady Way, Renton, WA 98057, by 5:00 PM on June 10, 2016. If you have questions about this proposal, or wish to be made a party of record and receive additional notification by mail, contact the Project Manager. Anyone who submits written comments will automatically become a party of record and will be notified of any decision on this project. A copy of the subsequent threshold determination is available upon request. CONTACT PERSON: Rocale Timmons, Senior Planner; Tel: (425) 430-7219; Eml: rtimmons@rentonwa.gov PLEASE INCLUDE THE PROJECT NUMBER WHEN CALLING FOR PROPER FILE IDENTIFICATION RentOil® NOTICE OF APPLICATION AND PROPOSED DETERMINATION OF NON-SIGNIFICANCE-MITIGATED (DNS-M) A Master Application has been filed and accepted with the Department of Community & Economic Development (CED) -Planning Division of the City of Renton. The following briefly describes the application and the necessary Public Approvals. DATE OF NOTICE OF APPLICATION: February 22, 2016 LAND USE NUMBER: LUA16-00068, ECF, SA-A, VA-A and LUA14-001475, MOD PROJECT NAME: Sunset Court Apartments & Sunset Terrace Redevelop. Master Plan Mod. PROJECT DESCRIPTION: The applicant is requesting Administrative Site Plan Review for the construction of a multi-family project containing 50 replacement housing units, for the Renton Housing Authority's redevelopment of Sunset Terrace, in a total of four structures. The subject site is located on the southeast corner of Harrington Ave NE and Glennwood Ave NE, and is a phase of the larger Sunset Planned Action Area and Renton Sunset Terrace Redevelopment Master Site Plan (LUAl0-052 and LUA14-001475). The 83,657 square foot site is located within the Center Village (CV) zoning classification and Design District 'D'. Primary vehicular access to the would be provided from Harrington Ave NE at the southwest corner of the site and from the corner of Harrington Place NE and 11th Ave N at the northeast corner of the site. A total of 50 parking spaces would be provided within a surface parking area on the south and east portions of the site. The applicant is requesting an Administrative Variance, from RMC 4-2-120A, in order to provide surface parking stalls in place of the required structured parking stalls for residential units in the CV zone. The application also includes amendments to the approved Sunset Planned Action Area and Renton Sunset Terrace Redevelopment Master Site Plan (LUAl0-052 and LUA14-001475) in order to include an additional five parcels. The revised proposal requires a NEPA Reevaluation, pursuant to Section 58.47 of US Department of Housing and Urban Development's (HUD's) NEPA regulations, demonstrating that the original conclusions of the FEIS remain valid. SEP/I also provides a process, using an Addendum to the prior FEIS where new information or analysis does not substantially change prior conclusions about impacts (WAC 197-11-706). There appears to be critical areas located on site. PROJECT LOCATION: 1073, 1081, 1083 Harrington Ave NE & 1062, 1064 Glennwood Ave NE PERMIT APPLICATION DATE: January 29, 2016 NOTICE OF COMPLETE APPLICATION: February 19, 2016 APPLICANT /PROJECT CONTACT PERSON: COMMUNITY MEETING: Permits/Review Requested: Other Permits which may be required: Requested Studies: Grace Kim, Schemata Workshop/ 112 5'" Ave N/ Seattle, WA 98109/ 206-285-1589/ grace@schemataworkshop.com Pursuant to RCW 43.21.C.440(3)(8) the City of Renton will conduct a community meeting on the Planned Action Ordinance Amendments for the Renton Sunset Area . A community meeting will be held on March 14. 2016, by City Staff,_at 4:00 pm on the 6th floor of Renton City Hall located at 1055 South Grady Way. Master Site Plan Modification, Site Plan Review, Variance Building Permit, Construction Permit, Fire Permit, Sign Permit Arborist Report, Drainage Report, Geotechnical Report, Landscape Analysis, Traffic Impact Statement If you would like to be made a party of record to receive further information on this proposed project, complete this form and return to: City of Renton, CED -Planning Division, 1055 So. Grady Way, Renton, WA 98057. Name/File No.: Sunset Court Apartments/ LUA16-00068, ECF, SA-A, V-A and LUA14-001475, MOD NAME: ------------------------------------- MAILING ADDfltSS: , .• ~---------------City/State/Zip:----------- TELEPHONE NO.: --------------- Location where application may be reviewed: CONSISTENCY OVERVIEW: Zoning/Land Use: Environmental Documents that Evaluate the Proposed Project: Development Regulations Used For Project Mitigation: Department of Community & Economic Development (CED) -Planning Division, Sixth Floor Renton City Hall, 1055 South Grady Way, Renton, WA 98057 The subject site is designated COMP-CMU on the City of Renton Comprehensive Land Use Map and Design-D, CV and R-14 on the City's Zoning Map. EIS Addendum, Planned Action EIS, Record of Decision Reevaluation The project will be subject to the City's SEPA ordinance, RMC4-2-110A & 4-2- 120A and other applicable codes and regulations as appropriate. Comments on the above application must be submitted in writing to Rocale Timmons, Senior Planner, CED -Planning Division, 1055 South Grady Way, Renton, WA 98057, by 5:00 PM on March 7, 2016. If you have questions about this proposal, or wish to be made a party of record and receive additional notification by mail, contact the Project Manager. Anyone who submits written comments will automatically become a party of record and will be notified of any decision on this project. A copy of the subsequent threshold determination is available upon request. CONTACT PERSON: Rocale Timmons, Senior Planner; Tel: (425) 430-7219; Eml: rtimmons@rentonwa.gov Current Land Use Application Web Page: I PLEASE INCLUDE THE PROJECT NUMBER WHEN CALLING FOR PROPER FILE IDENTIFICATION I Community & Economic DevelopmentDepartment Renton® 1055 South Grady Way Renton WA 98057-3232 .. ..._\C . \ , ... \.J . 7227801205 Current Tenant 2806 NE Sunset Blvd UNIT G .:. Krnton, WA 98056 :,; ! ,\ i. ·::: ,3 i:'.0 ,,E :.0Jf.r 61t::H3..;;._;;::: -.i.,. 26 ,:;~;1)/i.if'iFc' :gs;: PfT~RN TO S~ND~ JN~_A:~~D ~NAB-~ TO ~OP~AFC 3C: ·:J~3S ::;:?325S: i ::· ~· .L69·:i -(t,;:i.::, 7 8"' , r: 1.: i: \,," z. ? ---... ---- ~ <O M 0 "' 2 0 ~ I ! I I I DI i I I I I I sl I I I I I A ----------------- 2 3 -----------------------------------·---------------- r, I 1 I \.__/ ., ___ _ 2r.o· (~ I 2 \___) , r-=-;;:'l o l -------i I .; I 3-BED TH -: f:i\ \_____.,,' ,.~, y B2 3-BEDTH , 712 105'-0' 21'·0 ' (\ . 4 ' \..._,) GENERAL NOTES ALL II\ TERIO'l WA l LS ARE TYPE 8 UNLESS NOTED OTrlERWISE AU DIMENSIONS ARE l O i ACc Of Sh.ID 21'·0' hi" r:-\ ~ \__"_) ---~---21-0' F_:_--::~ I . , i Area Schedu le (GSF) Bui lding 1 Name Area BUILDING 1 · LEVEL 1 1,977 SF BJILDING 1 -LEVEL 2 3 C60 SF : f- l 6 \I '--__/ --·~--- r.'\o I \:._,J r;:-2 )A1 \ __ I ~ I I I 56 ' SF I (~ I Ii I I I 3-BED TH 564SF 1,.1 Zil~ \-..·;.-·~--t-~~ 1 fc\ \J 81 ~3 L 0 "'I t.__L_J ~-~1 ~ C, .,. ' ® BULDING · -FLOOR 2 PLAN 1/8' = 1'-0' (0 ... .__ __ ) -r ~r -I I .;.. zr.c· r;:-;~0,.Al ' I r "\-~~"'\, \...'J 0 1 c::: b l :;c , t:l , )C f ' t 3-BEDTH L I ---I ·110 I I -' szisr i .-~ "'I ~~ 0. ~ ~ILQIN_§_ 1 _F .QOR 1 PLAN '-:_''_/ 1/8' = r -o· 8 zr-o· ,3 -0 ', r;\ V A2 e /-\ I A]11 I y 82 ________ J A2 21·-o· A +----___________ _, ( .•.. \ · 1 Alli t '.___/ 105·.o· 2''·0' (~ \___,} I I .... "" ----,\. &0 'y/0 I +----~------- 21 -0' 3-BEDTH ~1'4J 519 SF --------J - --·------------------- rn fo\. 'fc~ .~ K \_A__) ---ED r:.'\ \~_) ~r J'.)' ,___, "' mo\ >,: ' i c-<, \.__ _ _) w~~) ~-~ (--~ 18 °"-_) --· --·-·--EB --------· ---·-· ---- 5 I I I I ID I ! I I I I I I ! I le I 19 IA ' ~ schemata w orkshop architect Schemata Wo rkshop. Inc. 11251hAve~ Sea111e. WA 98109 CON I 1,Cl G,ace K,r . ,\1/1 V (206) 285 J 569 e grace@schematawo·kstiop com owner Renton Ho using Autho rity 2903 NE I 01h St Renton . WA 98056 C8 NTACT Mar, Gropper V 1425) 2261 850 RHA Sunset Court Apartments 1144-1156 Harrington Ave NE Renton. WA 98056 PRINT DA TE 1/20/201 6 10 36 12 Ml ~ \'=°-l \ I I ' ~ ~tlr----i I GfW2.t\.lCl,I. ~TtO!'~lUN PROJECT ISSI..E DATES I\OVEMBER 25. 2015 SCHEMATIC DESIGN JANUARY 20. 2Cl6 S1TE PLAN REVIEW ;sos Au1no r MK. AS Checker CP BU IL DING 1 -FLOOR 1 & 2 PLAN !ORIG INA L SHiET SIZE Z2x34 1 A 111 Copyright Schema1a WO!kshoo Inc ·-·--·------' ::, <t "" ~ 0 <O ~ S- D I I I Cl B ' Al I i I I G ,,__ _ __ 21 -o· f\ '~_; (9~·; \....j 6 B2 105·.o· f.o\ \._,.:.; ------------------------ 11-0· 11'-0' ---- ~ I ; 5 ---------- GENERAL NOTES Al l INTERIOR WAL LS ARE TYP E B LNI fSS NOi En Oi HEF.WISE Al l OIMENSIO~S ARE TO FACE Of sruo Area Schedule iGS F) Building 2 ~ame Area 1 BUILDING 2 · LEVE L 1 2.974 SF BUILDING ? LEVEL 2 3.050 Sf 6.035 Sf h i'\~"'· ~JI ''--_.) C-"' 1 .I _/ 47' o· ----------------------- 0 I ol I ~: ; ... : h r -, -1 1---i I ! ~8 3-BEO TH I -·-, I SAl ~I ~ ~l }(? I I ' I I -~--·-..:;;;;;;;;;:-,. l" I ~I ' fez" BUILDING 2 · FLOOR 2 Pl.AN \.:_'./,10· = 1'-0' (0 21'·0' 9 ., /B\ \.~_} 3· o· -,c_:..,. 2"·0' ..,J (~ \.j A2 \~ '-._j ~ 'v BZ 105 -o· 21'·0' ~.,r E "Ill \ tt I '.;1 ! ' ::!J 11'·0' l I lo1 ·------. ---0"'lpr I f:--,.,,. I ; ,.,.,~I . ( u.c J,L I \ I eA;_ 9 I I 1 J ~I ~1 K:I I I I I I i .,.. ""' 9 · "f ! r-- (;z". BUILDING 2 -FLOOR 1 PLAN \__'.:) 1 /3 ' = 1'-0 ' 3-BEO TH ,-1-11-1 ~~ 21 -o· ------------- ,---- 3-BEO TH _1_22 _ __j 521 S' L - A1 ~I \.j r ;") \.j - ~ r.\ ~YV ; I 3-BED TH I t-j (-:,'\ 0 ~ ~I 1Y B1Q.• ~:,/ (\ ;:-< ~_) --W 42'·0' , !I., I - _,.,/ ~ 3-BED TH ~ 519Sf--- c;> '- l l b l ..:.1 ---t (~ t~) ~ 1 Ble .~ .~ \.~ --·-----E9 IC I 'B 'A ~ schemata wo r kshop ar ch !eel Schema ta Wor kshop, Inc . l l i 5th Ave N Seattle WA 98109 CONTAC-Grace (,m. AIA V \2 061285 1589 e gra:e@schematawor(shop com owner Renton Housing Auth or ity 2900 NE I 0th St Rerton. WA 98056 CONTACT Ma,k G10Doer V (425 1226 18$0 RHA Sunset Court Ap artments 1144 -1156 Harrington Ave NE Renton . WA 98056 PRINTOATE 1/20/20 '610 3613 AM r;1\~~1 t ~tfr'--, ~k.OI lAlfOf WASttNll(H ~ PROJECl ISSUE DA TES NOVW8,R15. 70t5 SCHFMATIC DES IGN JANUAPY 20 . 2016 SITE PLAN REV IEW t506 Autr,or MK. RS Checker CP BUILD ING 2 -FLOO R 1 & 2 PLAN (O RIGINAL S"EET SIZE 22>34 ) A112 Copyr,ght Scnema:a Workshop. Inc ::, <t ,n ~ 0 <O ~ s I D I C1 I I I 8 I I Al 3 -·-----·-----------------·-··-·-----------------~------------- ROOF PLAN LEGEND D ASP,Al T $HINGLE R~OFl~G r\ I 7 ; 8 f9\ \..'__} ,,.--\ ! 10 I \.._,I ,,.--~ ('-._I_J (~ \__J r: --. ~-~-rj ~~ ·-5· I 1·-0· ! l;,C i ~'-"--~ F=1, ,, _-_---.. ___ 1 .,.,,,..11·-0·-v~i . ~--"'ii \ i --~ ----j -_ s~n·._c _-111111· 11 ·.o" ~j i :\ ! A ;-_j-= ---:-_~ -1-/ -~--=-----,-,"ji \I -/7 _--i ~ -_, ----_ -=-~1~~-I ,~~~ _-_= -l ~-;;~-----j t ~;-~ -I --1 L . -I I . -----'-___ ,- --. ' -- I -, ~ • _ 1 ;:-=-J )-_j_ -~=-~l=:.:;;/ -I ~.,,.~[ •• ,-:-= : -! . ' • "" -----a ' • ;--c --_ • , ,,0 . -T l •'c2'\ BUILDING 2 ROOF PLAN ~ 1/8·=1·-o · 8 ~-1111a-11 ·.o· , -~·----- 8 G 0 8 ,-, G b+I i --. ;: ."C..~i C:_~:!i I __:_ !,~ ~~~L-..,.-~--=~;,-~,~~~-.,-,:.Q'-,,j ~ C r;, ~,;,,.or_~ _ _},,~~A~-~l~O~_~_j,,,a7,i ! ~t -----= ~=t~; -~ -_;=-J f =--= '-.._./ ----1 ---"-• --___,_; 8 ·1 _ 1 ,~ ~~rJ-~ \ , ~~-~-i~, -I~ : --~-~i _-__ -1 ,\ q, 1 1 ·! [=--~-;~- 1 ' 1 -,--11/ 1----,r--.:-1 \'l-7-:1 ,-=---=~~=---~~ ,~-=------~ v1 ,~~~----~· i __ :_---______ --~ \ , __ -----~ i:------,---f,---i----·--r------------, ---~ -----1 ~,,112 11 ..(Tj -s ,,cr 11117 11·-u·\ s "11·-cr .,.___ ---.1 ~l 1' 'i : -===~~~-~ ENTRY CANOPY TYP 5 ~ \__cj (\ < B ,./ 0.. <A_) ED .r-o\ \. ) 10 \...._'j .~' ,>:( \..._,./ f7:i' BUILOING I · ROOF ?I.AN 'CJ 1/8" C 1•.o• ---------·----------------·-ED 0 I IC !s I I I If. ~ schemata w ork shop arc.Meet Schemata Wor ksho p, Inc . 112 5th Ave N Seattle. WA 98109 CONTACT G,ace K,m . AIA v 1206i 285 . 589 e g1ace<il>schema1aworkshop ccm o·A·ner Renton Hous ing Author ity 2900 NE 10th St Remon. WA 9~6 CONT ACT Ma,, G•oppe, , 1425) 226 1850 RHA Sunset Court Apartments 1144-1 156 Harrington Ave NE Renton , WA 98056 PA IN! DATE 1/20/20.610 3615 AM ~ 1 1~G~1 ' I \ ARCMITECT ~ PROJECT ISSUE OAT ES NOVEMBER 2~. 2015 sc;EMA TIC DES IGN JANUARY 20. 2016 SITE PLAN REV1EW 1508 Autho, MK. RS Chede, CP BU ILDIN G 1 & 2 -ROO F PLAN !ORIGINAL SrlEET SIZE 22x341 A113 Copy11ght Scnemata WO!<Shop. Inc ::;; <! ~ "' M 0 "' = ~ '=' I I Cl I I I sl I I Ai r;:;~83 ~~'/ I C) r" \ 7 ' _j ~- no· ~I ~ U.P ·:·:~::l -----· ---_ _! Z!"_~ :C.---~ ____ ..J, ___ ::::::: n ( 13· o· ~· ADA3 -BED ~j 996 sr {.:?,JlUllPING 3 • FLOOR 1 PLAN _ _ _ _ '-._J 1/8' -1'-0' r/, \__j (4~ \__j 13'·0' -. --' 13'-0' --------·--·-·----------------------------·-· --------- 2 3 4 5 ,rs\, "-..J -' -----------·-· ---------------· ----------., ~\ 0 13· o· 13' O' 1i - L_f5_ J~-1 b lco l ool I J r;·', \.._) ~4\ 2]) (0 178'·0' , 13 -0' 11 ---'-'-·r,~·-,· .. ,m 'I I 'I '' ·--UP ' ' ' .lJ .. L,.I.J. ,1.1.,,, . -• (\ ·v (9\, \...._/ Al 13'·0' 13 o· . • _) L..___C'.]__ (\ \~_; ; TO' 0,. ~_J .----------.. ~ 13 o· GENERAL NOTES Area Schedule (GSFI Build ing 3 ~0 Al.I INTERIOR WALi SARE TYPF 8 UNI FSS NOTF i1 OTHEAW'SE ALL DIMENSIONS ARE TO FACE OF STUD (1_3) ,,...\ ' 14) \.._ 13-0' 13'·0' -I Name A,ea __J BUILDl~G 3 ,EVE, 1 5.8B6 S' I BLllfllNG 3 ,fVF , 7 5.897 SF I BLllOING 3 ,EVf l 3 ·-1465SF-__ -.. -: 15.236 sr 1 10 \.."...} _ _,_ 11'-0' .. c I '° 9 "' r""\ v (\ \._~ . -------------~ C'\ \__:;' c '° ~-• 0 \ C.O , ~ JP ~~::~ff~ ----~· ~-}----1·c7~ ~: o l L.t"l 1 l..:_J'.5 0 \.J' ir"1 B3<;i~ 'D I I ,B 2... 2-BED ADA 2-BED. 1-112-· ~ ~I L~ f ::::.· --= L ........ . ~I -1 I ~ ~ ~ ,,. 78 1 Sf 133 781 SF -781 SF --J\~; ' ---.. .. --- Al -~,- 2 3 3-BED \135l 997SF I I _) [: 11 I 1 c;,I i.o i ~1 "'I -'\ . i 9 1 "'1 ' I I (-D\ '\....J re', ' C) '--- (;;°'\ \___j r-;"' v ® -----------~ I --~ I I ~---I 5 __ ___j A µ, schemata workshop afch1 ec1 Schemata Wo rkshop, Inc. '125thAve~ Seattle. WA 98109 CONTAC T G,a;c K,-. AIA V 12061 285 I 589 e grace@sc nematawo 1kshop com owner Renton Hous ing Autho rity 2900 NE '0th St Ren ton. WA 98056 CO"JTAC M21 k G,oppe, V 142 51 726 1850 RHA Sunset Court Apartments 1144-1156 Harrington Ave NE Ren to n, WA 98056 FRI~ TDATE 1/20/201610 36 17 AM PR OJECT ISSUE OATES NOVE~BER 25 2015 SCHEMATIC DESIGN JANUARY 20. 2016 SITE PLAN REV IEW 1508 Au1ho1 MK RS Checke, CP BU ILDI NG 3 -FLOOR 1 PLAN !O RIGINAL SHEE T SIZE 22'341 A131 Cop~11ght Scriemata Workshop. lr.c ---- :a <( "' = '"' Se <D 0 ~ ('2 o, s: ·983 I A' (\ ·v' 0 \.._.J 11 -0' IJ-0' \__I ~'\ BUILDING 3 f,_QOR 2 PLAN __ ';J 1/8' = 1'-0' 8 (~ \_J '~I \_j c~ __ 13'·0' ____ ,_~_ ----~-------13'-0' ~-\.J ·-- .6u ~ I '3'-0' 3 ------·------------------ r·"\ ~E_) 178 -0' .i ~30 (s"\ y '--.._.,/ Al 13-o· 8 13'·0' 13'·0' (\ I 11 • ,._./ ---1 11 ,p==c Sl]"' DN i : l I I b!:b:IJ ~ur L[!L ___c5_j \___ 2-BEO 231 0 0 .£.~ 2-BEO 1232-1 781 Sf r--· :I :I ,I -Al A ~~) UP r· i :;\ . i r ~ L__f!:l_ I C!S _! I 1~~~1 ,- 2-BEO ~~ 78 1 Sf 234 781SF GENERAL NOTES ALL IWERIOR WA.LS ARE TYPE 8 JNLESS ~OTEJ OTHERWISE ,\LL DIMENSIONS AR, TO FACE or STl,D r 1~ \....'../ (-0 \_:__} ~_Q'.____ 13-0 " __ 13 -o· l I J, __ _E'.5_ :e ,1 I 8 1"-0' ' Area Schedule IG SF) Building 3 L _______ _ t Name A·ea 18U1LDiiii:3 3-:-LEVEL ~ [ 5.886 Sf ~UILDING 3 · LEVEL 2 : 5.887 Sf BUILDING ~LEVEL 3 J.3~6~ Sf 15.236 S' ~~ \..J --,. ; 1 (~ 9 \.':_.,J "' r\, • I \,~ 9 ~~ "' I (.\ ' \_G_.,J C?! "' 8 9 '°I ff\ t ./ 9 B3~ i;; 9 1 ~ ~I I I 1 I I fo\ ~ 1 \_j "'1 ~1 8 I 1 9 1 "'I f -\ 1 0 ~I l ' {A] \......../ -·-·------® I I i I i I I ~ schemata workshop I archtlec1 i~ Schema ta Wor ks hop. Inc. 1° 11 1 5thA,~N la I I IA Seanle WA 98109 COW ACT G1 ace K•m. AIA v(2061285 1589 e g·acc@schematawor~shop com owner Rento n Housing Author ity 2900NE 10th St Renion. WA 98056 CONTACT Ma,k G,oppe, V 142$) 226 '851) RHA Sunset Court Apartments 1144 -11 56 Harrington Ave NE Renton. WA 98056 PRINTOATE 1/20/201 6 10·36 18 AM \'--..__ \ REGISTERED 8001 ~il \~/ / \tf~ ~ PROJECT ISSUE DA iES NOVEMBER 25 201 e SCHEMATIC DESIGN JANUARY 20, 20 16 SITE PL AN REVIEW 1508 Autho, MK . RS Checker CP ; BUILDING 3 -FLOOR 2 PLAN i0%1NAL SHEET SIZE 22,341 A132 Copyr ight Sc hP.ma:a Wo,kshoi;. Inc ::, "' 2 ~ 0 <O ~ I'.::'. I I I I ol I C I I 81 I A' I I I e)s3 l r,'\ (z',, 8 (_\ r:\ 8 ''--J \..J \__4_; ~_/ ,--··-------- 11'-0" 13"-0" -> 13' o· lJ-0" I J-0" _. __ _, 1,~-.,.<r --]~~,--~-----t\ -~6",~_~:--· -:\-+fl ~J 1 1 r I I' _ _:__ __ -:...-...::e= ...::~-!:: ' ~ -=--~---=-·: I I I I I I I , r::_ ____ ....L ___ -=-~ -,.:._____ J i I ·--er--\ --~---=---=-.:: T ·--.: --;--f ·""' ~-____:-_--:_::__:; ,~-~ =-:~ =-+~~=t-~~-tt1'~ ---=11 ID~ I h-----~1-----l= . ; . -~ · · I ,·------1 -' Ml . .C.( ~ : -----=· -~\- .. 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WA 5Blf.,6 CONTACT Mark Groppe, , (425 ) 226 i 850 RHA Sunset Court Apartments 1144-1156 Harrington Ave NE Renton, WA 98056 "fllNT CATE i /20/23 16 10 36 2C AM 8001 I -- 1"7 \%.~ 1 ~ fir-. CJWl:.h.1(1,1 O!'WMttNQTQJrf PROJECT ISSUE OATES NOVEMBER h 201 5 SCHEMATIC DESIGN JANUARY 20. 2016 SITE FLAN REVIEW 1508 Autho r MK RS Checker CP BU ILD ING 3 -FLOOR 3 PLAN !ORIGINAL SHEET SIZ : 22x341 A133 Copy •,ght Sche ma1a Workshop_ Inc -----·-----------' I I I ! l __ --- :a <t <O ,., 0 <O ~ ~ I I I I I sl I I I I I A' I ~~63 L __ 5 --·-·-----·--------------~ ---------·-------·-·-------- ROOF PlAN LEGEND D ASPHAL. 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AIA V (206) 28: 1589 e grace@schematav ... O'~st'op com owner Renton Hous ing Authority 2900 NE I 01h St Renton. WA 9~056 CON TACT Mark Groppe1 V 1425 1226 185Q RHA Sunset Court Apartments 1144-1156 Harr ington Ave NE Renton . WA 98 05 6 PRINT DATE 1/20/2016 10 36 15 AM i~,\~I ~tl~ I =~,.. I ,,__81AT!Of"~ ----~ PROJECT ISSUE OATES NOVEMBER 25 2015 SC"EMATIC DES,GN JANU ARY20. 2016 SITE PLAN REV1EW 1508 Auth O' MK RS Cnecter CD BUILDIN G 4 -FLOO R 2 PLAN !ORIGINAL SHEET SIZE 2Z x34 1 A142 C-Opvright Schema1a Wo, .<Shoo. Inc ·--------··-- L_ :s <! 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AIA V i2Q 61 )85 1583 e gra:e@sch ematawoo,shop com ov.,1er Ren t on Housing Author ity 2900 NE 101h S1 Renton . WA 98056 CC~ TACT Ma·k G·opper V 14151226 1850 RHA Sunset Court Apartments 1144-1156 Harring ton Av e NE Renton, WA 98056 PRINT DATE 1fi0/2016 10 3618 AM 8001 \"---. \ REGISTEJED I \ I \ ARCHrrEC'T ~Hr-. \.. "'""'::'.:.... I ~~ PA OJECT ISSUE OATES N~VEMBER ?5. 7015 SCHEMATIC DESIGN JANUAgy 10. 1016 SITE PLAN REVIEW 1508 AuihO' MK RS Chec ke r CP BU ILDING 4 -ROOF PLAN !ORIGINAL SHEET SIZE ??x341 A144 CoP',•ught Schemata WorkshOo Inc I LPD engineering pile Sunset Court Apartments 1124 -I I 58 Harrington Ave NE, Renton, WA Technical Information Report November 30, 2016 Prepared by: LPD Engineering, PLLC 1932 I" Avenue Suite 20 I Seattle. WA 98101 Contact: Laurie J. Pfarr, P.E. (206) 725-1211 Prepared for: Schemata Workshop, Inc. 1720 12~ Avenue Seattle. WA 98122 Contact: Grace Kim, AIA (206) 285-1589 SUNSET COURT APARTMENTS TABLE OF CONTENTS Section I -Project Overview ................................................................. .. Sunset Court Apartments Technical Information Report November 30. lO 16 . ............................................. I Section 2 -Conditions and Requirements Summary ........................................................................................... 3 Section 3 -Offsite Analysis .......................................................................................................... .. .. ............. 6 Section 4 -Flow Control and Water Quality Facility Analysis and Design ..................................................... 8 Section 5 -Conveyance Systems Analysis and Design ........................................................................................ 13 Section 6 -Special Reports and Studies .............................................. .. .......... 14 Section 7 -Other Permits ............................................................................................................................................ 14 Section 8 -CSWPPP Analysis and Design .................................................................... .. . ... 14 Section 9 -Bond Quantities, Facility Summaries, and Declaration of Covenant ........................................ 15 Section IO -Operations and Maintenance Manual ................................................................................................ 15 FIGURES Figure I: TIR Worksheet Figure 2: Vicinity Map Figure 3: Soils Map Figure 4: Existing Conditions Figure S: Proposed Conditions Figure 6: Downstream Drainage Course APPENDICES Appendix A -Design Documents Appendix B -Design Calculations Appendix C -Stormwater Pollution Prevention and Spill Plan Report Appendix D -Operations and Maintenance Manual Appendix E -Bond Quantities and Facilities Summary SECTION I -PROJECT OVERVIEW Sumer Court Apartments Technical Information Report November JO. 2016 This Technical lnfonnation Report (TlR) is for the Renton Housing Authority's Sunset Court Apartments project. an approximately 50-unit multi-family residential development. Refer to Figure 1: TlR Worksheet for basic site information. The project is located in the City of Renton at 1124-1158 Harrington Ave NE (refer to Figure 2: Vicinity Map). The 2.00 acre property is bounded by Glenwood Ave. NE to the north. a multi-family residential complex to the south, Harrington Place NE to the east, and Harrington Avenue NE to the west. This TlR addresses the eight core and five special requirements of the City of Renton 2009 Surface Water Design Manual Amendment (RSWDMA) to the 2009 King County Surface Water Design Manual (KCSWDM). A Level I downstream analysis for the project has been completed and is included in Section 3 of this Report. The proposed improvements for the project impact the entire property. and include construction of four new buildings including two townhome buildings and two apartment buildings. A covered bike storage facility will also be included. The overall footprint of all proposed buildings is 25.533.5 square feet. Additional improvements will include a 16,719 square foot parking area. two trash enclosures, bike parking enclosure. pedestrian walkways, patios. and landscape areas. According to Figure 1.1.2.A of the RSWDMA. Flow Chart for Determining Type of Drainage Review Required. the project requires Full Drainage Review. According to the USDA Natural Resources Conservation Service. the site soils in the project area are mapped as Arents, Alderwood (AmC) (refer to Figure 3: Soils Map and Legend). Existing Site The total existing project area is 2.00 acres. The project area includes Sunset Court Park in the southeast comer of the property and two existing duplex units along the western boundary. The northeast corner of the property is currently vacant. Table 1 below summarizes existing ground cover in the areas that are affected by this project: Table 1-Proiect Site Existin~ Conditions Within Project Area sf acres Impervious Area 17,621 0.41 Pervious Area 69.438 1.59 Total Site Area 87,059 2.00 The site gently slopes down from northeast to southwest with a slope of approximately 0.5 to 1 percent. There arc no existing drainage facilities on the property and the majority of the stormwater runoff from the project site likely sheet flows west/southwest towards existing drainage facilities in Harrington Ave NE, or ponds in localized low points and infiltrates or evaporates on-site (refer to Figure 4: Existing Conditions). For a complete description of the downstream system please refer to Section 3 -Offsite Analysis. Page I Sunset Court Apartments Technical Information Report November JO, 1016 There are no wetlands or streams located onsite. The site is not located within an erosion or landslide hazard area. According to the USDA Natural Resources Conservation Service, the site soils in the project area are mapped as Arents, Alderwood material (AmC). Geotech Consultants. Inc. prepared a geotechnical engineering report for the project, dated October 15, 2015. The subsurface soils encountered during their site visits in August 2015 included a loose to medium-dense sand with a gravel layer extending to depths of 2 to 6 feet underlain by a layer of medium-dense to dense silty sand with gravel interpreted as glacial till. For the stormwater analysis, the site soils are classified as till material. A copy of the Geotechnical Report is provided under separate cover. Proposed Site Improvements The proposed improvements include the construction of a multi-family residential complex consisting of four buildings and associated parking. There will be open space and concrete walkways throughout the site to provide pedestrian access to and from each of the buildings. (refer to Figure 5: Proposed Conditions). Proposed Stormwater Management Improvements Projects in this area of the City of Renton are subject to the Peak Rate Flow Control Standard per the Flow Control Application Map, Reference 11-A of the Western Washington Hydrology Model (WWHM) has been used to model the proposed and existing conditions within the project site area. The proposed improvements will result in more than a 0.1 cfs increase in the peak 100-year flow; therefore; the project is required to provide flow control per Section 1.2.3 of the KCSWDM. Table 2 below summarizes proposed ground cover in the areas that arc affected by this project: Page l Table 2-Project Site Proposed Conditions Proposed Project Areas sf acres Impervious Areas: Concrete Sidewalk 1.074 0.025 Pervious Concrete Sidewalk* 11.446 0.262 Asphalt Pavement 16,719 0.384 Geoblock* 600.5 0.014 Roof Area 25.533.5 0.586 Total Impervious Area 55.373 1.272 Pervious Areas Lawn/Landscape 31,686 0.728 Total Site Area 87,059 2.00 '· Sunset Court Apartments Technical lnlormat1on Report November JO, 2016 Proposed Project Areas Including Flow Control BMP Sizing Credits (used to model peak flow rates) sf acres 7,097 0.163 0 0 16.719 0.384 0 0 25.533 .5 0.586 49.349.5 1.133 37.709.5 0.866 87,059 2.00 * Perviuus pavement an<l Geohlock is modeled as 50% concrete sidewalk. 50% landscape in the effective impervious summary. The WWHM output for the peak flow rates for the developed project area is included in Table 3. and in Appendix B of this report. The majority of the internal walkways on the site will be pervious concrete. Portions of the roof area for building 4 will be routed to one of two bioretention areas prior to being conveyed to one of two proposed underground detention facilities. The remaining roof runoff will be collected and conveyed via underground pipe to one of two underground detention facilities. Stormwater runoff from the asphalt parking lot will sheet flow to one of five proprietary cartridge treatment structures for quality treatment. The proprietary cartridge treatment structures will discharge to the proposed underground detention facility located within the parking lot The detention facilities will discharge via associated flow control structures to the existing municipal stonn system in Harrington Ave NE. See Section 4 of this report for details of the bioretention facilities, detention design. and Flow Control BMPs. As noted above, water quality treatment will be provided for the asphalt pavement parking area as the new pollution generating pervious surface will be greater than 5.000 SF. as required by section 1.2.8 of theRSWDMA. SECTION 2 -CONDITIONS AND REQUIREMENTS SUMMARY This section addresses the requirements set forth by the 2009 City of Renton Amendments to KCS WDM, Core Requirements listed in Chapter 1.2. Core Requirement 1 -Discharge at the Natural Location (1.2.1): All stormwater runoff from this project site will remain in the natural drainage patterns within a quarter mile downstream of the project. The site does not have an existing discharge location; however. the site slopes generally to the southwest and any stormwater runoff that does not infiltrate onsite likely sheet flows towards the municipal stormwater system in Harrington Ave NE. In the proposed conditions. the project site Page J Sunset Court Apartments Technical Information Report November JO, 2016 storm water runoff will be collected and detained onsite with the detention system discharging into the existing drainage system within Harrington Ave NE matching peak flows from the existing conditions. Core Requirement 2 -Off-site Analysis (1.2.2): A Level I off site investigation has been completed for this project and is included in Section 3 of this TIR. Core Requirement 3 -Flow Control (1.2.3): The project site is located within a Peak Rate Flow Control Standard area, per the City of Renton Flow Control Application Map, Reference 11-A in the RSWDMA. The site stormwater management systems have been sized to match the existing conditions peak discharge rates for the 2-year, 10-year, and 100-year return periods assuming the existing site conditions as the predeveloped site condition. Based on the KCSWDM definitions. the 'existing site conditions' are those that existed at the site prior to May 1979 as determined from aerial photographs and, if necessary, on knowledge of individuals familiar with the area. Based on available historical aerials from Google Maps. and a 1965 King County aerial of the area, the existing site improvements were present prior to 1979 and have been used as the existing site conditions for the stormwater analysis. A copy of the referenced aerial images has been included in Appendix B. Core Requirement 4 -Conveyance System (1.2.4): All proposed conveyance systems will be designed to convey at a minimum the 25-year peak flow with a minimum of 6-inches of freeboard within each catch basin. The system is allowed to overtop during the I 00-year peak flow provided that it does not create, or aggravate a severe flooding problem. Core Requirement 5 -Erosion and Sedimentation Control (1.2.5): A Temporary Erosion and Sediment Control (TESC) plan for the project is included with this submittal. The TESC plan will be considered the minimum for anticipated site conditions. The Contractor will be responsible for implementing all TESC measures and upgrading as necessary. The TESC facilities will be in place prior to clearing, grubbing, or construction of proposed improvements. Core Requirement 6 -Maintenance and Operations (1.2.6): A maintenance and operations manual will be provided for all proposed drainage facilities during final engineering. Core Requirement 7 -Financial Guarantees and Liability (1.2. 7): All required bonds will be paid by the Owner prior to permit approval. per Section 1.2.7 of the RSWDMA. A bond quantities worksheet has been prepared and is included in Appendix E of this TIR. Core Requirement 8 -Water Quality (1.2.8): As a multi-family residential development the project would typically be subject to Enhanced Basic Water Quality per section 1.2.8.1.A of the RSWDMA. However, since the project will drain entirely via a piped system to the "major receiving water" Lake Washington, it is exempt from providing enhanced treatment and is only subject to the requirements of basic treatment. Treatment of the pollution generating pervious surfaces will be provided with proprietary cartridge treatment systems. Treatment of pollution generating pervious surfaces will not be explicitly provided: a Landscape Management Plan that controls solids. pesticides, and fertilizers leaving the site will be created for the project. See Section 1.2.8.1 of the City Amendment for additional information on water quality requirements and exceptions. Page 4 Special Requirements Sumet Court Apartments Technical Information Report November 30, 2016 Special Requirement l -Other Adopted Arca-Specific Requirements (l.3.1): The RSWDMA is one of several adopted regulations in the City of Renton that apply requirements for controlling drainage on an area-specific basis. Other adopted area-specific regulations may include requirements that may have a direct bearing on the drainage design of a proposed project. These regulations include the following: • Master Drainage Plans (MDPs) -The proposed project does not create more than 50 acres of new impervious surface and is not subject to Large Project Drainage Review. A Master Drainage Plan will not be required for the project. • Basin Plans (BPsJ -The project is located in the Fast Lake Washington drainage basin. There are no special drainage requirements in this basin. • Salmon Conservation Plans (SCPs) -The applicable SCP is the Water Resource Inventory Area (WRIA) 8 for the Lake WashingtonJCedar/Sammamish Watershed. Within the large watershed, our project is in the Lake WashingtonJCedar River. The SCP does not appear to have stonnwater management requirements more stringent than the City of Renton storm water code. • Stormwater Compliance Plans (.~WCPs) -The project is not anticipated to impact, and is not within an area governed by a SWCP. • Flood Hazard Reduction Plans (FHRPs)-The project site is not within a designated flood hazard area. • Shared Facility Drainage Plan (SFDPs) -The proposed project is not within an area with a SFDP. Special Requirement 2 -Flood Hazard Area Delineation (l.3.2): The project site is not located within or adjacent to a designated flood hazard area Special Requirement 3 -Flood Protection Facilities (l.3.3): The project does not have existing flood protection facilities. nor does it propose new flood protection facilities. Special Requirement 4 -Source Control (1.3.4): The project does not require a commercial building, or commercial site development permit; therefore, source controls are not applicable for the project. Special Requirement 5 -Oil Control (l.3.5): The project will not have high-use site characteristics, nor is it an existing high-use site. Special Requirement 6 -Aquifer Protection Area (1.3.6): The project will not have high-use site characteristics. nor is it an existing high-use site. Page 5 SECTION 3 -0FFSITE ANALYSIS Sunset Court Apartments Technical Information Report No,ember JO, 2016 The following is Level I downstream analysis for the project site. Refer to Figure 6: Downstream Drainage Course for a layout of the proposed discharge from the developed conditions, and the connection to the downstream drainage path from the project site. Refer to Figure 6 for a description of the downstream system. The downstream drainage course generally flows southwest within an existing conveyance system. The end of the downstream analysis, approximately 1/4 mile downstream from the site, is located just west of the intersection of Harrington Ave NE and NE Park Dr. (SR 900). A field investigation was performed on August 25, 2016 on a clear and sunny day with a temperature of approximately 75 degrees Fahrenheit. The onsite conditions were investigated and the downstream drainage course was determined. Task I -Study Area Definition and Maps The study area consists of the existing park and the two single-family properties. All onsite areas associated with the project are included in the study area. The boundaries of the project area is shown on Figure 6. Task 2 -Resource Review The following resources have been reviewed for the project site. Basin Summary King County's Watershed Map locates the project site in the East Lake Washington -Renton drainage basin. F/oodway Map A FEMA flood insurance rate map (53033C0668F) is included in Appendix B, illustrating the FEMA flood zone designations for the site. The site is located within zone X, which are areas outside the 0.2% annual chance floodplain. Sensitive Areas The sensitive areas within one-mile upstream and downstream of the subject property were examined using the King County iMAP application. According to iMAP, the following are the sensitive area designations for the project site and within one mile downstream of the site: • SAO Erosion Hazard -The project site is not located within an erosion hazard area. There is an erosion hazard area identified on iMAP approximately 2,200 LF west of the site along the downstream path. • SAO Seismic Hazard -The project site is not located within a seismic hazard area. There are no area, within one mile downstream of the site that are located within a seismic hazard area. • SAO Landslide Hazard -The project site is not located within a landslide hazard area. There are no areas within one mile downstream of the site that are located within a landslide hazard area. • SAO Coal Mine -The project site is not located within a coal mine area. There are no areas within one mile downstream of the site that are located within a coal mine area. Page 6 Sumet Court Apartments Technical lnlonnat1on R€port November JO, 2016 • SAO Stream -There are no sensitive streams located within the project site or within a mile downstream of the project site. • SAO Wetland -There are no wetlands located within the project site or within one mile downstream of the project site. • Groundwater Contamination -The project area is not located within an area designated as being susceptible to groundwater contamination. • Sole Source Aquifer -The project area is not within a sole source aquifer area. • Channel Migration Hazard -There are no channel migration hazards for the site. Topographic Map The topographic information for the existing project area is shown on Figure 6: Downstream Drainage Course. Proposed grading for the project is shown in the design drawings in Appendix A. Drainage Complaints There are no drainage complaints within the project site or located within one mile downstream of the site. King County Soils Survey According to the USDA Natural Resources Conservation Service. the site soils in the area of proposed work are mapped as Arents. Alderwood material (AmC). Gcotech Consultants. Inc. perfonncd a geotechnical investigation of the project area and a copy of the report is included under separate cover. Migraling River S1udies According to King County's iMAP program. the project site is not located within a channel migration hazard. 303d Us! of Po!lu!ed Wafers According to Washington State Department of Ecology's Water Quality Assessment map, the project site does not contain any polluted water. The southeast area of Lake Washington. the immediate receiving water for the downstream system, is designated as a Category 5-303d water for bacteria (Listing If) 12193). There are no Water Quality Improvement Projects identified as part of the 303d listing. Water Quality Problems According to King County's iMAP program. the project site is not within a designated King County water quality problem area. Task 3 -Field Inspection The total existing project area is 2.00 acres. The project site includes the two existing single family properties (the single-family residences and outbuildings have been demolished) and an existing park with a wood chip play area. basketball play area, and lawn. The site is relatively flat with a slight slope of approximately 0.5 to I percent towards the west. There are no existing drainage facilities on site. Runoff from the site generally infiltrates onsite. Any water that does not infiltrate sheet flows towards the southwest comer of the site where it will be collected by the existing municipal storm drainage system in Harrington Ave NE. Page 7 Sun.set Court Apartments Technical Information Report November 30, 2016 There is no upstream area tributary to the project site. There are parking areas located to the south and east of the site that contain drainage systems that collect any surface runoff. The properties to the north of the site slope towards the north and do not contribute any runoff to the site. Harrington Ave NE is located to the west of the site and does no! contribute any runoff to the site. Task 4 -Drainage System Description and Problem Descriptions Runoff from the project site sheet flows southwest toward Harrington Ave NE where it enters the City of Renton ROW and flows in the gutter line to an existing catch basin. Flows from the catch basin are then conveyed south in an existing 12-inch conveyance pipe. In proposed conditions, the underground infiltration/detention facilities in the project area will connect to the existing 12-inch public drainage system in Harrington Ave NE. Also refer to Figure 6 for the continuation of the downstream flow path. The remaining downstream course is as follows: 1. The flow continues south within the 12-inch system towards the intersection of Harrington A vc NE and NE Sunset Blvd (SR 900). 2. Al the intersection, the flow continues west in NE Sunset Blvd. (SR 900), which becomes NE Park Dr. (SR 900), for approximately 5,100 feet. 3. The public drainage system then continues northwest through a series of slormwater facilities located within Gene Coulon, per the City of Renton stormwater map. 4. The flow continues northwest in Johns Creek for approximately 800 feet before discharging into Lake Washington. During the investigation there were no signs of overtopping or flooding within a quarter mile along the flow path of the downstream drainage course. The downstream system appears to have adequate capacity to convey the flows from the project site in the proposed conditions. SECTION 4 -FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN For the storm waler threshold analysis, Western Washington Hydrology Model (WWHM) was used to model the proposed and existing conditions within the project site area. Using the areas shown above in Table I and 2, the proposed improvements will result in more than a 0.1 cfs increase in the peak JOO-year flow; therefore, the project is required to provide flow control per Section 1.2.3 of the KCSWDM. All onsite soils have been classified as Type A/B. Table 3 below shows the peak flow rates for the entire project area. Table 3 -Net Peak Flow Rates for Discharge from Project Work Area Peak Runoff Rates for Project Work Area Storm Event Existing Conditions Proposed Conditions Delta 2-yr 0.1820 cfs 0.4332 cfs o.2s12 cts 10-yr 0.3094cfs 0.6427 cfs 0.3333 cfs I 00-yr 0.5341 cfs 0.9418 cfs 0.4077 cfs Page 8 Existing Site Hydrology Sunset Court Apartments Technical Information Report No,ember JO. 2016 The existing project area in the storrnwater model consists of the natural lawn and limited improvements including the single-family residences. paved asphalt court and gravel driveway. Developed Site Hydrology The proposed site stormwater management for the site includes two bioretcntion areas at the north end of the property. which will provide storm water mitigation for portions of Building 4. the northern most building. Discharges from the bioretention areas will be conveyed to the detention facility located beneath the central lawn area. The detention facility will consist of large underground arch chambers with gravel bedding and backfill. Roof runoff from Buildings I. 2. 4 and half of Building 3 will be conveyed directly to the infiltration/detention facility within the central lawn area. Runoff from the parking areas will sheet flow to the eastern and southern edges of the parking lot where it is collected for water quality treatment in proprietary cartridge systems. Discharges from the water quality treatment systems will discharge to a second detention facility located along the eastern and southern edges of the parking lot. This inJiltration/detention facility will consist of large 42" diameter detention pipe. Roof runoff from the eastern half of Building 3 will be conveyed directly to the detention facility in the parking lot. A flow control structure will be designed for each detention facility. Discharges and overflows from both detention facilities will be conveyed to the existing 12-inch public stonn main in Harrington Ave NE. Performance Standards The following is a brief description of the design standards for the proposed project site. Flow Control Facility Standard According to the City of Renton Flow Control Application Map. the project site is located within a Peak Rate Flow Control Standard (Existing Conditions) area. Peak Rate Flow Control Standard requires matching the proposed peak flow rates with the existing peak flow rates for the 2-year. I 0-year and 100-year storm event. per Section 1 .2.3. 1 .A of the RS WDMA. Flow Control BMP Requirements The project will incorporate bioretention areas as part of the storm water management system. Portions of the proposed roof area will be directed to bioretention areas prior to entering the detention facilities. Additionally. the majority of the proposed concrete walkways and pathways will be pervious concrete or pervious pavers. For evaluation of the Flow Control BMP requirements per Section 5.2.1 of the KCSWDM. the entire parcel has to be reviewed. According to King County records. the site actually occupies four parcels totaling approximately 87,059 sf. The site is characterized as Large Lot High Impervious because the lot area is more than 22,000 sf and the lot will have greater than 45% impervious coverage-for this calculation all existing and proposed hard surfaces (roofs, pavement, walkways. etc.) arc considered impervious. regardless of the actual material (such as pervious pavement) that may be proposed in the site design. as noted in Table 3.2.2.C of the KCSWDM. The total impervious surfacing throughout the entire lot used in this calculation is approximately 53,190 sf, which is about 61 % of the total lot area. Flow Control BMPs have been applied in accordance with Section 5.2.1.3 of the KCSWDM. Page 9 Sunset Court Apartments Technical l11forma11on Repon November JO, 2016 Flow Control BMP requirements note that ti.Ill dispersion must be evaluated for all target impervious surfaces; full dispersion is not an option on this project due to the lack of native vegetated surfaces onsite. Since full dispersion is not an option for this site, one or more Flow Control BMPs mus! be applied to an impervious surface equal lo at least 20% oflhe site/lot area (0.2*87,059 sf~ 17,412 sf), or 40% of the target impervious surface (0.4*53, 190 sf~ 22,149 sf), whichever is less. Thus, for this project, Flow Control BMPs will attempt to be applied to an impervious area equal to at least 20% of the site lot area. • Full Infiltration: Full infiltration was evaluated for the site and was determined to be infeasible based on the recommendations of the geotechnical report. • Limited Infiltration: Limited infiltration was evaluated and was determined to be infeasible based on the recommendations of the geotechnical report. The geotechnical consultant recommends that infiltration of concentrated flow and excavated infiltration systems (Drywells/trenches) be avoided. • Basic Dispersion: Basic dispersion was evaluated for the site and was determined to be feasible for one downspout at the bike parking enclosure. Basic Dispersion was evaluated for other imperious areas at the site; however, adequate space for the required vegetated flow paths was not available. The total area proposed for Basic Dispersion is 243 SF. • Rain Garden: Four bioretention areas, totaling 163 square feet of bottom area are proposed for the project to mitigate portions of the roof area for Buildings I, 3, and 4. The tributary area to the four bioretention areas are 3,202 square feet total. • Permeable Pavement: Permeable pavement, permeable pavers, and Geoblock are proposed for the project. All pedestrian sidewalks, walkways, and community patios within the site are proposed to be permeable pavement or permeable pavers. A small area of grass-filled Geoblock is proposed at the north end of the parking lot. The grass-filled Geoblock area will be gated off from the main parking lot and will only be accessible to emergency vehicle traffic. The total permeable pavement and paver area proposed for the project is 11,446 square feet, and the total grass-filled Geoblock area is 600.5 square feet. Since water quality treatment is required for the parking area, permeable asphalt is not proposed within the parking area. Based on the geotechnical report the existing site soils are not suitable for stormwater quality treatment without increasing the depth of the pavement section to include a layer for water quality treatment as the cation exchange capacity is 3.81. Per Section 1.2.8 of the KCSWDM, the first two feet or more of the soil beneath an infiltration facility providing water quality treatment must have a cation exchange capacity greater than 5. As discussed above, the existing site soil section consists of high permeability sand and gravel soils underlain by dense glacial till. The elevation of the glacial till within the proposed parking area is approximately 6 feet to 2.5 feet below existing grade, and the proposed grading will roughly maintain the existing grade. Adding to the pavement section to accommodate a water quality treatment layer would result in the bottom of the pavement section being within 3 feet of the restrictive glacial till layer. According to section 5.4.6.1 of the KCSWDM, there must be at least 3 feet of permeable soil beneath the infiltration surface for proposed infiltration systems. Due to the shallow depth of the glacial till layer there will not be adequate separation between the infiltration surface and the glacial till layer. • Rainwater Harvesting: Rainwater harvesting is not proposed at the proposed site buildings. • Vegetated Roof: Vegetated roof areas are not proposed at the proposed site buildings. • Reduced Impervious Snrface Credit: There are no reduced impervious credits proposed for the project. Page 10 ~unset Court Apartments Technical Information Report November JO. 2016 • Native Growth Retention Credit: The project is not proposing any Native Growth Retention Credits. Flow Control BMP requirements for this project are met using biuretention areas and pervious pavement, pervious pavers. and Geoblock. The project was able tu apply Flow Control BMPs to approximately 12,489 square feet. which is approximately 14.3% of the total lot area. A design infiltration rate of 2 inches per hour will be used at the biorctention areas. In addition, as required by Section 5.2.1.3(3), all roof downspouts are connected to the site drainage system via a perforated pipe connection. Conveyance System Capacity Standards Refer to Section 5 of this report for explanation of the conveyance analysis. Water Quality 1reatment Standards The project will provide water quality treatment for the proposed parking lot since the parking lot will result in greater than 5,000 sf of pollution generating impervious surface (PGIS). Water quality treatment will be provided by 4 separate StormFilter Cartridge treatment systems. There are no anticipated pollution generating pervious surfaces (PGPS) in the proposed design. Stormwater Discharge Control System As mentioned previously, the project is required to provide flow control as the proposed improvements will result in greater than I 0,000 SF of new and replaced impervious surfaces. The project is located within the Peak Rate Flow Control Standard area, per the City of Renton Flow Control Application Map. Therefore, the project must meet the Peak Rate Flow Control Standard, which requires that the developed discharge rates match the existing conditions peak discharge rates for the 2-year. I 0-year, and 100-year return periods, assuming the existing site conditions as the predeveloped site condition. The site will be separated into two basins with a detention system and flow control structure provided for each basin. Tables 4a and 4b below detail the tributary area and the existing/proposed coverage for each basin. Table 4a -Tributary to West Detention System -Areas Existing Conditions Pronosed Conditions sf acres sf acres Impervious Area 11,935 0.274 30,864 0.709 Pervious Area 31,571 0.634 12,463 0.290 Total Basin Area 39,531 0.908 43,507 0.999 Table 4b -Tributary to East Detention System-Areas Existim, Conditions Pronosed Conditions sf acres sf acres Impervious Arca 5,686 0.131 19,834 0.455 Pervious Area 19,834 0.455 5,724 0.131 ; Total Basin Area 25,557 0.587 25,558 0.586 Page 11 Sunset Court Apartments Technical Information Report November 30, lO 16 Due to the existing grades within the adjacent ROW and properties we were unable to capture and detain approximately 17,946 square feet of the site area. The majority of this area is either landscaped or pervious pavement with approximately 1,422 square feet being asphalt paving. The detention systems and flow control structures for the West and East Basins were determined using WWHM. Refer to the Appendix B for WWHM summary reports and design calculations, including all background information. The proposed discharge control structures were designed by comparing the estimated peak runoff rate of the existing conditions to the theoretical unmitigated peak runoff rate of the proposed field with a crushed rock base. ln the SBUH model, the proposed field surfaces were modeled as pcrvious (grass), while the existing conditions were modeled as grass and impervious surface. The results of the WWHM Stormwater modeling indicate that a flow control riser with a bottom orifice provide discharge control that releases stormwater at peak rates closely resembling the existing peak flow rates for the 2-yr, I 0-yr, and 100-yr, 24-hr storm from the respective basins. The orifice diameter and other design information for the two discharge control structures arc provided as part of the Design Documents included in Appendix A of this report. Table Sa and Sb, below, show the mitigated peak runoff rates released from the flow control structures for each basin. Per the results of the storm water model, the required storage volume for the West Basin is 1,495 CF. A StormTech Chamber system will provide detention for the West Basin providing 1,565 CF of storage. According to the Stormwater model, the required storage volume for the East Basin is 1,873 CF. A 3-ft diameter, 265 LF detention pipe will provide detention for the East Basin with 1,873 CF of storage. WWHM summary reports for each basin are included in Appendix B. Table Sa -West Detention System -Mitigated Peak Runoff Rates Mitigated Peak Runoff Rates (cubic feet/sec) Stonn Event Existing Conditions Proposed Conditions Delta 2-yr, 24-hr storm 0.108 cfs 0.107cfs -0.001 cfs I 0-yr. 24-hr storm Ol 76cfs 0.171 cfs -o.oos cts I 00-yr. 24-hour storm 0.292 cts 0.282 cfs -0.00 I cfs Page ll Table Sb -Fast Detention System -Mitigated Peak Runoff Rates Sunset Court Apartments hchnical Information Report November 30, 2016 Mitigated Peak Runoff Rates (cubic feet/sec) Storm Event Existing Conditions Proposed Conditions Delta 2-yr. 24-hr stonn 0.053cfs 0.052 cfs -0.00 I cfs I 0-yr. 24-hr stonn 0.900 cfs 0.089 cfs -0.00 I cfs 100-yr. 24-hour stonn 0.156cfs O. l 55cfs -0.00 I cfs Water Quality System Basic water quality treatment will be provided for the 16,765 SF proposed parking lot. The parking lot will be separated into 4 basins for water quality treatment. Each of the basins will sheet flow to one of four StormFilter Cartridge Treatment systems. The StormFilter Cartridges will have 18-inch cartridges which are approved for 7.5 gpm/cartridge or 0.0167 CFS/cartridge. Three of the systems will discharge to the proposed detention pipe within the parking lot, while the fourth system will discharge directly to the site discharge pipe downstream of the detention pipe. Table 6, below, summarizes the tributary area to each StormFilter Cartridge Treatment system, the water quality flow rates. and the minimum number of cartridges required. The water quality flow rate for each basin was detennined using WWHM and a summary report for each basin is included in Appendix B. Table 6 -Water Quality Basins -Mitigated Peak Runoff Rates Mitigated Peak Runoff Rates (cubic feet/sec) Basin Impervious Pervious Area WQFlow # of Cartridges Area (SF) Rate required WQBasin A 0.081 0.013 0.0155 cfs I WQBasin B 0.129 0.075 0.0249 cfs 2 WQ Basin C I 0.124 0.055 0.0239 cfs 2 WQBasin D 0.038 0.022 0.0073 cfs I SECTION 5 -CONVEYANCE SYSTEMS ANALYSIS AND DESIGN The proposed conveyance system will be designed to convey the 25-year peak flow rate of the developed site. The system is allowed to overtop during the I 00-year peak flow provided that it docs not create or aggravate a severe flooding problem. The East Basin tributary to the detention pipe is separated into four sub-basins for water quality treatment by the StonnFilter Cartridge systems. Discharges from each cartridge system to the detention pipe will be via a 6-inch pipe at a minimum slope of 0.5%. The capacity of a 6-inch pipe at 0.5% slope is 0.43 cl"s. The maximum 25-year peak flow rate from any of the four water quality sub-basins is 0.11 els; therefore_ there is adequate capacity within the East Basin to convey the 25-year storm event. Page I J Sumet Court Apartments Technical Information Report November 30, 2016 The West Basin tributary to the StormTech Chamber system could be divided into two sub-basins for this conveyance evaluation. The eastern sub-basin would include the roof area of Building 3, and the western sub-basin would include the remaining areas. Discharges from the eastern sub-basin enter the StormTech chambers via a 6-inch pipe at a slope of0.5% on the east side of the chambers. Discharges from the western sub-basin enter the StonnTech chambers via an 8-inch pipe at a slope of0.5 % at the northwest corner of the chambers. As stated above, the capacity of a 6-inch pipe at 0.5% slope is 0.43 cfs. The capacity ofan 8-inch pipe at 0.5% slope is 0.94 cfs. The eastern sub-basin results in an estimated 25-year peak flow rate of 0.15 cfs. This is less than the capacity of the 6-inch pipe. thus, we infer that the specified 6-inch pipe at a minimum slope of 0.5% will be sufficient to convey the 25-year storm. The western sub-basin results in an estimated 25-year peak flow rate of 0.26 cfs. The capacity of an 8- inch pipe at 0.5% is adequate for the sub-basin runoff prior to discharging into the StormTech Chamber system. In all locations upstream of the final 8-inch pipe, the conveyance system consists of 6-inch pipes at a minimum slope of 0.5%. As the tributary area for these pipes are smaller, we infer that the system upstream has sufficient capacity to convey the 25-year storm. SECTION 6 -SPECIAL REPORTS AND STUDIES A geotechnical investigation was performed by Geotech Consultants, Inc. The report is dated October 15, 2015. Field investigation. which included IO test pits and 3 test holes onsite, was completed in late August and early September of 2015. A copy of the report is included under separate cover. SECTION 7 -OTHER PERMITS An NPDES permit from the Washington State Department of Ecology will be required for the project because it disturbs over one acre of land area. There are no additional permits required from other agencies for this project. SECTION 8-CSWPPP ANALYSIS AND DESIGN The Construction Stormwater Pollution Prevention Plan (CSWPPP) consists of the TESC plan in the drawing set and a Stormwater Pollution Prevention and Spill (SWPPS) plan per the RSWDMA. A TESC plan and SWPPS report is included with this submittal. The TESC plan includes temporary sediment trap to comply with City of Renton stonnwater regulations. Stormwater runoff from the project work area will be intercepted with silt fence, and then will be collected at the temporary sediment trap. The temporary sediment trap will discharge to the new site stormwater connection, which will be installed prior to the contractor initiating any land disturbing activities. TESC elements in the project include the following: • Temporary Stabilized Construction Entrance, per COR Std Plan 215.10 • Catch Basin Filters, per COR Std Plan 216.30 • Silt Fence, per COR Std Plan 214.00 • Temporary Sediment Trap, per COR Std Plan 211.00 The TESC clements shown arc intended to be the minimum allowable. The NPDES permit will require periodic inspection of the TESC elements to confirm they are holding up and continuing to function as intended. During construction, the contractor is responsible for upgrading these facilities as necessary. The implementation of the TESC plan and construction maintenance, replacement and upgrading of Page 14 I I I I I I I I I I I I I I I I I I I Sumet Court Apartments Technical Information Report November 30, 2016 the TESC facilities are the responsibility of the contractor per the contract documents. The TESC facilities will be constructed prior to, and in conjunction with all clearing and grading activity furthennore in a manner in which sediment or sediment laden water does not leave the project site, enter the drainage system, or violate applicable water quality standards. SECTION 9 -BOND QUANTITIES, FACILITY SUMMARIES,AND DECLARATION OF COVENANT The Bond Quantities Worksheet has been prepared and is included in Appendix E of this TIR. A Facility Summary and sketch will be required for each of the detention and water quality facilities proposed for the project. Per the RSWDMA these are to be provided following approval of the plans. Based on previous conversations with City of Renton officials, it appears the following Declarations of Covenant will be required, and will be provided prior to final permit approval: • Reference 8-1, Maintenance and Defect Agreement • Reference 8-J, Drainage Facility Covenant • Reference 8-M, Flow Control BMP Covenant SECTION IO -OPERATIONS AND MAINTENANCE MANUAL The applicable Operations and Maintenance recommendations from Appendix A of the KCSWDM are included in Appendix D of this TIR. Page 15 ,,m,, FIGURES Figure I: TIR Worksheet Figure 2: Vicinity Map Figure 3: Soils Map Figure 4: Existing Conditions Figure 5: Proposed Conditions Figure 6: Downstream Drainage Course Sunset Court Apartments Tech111cal Information Report November JO, 2016 I I I I I I I I I I I I I I I I I I I -----------------------------·--------··- King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ~----------------- Part 1 PROJECT OWNER AND PROJECT ENGINEER Part 2 PROJECT LOCATION AND DESCRIPTION 1-----------------------------j Project Owner: Renton Housing Authority Address: 2900 NE 10th St Renton, WA 98057 Phone: (425) 226-1850 (Mark Gropper) Project Engineer: Laurie Pfarr, P.E. Company: LPD Engineering, PLLC Address/Phone: 1932 1st Ave. S, Suite 200 Part 3 TYPE OF PERMIT APPLICATION 1 Subdivison cJ Short Subdivision X Grading C Commercial X Other Utilities, Building ------------------- Project Name: Sunset Court Apartment Location Township: 23N Range:5E Section: NE 9 I Part 4 OTHER REVIEWS AND PERMITS [ DFW HPA [ Shoreline Management COE 404 I Rockery DOE Dam Safety , i Structural Vaults FEMA Floodplain COE Wetlands Other --·---------~ ---------·---·- Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community City of Renton Drainage Basin: East Lake Washington ----------_______________ , ______ ___J -- Figure 1 Page 1 of 3 ! Part 6 SITE CHARACTERISTICS LJ River Stream: n ~ Critical Stream Reach [J Depressions/Swales D Lake r l I. -Steep Slopes [ Part 7 SOILS Soil Type Arents Alderwood Slopes 6-15% LJ Additional Sheets Attached Part 8 DEVELOPMENT LIMITATIONS REFERENCE X Section 3 -Downstream Analysis lo [J [] LI D D Additional Sheets Attached fart 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS I DURING CONSTRUCTION X Sedimentation Facilities X Stabilized Construction Entrance I X Perimeter Runoff Control I LJ Clearing and Grading Restrictions I X Cover Practices ~J Floodplain---------- U Wetlands ---------- -Seeps/Springs High Groundwater Table [ Groundwater Recharge [ Other Erosion Potential Slight -Moderate . si,e Velocrtie~ Unknown I -------------- -------~----"··--------------------- LIMITATION/SITE CONSTRAINT No apparent limitations ---------------- MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION X Stabilize Exposed Surface X Remove and Restore Temporary ESC Facilities X Clean and Remove All Silt and Debris X Ensure Operation of Permanent Facilities LJ Flag Limits of SAO and open space preservation areas [I Other I X Coostructioc Seqoeoce Other -------------------------------- Figure 1 Page 2 of 3 --------------- Part 10 SURFACE WATER SYSTEM Grass Lined r -: Tank Channel X Vault X Pipe System D Energy Dissipater ' . LJ Open Channel D Wetland ,~ Dry Pond I ./ LJ Stream 1n Wet Pond ·1 LJ X 11 . j [] Infiltration Depression Flow Dispersal Waiver Regional Detention Method of Analysis WWHM Compensation/Mitigati on of Eliminated Site Storage I Brief Description of System Operation: Stormwater detention and wate quality treatment is requird. Runoff from the buildings, walkways and parking lots will be collected and conveyed to one of two detention systems. In addition to the detention systems the site stormwater system will include four bioretention areas and four Storm Filter treatment systems. The proposed conveyance systems will connect into the existing public conveyance system in Harrington Ave NE. Facility Related Site Limitations Reference Facility Limitation Part 11 STRUCTURAL ANALYSIS iJ Cast in Place Vault D Retaining Wall D Rockery> 4' High D Structural on Steep Slope U Other Part 12 EASEMENTS/TRACTS D Drainage Easement LJ Access Easement LJ Native Growth Protection Easement D Tract D Other: ~---------------------···--·· -·----------------~ Part 13 SIGNATURE OF PROFESSIONAL ENGINEER f---------------------------·--·· --------- 1 or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. II ao/201~ Signed/Date --- Figure 1 Page 3 of 3 - -.:2 -~ @2015 LPD Engineering PLLC i'3' ~ ~ <S_ (:)., .<:::: --:: <t, <t, l ~ -S. 1111 [1 1932 fi~ A" Sui te 201, I I Seo OI,, WA 9810 1 p. 206.725.1211 f. 206.973.5344 engineering pile www.lpde ngineer in g.com 0 500 1000 2000 ~ N Scale 1"=1000' SUNSET COURT APARTMENTS De scr ipt ion Fig ure VICINTY MAP 2 E 0.. ID ID n "<t- N (D ,- I > 0 z I (J) N Q) -+-' 0 0 CJ) ~ -0 (/) 0 (/) I LL 0... C 0 -+-' C (1) Q:'. .. (1) Li:: MAP UNIT SYMBOL AmC KING COUN1Y AREA, WASHINGTON (WA633) MAP UNIT NAME '°'1' r ./ , r. Artents, Alderwood material, 6 t o 15 percent slopes l N I -•- I ..._ _________________________________________ __, s unse t C OU rt A _pa rt t mens 111111 7936 Sew•d Pm A,e S. Description 11/30/2016 Figure I I s~<1,. w, ""' Soils Map and Legend 3 p. 206. 725.121 l f. 206.973.5344 engineering pl le www.lpde ngi neering .com E o._ l() I!) CXJ 0 ~ t.O I > 0 z I CJ) N 2 0 0 CJ1 ~ -0 {/) C 0 '.:; "O C 0 u GLEWWq)OD AVE NE :SIDENCE w ! Z 1 W , >, <(1 z i Q i f-1 ~I -1 0!1 (l!i <t! ::It1 --------·--- EXISTING lAWN ' @- EXISTING WOOD CHIPS EXISTING RESIDENCE EX ISTING ASPHALT I / ---~ Q .. :::,,, ~' ~- // I EXISTING AREAS t f -s -/ SUNSET COURT w, I ' II /30 /20 16 I '''"" I t o 50 ,oo I :, I c Scale 1'•100' (l) n:: (l) ~ ™ lmpervioua StJ1ace Pervioue Slrface 17,621 SF 0.404 AC 69 ,438 SF 1.594 AC Total Pro;ect Site Area 87,059 SF 1.998 AC ©2011 LPD Engineering PLLC L m m 7936 Se~·ard Park Ave S, • I Seanle. WA 98 11 8 p. 206.725. 12 11 f. 206.973.5344 engineering pllc www.lp(kngincering.com Desc ription Existing Conditions I 4 E 0.. n N l{) '<t n <.O -I > 0 z I m N 2 0 0 01 ~ -0 V) C .Q ~ -0 C 0 u -0 Q) V) 0 0.. 0 '- Q I LL.. Q_ 11 0::: ~ i.;: 0 'w' • '\,1'-I ·-----! BIORETENTION AREA #1 AND TRIBUTARr ROOF A~EA STORMTE CH lfTENTION SYSTEM - WEST rlN FC S. c "'I ~I OiJ I z I ~ ~ 2: ~ i I I -•-<t( 2~ I :r: 50 I Scale rtso· ·-~ BIORETENTION AREA #1 MD TRI BUTARY ROOF AREA -------. BIO RETENTION AREA # 1 AND TRIBUTARY ROOF AREA r \ --' ,, --. DETENTIO N PIPE Fl STORMF ILTER CARTRIDG E #3 /. ~ EAST BASIN FCS STORMFILTER CARTR IDGE #3 © 2016 LPD Engineering PLLC /// I I ~·~/ q I 2'· .<::' ..... , I ~/ .;: ( J 1,, STORMFlLTER CARTRIDG E #1 -BIORETENTION AREA #1 A ND TR IBU TA RY ROOF AREA I I II m I , .. ~w ... ,., I I Scanle,WA 98118 p. 206.725 .1 211 f. 206.9735344 engineering pllc 1,ww.lpdcnginccring.com PROPOSED AREAS WEST BASIN -~~-ROOF SUFACE tz272J STD PAVEMENT k:::%--:'.'§ PERVIOUS PAVEMENT /PA YEPS GEOBLOCK (50'1. tlP/50'1. ~SS) TOTAL I~ su:FACE TOT AL PERVIOUS SURFACE TOT AL AfEA N WEST BASIN EAST BASIN ™ ROOF Slff=ACE tz272J STD PAVB.ENT ~'SJ PERVIOUS PAVEMENT /PAVE.PS ~SSCAETE (50'1. ltvP/50'1. GRASS) TOTAL u>ERVIOUS SURFACE TOTAL PERVIOUS SURFACE TOT AL AfEA N EAST BASIN UNDET AINED AREAS ~~ t7Z2l STD PAVEMENT ~ PERVIOUS PAVEMENT/PAVE.PS ORASSCAETE (50'1. f.lP/50'1. GRASS) TOTAL IMPERVIOUS SURFACE TOT AL PERVIOUS SURFACE TOTAL AfEA l.tOET AtED Total Project Site Area 25,289 SF 0.581 AC 736SF 0.017 AC 4,839SF o.mAc 30,864 SF 0.709 AC 12,643 SF 0.290 AC 43,507 SF 0.999 AC OSF OAC 15,637 SF 0.359 AC 4,197 SF 0.096 AC 19,834 SF 0.455 AC 5,724 SF 0.131 AC 25,558 SF 0.586 AC 1,422 SF 0.033 AC 3,011 SF 0.069 AC 4,433SF 0.132 AC 13,513 SF 0.310 AC 17,946 SF 0.412 AC 87,059 SF 1.999 AC s t Court Aoart t Descript ion 11/30/2016 Figure Proposed Conditions 5 le: ~ ".') ':::? "' <o ..._ I :,,. ~ ~ •.. LAKE WASHINGTON ~ ' ~. ~--·', .. \ \ . \· ·, \ ' \, . . \ .. +· ~~" ,.---··· .,•/· I ~· (' ,. :· ,,.<, ~ ,:· / __ .---· . ' I \ ·/ ~ ' -. / ~· J -~ , ' / \. \,, ·, -~-- \ .. ·\ i '1o--· '·1. ' -\ •,. "' ·, ' ', L -I I I I I i , \-...-' -\ ·." .\ ---··-____ J . ~·. . '· <\'. ' I f \ llr ·. . ' ·=-.../., ,-... ·-=:x--.· ..... !! .. 1.-~ ' \ ;' .·\ ' ' \ ! ' ' _..' ). I I'·,'•. .•' . ' ',, 1..-, .. .f ,, ,,\ ~ '· 'wit ,.'i ' \ •'1 I ', ... r \ . ., . 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I , -~ ..... ~-·-, · ·e:-'·:,- 1 ,' • -:., \ g m I a l6s~n M M Desc ription 11 /3D/2D16 Figur e I I Seattle,WA 98 118 p. 206 .725.1211 f 206.973.53 44 engineering pllc W1'W.ipdcogUJeering.COID APPENDIX A Design Documents fomet Court Apartments Technical Information Report November JO, 2016 ' SEC 9, TWP 23N, R SE, W.M. Call 3 Working Deyo Before ~ou DIG! IN COMPLIANCE WITH CIT'Y" OF RENTON STANDARDS cs; "------- AHA SUNSET COURT APARTMENTS ·\\',Q, I" 1-800-424-IJSSl!li av ______ _ "-------- ,.. , .. , .. ,,. 1144-1158 HARRINGTON AVE NE, RENTON, WA 98056 PERMIT*---- LEGA.L DESCRIPTIO\J PARClL A TrlAT PORTION OF PJBLIC USE AREA ADJACENT TO TRACT 468 IN BLOCK 46 OF CORRECTED P1..AT OF RENTON HIG-iLANDS NO. 2, AN ADDITION TO THE CITY OF RE'.JTON, ACCCRQ1".JG TO THE PLAT RECORDED IN VOLUME 57 OF PLATS, PAGES 92 TQ 98, INCLUSIVE, RECORDS OF COUNTY OF KING, WASHINGTON, LY,NG SOUTH OF A LINE DESCRIBED AS FOLLOWS: BEG1NNING AT TriE SOL·Tr<EAST CORNER or LOT 21, BLOCK 46 OF SAID PLAT; THENCE EAST TO fHE SOUTHWEST CORNER OF TRACT 46A OF SAID PLAT; ANO LYING NORTH a• THE rOLLOWING DESCRIBED LINE: BEGINr-..1NG AT THE SOUTf-WEST CORN~R 0' LOT 19, BLOCK 46 OF SAID PLAT, TrlENCE SOUTH OT~i5'47" WEST 25.58 >EET FROf~ THE SOUTHWEST COR'JER OF SAID LOT 19, THENCE SOUTH 86'34'36" ::AST 200.80 FEET TO THE CENTERLINE OF VACATED HAR~INGTCN PL.ACE NOR.,."1EAST AN~ THE TERMlr-.JUS OF SAID L1N[, TOGETHER Wl]f-, A 10 FOOT WALKWAY l YING 8ETW[EN TRACiS 46A AND 468 OF SAID PLAT AND BETWEEI\J LOTS 20 ANJ 21 OF SAID BLOCK 46 PARCEL ll..-1 PORTION OF TRACT 468 OF BLOC,< 46 OF CORRECTED PL7\T OF RENTON >-ilGHLANOS NO. 2, AN ADDITION TO THE CITY OF Rt.NTON, ACCORDINC TO T>-iE PL.AT RECORDED IN VOLUME 57 OF PLATS, PAGES 92 TO 98, INCL.US VE M!ECCRCS OF CJJNIY Or KING, WASHINGTON, AND THAT PORTION OF VACATED '1ARRINGTON PLACE NOR"'."H[AS-(FORME~LY 12TH PLACE), DESCRIBED AS FOLLOWS: BEGINNING AT THE INTERSECTION OF THE WESTERLY LINE 0' TRACT 468 ANO THE 'JORT!-<ERLV LINE OF A 50 FOOT STRIP OF LAND DEEDED IN AUD 1TOR'S FILE NO. 6471625;TH[NCE NORTH .32"15'58" EAST Ai_ONG SAID WESTER1_y LINE 216.08 FEET TO THE TRUE POINT OF BEGINNING; TH[NCl SOUTH 57'44°02" EAST 110.00 FEET TO THE WESTERLY MARGIN Of SAID '1ARRINGTON PIACf NORTHEAS~. THENCE SOUTH 32'15'58" WEST ALONG SAID MARGIN 187.69 FEE.I TO !HE SOUTH UNE OF RENTON LOT LINE ADJUSTMENT NO LLA 7-83, RECORDED UNJER RECORDING NO. 8304119003; THENCE SOUTH 55·.34'.35" EAST ALONG SA'D SOUTH LINE 6.03 FEET, THENCE NORTH 31'24'45" EAST 186.09 ''EET, TriENCE NORTH 53·24'1.3" WEST 110.21 ;'EET,THENCE NORTH 30·55·11" EAST 99.11 FEET TO THE NORTHWESlf.RI__Y CORNER OF SA1D TRACT 408; THENCE SOUTH .lT15'5R" WFST ALONG THE WESTERLY UNE OF SAID TRACT 99.09 FEET TO THE POINT Q• BEGINN,NG PARCEL A-2: OF THE CITY OF RENTCN, RECORDED UNDER RECORDING NUMBER 664 7013 ADJOINING TRACT 468 1N SAIC PLAT, LYING NORTH OF THE FOLLOWINC DESCRIB£D LINE COMMENCING AT THE SOUTHWEST CORNER or LOT •,9 IN BLOCK 46 OF SAID PLAT: THDKE SOUTH OT35'47" WEST ALONG THE EAST LINE OF HARRINGTO!\J AVENUE NORTHEAST, 25 08 FEET TO THE INTERSECT10!\I OF THE CENTERLINE OF A 50 FOOT STRIP OF lP.NO CONVEYED TO THE CITY OF RENTON av DEED RECOR-JED UNDER RECORDING NUMBER 5471625; THENCE CONTINUING SOUTH 03"35'47" WEST 0.50 FEET TO THE TRUE POINT OF B[GINNING; THENCE SOUTH 86'34'36" EAST 200.80 FEET TO TH[ C[NTERLINE OF VACATE·) HARRINGTON ?LAC[ NORTHEAS' (12TH PLACE) ANO THE TERMINUS OF SAID LIN[; EXCEPT THOSE PORT1QNS OF SAID TRACT 468 AND HARRINGTON PL.ACE NORT'1EAST LYING WITr'IN THE "OU.OWING DESCRIBED TRACT. COMMENCING AT THE 1NTERSECTION OF THE WESTERLY L1!\JE OF SAID TRACT 468 WITH THE NORT'1ERLY LINE OF Tr<AT 50 FOOT STRIP OF LANO DEEDED TO T'1[ CITY Of RENTON AND ~ILFD UNDER RECORDING NUMBER 6471625 IN VOLUME 520'. OF DEEDS, PAGE 6'· 7, IN KING COUNTY, WASHrNGTON: THENCE NORTH 32"15'58" EAST ALONG SAID WESTERLY LINE 21608 FEET TO THE TRUE POINT or BEGINNING: THENCE SOUTH 57'44'02" EAST 110.00 FEET TO THE WESTERLY MARGIN OF SA1D VACATED HARRINGTON PLACE N.E; THENCE SOUTH 32'15'58" WEST ALONG SAID MARCIi\ 187.69 FEET TO THE SGJTH LINE OF CITY O• RENTON _QT LINE ADJUSTMENT NUMBER LLA 007-83 AND FILED UNDER RECORDING NUMB[ R 8.l04119003, IN KING COUNTY, WASHINGTON; THENCE SOUTH 55·34·35" EAST ALONG SAID SOUTH UNE 6.03 FEET; THENCE NORTH 31'24'45" EAST 18609 FEET: THENCE NORTH 58'24'13" WEST 110.21 FEET: THENCE NORTH 30'56'11" EAST 99 11 FEET TO THE NORTHWESTERLY CORNER OF SAl,J TRACT 468; THENCE SOUTH 32'15'58" WEST ALONG THE WESTERLY LINE OF SAID TRACT 99.09 FEET TO THE TRUE POINT OF BEG1NNING PARCEL C LOT 19 IN BLOCK 46 OF CORRECTED PLAT OF RENTON HGHLANOS NO. 2, AN ADDITION TO THE CITY OF RENTON, ACCORDING TO T>-iE PL.AT RECORDED IN VOLUME 57 OF PLATS. PAGES 92 TO 98, INCLUSIVE, RECORDS OF COUNTY OF KING, WASHINGTON PARCEL ~ LOT 20 IN BLOCK 45 Of CORRECTED PLAT OF RENTON f'IGHLANDS NO 2, AN ADDITION TO THE CITY OF RENTON, ACCORDING TO T'1E PLAT RECORDED IN VOLUME 57 OF PLATS, PACES 92 TO 98, INCLUSIVE, RECORDS OF COUNTY OF KING. WASHINGTON WA.SH NGTO\J "" F :r ~ ~i ~ f[j -I I ii: -~q, l 1 "r-1--JPROJECT I I SITE PORT1:)N OF TR.Ii.CT 468 OF B·_OC,< 46 OF CORRECTED PL.AT OF RENTON '1IGHLAN0S NO. 2, AN ADDITION TO THE CITY OF RENTON, ACCORDING TO TrlE Pl)i,T RECORDED IN VOLUME 57 OF PLATS, PAGES 92 TO 98, 1NCLUSNE, RECORDS OF COUNTY OF KING, WASHINGTON, LY',NG NORTHERLY OF THE '0LLOWING DESCRIBED LINE: 8[GINNING AT THE SOUTHWEST CORNER OF LOT 19, BLOCK 46 OF SAID PL.AT; THENCE SOUTH 03·35'47" WEST 25 55 FEET FROM TfiE SOUTHWEST CORN[R OF SAID LOT 19; THENCE SOUTH 86'34'.36" EAST 200 80 FEET TO THE CE"ITERLINE OF VACATED HARRINGTON PLACE \JORThEAST AND THE TtRMINUS OF SAID LINE; ANO LYING SOUTHERLY AND WESTERLY OF THE FOL~OWING DfSCRl8EO LINE· BEGINNING AT 11--<E ,NTERSECTION OF THE WESTERLY l.lNt. OF TRACT 468 AND THE ·~ORTHERLY LIN[ OF A ~o FOOT STRIP or LAND DEEDED IN AUDITOR'S FILE NO 6471625, !HENCE NORH 32'15'58" EAST ALONG SAID WESTERLY LINE 216.08 FEET TC THE TRUE POINT OF 8EGINN1f!G, THENCE SOUTH 57'44'02" EAST 110.00 FEET TO TH[ WESTERLY MARGIN OF SAID HARRINGTON PLACE NORTr'EAST; THENCE SOUTH 32·15'55" WEST ALONG SAID ~ARG,N 187.69 FEET TO lHE SOUTH LINE OF RENTON ~OT LINE ADJUSTMENT NO LLA 7-83, RECORDED UNDER RECCRQ,NG \JO 8.304119003 AND THE TERM,NUS OF SAID UNE VICINITY MAP PARCEL 8 T'1AT PORTION OF TRACT 468, CORRECTED PLAT OF RENTON HIGHLANDS NO 2, ACCORDING TO T>1E PL.AT THERtOF RECORDED IN VOLUME 5 7 OF PLATS, PAGE(S) 92 THROUGH 98, INCLUSIVE, IN KING COUNTY, WASHINGTON. LYING NORTHEASTERLY or A LINE· COMMENCING AT THE INTERSECTION OF TrlE 'JORTHW[ST[RLY LINE or SAID TRACT 468 WITH THE NORTHERLY MARGIN o;- TrlAT CERTAIN 50.00 FOOT W'DE STRIP OF LAND CONVEYED TO Tr<E NY OF RENTON FOR STREET PURPOSES BY DEED RECORDED UNDER RECORDING NUMBER 6471525; THENCE NORTH 31·59'53" EAST, ALONG SA1D NORTHWESTERLY LINE OF TRACT 468, 216 08 FEET TO THE TRUE POINT OF 8EG1NNING Of THE HEREIN DESCRIBED L'NE: THEI\JCE SOUTH 58'00'07" EAST 135.00 FEET TO THE CENTERLINE OF SAID VACATED 12TH PL.ACE (r<ARRl!\JGTOr,,, PL.ACE NOR-"1EAST) AND THE TERMINUS OF SAID DESCRIBED LINE; TOGE1'1ER WITH THAT PORTION OF THE NORTHWESTERLY HALF OF VACATED HARR1NGTON PLACE NOR'rlEAST (' 2TH "LACE) AS VACATED U!\IDER ORDINANCE NO. 2553 CIVIL U.JGI\JEER LPD ENG1!\J[[RING. PLLC 19.32 FIRST AVENUE. SUITE 201 SEATILE, WA 98101 CONTACT. LAJRIE PFARR PHONE. (205) 725-1211 EMAIL: LAUR1t.P@L.PDENGINEERING COM WEBSITE· WWW LPOEI\JGINEERING COM BENCHMARK ~ CITY OF RENTON MONUMENT NO. 57 3" BRASS D1SC W/ "x'' IN CASE AT INT OF NE 12TH ST. & EDMONDS AVE. NE ELEVATIQ"J = 326.43' (99.496 METERS) NOT TO SCALE IMPERVIOUS AREA EXIST;NG ,MPERVIOUS AREA (TO BE REMOVED): 1 7 621 SF NEW HJPERVICUS ARE.Ii. ~LL~ TOTAL NEW P _us REPLACED IMPERVIOUS AREA 55 373 SF SHEET INDEX HEFT Tlci E ...... S.H.£.FT COVER SHEET CO.O TESC AND SITE DE~OLITION C 1.0 TESC DETAILS C 1.1 TESC NOTS C 1.2 GRADING AND DRAINAGE C2.0 DRA1NAGE SECTION ANO DETAILS I C2.1 ORA1NAGE NOTES AND DETAILS C2.2 DRA1NAGE OETALS C2.3 STORMTECH J['AILS C24 PAV1NG ANO LAYOUT CJ.O I PAV1NG ~OTES A~ __ DET;..1LS C3.1 CJ.2 PAV,NG DETAILS UTILITIES C4 D UTILITY DETAILS C4.1 PROF1LES C4.2 :~ A II P I """"'"' Sulte2Dl SWttle, WA 'lBlD1 p, 206.725.121: I. lOli.~73.5344 engineering pile ........ 1pd,ri.,;riet<ir,g.co"' a,ch1tecl Schemata Workshop, Inc. 112 5th A·1P. N Sratt C, WA 38109 CONTA:T 13race (1m AIA v l20612C5 1 JB9 P. grarP.·:i1lsi:hP.rnato·f,\Jrkihiµ ccm o·,vner Renton Housing Authority 2900NClmSt Fenlcn. WA 98056 cc~ "TACT Mr,r( G'op:1Rr ., ;L251 276 · 850 SUNSET COURT APARTMENTS 1144-1158 Harrington Ave NE Renton. WA 98056 PRl'IIT CATE o;i::ucT ISSUE OA-tS 'II0'1H/BF'l ?5. 7J16 .IANIJAR'r' 70 /C16 11/3Di2C15 9 00 OC AM S:HEMAT 1C OES[i'II STE rLAN iEVIE',V SEPTEMBER 14. 2016 CCS GN DEVELOPMENT DECEMBER 2. 201G RlllLLJIN(O PERMIT NO IE fl.ILL SC/o.LC SH:t T SIZE IS 2T x 34· Author SER Checker COVER SHEET co.a [oµir1ght L;,D En9'1'eer1~g. PLcC A ~~-: Ii )( )i J ;\ './ ! :\ l TREES DISCONNEC: ELECTRICAL SERVICE COO'sDINATE WITH PSf ~ TREE PROTECT 0~ \, !!-' CC,C:'° [NC) [\\\ ! ' REMOVE [X CURB \\ Call 3 Working Daya 1111 cOMPL1ANcE IMTl-1 cm oF RENTON Bolor\,~ DIGI " mNoAROs es; " -------- ~- DAI~ 1-800-424·5555 8Y -------~- " """ '<EMOVE EX CONCRETE I ===--==~ I I -1 /~~I" EX CC-NCRHE \.! r ---."' '~"' TREE "~ .,,..:;;;, \1( 11 RH.10\IE EX I TREE I. I, 11 -~----,"' \ ( "'-r<~\ \ \ \ X J I '~ ) ' I i I \,,oaosrn,\ .I I I B~'LDGE ) LIMI~ 1 Ii ®?! " J_.....--- REMOVE EX DRIVEWAY ---1 1 ill SILi .2_2-(TYP) '""__l-1---- CQt,,,STflUCTIQN (TYP) CD -£1.!. 1 c._'...........- FE',CING---~ I "' i >1 <:[ z -->· ~ / ~-- ""-ea_ QPOSED\ BULDG[ L'MITS ~ -2._'.- TREE PROJECTION FENCING (TYP) (/ ~ @" i I ' u ! REIAOVE EX DRIVEWAY ~ ; -,noN _ -, PROTEcr o sioRCTt. ----........_ _r I I ;,LANTER ANO ~-..) "PoR'("-<"CS I I~ I ;, ""-,so,osrn\ .. 1// ~,~;fs°' !/ osco'"'" mcrnw--.J_~! . j 1'.;'"~:;, cooso,"" . / r REf.lOVE EX DRIVEWAY~-~ I ~ '~~ F!APORARY SEOIMEN! ~f;:,A 1 ~ .;," '""" ,CSO ' C ' ~ ~ "°' Po,e ,er, 36 SC ---...... M1N sonoM ~ e,_fCTRICAt SE~~c~~I - DISCONNECTED -.........____ ffi STABILIZED CONSTRUCT10N- .£2..2_. ENTRANCE PER STO PLA.N 2L'; 10 I I I INSTALL SD SYSffM AS NECESSAR~ TO PROVIQF OUTLET FOR SEDIMENT CONT~OL FACIU-:Y (SEE C2 0 FOR DESIGN 1NFORMAT10N) REMOVE EX / FENCE ('YP~/ 1/ i ( \_ ,. // I I / @--Tl'lANSPLA~T D TREE SEE .ANDSCAPE FOR ·-.._. N(W LOCAT,CN ····~ REMOVE EX/··,",.,,."'-. FENCE (TYP) I . \._PROPOSc.D\ BulDGE L1M1TS ~Rn,IOVE ' (TYP) EX CONCl'lETE ,.___ ! 1; / ., " ~ " •. '""--._CONSTRUCTION FENCING m (TyP} -E.:J, " '" ~~'~llM'lS OF WORK l ,0 20 Scale 1"=20' LEGEND PRQP('HY LIN( 'lEMOVE EX)\ 'ENCE (TYP) > 1 / /! # ---REMOVC EX [X CONTOUR (•ND[X) @)°·"' REMOVE EX CURB ~t~?.VE EX SIGN"\ i'' --.,_,,. ;/ -·,,, . // // /~-----------RlMOVE . ...-r I (D'P) ~ v-v~~-) ./ ~ EX PLAY COUIPMENT / '\ M~ TO 8£ REt,,iOVED BY~ ,/ 1· oa~/ ___- CITY CONfRACTOR TO ;! ~ / COORDINATE , .' 1, / ,-~-/ / // I I I • ---I I ---=,,---->=,,'/' I I I . I -<.........." '""~-~~-~~----J- i / f ' l ;' l ,-+-- / / / I /.,, • ----------R[i.lOV( EX ~ ASPHALT /1.-,:_ RCMOVE 0~ -~ CONRETE -REMOVE EX WOOD CH,P PLAY AR[A ASPHAl T EX l'lEE EX CON~OuR Bu1LCING/STRUCTUR[ REMOVAL CO'-IC"ETE REMOVAL -_ -~ SAWCUT LINE --"--------ASPHA•_T R[MOVAc ~* ,..--.__... • EX TR(E TO REMAIN EX TREE TO BE REMOVED TREE PROTECTION EY. UT·LITY TO BE REl.'OVEO LIMITS OF WORK EX WALL TO BE RE.Movrn CONSTRUCTION FENCING PROPOSED BUILDING OUTLINE STAB1uZD cor-.STRUCTION [NTRANC~ SILT FENCE TEMP FORCE MAIN 1NLET PROTECTION ,n ' II P D ""'"' "' 5u~e201 Se.,~ WA 96:01 p. 206.l2s.m1 f. 206.973.5344 engineering pile ww,,,l;,deng1m,er1n;.com Jrch1tec: Schemata Workshop, Inc 112 5th A,·e N Secctle. WA 98100 C::JNl/C G,ace K,m f•.IA v l?06'12B5 '589 e ~r~ce@cc1emD1Jwork$hOp com owner Renton Housing Authority 7900 NF I Qth S· Renton. WA 98C56 COIJTACT Mer, G·cpoer ,· 142:>1225 1850 SUNSET COURT APARTMENTS 1144-1158 Harrington Ave NE Renton. WA 98056 C>CJINT DATE 111:.J(J/2Cl16 9 00 CC AM ?ROJ~CT ISSUE DATES NOVEM.3ER 25. 2016 SCHF'v1ATIC Jt:.S[i\J JANLJA:]Y 20 2016 SITF PIAN REVIE',V SEPTEMBER 1-/. 2J16 OFSIGN CEIJUJPlvH:NI DECEMBER Z. 2C16 BJ LOING PFRMIT 1508 NOH f"lJL. SCALE SHHT SIZE l'.C 22· ~ 34· t\~tlmr SER Checker TESC AND SITE DEMOLITON C1 .0 Ccp1T1Qht LPO t1~1neer1ng PUC GEOTEXT1,_E SCHEMATIC OET/\IL '--srn,wENT ACCUIAL'LA'OR (IAIN. O.S CF STORAGE) PROVIDE "STREAMGUARO SEDIMENT CATCH BASIN INSERT" OR APPROVED MANUFACTURER'S 'IAME: BOWHEAD ENVIROI\IM[NTAL & SAFETY [DUAL ADDRESS-PO BOX 375 PRESTON, WA 98050 TELEPHONE: (800) 909-3677 WWW.SHOPBOW>-iEAO COM ms CATCH BASIN INLET PROTECTION 1 / .JOINTS ,N FILTER FAaR,c SHALL BE SPLICED AT POSTS, \JSE STAPL(S, WIRE RINGS, OR EQUIVALENT TO ATIACH FABRIC TO POSTS. I I I 6' ~A~ [_J ;;,051 SPACING I.IAY BE ,NCREASEC TO 8' IF WIRE SACKING IS iJSEO TOP OF SEDIMENT TRAP / I.IOVA8·.( $'JI.IP &: Pl.ii.IF ® I .£:..'. i ~ J __ I.IINII.IUI.I 4"x4" TRENCH :i"x4" WOOJ f'OStS, STEE•" FENCE FOSTS, REBAR, OR EQUIVALENT ----------_L _\L.WATER SURf"AC[ __ ---I - REMOVE SEDIMENTATION __ / AfllR s,r£ IS S'ABILZED &. 1 E SC MEASURES A-IE REMOVED EXCAVATE e,oRETCNTION PONO AS R€:Ou1R[D ,f GRDUNDWAT(R •S OBSERVED UPON EXCAVATION, LINE WI-H 6" BETON1TE CLAY OR HDPE LINER ANCHOR TO AVQ,D f"LOAT NG ,11 9 SEDIMENT TRAP /~ / 25'R OR R~AS NOTED 12" f.llN OEPTH G[O-Ti;:X"'.IL[ , fA6R1C 4" 8" QUARRY SPALLS 2"x2" SY 14 Go. WI~~\, '" CONSTRUCTION ENTRANCE 2 EOUIVALENf, If . STA'IOARC STRENGTH FABRIC USE[; FILTER~ FABRIC I.IINII.IUI.I 4'"x4" TRENCH BACKf1U TRENCH WITH NA11V[ SOil OR 3/4"-1 s• WASHE"D GRAVEL /RUNOFF WITH SEDIMEf.lT i 2· I.IIN ~I ~ 12" t,IIN __J_ ~"x4" WOOD POSTS, SlEEL •ENCE POSTS, REBAR, OR EQUIVALENT '" SILT FENCE / PROVlDE so_1D :ov[R f"I.I =oR DISCHARGE OF 6 / ACCEPTABLE SEDII.IENT "REE STORIJWAT[R TO APPROVED OUTLET~N r=z=====- I/ ~>i~«- ~tt?,: ......-PROV,QE 5·• Ml'i :LEAi-J -~ GRAVEL AROU"D PERIMCTER l"ji 24" mAMUER OR GREATER PIPE OR ORUM (MUST BE OF NON LEACHABLE MATERIA·") W/ 2"D1A WEEP HOLES WRE Ti($ SUMP PUM.0 AND MOTO~ W/CAPAC1TY AS NECESSARY BLOCKS AS NECESSARY MOVEABLE SUMP AND PUMP 1 0 I.IETAL SU"'PORT POST 6' -8' ON CE,.,T'cR SPACING, I.IIN 5· HT BA"lR1CAOE FENC NG ~ (ORANGE CONSTRUCTION FENCE) ~IN 4· HT SURROUND TREE OR GROUP OF TREES Al DRIP LINE OR AS SHOWN ON PLANS ~ ] a " C PQS1 "'BURIAL JEPTH A 4 fOOT HIGH T(I.IPORARY FENCE MUST BE PLACED AT THE DRIP LINE OF TR[[S PR,oR ro TH[ COMMENCEMENT OF CLEARING OR EARTHWORK NOTIF'Y THE CLEARING AND GRADING INSPECTOR TO GU BO'H THE INSPECTION AND WRIT1EN A.PPROVAL OF FLAGGED TREES AND Tn.+PORARY PROT[CT,ON FENCl"G AROUND TREfS ·o SE SAVED PER THE APPROVED CLEARING ANO GRADING "" N:) S'OCKPP_ING or MATERIAL AND "o \/[HICU"""R 'RAfflC ARE ALLOWE:l W-THIN THE L'MITS OF THE ORIPLIN(, THE TEMPORARY fENCING, UNLESS APPROVED BY THE ARBORISf. FILLlt-.G, EXCAVAT10N, ANO CLEARING MUST BE ACCOMPLIS~(D BY HAND METHODS ONLY 'JNlESS APPROVEO BY ARSORIST 3. ROO~S OF TRffS TO BE SAVED WHIC,-. ARE DAMAGED DURING CONSTRUCTION I.IUST BE TRFATED IN THE FOLLOW,NG WAY fOR DAMAGED ROOTS OV£R 1" IN DIAMETER, I.IAKE A CLEAN. STRAIGHT Cul TO REMOVE THE OAMAG[D PORTION OF THE ROOT A~L EXPOSED ROOTS WILL BE TEI.IPORAR·L Y COVERED WiTI-J DAI.IP BURLAP OR WOOD $HA',"NGS TO PREVENT 0R¥1NG AND COV£RED W h EARTH AS SOON AS POSSIBLE. NIS TREE PROTECTION FENCING APRON\ 6" OVE'lLAP~r--....._-----.... f. t·· ! CONSTRJCTION I -----Uc::i=:s::=1==~ AREA OR f=:f STOCKPILE :.R~A r A .£CQL -} ~ t A CONSTRUCTION AREA ~ ~/~11.11TS OF SEDIMENT CONTROLLCO AREA .. . ·.-1 SECTION A-A ~OTE IF THE SURf"ACE ARCA IS CONCRETE. ADHESIVES S1.,'Ci"' AS llOUIO NAIL OR SAND BAGS SHALL BE usrn. I> IT IS AN ASPHAL 1 SURFACE, A RUBBERIZED ASPHALT EIIUlSIDN CAN BE USED ~HE TACKING AGENT I.IUST BE APPLIED lJ',QER THE FULL LENGTH OF TH( BARRIER SECTION ANO THE APRO" '" SILT DIKE 3 7 ,11 11 NOT USED Call 3 Working Daya Belor~-'il\~ DIGI ea, IN COMPUANCE WITH CITY OF RENTON STANDARDS "--------- "-------- ~-, .. 1-800•424•55Sf51 8 v -------0.1. D•t• "--------- Sl~ETCH£fi SAR (lYf') z s ·o SADDLE CL.AMP ( -,u,~_=u~'ll:!:!r_11:!:i~lf:!!ll~=i°:l~'II=~= 11~~~~111~-E_1a~~-l~_1i?ll:--1,"-' -:11= 11=;:;ll':"tF~·jl-;,·-, ;-;·--,,----,,r-n:::'11,:"'--'-'\L,'.:::~,llJ,::;E;:;w=Tf"""l"'- ' ~ CONCRETC BLOCK YI'! ao lBS ,· , t" 1,i[SH, 11 GAi..lGf Y1N PROVIDE SECURE AIACHYE~' AROUND [•!TIRE FENCE PAr.iEL ,rs 8 CONSTRUCTION FENCING NOT USED 12 u m P m "'"'~'" Suite l01 seattle, WA 911101 p. 206.725.1211 f. 206.97).5344 engineering pile ....,,,,.,lpdeng,~ee~eg.com drcl11tec1 Schemata Wmkshop, Inc. 1125tl·A,eN ScJttle WA 98100 CCWA(T Gra::e Krm /I.IA ·, :zc.:: 235 '589 e u:di:e@s1:>1emolH~mr<!oho~ ::om owner Renton Housing Authority 2900 Nt 10tl1 St Rertor, WA 98056 CDNTA(T Mark (l·np:1er ·, 14?5', no iaSJ SUNSET COURT APARTMENTS 1144-1158 Harrington Ave NE Renton. WA 98056 PR!NT :ATE Prt·JJFCT ISSL.E OATFS I.JJ\/Flv'fl;R 75. 2016 JANUARY ?O. /016 11/30//C 16 3 00 00 AM SCHEMATIC OESIGf\; SIEPL/\N REVIEW SEPTEM3E'l 14 2J1t Dt.SIGN DEVELCPMENT DECEM:lEg 2. 2C16 BlJILJIN·~ PU-11\11-T 'IID; '.: FULL SU,U: SHH I SIZE S 22" x 3l" AJ1h01 SE~ iA Chec~er TESC DETAILS C1 ·.1 ::11:ryr1uh1 LPD Enom~mg PLLC A GENERAL NOTES I EXISTING CO';O,J,QNS A CONT/\CT ALL NECESSARY UTILITY PiJRV£YO'lS TO COORDINATE UTIL'TY CUTOFFS AND RO,.,OVALS V[R1FY THAT ALL APPROPRIATE SERVICES '1AVE BEEN JISCONNlCl[D B COWOR~ TO LOCAL GOV[RN,NG REQU1REMENTS REGARDING NOISE CO'ifROL MA,NT/IJN SAFE V[hlCULAR ANC· P[O[STRIAN IRArr1c ROLJ!lS: ENSURE IJINl.'UM INT[Rl'[R[NC[ WITH ROADS. S'REETS, ALLEYS, SIDEWALKS, AND ADJACENT FACILITIES 00 NOT CLOSE OR 08SIRUCl STREPS, FIRE LANES. SIDEWALKS. ALLEYS OR PASSAGEWAYS WIT'101JT PERMISSION FRQt,,j AUTHQRITl[S 1-W/ING JURISDICTION 4 IF RtQUIR;:D 8Y GOVERt<ING AuTHORITl[S, P-lOVIO[ ALTERNATE ROUTES AROUND CLOSED OR OBSTRUCT[~ TRAFFIC WAYS A vrn,n LOCATION AND ELEVATION OF EX STlhG UTlclTl[S AT POINTS OF CONN[CT,ON P'l1CR TO COl,O.IENCING WORK ON NEW i.,TILIT'f THAT IS TO 8[ CO..,NECTED TO lHE EX1STING LITILITY. COORDINATE WITH OWNER'S REPRE"SENTATIVF I' ACTUAL CONDITIONS ARE A.T VARIANCE WITH PLANS VERIFY LOCATION AND ELEVATION OF [,,STING UTUTl(S surnc1ENTLY IN ADVANCE OF CONSTRUCTION TO ALLOW F'OR COOR~INA'ION AND I.AITIGAllQN OF CONFLICTS WITHOUT DOWN T11.AE DII.AENSIONS AND LAYOUTS A THE CONTRACTOR 1S RESPONSIBLE FOR PRESE'<VING ALL 8[NCHMARKS AND SlAKE.S AND 15 REQUIRED TO REPLACE ANY STMES OR EIENCHMAR,(S THAT ARE DISPLACED OR MISSING B Tl•[ CONTRACTOR IS R[SPONS18LE. fQR REV,EW or ALL UTILln PURVE"YOR ANO CITY 'sECOROS RHATIVE TO THE [X1STING UNDERGltOUND UTILITIES. THE CONTRACTOR IS RESPONSIBLE ro;, AVOIQ,NG DAMAGE TO THESE FACILITIES AND SHAU RE:S'ORE All uT1LITIE.S Al CONfRAC!OR'S OWN nPENSE. THE CONTRACTOR IS TO NOTIFY TH( OW',J(ffS R(PRES£NTA~1v[ IMMEDIATELY I> IJNCERCROJNC uT LITIE.S NOT SHOWN O'-i RECORD DOCUMENTS ARE" ENCOUNTERED THE CON!RAClOR WILL BE RESPONSIBLE FOR FURNISHING. SE"TING ANO MARK1NG A_L UN[ LOCATION STAKES A QlJALIFIEO LArOU~ ~NGINEER, SURVEYOR, OR 'ECHNICAL SPECIALIS' Mu'ST BE ASSIGNED 10 THE COl'ITRACTOR'S CREW f"OR T"IS WORK AND SHALL BE ON SIT[ AT ALL H,i(S WH[N WORK REOJIRl~G CONTROL 1$ B[ING PERFORMlO, TOGE.THER WIT!-< ALL NECESS/iRY EOUIPME'.I, SUP"LIES AN,J INSTRui,jENTS REL.ATEO THERETO THIS i:QUIPMENT AND PERSONNEL MUST BE AVA1LA3L[, AT NO AODITIDNA.L COST TO !~E OWNER DR OWN[R"S '<EPRESENTATIVE, FOR THE PuRilOSE OF VERIFY,t<G l.AYO~T AND CERTIFYING T"E ACCURACY OF WORK ON TH( $IT( REGULATORY REQUIREMENTS· A COMPLY Wl~H ALL APPL1CABLE f[C{RAL, STATE ANO LOCAL CODES ANO SAFUY REGULATIONS. IF T,-.ERE ARE ANY CONFLIUS AMONG REFERENCED STANOARDS. THE MORE STRl'JGENT REQU1REMENTS SHALL GOVERN B OBlAll>J All NECESSARY PERIJ1TS GRADING NOTES ALL WOR>< S~ALL BE IN CON•ORMANCE WITH THE "GEOTECHNICAL ENG•N(ERING STUDY. PROPOSED HOUSll>JG DEVELOPMENT. 1144-1158 HARR•NGTON AV[NU( NORTHEAST", GED'ECH CONSULTANTS. INC. OCT 1S. 2015 THE PROJEC' GEOTECHNICAL (NGIN[[R O> RECORD OR HIS Rt.P~£.SENTATIVE MUST BE ONS1T[ OuR1t,G CRITICAL EARTHWORK OPERATIONS. THE GEOTECHNICAL ENGINEER SHALL OBSERVE ALL (XCAVATior,s AND FILL AREAS IN ADDITION, TH( H<GINEE', SHALL INSPECT TH( SOIL CUTS PR•OR TO CONSTRUCTION 0' WA•-LS ANO 1NSPE[T THE COMPACTION IN >ILL AREAS. THE ENGINlE.R MUST SUB~IT FIELD RCPORTS IN WRITING TO THE PCO 1NSPEClOR •OR SO•lS VER,flCAC10l>J ANC FOUNDATION CONSTRUCTION. All EARTHWORK SHOULO BE IN COl,fORI.AANCE WITH THE R£COMM[N0ATIONS IN TH( G[OT[CHNICAL RFPORT THE GEOTECHNICAL (NG1N£[R t,.IUST BE PRESENT AT THE PRE-CONSTRUCTION MEfTl'JG(S) 1N AD01T10N. Tr,[ FOLLOWING CONSTRUCTIO'I STAGES MUST BE INSPECTED. MON TORED, AND T[ST£0 AS NECESSARY 8Y THE CEOffCHNICAL ENGINEER OF "ffCORO A. s,n CL[ARING ANO STRIPPING OF ORGA'IIC TOPSOIL •OR ALL AREAS TO RECEIV( STRUCTURAL FILL, PAVC:MENTS. OR FOUNDATIONS CUT SLOPES OVER FOUR FEET HIGf. B[NC"ING roR >IL·-TO 8£ PLACED ON SLOPES. INSPECTION or PROPOSED IMPORT FILI MATERIAL, PRIOR TO PLACEMENT l PLACEMENT OF STRUCTURAc >ILL. INCLJOING G8SERVATl0'1 Of PROPER 1.'0ISTUR£ CONTENT, LIFT TH1Co<NESS. AND MINll.l•JM COMPACTION F S·J8GRAOES FOR R[TAl'IING WALLS, FOL'NDAT•ONS, AND 'OR THE BASE OF ROCK[RIES G. INSTALLATION OF SUBSURFACE DRAINAGE FACILITIES H UTILITY TRENCH BEDO,NG AND BACKFILL. INCLUDING D8S(R\IAT10N or PROPER t,.IQISTURE CONTENT, un THIC><NESS. AND l,IINIMUM COMPACTION I. UT1~1T1[S ON STE~P S"OPES, SLOPE A'ICHORS ANO/OR BACKFILL SLOPE STA81LIZA'ION. J. ANY UNUSUAc SffPAG£. SLOPE, OR SUBGRADE CO'ID1T10N AS Q[LIN(AT(D IN THE GEOTECHNICAL REPORT OR DISCOVERED •N TH( f{LD 4 AT THE ['ID OF CONSTRUCT,ON, THE G(OT(CHNICAL ENGINEER SHAU SUBMIT A FINAL SUMMARY ·_£nER VERIFYING THAl CRITICAL STAGES OF CONSlRuCTION HAVE" Bff'-i INSP(CTED AND ARE IN CONFORMANCE WITH GEC-TECH',ICAL REPORT 7 SAFETY SYSTEMS A PROHCT Acl EXCAVAT•ON If. EXCESS OF fOUR-FEET 1N DEPT" W'TH A SAF[lt SVST[t,.i CONrORMING :o THE RffERENCEO REOUIRE~EN'S TH[ CONTRACTQil"S EXCAVATION SNTTY SYST[M SHALL BE DFS1GNED BY A QUALIFIED PERSO'J ANO MEET THE RU"ERENC[D R(OUIR[M[NTS. C ALL EXCAVATION 'JOT '<£Qu1R1NG TR£NCH SAFETY SYSTEMS SHALL ALSO MEO THE WISHA SAFEfY STA1>,DARDS AND CITY Of RENlCN R•OUIRFMFNTS EXCAVATIO"J A MATERIALS NOT D£S1GNATED roR SALVAGE SHALL BE. BRO-<EN UP. LOADfO. Al>JD LEGALLY DISPOSED OF BY To,[ CONTRACTOR CARE Sl-'ALL BE TAK(N R[MOVl'JG ITEMS TO ENSURE THAT DMIAGE DOES NOT OCCUR TO TH£. DISJ,NG TRffS AND lt,,IPROVEMENTS WH1CH A"lE TO REMAIN IN PLACE. ALL REl,.IOVALS SHALL BE ACCOMPL,SHEO Br MAKING A NEAT VERTICAL SA.WCUT AT THE LIMITS OF REMOVAL. ALL CONCRU[ WALK REMOVALS SHALL BE SAWCUT AT THE Ntxr AO,IACENT JOl'-JT ADJACENT MAT£RIALS D(SIGNATED TO REMA•N THAT ARE ·JAMAGED 8Y THE CONTRAC'OR DURING fHE WORK SHALL 8E REPLACED AT '-0 Af)OITIONAL COST TO THE OWN['< SPRll>JKLE EXCAVATED t,,IA~ERIAL AND ACCESS ROADS AS NECESSARY TO LIMIT OUST TO TH[ LOWEST PRACTICA8L[ LEVEL. DO NOT USE WATER TO SUCH AN fX!ENT AS TO CAUSE FLOODING, CGNTAMll>JATED RUNOFF. OR ICING C IN THE EVENT THE CONTRACTOR ENCOUNTrns uT,UTY Ll'°JES !>,QT SHOW[! ON THE SITE PLAN OR OTHERW·S[ l"OICATED TO BE SAVED, R~Movrn, OR ABANDONE"iJ. THE LOCATION Of SUCH LINES SHALL Bf MAR~ED IN THE FICLO AND TM[ 01\'NER"S Ri:PRES!:'ITATIV( NOTIFl[D FILL MATERIALS· A ALL MATERIAL WH·CH IS PRODOSE0 ~o 8[ USED AS fl._L, 8[00,NG OR BACKFILL SHALL 8[ GRADED ANC T[SJEO fOR MOISTLIRE CONTENT ANO COI.APACTA81UTY GRA·)AT10N AND -EST RESULTS SHALL BE SUBMITIEO FOR REVIEW AND ACCEPTANCE Br THE OWNER'S REPRESENTATIVE PRIOR 10 PLAc:EI.AENl OF FIL SEE SPECIFICATIONS FDR l"JFO'<MATIO'I AND RESTRICTIONS ON THE US( or '<(CYCLEO MATERIAL AS 'ILL MATERIAL USED rN FILLl'iG SHALL BE APPROP'<IATE TC THE SIT( AND TH[ INTENorn USE or THAT PORT,ON OF THE SITE TOPSOIL S><ALL 'IOT 8E USED AS A FILL t,,IATERIAL NO f"ROZEN OR THAWING MATERIAL S>-IALL BE USED l"J A fill COMMON F·LL MATERIAL SHALL CONSIST O<" O'J-SITE EXCAVATED SOILS fREf OF ORGANIC ANO DtLETERIOUS MATERIAL ANO 0' SlJCH SIZE A'-JD G'<ADA-10f..L THAT TH( SP[[1,l(D COMPACTION CAN 8( READILY ATIA,NED. THE MOISTURE OF COMMON FILL MATERIA~ AT THE TIME OF PLACEMENT SHALL BE WllHl'I A RANGE Q> ONE ;,ERCENT ABOVE TO TWO PERC(NT 3[LOW TH[ OPT,l,IUM MOISTURE CONTENT FOR COMPAC!ION F GRAVEL BORROW· om SECTION 9-0J 1~(1) Of WSDOT CONSTRUCTION NOISE NOTES 1 FOR ALL CQt,.11,ERCIAL, MULTl-i'AMILY. ANO NEW SiNGL[-tAMILY HOMES, CONSTRUCT10N-REL.ATEO NO,S[ IS ALLOWED 7 AM TO 6 PM ON WEEKDAYS AND 9 Ml TO 6 PM 0~ SATURDAYS NO DELIVERIES SHALL BE SCHEDULED PRIOR TO 7:00 AM OR ArTER 6·00 PM 2. C0NSTRUCT1DN-R£c.ATE.O NO•SE IS NOT AlrOWED OUTSIDE OF ALLOWABLE HOURS. LEGAL HOLIDAYS, OR SUN'JAYS MOBILIZATION/STOCKPILE AREA NOTES ANY EXCAVATED MA'ER1AL REMOVED FROM T>-IE CONSTRUCTION SITE AND DEPOSITED ON PROPERTY WITHIN THl C·TY L•MITS MUST Bf DONE IN C:OMPUANCE WITH A VA•_ID CL£ARING &. GRAOll><G PERMIT ,OCAT10NS FOR THE MOBL~l2ATION AREA ANO STOCKPlcEO MATERIAL MuST BE APPROVED BY TH[ CITY INSPECTOR AT L[AST 24 HOURS IN ADVANCE OF ANY DUi.'P NG STREET SWEEPING NOTES --- 1 CO',JRACTOR SHAU IMi.'fD,ATfLY SWEEF TH[ PAVED CITY '<IGHT-OF-WAY Wr-<(N Q1Ri OR OTHER CO"<STRUCTION RE...ATED OEBR1S 1S DEPOSITEO DUST SUPPRESSION ------ DUST FROl.4 ClEARl',G, GRADING. AND OTHER CQ',STRuCT•ON A(T1V1~1ES SHALL 8E MINIMIZED AT AcL T1t,.1ES IMPl::RV•OUS S\JRF"AC[S ON OR N(AR THE CONSTRUCTION ARlA SHALL BE SWU'T VACUJl,.IED. OR OTHERWISE MAINTAINED !Q SUPPRE"SS OLJST ENTRA·NMENT 3. ANY OUST SUPPR£SSANTS uSED SHALL Bf APPROVED BY THE DIRECTOR PUROCHEi.'ICAL DJST SUPPRESSAl>JTS ARE PROHl81T£D. WATERING THE S1T[ TO SJPPRESS DUST ,S ALSO PROHIBITED LJNLESS IT CAN BE DONE IN A WAY TMAT KffPS SEDII.AENT OU' OF THE PUBLIC DRAINAC[ SYST[M. G STRUCTURAL >ILL SHALL 8( NON-ORGANIC SOIL. ACCEPTABLE IQ TH( OWNER"S REPRESEN1AT,VE, PLACED IN MAXIMUI.< B-INCH LOOSE LIFTS, Wf7H EACH LIFT BENG COl.<PACTED TO AT LEAS~ 957. or TH( i.'ODIFIED PROCTOR i.'AXIMUM DENSITY USING ASTM.D 1557. STRUCTURAi F11.L SHALL 8E PLACED A~D COMPACTED W,THIN 2% QF THE OPTIMUM MOISTURE CONTENT 1 0 COMPACT•ON REQUIREO COMPACTION· COMPACT FILLS AND 8ACK'1LLS TO TH[ FOLLOWING ~INIMUM RELAT,v£ COMPACT•ON (P£RCE"JfAGl Of i.'AXlt,,IUM ORY OF'JSITY D[Tf'<Ml"JEO IN ACCORDANCE WITH ASTt,,1 C1557) ~ UTILITY TR(NCr1(S RfOUIRECJ MINIMJM RflAflVl COMPA(TION UNDER WALKS AND PAV1NG AGAl'JST WALLS PLANTING ANO LANDSCAPE Al/FAS OTHFR ' 1 FIELD QUALITY CONTROL "" 957. "°' 857. "" A THE OWNER"S 'ESTING AGENCY SHALL PERFORM TESTING THE OWNER'S TEST1"JG IS ONLY ro VERIIY CONFORMANCE w,TH TH[ PROJECT PLANS. TH£ CONTRACIOR IS RfSPCNSIBLE FOR CONFIRMING T-AT THE WORK M(cTS THE Ri:CUIREMENTS OF THE SP[C1F1[1,J,ONS Ar;Q THE CITY OF RE'ITON. SWPPS PLAN NOTES 1 1>,0 t1AZARDOUS UOUID ;>RODUCTS, INCcUDING BU! NOT llMIT(D TO PETROLEUM PRODUCTS. FUEL, SOLVENTS, DETERGENTS, PAINT, PESTICIOfS, CONCRETE ADMIXTURES AND FORM OILS SHALL BE STORED ON-SITE l'IITHOUT PR<OR APPROVAL IF REQUESTED. THE CONTRACTOR SHALL PROVIDE FOR SPP.l CON"7AINMENT IN ACCORDANCE WITH K•NG COUNTY AND CITY Cf RENTON REOUIR[MEl>JTS. CO'JTRACTOR SHALL PRQv,oE A UST OF THE TYPES ANO SIZES or LIOJIOS THAT WILL BE STORED/HANDLED ON SITE CONTRACTOR w,u ALSO SHOW TH[ PROPOSED LOCATION >QR STORAGE ON A PROJECT SIT( PLAr,, A'IO WILL PROV1D~ A PROPOSED t,.l(T>-<00 Of" SECONDARY CONTAINMENT. T"E ::lWNER'S R£"RESE-.,TATIV( ANO KING COUNTY SHALL REVIEW AND APPRQV( TH[ PLAN PRIOR TO STORAGE CONSTR'JCTION WASTE SHAL•_ 8( PROMPTL.Y REt,,iOVED fROM THE SITE ANO SHALl NOT BC STOCKPILED. NO STATl::lNARY ru(L TANKS SHALL B[ ALLOW[D. 4 FU(UNG Of' CONSTRUCTICN (QUIPME"JT SHALL BE B A MOBILE FU[•_ TRUCK ANO SHALL BE ALLOWED ONLY 1'1 PAVCJ AREAS. CONTRACTOR SHALL PROVIDE A P,AN FOR FUCLING AREA SPILL CONTAINt,,i[NT TO THE OWNER'S REPRESENTATIVE ANO CITY CF RENTm< WITH A PROPOSED METHOD O> SECONDARY CO"JTAINMENT THE OWNER'S REi'RESENTATIVE A'-JO CITY Of' RENTON. SHALL REVIEW AND APPROVE lHE PL.AN PRIOR TC l'U[LING ALL SPILLS. CONTAiNMENT, ANO CLEAN UP SHALL BE Tr<E CONTRACTOR"$ R£SPQNS181L1TY ANO AT 'H[1R OW'-i EXPENSE FUEL·NG OF COf.lSTRUCTION EQU,PM[NT SHALL ONLY BE AU.0W£0 DURING OAYU(,HT HOURS THE CONTRACTOR SHALc REI.AOVE FltOM THE S1T[ ALL EOUIPI.O(NT THAT R[OUIR(S SIGNIFICANT REPAIR t,,llt..OR REPAIRS OR MA,NTENANC[ i.'AY BE ALLOWED ON S'T( Ii'< AN APPROVED AREA. TH( CONTRACTOR SHALL SUBMIT A PLAN FOR 'HE PROPOSED LOCATION or VEHICLE MAINTENANCE A'JO REPAIR AND Si-'ALL INDICATE THE PROPOSED METHOD or CONTA,NMENT FOR POSSIBLE LEAKING VtHICLE FLUIDS THE CONTRACTOR SHALL ALSO PROVIDE A PLAN TO THE OWNER'S REPRESENTATIVE AND CITY OF RENTON >QR THE COLLEC!ION. STORAGE. A'ID DISPOSAL OF VEHICLE FLUIDS THE OWNER"S REPRESENTATIVE AND CIT't OF RENTON SHALL REVIEW AND APPROVE PLAN PRIOR TO ANY ON-SI;( 1.4AINTENANCE 7 TRUCK WASHOUT SHALL NOT BE ALLO'Ni:D ON SITE THE CONTRACTOR SHALL P'<OVIO[ TRUCK WASHOUT Off -S,TE AT AN APPROVED ANO LEGAL LOCATION. CONTRACTOR SHALL PROVIDE TO TH[ OWNER'S R(PR(S(NTATIV[ ANO CITY OF REI-ITON THE LOCAr1or,, OF SPILL RESPONSE MATERIALS CONTRACTOR W1LL ALSO ,oEN!IFY DISPOSAL M[THOOS FOR CONTAMINA'EO WATER AND SOIL AFTER A SPILL TH( CO.,TRACTOR SHALL PROVIDE A REPORT TO THE OWNER"S REP"!ESfN'ATIYE" AND CITY OF RENTON 1DENTIFYING THE PERSONNEL RESPONSIBLE FOR POLLUTION PRfVENTION, INCLUDING CONTACT INFORMAT10N, AND CLEARLY LISTING THE RESPONSIBILITIES OF THESE PERSONNEL 10.THE CONTRACTOR SHALL PROV1DE A DESCRIPT10N OF THE P'<OCEDuRtS TO El£ USED IN MQN1TORING THE POLLUTION PREVENTION BMPS A"O RESPONQll',G TO A 8MP THAT NEEDS ATIENT1QN, IN[LU01r1G RECORD ,<[[PING "1.THE CONTRACTOR SHALL PRO',J,Q[ A REPORT TO TH[ OWNER'S REPRESENfATIYE AN::J CITY or RENTON •O[NTIFYING T"( 0£RSONNEL RESPONSIBLE FOR SPILL PREVENTION, INCLUDING CONTACT IN,ORMATION, ANO CLEARLY L<STl~;C lHE RESPONSIBIL1T1ES oi: THfSE PERSONNEl '2 THE CONTRACTOR SHALL ALSO PROVIDE A DESCRIPTION OF 11-<E PROCEDURES TO Bf USED II', MONITORING THE SP,LL PREVENT<ON BMPS AND RESPO"<D1NG TO A SPILL INCIDENT, INCLUDING RECORD KE£P1NG Call 3 Working Daye IN COMPLIANCE 'MTH CH'I' OF RENTON Before ~ou DIG! STANDARDS •.~~ 8Y ------- "<; "------- , .. "" 1•800-424-55!U5 ev -------, .. " , .. CITY OF RENTON TESC NOTES 1 BEFORE ANY CONSTPUCT1QN OR OEV[,_OPl.<(NT ACTIVrfY OCCURS, A PR[CONSTRUCTION MECT•NG MUST 8£ HELO WITH THE CITY OF RENlON, PUBLIC: WORKS DESIGN ENGINEER. ALL LIMTS or CLEAR•NG AND AREAS OF VEGETATION DRESERVA110N AS PRESCRl8lD ON THE PLAN(S) SHALL 8E C•.EARLY Fc.AGGED 1'-J THE FIELD AND OBSERVEO OLJR,NG CONSTRUCTION ALL REQUIRED SEOIMcNTAT-ON/EROSIQN COt.,TROL FAClclTIES MliS' Bf CONSIRUClto AND IN OPERATIO'I PRIOR TO LANC CLEARl"JG AND/OR CONSTRUCTION TO ENSURE THAT SEDIMENT LADEN WATfR DOES NOT ENTER THE NATURAL -JRAINAGE SYSTEM All EROSION AND SEDIMENT FAC,L1T<ES SHALL BE t,.IAINTA1NEO IN A SATISFACTORY CONDITION vNTIL SUCH M,<E THAT CLEARING AND/OR CONS"RuCT1DN 1$ COMPLETE AND POTENTIAL FOR Ot..-SITE EROS1Q,', HAS PASSED TH[ IMPLEMENTATIO'I, MA1NTENANCE. REPLACEMENT AND ADDITIONS TO EROS10N/S[DIMENTATION CONTROL SYSTEMS S"ALL BE THE R(SPQNSl81LITY OF THE Pi::RMITEE 4 THE EROSION AND SEDIMENTATION CONTROL SYSTEMS 0£P,CT[O ON ~HIS ORAWlt,C AR[ INTENDE0 TO BE MINli.'UM REOU1R[MENTS TO M£ET ANTICIPATED SITE CONDITIONS. AS CONSTRUCT,ON PROGRESSES AND UNEXP~CTED OR SEASONAL CCNlllTIONS DIC!ATE, THE PERM1TE"E SHALL AN1"1CIPATF THAT MORE fROS10N ANO SE01MEN1Af<ON CONTROL FACILITIES WILL 8E NECESSARY TO ENSURE COMPLETE SILTA-ION CONTROL ON THE PROPOSED SITE DUR1NG THE COURSE OF CONSTRUCTION. IT S"Alc BE THE OBLIGATION AND RESPCNSIBl~ITY OF TH[ PERMIT([ TO ADDRESS ANY 1,,J(W CONQ1T1QNS THAT MAY 8( CR[ATEO BY TH[ ACT1V1;1[S A1>,D TO PROVIDE AOD1T,QNAL FACILITl(S. OVER ANO ABOVE Ml'IIMUM REQUIREMENTS, AS MAY B[ N[EDEO. TC PROTECT ADJACENT PROPERTIES ANO WATER QUALITY OF TH[ RECEIVING DRAINAGE SYSTEM. APPROVAL OF THIS PL.AN IS ,OR EROSION/SEDIMENTATION CONTROL ONLY. 11 ODES NOT CONSTITUTE Al\ Ai'PROVAL OF SIORi.' DRAINAGE OfSIGN. SIZE" NOR LOCATION OF PIPE:S. RESTRICTORS, CHANNELS. OR RETENT,ON FACIUTtES 6 DURING THE TIME PERIOD OF OCTOBER 1ST THROUGH APRIL 30TH, ALL PROJECT DISTRIBUTED soi,_ AREAS GREATER THAN 5.000 SQUARE >EET. THAT AR£ TO BE LEFT UN-WORKED FOR MOR~ THAN 12 HOURS. SHALL E!E COVEREO BY MULCH. SODDING OR PLASTIC COVERING l'I Af..LY AREA WH1CH HAS 8£f.N STRIDP[O Of V(GCTATION A'IO WHERE NO FURTHER WORK IS ANTICIPAT[D FOR A PERIOD 30 DAYS OR MORE. ALL DISTURBED ARE.AS D ~g;O~~D 1 ME~~~~iL~o%TiRB6~ 1 ZfftA~l~~N~UAl;:~~;·B~tT1s ~iA~i~? o0t y~:~ERGRASS A SEEDING ALONE" WILL Bf ACC~PTAB'.E ONLY DURING THE t..lONTHS OF APR•L THROuG" SEPTEMBER. INCLUSIVE SEEO,NG t..lAY PROCEEO. HOWEVER. WHENEVER IT IS IN THE INTEREST OF THE DERM·TE[. BUT MUST 8£ AUGM(~TED WITH MULCHING. i>,[TIING OR OTHER TREATMENT ADPROVEO BY THE CITY or RENTON, OUTSIDE TH[ SPEc1r{D T1M£ PERIOD roR AL:. EROSION/SEDIMENTATION CONTROL PONDS WHERE THE DEAD STORAGE DEPTH EXCEEDS 6 •NCHES, A F['-iC!: IS REQUIRED WITH A M,NIMUM HEIGHT OF THREE (3) FEET, 3:1 SID£ SLOPES A T(MPORARY GRAVEL CO~STRUCT•ON E~TRANC(, 24 f"[ET X SO FEE' X 6 l~CHES OF 4 TO 6 NCH QUARRY SFA.LLS SHALL 8E LOCATED AT ALL POINTS O' VEH1Cu·LAR INGRESS AND EGRESS TO THE CONST~UCTION SITE I P [E '"" ''""~ Suite 201 Seattle, WA 98'.0l p.206./25.1211 f. 206.973.5344 engineering pllc www.lode<1gi"1ee'ngcorr a1ch11ect Schemata Workshop, Inc. 1125tl·AveN Se<lttle WA9fil09 CONTACT Gra:e Krm. AIA , :2et: 2B5 1~89 e g;ace@sc1emata"'•ark~hop com owner Renton Housing Authority 220J NE 10th S: Herta". WA 98056 C:JNTAC Meri G·11µper ,· 142'.i:, 2?6 l~:iJ SUNSET COURT APARTMENTS 1144-1158 Harrington Ave NE Renton, WA 98056 PR1NT DATE ~UIECT l'.;Sl.E DATFS N:JVEMBER 25. 2Q16 JA:.J:JARV 20 2n16 1 l/30:2Jl69000CAM SCHEVATIC JESIGN Sill: PLAN REVll:W SEPTEMB~~ 14. 2Cl1t Ut.SIGJ\; OP/ELOPMEI.JT DE:EMBCR2 2016 B,J.LDINC P~RVIT N:1TE FULL SCALE SHEET SIZE IS U ~ 34· Author SER C1ecker TESC NOTES C1 .2 :aJ'/'1911 LPU tng111eern1g. rue A __ / ,i i ·:1 /--~.~ -- ! ~ sot12 CB TYPE 1 .'i~ 8 23. RIM J49.7l '\ >£ 346.35 (6" E) IN E 346 3~ (4" W) IN 'f 346 35 (6" S) OUT \ 32 LF 4" SO PERF I'll 0.5% ~ - ~ I ~ ~-sot13 soco· -----~-- R1~ J49.T5 , ':, I[ 346.52 (6" :i) 1N ,-- $[)H) soccl R11,i ? " 4',109/ ll 346.6 (6" 71 OUT ffi BIORETEf<TlON AREA 11 8 BTl,I EL 147Q ffi sot9 .ow DRAJ.I 2.1, ~'~\1:: 4(6" °"' 9 ~N~ION FAC1 1TY (803.5 SF) .__, aonoi.A OF CH M6ERS 344 0 Q.:l SOI SOCO .. ....z+____ C'.J Rli.' 348 42 .__, IE 316.0 (6.'. N) ,N ':::; I I[ J 6.0 (6 S} IN -- IE 346.0 (8" ~) OLJI < I ~· I (":: I ,........--- 55 Lfl!"so-~ "'1" z I C . ~; L I I l ',IL'6"SO---..... !l O 5% ffi soco f~ :.i 4 {6" N) OUT CD soco ~ '.i-"\ft1·6 (~. N) OUT Q.:l SOI SDC0 I .._.. IE 365 (6" N) OUT - Cl l RIM ~4B 69 1------._ ~SDt CB PE -2_1, fE fE CONNECT EX 12 PuBUC ST RM DRAIN RIM 345 42 I[ 342.2 ~ .. E) IN I[ 342.1 a12" N) IN IE 342.1 (12" N) OUl CD ""% sroal.A.. lEfl ca $!.\ ~ 3< );,?JE/ " "'·' w ) ":· -J---- ----- S0@05';t Rlr.A J47~ IE 343 J {8" N) !N I[ 342.5 {8"' E} IN 1( 342.J {8"' W) OUT Q s SDt25 FCS 2 R,M 347 34 IE J42 6 (24" () •N 1E J42.6 (8" w) our Call 3 Working Day, IN COMPLIANCE WITH cm OF RENTON Befor~-i~ou DIG! 11 ... srANoAAOs n.-. '.~l>s:'.I BY--------,,. /~26 LF 6" SI)@ 06% / 7 rlF°~,:'J'l!~,~;B"'--TY!J!:PE'.a._JI Q1YI' IE J46.5 (6" £) IN IE J46.5 (6" W) OUT ----I ------/ ~~~F!~E .3~& 59 SF ffi .'lJ_. 1-800-424•5555 BY-------- sot15 CB TYPE: 1 (f'y'Sy:I) .'Rlt..13495_ BSS I[ 347.25 (6" [) IN I[ .347.25 (5" W) OUT ffi 8 " ,,.,, ,.. ~ ----.ol.lHlHV CD---e--- SOl23 soco RIM J50.0 iE 348 0 {4" W} OUT SOt26 ~TEA C8 2=cAAI RIM 347.22 IE J44.9 (6" N) OUT ffi $!.\ Blt.l El 350.0 SURFACE AREA 51 SF I (139 Li' ~,~~0@ Or "~~~-zqcc~q;~ ~:n~o I I 100 LF 36" SD DETENTION P1PE @ oo,; CD s ~ I iHlHI I I SOl18 soco a:, ~ _J? / RIM 350.34 ell K ·,,,,j/ (' _ ___.-ffi IE 346.65 (6" S) IN '--' ~ IE 346.65 (6" W) OUT 1sot31 STORMFLTER CB Qj FCM I Hi.Xi: -8 / RIM 34891 IE 346.6 (6" S) OUT ~23 LF 6" SD@ 097. ~--l ~.?fTYPE2 ~ I( 346 4 (6" NE) I~ !~ tE 342.6 (24" SW) OUT I ~-FOOT'NG DR~IN (TYP)G ., ' 8 -159 Lr 6" so o 05,; LEGEND ~~4\~ 36" so CD, ......z,o_ ....l.49_ ;,~-DETENTION PIPE @ 0 0% .£_!. ~ .' " ~~STOfOA.lEflCB CD I> ' I 2--c I Fil.XE: C1 I >,,.,_ J/ T / .· RI~" 348.2 '---' =-.._ FF 78.0 /. rot27/~-~.~ Rlt-.1 318.56 I BJ. -2J. I( J_<J-2.6 (24" NE) It,/ I( )42.6 (24" W) O·JT If/ 346.3 (6" W) OUT CD .£~ 80t28, CB TYPE 2 ~ Rlt,/ .348.31 .'2]. 8 IE 342.6 16" SE) 1N IE .342.6 24" NE) IN IE .342.6 (24" SW) OctT --__SEWER CLEANOUI --------WAT!::R METER --------WAT€:R SERVICE LINES TQO o• CURB TOP O• PAVEME"-IT re ::~: -----. L==-:J ~ S0C00 ~. • ~. ~ ',/ ;~- ' ~ ' ' 1- 10 20 ',cot,, 1·=20· PROPERTY UN( E"X CONTOUR (NOEX) EX CONTOUR PROPOSED CONTO·JR (l"-IOEX) PROPOSED CONTOUR SPOT ELEVATION F1NISHEO FLOOR (L(VATIOI'-, PROPOSED BUILDING PERV•OUS PAVEMENT CONCRETE PAVEll.<ENT PERVIO'JS CONCRETE PAVEMENT 810R(TENTION PLA!'-:T(R S1TE WALL VER-,-1CAL CU'<8 TRENC>1 DRAIN STORM DRAINAGE PIP£ FOOTING DRAIN STORM GRAIN CLEANOUT ROOf" D:JWNSPOUT CATCH 8AS1N TYPE 1 LANDSCAPE PLANTER ,o A I II m '"'"~, .. Suite lOI Seattle, W/J.. 9B1Cl o. 206.725.121: r. 206.973.>344 engineering pllc m.1pcle1gillee<i"',com arcn,tecl Schemata Workshop, Inc. 1125th/\veN Sealtle. WA ~R10~ CONTACT ,:race,,~. AIA ·,120lil2C':l1~6\l e Jrac~@schema1a· .... ·c1ksl1op ca,n owner Renton Housing Authority 2900 ~E I 0th St Henton. 'NI\ 980~ CONII\Cl ~lark :rooptr v ;4;:s1 22E I B50 SUNSET COURT APARTMENTS 1144-1158 Harrington Ave NE Renton. WA 98056 PFINT DATE PEOJ[Cl ISSUE ':ATES r..OV[MBEP 25. 2l!l6 JflrsUflHY 20. 2016 11/3J/20'69JOOOAM SCHEMATIC DESIGN S.IU-'LA'll '1EVIEW SFFFMl3ER '4. 2015 JESl'.i'J DEVELOPMENT n:c:Mr;rn ?. 2016 BUILDING Pf:KMIT 1508 ----------- f',QTE ;ULL SCALE SHW SIZE .S 22" x 34" Author SER Cllecker GRADING AND DRAINAGE C2.0 Copyright ~Pll tng1neering. PLLC 0 A __,/ c, 1 r ~-J ~ •• vocn /\ V f '\J F --------- I SOt13,SDCO RII.I 3•9 15 IE 346.52 (6" 1) IN l S0t10. SOC , ~ I RilA J49.09 IE 34 6 6 (6" ~) OUT ffi 50+9. 0 C?., RIM 3.:.7 4 ._. I[ 346.4 (6. OWDRAN I OU1 (lYIYu SOt6. 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STORI.AA..TEfl CB CJ2'! 1-CA.HIFii.Xi: <11 RII.A 3 48 .9 1 ._... 1E 3 4 6 6 (6" S) OUT '-'-FOOT ING DR;IN (TY P)ffi ' ~ 169 Lf 6" SO @ 0 57. LEGEND _l.50 _ _]_49_ ~ FF 78.0 ... -j "- / ,, _____ _ ~ II; /.f " // 1,?. It; ~ "- "- 1- 10 20 Scole 1·-w· PROPE R[Y LIN E EX CONTOUR (•NDEX) EX CONTOUR PROPOSE D CONTOUR (INDEX ) PROPOSED CO~T OUR SPOT ELEVATI ON FIN Sl-<ED •LOOR ELEVATION PROPOSED 3 U1LD1NG P ERVIO lJS PAVEM ENT CONCRETE PA\'[M[NT "· SDt28. ca TYPE 2 (].Yr:; :-wJ 348.31 £1. .E.].. 1[ 342 6 (6" SE) IN r -,- L.....L.<: 3=J P[RVIOlJ~ CONCRETE PAV EMEN I Cu ~ [ 342 6 (24" NE) IN IE 3 42.6 (24" SW) OUT ------SEWER CLEANOU I .----WA TER METER -----WATER S£:RV1C( LtN(S ~ TOP O• CURB TOP OF PAVE MENT 81 DREl[NTION PLANTER SITE WA LL =====-~-VE RTICAL CURS s.-TR ENCH )RAI N STO R.-DRAINAGE PIPE . FOOIINC DRAIN soco . STORM DRAIN CLEANOUT )S. Roor OOW~SPOUT • CATCH BASIN TY PE 1 LANDSCAPE PLAN TER u A suite 201 I P I 19)2F"'A,e Seame, WA 98101 ,.106.725.121 ! f. l0 6.97l.5J44 engineering pile ..... <de ,gln"'1i g.<O,T a1ch1tect Sc hemata Worksho p. Inc. 112 511, A,e N Seatlle, WA 98 IOS CO~TAC-G·ace K,m AIA , 12:xii 28 , 1~89 e grace@schematawor l(,shop com O'.'\TIB' Renton Ho using Au th ori ty HXJ NE 1 DTh St Aen l~n. W/1 98056 CUNl AC I \!a,k G1oppe1 , 14251 ?26 1 S5C SUNSET COURT APARTMENTS 1144-1 158 Harrington Av e NE Re nton . WA 980 56 FRINT DATE PRUJ[Cl ISSUE DA ltS ~:JV[MBER 25. 20-,6 JANU1\RY 20. 2J16 11 /30/201 6 900 00 AM SCHEMA TIC DESIG N SITE P .At\ REVl:W SWEMBER 14. 2016 DESIGN O,VELOPVE NT ::ECEMBER ?. 70 16 SUIL CIN G PEPMIT lJi'.18 NOTE FU.l SCAL: SH[:T SIZE S 22' x 34· Au1ho1 SER Che~ker GRA DING AND DRAIN AGE C2.0 Copy11gh1 LPO Ergmee11ng. PLLC D A SOLID COV(R RIM El P[R PLAN PIP[ SUPPORTS (2 MIN.). J" , 0 90" ALUMINUM W/ 5/8" STAINLESS BOLTS f i~;E~i~ON PIP( L(l'.CH-t PER PLA N SOLID COVER l ~! 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OH 4!1C811 _, •• ·-~' " --• •. ~-· ..... , •• -·· ·-·--' .w F LOA I ~BL!:.S BAFf .f , PER MA~ENT POOL L EVEL <o t FI NIS-IE(', o::i,,oe. FILTRATION 3AY INLET XXX XXX FER MtNEI\T r PO:>LrSVAT C N 5·--+----1 x~TrY,.t.M?T t I CMHR,(*3E. SUP PORt -yp C.ATCHBA SIN FOOl {TVP or 4) INLE"':' STL·B iOPTIONA .l CON•tGUAA110NS ~ o.r E· INLET <>r~ET oo5, INLEl I NLET QQQ] NLC T INLCT OUTLET Pl?i: Fl.'OM ='L0\'\"1(1 ~ :.LOPfD.1:i ~R ,NOTES SPl:CIJlil loft U UIRl:ME:Nf S CATC H8 AS1N COOT !TY:::, OF .:.1 SECTION 8-8 NIS CONCRETE CATCHBASIN STORMF ILTER · 2 CARTRIDGE UNIT Y!_~•NO 3 D A L P m 1932 Fi"tAve Suite 201 I Seattle, WA 98101 p. 206.725.llll f . 106.973 Sl44 engineering pile -~.,-, ...... ,g.rom arc.hirect Schem ata Works hop. Inc . 112 5th Av e N Seau le. WA 98 109 CONIACI Grace Krm. /\11\ ,. 12001285 1589 e grace@sche-ata• .... ork :h::>p com cr,vner Re nt on Hou sing Auth ority 290'.I M lat h Sr 1enton WA 98056 SONTACT Mail GroPIJ€1 v 14251 226 I 35C SUNSET COURT APARTMENTS 1144-1158 Harr ingto n Ave NE Ren t on . WA 980 56 FRINT OA-E PROJECT ISSUE OATES ~CVEMBER 25. 20'6 JAN JA_RV 20. 2016 '1/JJ/20'6 3 OOOO AM SC,E MA TIC DLS1G1'. SITE P"AN REVEW SlPllM B:H 14. 201f O[SIG N OF\/EIOPME1'. l DEClM B:R 2. 2016 SUI LO'NS PtRMIT NO"E FULL SCAI f SHHT SIZE IS 22' x 34' Auts0< SER C·tec ke, DRAINAGE SEC TION ANO DET AILS C2.1 Cooi11ght LPO Engineerin g PLLC D C .•_; A DETAIi.. • I "AJllt AOIO 'tANfO 011.A ft NOUS •. A L•1:10,AiJ M t>lltfCAST ... St Sf(llOf,I NIS COR STD PLAN 200.00 -CB TYPE 1 1 Sl!CTION .a ([T l 11 . Ii SECTION B0t.. T .O()WN Ot:T AIL NOTES ,4 ,-·· ISON~TIIUC v ,r:w NlS 5 COR STD PLAN 204.00 -RECTANGULAR FRAME NOTE S ,., .. , " N OTES .• , .... ,.,., ............. ,NO •••. ,./'•.•• .... ;• NII 2 COR STD PLAN 201.00 -CB TYPE 2 ..: .. :,;:'.:.", ':"~ ." NTS 6 COR STD PLAN 204.40 -RECTANGULAR GRATE Nll 3 COR STD PLAN 202.00 -CB INSTA LLATI ON ~ -,,,,---"' ..... \d o / . ;~I ' R E 1' 1;,~~-~ \ ···-~ / \, ' (' l'UNVICW COYf._ H(TIOfl VI IW . -· r ;~ ,·. fltAMI SIE (TIOH VlfW EG" ~] 0Y' C0vt:R •OTTQ M YIS:W ,fr l:OH aOt.TI NG 01:"T Atl ,- NTS 7 COR STD PLAN 204.50 -RO UND FRAME AND COVER Call 3 Working Daya Before·.f~ DIGI I N COMPLIANCE WITH CITY OF RENTON STANO=S BY --------- ""' BY--------- 1•800•424-15151515 'BY ------- BY--------- CITY OF RENTON DRAINAGE NOTES 0 ;1t~ D•t• Q ,'!t(' 0 .&tt 1. BEfOR( ANY CONSTRUCTION OR OcV(LOPM(NT ACTIVITY OCCURS. A PRECONSTRUCT ION MEETING MUS T 8( H(LO WITH TH( CITY or RENTON P .AN R[Vl(WER All CONSTRUCTION ShALL 8( IN ACC ORDANCE WITH TH( 2012 STAN DARD SP[Cir•CATIONS FOR ROAD, 8~1DCE AS O MUNICIPAL CO NSTRUCTION PR(P,\R EQ SY WSOOT AND Th( A~ERICAN PUBLIC WOR<S ASSOCIATION (APWA), AS AMEN DED SY TH( CITY or RENTON PUBLIC WORKS DEPARlMEN I 3 "H[ SURFACE WATER ORA NAG( SYS l (M S'fALL 8[ CONSTRUCIED ACCORDING 10 TH[ APPROVED PLANS. WHICH AR[ ON FIL[ 1N Th [ PUBLIC WORKS DEPA~I MENI. ANY DEVIATION i'R0'4 THE APPR OVED PLANS Wol l REQUIRE WR1n(N AP PROVAL FRO M I H[ C TY or REN TON PUBLIC WORK S OEPARWENT , SURFA CE WATER UTIS'I SECT ION 4. A COPY or THESE APPR OVED PLANS MUST 8[ ON "HE JOB SITE WH[S[VER CONSTRUCT!ON 1$ IN ?ROGR(SS. ~-DATUM roR VERTI CAL CONTROL SHALL BE NORTH AMER ICAN VERTI CAL DATUM 1988 METERS, AND FOR HORIZONTAL CONTROL SHALL 8[ NORTH AVER1CAN DAT UM 1983/1991 METERS U~L[SS on,[RWIS[ APPROV ED SY TH[ CITY or RENTON PUB.IC W1RKS DEPAR TMEN T. REFERENCE !lENCHMARK ANO [L[VATIONS AR[ NOTED ON TH( PLANS 6. Al l SEDIM[NTM ION/[ROSION FACILIT l(S MUS! BE IN OPERATION PRIOR TO CLEARING ANJ BU LDINC CO~STRUCTION, AN O TH[Y MUST 8 [ SAT1SrACTORILY ~AINTAIN[O UNTIL CONSTRUCTION IS COMPLE'EO AN O lHE POTENTIAL FOR ON-SITE EROSION HAS PASSED. ALL Rf l (NllON/DElENllON FACIL T(S MUSI 8[ INSTALLED AN J IN OPERATION PRIOR 10 OR IN CONJUNCTIO" WI TH Al l CONSIRUCTIO N ACTIVITY UNLESS OT4ERWISE APPROVED BY THE PUBLIC WOR<S DEPARTMENT, SUR'AC E WAI ER UIILITY SECTION. 8 GRASS SEED MAY 8( APPLIED BY sYO ROSEEDING. THE CRASS SEED MIX TURE, OI HER IH,\N CITY or RENTQ, APPROVED STANDARD ""[S, SHALL BE Su 8M nm BY A LANDSCAPE ARCH ITECT AND APPROVED 8Y TH[ PUBLIC WORKS DEPARTMENT. SU RFACE WATER UTILI TY SECTION. 9. AL L PIP( AN D APPURT ENANCES SYALL BE LAID ON A PROP[RcY PRE PARED FOUNDAHON IN ACCORDANCE Wl"H SECTION 7-02.3(1) or TH( CURRENT STATE OF WASHINGTON STANDAR D SPEC lflCATION FOR ROAD ANO 8R•OCE CONSTRUCT10 N. THIS SHALL INC LUDE NECESS ARY LEVELING OF !HE TRENCH BOTIOM OR THE TOP or TH[ FOUNDAT ION MAT[RIAL . AS WELL AS PLA.C[M(NI AN O CO MPACTION or REQUIRED BEDDING MAT[RIA., TO UNIFORM GRAD[ so "HAT THE ENTIRE LENGI H OF I H[ PIPE WILL BE SUPPORTED ON A UNIFORMLY O(NS[, UNYIELDING BASE . ALL PIPE BEDDING SHALL BE APWA CLASS "C", WITH lrlE EXCEPTION OF Pl.'C P IP[ ALL TRENC...i BACKFILL $HALL 8( CO~PACTEO TO MIN MUM 95~ FOR PAI/EMENI ANO STRUCTURAL FILL ANO 90'1 OTHERWISE PER ASIM 0 -1557-70. PEA GRAVEL BEDDING SHALL 3E 6 INCHES OVER ANO UND ER PVC P1PE 10 GALVANIZED STEEL PIP[ A'O AL UMINIZEO STEEL PIP ( FOR ALL DRAINAGE FACILII IES SHALL HAVE ASPHALl TREAW(NT # 1 OR BETTER ISSIO( AN D OUTSIDE 11 . STRUC'UR(S SHALL NOT BE P(RMITIED WITH N IO FEET 0" TH( SPRING UN[ 0' ASY STOR ~ DRA INAGE PI P[. OR 15 r(ET FROM TH[ TOP o r A"Y CHANN EL BANK 12. ALL CATCH Bl,SIN GRATES SHAL L BE OEPRESSED 0 .10 FEET BELOW PAVEMEN T LEVEL OP[N CUT ROAD CROSSINGS THROUGH EXISTIN G PU BLIC R,GaT Of W.V WILL NOT SE ALLOWED UNLESS SP(C IFICAL L y APPROVED BY CITY or RENTON I T 3 I 14. ' 15 16 • 7 I 18 PLANN NG/8UIL0•NG/PU8LIC WORKS AD '-'INISTRATOR ROCK FOR EROSION PROT[CTION or ROAOSrOE OIIC e(S, WHERE REQU IRED. $SALL SE or SOUNO QUARRY ROC K PLACED TO A DEPTH Of ON[ (I) FOOT AN O MuST ~[[T Te [ 'CLLOWI\G SPECIFICATIONS 4 -8 INCH ROCK / 40 -707. PASS ING ; 2 -4 INCH ROC < / 30 -407. PASSING; .ANO L[SS THAN 2 INCH ROCK / 10 - 207. PASSING. All BUILDI NG OOWN SPOUl S ANO FOOTING DRAINS SHALL BE CONN ECTED TO THE STOR V DRAINAGE SYSI EM , UNLESS APPR OVED BY THE CITY PLAN R[V,(W[R OR suqfAc[ WATER UTILITY SECTION AN AC CURA TELY Dl~ENSIONEO, CERIIFILO AS-BUILT DRAWING or TYIS DRA •NACE SYSTEM WILL BE sue~tnED TO "HE CITY UPON COW L[ I ION . ISSuA,C[ or THE BUILDING OR CONSTRUCIION Pt'MIIS BY TH[ CITY OF RENTON DCES NOT R[ll(V[ TH( OWNER or TH[ CONTINUING LEGAL OBLIG ATION ANO/OR LIABI LI TY CONN[CTE:O WITH STOR~ SU RF AC( WAT ER O SPOS1T10N FURTHER. TH( CITY or REN TON DOES NOT l•CC[PT AN Y 08 LIGATl0S FOR TH( PROPER FUNCTIONING AN O MAINTENANCE OF THE SYSlEM PROV•OED DURING CONSTRUC"ION THE CONTRACTOR SH AL L 8[ RESPONS IBLE FOR PROVIDING ADE0 UAT( SA•[GUARD, SAF(T'I OEV1CES. PROTEC!IVE EOu lP~<[Nl, FLAGCERS. l1ND ANY OTHER NEEDED ACTIONS TO PROTECT lh[ u r E. HEALTH . AN O SAFE TY or I H[ PUBLIC, A\0 10 PROTECT PROPERTY IN CONN(CT1CN WITH TH( PERFORMANCE Of WORK COVERED BY le( CONTRACT. ANY WORK WI TH N TM( TRAV£LED RIGHT OF WAY TtJAT ~AY INTERRUPT '10RMAI. l.:::AF FIC f"LOW 5""All R[OUIR( A TRAFFIC CONTROL PLAN APPROVE BY TH[ PUBLIC WORKS OEPART..,(Nl, lRAN~PORTATION SYSTEMS OMSION. ALL SECTI ONS or TH( WSOOT STANDAR D SPECIFICATIONS 1-07-23 TRAFFI C CONTROL SHALL APP LY. SP ECIAL ORAI\AG [ MEASU RES Wl,L BE REOU IR[D If THE PROJECT LOCATION IS W1TelN IH( AQU IFER PROTEC TION AR(A (APA). I P D 1911 Forsl '" Suite 201 Seattle, WA 98101 p. l06.1l5.l ll1 I 206.973 5344 engineering pile ..... 1:,lOl')ffl"'"'m ar:h1 tect Sche ma ta Wor kshop. Inc. '12 5:1 Ave~ Seattle. WA 9B •C9 :ONTACT Grace K -. AIA V 12001285 1589 e g,ace@schema:a'1,:orkst'op ccm owner Renton Hou sing Auth ority 29QO NE 101h S: Renton. WA 98056 CO N"AC . Ma1 k G1cpoe• V l425j 226 185Q SUNSET COURT APARTMENTS 1144-115 8 Harr ington Ave NE Renton. WA 98056 PR NT DATE PROJLCT 'SSUl DAil$ NOVEMBtA 25. 201 6 _i,M,ArY lC. 20-6 I l/30/2J 16 9 00 OC AM SCH EMATIC DESIGN sn Pl.AN REVlfW SEPTEMB:~ 14. lOH: DESIGN DEVflUPMENT DFCE M BE" 7 7016 BUI.DING PERM T ~OE f ~ll SCALE s-m SIZE rs 22' x 34· ~,thor SER GENERAL DRAINAGE NOTES > Checker PIPE MATERIAL SHALL BE S[LECTEO FROM THE FOLL OWING LlSl PER IH[ CIIY OF RES TON 2009 SURFACE WATER DESIGN UANUA L A~[NOM[~I. IABL E 4 2 I.Al I DRA INAGE NOTES ANO DETAILS 1.1 CORRUGATED STEE L P1PE (Ml~ 2 -fl CO\I[~) 1.2 . SPIRAL R18 STEEL PIP[ (MIN 2-n COVER) IJ PLAIN CONCRETE PIP[ (P~P) (MIN 2-n COVER) I 4. REINFORCED co,c,ETE PIPE (RCP) (MIN I -n COVER) 1.5 CORRUGATED OR SPIRAL RIB ALLUMINUM PIP( (UIN 2-n COVER ) 1.6 DUCTILE IRON (MIN 1 -n COVER ) 1.7 LIN[ CORRU GATED POLY[T HYLENE PIP[ (LCPE ) (MIN 2-n COVER) NTS 8 CITY OF RENTON DRAINAGE NOTES C2.2 CO(lyri[lht LPD Eng1ooorrng PLLC D i\ .... [rAIUIIIC ATlO uoot• rr,u., $LA• rOP ...... SA-.~ i50· fl.AT SLAa TOI' TY,tC,U 011:l CMTATIQH JOI! .t,CCI SS &MD ITt'lla ,ccl N TIUC COt,1 1 st:CTIOH C1IIICUUII A0 .1u aiw11iw r St.ChOH ,1s COR STD PLAN 204.60 -MI SCELLANEOU S DRAINAGE DETA ILS SOUJ COVER RIM EL 349 4 PIPE SUP PORTS (2 >•IN ) 3" x .090'" .ALU~INUt..l W/ 5/8" STAINLESS BOLTS 2 125"121 OR1F CE 'RAM[ & POLYPROPYLENE lAOOER OR STEPS OF'SE'. 1!Qlli. r RA "E LADDER ANO STEPS OFFS[[: CLEA N OUT IS VIS IBLE FROM TOP CLI MB DOWN SPACE IS CLEAR or R SER 54• .sJl..h 8" INLET PIPE IE 343.8 c MH OPENI NG SHALL NOT BE PLACED DIRECTLY OVER THE TOP O• INLET PIP( 1 HIS 5 FLOW CO NTRO L STR UCTURE (FCS) 1 rLOOR ANO CAPILLARY BREAK PER STRUC TU~AL ORAWIN GS n \~,'/\ 1r CLEANOUT IS IN CONCR(TE PAVED SURFACE . PROVIOE THIC KEN ED COG[ & POUR CONCRE TE •'ONOUlHIC / AWAY FRO~ BJILOING J'./,' SLOPE TO OR.\I~ / PROPOSED GRADE ,---,.___ l . PER PL,I.N Roor DRAIN PER PLAN "'i-~ ~< VI < < >~ ..J 12" ,µf:. co,cREE f CAST IRON COVER ANO RING k1ARKEO \ roco· r oR r oOTING DRAINS [~ / I s·.~\ ___ / _________ _ f OO T1 NG OR AN I-TOP -SHALL BE ·soco· roR STORM UNES ssco· <QR SANITARY SE WFR I 8 UILDi'C rOOTING & WALL J PER STRUC TURAL JRAWINGS. ·r--1. \,1· J / ,, <.O~ ., I A MI N Of" 4 ~ BELOW 100 or f OOT1NG RE MOVA8.E CAP SEl PLAN FOR DIA NTS 00 NOT DISTURB fOOTING SEARING ZONE WH EN INSTALLING fOOT•NG DRAIN 'L / ' COMPACT GRAVE L BACKriLL 'OR O'lAl~S PER WSDOT 0 .13. 12( •) SHAL L B!: P!_AC(O TO TOP or r oOTING •0011SG DRAIN PLACED LEVEL OR WITH POSIT VE S.OPE 10 OUTLET NlS CLEAN-OUT TO GRADE 2 FOO TI NG DRAIN 3 CONSTRUCTION SEOLENCE FOR BIORETENTION AREA I. INSTALL T()..1DORARY SEDll.l(NT CONTROL 8MPS .AS $""'OWN O"J PLAN . COMPLETE SIT[ GRADING. PROVIDE PROTECT ION SO THAT DRAINAGE IS PROYIBITED rno~ ENTERING BIORETENTION CONSTRUCTION AREA. 3 SITE STAB LIZATION 10 8[ COMPLETE ;>R10R 10 INSTALLAli~N or BIOR[T[NTION 1,R[A 810R[T[NTION Af/.EAS TH/,1 W[RE USE D AS TEMPORAf/.Y SEDI MENT TRAPS SHOULD BE EXCAVATED 6 INCHES BELOW !HE 80110M or I ~[ SEDIMEN I !RAP PRI OR 10 CONSI RUCI IO~ or 810RE'[NIION Afl.EA £XCAVAIE BIO'lEl [NI ION AREA JO PROPOSED OEPIH ANO SCARl>Y I H[ !OP .J"-4" or EXISIING SOIL SURFACES 00 NOT CO MPACI NAll'-t: SUBGR AOE INSTALL PVC S.OHEO UNOERORAIN PIP[ PER PLAN 6 BACKFI LL B10RET ENTION AR EA W In BIOR[JENIION SO L MIX ANO AGGREGAT E MA TERIAL. OV[RFI LUNG 1S RECO"t.l[NDED TO ACCOUNI FOR SITTLEMEN" LIGHT HANO TA>•P NG IS ACCEPTABL E IF N[CESSA.RY BIORET EN JION SOIL t.AI X SH ALL CONSIST or THE f"OLlOW1NG -AGG'l[GAI[ 10 COMPOS T RAIIO· 607. MIN ER AL AGGRtCAIE (WITH LESS !HAN 57. FINES). 407. CO MPOST (M[[T REOU1RrnEN TS N WAC 17.J-S50-220) TOTAL B10R::TEN 110N SOIL MIX ORGANIC CONTENT SHALL BE 4-8 7. {BY ORY W(IGHT) BIOR[T[STION SOIL DEPTH SHALL BE A •'INI MUM or 18-INCH[S 6. P'l[SOAK TH[ P ..AN T"G SOIL PR10R TO PLANTING VEG[l!,TION TO ArO IN S(nl(:Y(NT. 9. COMPLElE FINAL GRAOIN~ TO ,\CHl[VE PROPOSED DESIGN ELEVAT IONS. LEAVE SPACE <QR UPPER LAYER or MULCH AS SPEC IFIED ON PLANS 10. PlANT >t:GETATION ACCORDING 10 PLANTIN G PLAN. 11 "ULCH AN O INSTAL L EROSION PROTECTION AT SURFACE FLOW ENTRANCES WHERE NECESSARY UNTIL ENTIRE Sil( IS SIAB•LIZED "ULCH MUS! BE WOOD CHIPS CONSISTING o r SHREDDED OR CHIPPED HARDWOOD MULCH SHOULD NOT CONHIN W[[D SEEDS. GRASS CLIPPINGS. AND LARGE CHUNKS or SARK. 12 CONT RACTOR IS RESPONSIBLE fO'l KEEP ING BIOR[TENTION SOIL SEOIM(N l rRE E Af"r[R INS l ALLA !ION AN O UPON COMO[T1TION or CONSTRUCTION, ANO ANY SE01ME NT CON"MJINATW 810RETENTION SOIL SHAL L BE REMO'-t:0 AN D REPLACED AT TH[ CONTRACTORS EXPENSE. UPPER UNITS o; B10 RETENT10N SOIL PER LA JWGS OR 1.5" ~IN PLANTINGS PER LA owes AS DENOTED ON PLAN WI TH OAR , OUTLINE ANO 810R(TENTION AREA HATCH BIORE!ENTION SOIL PER LA owes OR / BOTIOM LI MITS or BIQR[T [NT ION "EA \ I ~uPPER LIMITS or I I 1; MIN 18" DEPTH BIQR[TENTION SO,L MIX REQU IRED UNDER FUll EXT(N, or 310RE-ENTIO~ SOTIOM AREA OVER'LO W DRAIN -NYOP ..AST 12" ROUND J DRAIN BASIN OR APPROVED EOUAc W / LOCKING DUCTILE IRON DOMED GRATE. RIM SHALL BE 6" ABOVE SIOREJ(tHION BOTIOM (!OP or MULCY LAYER ) BOIIOM Llt.'IIS or BIORE l EN!ION AREA AS OENOI E0 ON PLAN WIT.; DARK OUTLINE ANJ 8 10RCT(NT10 N AR(A HATCH UPPER LI MII S Of BIOR[J [NIION~ SOI L PER LA OWGS OR I .5' M N 18 -DEP TH. BIORETENTIO N SOIL MIX REQUIRED UNDER FULL (XT[NT or BIORET[Nf,QN BOTTOM AREA B10,ETEN110S AREA M ElEVAflON A. TOP OF MULCh LAYER (PER PLA,) BOITOM or BIORET(NT ION AREA '-S•OULO BE LEVEL WITH "-..._ OUTLE" PIPE NO SLOPE PER PLA, DO NO! COMPACT SUBGRAOE WIHIIN 610RETEN1 10N eo,o.- AREA. SCARIFY UP'ER .J-4" PR OR TO PLAC EMENT or AGGREGATE MATERIAL uPP(R u ,•1TS 0' 810RET[N110N SOIL P(R LA O~GS OR 1.5' MIS j~ I OP MULCH LAYE~ 00 NO' CQ>PACI SUBGRAO[ WllH1N BIORET ENT 10 N BOTIOM AREA SC AR IFY UPP ER J -4" PRIOR TO PLAC EMENT or AGGREGATE MATERIAL SECT ION A-A NTS 7 BIO-R ETEN TIO N AREA Call 3 Working Daya Before. 9 ~ 1 ~ uo~u DIG! ·~~~ 1><I I N COMPLIANCE WITH CI TY OF RENTON STANOAAOS BY--------- BY--------- 1-800-424-5555,.y ------- 0 11• Datt O~lt O.il• BY --------- NIS 4 NOT USED HIS NOT USED 8 0 A Suite 201 L P D J9JlF;mAve Se;:,ttle, WA 9810 1 p. 206.725.llll f. 20o.973.B44 en gineering pil e www .... "'J;""'"'''°m architec t Schem ata Wor ks hop. In c. 11 2 510AveN Sea:tle. WA 98 109 CO~l AC I Grace Kim. Ali\ V 12:x\1285 1589 e ~race@schemata1.vork shoo com m••.ner Re nton Housing Au tho rity 2900N' IOihSt Ren1on. WA 98056 COt>. TA CT Mar , Groope< V 1425) 226 . 850 SUNSET COURT APARTMENTS 11 44 -1158 Harrington Ave NE Ren ton. WA 9805 6 PRINT DATE PR OJECT ISSUE OATES NCVEMB:R 25. 2016 JA ~JARY 20 2016 "/JJ/20'69 '.XJOO AM SCh[~IATIC OESIG~ SIT( PlAN REVIFW S,PJ,M3ER ll. 2Ql6 D(SIGN CEV,LOFMENT OEC,M9ER 2. 201 5 BJ1,0ING !'(RMI! NOTE FUJ SCA LE SI EET SIZ( IS 22" x 34· Au th or SER Cliecke, DRA INAGE DETAI LS C2.3 Cop1<1oh1 LPD ,ngmeer11g. PLLC 0 8 A PROJECT INFORMATIO N ""'-£CAL' 1-~ PA()(),)(';l ~ •• , .......... GUI !IIV,CJ~N'fC()I.I <+> I r-= ...,:i,gSAi.n~,..m$..w JOl».i::l.tn'o,t,;)s.-COl,I ~~.!:"'° ........... - A DVANCED DRAINAGE SYSTEMS, INC. RHA SUNSET COURT RENTON , WASHINGTO N STORMWATER CHAMBER SPECIFICATIONS ~s.1Al..-&Sl~~SC.100,sc-)~OJl.oJ'ff'l(l,;(l)[QUAI. ) ~g.....,~-.,,V'"A.C•vn,o,-o,.iVIA(lo"'l'(ll~~,H(Oftl"l:::.>'(•><V\.EN"M0 ,_9 l ~~,~=~~~~~-""lllJCT'[09'TUINAl SPACIWntN0"'fUtNAl.$.J'1'QIIIP.._,fl l rHAI !Hl S"ltOCl~l)l:SIGNOJ 1.-.,C"""°!ll:.f!S l"lt.Sl ltlJCIIM./ILB.o\CM.•I. •. 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NOT ES: :)(.ATI~'. o:scR :-· o, 0 t: ,v,Sn ro l,,1A.l f-"<IA1 C:1 -~!','; t I."·"' ()N ~ \ . \---;:-L_ . • ~ ~] L· ~-• I , .,., -,, -0 \!PAC T!Ot. ::ie~.s T, IU f)u RrMrN· ~1 !· 'i i ... 3 OF 5 C:OMC:.FPT11A l I A.YOUl P ROP05EO El[\l'A1 ION 5 ', INSPEC TION & lill A.IN TENA.N CE ' . ~· ' ......... NOUS IN COMPLIANCE 'l'IITH CITY OF RE N TON STANDARDS N01 FS ,, / 4, "' --------- BY --------- B V --------- BY·--------- J2if iijli~u~~-~Wv\i~tilru~MMM\ 1 --. ·-I SC 140 IS O LATOR AOW 0( 1All ~. ~l_/-i ·;"""t lj~ 11.,Jl 1v1 ih •. r . --! ~..:I-Lil....M.~U. SC-UO .~ INSPFC TIO N PORl OEl AJ L O•t• O.tt• O•t• Oat• / ;, :}.~ i )i i i I 4 OF 5 D arc htecl Schema ta Wo rkshop, Inc . 112 5th Ave N Seattle. WA 98109 CONTACT: Grace K,m. AIA V (206) 2851589 c g1ace@schcmatav.'Orkshop com owner Rento n Housing Au th ority 2900 NE 10th St Renton. WA 98056 CONTACT. Mark Gropper V (425) 226 1850 SUNSET COURT APARTMENTS 1144-1158 Ha rringto n Ave NE Rento n. WA 98056 PRINT DAT E PROJ ECT ISSU E OA fES NOVEMBER 25. 2016 JANUARY 20. 2016 11/30/2016 9:00:00 AM SCHEMA I ICOES IGN SITE PLAN REVltW SEPTEMBER 14, 201 6 DESIGN DEVELOPMENT DECE MBER 2. 2016 BUILDING PERMIT I ~ NOTE: FULL SCALE SHEE I SIZE IS 22" x 34 ' Aut hor. StH A Checker: STORM TECH DETAILS C2.4 Copyright LPO Eng ineering. PLLC 0 A r '·~Vin ffi PEIMOUS CONCRETE S WIDl:WAY (TYP) I) - \I I r,~ r ! -1 I _! I /---. ----z5 PEIMOUS S CONCRETE WIDl:WAY (TYP) CI) 11 ~~ -e sro = PAVING / 1 bu f ~ (S I /, , ffi PER'IIOUS CONCRETE $ WIDl:WAY (TYP) CONCRETE DR11/EWAY PO! CITY or RENTON STANDARD STD. PLAN 104 1 c,: I '.L . I ~i ! L------------- I ,, PER\llOUS CONCRETE WIDl:WAY (TYP) ffi s --~ ----- ;-....._, / PERVIOUS CONCRETE WIDl:WAY (TYP) / CI::\ /s TRASH ENCLOSURE. SEE ARCH. PLANS Call 3 Working Days 1N coMP1.1ANc e win-1 c,rr oF RENTON Before. 9 ~ou DIG! HY s rANOAAOs O .i,ll' -.{~~ ~-0 BY -------- 1-800-424-55515 8 Y -------- O.i,lt, °"" VI Cl CONCRETE AC CES RAMP CD e BY---------o .. 10c I I I ~ ~. I;/ /.; " -1 ! ;- GRASS-flUfD GEOBLOCK PER'IIOUS SURFACE V ~ LOCKED ACCESS GAlt FOR EMt:RGENCY ACCESS. SY OTliERS 'NO EXIT° SIGN TRASH ENCLOSURE. SEE ARCH .~ 1- 10 10 LEGEND Scoi, 1'=20' ----- _2?0_ _J_49_ FF 78.0 PROPER-Y Li'\IE EX co,·ouR (INOEX ) EX CONlDUR P,QPOSED CONTOUR ( NOEX) PRQDOS£0 CONTOUR rrN1SHED r LOOR ELEVATION ~ PROPOSED BUILDING ~r 1-,-~I -. -...-_-,•-,,~j PERVIO lJ S CONCREH. WALK WAY ASPHALI (AC) PAVEM ENT C 1 CONCRETE WA L<WAYT ASPtw.T PAVING (TYP)'.:::b e I I I I I _· _! I 11 PERVrOUS CONCRETE PAVER 810R(TENT ION AREA VERTIC AL CURB STORM DRAINAGE PIP( FOOT NG DRA1-, 2'X2' COIIC PAYERS PO! LANDSCAPE (TYP) VERTICAi. CURB (TYP) ~ STOR M DRAIN CLEANOUT ,oor DOWNSPOUT C AT CH 8 AS1N TYPE 1 LANDSC AP E PLAN l E, -._ SrD( SEWER P1PE --------SEWE R CLEANOUT ---WATER M(lER ---WATER SERVICE LINES tD A Suite 20 1 L P D 19J2F;..,A,e Seattle. WA 96101 p. 206.725.1211 f. 206 .97).$)44 engineering pile www lo<lt,gl,e<m9 com a1 ch :ect Sch em ata Workshop . Inc. 11 7 Sir Ave N Seanle WA 98109 C8WACT orace Kim AIA , 1206 1 28 5 15!)9 c grace@schemata.,..,1or~!;hop :om c,,.vn~r Renton Hou sing Aut hor ity 290C N( 10th S1 Rco:on. WA 98056 CONTACT Ma·k Groppc· V 142$1226 18$0 SUNSET COURT APARTMENTS 1144-1158 Harr ington Ave NE Rent on. WA 98056 PR NT OAT[ PROJ,C-ISSUE OA-,S NOVEMBE~ 7; 2016 _ANUARY ?0 . 7015 1 '/30/2016 9 00 00 AM SCH lMATIC ~ESIG~ SITE PLAN REVIEW SEPEMBER 14. zc i, Dt SIGI\ u,vE.OPMENT O:CE'-'IBEP 2. 20·5 BUIL DING f'tH'.111T 1508 NOil fUl l SC A,t SH :ll SIZE IS 22' x34 · Authrn Sl R Checker PAVING AN O LA YOUT C3.0 Copyrrghl LPO Engmeerng. PU C FI NISHED GRADE /; S•W•-CUT, TACK COAT AND W.TCH EX ASPHA_T GRADE 1 r EXISTING ASPHALl I I , J I ..., .. ,----,---_., _ __, _ _, SUBGRA~E_J ~ex UNOtSTURBCD PAV[M[NT SUB-BASE YUST BE COMPACTED TO 957. WM OC::NSITY PER AST M 01 5~7 COMPACTED TO flRM AND U",IYl[LOING CONDITION ~------y· HMA C.ASS 1 /2" ASP HALT CONCRCTE DAV(\.l [~T ~--------6" CRUSHED SURrACING 3AS[ COURSE PER WSOOT SECTION 9 -0J 9(J). COMPACT TO 957. MAX 0[NS11Y !!Q!£.,; 1f EX PAV(M(Nt' SECTION 1S THICKER. i,1;\TC--! [X SECT"tQN 01ri[RW1SE CONSTRUCT SECTION SHOWN SAW -CUT fU ... L DEPTH WH(R( ~(W P1W(M~NT ABUTS ::x1ST1NG :.N) AP"LY TACK COAT PLACE ASPHAli IN ACCO RDAN CE WITH WS001 APWA SECl 10 N ~-04 PROOF ROLL ANO REMOVE ANY SOFT SPOTS RE PLAC E RE MOVED YA TERIAL WIIH G:V.VEL SORROW. CONIRACTOR SHALL TEST ANO VER tf"Y Su BC'<AO[ MEETS COMPACTION R[OUIRE.,[NTS PR,OR TO PAVING • ·_4 .. §_" 2 .AY[RS SJqtP[ 11 · ~1$ ASP HALT PAVEMENT ,-WHl1[ PANT\ 1 NT$ 5 ADA STALL AND BLOCKOUT STRI PING 'o I ;... 0 ·a '~W~i -- NTS NOT USED ,.,,-5\, SCI-:. 40 CALV STEEL PIP[ f ill W/ CONCRETE PAIN T PtPE YELLOW F1NISH GRADE. SLOPE AWAY FRO M BOLLARD @ 1,: ASPMALT PAVE MENT AS SHOWN ON DRAWINGS ROUND CONC FOOTI NG FUL- DEPTH NTS BOLLARD 2 6 ~QAj POST ~,QT[$· I. MET AL POSIS SHALL BE T[L[SPAR OU C< PUNCH POST 2 FOR IN-$10EWAL< INS IALLAI IONS. CORE 4 . DI AM COLE AN CHOR LENGTH S•AY BE D(CREASEO TO 12" 3. POST SHA.L BE ROLLED CARB ON SHEET STEEL, ASW A5 70 GqAD( 50 AS D 8[ HOT DIPPED Gi•LVAN•ZED AA S"I O M-1 20 YI ELD STRENGTH 60 ,000 PSI Ml ~ POS1 SHALL HAVE 7/16" DtE -PUNCeED KNOC Kou·s ON I .. CENTERS FULL L[NGT.-. FOUR SIDES 4 ANCHOR $SALL SAVE 4 7/1 6" HOL ES ONE EACH SIDE 2" FRO ~ TOP [ND FINISH SHALL 8( ZINC HOT OtPl'(D GALVANIZED MAT[RIAL TO M[(" ASTM A500 GRADL 8 5. DRIVE RVEIS TO 8[ IU806 3/B" DIA 6. CORNE, BOL'S ;o BE TLC 8516 l1 COR NER~ BOLT SEE NOTE 7 S'GS POST SOUAR[ 2" X 2". 14 GAUGE ou,c ,i: ;.iu~cr GROUND SURF ACE LOWER S1GN POST SuPPORT 2.~· X 2.5 0 .0 . I GAUGE, 24 .. LENGTH SEE NOTE 5 EACH PARKING SPACE RESERVED FOR PERSONS WITH PHYSICAL D1SA81Ul 1(S SHALL 8( IDEN!tr l[O BY A REF LECTORIZ[D SIGN PERMAN ENTL Y POSTED 1MMEOl"1EL Y ADJACEN T TO AN O "1SIBLE FROM EACH STALL OR SPACE CONSISTING OF A PROF1L[ Vl(W OF A WM(E LCHA1R WITH OCCUP.ANT IN WH ITE 0-.J DARK SLUE 8ACK GRou,o. THE SIGN $HALL NOT 8[ SMALLER THAN 70 SQU ARE INCHES IN AREA AN D SHALL BE CENT[q[D ON ANO JUST Bi:YCND \HE FRON T EDGE OF rHE PARKING STAL L SIGNS ~AY A.LSD 8( HUNG ON 1HE WALl AT i H( lNT(RIOR (ND Of" THE PARKl"IC SPACE S•GN MOUNTING -,[IGH' SHALL 3 [ 6D INCHES A80V[ Th( PARK NG SPACE F NISH ED GRADE. AN ADDI! ONAL SIGN S-ALL ALSO BE POSTED. IN A CONSPICUOUS PLAC E. A\ EACH EN!RANC TO Off-STREET PARK lt~G FACIL1T 1ES. OR IMM(OIATEL Y ADJAC ENT TO AND VISI BLE FF.OM EACH STALL OR SPACE. TH( s ,GN SHALL BE NOT LES S THAN 17 1NCll[S O'r' 22 INCH($ l~J SIZE WITH L[ll [RING NOT LESS THAN 1 INC H IN H(IGH 1, W,ICH CLEAR LY AN D CONSPICUOUSLY SIAIES THE FOLLOWING. "UNAUTHORIZED 'l[HICL[S PARKED IN O[SIGNAT ED DISABLED PARKING SPACES NOi DISPLAYING O ST1NGUISH1NG PLACAR DS OR LIC[NS[ PLAT[S tSSUEO FOR PHYS ICALLY D1SA8L£0 P(RS0NS MA.Y 8( T0W(0 A.WAY AT OWNER'S EXP(NSE. TOWED VEHICLES MAY BE RECLAIMED Al -----------O'l OR BY TELE PHONING RESERVED PAAl(NG -..... ,._._ -- RESERVED PAAl(Jj(l -~ ... ,._,_ -- LOW[~ S GN PO ST SUPPORT A ITAC.; SIGN WITH 2 ORIV[ RIV[!$ SEE NOT( 5 010 0 0 0 0 0 0 ISOIETIIC YEW DRIV( RIVU OR ./ HEX 80l1 (JYP) BOLT STOP FOR SIGN POST 3 NI$ ADA SIGN W /POST 'A LANDING , SE[~ ---1 T NOT[ 3 1 LANDING I 4' I 1MIN. DET ECTABLE \\'ARNI NG (SEE D£1AIL) 3/8" rvLL O[PTH EXPhN SION JOINT 01RC::CTION OF BROW 0 1N1So . TYP ..1 Jf f ULL DEPTH EXPAN SION JOIST BETWEEN CURB AN ) CURB RA~P IF POURED ~ONOUlHIC CURB RAMP TYPE 1 4· M N. LAND NG ~ CE ME :-.T CONCRETE s,D[WAL, 3/8" "ULL DEP TH OPANStON JOINT If POUR[O ~ONOUf-lC 12H: IV (8.37.) MA X SEC [NGIN[['l FOR APPROVAL or LARGEq DIM [NSIO \ ''"""' ·; "" I RA M P ' 2" 5" r o" TOP Of ROAD WAY l '3/8 " FULL )EPTH EXPANSION JO N; 1F POURED MONOLITH C DfTECIABL[ WARNING PATI[RN (SEE DETAIL) S ECTION A-A N1S 7 CONCRETE RAMP Call 3 Working Daya Befor~.f ~ DIGI IN COMPLIANCE WITH CJT'I OF RENTON STANDARDS OY --------- <xJ BY --------- 1•800•424•5555 I BY------- BY --------- DUMMY JOINT O 20' 0.C 3/1 6",\f:s\ 1 /2' PREMOLDEO CONT MASTIC JOINT srq1D (SA'NCUT JOINT @ CONTRACTOR'S OPTION) o,w D.1 te 0.11. O.a tt BROOM---. \ flNIS'I --............_ 4" MIN CONCRETE ~107 -----~--L ~----- •• MIN CRUSHEO SURFACING\ TOP COU RSE !jQ!l;. t MI NIMUM CONCRCTE 3000 PS I (5 1/2 SAC<) 1 PLACE TOOL JOINTS @ 5' 0.C 1• WALK IS OV(R 7' WiO(. PLAC( L0f-.GITU01NAL DUMMY J OINT AL ONG CEtH[R OF WALK. , VISER[ REPLACING EXISTING WALK , START NEW WAL< AT [XIST NG JOINT ._,ATCH cx1s 1,NG SCOR•NG PA'J ESN & CONCR(lE flNISH. NI$ 4 CONCRETE STR IP AND WA LKWAY .,, NOT USED 8 Suite 201 m P m I9Jlf;,,,A,e S.attle, WA 98101 p. 106.725.1211 r. 106 .9715344 eng ineering pile ...... 1¢.,9ln"'1119co• a·c h1tect Sche mata Wor ksho p. Inc. 1'2 jth Ave N Sean le. WA 98'C9 CONT A:T Grace K m. AtA v l200l 2S5 1589 e ;:irace@s::h~m2:a,..vorlc.sh0p com o~·ne, Renton Housing Authori ty 290J NE · Ctr S: Rentor. WA 98056 CO~TAC' Ma1 k Gwper \' 14251226 185il SUNSET COURT APARTMENTS 11 44-1158 Ha rri ngton Ave NE Ren t on, WA 98 05 6 P91 ~1 DATE rROJ l C. ISSU: DA ' ES NOV lMBEA 25 20 16 JANUARY 20. 2015 '1130/2Cl5 9 00 CD AM SCHEMA TIC DESIG~ SITE PLAN FEV llW S:PTFVBER '4. 2015 OESIGt\ CEV,LOPMENT OEW/BER 2. 2016 BUILDING PE9M IT b ~OTE FULL S:ALE SH EE T S 7E IS 22", Jc An0< SER A Checke· PAV ING NOTE S AND DETA ILS C3.1 COili< grt .P~ Eng1neenng. P .LC I D 5 -1/2" . ~ LSLOP[ VARIES r I ,q_~ - ASPHAL\\ r [ , 1 t . ' . . . ' .' ... ' ', ", .. '· .•. J PAVEMENl ·so r . ,O ' • <! -::.,-.,,,.-~-•• -~ -~-..... -.... -:.-/ 1 I· .· :-.I I f .• , ·~ 6 y-;(r····, : ~~±1 SUBCRADE~ . ' '\ ' -6" DEPTH P[R\JI OUS CONC RET E PAVI NG CAST-I~-PLACE 5 '" M N PERMEABLE AGGREGATE BASE couqsE 2 -I • CONT "' CONCR[IE CO.,PACT[O 12 ·· GRAVEL BORROW O[R WSOOT SECTION "\ ·o FIRM AND UNYIEL01NC 9-03 1<(1). CO MPACT TO 95ji; ••AX D(NSIT'f 7-3/4" 1"-• • MIN CRuSH[O SURr ACING CONDITION OR EX SUBGRADE MO STURE CONDITION ED TOP COU RSE CO MPACTED TO 95~ IIAX DENSITY PER AST M 0155 7 NTS 1 HTS 2 PE RVIOUS CONCRETE SIDEWALK CONCR ETE VERT ICLE CURB TYPICAL l ~ NCS 5 HTS 6 ADA STALL AND BLOCKOUT STRIPING BOLLARD Call 3 Working Dai• I N COMPllANCE WI TH CIT\' OF RENTON Before·.i~ DI I STANOAROS B Y D.a to __ ""<I Bl' D,~ __ 1-800-424-5555 B Y o.,. __ BY 0 .. 1. __ :!' ',W~IIJU\~ r r· /6-rooT WI DE RE CYCI ED ALK m M•,e ~ms,,e (GREY) I \ I + ., + ASPHALT PAVE MENT/ IC' \~ N ['.<'lFD '3 REBAR PRE-DRILL/ I 5,/6" HOLE & FILL W/ EPOXY NlS 3 NIS CONCRETE WHEEL STOP CONCR ETE DRIVEWA Y NTS 7 NIS CONCRETE RAMP PERMEABLE PAYERS 4 8 C [ I L P D 1932 Flrst Ave Suire201 S!!attle, WA 9S101 p.106.715.1211 f . 106.973.5344 engineering pile --•. ,,..,,_,.,co, a·cruec t Schema ta Wor kshop, Inc. 11; 5th A•1c ~ Sea1t le. WA 98 109 CON IAC I Giace Kim. AIA V i2C6) 285 I 589 e nrace@schemata\\'ork shop com ovme, Renton Housing Autho rity 2900 ~E 'Otr St Reoton. WA 92056 CONTAC-Mart Gropper v 1425) 226 . 850 SUNSET COURT APARTMENTS 1144 -1158 Ha rri ngton Ave NE Ren ton, WA 98 056 PRINT DAE PROJ,C-ISS\.JE DA-ES NOi/EMBER 25. 1016 JANUARY 10. 2Cl6 11/3012015 9 00 00 AM SCYE MA TIC DESIG N S -E PlA1'. %VIEW SEPT:MSEP 14. 2015 DESIGN OEIJELOPM:NT DEC:MBER 2. 201 6 BJ LO NG PERMIT NDIE fU LL SCA.t SHEEI Silt IS 22", 34· /1utha SER A C~ecker PAVING NOTES AND DET AILS C3.2 Copyr ight LPO Eri9111ew1ng Pl ~C A c Lf~_r-,woo· -~- I -1 I Vf "ff I --1 I Call 3 Working Daye 1N cOMPL1ANce WI™ c 1n oF RENTON Before•.;i'.~ DIGI •Y sTANDAROs CONN[CT 10 [XI STING a·· SAN ITARY SEWE R >IAIN COi\ TRACTOR TO V(R IF'r lOC,\TION ANO INVERT PRIOR TO CONSTRUCT ON ASSU MED 1E a .3.37 24". /-~-~-;----- 27 Lf 4 " 55 @ 2.07. MIN (1) 90" BEND (~J) /'.]) CONC THRUS T BLOCK ING .£'.l rx, BY --------CONNECT TC EX STING 8 "" SAN ITARY SEWER "''N. CONTRACTOR TO V(R1r y .OCATION ANO INVERT PRIOR TO CONSTRUC TION. ASSUMED I[ a 3.38 . .30" 1•800•424•5555 BY -------- J 1 L~ 4 " SS @ '2 07. Ml~~ CO NN ECI TO [XISIINC 8"' SANITARY SEWtR ,.,Al N CONTRACTOR TO VE RIFY LOCAHON AN ) INVE:~T PR OR TO CONSTRUCTION ASSUMED E • 3•0 26" CONNECT 4 " SS SEE MECH COO RO [XACT LOCATION ANO <. SS O 2 0~ MIN ISVERT PRIOR TO CONSTRUCTION. CONN[C" 4" SS SH ME CH BY --------- COORO EXACT LOC ATI ON AN D / __ INVERT PRIOR TO CONSTRU CTION ~i:-::-:::::1:-------:r-""'"'.'f'-"7";._-~-====-=~7.£.==7~~%~;;;;::=-_;-:;-__:-::;-;;:-;:::-----I[ a .3 47 0" ~ ------I ; U.1 t~ 0 .1 1~ o. .. Dill• 7"---'==--'-'---=-c...--_-_ ------------(I ) 2" flRE SEQVICE CONNECTION -1--,-.----f ===:E~~::::~~;_:~~::::l -----' OCVA LOCATED IN BU ILDING S[E / I rt----, r-----------) ----MECH. roR CONTINUATION 1 1 I / I . / fficuT 1N ~ '/ / / , (') 2-1/2" ooMcsnc .£',, (1) 12" IE[ (MJ.rl) I _J I,. : , '-. ~-WATER CONNECTIO·N· Sll ffi(T) 12" SPOOL -i---1 'I 1 / '"'-.:. ·,,_, MEC>, roR CONTTNUAT 10~ ,., (I ) 12" SL[[V[ -J --J I / ., ' / ~ (1) 12" GATE VALVE (r L,MJ) I I i / : . / ';--.._' '---... / co,c THR US T BLOCKING I I I / --/ / ,; >, .. I '-. 1-1;2· OO MEST1C 1_q 1/ I ll..!XH . , / WAT(R MEIER I 11 1 FFE 35050 / {I ) 2 rlRE S_Rv,cE CO NN ECTTO~ ~ DCVA LOCATED IN 8Ull01NG SEE (1) 22.5" BEND (>•J ) ffi MECH. roq CONTNUAT ION. 751 Lr 12 · DI w ffi i:~~R ~g:NcE5~\~~U A~~~ WAT ER [A$[M[N' CONC IHRU$1 BLOCKING 5 / (I) 2-1/2" 00M[$T1( ~ (1) 1-1/2' WAl[R------1 _/" I /ii / //I ·----,, I L.JJ ': ;1 r----J/'-------:,........-f-------------1......_--,,L_ _____ __, S(RV1C[. SCI U(CH. ~-- CONTINUATION - CONN[CI 4" SS SEE MECH COORO £:XACT LOCAT IO"J AND INV(RT PR1QR TO co,sTRUCTION I[ = 34554" I L - -(,)9(f8EN!)"""(t.T.l)--~-_________ .:_..} CONC THRUST BLOCKISG .£',, ~ 0 . ~ ,: ·: 1--..z I I I 1/:1_ Ir--...; ;f;' I • ~~~~E cc'o ~;D 5~xJg--.... LOCATIO N AN O INVtRT PRIOR TO COS$TRUCT10 N IE • JH.97" (1) 1-1 /2"' WATER SERVICE SEE MECH. CONTINUATION (I) 2" FI RE S[RV1C( CONN[CTIO DCVA LOCATED IN BUILDING $[[ MECH roR CONllNUAIIO~ 1 -I /2" OOM[STIC WATER MEIER CL:fuT 1N ---------L 5 (I) 12" T[[ (YJ,FL) ffi( I ) I 2" SPOOL w (I) I 2· SLEEVE I ~ (I) I 2" GAE VA_V[ (•l <llJ) CONC IHRU5 I BLOCKING I 21 >1 <( Z. I 0/ G/ ;~ + 0::: I er· ii ,- 1 I I ? I t;-1----~ Il:£® ~ Cb 5S MH 48"' I ~ _/_ / L ... /J I ' ~ STA 10+00.0 RI Y=.l46. I~· I[ (EX 8" N-S)aJJ.l.J6' I I[ (8" [)a3JJ 45' CONTRACT OR TO POTHOLE AN D I VER lf"Y LOCATION AN D INVEf l PRIOR 10 CONSTRUCTIN 0~ ~ ANY PORTION or TH[ S[W[R SYSTEM / >IR[ HYOql,NT ASS EMBL>~ER I COR STD PLAN .3 I 0 . I ~ I u , Cn ~~ 16 Lr 4"' S5 II 207. MIN '· 15' SEWER EASH'[NT I 6 " SIDE SEWE R Cb ~ ,2, SSMH 48" ffi STA 11'+20.6 ~ RIM=J 4 7 .:5 ' I[ (6 NE)~J44.42 ' I[ (8" W)•344 32' r--1// -~-J [_ti/ // / I ! l'--'-0. I , / I I ----------~- 15· WAT[R [AS[M[NT -+ ( 1) I T.25" 8[N0 (MJ) CONC THRUST BLOCKING Cb ~ (I) 45" B[NO (~J) CONC T"RlJST BLOC KING CD ~ I I I I I I I I I I I / I I I I I / I I I I I I I I I I I I I// I ;, I v' j7,, ll 'j .jff I I I I I (I ) 90" BEND (MJ) Cb CONC TH RUST BLOCKING ~ I (I) 22.5" BE•O (>'J) Cb CCNC TH RUST BLOC ,(I\C ~ .,......,_'-.._ LEGEND __.l_SO_ __.l_49_ FF 78.0 ''----.. / "'· /. ,. I 'v '- ~ '---.. '---.. l 10 20 Seo~ I "alQ' PROPERTY LIN[ EX CONTOUR (INDEX ) EX CONIOUR PROPOSEO CONTOUR (INDEX) PROPOSED CON TOUR rlNISHED •LODR £LEVA TION PROPOSED 8UILOINC BIORE"ENTION PL.ANTER SITE WAL L V(RTIC AL CURB TRENCH DRAIN srORM DRAINAGE D PE FOOTING DRAIN STORM DRA IN CL [ANOUT CATCH BASIN TYD[ I CATCH BASIN I Y='E ~ S1D[ SEWER P PE @ SEWER CLEANOU I Q SS MH ~WA TER M(T[R .r---wATER SERVICE LINE S A mm 11932Fom Ave Suire 201 I I Seattfe, WA 9810 1 p. l Oo.725.1211 f . l Oo.973.5344 engi neer ing pil e _..,,.,.,,...,,,,,_.,m a·ch1ec 1 Sche ma ta Wor kshop. Inc. 11, 51h Ave N Sea1t le. WA 98'03 CON IAC I Grace K,m. Ali\ V 12001 285 1589 e nrace@schemata•.-..arks"lop com o-1me-r Rent on Housing Autho rity 29:>0 N, 10th St Remcn. WA 98056 CO~ TACT Mark Sroppe1 , :,25) 226 1850 SUNSET COURT APARTMENTS 1144-1158 Ha rr ing ton Av e NE Rent on . 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BY --------- NTS 4 NOT USED NOT USED 8 A L P I 19llFlrs!A,e Suite 201 s ,att1e, wA 98:0t p. 206.m.1211 t. 206.9735344 engin ee ring pil e __ ,,..,, ... ,,,."' • ar::fote:::t Sche mata Wo rk sh op, Inc. '12 5th Ave~ Sea1tle. WA 98109 :O NTACT Grace Ki m, AI A 1• 12001285 1589 e c;race@schen"atawo·ksnop com :)'Nne· Ren ton Hou si ng Au th ori ty 2!0'.l NE 10th St Rento1 WA 98056 CO NTA CT Mark Gropper V 14251226 185() SUNSET COURT APARTMENTS 1144-1158 Harrington Ave NE Ren ton . WA 98056 PRIN T OAT , PROJECT ISSUF DATfS NCV,MBER 25.10 .6 JANJARY 20. ?016 '1130/2015 9 00 00 AM SCHEMAllC D,SIGN SllE PLA~ ~EVIEW S:PTEMBE1 14. 2016 Dc SIG~ DEVEL OPME NT OEcEMBE, 2 2016 BLILDI NG PERMIT ~0-E FULL SCALE SHEET SIZE IS 22' x 34· Au:1or SE1 Ctiecte· UT ILITY DETAI LS C4.1 :aµyr1ght LPO [n<J1noom1g . PLLC -~ 350 I D / [X1$TING GRAD[ -.!_~--/PRO~OS[D GRADE I 340 ~-0 -121 LF B" SS @ 907. SS~H 48 " _32P_ 0 «· ~10 "' .. 1,.l..... ,., ,.;, __m_ I ,., (J] Q) :! "! C •C ~ ,. 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"'I"' "'"' ~·~ ,..,..., 0'<-> u1(LL. v c, '" .... + 12+00 t "'I"' "'"' ... ... ~~ ':; ~ -..., ,..,,,, C:Q 0,0 -1c. W il..... 53+oo CUI IN - (S[[ SHT C4.0 ) ,-1 .... <I ,..,..., ~I ~I ~ ,.., ...,..., ~1 )0 '""- 57+00 ~ ~ 350 ~ 340 ~ __m______ 325 ~ ~ __m_ oc, a, 0 0 lo a, .~ - ';'~ ...,..., 00 W "- a, 0 ~ :!: '-' "- ~ ~- ...m_ _MQ__ _M_ _m_ ~ ~ ~ ~ _m__ Call 3 Working Daya 1N coMP1.1ANce v.1TH cm oF REN TON Befor~.f ~ DIG! •y STANO AROs D.-:i te! C>,] BY --------D.11~ 1-800-424-5555 BY--------0 .illt • -1:,: 0 ,....J I~ IIH • Cl) I I "' J~ ..., .,,,....J £ '°II :!, () "' "''~ C "' ., 00 .~ "' m I ~ ~ -..., ·~ " I w w • 54+oo I I ~ BY ---------o.u. NOTE: 1 r ~!N1MU~ BETWEE N 01P[S AT CROSSINGS . If LESS !HAN 12", PLAC[ A 6" NEOPRENE BLOC K B[IW[[N PIPES. CITY OF RENTO N MONUMENT NO . 57. 3" BRAS S DISC W/ Y' IN CASE AT INT. or N[ 12 TH ST & EDMONDS A\/[ N[. EL EVATI ON = 326 43' (99 496 METERS) SE~; LINE PR 10FILE 1 NOT[: 1 2' MINIM UM B[TW[[N PIPES AT CROSSINGS. If L[SS lHAN 12". PLAC[ A 6 • N[OPR[N[ BLOC K 8 ETW[[N P,P[S. CITY OF RENT ON MONUMENT NO. 5 7: 3" BRASS DISC W/ "x'' IN CASE AT INT or N[ 12 rH S I & EDMONDS AVE NE E_EVA Tt ON = 32643' (99 49 6 MET ERS ) wAm LINE PROFILE 2 0 A Suite 201 m P ml9)lfo"'A,e Seattfe, WA 9S101 •. 106 725.1211 r. 206.973.5344 engineering pil e •••. 1pc1e,g1n .. rl"9.00ffl arc·11tect Schemat a Worksho p. Inc. 112 5th Ave N Scal:le. WA 981 OS CC~ TACT G,a~e Kim. AIA , :zooi zs , · ,89 e o·ace@schernatawor(shop com owner Ren to n Ho using Authority 2900 NE \Oto S1 Renton. WA 98056 CON I 1\CT Ma,k Gropper \' 14251216 I 85C SUNSET COURT APARTMENTS 1144-1158 Harri ngton Ave NE Rent on. WA 98056 PR NT OA!f PROJ ,c-1ssu, DAES NOVtMBER 2o 2016 JANUARY 20. 2015 11:30/2016 9 00 OC AV SCHEMA TI C OFSIGI\ SITE 'LAN PEVEW SEPTEMBER 14. 2016 JESIGN DEVELOPME NT DEC lMBER 2. 2016 BL..ILOING PERMIT ~GTE FULL S:A.E SHEE T SIZE IS 27", 34" Aul hor SER Checl:er PROFI LE S C4.2 Cooy-1gh1 LPO t ng ineerm g PLLC APPENDIX B Design Calculations Sunset Court Apartmems Technical Information Report No,ember JO, 2016 WWHM2012 PROJECT REPORT Project Name: Sunset Court Peak clow Rates Site Name: Renton Housing Authority Site Address: Sunset Court City : Renton Report Date: 11/21/2016 Gage Sea tac Data Start : 1948/10/01 Data End: 2009/09/30 Precip Scale: 1.00 Version : 2 0 15/0"//21 Low Flow Threshold for POC 1 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Sunset Court Bypass: No Groundwater: No Pervious Land Use AB, Lawn, Flat Pervious Total Impervious Land Use ROADS FLAT ROOF TOPS FLAT Impervious Total Basin Total Element Flows To: Surface MITIGATED LAND USE Name : East Basin Bypass: No Groundwater: No Acres 1.55 1.55 Acres 0.3 0.15 0.45 2 Interflow Groundwater Pervious Land Use AB, Lawn, Flat Pervious Total Impervious Land Use ROOF TOPS FLAT SIDEWALKS FLAT PARKING FLAT Impervious Total Basin Total Element Flows To: Surface Acres .876 0.876 Acres 0.547 0.195 0.382 1.124 2 Interflow ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:1.55 Total Impervious Area:0.45 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.876 Total Impervious Area:1.124 Groundwater Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.182027 5 year 0.253632 10 year 0.309425 25 year 0.390247 50 year 0.458499 100 year 0.534128 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.433207 5 year 0.556248 10 year 0.642655 25 year 0.757702 50 year 100 year 0.347212 ().94H'.-13 Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.779 J.559 19 ::;c 19.~ 1 ~9:2 '.951 :._ 9: 6 : gc,7 :._ 9S8 :._ 9S9 -i 960 195:._ 1962 196::l 1964 196.5 196G 1967 1%8 1969 1970 19 i 1 1977 1973 19'/ 4 19'/ ~ 1976 1977 1978 1 g7 g 1980 1981 1g82 1983 1984 1985 1gs6 1987 1988 1989 199C 1991 1992 1993 1 9 S 4 1995 1996 199) 1998 0.321 0.125 0. 17'i ,J. 133 0.157 0.158 J.158 J .177 CJ.143 J.115 0.163 :) . 1 '.il 0. 131 0.155 0. 146 0.194 0. 1 73 0.299 0.239 C:. 166 0. J EC 0.191 C. 2 9~ C. 119 C .171 C.200 C.138 G.146 0. 179 C . 2,; 4 C.21 ·:J 0. '. 7 9 0.253 0. 2 0 6 0. : j :._ 0.: 7 9 0. :._ s:, U.239 0. 14 6 0.122 0.618 0. 32 6 0. 1? 9 0.111 0 .122 0. 1 'iY 0.?83 J. 2 01 J.167 0. fiO:J 0.373 8.309 0.333 0.358 0.395 II. 38 9 0 .111 0.356 0. :Jf,j 0. 358 C.377 C. 328 G.37C C.358 C.40 C.30c C.528 C. S 9:. 0.414 0.]99 C,. 4 7 6 0. 547 D. 2 98 0. 4~ t, 0 .. ~·00 0.338 0. 3 64 (). ,', t, 6 0.6~0 0. !, !, ~ D.632 D.514 D.325 :1. 447 8.337 J. 5 ';8 0.363 0, 4 53 0. 9·10 0.650 o.3n 0.778 0.303 0.397 0. 4 6 7 0, 431 0.416 1ggg 0. 39.3 0.851 2000 0.172 0.425 2001 0.186 0. L'. 65 2002 0. 217 0. SI, 3 2003 0.178 o.~21 2004 0.319 0.7% 2005 D.147 0. 3 6'1 2006 0.164 0. 341 2007 0.644 0.886 2008 0.331 0. 62 9 2009 0. ??2 0.554 Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 C. 644: 0.9403 2 0.6183 0.8859 3 C. 3 927 0.8511 1 C.33,3 0. ·; 964 5 C. 32 6: 0.6563 6 C.3/1) 0.6315 7 C.3192 0. 62 94 8 C.2993 0.6~02 9 0.2952 0.5998 10 C.2827 0.5975 11 C.2529 0.5954 12 C.2443 0.5591 13 0.2392 0.5539 14 0. 2 38 c 0.5476 15 0.2294 0.5471 16 0.2218 0.5430 17 0. 2194 0.5220 18 0.2174 ll. 514 0 19 0.2Cc8 0.5004 20 0.2Cl5 0. 4 7 62 21 0.2CC4 0. 4 67 5 n 0.1938 0.4654 23 0.19C7 0.4611 24 0.1864 0.4534 2" ., 0.1848 0.4479 76 0.1816 0.4468 27 0.1793 0.4458 28 0.1789 0.44'3 29 0.1180 C.4344 30 0.1782 C.4314 31 0.1770 C.4271 32 0.1740 C.4?48 33 0.1718 C.4160 34 0.166E 0. 4138 35 0.1657 C.3994 36 0.1636 0.3971 37 0.163S 0.3952 38 0.1601 0.3890 39 0.1590 0.3873 40 0.1582 0. 3769 41 0.1S75 0.3727 42 0. i 5 G7 -1 3 0. 155 ·. 44 0. 1 S<': 7 45 0. 15:. ~ ' ' "o 0. ::._ !, 6"1 4-7 0. : ;j 6/J ,; 8 0.14~,9 I, 9 0. ;_ 4 57 50 0.:. 4 5 3 C. n .. 425 L ~,2 0.:. 382 '.]j 0.1334 5l O.Lil5 55 0.1311 Ii 6 0.1286 57 0.1246 58 0.123J ~' 9 -J.1221 60 :1 .1192 Gl J. 1 1 1 3 Stream Protection Duration POC #1 0.3696 ll. 3G4 4 0. 3C,J:1 0.3632 0.363C C. 3.58? C.3577 0. ?i'.i "/7 C.3559 C.3411 C. 338-~ C.3331 C.l283 C .. 3/49 C.3211 C.3C91 O.:~C4f, 0.3C3: 0.2977 o.ns: Fac::.:C :,_ i --:_y duration star:dard fc.::::· 1-[:,_C'l'IS. Flow (cfs) Predev Mit Percentage Pass/Fail 0.0910 154 9 18715 12 08 J. :1947 1404 17513 1247 0.0984 11 8 l 16029 1 YA 0. 1021 1041 14 6 8 3 1410 0. 10'.)9 941 13768 1163 II. 1096 822 12728 :. 54 8 0.1133 710 117::lO ::. 6'.:>2 0.1170 ESC 10977 ::._ 683 11.UO/ :;s2 100S•6 _ 7 34 0.1744 514 932j :s 13 0.1281 --1.s 9 8 fj'.J{, ::._ 2 P 5 0.1318 423 8149 1926 0.1356 38 9 7 {, 71 1920 0.1393 3S4 6Y09 19'.Jl C.1430 337 6.S 1 3 1 93? 0.1467 308 6025 1956 C. 15114 2/2 5615 2'J64 C. 1541 247 ~2 02 2106 C.1578 2 31 <': 90 9 LL:'..'.J C.lElS 2 02 ,; ':, S2 2253 G. 1 f..53 183 <': 2 2.2 .2 3 0 7 C.169C ·. 7 0 jgg3 2348 C.1727 :s2 37 05 2437 C. 1164 ~ {, 3 34 54 2415 C. 1 SC I 0 l 30 jL ~8 2506 C.1838 ~2 3 3106 2575 C.1875 ::_ :_2 2 S 98 2587 ••., I C.1912 "..03 2 68 6 26C7 C. 1949 96 L '.J6'.J 2671 o.: 927 9: 2413 2651 --: i J o. 2 02 4 85 2257 265'.J ,1; 0.2061 79 2113 ?674 0.?098 78 2009 2575 i : 0.2135 72 1863 2587 ,i I 0.2l'i2 65 1743 2681 :l I 0.??09 61 1666 2731 0.2246 57 1557 2731 jj I 0.2224 :)2 1457 2801 ,i I 0.2321 47 1369 2912 • '_l I I 0.2358 46 1303 2832 .. I 0.2395 41 1220 2975 '01 i ! 0.202 37 1142 3086 ~ -J i I 0.2469 33 1088 3296 0.2506 31 1018 3283 ~ ;-1 ' I 0.2543 29 968 333) '':t I l 0.2SS1 29 913 31 48 ~ .--J : 0.7618 29 881 303 7 ': n: 0.2655 28 836 2985 Fc:i i 1 0. 2 6 92 2S 786 2BC7 ·"·JI i 0.2729 28 756 27CC 0.2766 28 716 25S7 ]:;, ; 0.2803 27 677 250) l' .-j i 1 0.2848 24 630 262~ -J i J 0.2877 22 61 1 2777 0.2915 21 580 2761 I· 1 L l 0. 2 952 21 557 2652 "·;l I 0. 2 98 9 19 532 2sec 0. 302 6 17 512 3011 0.3063 1 6 481 3006 ~ -j i l 0.3100 15 458 3053 ~ -j i i 0.3137 13 4 4 5 3423 .. =_1; 0.3174 12 42 9 J:) 7 5 -.-·-1 i ] 0. 3212 11 407 3700 ;,:ii I 0.3249 10 393 393C .• -JI ' D. 37.C 6 9 37 S 4166 C ·" i I 0.3323 7 362 5171 ' .ci i l 0.3360 7 342 4885 ,1 : 0. 339"i 7 ~30 4714 -c'J I 0. ~i:; 3i:; 6 316 52 66 ~ --j i 1 0. 34 7 ·. 6 300 5000 '' ' 0.3509 6 289 481E 0. 35i:; 6 6 277 4616 -;;--.-1 i ! 0.3583 6 2 62 4366 " 0. 3 62 0 6 2 50 HEE 0.3657 6 237 3950 0.3694 6 229 3.816 0.3731 0 221 3683 0.3768 6 2;2 3533 0.3805 6 2 02 3366 0.3843 6 , 94 32 33 0.3880 6 191 3183 0.3917 6 183 3050 C. 3 954 4 174 4350 ,: I C.3991 4 163 4075 C.4028 4 158 39~0 C.4065 4 151 377 S 0.4102 4 147 3675 CJ.4140 ,j 14 6 3650 0.4177 4 L~7 312 .5 :1. 4 71 4 3 133 4433 0.4251 3 12 I 4?33 Cl. 4) 8 8 3 123 4100 J. 4 32 5 3 120 4 CJCC J. 4 j 62 3 11 4 38CC 0.1399 3 113 3766 0. 4 4 37 3 llC 3 Gt E, 0. 4 4 7 4 3 101 34EE 0.,:; :::, :.. :.. 3 98 32 Gr; U. c; :J4 8 3 95 31GG 0.458.5 3 93 3100 The development has an increase in flow durations from 1/2 Predevelaped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Water Quality BMP Flow and Volume for POC #1 On-line facility volume: iJ acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: D cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: C, cfs. LID Report LID TPc:h:1,que !Jseu fc,.:::- Pcrcer.t Water QuE.lic:y L'ercenc Total Volumn Commer~t VolumE Treat.rren:.? Neeu.s; \Vat.er Ql.d1 i~y Infi_i_::rated Trea::.ed Perlnd and Implnd Changes Ko char.ges have been ma.de. Treatmen:: vo.:.umn lnfiltraticn Cwnulati"s'e Volwnn Volumn ~·aciL.ty 1ac-.:"::.) Infilt.ra-:::ior. 1 a c -~-·.~ __________ r0.,,,e0d0i,tc__ _____ _ This prog:-am ond accor.irkrnyi:1:; docume:-1tation are pro·,•ided 'as-is' w'..L'1out wa:::-ranty of any kind. ":":'1e eritirc risk rego.r::iing tr.e performar.ce and resu.:.ts o: ::h::.s pro1ra:n is assu:neci. by End User. Cled[ Cr-c(~k Scluticns Inc. anci. the gcvern:nental licer,see er sublir:en.'3ees disclaim all war::'d:it.i.c.s, either expressed or irr.plieci., including but: not lirr.i ted ::o imp 1: Hi 1,,a r, a:1 :. ie.s uf rr'JJidm dnd accorr.panying dccur:1er.tat io:1. In no ever.t shall Clea:-Creef: Sclulio:15 Ir:c. ~e li<Jb.Le fo!" o.ny ci.arr.ages 1>.':11atsoeve!" :including wit:--10ut 11:nitation lo do.:11a(_Je5 for lrJs.s of busir.ess profits, loss of busir.ess informati·:ir., bus:..r~ess interrupli.or1, dnci. the :..ir:c) ar2.sing out of the use of, ::;r 1nabili-:y -:o use L"lis program even if Clea:· C:-cc:-: Sol·Jtions Inc. or L'1eir ac.thori=ed re:cre~ent.at.ives ha-.,e been advi.st·d of the po5s:..bility of such da:nages. Software Copyright.~ by C.ear Creer: Sclutic~s, I~c. 2J05-2Jl6; All Rights Peserved. l • -~ :_,- . ~ ... 9_r23r1 -r->5 " ', • '"• r l I 7 2 9 , ' l)\/', \I 7 6 · 5 f; I t ,-r , " ' .r )L KTNG CO UNTY ROAD SERVICE MAP -1965 1 I I I I .. ---i I !'·--(' ,( \ I ,.,.-!-T, 1'1 , . '.•, --~ ,.·. >-~·1 I.,, ., .. ffl~ ?:~ .;;~ !il~ -.:;; ~1 !~ ~'"' --, l I! I I ) _i_ I I I \ \ I \ ~ i= --~ §1 ~-~~ :::~~ ;;;:=::· :! ~ '.: ~$.~ -:,, ,..;:; ~--- 1. I •, ! ;:::i :!:! ~ c:, c:, :,a ~ CJ 3:: ·. z t·> V, i c:: ~ ~ z ~ ~ ~ a ;.: .... ,I: !!! E ,.,. -., .. --------- / (''. 1. j \. ---·-.. \ ~\ I ' ', .... I I , /'! ,_J ' / I / , ,. -·•·• -v·v ·~·~ ~-·-·.f • •) • 0 • • • -• .... • • • ·~, -·· t -,f ; ~ ~ ; . ; :: -.. ; ~ ·. .. : .: , .. =. ··-·. ---.. ..,., .. • I •• •• • "' ••• --••• ), ...... <I .. . . .. ..... ... ... .. ' · tc -• · -, .• • .... ,.. *".. .. ' -. -• • ;, •• • • • • •. • n .-• •. • " 1 1o ............ ,, .... . .. ... . . -...... . ~!~;~ ~~:::;~; ~~--1~-~~ -~ ... , .. ' ... . . . -·-....... . ... . . ..,. "' ,. . ' . ' . . ~ .. -......... . ·r--------,-- ' I ------~ -.,,_ z ;::,- * :; "'::::. i ~;: -l --r" ;'.r: :: / : I , __ ----r I / \ ( \ ,/·· ... _ ..... ·-.. \ \ .-· )-· .---· \ ,.,., / / ... / 0 r· :] I I 0 -l _J ·l . ' _ _J ···--......... _ - f I I I t. .- -..J'--- / -./ uu i i J.' WWIIM2012 PROJECT REPORT Project Name: Sunset. C:JuTt West Basin Site Name: Rent.on Housinq Authority Site Address: Sunse-:-: C:cJurt. City : .Ren:_on Report Date: ll/2H/201 f, Gage SeaLac Data Start: 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.08 Version 201~/0'i/21 Low Flow Threshold for POC 1 S(J ?ercent 8f the 2 Year High Flow Threshold for POC 1: ~O year PREDEVELOPED LAND USE Name : Basir: West Bypass: No Groundwater: No Pervious Land Use AB, Lawn, Flat Pervious Total Impervious Land Use ROOF TOPS FLAT SIDEWALKS FLAT Impervious Total Basl.n Total Element Flows To: Surface MITIGATED LAND USE Name Bypass: No GroundWater: No Acres .728 0. 728 Acres 0.1 0.17 0.27 0.998 Interflow Groundwater Pervious Land Use AB, Lawn, Flat Pervious Total Impervious Land Use ROOF TOPS FLAT SIDEWALKS FLAT Impervious Total Basin Total Element Flows To: Surface Vault 1 Name : Basin Roo.:: 3 Bypass: No Groundwater: No Pervious Land Use AB, Lawn, Flat Pervious Total Impervious Land Use ROOF TOPS FLAT SIDEWALKS FLAT Impervious Total Basin Total Element Flows To: Surface Acres .296439 0.296439 Acres 0. 5067 0.064954 0.571654 0.868093 Inter flow Vault Acres . 0125 0.0125 Acres 0.024 0.0025 0. 0265 0.039 Inter flow Surface retention 3 Surface ~cte~t~c~ 3 Name : Basin Roof 2 Bypass: No Groundwater: No Pervious Land Use AB, Lawn, Flat Acres .015 Groundwater Groundwater Pervious Total 0.015 Im12ervious Land Use Acres ROOF TOPS FLAT 0.024 SIDEWALKS FLAT 0.005 Impervious Total 0.029 Basin Total 0.044 Element Flows To: Surface Inter flow Surface retention 2 Sur:ace retent~c~ 2 Name Bottom Bottom : Bioreten~ion 3 Length: 17.SC ft. Width: 3. CO fl. Material thickness of first layer: 1.5 Material type for first layer: SMMWW l2 _:_~/hr Material thickness of second layer: Cl Material type for second layer: G?,AV2.:L Material thickness of third layer: 0 Material type for third layer: S?AV~L Infiltration On Infiltration rate: 2 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft): 4. /JQS Total Volume Through Riser {ac-ft): 0 Total Volume Through Facility (ac-ft): ~.!,05 Percent Infiltrated: 100 Total Precip Applied to Facility: 0.343 Total Evap From Facility: C.1C7 Underdrain not used Discharge Structure Riser Height: 0.5 tc. Riser Diameter: 6 ;n. Element Flows To: Outlet 1 Vai....:.lt 1 Outlet 2 Groundwater Stage (ft} Bioretention 3 Hydraulic Table Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 348.50 3 ,j 8 . 3 3·18 .. c 348. 8 0.0013 O.JOOO C.CCCG C.0000 0.0072 0.0000 C.CCOC C.0000 0.001; 0.0069 0.0000 O.JOOO o.cccc c.cccc C.0001 C.OU0:3 34R.6: CJ. J068 0.0001 c.ccco 0.0007 34 8. G, 0. 8866 0.0001 0.0000 0.00(2 348.66 0.0065 O.OCCl 0.0000 0.00(9 :i4S.69 0.0064 O.OCCl 0.0000 0.0028 348.72 0.0062 0.0002 0. 001111 O.ChUS 348.75 0.0061 0.0002 0.0000 0.0039 :l48. 7 / 0.0060 0.0002 0.0000 0.0041 348.80 0.0058 C.0002 0.0000 0.0043 348.83 0.0057 C.COD3 0.0000 0.0045 348.86 CJ. OCJ:i 6 C.C003 0.0000 0.0047 348.88 C. CC.54 C. 000.3 0. 0000 Cl.0049 348.91 C.CCS3 0.0003 0.0000 0.0051 348.94 c,. 0052 /J.0004 0.0000 0.0053 348.97 0.00.c) 0.0004 ~). 0 Cl O 0 0. CO:JS 348.99 0.0049 0.0004 0.0000 0.0057 349.02 0.0048 0.0005 0.0000 0.0059 349.CS 0.0047 O.OJJ~i 0.0000 0.0061 349.08 0.0046 0.0006 0.0000 C.0063 349.10 0.0044 0.0006 c.oocc 0.0065 3~g.13 0.0043 0.0006 c.ccco 0.0067 31, 9. 16 0.0042 0.0007 c.ccco 0.0069 34 9.:. 9 0.0041 0.0007 c.ccoc 0.007( j4 9. L :_ :J. :J:J4 0 0.0008 0.0000 0.0073 .34 9. 2 4 :J. 0039 IJ. IJOIJ8 0.0000 O.O,J76 349.27 0.0038 0.0009 0.0000 0.0C}7f.: 349.30 0.0036 O.OCC9 0.0000 0.0080 34 9. 32 0.0035 I). ()()10 0.0000 0.0083 349.35 0.0034 0.0010 0.0000 O.DQ85 349.38 0.0033 0.0011 0.0000 0.0087 34 9 .11 0.0032 0.0011 0.0000 0.0090 349.43 0.0031 C.0012 0.0000 0.009? 349.46 0.0030 0.00,2 0.0000 0.0094 349.49 O.C029 0.00:3 0.0000 0.0097 349.52 0.0028 G.0Uc4 0.0000 0.0099 349.54 O.C0?.7 0.0014 0.0000 0.0102 349.57 0.0026 0.0015 0.0000 0.0104 349.60 0.002S 0.0016 0.0000 0.0107 349.63 0.0024 IL0016 0.0000 0.0110 349.65 0.00?3 0.0017 (). 0000 0.0112 349.68 C.0022 0.0018 0.0000 0.0115 349.71 0.002: 0.0018 0.0000 0.0117 349.74 C.0020 0.0019 0.0000 C.0120 349.76 0.0020 IJ.0020 0.0000 C.0123 349.79 0.00:9 0. 0021 0.0000 C.0126 349.82 0.0018 0.0021 0.0000 0.0128 349.85 0.0017 0.0022 o.ccoo O.Oi3i 349.87 0.0016 0.0023 c.ccoo 0.0134 349.90 0.0015 J.J024 o.ccoo 0.0137 349.93 0.0014 0.0025 0.00cc () . I). '0 34 9. 96 0.0014 0.002( 0.00cc 0.0~43 349.98 0.0013 0.0026 0.0000 0.0145 3c/J.OO 0.0012 :J. 0027 0.0000 0.0:41 Surface retention 3 Hydraulic Table Stag:e (ft) Area (ac) Volume(ac-ft) Dischar51:e(cfs) To Amended (cfs) Wetted Surface :i._. 5000 o. oon 0.002! 0.0000 0.0149 0.0003 l.5/75 0.0074 0.00?9 0.0000 0.0149 0.0006 J .5549 C.0076 0.0031 1.,)824 C.0077 0.0033 l.GC99 C.0079 U. D035 1.E374 C. OD80 0.0038 l.EE18 C.0082 0. 00!, U 1.6923 CJ. 0084 0. 001,2 1 .7198 0.C085 0.C044 1.7473 O.CC8i O.G047 1. 7141 O.CC88 C.C049 1.8022 0.0090 C. OC ::;2 1. 82 97 0. CJOYl C. OCS-1 1. "571 0.0093 0.0057 1.3346 :1. 0095 (). 0059 1.912:!. o.:W96 0.0062 : . 9:i% 0.0892 0.0064 :._. 967 0 0.0100 :J. 01167 _. 99,; 5 o. :ncn 0.0070 :2.0::220 0.0103 J.0873 2.0495 0. [1 _ Q'.::, D.-J'.J'/6 2.0769 0. 0 :._ 0 6 o. ocng 2.1C44 0. 0 ::._ 08 O.OD21 2.1319 C. 0 ::._ ~C 0.0084 2.1593 C.0112 O.UU27 2.1868 C. 011:~ O.C09: 2. 214:l 0.0115 0.0094 2.2118 O.Cll7 0.009! 2.2692 O.CllY 0.0100 L.2967 0.0120 C.C1C3 7.3/4/ 0.0122 C.ClCi 2.351G 0.0124 (). C 11 C 2 . .579: CJ. :112 fi 0.0114 2. 4 0 66 0.0129 0.0117 2. LY: 0. 013:) 0.0121 2.1,5::._,5 O.Jl32 :J. 012 4 2.4890 U.OL~4 J.Jl28 2.0,000 0. 0 ~ 3 1; 0.0129 Name : Sur:"ace reter:tio,: 3 Element Flows To: Outlet 1 Outlet 2 Va·Jlt 1 Ei::ireti?nt . .i on Name : 3.":..oreten'=.icn 2 Bottom Length: 16.30 f'_. Bottom Width: 3.JJ ft. 0.0000 0 . Clil II 11 0. O,JO,J 0.0000 0.0000 0.0000 U. ODDO 0.0000 0.0000 0.0000 c.ccco C:. cc cc c.cccc 0.0000 0. OCJOCJ 0.0000 0.0000 0.81"?:3 0.0580 :) . 11 J9 :1.17,Jl 0.:2299 J.2215 0.3293 0. 3 6: 9 C). 38110 0. le 08 6 C. 42 8 ·:J C.448? C.4E69 C.4848 C. '.i021 0.5188 0.5349 0.5506 CJ. 5659 3 Material thickness of first layer: 1.5 Material type for first layer: SMMVii''f•i' 12 in/hr Material thickness of second layer: 0 Material type for second layer: Sand Material thickness of third layer: J Material type for third layer: GRAVE:::.. Infiltration On Infiltration rate: ~ J.0151 O.OCC9 J.0154 0.0012 J. 01~"/ 0.0015 :J. 0159 0.0018 0.0162 :1. 0071 11.:J16'i J.0024 0.0167 0. 082 i 0.0110 0. 0031 D.0173 0. 0 J34 0. O:!.: S O.U'J:37 0. U ::_ 7 R 0. 00 110 o. o :._s :._ 0. 004 4: C. o:_ 8 3 D.D047 C.0186 0.0050 0.0189 C.COc4 0.0191 C. C(F,7 U.Cl94 C.COGC 0.0197 0. oc 64 0.0199 0. CJC67 0.0202 Cl. OC71 :l.CP0.5 0.0074 0.0207 0.0078 0. 0210 :1. JO 81 0.:121:i 0.0085 0.0215 ,J.0088 O.'J21S: O.CJ:192 U.0221 O.OJ9G 0. 02 2 3 0.0099 0. 022 6 0.010::i C.0229 0. 0 ::._ 07 C:. 07:l 1 0.0~~~ C.0234 C.Cl~4 C.0237 C.C11R O.C239 C. CP7 O.C242 C.Cl24 0.0243 o.occc Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft): 4.759 Total Volume Through Riser (ac-ft): 0 Total Volume Through Facility {ac-ft): 4.759 Percent Infiltrated: 100 Total Precip Applied to Facility: 0.354 Total Evap From Facility: 0.16 Underdrain not used Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 6 in. Element Flows To: Outlet 1 Vault 1 Stage (ft) 349.CC 349.03 3t; 9. O'.:, 349.08 34 9.:: 349.14 34 9. 16 34 9. 19 349.22 349.25 349.27 349.30 349.33 349.36 319.38 34 9. 41 349.44 349.47 349.49 3,-; 9. 5) 349.55 349.58 349.60 349.63 349.66 349.69 349.71 349.74 319.77 349.80 349.82 349.85 .349.88 34 9. 91 349.93 Outlet 2 Bioretention 2 Hydraulic Table Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 0.0071 0.0000 0.0000 C.0000 0.0070 0.0000 0.0000 0.0000 0.0069 0.0000 0.0000 0.0000 0.0067 o.occc c.occc 0.0000 0.0066 0.0001 0.0000 0.0000 0.0065 C.COOl 0.0000 0.0001 0.0063 C.0001 0.0000 0.0001 0.0062 C.0001 0.0000 0.0001 0.0061 0.000' 0.0000 0.0002 O.OG~9 0.0002 0.0000 0.0003 O.CC58 0.0002 0.0000 0.0004 0.0057 o.ooss c. oos,; 0.0053 0.0052 0.0050 0.0049 0. O:J4 8 0.0047 0.0045 0.0044 0.0043 0.0042 0.0041 0.0040 O.CC39 0.0037 0.0036 0.0035 C. 003t, 0.0033 0.0032 0.0031 0.0030 0.0007 0.0:J:J2 0.0003 0.0003 o. oocn 0.0001 0.0004 0.0004 o.occs 0.000:J C.CD05 C.0006 0.0006 0.0007 0.0007 0.0007 0.0008 0. 00:JB 0.0:109 0.0009 0.0010 0.0010 CJ.0011 0.0011 0.0000 0.0000 0.0000 0.0000 0.0000 0. 0000 c.ccco c.ccco 0.00cc 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 C. 0000 0.0005 0.0006 O.COCB C.COIO 0.0012 0.0014 0.00:_7 0.002: 0.0025 0. 002 9 0.0034 0.0039 0.0045 0.0052 0.0059 0. 0067 0.0073 0.0076 0.0078 C.0080 0.0082 0.0085 0.0087 0.0089 349.96 II.CC29 0. 00 l2 O.JJOO J. 0092 349.99 O.CC28 U.001::i J. JJC,C1 ,J. 0094 3.50.02 O.CC27 0.0013 0.0000 0. 0096 350.04 0.CC2E 0.0014 II. !ICJOO 0.0899 ]'.10. (r/ Cl. CC25 0.0014 0.0000 0. 0181 350.lC O.CC24 0.0015 (). ()(_)()(} 0.0104 350.13 o.oc:ri o.oo:6 0.0000 0.0106 3.50. 1 .5 0.0022 o.co:6 0.0000 0. 01 Jg 350.18 0.0021 0.: o: , 0. 0000 0.0112 j '.i (). L 1 :1.0021 C. Co:;_ 8 0.0000 0.0114 350.24 0.0020 C.C018 U. UUUD 0. 0 J 1. 7 350.26 :1. 01119 C.C019 0.0000 0.0119 350.)9 0.0018 C.C020 0.0000 U. OL'.·) 350.32 0. 881 7 C. CC2 J.. Cl. DUDD o.o:;:::s 35J.35 0.0016 C. OC7.1 0.0000 0.0:22 '') :) '.). 3 7 0.001.5 0.0022 0.0000 u.u::._:rn 35J.,1J 0. 0015 0.0023 o.cccc 0. 0 ·_ 33 3 50. 4 3 O.JJ14 II. OC24 c.cccc 0.0_36 J:10. 4 6 O.DD13 0. OC25 c.cccc 0. 0 ::._ 39 35C!.42 0.0012 O.CC26 o.cocc 0.0~4/ 3':,0.':,0 O.OJ12 II. !:C:2 6 i). cccc C. 010 Surface retention 2 Hydraulic Table Stage (ft) Area (ac} Volume(ac-ft) Discharg:e(cfs) To Amended ( cf s) Wetted Surface ::_. 5000 o.oo·i::_ 0.0076 c.oooc O.Cl43 0.0003 ::._. '.J27 :, 0.0073 0.0028 C.OOGO C.Cl43 0.0006 1-•. ss~ 9 0. 001,; 0.0030 C .110110 o.c1,1c 0.0009 J... 582 4 0. ou·i '.J J. Cl0'.')2 C.0000 O.C148 0. 00 ::_2 1. 60:l:l C.0077 J.J034 0.0000 0. Cl :::c 0. 00 ·: 5 1 . f,37 4 C.0078 0.0036 0.0000 o. ens:~ c.co;a 1 . E,64 8 0.008C 0.0039 0. 000:1 D. 0 J .s .s C.C021- 1.6923 0.0081 CJ. 0 '.)41 0. 0800 0.0158 C.C024 1. 7198 II. CC83 0. 0 Jtj 3 0.0000 8.0161 (). C027 1 .7473 O.CC84 O.OJ45 0. 000:1 0.0163 C.C030 1. 7747 O.CC8E U. 0'.)4 8 0.0000 0.0166 G.C033 1.8022 O.CC88 0.0050 J.0000 0.0168 O.OC:~G 1 .87.97 0.0089 0.0053 J.OOCJCJ 0.0171 O.OC4C 1.8571 0.0091 0. DOSS J.0000 ,J.0173 O.OC43 1.8846 ~). () () g2 C. 00.58 'J.0000 o.~11"?6 11. IICH 1.9171 0.0094 C.C,060 0. ooou O.,J17S 0. OC'19 1 .93% J.00% C.0003 o.ouuu (L 01 '.l 1 O.OC53 1.9G7J J.J097 C.006c 0.0000 0.0184 O.OCSE 1.9945 0.0099 O.C068 0.0000 0.0186 J. 00:Jg 2.DL.2() 0.0101 0.0071 0. 0:1._ 7 3 (). 01 S 9 0.0063 2. 0 1i 95 0. J102 O.C0/4 O.D-~·80 0.0191 0.006E 2.0769 O.Ol:J4 0.0076 0. 1 J 09 0.0194 J. JO lO 2. _ 0{, {, 0.01D6 CJ. CJC7 9 0. 1701 0.0:96 0.00!3 2. ::_ 3 ::_ 9 0. 01 07 0.0082 0.22':?9 0. 0 ::_ 99 J.J076 2. ::_ 59 3 0.0109 8. ocs :J /J. 284S 0. O.? 0/ D.JOBO 2.1868 0.0"1 0.0088 C .. '32 93 o.02oe 0.0884 2.2143 o. o::._ ::_:c: J.OC91 C.3G19 C.0207 0.008/ 2.2418 C. () · .. L J. JO 94 C.384C C.02D9 iJ. 0'.)91 ).7.69) c.o~:0 ,J. 0098 C.4086 C. 07.1 / O.OJ9·1 2. 29 t;7 C.0118 0. Jl Ill 0.4789 0.0214 0.0098 2.3242 CJ. C 120 0.0104 0.4483 O.C217 0.0102 2. 3'.,H 0. C171 0.0107 0.4669 O.C21Y D.0105 2.3791 O.C123 0.0111 II. 4 8 4 8 O.C222 0.0109 2.4066 0.0125 C.Cll4 0.5021 2.4341 0.0127 C.Cl~8 0.5188 2.4615 C.C129 0. 0::..21. 0.5349 2.4890 0.0131 O./Jl2~ 0. 5506 2. ~.ucc 0.0131 0.0126 0.5659 Name : Surface retentio~ 2 Element Flows To: Outlet 1 \ld'cl~ t 1 Outlet 2 Biorctention 2 Name Width Length : Depth: Vault 1 20.S ft. 39.2 fl. 1.86 ft. Discharge Structure Riser Height: 1.26 fl. Riser Diameter: 8 ~n. 0.0225 0.0227 0.0730 0.0232 0.0233 Orifice 1 Diameter: 2.125 in. Elevation: 0 ="L. Element Flows To: Outlet 1 Outlet 2 Vault Hydraulic Table Stas,:e (ft) Area (ac) volume(ac-ft) Dischars,:e(cfs) Infilt (cfs) o.cccc 0. 0' 8 0.000 0.000 o.cco 0.0207 0. QJ_8 0.000 0. (117 c.cco 0.0413 0.018 0.000 0.074 o.oou 0.06)0 0. 018 J.001 C.030 0.000 0.0827 0. 018 0.001 0.035 0.000 o.~033 0.018 0.001 0.039 0.000 0.1240 0.018 0.002 0.041 0.000 0.144'1 0.018 0.002 0.0~6 0.000 0.1653 0.018 0.003 0. Ot, 9 0. OOCl 0. 1860 0.018 O.CC3 0.052 0.000 0.2067 0.018 C.003 ().055 J.000 0.22n O.Cl8 0.004 :J. 058 0.000 0.2480 O.C18 0.004 0.061 0. 000 0.2687 0.018 0.005 0.063 o.ooc G.2893 C.018 0.005 0.065 0.000 C.31CC 0. 0" 8 0.005 0.068 o.cco CJ.33CI 0.0~8 0.006 0.070 c.cco 0.3S,13 0. 0 ~8 0.006 C. C72 C. 000 0.3720 0.018 0.006 0. 074 0.000 0.3927 0.016 CJ. :JOI 0. 07 6 0.000 0.4133 0. 018 0.007 0. 078 0.000 0.4340 o. ::na 0.008 0.080 0.000 0. 4 51, 7 0. :n B 0.008 0.082 0.000 0.4753 0.018 0.008 0.084 0.000 0.0113 0.0116 0.0120 0.0122 C.0000 0.4960 O.CJ18 C.CC9 0.086 D. 000 0.5167 0.018 C. CO 9 U. 08 8 J.OOJ 0 .. 5373 0.01 8 C.C09 0.089 J. 00:1 0.5580 0.018 C.ClO 0. ucr. O.OOJ '.). '.J '/ 8 "/ IJ • 111 8 C. ClO 0.093 0. 00 :1 0.5993 0.018 C.Cll 0. ()94 ci.ooo 0.6200 :1 .1118 C. Cll 0.096 0.00,J 0.6407 0.018 0. 011 0.098 u. Q(j() 0.6613 0.018 0.012 !1.099 0.000 0.6SLJ 0. 01 8 0.012 O.lCl 0.000 ·J.7J27 0.018 0.013 0.1C2 0.000 0.7233 ().018 IJ. 013 0.1C4 0.000 0.7440 J.018 0.013 o. 1c:; 0. [)()() 0.7647 0.018 0.014 C.lC! D.000 0.7253 0. '.Jl 8 (). 014 0. 1 cs o.cco 0. C () 60 0. 018 0.01,1 C .110 o.cco 0.8267 0.018 J.015 C .111 o.cco o.:e41.5 0.-JlS :1 . 01 .5 C .112 o.cco 0. P. 62 0 0. ·Jl 3 0.016 C. 114 o.ccu 0.2887 0.-JlB 0. 016 C.11~ ll. oc 0 0.9093 O.Dl3 :1. :11 6 C .116 c.cco 0. 9::30() 0.013 0.017 0 .118 c.cco 0.9507 0.018 0.017 0.119 c.coo 0.97~3 0.0:2 0. 01 i 11.170 c.occ 0.9920 /J • 0-:._ 8 0.013 0. 122 o.ooc 1.0127 0. 0 :. 8 0.013 0.123 0. OIIIJ 1.0333 c,. o: 8 0.019 0. L' 4 o.ooc 1.C.c4C C. o:;_ 8 0. 019 J. 12 5 o.ooc 1.074! C.018 0.0:.9 J.127 0.000 1.0953 O.Cl8 0. 02 0 J.128 Cl. JJO l. lEO 0.018 0.020 '.).17:9 0.000 1.1367 II. 1:18 0.021 ,J. 130 :J. DO 0 1. 1573 O.Cl8 0. 021 0.131 o. :1:w J . 17 80 0.Cl8 C. 02 '. 0.13::l J.OJO 1.1987 0.018 c.cn o. 13£, 0.000 1.2193 J.018 C. C22 0.: 35 0. -JO J 1 .74JJ 0.018 O.C22 0. :_3 6 O.JOJ 1.2607 0.018 (). C23 0. 37 0.000 1.2213 J. OlR 0.023 0. 1-60 0.000 1 . 30/ J 0.018 0.024 0. 2 GO Cl. 000 1.3221 O.J18 0.024 CJ. 2 51 0.000 :. . 3,; 3 3 0.018 Cl. 1124 0.31C 0.000 :. . 3 6£, U 0.018 0.025 0. 37 :': 0. C)()C) .3247 O. 01S Cl. 025 0.444 C). 000 l. 4 05 3 O.DlS :J. 1)2 5 C.51.S 0.000 1. 42 60 0.()18 0.026 C. -~8 6 0.000 l. 44 6'1 u. u:;_ 2 0. 02 f. C. 6.51 0. oc 0 1. 4 6'/ 3 0.012 0. 027 C.717 o.ocn 1.4880 0.0_8 O.D2'/ C. 77S o.oco 1.5087 C. 0 :_ 8 0. \)2 7 0.825 c.ccc 1. :;2 9::J C. o·. 8 0.028 0.867 C.C80 1 .55CC G.018 0.028 0. 901-C. CIIC l .5707 0.018 0. 02 9 0. 92 9 o.ooc 1.5913 0. Cl8 0. 07 9 0.952 0.000 1.6120 O.Cl8 0. C,7 9 0.98G 0.000 l.6:l27 O.Cl8 0.030 1. 011 11. IJOC 1.6533 O.Cl8 0.030 l . :ns 0.000 :._. 674 0 0.018 l.6947 0.018 1.7153 0.018 1.7360 0.018 1. 7 5 67 0.018 1.7773 0.018 1. 7980 0.018 1.8187 0.018 1.8393 O.Cl8 1.8600 O.C18 1.8807 C.C18 1.9013 0.000 Name : Basin Roof 1 Bypass: No Groundwater: No Pervious Land Use Pervious Total Impervious Land Use ROOF TOPS FLAT Impervious Total Basin Total Element Flows To: 0.030 0. 031 0.031 0.032 0.032 0.032 O.C33 C.C33 C.C33 C.034 C, .CH4 0.000 1.059 l.C82 l.lCS 1.127 1.148 1.170 1. 191 ~-2~~ i. 2 3 :._ :. . 2 5 J. :._. 27 0 l.290 Acres 0 Acres 0.014 0.014 0.014 Surface Inter flow Surface retention 1 Surface retent~o~ 1 Name : Bioretentio~ Bottom Length: 11.00 ft. Bottom Width: 7.00 ft. 0.000 U.000 0.000 0.000 0.000 0.000 0. 00:J 0.000 0.000 0.000 0.000 0.000 Groundwater Material thickness of first layer: 1.5 Material type for first layer: Stv:M1iil/J 12 in/hr Material thickness of second layer: 0 Material type for second layer: Sand Material thickness of third layer: O Material type for third layer: GR.Z,,VEL Infiltration On Infiltration rate: 2 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft): 2.358 Total Volume Through Riser (ac-ft): C Total Volume Through Facility (ac-ft): 2.3S8 Percent Infiltrated: 100 Total Precip Applied to Facility: C. :j 11 Total Evap From Facility: 0.131 Underdrain not used Discharge Structure Riser Height: O. 5 f;-_. Riser Diameter: 6 in. Element Flows To: Outlet 1 Outlet 2 Vaul-:-. Bioretention 1 Hydraulic Table Stage(ft) Area(ac) Volum.e(ac ft) Discharge(cfs) Infilt(cfs) 0.0000 0.0051 0.0000 0.00110 o.cccc J.J2!5 O.JJ5'.l 0.0000 0.0000 0.CCCC J.J549 O.JJ49 O.OOOC 0.0000 O.OOCO J.J824 0.0047 0.0000 0.0000 0.0000 0.1099 o.0046 0.0000 0.0000 o.accc 0.1374 U.0045 0.0000 0.0000 0.0000 J.1646 0.0044 0.0000 0.0000 0.0000 0.1923 0.0043 0.0001 0.0000 J.0000 0.2192 0.0042 J.01101 0.0000 0.0001 D.L4'7j 0.27-17 0.3022 C) • j L. ::i1 0. 3-57: 0. 3846 o.,;:.r .. 0. 4 j~ 6 0. 4 67 0 C.494:- 0.522C C. :;4 ':!:-; C.5769 C.6044 C. 631 '::! C.E593 O.E8E8 0.7143 II. 7 41 8 0.7(92 0.7967 0.8242 0.851G J. 87 91 0.9066 0.9341 J. %15 J. 93 9'.) l.0165 :..0440 :. . en: i:; :. . 098 9 J.. :.2 6£, :. . :. 538 0.0041 0.0-J40 0.0039 0.0032 0.0037 0.0036 o.uo:::.~ C. DD3~ C.0033 C.0032 c.00::1 O.CC3C C.CC29 o .ccn o.ccn O.CC26 O.CC2c 0. ()()2:"J O.CC21 0.0023 0 .111122 0.0021 0.0020 0.0020 J.0019 CJ.:IOIR 0.0017 J.0017 O.JOl6 O.OD15 O.OOLS 0.0014 U. OOLl 0. 00 :;:: 0.0001 0.0001 :J. :1 II O 1 O.JOOI 0.0001 '0.J002 0.0'.)02 0. 0002 O.OJ02 O.OOOL 0. OJ13 o.oo,J3 0.0003 D.0003 0.0003 o. ooo,; 0.0004 C. 000,', C.0004 C. COU:J c. coo.=. c.coos C.C006 0.0006 0.0006 0.0007 O.OCC7 o.ocos O.OCC8 o.occs 0.0009 0.0009 :1. :JO l C 0.0010 0.0000 0.0000 O.OOOJ 0.0000 0.0000 0 . '.) J -'.) () J.0000 0.0000 0.0000 -:J. OCJCJC) 0.0000 0.0000 0. ()()()0 0.0000 0.0000 0. uuuu 0.0000 0.0000 0.00cc II. !JOCC O.GCCC o.cccc u.occc o.occc o.cooo 0.0000 O.COCG c.cooc c.cooo c.cooo 0.0000 C. 0111111 C.0000 0.0000 0.0001 0. 0001 0.0001 0.0001 U. 0002 0.0002 0.0002 0.0003 CJ. D'.)Jj 0. O·J04 0.0004 0. 000'.:i 0.0006 0.0006 0. 000·1 0.0002 0.0009 0. oo:. 0 u. ou:. u c.oo:o C.00~0 C. OU:. U C. OU::.. 0 C.0010 C.0010 C.COlO 0.0010 C.0010 C.0010 C.CCIC C.CCIC O.CClC 0.CCIC O.CClC 1.18'.3 0.0012 0.01111 0.0000 0.0010 1.2088 0.00ll 0.0011 0. 00111) 0.0010 ].236:i O.OOll O.OOll 0.0000 O.CClCJ 1.2637 J.UOlJ 0.0012 0.0000 0.00lC 1.2912 0.0009 O.OC13 c.ccoo 0.0010 1.3187 0.0009 0.0013 c.ocoo C.0010 1. 34 62 0.0008 O.OC14 c.cccc C.0010 1.3736 0.0008 0.0014 o.occc 0.0010 1.4011 0.000·; C.C015 0.0000 0.0010 1.4286 0.0007 C.C015 0.0000 0.00,0 1.4560 0.0006 C.00,6 0. 0000 0.0010 1.4835 0.CC06 0.0017 0.0000 0.0010 l. oCCC C.000.S 0.0017 0.0000 0.0010 Surface retention 1 Hydraulic Table Stage (ft) Area (ac) Volume (ac-ft) Dischar~e (cfs) To Amended {cfs) Wetted Surface 1.5000 0.0051 0.0017 0.0000 0.0062 o.ccco 1. '.Jr/S 0.0052 0.0018 0. 001111 O.C062 0.00cc J.5549 U.00o3 0.0020 0.0000 0. co f,3 C.0000 1.5524 O.J:154 0.0021 0.0000 0.0064 0.0000 1. 6099 0.0055 0. 0023 0.0000 O.CC66 0.0000 1.6374 0.0057 0.0021 C. CCIJO C.0067 0.0000 1.6648 :J. 00::JB 0.0026 G.CCOO 0.0068 0.0000 1.6923 0.0059 O.C027 o.oooc 0.0069 0.0000 1.7198 0.0060 C.0029 0.0000 0.0070 0.0000 1. 7473 0 . CO 62 0.003: 0.0000 0. 0 071 0.0000 1.7747 0. CJC 63 0.0032 0.0000 0.0077 CJ. CJOOO I .8077 0.0064 0.0034 0.0000 0.0073 0.0000 1 . 82 97 C.006~ 0.0036 0.0000 0. :J:J7 5 0.0000 1.8571 C.0067 0.0038 0.0000 0.0076 0.0000 1.8846 C.0068 0.0040 0.0000 0.0077 0.0000 ,.9121 0.0070 0.0042 J.JJOO 0.0018 0.0000 1.9396 G.0071 0.0043 0.0000 Cl. 0079 o.cccc ~.9670 o.oon 0.0045 0.0000 0.0080 C.0000 1. 991, 5 0.0074 0. :)04 7 0.0000 0.0081 O.OOGC 2. 022 0 0.0075 0.0050 0.0173 0.0082 C.0000 2.0495 0. 007 6 0.0052 0.0580 C.CC83 0.0000 2. 07 6 9 O.JJ78 O.OC54 C.1109 C.0085 0.0000 2.1044 0.0079 o.ooc6 0.1701 C.0086 0.0000 2.1319 0.0081 0.0058 0.2299 C.0087 0.0000 2.1S93 0.0082 0.006C 0.2845 0.0088 0.0000 2.1868 0.0084 O.C063 0.3293 0.0089 0.0000 2.2143 0.0085 0.0065 0. 3 61 9 0.0090 0.0000 2.2418 U.0087 0.0067 0.3840 0.0091 0.0000 2.2692 0.0088 0.0IJ)O 0.4086 0.0092 0.0000 2.2967 0.CC9C 0.0072 IJ.4289 0.0094 0.0000 2.3242 0.0091 0.0075 0.4483 0.009'.) 0.0000 2.3516 0.0093 0.0077 0.4669 0.0096 0.0000 2.3791 C.0094 0.0080 0.4848 0.0097 0. OOOIJ 2.4066 C.0096 0.0082 0.5021 0.0098 o.cooc 2.4341 0.0098 0.0085 0.5188 0.0099 o.occc 2.461j 0.0099 0.0088 0.5349 0.11100 O.GGOO 2.4890 O.OlOl 0.0090 0.5506 0.0101 c.uooo 2.5000 0.0101 0.0092 0.5659 0.0102 o.oouo Name St..:rface retention 1 Element Flows To: Outlet 1 V3.ult 1 Name : R~1sin Roof 1 Bypass: :'.'-lo Groundwater: J\o Pervious Land Use Pervious Total Impervious Land Use ROOF TOPS FLAT Impervious Total Basin Total Element Flows To: Surface Outlet 2 EL)retention Acres 0 Acres 0.012 0.012 0.012 Interflow SurfacG o~etent~c~ 4 su~f~ce creten:Lon 1 Name : Gio~ete~tio~ 4 Bottom Length: :i_5.D0 ft.. Bottom Width: 2.00 fl. Material thickness of first layer: l.~ Material type for first layer: SMMWW 12 iri/:ir Material thickness of second layer: J Material type for second layer: Sand Material thickness of third layer: 0 Material type for third layer: :.:;:?,AV~L Infiltration On Infiltration rate: ~ Infiltration safety factor: Total Volume Infiltrated (ac-ft): 2.014 Total Volume Through Riser (ac-ft): 0 Total Volume Through Facility (ac-ft): 2.014 Percent Infiltrated: 100 Total Precip Applied to Facility: 0.308 Total Evap From Facility: C.159 Underdrain not used Discharge Structure Riser Height: 0. 5 f:._. Riser Diameter: 6 in. Element Flows To: Outlet 1 Outlet 2 Groundwater Vault 1 Stage (ft) 0.0000 0. 02 7:) 0.0549 0.0821 0.1099 0.1374 0.1648 0.1923 0.2198 0.2473 0.2747 iJ. 3022 0.3297 0.3571 0.3846 0. 4 ~:2: 0.4396 0. 4 67 0 0. 4 94 5 :J.5220 J.5495 0.5769 0.6044 0.6319 0.6593 0.6868 0.7143 0.7418 0.7692 0.7967 C.8242 C. 851 6 0.8791 0.9C66 0.9341 0.9615 iJ. 98 90 :_. 0165 ;,0440 :.0714 ~. 098 9 ;,;264 :.,538 :. . l 813 ;.2022 l. 2363 J • 2 637 1.2912 1.3187 1. 34 62 ------------------------------- Bioretention 4 Hydraulic Table Area(ac) Volume(ac-ft) Discharqe(cfs) Infilt(cfs) 0.0061 o.occc 0.0000 0.0000 0.0060 0.0000 0.0000 0.0000 0. CCo9 O.CC57 0.0056 c.oo=:=: C.0053 0.0052 D. 00:):'._ 0.0050 0.0048 0.0047 0.0046 0.0045 0. 8844 0.0043 O.OD41 0.0040 0.0039 0. 0038 0.0037 0.0036 0.0035 O.CC34 0.0033 O.CC32 o.co:n 0.0030 C. 0029 0.0028 0.0027 0.0026 0.0025 0.002£, 0.0023 0.0022 0. 0021 0.0020 O.JJ2J 0.0019 0.0018 0.0017 0.0016 0.0016 J.0015 0.0014 0.0013 0.0012 0.0012 0.0011 0.0000 c.cooo c.cooo o.coo: 0. 0001 0.0001 0.0001 0. OD'.Jl 0.0881 0.0001 0.0002 O.OIJ02 0.0002 0.0002 0.0003 0.0003 0.0003 O.OCC3 O.OC04 0.0004 0.0004 0.0004 C.C005 C.C005 C.0005 0.0005 0.0006 0.0007 0.0007 0.0007 0.0008 0. 0888 O.OJ09 0.0009 0.0010 0.0010 0.0011 0.0011 0.0012 0.0012 0.0013 0.0013 0.0014 0.0014 0.0015 0.0016 0.0016 0.0017 0.0000 0.0000 0.0000 0.0000 0.0000 '.J. JOOO 0.0000 0.0000 0. 0000 0.0000 0.0000 0.0000 o.ooco C.0000 c.oooc o.oooc 0.0000 0.0000 iJ. 0000 0.0000 0.0000 U.0000 0.0000 0.0000 0.0000 0.0000 :J.008'1 J.0000 0.0000 0.0000 0. 0000 0.0000 0.0000 0.0000 o.ccoo c.cooc 0. C:000 c.ooco c.occc o.occc 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 O.JOOO 0. O:JOO 0.0000 J.OOJO 0.0000 0. 0001 0.0001 O.COOl O.COOl C.CCC2 0.0002 C.OC02 C.OC03 0.0003 0.0004 0.0005 0.0005 0.0006 0.0007 o.ooos 0.0009 0.0010 O.JOll 0. oou O.J013 0.0014 0.0014 0. 00 J 4 0.0014 0.0014 CJ. 0014 CJ. 0014 O.C014 C.CC14 0.0014 0. 0014 0.0014 0.0014 0.0011 0.0014 0. 001-4 0. 00 ·. ~ 0.00;1, 0.00l4 0.0014 0.0014 0.0014 0.0014 • ' , ' 1.3736 o.nu C.OC18 c.cccc 1.4011 D.JJlJ C.OC18 c.cccc 1. 4 22: 6 0.0009 C.1:019 o.cooo 1.456'.) 0.0008 0.C020 c.ccoo 1.4835 J. CHI 118 0.0021 0.0000 1.5000 0.0007 0.007: 0. uouo Surface oretention 4 Hydraulic Stage (ft) Area{ac) Volume (ac-ft) Discharge (cfs) To 1 . :i ()()CJ O.CCEl 0.002'. 1. 527 5 O.CCE/ 0.0023 1. 5549 O.CCE3 0. 002 4 l.~824 O.CC6S 0. 0 02 6 1.6C99 C.0066 O.J'J22: 1.6374 C.0067 0.0'.)30 1.6648 C.0069 J. J'.)32 1.6973 0. UU"l U J.0034 1.7198 0.0072 0. 0036 1.)473 0.0073 0.0038 . 77 4_-7 0.0074 0.0040 :.8022 0. D'.J'76 0.0042 ..!. • 22 :j7 0. 0077 0. OC:4 4 :._. C ~-/ :._ 0.0079 O.OC4E 1.Ef46 O.JJt:J C.OC48 1.9121 0. 0082 C.OCcC 1.9396 J.0083 c. co:;3 1. 96'/0 0.008S C. CO.c.c 1 .9945 J.0086 0. C05,7 2. J22 J J.0088 U.D060 2.8495 J.0090 O.C:062 2.0769 O.CC91 0.0065 2. 1044 O.CC93 0.0067 2.1319 O.CC94 0.00·10 2.1593 O.CC9G 0.0072 2.1scs O.C098 0. 0 JI 5 2.714.l C.0099 O.,JCl7S 2.2'118 C.0101 G.JJBJ 2 .2692 C.0103 J. ::<)8] 2.296/ c.o:o,; J.0086 2. 3?4? C. Cl:._ Cl 6 0.0089 2.3516 0. 0 :._ us 0.0092 2.3791 0. 0 ~ 09 O.OOY5 2.4066 0. OIL 0.0098 2 J 31,:._ n. 011:1 O.OlCl 2.46~5 0. :, 115 C.ClC4 2. t; 8 9U 0.0116 C.ClC7 /.5000 U.0117 C.ClC8 Name : Su::::·face oretentl cm 4 Element Flows To: Outlet 1 vn·..11 t 1 Outlet 2 E.ioreler.tior. 4 0.0000 0.0000 U.0000 0.0000 J.JJJJ 0.0000 0. 0:100 0.0000 0.0000 0. 011011 0.0000 0.0000 c.occc C. CJ CCC c.cccc :.cccc c.cccc D.0000 0.0000 0.0173 0.0580 0. :._ :._ 09 ,J -~ 7 0 1 J.229J J.224~ ~J.1293 J.3619 0.3840 0.4086 0.4289 0.1483 0.4((9 0.4848 0.5021 C.5188 C.5349 c.=:~oo c .. ~s-~g Cl.0014 0. 00>1 0.0014 0. (1(114 0. JOH 0.0014 Table Amended(cfs) Wetted Surface 0. :J:)8 5 0.0000 0.0085 0.0000 0.0086 o.cooo :J. 0088 o.cccc 0.0089 CJ.OCCC 0.0091 c.occc 11.0092 c.occc O.CC:94 o.oooc O.CC0G 0. 0000 U.0097 0.0000 C. DU99 0.0000 C.0200 C). ouuu 0.0~02 O.O·JOO 0. 0 :._ 0 3 0 . .JJOO 0. o: 0 5 Q , ~I'.) 0 ,J 0.0106 O.'.):JOO 0.0102 J.OOJJ 0.0109 J.OOJJ (J. Jl 11 0.0000 0.011? Cl. 0000 0. Jll 4 o.ooon ,J.:JllS o.cooo 0. 011 / o.cooo J.0118 CJ. c:uoo 0.0120 C.GCCC 0.0121 C.GCCC D. ()123 c.occc O.Cl25 c.uuoo 0.0126 0. OODD O.Cl28 0.0000 0.0129 0.0000 C.D131 0.0000 C. o::_ 32 0. J·'.:;00 0.0~3, O.JJOO 0. 0 .j 35 0.0000 0.0137 0. 011:1:1 0.0138 J.0000 U.0139 0.0000 ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.728 Total Impervious Area:0.27 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.323939 Total Impervious Area:0.653154 Flow Frequency Return Return Period 2 year 5 year 10 year 25 year 50 year 100 year Periods for Flow(cfs) 0.107484 o.:46314 0.176021 0.2124Clf, 0.253712 0.292406 Predeveloped. POC #1 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.106677 5 year 0.143043 10 year 0.171089 25 year C.211334 50 year 0.24:':,03 100 year 0.?82109 Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year PredeveloEed Mitiszated l 9;1, 9 0.137 C . 1 18 1950 0.175 0 .118 1951 o. 105 0 .112 1952 0.075 0. 096 1953 0.080 0. 09~J 1 95 4 0. 0 92 0. 09? 1955 0.095 0 .112 1956 0. 09/i 0.104 1957 0.:06 0.118 1958 0.086 Cl. 090 1959 0.087 0. 086 1960 0.093 0 .113 1961 0.091 0. 096 1962 C. 07 9 :J. 084 1963 C.C92 0. 02 6 1964 C:. 087 0.104 1965 0 .115 0.095 ' ,. 19[( 0.074 C . O 9 U 1 g 67 0.165 C.110 1968 0 .143 C. l L 1969 O.J99 C.097 1970 0. 096 C. C 9!c 1971 II . 1 1 4 C.C97 1 97 / 0.164 C.127 1973 0. '.)'i L O.C88 1974 J.101 0.088 1975 J. 120 11. llC 1976 '.) • Cl f. /. 0.087 1 977 J.028 0.092 197 3 O.l07 0. 123 197 9 0.:. 4 7 0. l 02 :._ 92 0 0. :._ 32 :J.112 :._ 92 :._ o.:os :J .110 :._ :J:3 2 (). ·1 .:;.) 0.151 :._9[-Jj 0.123 J.123 1984 O.C78 Cl.DR/ 1985 Cl. 1 07 O.l:J6 1986 0. C 93 0.124 l. 987 0.144 0. :.2 '.) 1988 C.088 0. 091 198 9 c.1og 0.085 19C0C C.330 0.336 1991 C.185 u. :._ gg 1992 C.077 0.098 1gg3 C.067 0.074 1991 0. 073 C. 1y19 1995 0.095 C. C9c 1996 0. 152 C. 12 :;_ 1997 0.116 0.110 1998 J.100 C.C89 1999 J.212 C. 170 200'.) J. 1 03 0. 114 ;; 001 ,J. 1 :._2 0.092 2 002 0. L:lU 0. 122 2 003 0.: 0 6 0.088 /00~ 0. ~ 9: 0.330 2005 O.U88 :J. 1 lE ., 2006 0.094 0.088 /007 0.338 J.261 2008 0.18~ 0. 2 9) 2CC9 O.Ln 0. 12 3 Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.3377 0.3364 7 0.3302 U.J2g1 3 8.2118 C.29:S 4 J.1915 C.26:0 5 0.1854 0.1991 6 0.1858 0.169A 0.1149 0.1506 8 0. ·. 64 E 0.1272 9 0. :_ 6c; 3 0.1239 10 0. ::._ 57 ~ 0.1234 0.1517 0. 1733 :2 0.1466 0.1232 13 0.1435 0. 121 7 14 0.1431 C.1209 15 0.1367 0.1204 16 o. n :n C.1183 17 0.1316 0.1181 18 0.1304 0.1177 19 0. 1.235 0.1163 20 C.12C2 0. l' 4 5 71 C. 1160 0.: ::._2 9 27 0.110 0.,119 23 0.1114 0.111'7 24 0. E,B 0.1116 2c 0.1089 0.1109 26 0. J 07 6 0.1101 27 0. 2-07 3 0.1098 28 0.,071 0.1097 29 o.:i_o62 0.1096 30 0.1057 C.1058 31 0.1049 0.1042 32 0.1044 0.1C39 33 0.1028 0.1024 34 0.0999 0. 092 :i 35 0.0994 0.0970 36 C. 0 96C 0.0969 37 C.0954 0.0963 38 C. 0 94 9 0. 0 962 39 0.0936 0.0954 4C O.C936 0.0950 41 0.0931 0.0946 42 0.0930 0.0944 4] 0.0918 0.0922 41 0.0917 0.0921 0 0.0906 0.0919 46 0.0879 0.0909 47 0.0877 0.0901 48 0.0875 0.0900 119 0.0872 0. C8 91... SJ O.D866 C.0883 51 0.0855 C.0879 'J2 0.0825 0.0877 53 0.0800 0.0877 54 0.0789 0.08'/3 55 0.0785 0.0863 ',6 0.0771 0.0EGl 57 0.0746 0.0848 58 0.0736 0.0836 59 0.0731 0.0821 60 0.07:5 0.0795 61 C.0668 0.0737 Stream Protection Duration POC #1 Flow(cfs) Predev CJ.CJ:di lil? 0.0558 15Cl 0.0578 1321 0. 0598 115C 0.0618 1032 :1. 116:rn J.J659 !) . 06 I 9 0.0699 J.J719 ~I. J7 39 O.Cl76il ·J.J78J ,J. ·JC: J,J 0. 0820 ·J.JS4J 0.0861 0. Oc' .e 1 0.0901 o.,J92: U. UY~::_ 0. 0 9 6/ 0.0982 o.:._002 /J.1D22 0.1012 C.1C63 C.1C8:::l C. 11C3 C.1123 0.1143 0 .1 H4 0. 1184 0.1204 0.1224 0.1244 0.1265 J.1285 !). 1305 0.1325 0. 134 S 0.1366 u. ::_:~s 6 0. >';06 0./426 0. :._,;,; 6 D. l 4 67 C.1·~87 C. E07 C.En 0.1S47 C.1568 0.1588 9?1 82 0 7il 4 6 S 7 595 S38 435 437 389 368 340 314 2~H 258 2 37 / 14 ~9) :._ 63 : 5 D 14: 134 1 1 9 112 103 98 91 87 84 80 7 ,1 70 66 61 55 '.J2 49 45 40 38 j4 32 29 28 77 26 26 2c duratior. stacdu-rd fc~ 1-flows. Mit Percentage Pass/Fail 11762 687 1c,;7,; 691 8352 726 /398 "/16 c.s 92 59C3 57 62 4f 95 42Cii; :me:; 34 2 6 3078 2 :iYC 2282 2036 1822 1623 1448 12 9 / 1 14 9 1031 92 8 235 146 667 ~91 5 :._ 5 ,; 32 34 0 :3 c, '~ 263 22 ~. 2Ci 180 l/0 158 14 6 13c 178 IH I 08 102 lJO g7 93 91 26 2 .3 80 79 78 719 71 6 714 7C6 70 G 706 7C4 66~ 62C S98 SSC 571 SEl ~4"/ 53[ 5 34 '.:i21 517 197 473 4 41 132 385 361 34 6 334 302 242 /39 239 24 '.) 24 6 230 24C 2r:; [::; 2 63 ?85 29C 313 '.) 0 7 307 307 3J3 312 C.1608 C.1628 C.1648 0.1669 0.1689 O.l/C9 0.1729 o.~749 O.c770 0.1790 O.l810 0.123U 0.1850 0.1871 0.1891 0.1911 0.1931 0.1951 0. 1972 0.1992 0.2012 0.2032 C.2052 0.2073 C.2093 0.2113 0.2133 0.2153 0.2174 0.2194 0.2214 0.2234 0.2254 0.2275 0.2295 0. 2 3:. 5 0.23Y:i 0.2355 0.2376 0.2396 J.2416 8.24~6 0.2456 0.2477 0.2497 0. 2 '.:il i 0. 2 537 22 22 21 1 9 :. 8 cB ; 6 15 14 14 13 12 11 9 8 B 7 7 7 7 7 I 6 6 6 6 5 4 I, 4 4 4 4 3 3 3 3 3 3 3 3 3 3 3 3 3 76 76 '7 3 77. 71 68 68 68 67 66 63 60 55 54 53 53 50 48 47 -1 S 43 C 38 36 36 35 .34 32 32 31 31 3:J 30 30 30 29 28 28 27 27 24 23 21 21 21 21 19 3,; 5 345 34 7 37 8 394 377 42 5 453 478 471 484 soc 500 600 662 562 714 68 5 671 6{2 6~4 633 600 GOO '.JS 3 68 0 800 800 775 77 5 750 750 75C 1000 966 93 3 933 900 9CO 800 766 700 700 700 700 633 A. I ;J I i ',:[ i '·-JI j 11 1 f . t c; -- 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. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Water Quality BMP Flow and Volume for POC #1 On-line facility volume: ~I acre-feet On-line facility target flow: J cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 1; cfs. Ad.justed for 15 min: 0 cfs. L1D Report LIJ Technique TJsec tor L'erce:1:: Water Quo.lit:::/ Perr_·e:1i_ Tot.al Vol·.mT, Co:nmen•_ 'v',Jl,un;i Tre,;1.trr,en-.::? Nee:is Water cuali-::.y lnfiltrated va,.ilt J POC: !J. Ci :1 :-eter.tion 100.D :cter,l ion / 10 D. C<) :::eter,tion 99.89 urelent ion 4 lOD.00 Trcatc'..1 (o.c-::::; N 81. 91 K 4. ::n 4.33 1.83 vo:..umn ::·acili ty 'l'ctal \!ol·J.IT,e =nfil:::rutcd 'c:-1.23 .CO ;..J.07 c,_,:,J Ccmplia::ice wi::b LID Star.dard 3 r:11rnl ion Analysis Result -Failed Perlnd and Irnplnd Changes No chonqe::; have beer. nade. No Trf'at. Credit. Infi:..t:cat.:..on Cwr,ul:::1t.:.ve 'Jo.l· __ .m n vo:_umn N N N N N . C 0 This prc~rrclm ctr1d accorr.par.yir,g documer1tation are provided 'as-is' 1-:iL'lO'.l'.: ·,.;-o.:::-ranty cf 011y kind. ':"hf' entire r::_sk rege1.:-ding the re:for111on:;e ar:d resu::.ts o.f tJ-"-.is program is assumed by i::nd Jser. Cleu..:::-Creek Solut.:..ons lnc. and the gcver:1.r',entu.l 1-iccrioee :..:-r s.icl i ~~ensees disclaim all war:::-a::1cie2, ei::J-"-.er expressed cr i.::nplied, includi.l"'.g bu:: not lirr,ited to implied wdr;o:1:_ ie:": cf proqram a::id 2::.compa::iying docu."1"\er.tat::_on. ~r: no eve::ic: s.'lall Clea::: Creek Solutions =nc. be l::_ab:._c for any C:c.rr,age.;; whaLooever I includi.r.g wi.tho·c1::. :._imitatio:1 tu dc1.mo:_ies lo~ less of busi::1ess profits, less of bus::_:1e.'cs infcrmu.t::_on, bu;;i:1t's.c; ::_nterrupticn, anu tt1c 'ikel ar is1ng out. cf tte use of, or inabi.li::.y ::o use this progro.~ cver1 i~ CJ.eoc r~reel-: S0lut::_o:1s I:1c. or their c1.·.i::.hcr::_::e~ represent.at.\'f'S tave been ad·,1ised C·f the pc,ssibil.:..ty c,::: such damages. ::Oof::.ware Copyrigh:: '.... by Clee1r Cree:,: Sc,1ut::_c1 ns, Ir1,_·. ?lJ[,'J-?Olf.; AL. Rights Reserved. WWHM2012 PROJECT REPORT Project Name: Sunset Court East Basin Site Name: Reilton Hous'._~g Au~:1ority Site Address: Sunset Cou.:::t City : Re~to~ Report Date: 1:._/22/2016 Gage Sea tac Data Start : "948/~0/0l Data End : 2009/09/30 Precip Scale: :_. 00 Version : 20l5/07/21 Low Flow Threshold for POC 1 50 ?ercent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basi~ 8 Bypass: No Groundwater: No Pervious Land Use AB, Lawn, Flat Pervious Total Impervious Land Use SIDEWALKS FLAT Impervious Total Basin Total Element Flows To: Surface MITIGATED LAND USE Name : East Basin Bypass: Ne Groundwater: No Acres .4566 0.4566 Acres 0.13 0.13 0.5866 Inter flow Groundwater '1 Pervious Land Use AB, Lawn, Flat Pervious Total Impervious Land Use SIDEWALKS FLAT PARKING FLAT Impervious Total Basin Total Element Flows To: Surface 'l a.nk 1 Name : TGt.ni<,_ l Acres .1796 0.1796 Acres 0.0559 0. 3511 0.407 0.5866 Interflow Tan:<. 1 Tank Name: Tan.-<. 1 Dimensions Depth: 3 ft. Tank Type : C.:'._rc·J._::_a.r Diameter : 3 ft. Length : 2 6.5 ft. Discharge Structure Riser Height: 7.5 ft. Riser Diameter: 8 i :: . Groundwater Orifice 1 Diameter: ::._ .2968 ::..:-1. Elevation: '.l f-:-.. Element Flows To: Outlet 1 Outlet 2 Tank Hydraulic Table Stage (ft) Area (ac) Volurne(ac-ft) Discharge(cfs) Infilt(cfs) ]42. 50 J.000 o.ooc 0.000 0. DOU 3 '~.? . 5 3 O.DD3 '.J. 000 C.CC8 0.000 342.57 0. :JJ5 J.000 C. Cll o.oou 312.60 0.006 J.JJO O.C14 C. OC 0 342.63 U.007 '.l. JJO 0.016 c.coo 342.67 D.00~ J.JOO 0.018 c.cco 34).iC, 0.009 0.001 0.020 C. CC !I 342.73 0.009 0.001 II. 027 c.cco 342. 7~/ (_). u ::._ C) 0.00] 0.023 0.000 34?.8C o.o:: 0.002 0.025 o.ooc 342.83 C.Oll U.002 :1. :12 6 o.ooc 342.87 C. U12 0. 003 J.027 o.ooc 342.90 C.012 0.003 J. J2 8 o.ooc 342.93 O.Cl2 0.003 0.030 0.000 342.97 0.C13 0.00~ 0.031 0.000 343.00 0.013 0.004 0.032 0.088 343.03 C.014 0. 00 '.) 0.033 0.000 313.07 C.014 0.005 0.034 0. 1)1)1) 343.10 0. o:. 4 0.006 0.035 0.000 343. U C. ll~ e 0.006 0.036 0.000 343.17 0. 0:. 5 0.007 0.037 0.000 343.2C o.o:s 0.007 0.038 0.000 343.23 0.015 0.008 0.039 0.000 343.27 0.015 0.008 0.040 o.ooc 343.30 0.016 0.009 0.040 o.coc 343.33 0.016 J. ci:Jg 0.041 C.000 343.37 0.016 0.010 0.042 0.000 34 3. 4 0 0.016 0.010 0.043 o.oco 343.43 0.1116 0. 011 O.C44 0.000 I' 313.1,7 0.017 0.012 C.C44 0.000 343.50 0.017 0.012 0.045 0.000 343.53 0. 017 0. 013 0. 04 6 0.000 343.57 0.017 0. cu 0.041 0.000 343.60 0.017 C.Cl4 0. 047 0.000 343.63 0.017 C. C14 0.048 0.000 343.67 0.017 0. 015 0.049 0. 00 0 313.70 0. C17 0. 01 6 0.050 CL 000 343. 73 0.018 0.016 0.050 0.000 343. 77 0.018 O.Ol'i 0.051 0.000 343.80 0.018 0.0~7 0.052 0.000 343.83 C. 0' 8 0.0~8 0. 052 0.000 343.87 C.OCB 0.019 J.053 0.000 343.90 C.018 0.0'.9 0. 054 0. 000 343.93 0.0(8 0.020 0. 054 0.000 343.97 0.0,8 0. 02 0 0.055 0.000 34 4. IJII 11.018 0. 021 0.055 c.ooc 344.03 0. 018 0.022 0.056 c.ooc 344.07 0.018 0. 022 0.057 c.ooc 344 .10 0.018 0. 023 0.057 o.coo 344.13 a.ens 0. 02 3 0.058 o.cco 344.17 0.018 0.024 O.CSB o.cco 341.20 0.018 0. 02.5 O.C59 o.cco 344.23 0.018 0.025 0.0EO a.coo 344.2/ 0.018 0.026 C.06C 0.000 344.30 0. 017 0.026 C.061 0.000 344.33 0.017 CJ. 027 0.061 0.000 344.37 0.017 0.028 0.062 0.000 341,. 4 0 0. 017 0.028 0.062 0.000 34 L,. 4 3 0.017 C.C29 0.063 0.000 3!, L,. 4 7 0. 011 0.029 0.064 0.000 344.50 0. 017 C.030 0.064 0. ()00 344.53 0.017 0. 03" 0.065 0.000 344.57 0. 016 0.03( 0.065 0.000 344.60 0.016 0.032 0.066 0.000 344.63 O.Cl6 0.032 0.066 0.000 34 4. 67 0.016 0.033 0. 067 0.000 34 4. 7 'J 0.016 0.033 0.067 0.000 34 4. 7 3 0. 015 0.034 0.068 0.000 34 4. 77 o.cns 0.0J4 0.068 0.000 314.80 0.015 0.035 0.069 0.000 344.8.3 C.015 0.035 0.069 344.87 C. 0 ~ t; 0.036 U.U70 344.90 /J. u:.. 4 0.036 0.070 344.·:;13 0. D ·. 4 0.037 0. 071 J,,.97 0. 0 l 4 O.J37 11.1171 Jl,5.00 0. ()l j J.838 0.072 345.0.5 0.013 0. 0311 0.115 345.07 U.012 0.039 0.194 34 5.:.. 0 0.012 :) . ()jg 0.293 :~ ~ :J. l j 0. 012 0.010 C.403 3•15. 17 o. '.)11 0.04C C.SlE 34:; .. 2-J 0. Jll 11.1141: C.622 34 5. 2 3 J.010 0.041 C. 714 345.27 J.009 0.041 0.787 345.30 0.009 0. 041 0.839 345.33 0.008 O.C42 D.876 315.37 0. 00 I C.C42 0.921 345.40 0.006 C.C42 0.963 34'.i.43 0.005 C.012 0.999 315. n II. CC3 0.042 :.. . 03t; 345.SC o.ccc 0.043 1.062 345.53 o.ccc 0.000 1. 10 ::_ ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.4566 Total Impervious Area:0.13 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.1796 Total Impervious Area:0.407 0. JJ:J 0.000 0.000 0.000 0.000 o.ooc 0.000 0.000 o.ooc 0. CCC c.ccc c.ccc c.ccc C. CCU c.coo C.000 0.000 0.000 (._). 000 0.000 0.000 0.000 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs} 2 year C.0~266"/ 5 year 10 year 25 year 50 year 100 year Flow Frequency Return Return Period 2 year 5 year 10 year 25 year C.073:':,31 C.08981/ C. _:3428 c,_::_jjJ94 0.15553R Periods for Mitigated. Flow (cfs) 0.052411 0.072642 o.:rns6~'/ 0.112153 POC #1 50 year 100 year 0.132223 0.15467 Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. Year Predevelo12ed Miti2ated 1949 0.066 0.055 1950 0.094 O.DS2 1951 0.0'.:-4 0.058 1952 0.036 0. 04 5 1953 0.039 0. 04 5 1954 0. 04 5 0.044 1955 0. 04 6 0.060 1956 0. 04 6 8.050 1957 0.051 0.057 1958 0.041 0.050 1959 0.042 0.046 196C 0.047 0. 'J'j7 1961 0 .044 0. 04 5 1962 0.038 0. 041 1963 0.045 0.041 19E1 0.042 :J. :J47 19E5 0.056 :1. D4 4 1966 0.036 0. 04 5 1967 0.087 0.056 1968 0.069 :J. 04 9 1969 0.048 :J. 050 1970 0. 04 6 0. 04 8 1971 0.055 0. 016 1972 0. 08 6 0.061 1973 0.034 0.047 1974 0.050 Cl.04?. 1975 O.O'JB 0.058 1976 0.040 0.014 1977 0.042 0.044 1 978 0.052 0.055 1979 0. Oil 0. 04 6 1980 C.C63 0.053 1981 C.052 0.050 l 9 8?. C.073 0.064 1983 0.059 0.055 1984 C.038 0.044 1985 O.CS2 0.050 1986 0.045 0.064 1987 0.069 0.063 1988 0.042 U.044 1989 0. 0 :J2 0.040 1990 0. 180 0.191 1991 0.095 0. 071 1992 0.037 0.049 1993 0.032 0. 011 0 1994 0.035 0.039 1995 0.046 0. 04 9 1996 0.082 0.062 1997 0.058 0.066 1998 CJ. 04 8 0. 04 6 POC #1 1999 2 000 ;::: 001 2002 2003 2004 2 005 2006 .? 007 2 002 .I(}() y D. 114 J.JSJ :) • :) '.J 4 J.063 J.052 0. :)92 J.042 J.047 J.188 0. 096 0.064 Stream Protection Duration C. C:J 8 O.CS3 O.C44 C. CG] O.C·E 0. 19 S O.C59 0.048 II. 164 0.2CO 0. C:; 9 Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 0.1882 0.1999 .? J.1H[l4 U.19S~ 3 4 5 7 3 9 10 11 12 13 l 1] ,s ,6 ·c h ::_ 9 20 ;; 1 22 23 24 2 .5 26 27 22 29 30 31 32 33 34 :35 36 37 12 39 so i:;:.. 0.1145 :J.J963 :J. :J94 i 0.0936 0.0922 0.0871 J.JB'-18 0.0824 0.0731 o. :r106 J.J6g1 0.0689 0.0663 0.0641 0.0634 0.0628 0.0595 :) . :)58 4 J.J579 0.05(1 J.:) 5 51 J. '.)538 0.0536 0.0524 :) • J'_) 18 :J. 0.517 0. 0516 O.Cl515 'J.0511 J. :)5113 0.0496 0.0481 '.). '.)4 7 9 0.0475 0.0475 :1. :J463 0.0459 J.0159 :1. :)4 57 0. 19' 4 C, 16t,2 C.C707 C.C665 C. C 6c, C.CG37 C. CS 3 ::_ c .co:n C.06:..9 C.0606 C.O:J~9 C. c,.:;.9] C. c,39_:_ C.038: C. 0'.)C!O C.0579 c.0.:.73 C.0~73 0.0564 0.05.52 C.0350 C. 0:::.4 ·1 C.O.c35 C. 052 9 C. 0 S2 l C.U'.;,04 0.0504 C.0500 C.0499 o. u.:; 92 0. C){ f.: 9 0. 04 8 G 0. OL, 8 5 O.Cl482 0.0477 0.0471 /J.U466 0. 04 64 0.0456 1,2 ,; 3 44 45 46 4 'i 48 49 :.o 51 52 53 54 55 56 57 58 59 60 61 0.0454 0.0448 0.0447 0.0438 0.0424 0. 0423 0.0422 0.0421 0.0420 0.0412 0.0399 0. 038 '.J IJ. 038C 0.0379 0.0371 0.036C 0.0355 0.03S3 0.0344 0. 0:,22 Stream Protection Duration POC #1 C.C456 C.C455 C.0451 C.0448 0. 044 8 0. 04 4 6 O.OHG 0.04t;5 0. 044 4 0.0442 0. 04 4 ::_ 0.0440 0.0437 0. 04 37 0.009 0.003 0.01,05 0.0403 0.0402 0.0390 Facility~~ ,~ duratio~ standa~d for 1~ flows. Flow(cfs) Predev 0.0263 1543 0. 027 4 0.0285 0.0296 0.0307 0.0317 0. 0328 0.0339 0.0350 0.0361 0.0371 0.0382 0.0393 0.0404 0.041S 0.0426 0.04:36 0.0417 0.0458 0.0469 0.0480 0.0490 0.0501 0.0512 0.0523 0.0534 0.0545 0.0555 0.0566 1356 1159 1028 911 804 699 62 9 5 64 S03 456 110 380 3SO 328 299 2 65 245 222 198 180 164 149 141 1)9 121 111 102 Mit Percentage Pass/Fail 26052 :688 Jl · 23100 20360 17825 1 ::J 60) 13 62 0 ·: 2 0; 0 :0583 9358 82 65 7259 6372 5533 4855 4.2 37 37 07 3277 2840 2483 220l ,924 ; 68 6 ,440 ;274 iL6 960 82 0 689 569 ; 7 03 c756 ; 7 33 ; 7 Ll ·, 6 94 i 718 1682 1659 1643 1591 1554 14 56 138/ 12 91 1239 12 36 1159 1118 1 1 1 1 1068 1028 966 903 265 793 7 3 8 67 5 611 l·.-Ji i r·,_1 i l t'c::t 1 l l".:t i l F.:1 ii f,',J i ] t\-1 i ] ",1. I -,,_,.' 'l: ~-.':, 1 j ~ 'J i l 0.0577 90 4 91 545 D.05.S.S 2-4 423 503 O.J599 'l 9 3c/ 0 468 0.0609 75 :)2!i 433 D.D62J 69 280 405 '.). '.)631 62 228 367 J. ·J612 60 19? 32 0 '.L 06S3 ss 170 389 J.%6:l 5 () 14 i 294 J.0674 47 12 9 274 J. '.) 6 S '.:.i 44 109 247 J.0696 39 96 240 J.J7J7 35 82 234 J. JHS 33 71 215 '' ' J. J72 8 31 67 l16 0.0739 29 67 231 0. :)'i SJ 29 65 224 IJ. J7 61 ;;: g 64 22C 0. J77 2 23 61 228 0.0782 28 64 228 0. :17 93 L;..i 64 228 O.JSJ4 ?S 63 Ve O.JS15 26 b3 242 O.J826 24 61 251 0. :)8 36 22 61 277 0.0847 21 El 790 0.0858 21 (C 285 0.0869 18 60 333 0. 08 8 D 16 60 3 / C 0.0891 16 60 37 -~· 0.0901 14 59 421 0. 7]912 13 '.J9 453 O.J973 11 .59 536 0.0931 11 58 5?7 O.J945 10 56 560 0. '.)95~ 9 '.J3 588 0. J96fi 7 '.d 7 :1 "/ 0.0977 53 757 0.0988 6 51 850 0.0999 fi 51 8~U 0.1010 6 ,19 81 6 0.1020 6 47 783 11. liUl 6 4 '.J / =: C, 0.1042 6 45 7.:; () 0.1053 6 45 7co 0.1:164 6 45 750 0.1074 6 45 750 0.1085 6 4:l 716 0.1096 G 113 716 0. 1107 6 42 7CO 0.1118 6 41 68 3 0.1178 6 41 683 0.1139 6 41 683 0. 11 '..JJ 4 4C 1000 O.llGl 4 38 9~U 0.1172 4 38 95 0 0.1183 4 37 925 0.1193 4 37 925 • _-J l o. L'04 4 35 9CO 01 j 0.1215 4 36 9CO 0.1226 3 33 1100 0. 12:l7 3 33 1100 c 0.1247 3 33 l J 00 re 0.1258 3 32 1066 0.1269 3 30 1000 0.1280 3 29 966 0.1291 3 28 933 0.1301 3 28 93 3 0.1312 3 26 866 0 .132 3 3 26 866 C.1334 3 25 833 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. The development has an increase in flow durations for more than 50% of the flaws for the range of the duration analysis. Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. LID Report LID Tech'1.'...que Percer.t Volurr,n Infiltrated Tonk 1 POC c,. 0 0 Water-Cua.litv !Jsed for Percent Treatmen::? Water Q'.Jali::y Treated N Total vo:..umr. Conunent. Needs Treatrr.ent lac-ft) 58. 7.9 Total Volurr.e Infiltrated 58.29 O.CO 0% No Treat. credit compliance with LID Standard 8 Duraticn Analysis Res~lt = Failed Perlnd and Implnd Changes No changes have been made. vo:..umn lnfiJ..trat.:..on Cumulative Tbr::;··--HJh Vo.l'Jmn Vol t.mn ?acility (ac-ft l :::nfiltratic:i (a::-ft) credit N 0.00 0.00 0.00 This prog:::am and accompar.ying documentation are provided 'as-is' witho·.1': warranty cf ariy j,;_ind. ':'!le entire risk regarding the performanc:e and results of this program is assumed by End User. Clear Creek Sclut.ions In:·· and the gcvernment.al l1cer.see or suhlicen:c;ees disclaim all warra:it.ies, either expressed or i_mpl i..eo, uic.luding 0\.1t net limited to imp] -.ed warrant i.es of pro9ra1n and accompanyi:1g dncument.at.~on. In no event shull Cle<J.r Creek Solut.:..o:!1s Ir.c. be liable for any darr,ages whatsoever (including witho·,1t limitation to da~ages for less of business profits, loss of business information, business inter~~p:icn, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or L'leir a·.ithcrized representatives !:-.ave been advised cf the possibili_ty of such damages. So::tware CcpyriJllt I; l::::y Clear C::-eek Solutions, I:1c. 2UC,5-2016; ;-.11 Riqt1ts ?eserved. WWHM2012 PROJECT REPORT Project Name: f/JQ A S·,1nset. Cour: Site Name: S·Jnsel Cc·Jrt Site Address: City : r\e::1tc:·1 Report Date: 11/29/2016 Gage Sea.tac Data Start : lJ42/ l'J/01 Data End: 2009/09/30 Precip Scale: :.:: Version : 2 1J ~ 5 / 07 / 2 _:_ Low Flow Threshold for POC 1 SJ Percer1: of :he 2 Year High Flow Threshold for POC 1: SJ year PREDEVELOPED LAND USE Name : Basin 1 Bypass: l'h Groundwater: Ko Pervious Land Use AB, Lawn, Flat Pervious Total Impervious Land Use Impervious Total Basin Total Element Flows To: Surface MITIGATED LAND USE Name : basin l Bypass: Eo Groundwater: Eo Pervious Land Use Acres .094 0.094 Acres 0 0.094 Interflow Acres Groundwater AB, Lawn, Mod Pervious Total Impervious Land Use PARKING FLAT Impervious Total Basin Total Element Flows To: Surface .013 0.013 Acres 0.081 0.081 0.094 Interflow ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.094 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:0.013 Total Impervious Area:0.081 Groundwater Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.003279 5 year 0.009~58 10 year 0.014877 25 year 0.02245S 50 year 0.02833 100 year 0.03,097 Flow Frequency Return Return Period 2 year 5 year 10 year 25 year 50 year 100 year Periods for Mitigated. Flow(cfs) 0.031341 O.:J47205 0.0.5391 0.062612 0.069276 U.076103 POC #1 Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 19'.:JO J 9.51 19 52 19~3 195 11 1955 1 95 f: 10 r:. 7 19 '.:JS 1959 19 EC 19El 1962 19 E3 1 '.? 64 196: 1 S 6 6 19E7 1968 l 'J6'J l'F/C 1971 1972 lY""/3 1974 197 ~. 19 "/ 6 1977 1979 1980 198:. 1982 1-983 198,; l 9 8 ~' :. ·:,s 6 :C 98 8 :. 92 9 :990 :.. 99:.. :.. 9·:JL :.. 99.3 :.. 99~, . 996 :. ))/ : 9 98 ·999 2000 2001 LUUL 0. 00 6 0. o:. 7 C). ()()8 0.002 0. 00:. 0.005 0.003 U.006 0.002 0. 002 0.003 0.005 0.004 0.000 0. 004 0.005 0.007 0. 002 0.014 0.005 0.003 0. 001 0.002 0.014 0.001 :1 . :1 :u J. 004 0.003 J.000 J. 001 0.000 0. 004 0.002 J. Cl09 J. 002 0.002 J.000 :J. 003 0.004 0.000 0.001 0. 03•1 0.017 0.001 0. 0(11 0.000 0.004 II. 013 O.OOE 0.002 II. 021 0. ()()4 o.occ 0.004 0.049 0. 0 :, 1 C).Ojl 0. 02 6 0. 02 9 0. (H 1 0.034 0.033 0.038 0.031 0.032 0.031 0.032 0. D2 8 ().032 D.031 0. 04 0 0. 02 6 '.) . '.) 4 :i 0.052 0.035 0.034 D. ()41 0.044 0.02E 0.038 o. on 0.030 0.031 0. 04 U 0.053 0.047 0.038 0. 0:J4 0.044 0.028 0.038 0. C3] O.CSl C.C31 C.C42 C.C70 8.CSS C.C27 C.026 C. 0?7 C. 03 I, 0.039 o.o:~6 C. 03 6 0 .074 0.037 0. 04 J 0. 04 6 2003 0.006 0.038 ?004 0.011 0.069 2805 0. CC3 0.031 2006 a.cos 0. 02 S }. :J :Ji C. IU4 0. 0 65 2008 C.017 0.054 2809 0.007 o. o,; a Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC *1 Rank Predeveloped Mitigated 1 0.0343 0. 07 35 2 O.C337 0.0699 3 C.C207 0.0689 4 C.017: 0.0646 5 C.0169 0.0552 6 C.Cl67 0.0539 7 C.ClU 0.0537 8 C.0°38 0.0532 9 0.0:26 0. J521 10 O.Ol07 0. :)514 11 0.0088 0.0510 12 0.0077 0.0488 13 0.0074 0.0478 14 0.0068 0.04/4 1~ 0.0064 0.0459 16 0.0064 0.0448 1 7 0.0063 0.044C 18 0.0057 0.0439 19 O.OOS2 0. 11428 2C 0.0048 0. 001 21 0.0048 0.0411 22 0.0047 0.0406 23 0.0045 0.0401 24 0.0043 0.0398 2c, 0.0043 0.0387 26 0.0042 0.0385 27 0.0041 0.0382 28 0.0038 0.0381 29 0.0036 0.0378 30 0. 0()36 0.0377 31 0.0036 0.0369 32 0.0034 0.0361 " 0.0034 0.03S8 34 0.0032 o.o3c2 3~ 0.0031 0.0345 < C _, Q 0. 0 02 9 0.0345 37 0.0028 0.0340 38 0.0027 0.0331 39 0.0024 0.0330 40 0. 0 02 3 0.0324 11 0.0022 0.0318 42 0.0020 IJ. 0318 43 0.0020 0.0315 44 0.0019 0.0313 45 0.0019 0.0313 46 0.0018 0.03~~ 47 0.0016 0.03:o 48 II. 0014 U.0309 49 0.0013 0.0307 SC O.OOC8 0.0307 51 0.0008 0. 02 9S. 52 0.0007 0.0287 5] O. OCCJ G D. 02 f'4 54 0.0006 0.0221 55 0.0002 0.0276 .st 0. OOG2 0.0/73 57 0.0001 0.0269 '.18 (I, 11001 U. 02 64 59 0.0001 0. 02 62 60 0.0001 0. 02 60 61 0. :1001 D. D2 5 9 Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0016 421 0 C Pass 0.0019 367 0 C Pass 0.0022 318 0 0 Pass 0.8024 280 0 C Pass '.). JJ27 2:4 6 II 0 Pass 0.0030 221 0 0 ~'ass 0.0033 199 0 0 ?ass CJ. 003'.:> l 14 0 0 ?ass :i.:J:n~ l 'i 7 II Cl ?ass 0. OOH 112 0 0 Pass J. 0043 132 0 0 Pass :J. J:)4 6 12j ii II ?ass 0.0019 111 0 0 ~)ass 0.0051 104 0 0 ?ass CJ.0054 97 :1 0 ?uss o.oos, 29 0 0 ;_id 2 2 0.0060 25 0 0 ?ass 0. U U 62 / j J II ?ass 0. ()C) 65 72 Cl 0 ?a.ss 0.0066 67 0 0 ~'ass 0.0070 E.? 0 0 PaS.'3 0.0073 .SB 0 0 1? ass 0.0076 53 0 J Pass 0.007R ~o 0 0 Pa.s.s 0.008~ 47 0 J Pass 0.0084 43 0 0 ?ass D.OOR6 41 n J Pass 0.0089 39 0 0 Pao:::; 0.0092 38 0 J Pass 0.009:; 3 ! 0 J Pass /J.CC97 36 Cl 0 Pas;, O.ClCC 33 0 0 Paso c.c10:; 33 I) 0 Pass C.010S 3.3 0 0 Pass 0.0108 29 0 0 Pass 0.0111 26 0 0 Pass 0.0113 26 0 0 Pass 0.0116 24 0 0 Pass 0.0119 23 0 Cl Pass O.Oi22 23 0 0 Pass 0.0124 23 0 0 Pass 0. [)~27 22 0 0 Pass 0.0~30 22 0 0 Pass 0.0132 21 :J 0 ?ass 0.0135 20 () 0 ?ass 0.0138 16 0 0 Pass 0.0140 15 0 0 ?a.ss 0.0143 15 0 0 ?ass 0.0146 13 0 0 -::>ass 0.0148 10 0 0 Pass 0.0151 9 0 C Pass O.Dl54 g I) 0 ?ass 0.0157 9 0 C Poss Q.0159 9 0 C Pass 0.0162 9 0 C Pass 0.0165 g C 0 Pass 0.0167 8 C 0 Pass 0.0170 7 0 0 Pass 0.0113 6 C 0 Pass 0.0175 6 C 0 Pass 0.0178 6 C 0 Pass 0.0181 6 C 0 Pass 0.0184 6 C 0 Pass 0.0186 6 0 0 Pass 0.0189 6 0 D Pass 0.0192 6 0 0 Puss 0.0194 6 C 0 Pass 0.0197 6 G 0 Pass 0.02cc s 0 0 Fass 0.02C2 :J C 0 Pass C.C2CS 4 0 0 Pass O.C2C8 3 0 0 Fass 0. 0211 3 0 0 Pass C.0213 3 0 0 Pass C.0216 3 0 0 Pass C.C219 3 0 0 Pass 0. 0?21 3 0 0 Pass C.0224 3 0 0 Pass C.0227 3 0 0 Pass 0.0229 3 0 0 Pass 0.0232 3 0 0 Pass 0.0235 3 0 0 Pass 0.0237 3 0 0 Pass /J.0240 3 0 0 Pass 0.0243 3 0 0 Pass G.0246 3 0 0 Pass 0.0248 3 0 0 Pass C.02ol 3 0 0 Pass 0.0254 3 0 0 Pass C.0256 3 0 0 Pass 0. 0/ ::;.9 3 0 0 Pass 0.0262 3 0 D Pass 0. 02 64 3 0 0 Pass D. 02 6"7 3 0 0 Po.s.'::i 0. 027 0 3 (J () Pc..ss C,. 027 3 3 0 0 Fess C,. 027 -5 3 Ii u Pc.ss 0.0278 3 0 0 Pc,ss 0. D2 2::.. 2 0 0 Pcss 0.0283 2 0 0 P,:..ss Water Quality BMP Flow and Volume for POC #1 On-line facility volume: C. () 1J 5 acre-feet On-line facility target flow: C.015:> cfs. Adjusted for 15 min: O.Jl55 cfs. Off-line facility target flow: O.JQS7 cfs. Adjusted for 15 min: 0.:-10~7 cfs. LID Report LID '::'ecf'.nique Used f::,r Pc:r:ccr,t W6:er Qu2lity Percen':: Tctol Volwnn ~or:uner.t VoL1nn Infiltrat,c,d Treat.me:-1t.-; Needs l'lo.te, Ql..cJ.lity Tredlnie:1t Trec.::ed ,:ac-ftl Perlnd and Implnd Changes ~o changes have been mace. Vulum11 "':nf i J ::rac.ior:i Cumulc.c:ive Thr-ougr. volwnn \/Clll..'TL::1 Far:ility lnf.:.l tratior_ (ac-f'::: This prcg:::-am and accorr.par_y: . .r_g documer.tatiun are prc,vidf'd 'a.s-i.s' 1,;i'::f'.oi.;.t war::::-a:1::y of ar,y ki:'ld. The entire risk reg3.rding the perfor:nance and results cf this; pruqr.cw is; ct.s:,;.irr.ed b'i End r_0 ser . c.:..ear creek .3clutio:1s Tnc-a:1ci t.he gcvernrr.en::aJ. l:'..censee or sub::..icec1sees discl.J.::i.m ol::.. warrar:ties, e1Lher expressed or 11:.p.:..ied, .i.:Llud:nq b.J':: :-1ct .:..imited-'::o implied warrar.ties of progra:n ar.d ,:11::::::ompany'..r:q do:::,irren-:-:a.tior .. ln no event shall Clewr C:ceek .3cluti.o:-,s Tnc. tP liable for any darn3.ge2 ;;'.1atsoeve:c (inclu,-:ling withrJut l::i.m:'..taticm to da:nc.ges fo:c loss of bi.:.s:..r.ess profits, Joss o'. busii~ess info:c:na::icr., busir.ess ir1Ler'l.pticr., a!ld the like) ari2'..r.g c,u:: of the use of, er ir.abi:..ity t::::i u::;c ti1~.s program ever. :'..f Clear Creek Sulul~c:is I:1:::. or their a.utr.orized representatives have been advised of t.:1e pussJ.bl 1 icy of :rnch dc:images. Sof::warc C:cpyri.:1ht by Cle,ar Creek Solutio::-is, I!lC. 2:JCS-2016; All R:..gh::.s Rc::;c-r·,n.c::. WWHM2012 PROJECT REPORT Project Name: WQ b s·c1nset Cour: Site Name: s·-1nset Co·c.1r+.:. Site Address: City : Renton Report Date: 11/29/2016 Gage Sea tac Data Start : 1948/10/01 Data End: 2009/09/30 Precip Scale: 1.17 Version : 2015/07/21 Low Flow Threshold for POC 1 50 ?ercent of tlce 2 Yea.c::· High Flow Threshold for POC 1: 50 year PREDEVELOPED Ll\ND USE Name : Basin 1 Bypass: No Groundwater: No Pervious Land Use AB, Lawn, Flat Pervious Total Impervious Land Use Impervious Total Basin Total Element Flows To: Surface MITIGATED Ll\ND USE Name : Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres .204 0.204 Acres 0 0.204 Interflow Acres Groundwater ' AB, Lawn, Mod .075 Pervious Total 0.075 Impervious Land Use Acres PARKING FLAT 0.129 Impervious Total 0 .129 Basin Total 0.204 Element Flows To: Surface Interflow ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.204 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:0.075 Total Impervious Area:0.129 Groundwater Flow Frequency Return Return Period Periods for Flow(cfs) Predeveloped. POC #1 2 year 5 year 10 year 25 year 50 year 100 year 0. :J:J /116 0.820525 0.832286 0.048729 O.'.lfi14R2 0. 873998 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year O.OG095fJ 5 year 10 year 25 year 50 year 100 year 0.078518 U. 090002 0.18737G 0.120318 0.133837 ; Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year PredeveloE:ed Mitigated 1949 0.014 0.082 19SO 0.037 0.082 1951 0. 017 0.055 1952 0.004 0.041 1953 0. 001 0.046 ::_ 954 0.010 0.052 :_955 0. 006 0. 05:; ::_ 95 6 Cl.014 0.053 ::_ 9.57 0.004 0.061 1958 D. JQS C.C49 1959 :J. 006 0.051 1960 0.010 C.052 1961 0.009 c.os~ 1962 0.000 0. 04 S 1963 0.009 0.055 1 964 0.010 0.050 1965 0.016 0.069 1966 0.004 0.042 1967 II. 1131 0. 07 6 1968 0.010 0.083 1 969 0.006 0.056 1970 0.002 0.056 19 i l O.OOo 0.065 1972 0.030 0. 07 9 1973 0.002 0.042 1974 0.007 0. 062 1975 0.008 0.068 1976 0.007 0.050 1977 0.000 0.050 1978 O.C03 0.064 1979 0.001 0. 08 5 1980 C.008 0.078 1981 C.004 0.061 1982 C.019 0.090 1983 C.004 0. 07 0 1984 C.005 0.044 1985 c.ooc 0.060 1986 C.007 0.053 1987 C.008 0.081 1988 0.000 0.049 1989 0.002 0.067 1990 0.073 0.133 1991 C.037 0. 1 00 19g2 C.003 0. 044 1993 0.001 0.042 1994 0.000 0. 04 3 1995 0.009 O.D54 1996 0.0?7 0.069 1997 C.014 0.062 1998 0.004 0.05"1 1999 c.04c 0. 11 7 2000 C.009 0.062 2001 0.000 0. 065 2002 0.008 0. 073 2003 0. U ~ L 0.066 2CC4 0.023 0. 11 :J 200" U. OU"/ 0. 052 2CC6 o.o:.:. 0.049 2C07 0.074 U.12:2 2CC8 0.036 0.097 20C9 0.01::: U. ()"/6 Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 C.C/44 0.1329 2 C.C:73C 0.122'. 3 0.0449 0.1172 4 6 7 8 9 10 11 12 l _J /0 21 22 2j 74 2S 26 ?7 28 29 :rn 31 32 33 34 :l5 36 37 38 39 4J 41 4/ 4 .3 44 4 '.) 0.037C (]. (]:] t;.8 0.03E2 0.0311 0. 0299 0. 0273 0.0232 II. Ill 91 0. OHG J.JlGl J. Jl48 :i. :11 :rn J.0138 J.D137 J.012 '.J :i.0114 J.0105 J.0103 J.0103 :i. 009~ 0 . 0 0 9 .3 0.0092 U.UU9U 0. 008 9 D. 008 3 U. /JU'/ 9 D.CD79 C.C077 C.C074 C.C0/3 /J. OC69 O.OC68 0.0C-63 O.OC6C O.OC58 O.OC52 O.OCSl II. il04 7 0.80'13 0.0043 0.8042 o.:rn41 C.1C99 C.0999 C.C-970 C.C899 C.C847 C.C830 C. C82:. C.C8'.9 C.C813 C.0789 O.C/84 0.0761 0.0757 0. 0731 II . 117 C 1 0.0689 0.0685 0.0682 :J. 11670 0. 06.58 J.0654 J.0647 0. ,Jt)Jg 0.0623 0.0621 0.0617 0.0608 0.0608 0.06J2 U. us 7 '.) 0.0561 0.0555 O.OSSJ 0. 054 g 0. 0513 O.OS41 0./J'. . .dL C.0-~-/5 C.0521 C.0520 C. O~-::. 9 c.cs·o 4o 0.0039 47 0.0036 48 0.0029 49 0.0027 50 0.0018 51 0.0017 52 0.0015 53 0.0013 54 0.0013 55 0.00cc 56 0.0004 57 C.C003 :iS 0.0003 SY 0.0002 rn 0.0002 61 0.0002 Stream Protection Duration POC #1 0.05C7 0.0503 0.0501 0.0499 C. C4 93 C.0490 C.0488 0.0457 0.0447 0.0443 0.006 0.0428 0.0421 0.0420 0. 0417 0.0414 t'o.cilit_y "'--~i d.iration standard for 1+ f1ows. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0036 421 98110 23 304 0.0041 367 86518 23 ~7 4 0.0047 318 7 6 4·s E 24052 0.0053 280 67888 24245 0.0059 246 60381 24543 0.8865 221 53836 24360 '· ;--'-- 0.0071 199 481C3 24:72 -•.-::. -- 0.0077 171 43098 24 7 68 0.0082 157 38714 24 658 0.0088 142 34 735 2446~ t c;. 0.0094 132 31270 23689 Fi . O.OlOC 123 28255 22 971 L:ll J 0.010 6 111 25495 27968 F . .-, i l 0.0112 104 23036 22150 r·,j i l 0.0117 97 20850 21494 1:"rJ i l 0.0123 89 18893 21228 ,;a_-_l 1 ! O.C1?9 RS 17175 20205 '-1; C.0135 79 15 652 19812 0.0141 72 14219 19748 0.0147 67 13030 19447 U. 015::! 62 1194 8 19270 j i J 0.0158 SE 108 8 9 1R774 --1i I O. O 1 G4 53 9946 18766 , i I 0.0~70 50 9172 18344 U.0176 47 8404 1/880 ~ ,;, i 0.0182 43 7655 178C2 0.0188 41 7022 17126 r .·; 0. 0194 39 6462 16369 1·" 0.0199 38 5967 15702 t",:,_ 0.0205 37 ~:)29 14943 F-"i: ~ 0.0711 36 5101 14169 c 0.0217 33 4712 14278 r c: 0. 022 3 33 4365 13227 Fe c. C.C229 33 4 02 2-12184 C.C/jS ?9 j"/ us 1 ,, . / -; I /. I I .i C.C24C 26 3~ 6':, 13326 C.C246 26 32:. 3 12 35 7 0.0252 24 2 990 12458 C.C258 23 2793 12143 0.0264 23 2e;;,cn 0 1291 0.0270 23 2408 :._ci 4 69 0. 02 / ':J 22 2263 1-0:286 0. 11781 n 2D89 94 95 0.0287 21 195{ 93 J,1 0.0293 20 l 82,:; 912 0 0.0)9q 1 f: 17-L j 071? 0.0305 15 1587 :0580 0.0311 15 1486 9906 IJ. IJ:lH Ll 14 ()() ::._()769 0.0322 10 1308 :. 3 ,J 8 Cl 0.0328 9 1216 :. 3 ':, 11 II. 11334 9 1Ll7 ::._:2 63::l 0.03!0 9 1069 ::._ ::._ 577 0.0346 9 1006 : . 1 77 0.0352 9 '948 :. 0 5 3 3 0. 11357 9 8 YD 9955 0.0363 8 8.cO :. D 62 5 0.0369 7 8C7 :. :. 52 3 0.0375 6 747 :.2 4 so 0.0381 6 7C8 :. :. <)J 0.0387 6 668 . :. 1 3 3 0.0392 6 641 :.0633 0.0398 6 6C 9 :. 0 l '.::.0 0.0404 6 574 9566 0.0110 fj 5·"1C 9000 0.0416 6 513 8 .5 5 0 0. J4 22 6 4 8'; BOC 3 :L'.l42S 0 4 ,, ";; 7 :JC :3 '.) _ J4 33 .5 433 8 6 60 :).J439 5 410 8320 J. ,:)4 4 5 4 4C9 10225 0. 04 51 3 395 1 3: 66 :) . 04 5 7 3 37 6 12533 0.0463 3 353 11766 0.0469 3 ]45 11500 0. 047 4 3 33C 11000 :) . 04 2: J 3 313 1c,,:;,33 :J. 04 8 6 3 302 10066 0. 0 4 92 3 287 9::; 6 6 0.0492, 3 ?74 9133 0.0504 3 25E s:: 33 0.0510 3 244 8133 0. ()51 S 3 no 7 6 66 0.0.521 3 218 7266 0.0527 3 206 68 6 6 o.os::u 3 198 661]() 0.0539 3 189 6300 0. oss 5 3 183 6100 0. 0 ::J 50 3 170 5666 0.0556 3 1 6 0 53.3.3 0. ()', 62 3 Ei3 SlCC 0.0568 3 117 4900 0.0574 3 142 4733 0.0580 3 135 4500 0.0586 3 132 4400 0.059'. 3 130 4333 0.0597 3 12 6 4200 ·• I 0.0603 3 12 0 4C CJD 0.0609 2 114 5700 0.0615 2 111 5550 :' '"i: 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. The development has an increase in flow durations far more than 50% of the flows for the range of the duration analysis. Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0184 acre-feet On-line facility target flow: C.0249 cfs. Adjusted for 15 min: 0.0249 cfs. Off-line facility target flow: O.Jl4l cfs. Adjusted for 15 min: 0.0141 cfs. LID Report LID Tec:1nique Percent Water Qaality Volumn In.t"'._ltrated Used for Total Volumn Perce ct Corr~ent Treatment? Needs Water Qua.:..ity Treatment Treated (ac-ft) Perlnd and Implnd Changes No cha~ges ~ave been made. Volumn :::nfiltra::ion Cumulative Througr. volumn volurnn Facility (ac-.:t) Infiltration lac-ft: Credit This program and c.ccompanyi.ng dccumentaticn arc p!"ov::.ded 'as-::..s' without warranty of any kind. Tf'.e entire risk regarding the performance and !"esults of this program is assurr.ed by Er.ct Cser. c.:..ear Creek Solutions Inc. and tf'.e governmental licensee or sublicensees d.::.sclaim all warrant.::.es, either expressed er implied, including but not. limited to i.mplied warranties of progra.r'\ and accompanyir.g documentation. :i:r. no event shall Cle2r Creek Soluticr.s Tnc. be liable for a:-iy damages whatsoever (ir;clciding witlwut limitation to damages for loss of business prof::.ts, loss of business i:-iformation, business ir,terruption, and the like) arising C'Jt of the use of, or inability to ·.1se ::his program even if Clear Creek Solutions Inc. or their authorized :representatives have been advised of the possibilit.y of such damages. Software Copyright ct, by Clear Creek Sol'Jtio:r.s, Inc. 2005-2016; All F.ig:"lts Reserved. WWHM2012 PROJECT REPORT Project Name: 11JQ C: Sunset :::m~rt Site Name: Sunse:.:. c,_)url Site Address: City : Ren:_on Report Date: 11/29/2C16 Gage Sea:ac Data Start: 1948/lC/Cl Data End: 20()9/09/30 Precip Scale: 1 .17 Version : 2Cl5/C7/21 Low Flow Threshold for POC 1 50 Percenc of che 7 Ye~r High Flow Threshold for POC 1: 50 yP.ar PREDEVELOPED LAND USE Name : Basin 1 Bypass: N::i GroundWa ter: t\1 o Pervious Land Use AB, Lawn, Flat Pervious Total Impervious Land Use Impervious Total Basin Total Element Flows To: Surface MITIGATED LAND USE Name : Easin 1 Bypass: J\:o Groundwater: Nu Pervious Land Use Acres .179 0.179 Acres 0 0.179 Interflow Acres Groundwater A B, Lawn, Mod Pervious Total Impervious Land Use PARKING FLAT Impervious Total Basin Total Element Flows To: Surface .055 0.055 Acres 0 .124 0 .124 0 .179 Interflow ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.179 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:0.055 Total Impervious Area:0.124 Groundwater Flow Frequency Return Return Period Periods for Flow(cfs) 0.006244 0.01801 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 ll. 02833 0.042758 0. 053947 0.06493 Periods for Mitigated. Flow (cfs) 0.058017 0.07427 :J. 085657 0. 100789 0 .112622 0.124949 POC #1 Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 [J.[J:2 O.CJIH 195C 0.032 0.079 19~1 O.O:S O.OJl 1952 1953 1 95 4 1955 19~b l 9.S 7 19:;3 195 9 1 9 EC 1961 19E2 1 YE<~ 196.-1 1965 1966 1 967 1%8 1969 19"/C 1971 1972 1 a I·~ 197 4 1975 197E 1977 1978 1979 198C 1981 1()8) 1983 1984 1 ()8'.1 198( 1987 1Y88 1989 1990 1991 1992 1 Y9:J 1994 1995 1996 1997 1998 1999 20011 2001 2002 0. 001,_ o.oo: 0. ()(_)9 0.005 0.0:2 0.004 o. oo,:; 0.005 0. 0()9 0.008 0.000 U.UU8 0.009 0. o:,:; o. oo,:; 0.027 0.009 0.006 U. 00:i_ o.oos 0. 02 6 0.002 0. ()()7 C.007 0.006 0.000 0.007 0.000 0.007 C.003 0.017 0. 0011 C.CC4 [). 000 G.006 C.007 C.ODD 0.00, C.C64 c;. 032 C. C,OJ C. C(Jl c.coo C.CG8 C.024 C.Cl2 C.CC3 O.C39 C.CC8 c.ccc C.CC7 J.J40 0.044 0. 04 9 0.053 0. 0'.)l 0.058 D. J4 7 0. 04 9 0.049 0. O,j 9 0.043 O.OJ2 0.048 J.064 0. 04 0 0. ()7 :1 J. OS J 0.054 0. 0'.)3 0.063 0. 07 3 0. 04 0 :J. JS g 0.06G 0.047 0. 04 8 0.061 O.Otl D.074 0.058 0. Oc 4 0. %7 0.042 O.OJH 0. 05 J D.078 0 . 0 4"7 0.064 0.121 0. 0'.:!2 0.042 J. 04 '.) J.0,11 0.052 J. 064 ,J. 05 8 ,J. 05 5 0. :;_ :,_ 3 J.059 0.062 0. o, J 2003 0. 011 0.062 2004 :J. 112 0 0.105 200.5 0.006 0.019 2006 0.010 0.046 2007 0.06S 0 .111 2006 0.032 C.C90 2009 0.013 C. C73 Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0653 0.1210 2 0.0641 0.1126 3 0.0394 0.1105 4 0.0325 0.:055 5 0.0323 0.0922 6 0.0318 0.0896 7 0.0273 O.OE44 8 0.0262 0.0214 9 0.C240 0.0798 10 C. C2 04 Q.0787 11 C.0167 0.0781 12 C.G:46 0. 077 5 13 c.o:c 0.0744 14 U.U:30 0. 07 31 1 S 0.0:21 0.0730 16 0.0'21 0.0703 1 7 0.0:20 0.0699 18 0.0109 0.0673 19 0.0100 0. 0656 20 0.0097 0.0644 21 0.0091 0.0643 22 0.0090 0.0639 23 0.0086 0.0629 24 0.0082 II. 0 622 25 0.0081 0.0618 26 0.0079 0.0614 27 0.0078 0. Oo 9C 28 0.0073 IJ. 0587 29 0.0069 0.0584 30 0.0069 0.0583 3: 0.0068 0.0582 32 0.0065 0.0579 33 0.0064 C.Co48 jl, 0.0061 0.0540 35 0.0059 0.0532 36 0.0055 C.C528 37 0.00~2 C. C52 IJ 32 0.0050 C.0518 39 0.0045 0. OS:'._ 0 40 0.0044 O.OS09 ,:;:. 0.0041 c.c=us 42 0.0038 0.0494 ,:; j 0. OCl38 C. 04 93 L,L, 0.0037 0.0490 45 0.0036 0.0489 4E 0.0034 47 0. 0031 48 0.0026 49 IJ. 1)11)4 50 O.OOlE 51 I). (](]le) 52 0.0013 53 O.JOll 54 0.0011 55 0.0004 '.)6 :1. :10:14 57 J.OJJ2 53 O.D:JJ2 59 '..J. u '.J:Jl fj() :J.0001 6.l J. O·JJl Stream Protection Duration POC #1 0.0487 0. 04 82 0 .04TI 0.0.111, 0.04~12 C.017:'._ C.C458 C.C439 C.C430 C.C:425 0.0419 0.0412 II. 114 CS 0.0402 0.04Cl 0.0398 l:'ocility de.ration standard for l+ flc,,,..,·s. Flow (cfs) Predev Mit Percentage Pass/Fail 0.0031 121 105040 2495:J O.CC,36 367 93362 2 54 39 O.CC41 :ns 83374 2 6213 C.CC47 280 74561 2 6 622 C.0052 246 66861 2)1)9 C.0057 221 GC 1 C~ 77'.95 0. OIJU 199 5 411'1 27 ::_ 92 0.0067 174 48873 28087 0.0072 157 44H8 2813;> 0.0077 142 3g997 28166 II. O:JR 3 132 36254 27465 0. 8888 12 3 32875 26/2"/ J.JJ93 111 2YY44 26976 '.J.Cl09S 1 Qt] 27271 26222 J.0103 97 24790 25556 0.0:02 39 22 6:) 1 7545C 0. 0 :::_ 1 :3 g5 2 0 61':J 2 4 317 0.0::2 79 i::; 92 3 23953 0. 0 :2,; 72 ~ 7 314 24047 0.0:29 6'1 ::_ 5 Y20 7376] 0.0134 62 ::_4 S 9::_ 23533 0. C: 13 9 .58 :;_342 6 23148 O.C144 q L 12 i'.t ::_ c; 23422 O.C149 ~,C, 114 '.J 4 ;; 2 9 '.) 8 O.CE4 47 10508 22357 C. C 1 EC -13 97 :_ 9 22 602 C.0165 41 8996 2: 941 0.0170 ]9 R .l 14 213~.7 0. 017 5 38 7C12 2003~ 0.0180 37 7039 19024 0.0185 36 6528 18:31 0.0190 3:l GO o4 18375 0.01% 33 5640 17090 0.02111 33 5245 15893 0.0206 29 4887 1685". 0.0211 26 4543 17 4 7 3 0. 0216 26 4226 16253 C.C221 24 3979 :6370 0.0226 23 365: :5873 C.C231 23 3429 14908 r n 0.0237 23 32:3 13969 0.0242 22 3007 13668 ",°JI I 0.02l7 n 2821 12822 0.0252 2 ::._ 2627 12509 0. 02 ~-/ 20 2458 12290 0. 0) 62. 16 2314 14 4 62 0. 02 67 15 2171 14473 0.0273 15 2825 13500 CJ.:)278 13 1903 14638 0.0283 10 1785 17850 0.0288 9 1678 186q !·, 0.0293 9 1574 17488 0.0298 9 1473 16366 0.0303 9 13 94 15438 0.0308 9 1304 cs 4 88 C.0314 9 l2Ll ::_3 60'.) C.C319 8 :157 14 4 62 " I 0.0324 7 :02 6 15514 l l I 0.0329 6 :030 17166 ".-, I I O.D334 6 966 16100 0.0339 6 9·, .. 15283 0.0344 6 87 9 14650 0.0350 6 631 13850 0.0355 6 791 13183 ., 'I 0.0360 6 7 4 0 12333 O.O:i65 6 69::i 11=183 r -, 11 0.0370 6 665 11083 0.8375 6 639 10 650 [•,, 8.0380 5 60 6 12:20 0.0385 5 57 9 11580 0.0391 4 5::J2 13EOO 0.0396 3 521 17366 0.0401 3 ·196 16533 0.0406 3 4 64 :5466 0.0411 3 448 :4933 I - 0.0416 3 43 :-._ 14366 C.C421 3 4 1 5 13833 -, . I O.C427 3 401 13366 C.0432 3 382 12733 ,':JI I C.0437 3 363 12100 0.0442 3 350 l 1E66 0.0447 3 31, 5 11500 o. o,; s2 3 332 11066 ., . I 0.0457 3 312 10400 : ~. 0. [)1, 62 3 301 10033 :.--1 i I 0. 04 68 3 2 91 9700 0. 04 7 3 3 273 91CC -' 0.0478 3 260 8666 ··-Ji ' 0.0483 3 245 8166 }-.,. 0.0488 3 235 7833 0.0493 3 225 7.500 0. Oil 98 ·1 21.7 7233 0.0504 3 2C3 67 66 0. 0509 j 1 C, ,--• 0 6 '.";, 3 :~ 0.0514 3 186 62 00 0.0519 ] 178 :=:,q33 0. 052,1 3 1 7 C, 5666 0. 8~2 9 :l 164 :;,4 66 0.0534 2 1 S .] 7700 0.0539 2 EC 7 c 00 The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 101 increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0~76 acre-feet On-line facility target flow: O.J239 cfs. Adjusted for 15 min: U.02·)~ cfs. Off-line facility target flow: C.0135 cfs. Adjusted for 15 min: 0.0135 cfs. LID Report LID Tech:1-'--que Used for Tctal vo_:_urnr. ?ercent wate::: Qua:..ity Percent corr.ment \'() i umn ~r.fil::rated Treatrnf'::it·! Nf'h:ls Water Quality Treatrne:-it Treated ,:ac-[L.1 Perlnd and Implnd Changes Ko 2hanges have bee~ lfade. Volurnn :;:nfiltra.::ion C:umula.: 1ve Thrcugh Volumn \lollnln Fac.:..li::y :ac-ft) Inf'._ltrat.ior. lac-ft) Credit This prcgrarn and accor.,par,ying docume:1tation are provicied 'as-is' wit:1cul wa:::rar1ty uf any kind. T.r1e entire risk rega:·dinq the perf.onnance ctr:d result.<:; o!: ::h:..s progra:n is assu:ned by t:-id User. Clear Creek Sclut. i.0:10 Inc. and the gcver:u:-,ental licer.s12e er sublicensees disclaim all war:::ar,ties, eitl'.er e:,:pressed or i.rrp'..icd, including b·ut net lirr.ited to impl.::.cct war:::.:mties of ;:ro:;iram ar,d accorr.par.ying docurner.tation. Tn no event shall Clear Creek Sclutions Ir.c. :Oe liable for any ::iarr,ages w:'1.atsoe·,,er (includ'._r.g w'._t.ho·,n l:..mita::icr. to da:nages for loss of bi:.sir,ess profits, loss of hus'.LE'SS intormation, r~usi;-1e.c:s interruption, a::1d the :..ike:, aris:..r:g c,ut. of t.he use of, or indbiJ.j ty to woe tt1is pror;:::-am cve:i i!: Cleo.r Crc,ek Sclu-:-:ic::10, Tr,c:. or t.:w.i.r duthoL.i.zed re1;1escntatives !-.ave been advised of the possibility of such da.:na:ws. Sof•swa.::e CrJpyLiql-.t -f, by Clec,r Creek Solutio:ris, Inc. 2005-2016; All R'._ghts ?e2erved. WWHM2012 PROJECT REPORT Project Name: WG Sunset C:cmr:-. Site Name: SL.:.r . .set Cc>Jrt Site Address: City : Ker:Lcc, Report Date: ::.:;29/2:J16 Gage Sea tac Data Start : :J,)2/10/:Jl Data End : 2009/09/30 Precip Scale: 1. 17 Version : 2015/07/21 Low Flow Threshold for POC 1 SC Percent o-: the 2 Year High Flow Threshold for POC 1: ~C year PREDEVELOPED LAND USE Name : Bo.sin 1 Bypass: :10 GroundWa ter: ~-l CJ Pervious Land Use AB, Lawn, Flat Pervious Total Impervious Land Use Impervious Total Basin Total Element Flows To: Surface MITIGATED LAND USE Name : Ba.sic Bypass: No Groundwater: No Pervious Land Use Acres .06 0.06 Acres 0 0.06 Interflow Acres Groundwater A B, Lawn, Mod Pervious Total Impervious Land Use PARKING FLAT Impervious Total Basin Total Element Flows To: Surface .022 0.022 Acres 0.038 0.038 0.06 Interflow ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.06 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:0.022 Total Impervious Area:0.038 Groundwater Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.007093 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 0.006037 0.009496 0.014332 0.018083 CJ.021764 Periods for Mitigated. Flow(cfs) 0.017953 0.023123 0.026762 0.031617 CJ. 035476 0.039404 POC #1 Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year PredeveloEed Mitigated ;9n :J. J:J4 C.C24 1950 J. Jll C.C21 1 ::1 ~ 1 J. JJ5, C.C16 : 952 J.JJl O.C17 ::_ 9~,3 J.'JJO 0.013 : 954 J . CJ en II. CL :955 0.002 0.816 J_ ::1~6 J.JJ4 C.ClO 1 957 J. :1:11 c. cm 1958 :J. '.):Jl C. Cl 4 :959 0. JJ2 C.Cl5 l %Cl 0.883 O.ClS 1961 O.JJ3 C.C15 1962 0.000 C.Cl3 1 963 o.:i:u C.016 1964 0.003 C.01.5 1965 0.005 0. 02 0 1%6 0.001 0.012 1967 0.009 C.022 1968 0.003 C. 021, 1969 0.002 C. 0 l 7 19 I 0 0.000 0 . 0: 6 1 971 II. 002 /J • 0 ::_ 9 1972 0.009 0.02~ 1973 0.001 O.Ol2 1974 0.002 0.012 1975 0.00? 0. 02 0 1976 0.002 0.01-5 19 / 0.000 o.o:s 1 97 R II. 11111 U. u: 9 1979 0.000 0. ()2 '.) 198 :J 0.002 0. O.? 3 1981 0.001 o.o:s 1982 0.006 0. 02 6 1983 0. 001 0.021 1984 0.001 0.0:3 1985 0.000 o.o:s 1 9 8 6 0. 1102 U.Ul~ 1987 0.002 0.024 1988 o.ooc 0.015 1989 c. ccn 0. 02 J 1990 0. 021 0.039 1991 0. 011 0. 0/. 9 1992 0.001 0.0~3 199J 0.000 0.012 1994 0.000 D.013 199S O.CC3 0.016 1996 c.ccs 0. 02 0 -, gg7 II. 0114 O.OH:J 1998 0.001 0.0-:'.7 1999 0.013 0.03S 2JJO 0.003 0.018 2 JO 1 o.occ CJ • 019 2 002 0.002 0.022 2003 0. CJIJ4 0.019 2004 0.007 0.032 2005 0.002 0.01~ 2006 0.003 0.014 20C7 0. 022 0.036 2CC8 0.011 0. 02 9 2009 O.OOc 0.022 Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0219 0.0391 2 0.0215 0. 0::3:ig 3 0.0132 0.0345 4 0.0109 0.0324 5 0.0108 0.0294 6 0.0106 0. 1)28 6 7 0.0091 0.0265 8 0.0088 0.0249 9 0.0080 0. 024 o 10 0.0068 0.0242 11 o. o:iso 0.0211 12 0.0049 0.0239 13 0.0047 0.0232 14 0.0044 0.0731 15 0.0041 0.0224 1 6 0.0011 0.0223 17 0.0040 0.0215 18 0.0037 0.0206 19 0.0033 0.0203 20 0.0031 0.0202 21 0. O:J3:J 0.0201 22 0.0030 0.0197 23 0.0029 0.0194 24 0. 0027 0.019:J 2:J 0.0027 0.0191 26 0. 0027 0.0188 27 0.0026 0.0183 28 O.O:J24 O.Cl83 29 0.0023 0.01 82 30 0. OD2 3 0.0179 31 0.0023 0.0179 3) 0.0022 0.0177 33 0. 0021 0.0168 34 0. 0 02 0 0.0165 3::J 0. 0:)2 :J 0.0163 36 0.0019 0.0162 37 0.0018 O.Cl62 38 0.0017 O.C161 39 0.0:115 0.0159 40 0.0015 0.0157 11 0.0014 0.0155 42 0.0013 0.0153 43 0.0013 0.0153 44 0.0012 0.0153 45 0.0012 0.0150 4E rJ. G C 11 47 C. CJOH) 48 G. occ 9 119 o.occs 50 II. OCCS .51 o.ocos 52 0. JCJ(J4 .53 0.0004 S4 J.0004 ~'.J 0.000? 56 J.0001 57 J.0001 C •· .HC 0.0001 59 J.OJJJ 60 0.0000 6~ 0.0000 Stream Protection Duration POC #1 0.0149 0.0148 0.0148 U. 0:. 4 7 0.0~45 0. u:. 4 4 0.014 4 0. 013 '.:J 0.0132 C. ClJ ::_ C. CL'H C.Cl26 C.Cl24 C.0124 0.0123 0.0122 Facility ch1ralior1 s tdfH.icrd for lt t lOh'S. Flow (cfs) Predev Mit Percentage Pass/Fail 0.0010 422 982j9 23.?79 0.0012 :-l 67 8 6 68 9 23 620 0.0014 318 76030 2s099 0.0016 280 68Cl6 )4/ g· 0. JJl i 246 6G.SC9 24597 :1. 001 9 221 53943 24408 0.0021 199 4 8210 24226 0.0023 17 4 4 318 4 2•1818 0. 00.? !, L57 38799 24 712 0. 00.? 6 l!,2 34842 24536 0.0028 132 31356 7:l7 5 4 0.0029 ::_2 3 L.F. ~4 J 23040 0. CC:~1 : 11 2 5538 23007 O.CC33 1C4 23J'79 221g1 C.CC3S 97 /OC90 215 36 0 .11113 f 89 ::_ 8 94 4 21285 C.0038 85 l'/205 L 0241 0.0040 /9 1-:. 697 ::_ 98 G9 0. 0 0 4 l 72 14247 :_ 9"78) 0.0013 C7 13066 19~01 J.JJ45 62 11984 19 32 9 0.0047 58 10 9/3 188 .3 6 0.0048 '.)3 998E 18 8 4: 0.00~,0 :) :) 9199 18398 0.0052 47 8446 l/97C, 0. c,c,53 43 ! 68Y 1 7881 0.00~~ 4 : 7050 1719'; D.CC-S7 39 64 89 16E:d8 C.OC59 38 ~991 1.57E.5 C.GG6C 37 55·1 G 14 989 II. Oil f.2 1" -~ 0 5 ~ 2 J 14222 0.00[4 33 ,:; 7 33 14342 0.0066 33 4 jC 3 137 81 0. 0116 7 33 4045 i2257 O.OOG9 29 3717 :2 S 17 0.0071 26 3480 13384 0.0072 26 3228 12415 ! ,-, C.0074 24 300::J 12 520 ra1 ' 0.0076 23 2806 1?700 0.0078 23 2603 11317 ~ ,°J I I 0.0079 23 2417 10::JOB 0.0081 22 2274 10336 0.008:i 22 2100 954S 0.0084 21 1960 9333 , I I 0.0086 20 1831 9155 . ·1:: 0.0088 16 1718 10737 J.0090 15 1:)9~ 10633 0.0091 15 1-192 9946 0.0093 13 1407 10823 0. 009.5 10 1315 :3150 0.0097 9 1V3 13588 0.0098 9 111, 2 12 688 C.OlCC 9 :_c,75 11944 I Cl] J C.ClC2 9 :013 112:)5 0.0103 9 95.S 10 611 ·;-,1i I 0.(Jl05 9 903 10033 0. 0·1 07 8 852 10650 ... 0.0"09 7 812 11 600 0. o: co 6 756 126CC ~ --J i I 0.0112 6 112 11866 :---:: 1 j 0. 0111 6 673 llL:6 ,;-.. ' O.D115 6 64 6 10) 6 0 0.0117 6 611 10:83 r '""' 0.0119 6 578 9633 Cc' 0.0121 6 511 9066 0.0122 6 516 8 600 0.0124 6 4 90 8166 0.0126 6 455 7583 r 0.0127 5 436 87 2 0 0.0129 -419 8380 ~·, J i I c.ci:n 4 409 1J225 O.C133 3 397 13233 "· 11 I C.0134 3 377 17566 0.0136 3 355 11833 0.0,38 3 34 5 11500 0.0140 3 332 11066 .• -i '. I o. o: 41 3 315 105CG :• --J.i I 0.0143 3 303 10100 ,J] 0.0145 3 293 9766 F iJ i 0.0146 3 275 9166 I.,, 0.0145 3 262 8"/ 33 l·c; 0.0150 3 246 82 00 0.0152 3 233 7766 0.0153 3 220 7333 0.0155 3 206 6866 F'-; 0.0157 3 19Y 6633 0.0158 3 190 6333 F 0.0160 3 18 3 6100 0.0162 3 17i 57 00 0.0164 3 162 54 00 ·.' ' CJ • 01 f; :) 3 10 4 5133 0.0167 3 14 I 4YCC 0. 0169 3 112 4733 0.0171 3 135 45CC o.:nn 3 133 4433 0.0174 3 130 4333 0. 01 I 6 :) 1)(; 4?0C 0.0177 3 12 3 410C 0.0179 2 11'.:! " / '.:!C J.0151 2 112 5600 The development has an increase in £low durations from 1/2 Predeveloped 2 year flow to the 2 year £low or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range 0£ the duration analysis. Water Quality BMP Flow and Volume for POC #1 On-line facility volume: D. OC54 acre-feet On-line facility target flow: 0. QC,7 3 cfs. Adjusted for 15 min: D.OJ73 cfs. Off-line facility target flow: -'1.0CJ41 cfs. Adjusted for 15 min: O.CJ41 cfs. LID Report "v'c 1 u:n:1 Infiltrated Total Vcl·,ur.n Comrnen:: Treatr.,en:::? ;~eeds Wat.er ,::;i-.1al:..:::y Treatec. : ac-f::: Perlnd and Implnd Changes Ne changes have been made. vo::..,.;.mn 1:-ifiltration Cum1.;.lat:'..ve Volumn Facility (ac-:'t;, Ir.: i 1 ::ra:: ior. T:-i:...'l program c1nd ac:cc:npa:1yi:1:;:r ::io::-urr.ent2<tior. are p:-c-,,ideci 'as-is' withc.,'..Jt: warranty r;f any kind. 1e l':1tire :-is:,; regarding ::he performa::1ce and re:•L.1lt.s of th·,.:o ;::ro:.itc1111 i::; a::;sume::i. by End 'Jser. :::lear Creek ~o.:.utions Ir.c. and the govern:nenlol ice:1::;ec o~ ::;·ciolic:ensees disclaim all warra::1ties, ei::ber e~:pressed c,r implied, including but. no! lirni.'..ed t.c implied wdr·rcJ'1::ic.<o cf prc:;:iram a:id acc:or'\panyi:ig docu.."tler.tati.on. In no even:: shall Clear Cree~ S0l11L;ons 7:1c. be 1:..ab:c for any da~ages whatsoever (includ.:..r.g w.:..tho~:: limitat~on tr: don1age::; for less of business profits, loss of bus.:..ness informat.io:i, b1~sines.'l i11terr'..lption, and the likel a~ising out of tte use of, or i:iab~li::y :a use tl1is rircc1rdm cvc:i i~ :::lear Cre12f: Solut.:..ons I::1c. or their a,.1-:::borizeG represer:.tc1tives r.,-,.-_,e beer1 ctdviol'd cf the possibility cf such damages. ~oftware Ccpyrig::-,t :C) by Clear C:?·eek Solulion::;, Inc. 2]05-2016; All R:..ghts ?.eserved. WWHM2012 PROJECT REPORT Project Name: Sur:set Cou.::-L W-East SubRasi n Conveyance Site Name: Sunset Court Site Address: City : ~entcn Report Date: 11/29/2016 Gage Sea lac Data Start : 1948/10/01 Data End: 2009/09/30 Precip Scale: 1 .J7 Version : 2015/07/21 Low Flow Threshold for POC 1 50 Percent of t~e 2 Year High Flow Threshold for POC l: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No Groundwater: No Pervious Land Use AB, Lawn, Flat Pervious Total Impervious Land Use Impervious Total Basin Total Element Flows To: Surface MITIGATED LAND USE Name : Basin 1 Bypass: Ne Groundwater: ::.Jo Pervious Land Use Acres .1917 0.1917 Acres 0 0.1917 Interflow Acres Groundwater Pervious Total Impervious Land Use ROOF TOPS FLAT Impervious Total Basin Total Element Flows To: Surface 0 Acres 0.1917 0.1917 0.1917 Interflow ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.1917 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:O Total Impervious Area:0.1917 Groundwater Flow Frequency Return Return Period Periods for Flow(cfs) O.OD66S 1 0.:)19287 0. ,J3J34 0.045791 0.057775 0.069537 Predeveloped. POC #1 2 year 5 year 10 year 25 year 50 year 100 year Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 5 year 10 year 25 year 50 year 100 year 0.087465 C. ,,02,: o.:._25744 C.i~579i 0.16112 C.1"/68U9 Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year PredeveloE:ed Mitig:ated 194 9 0.013 0 .113 19:)0 0.035 0.122 1951 0.016 0. 0711 1952 0.004 0.062 1953 0.001 0.068 1954 0.010 II. 071 ,955 0.005 0.082 ,956 0. 013 0.078 :._ 957 0.004 0.089 1958 0.004 0.0 7 3 1959 II. CIC 6 C . C Io 1960 0.010 O.C73 1961 O.CC9 0.075 1962 C.000 0.066 1963 C.009 0. D7 5 1964 0.009 0.074 1965 0.0:!.5 0.091 1966 0.004 0.061 1967 0.029 0. 1 06 1968 0.010 0.123 1969 0.006 J. JS 3 1970 o.uo: J.081 1971 0.005 0. J97 1972 0.022 0.099 1973 0. 002 0.062 1974 0.007 0.090 197j 0. 007 0.101 1976 0. ()07 0.069 1977 0.000 0.074 197 8 0.003 0.095 : 9·;, 9 0.000 0.126 '--9CJ 0 0.007 C .111 : 921 0.003 0.090 1952 0.018 C.1?.7 1983 0.004 0.104 1984 0.005 0.065 1985 o.uoo U. 08 9 1986 C.006 0.078 1987 C.007 0. 12 l 1988 c.occ 0.073 1989 O.OC2 o.:oo 1990 0.069 0.:. S 3 1991 0.03.S 0. 12 4 1992 0.003 0.065 1993 0.001 0.063 1994 0.000 0.064 1995 0.008 0. 08 :J 1996 0. 0) 6 0.087 1997 0.0:3 0.083 1998 0.004 D. 08 5 1. 999 CJ. o,:;2 0 .1/4 20cc 0.008 0.086 2001 0.000 0. 096 2CC2 o.oos 0.109 2CC3 0.012 0.089 2C04 2CCc LCC f.. ?CC7 2008 LCC9 Stream Ranked Rank l 2 3 4 6 8 9 10 1 6 [7 18 19 20 21 22 2:) 24 25 26 77 23 2~ 3] 3 :_ 32 3] 34 JE .3 6 3; :rn 39 40 41 42 43 4 4 4 '.°) 46 C. C22 0.16:J C.CCE o. on C. C 11 0. 06S C.C7C 0.: 5 3 C.C34 0 . 1 /. 1 G. iJ 11 0.~:3 Protection Duration Annual Peaks for Predeveloped and Mitigated. Predeveloped Mitigated J.0699 o.1·140 O.J686 0.163: O.J422 CJ. 034 8 '.). (jj4 5 J.0340 J. 02 92 0. ()L'.21 '.L0/57 0. 02 :_ 8 0. 0 :_ ") 9 Cl. 0 :_ 5 6 0. 0 :_ .5 :_ O.C2.39 o. ci:rn C.Cl30 C.C129 C. C 11 "/ 0.01C7 C.0099 0.009} 0. 009 0 0.0092 0.0088 O.J08i 0. '.11)8 5 0.0083 o.o::ns '.). 0-'.)7 4 O.OD74 ,J.Q,J73 0.0070 0.0069 0.0065 0. CU 6<: O.CO.S9 0. CO:°; 6 O.OC.S4 O.CC48 C.OC48 C.0044 0.0041 0.0040 0. iJO:lY 0.0038 Cl. :1036 0.1532 C.En C.1274 C. 12.c 8 0.1239 0. 1233 0.1217 0.12C8 0.17G7 0. 113C 0. 113C D. 11 CG 0.108[ 0.1060 J.1J41 0.1014 0.0995 0.0983 0.097) 0.0%2 o.o;is-J 0.0914 D.090/'. 0.0899 0.089~ C.0887 C.0885 C.cs·-,i.3 C.C8.55 O.C847 0.0834 0.0826 0.0816 O.IJ8U 0.0801 0.0781 0.0781 0.0753 o.,J752 0. 0/4 8 0.0745 0.0737 0.0733 o. cn:29 POC #1 47 0.0033 0.0728 48 0.0028 0. 1)726 49 0.0026 0.0709 50 0.0017 0.0700 51 0.0016 0.0691 52 0.0014 O.C679 53 0.0012 0.0665 54 0.0012 C.C650 55 0.0805 C.C650 56 0.0004 0.06,;7 57 :J. 0003 0.06:17 58 0. :J003 0. 0 62 5 59 0.0002 0. 0 62 0 60 0. 0002 U.0615 61 0.0002 0.0609 Stream Protection Duration POC #1 Facility r;. Ii•· duration standard for l+ flows. Flow (cfs) Predev Mit Percentage Pass/Fail 0.0033 421 133937 31814 0.0039 3 67 121707 3 31 61 0.0044 3:8 111265 34988 • -_-, i I 0.0050 280 102281 36528 -'"i J' 0.0055 2 t; 6 94 34 6 383S2 0.006~ 221 87181 39448 t '"-;' 0.0066 199 80636 4C:J2C ~;;' 0.0072 174 74604 47875 F, 0.0077 157 69214 41085 0.0083 142 64166 45187 I • 0.0088 132 59611 45'.59 0.0094 123 5552S 45:42 0.0099 111 51675 46554 0.0105 104 48103 4 62 52 J. :JllO 97 44895 4 628 3 Cl.]116 89 41836 41006 0.0121 85 39142 4 604 9 0.0127 79 3 6532 I, 62 4 .3 0.0132 72 34158 47441 0.0138 67 31998 47758 . -, l l 0.0143 62 29966 4 8 332 ·.-1.1 I IJ. 014 g 58 28083 48418 '-1: 0.0154 53 26287 49598 ",j 1 I 0.0160 50 24 57 6 49152 0.0165 4 / 23121 4 9193 0.0171 43 71645 5:J337 C.Cl76 11 20.334 49595 0.0182 39 19145 49089 C.ClB/ :::\8 :8029 47444 --1 i I o.c19:; 37 1692 9 45754 C.0198 36 :5988 4 4 411 --;·,-1 i I 0.0201 33 :5015 45590 ~-I i I 0.0209 33 :4155 42893 ··-_1 i I 0. 021 '.:i 33 13398 40600 11, 0. 022 0 29 12155:4 43737 U. ()22 6 ; Ei 12 Jl J 46192 0. 02 3 :._ 26 11325 4 3'.:.i '.:.i-; 0.0237 24 1J662 4 4 42'.J 0. 02 L,2 23 1JJ35 43847 0. 02 L, 8 23 9:J61 41569 D. 0) 53 2 3 9052 39356 C.0259 22 8521 39804 U. (:<:~ 64 27 f O 94 3679J C.C27C 2: 7 627 36319 C. 027 5 20 7 2 :._ I 3 608 '.J C.C:281 ; r r 0 6247 4/793 C.C286 15 6L, 8 S L, 32 33 0.C292 1 c 6 :._ /'.) S:166 C.C29"/ L~ ;':,8 63 4 51 Q,J 0. 03G3 lC :.:. 68 5568C 0.03C8 9 :)300 :JS S S 2 0.0314 9 •0 031 -=·-~·900 0.0319 q 4 7 68 52 977 0.0325 9 4 ·~ -? "/ ~.l)f, :._ ::_ 0.0330 9 4 :~): 48055 0.0336 9 4113 43700 0.0341 8 J9Cl 487 62 0.0347 7 37CC ~28S7 0. J3'.:.i2 6 354) 59033 J.0358 C 3388 56466 O.J363 6 3228 ~3 8 llO J.0369 6 30 91 .s1:.10 J.J374 6 2939 48983 0. 03f>J 6 2813 46883 ,J.038'.:.i 6 2680 446EE Cl. 03 9~ 6 2560 4 2 66 6 0.0396 6 2447 40783 o. o,; 02 6 2323 38 !H o. oz; o: J 2216 443?0 U.041-::l c /122 ·12 11'10 0. [,.{ ~ 8 4 2017 50425 0.0424 3 1 9 3 0 64 333 IJ.C:4?Y 3 12 54 61800 G.C433 3 "7 62 ~S.933 C.C44C 3 ·_ 6' 6 5 6.? 0 0 C.C446 3 ~ 62 3 54100 0.0451 3 :._ :':,42 '.:J :._ 4 00 C.0457 3 14 62 4 R7 3'.} 0.0462 0 .3 97 i, 6.5 66 0.0468 3 1 .? 4 ·1 11200 0.0473 ' 1? 87 4 2 900 0.0479 3 123::, 4L66 0.J484 3 11 /'/ jcj'.,2jj 0.0490 3 11 :i? 3773.3 :J. J4 95 3 1077 35900 0.0501 3 1C31 34 ::l 6 6 0.0JJ6 3 988 .3.'.2933 0.0512 3 951 31700 0.0517 3 910 30333 0.0523 3 812 29C66 O.OS22 3 843 281CC O.J'.)34 3 816 27200 0.0539 3 78C 2 6000 0.0545 3 750 25000 0.0550 3 725 2066 0. 055 c 3 695 23166 0.0561 3 667 22233 0.0567 3 64 t; 21466 0.0577 2 62 6 31300 e . C.C578 2 610 30500 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. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Water Quality BMP Flow and Volume for POC #1 On-line facility volume; 0.0054 acre-feet On-line facility target flow: (J. (JC,7 3 cfs. Adjusted for 15 min: D.007~ cfs. Off-line facility target flow; 0.0041 cfs. Adjusted for 15 min: o.c,:141 cfs. LID Report ::.,10 Techniq·..ie Percent Wate~ Quality VoCumn Infi:t:ated Used fer Percent Treatme:it? Water Quality Treated Perlnd and Implnd Changes No changes have been made. Tctal Vol=n Corr.men t Needs Treatme:-it tac-tt.l Volumn --:-nfilt..ui.:.icn Cumula-:::ive Tf'.rC'..lgh Vo1._umn Volu."lln ?acil_:_ty (ac-ft) Irc!'iltra-:::icn (ac-ft) Credit This program and accor'.lpanying ciocwnentation are provided 'as-is' without warranly of a:iy Kind. ':'he cntir.-e rjsk rega.rciing the performance and results cf this program is assumeC:. by End User. CJ Pa; Crf'ek Solutions Inc. ano the governmental 2-icensee er sublicensees disclairr. all warril:ritics, either expressed or implied, includir,g but: not limited to implied war~a:i::ies cf prcgram and accompanying dccu;ner;tal1on. In no eve:-it sha.:.l Clear Creek Solutions Inc. be liabae for ar.y damages whatsoever (includir,g withou:: limitation to damages for loss cf business profits, less of t:us iness informat:'..on, business ir.t.errupt.i on, and t.te like) arising out cf ::1",e use of, or in,:i_bil_:_ty to u.se this prc,gram even if Ci.ear Creek SoJu_t.ons Tnc. or their author:'..zed representatives have beer" advised of the F;ossibility of such damages. Softw,:i_re Copyright e by Clear Creek Solutions, Inc. 20'J5-2C1E; All Rights Reserved. WWHM2012 PROJECT REPORT Project Name: Sunset :-=:oL,rl \'J-\0Jest Sub3c.siY1 CcnVC'/an,_-::e Site Name: Renton Housing Autr.orit.y Site Address: Sun.":2t ·::=:ourt City : Renlun Report Date: 11/29/2Clf.. Gage Sea-:-.ac: Data Start : 1948/lC/Cl Data End : 2009/0()/:~c Precip Scale: 1.00 Version : 2015/07/21 Low Flow Threshold for POC 1 S(J ?2rcent o~ the 2 Yed~ High Flow Threshold for POC 1: 50 ye::i.r PREDEVELOPED LAND USE Name : Ba.sir. We.st Bypass: No Groundwater: No Pervious Land Use A B 1 Lawn, Flat Pervious Total Impervious Land Use ROOF TOPS FLAT SIDEWALKS FLAT Impervious Total Basin Total Element Flows To: Surface MITIGATED LAND USE Name : Basin West Bypass: No Groundwater: No Acres .5363 0.5363 Acres 0.1 0.17 0.27 0.8063 Interflow Groundwater Pervious Land Use AB, Lawn, Flat Pervious Total Impervious Land Use ROOF TOPS FLAT SIDEWALKS FLAT Impervious Total Basin Total Element Flows To: Surface Vau: t 1 Name : Basin Roof 3 Bypass: No Groundwater: No Pervious Land Use AB, Lawn, Flat Pervious Total Impervious Land Use ROOF TOPS FLAT SIDEWALKS FLAT Impervious Total Basin Total Element Flows To: Surface Acres .296439 0.296439 Acres 0.327 0.064954 0.391954 0.688393 Inter flow Vault 1 Acres . 0125 0.0125 Acres 0.024 0.0025 0.0265 0.039 Interflow Surface retention 3 Surface re:ention 3 Name : Basin Roe( 2 Bypass: No Groundwater: :'Jo Pervious Land Use AB, Lawn, Flat Acres .015 Groundwater Groundwater Pervious Total 0.015 ImEervious Land Use Acres ROOF TOPS FLAT 0.024 SIDEWALKS FLAT 0.005 Impervious Total 0. 029 Basin Total 0.044 Element Flows To: Surface Interflow Sur~a2e retentior 2 Surface re:ention 2 Name : BicJretE:cnt.ior 3 Bottom Length: 17.::,0 ft. Bottom Width: 3.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SJ\~J\~WW 12 Material thickness of second layer: J Material type for second layer: C?.A.VE:=_, Material thickness of third layer: 0 Material type for third layer: G?J\V~L Infiltration On Infiltration rate: 2 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft) : 4. 4 CE, Total Volume Through Riser (ac-ft): 0 . ' lTI1 .'1r Total Volume Through Facility (ac-ft): 4.40: Percent Infiltrated: lJJ Total Precip Applied to Facility: C . 3 ,13 Total Evap From Facility: 0.107 Underdrain not used Discharge Structure Riser Height: C --~ :'"t. Riser Diameter: Gin. Element Flows To: Outlet 1 Outlet 2 Vault Groundwater Stage (ft) 348.SC 3:18. 53 348.55 348.~8 Bioretention 3 Hydraulic Table Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) o.0073 0.00cc u.oocc 0.0000 C.0072 O.JOOC O.OCCC 0.0000 C.oo,: '.l.JOOC C.CCOl 0.000'. C.0069 0.0000 C.CC03 O.UUU3 348.61 0.0068 0.0001 C.COO! C.0007 348.64 (l.0066 0.0001 G.OC12 0.0012 348.66 0.0065 0. OCJCl O.OC19 0.00~9 348.69 0.0%4 0.0001 0.0028 0.0028 34E .. 72 0.0062 0.0002 0.0038 0.0038 348.75 0.0061 IJ. C002 0.0039 0.0039 348.77 0.0060 C.0002 0.0041 0.0041 348.80 D. 0058 0.0002 0.0043 0.0043 348.83 0.0057 O.CJCJO:i 0.0045 0.0045 348.86 0.0056 0.0003 0.0047 0.0047 348.88 O.CC54 0.0003 0.0049 0.0049 348.91 C.0053 0.0003 0.0051 O.CCSl 348.94 C.0052 0.0004 0.0053 0.0053 348.9) 0.0051 0.0004 C.0055 C.0055 348.99 0.0049 0.0004 G.0057 C.0057 349.02 0.0048 O.OOC5 O.C0~9 0.0059 31= 9. 05 0.0047 O.OCC5 0.0061 0.0061 34 9. OE O.OCJ46 0.0006 0.0063 0.0063 349.10 0.0044 0.0006 0.0065 0.0065 34 9. 13 0.0043 C.0006 0. 00 67 0.0067 34 9. 16 :1 .11042 0.0007 0.0069 0.0069 349.19 0.0041 o .oocn 0. 0071 0.0071 349.21 O.CC40 0.0008 0.0073 0.0073 349.24 O.CC39 0. 0 008 0.0076 0.00/6 349.27 0. 0038 0.0009 0.0078 0.0078 349.30 C.0036 0.0009 0.0080 0.0080 349.32 0.0035 0.0010 C.0083 C.0083 349.35 0.0034 0.0010 C.CC85 0.0085 349.38 0.0033 0.0011 O.C087 0, 006 I 349.41 0.0032 0.0011 0.0090 0.0090 349.l,3 0.0031 0.0012 0.0092 0.009? 349.46 0.0030 0.0012 0.0094 0.0094 34 9. 4 9 0. 0 02 9 0.0013 0.0097 0.0097 34 9. 02 0.0028 C.0014 0.0099 0.0099 34 9. 54 0.002! 0.00~4 0.0102 0. 01112 34 9. 5 7 0.0026 o.oo:s 0.0104 0.0104 349.60 0.0025 0.00~6 0.0107 0.0107 349.63 0.0024 0.0016 0.0110 O.CllC 349.65 O.CC23 0.0017 0.0117 O.Cl12 349.68 C. 0022 0.0018 0.0115 0.0115 349.71 o .oon 0.0018 0.0117 0.0117 349.74 C.0020 0.0019 C.012C 0.0"20 349. "/6 0.0020 0.0020 C. 0173 0.0~23 34 9. 7 9 0.0019 0.0021 0 .Cl ?6 0.0126 349.8? 0.0018 0.0021 0.0128 0.0128 349.85 0.0017 O.OC22 0.0131 0.0131 349.87 0.0016 O.OC?3 0. 013{ 0.0134 31=9.90 0.0015 0.0024 O.Oi37 0. '.)13"7 349.93 0. :J014 0.002S 0.0~40 0.0140 34 9. 96 0.0014 O.C026 0.0143 0.0143 34 9. 98 0.0013 0.00?6 0.014~ 0.0145 3'.)0. 00 0.0012 0.0027 0.0147 0.014 I Surface retention 3 Hydraulic Table Stag:e (ft) Area {ac) Volume (ac-ft) Dischars,:e (cfs) To Amended (cfs) Wetted Surface 1.5000 0.0073 0. 0027 0.0000 0.0149 0.0003 1 . 527 5 0. CC"/ 4 0.0029 0.0000 0.0149 0.0006 . . 554 9 0.007G J.0031 ::_. ~224 iJ.'.):)77 J.0033 : .. 6099 0.0079 :J. 00 35 _.6374 0.0020 :J. :J0:38 . 6 64 P. O.JDS2 0.0040 :;_. 692 3 0.0024 J.J042 :i_. "/ ::_ 98 0.0025 0.0044 1.7473 0. 00:37 0.0847 1.7747 0.0028 CLOJ49 1.8022 0.0090 0.0052 1.8297 C. 00':l ::_ 0. 0 '.)~4 l.8S71 C.0093 0.0057 1.8846 C.0095 0.0059 1.9121 C.0090 0.006L 1 r•·H::.·· . :1~ _, t:, C. 0098 0. 006 1; 1.. 967C C.0100 0.0067 l. 994 5 0.0101 U. ()()70 2.U22C: 0.0103 0.0073 2. 0 1195 0. Cl Cc C.0076 2.0769 O.ClCE C.CD!9 2.1044 II. C 1 C:8 c.cos; 7.1319 0.0110 0.0084 2.1S93 0.0112 o. ocs·, 2.1868 0.0113 o. occ;1 2.2143 J.0115 O.OC94 L.241R J.0117 0.0C9 7 2.2692 J. 0119 0.01cc 2.2967 0. 01:20 O.OJC.3 L.j242 0.0122 0.0107 2. 35 '. 6 0. 012 4 :J. 0110 2.379: 0.0126 CJ.'1114 2.4065 0.0122 0.0117 7. 4 34 l 0. 0 :_30 'J.0121 2 .. 101s 0. o:. 32 0.0124 2.4890 C. U:. :::,4c 0.01)8 2."ccc C.0134 0.0129 Name : ;)ur:'.:ace retention 3 Element Flows To: Outlet 1 Outlet 2 Va·Jl t:: 1 Bioreter.tion Name : Bic:retention 2 Bottom Length: 16. HO f~ .. Bottom Width: 3. :J:J f:._. c.cccc c.cocc c.couo c.cooo o.cooo 0. IJOOO 0.0000 0. 00:1:1 0.0000 0. OJJ:J O.OJDO O.OJJJ 0. OJ'.J'.I :1 . :J :JO CJ J. 8800 J.JJOO -J.-JJOO 0.0000 O.OUUCl 0.0000 0.0000 0.0000 D. 0000 o.oooc 0.0000 o.occc o.occc o.occc c.cccc C. CCIIII c.ccoo 0.0000 0. CJOIIII II. 111100 0.0000 0. 00:J:J 3 Material thickness of first layer: l.J Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: C Material type for second layer: Sana Material thickness of third layer: 0 Material type for third layer: GRP,VEL Infiltration On Infiltration rate: 2 C.0151 0. 000 9 C.01:.A 0.0012 C.Ol.c7 0.0015 0.0159 C.00_8 C.ClG2 C. 002 ::_ C. C 1 (:.5 C. CO2,; O.Olci II. 1:0?7 0.0170 C.COJl 0.0173 O.OC:34 0.()175 0.0037 0.0178 O.OC4C 0.0181 II. 111:44 0.0183 O.OC47 0.018G o.ocsc 0.0189 0. 111154 :1. 01 91 0. 005 7 J.0194 :J. OOEO J.J197 :1. :JO 6 4 0.0199 J. JOU 0.0202 0.0071 0. 02'.)'.:J Cl.0074 0.0/()7 0.0078 0.0210 0. O:J8 l 0.02_3 0. O:J85 0. 02 _ :':, 0. 0 JS S o.or_R 0.0092 0. 022 '. 0.00% 0.0223 0. (..)099 O.D22E, 0.010.3 C. 022 9 0.0'.07 C.0231 C. C:.:. :_ C.C234 C. C ·, '.I, 0.0237 C. C 2-l 8 O.C239 0.Cl22 0.0242 0. Cl:24 0.0243 o.occo Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft): 4.7SY Total Volume Through Riser (ac-ft): C Total Volume Through Facility (ac-ft): 4.759 Percent Infiltrated: JOO Total Precip Applied to Facility: 0.35~ Total Evap From Facility: 0.16 Underdrain not used Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 6 in. Element Flows To: Outlet 1 Vau1t Outlet 2 Bioretention 2 Hydraulic Table Stage (ft) 349.00 3B.03 349.05 349.08 34 9. 1 J 349.14 349. H 349.19 349.22 349.25 349.27 349.30 349.33 349.36 34 9. ::38 349.l". 349.l,t, 349.47 349.49 Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 3 4 9. 52 349.55 349.58 349.60 349.63 349.66 349.69 349.71 349.74 349.77 349.BC 319.82 349.85 349.88 349.91 349.93 0.0071 o.oooc 0.0000 0.0000 0.0070 O.UOCG 0.0000 0.0000 0.00E9 C.COOO U.0000 0.0000 O.OC67 0.0000 0.0000 0.0000 O.C066 0.0001 0.0000 0.0000 O.CC65 0.000: 0.0001 0.0001 C.0063 0.0062 C. 00 6 :_ 0.0059 0.0058 0. 00:J"i 0.0055 0.0054 O.JJ53 0. :J:)52 0.0050 0.0049 0.0048 0.0047 0.0040 O.CC44 0. C043 0.0042 0.0041 0.0040 0.0039 C.0037 0.0036 0.0035 0.0034 0.0033 0.0032 0.0031 0.0030 0. 000 l 0.0001 0.0081 0.0002 0.0002 0.0002 0. :1002 0.0003 0.0003 0.0003 0. 0004 0.0004 O.COC4 c.cocs 0.0005 0.0005 0.0006 0.0006 0.0007 0.0007 0. 0 007 0.0008 0.0008 0.0009 O.J009 0.0010 0.0010 0.0011 0 .11011 o. :io:n 0.0001 0.0002 0.0003 0.0004 0.0005 C.0006 C. OOC8 C.CClC 0.0012 0. 0014 0.0017 o .oor_ 0.0025 0.0029 0.0034 0.0039 0.0045 0.0052 0.0059 0. 0067 0.0073 0.007E 0.0078 0.0080 C. 0()82 0.0085 C.CC8 7 0.0089 0.0001 O.CCOl O.CCC2 0.0003 0.0004 C.0005 0.0006 0.0008 0.0010 0.0012 0.0014 u.nn 0. 0021 0. 0025 0.0029 0.0034 0.0039 0. 004 5 0.0057 O.CC59 0.0067 O.C,073 C.0076 C.0078 0.0080 0.0082 0.0085 0.0087 0.0089 349.96 C.0029 0.0012 0.0092 :J. 0097 349.99 C.0028 O.OJ13 J.0094 0.0094 3~./J.02 C. 0027 o.o:n3 :J.00% 0.0090 3_:.o. 04 0.0026 0.001'1 J. JJ 901 0.0099 3c0.D7 C.0025 0.0014 :1.:no1 0 .11101 3_:. 0. ::._ 0 0.0021, 0.0015 0.Ji04 0.0104 3=0.13 C.0023 0.0016 '.). Dl 06 0.0106 3.:c. 1.: C.0022 0. 001 G 0.0:09 J.0109 3SC.18 C.0021 0.0017 J. o: :._2 o. :nu 3SC.71 c.oo:::i: 0 . C1 ,J 1 >: o. o·: L 0.0111 3SC.21 C.0020 O.OJlS J. 0~ ~ / 0.0117 3SC. 2 6 C.0019 0.0019 0.0::9 0.:1119 3:':C.? 9 C.0018 0. 0 J2 J J.0:22 0.0122 .3.SC . .32 C.00i7 O.O·J21 0.0:25 ,J.0125 3 :;c. 3:; C.0016 0.0021 0.0:28 c:. JUH 3:ic. :n 0 .CCE 0.0\)2.? 0.0-.30 0.0130 3.SC. ·1 C C .COE 0.0023 0. 0 :_ 33 0.0133 35C.43 O.CC14 0.0024 (l.WJ6 0.0136 3.S0.1E O.C013 0.0025 0. 0 :_ 39 0.·0139 350.48 0.0012 0.0026 0. 0 ::._ ,:;2 0.0142 350.50 O.CC12 0.0026 o. o::._4 :3 O.D143 Surface retention 2 Hydraulic Table Stase {ft) Area(ac) Volume {ac-ft) Discharse (cfs) To Amended(cfs) Wetted Surface 1. 5000 0.0071 C. C U2 6 o.occ,o 0.0143 0.0003 1.:J:275 0.0073 C.0078 o.occc 0.01-4 3 0.0006 1.5519 0.0074 C.COJO o.occc 0.014 '.:J 0.0009 1.5824 0. 007 5 C.C032 u.occc 0. C1 ::_ L; C 0.0012 1.6099 :J .111177 C. CCB4 o.occc o. o :._so 0.0015 1 .6374 0.0078 O.C036 0.0000 0. 0 ::._ ::, 3 0.0018 l.GG18 0.0080 O.C039 c.cccc o. o::._ ~s 0.0'.)21 1. 6 92 3 0.0081 0. C041 c.ccoo 0. 0 i 58 O.OJ24 1.7198 0.0083 O.OC43 c.ccco 0. 0 ::._ 6:. 0.0027 1.7173 0.0084 0.004.o c.ccoo 0.0163 U.0'.)30 1.7747 ·J. 808 6 O.OC48 C. CCIIII C. o ·. 6 6 0.0033 1. SOLL 0. '.) ~) 8 H 0. IJCSC c.ccoo C.0168 0.0036 1 . 2 2 97 O.JJ89 0.0053 C.0000 C. 01 r __ 0.0040 1.8571 0.0091 0. oc '.:; '.:; C. CCOII C.0173 0.00,13 ~. 8 8 4 6 0. '.):J92 0. 0058 0.0000 C.Cl76 0.0046 -9 ::._2: 0.0094 0.0000 0.0000 C. Cl I 8 u. uoi:; 9 :._. 939 6 0.0096 0.0063 0.0000 U.Cl81 Cl. DOS] :. . 9 67 0 0.009'/ ::).~U6~ I). (11)(10 C.CJ84 0.0056 ::._. ::!94 '.) o.ocn9 o.oorn 0.0000 O.C186 0.0059 2.0220 0.0101 0.0071 0.0008 O.Cl89 D.006:-3 2.0495 0. 0::. 02 O.J0/4 IJ. 110:10 O.Cl91 0.0066 2.0709 0.0104 0.0076 o. oon 0. C 1 94 0.0070 2.1044 o.u::_06 O.CJ:J7Y 11.0000 iJ. G 196 0.0073 /. 1 '319 C. 0 ::._ 07 0. 0082 0.0000 O.C199 0.0076 2.1~93 0.0~09 0. 008 5 0.0000 O.C2C2 O.CORO 2.1868 C. o::._ ::_ ::_ U.OOH8 II . II :JO CJ 0.0204 C. C08!, 2.2143 C.0-t"L/ 0 -O'.J91 0.0000 0.0207 C.C087 7.24)8 C.0111, 0.0094 :) . JOJO 0.0209 C. C 09::._ 2.2(92 C.0116 0.0098 J.OOJO 0. 0212 C.COY4 2.2967 O.Cll8 D . D 101 J. ·'.)CJOO 0.0211 C.C098 2.3242 0 .CPC 0.0104 0.0000 0. 021 7 0.0102 2.3516 O.Cl21 0. 0 J.07 0.0000 0. 0219 o.c10::: 2.3791 O.Cl23 O.Dlll 0. 0000 0. 0?22 C.0109 2.4066 0. 8125 0.0114 c.cooo 2.4341 o. :nn 0.0118 0.0000 2.4615 0.01?9 0.0121 o.occc 2.189.J 0.0131 0.0125 0.0000 2.SJJJ 0.0131 0.0126 0.0000 Name : Surface retention 2 Element Flows To: Outlet 1 Vault Outlet 2 BiorP.tention 2 Vault 1 Name Width Length : Depth: 20.5 ft. 39.2 ft. :.E6 ft. Discharge Structure Riser Height: 1.26 ft. Riser Diameter: 5 ~~- Orifice 1 Diameter: 7.125 in. Elevation: 0 .::t. Element Flows To: Outlet 1 Outlet 2 C.0225 0.0113 0.0227 0.0116 0.0230 0.0120 0.0/.37. 0.0122 0. 023 3 0.0000 --------------- Vault Hydraulic Table Stag:e (ft) Area(ac) Volume {ac-ft) Discharge (cfs) Infilt(cfs) 0.0000 0.018 0.000 0.000 0.000 0.0207 0.018 0.000 0. 017 0.000 0.0413 0.018 0.000 0.024 0.000 0.0620 0. 018 0.001 0.030 o. o:io 0.0827 0.018 0.001 0.035 0.000 0.1033 0.018 0.001 0.039 0.000 0.1240 O.C18 0.002 0. :J4 3 0.000 0.1447 0.018 0.002 :J. :J4 6 0.000 CJ .1653 CJ. ClB 0.003 :J. :J4 9 0.000 0.1860 0.018 0.003 0. 052 0.000 0.2067 C.018 0.003 0.055 o.ooc C.2273 0.018 0.004 0.058 o.ooc 0.248C C.018 0.004 0. 061 C:. CJOC 0.2687 C. 0 J 8 0.005 0.063 o.ooc C.2893 0.018 0.005 0.065 C.000 0.3100 0.0,8 0.005 0.068 C.000 C. 3301 U.OlB 0. 006 0.070 c.oco C. 3 513 o. o:a 0.006 0. 012 C.000 0.3720 o.o:s 0.006 0.074 o.cco 0.3927 O.OlE 0.007 0.076 a.coo 0.4133 O.OlB 0.007 C.C78 o.cco 0.4340 0.012 0.008 0.080 o.cco 0.1517 0. 0 lE 0.008 C.C82 o.coo 0.4753 0.018 0.008 C.084 0.000 o.4gr:c C.018 0.009 J. 036 0. JJO 0. 5167 C.018 0.009 J.J88 0.000 II. 5:J73 C.018 0.009 0.089 :J. 0 :J :J 0.558C C.018 o.o::_o :1. 0 91 0.000 0. :1 / 8 "/ C.018 o.o::_o 0.093 0.000 0.5993 C.018 0.0:1 :J.OY4 0.000 8. 620C C. C18 0.011 0. 096 J.000 0.6407 0.Cl8 C.CL 0.098 0.000 CJ. 6613 0.1:18 C. C 1 2 0.099 0.00,J 0.68?0 O.Cl8 C.Cl2 0.101 0.000 J.7027 0.018 O.Gl3 U. ::_ UL 0.000 J. /2 33 :1.01 8 C. C 1 3 o. :ol. 0.000 J. 74•10 0.018 0.013 0. ::_ 0 =' 0. DUO 0.7647 0.018 0.014 0. :;_(p 0.000 ·J.72'.)3 :1. 1118 0.01 4 0. :;_ 08 0.000 O.F.060 J.018 0.014 0.110 0./J/JU 0.2267 0.018 O.OE 0. ];_ -l 0.000 0. 2 L, 7 j 0.018 0.015 0. 112 o.oou 0. 8 68 0 0.018 J.016 c,. 114 0.000 0.8827 0. JlS C). 0] f:. C. 115 C.000 0.909::l O.J1S J.OH C.116 C. OC 0 C.9300 0. ,Jl2 J. 01 7 C .118 C:. cc!: 0.9507 0.012 J. Jl 7 C. 11 9 G.CCC C.97:.3 0.012 0.017 0.120 c.ccc C.9Y20 0. 0 ·. E 0.018 0.122 o.oou 1 . C 127 D.0_8 0.018 0.123 0.000 1.CJJJ c.o:.s 0. 019 0.124 0.000 l.Cc4C C.Oi8 0. 0 2-9 0.125 0.000 1.0747 C.018 0.0_9 0. 12 I 0.000 1.0953 C.018 0. U2 0 J. PB 0.000 1.1160 CJ. Cl8 0.020 0.129 0.000 1. 1367 O.Cl8 C. 02! ·J. 13J J. :100 1.1573 IJ. C 18 0. 021 0.111 J. JJO 1.1780 0.018 C: . I) 2 : 0.133 0.000 1.198/ 0.01 8 C. C22 0.134 0.0,JJ ] .7193 0.018 C.C22 0. 13 '.:i (I • (I(),'.} 1.2400 0.018 0. 022 0. ::_ .3 6 0.00J 1.260'/ J. 01 P, 0.023 0. :_ 37 0.000 ::_. / f 1 3 0.018 IJ. 02 3 0.:60 0. 000 :. . 302 0 0. :118 :J. 024 0.? 00 0. 000 :_. 322-;, O.Dl~ J.024 C. 2 5, l 0.000 1. 34:n O.J1S J.024 C.310 c,. COD 1. :3 610 0. 012' ,J. J2 ~ C. :_:n:; C.000 1.3847 0.012 '.). '.)2 ~) C.4·H c.cco l.4Cc:J 0.0:2 0. J25 C. cl5 c.cco l.426C 0. CL 8 0. 02 6 0.58E c.cco 1.4467 C.018 0.026 0.654 C . CJ O 0 1.4(73 C. o:. 8 0. 02 i 0.717 c.ccc 1.4880 C.018 0.0/7 0.775 o.ooc 1. '.)08 / C. C 1 8 0. 027 0.825 0. ooc: 1.5293 O.Cl8 0.028 0.867 o.ooc 1.5500 0. Cl8 0. 02 F.' J.901 o.ooc l.5)J7 0. 018 C. 02 9 J. 92 9 0.000 1.5913 0.018 C.C29 ,J • 9 '.) 2 J.JOO 1. 6170 0.018 C.029 0.986 J.JJO 1.6327 0.018 (). G3 D 1. Jl 1 0.000 :. . 6'.:i3 3 :1. 01 8 0.030 1.035 0. JJO : . 67 4 0 0.018 1.6947 0.018 1. 71 53 0. Ill 8 1. 7360 0.018 1.7567 O.C18 1. 7773 0.Cl8 1.7980 0.018 1.8187 0.018 1.8393 C. !ll 8 1.86CC 0.018 l.88C7 o.o:s 1.9013 0. 001) Name 3as.:._n ::Zee£ Bypass: No Groundwater: No Pervious Land Use Pervious Total Impervious Land Use ROOF TOPS FLAT Impervious Total Basin Total Element Flows To: 0.030 0.031 o.o:n C.C32 0.032 0. ll32 0.033 0.033 O.U33 0.034 0.034 CI.IJO:J 1 1.059 :.082 : . :_os 1.12"7 1. 14 8 1.170 1. 191 1. 211 1. 2 31 1 . 7 51 1. 270 1. 290 Acres 0 Acres 0.014 0.014 0.014 Surface Interflow Surface retc~tion 1 S~rface retention 1 Name : Bioretenticn 1 Bottom Length: 11.00 fa. Bottom Width: 2.00 f~. 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 IJ. 000 o.ooc c.coc Groundwater Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 i~/hr Material thickness of second layer: 0 Material type for second layer: Sac1d Material thickness of third layer: J Material type for third layer: GRAV£~ Infiltration On Infiltration rate: 2 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft): L.3~8 Total Volume Through Riser (ac-ft): 0 Total Volume Through Facility {ac-ft): 2.358 Percent Infiltrated: ~00 Total Precip Applied to Facility: 0.311 Total Evap From Facility: 0.)31 Underdrain not used Discharge Structure Riser Height: C.S ft. Riser Diameter: 6 in. Element Flows To: Outlet 1 \Tau: t 1 Outlet 2 Bioretention 1 Hydraulic Table Sta9e (ft) Area (ac) Volume (ac-ft) Discharge(cfs) Infilt(cfs) J. OOO·J J.0051 o.occc c.ccoo 0. 0000 0.0275 0.0050 o.occc C:. COIIII (). 0000 U. U~i!, ::;i 0.0:149 o.occc C.0000 C. 0000 0. 0221, O.JJ17 o.ocoo c.cooo C.0000 0.:099 0.'.)~146 o.occc 11. 0000 c.cccc C,.: 37 !, 0. D:J4 'J 0.0000 II. 11000 C.CCCC 0. :._ 6!, 8 0. 004 4 '.J.0000 0.0000 c.cocc 0. 1 9?3 0.00-1) 0.0001 0.0000 o.cccc 0. 2198 O.,JC142 0.0001 0.0001 C. CCC 1 0.2473 0.0041 :1. :111111 0. 0001 G.CCCl C. :::'7 4 7 O.OO,~O 0.0001 0.0001 O.CCCl C.3022 0.0039 0.0001 0.0001 O.CCCl C.329"/ 0. OCHC'. 0.0001 0. 00:,1 0.0001 C .. 3571 0.003/ 0.0001 0.00J2 O.CCC2 C.3846 0.0036 0.0002 0.08J2 0.0007 C. 4121 C. UUJ 'J 0. 0 J:)) '.J.'.J:J,J2 0.0002 C.4396 C.0034 0. O'.J'.J? 0.0003 0.0003 C.4E7C C.0033 0.0002 J. OJO J 0.0003 0.4945 O.C032 O.OOJ2 0.0004 :J. 0004 C.5220 C. C,(J:'.ll 0.0003 0.0001, 0.0004 0_54g:i 0.0030 0.0003 0.0005 J.0005 0.5769 0.CC29 0. 000 3 0.0006 o. :n:)6 0.6044 O.CC28 O.OOCJj (). 000 6 0. 0006 0.6:llY O.CC77 0.0003 0.0007 O.JJ:1; 0.6593 O.CC2E 0.000~ 0.0008 O.J:J'.IS 0.6368 0. OU2 'J C. C DO!, 0.0009 O.J.J09 J. /143 :) . 002'.i C. C 00!, 0.0010 0.001'0 0.741S 0.0021 C.C004 O.OOlC O.OOL) 0.7692 0.0023 O.COOJ U.OlllC 0.001 ,J 0. 7 96/ J.Olln O.CC05 O.OOlC 0. 00 J.0 () • F,;::: 4 / J.0021 0.0005 0.00lC 0. 00: 0 0.85~ G D.0020 O.OCC6 C.COlC 0. oo:. 0 D. R7 9·_ 0. 082 0 0.0CC6 C.CClO 0.00-:..0 0.9066 O.JJ19 O.OCC6 C.CClO 0.00-:..0 0. 93.:;-:.. o. u::ns 0.0007 C.CC\C 0.00~0 U. ~615 O.OJl/ 0.0CC7 C.CClO 0. 001.. 0 0.9890 0. 001 7 0.0008 C.0010 0. oo-:..o 1.0165 0.0016 '.). '.)008 C.OC10 0.0010 1. C44() CJ.0015 0.0008 0.0010 C.0010 1.C714 0.0015 0.0009 0.0010 C.0010 1.0989 o. oo-:..,; CJ.JOOY 0 . (11)1 0 C.CCIO 1. 12 64 0. oo-:.. 3 0.0010 0.0010 C.CClO 1. 1538 0. 00-:..2 0.0010 0.0010 C.CClC 1.1813 o. oo·. 2 CJ.0011 0.0010 0.0010 1.2088 o.oo:: 0.0011 0.0010 0. CClO 1.2363 0.0011 0.0011 0.0010 O.CClC l.26:J7 0.0010 0.0012 0.0010 0.0010 : . 2 9•2 0.0009 0.0013 C.0010 0.0010 :. . 3:. 87 0.0089 0.0013 C.0010 c.oo:o -. 34 62 O.OODS 0.0014 0.0010 0.0010 l.3736 0.0008 0.0014 C.C:010 C.OOlO 1.,; o::._ 1 0.0007 O.OC15 C.COlO o.oo:o 1.4286 0.0007 0. ()()15 O.CClO o.oo:o 1.4560 0.0006 0.0016 O.OClC 0.0010 1. 4 3 3'.) 0.0006 C.C017 0.0010 0.0010 1.5000 0.0005 C.00'7 0.0010 0.0010 Surface retention 1 Hydraulic Table Stag:e (ft) Area (ac) Volume(ac-ft} Discharg:e(cfs) To Amended (cfs) Wetted surface 1.5000 O.OOS1 0.0017 0.0000 0.0062 0.0000 1. 527 5 0.00S2 0.0012 0.0000 0. 0062 0.0000 1.5549 0.0053 0.0020 0.0000 O.OOE3 o.ooco 1.5824 c. uos,; 0.0021 0.0000 0.00(4 o.cooo 1.6099 C.0055 0.00?3 0. OOOCJ 0.0066 o.occc 1.6374 0.0057 0.0024 0.0000 O.OC67 0. oooc 1.6648 u.oo~s 0.0026 0.0000 0.0068 0.0000 1.6923 0.0059 0.0027 0. 0000 0.0069 0.0000 l. 7l 98 0.0060 0.0029 0.0000 0.0070 0.0000 l. '/ 4 7 3 0. 0062 0.0031 0.0000 C.007'. 0.0000 ~ . 77!, 7 0. 006:l CJ. 0032 0.0000 0.0072 0.0000 l.2022 0.0064 0.0034 c.cccc 0. 00·13 0.0000 l.2297 0.0065 0.0036 o.cccc U. OO"i'J 0.0000 1.2571 0.0067 0.0038 o.cccc 0. 007 6 0.0000 1.8846 0.0068 0.0040 o.cocc 0. 007"/ 0.0000 1. 9121 0.0070 C.0012 0.0000 0. 0078 0.8880 1.9396 0.0071 C.C043 0.0000 0.0079 0.0000 1 . 967 0 0.0072 C.0045 0.0000 0.0080 0.0000 1. 99,15 0.0074 0.0047 0.0000 0.0081 0.0000 2.0220 0.0075 0.0050 0.0000 0.0082 0.0000 2.049S 0.0076 0.0052 0.0000 0.0083 0.0000 2.0769 O.C:078 0.0054 0.0000 0.0085 o.ccoo 2.1044 0.0079 0.0056 (). 0000 0.0086 0.0000 2.1319 0.0081 0.0058 0.0000 0.0087 (I. ccco 2.1593 0.0082 0.0060 0.0000 0.0088 o.ccco 2.1868 C.0084 0.0063 0.0000 O.CC89 o.ooco 2.2143 O.D085 0.0065 0. JJOJ O.CC90 C.0000 ? . ?4 I 8 0.0087 0.0067 0.0000 0.0091 0.0000 2.2692 0.0088 0.0070 0.0000 0.0092 0.0000 2. 2 967 0.0090 0.0072 0.0000 0.0094 0. DODD 2.3242 0.0091 D.0075 0.0000 0.0095 0.0000 2.3S16 0.0093 0. 0077 0.0000 C.0096 0.0000 2.3791 0.0094 0.0080 0.0000 C. CJ097 0.0000 2.4066 0.0096 0.0082 C.0000 0.0098 0.0000 2.4342. 0.0098 0.0085 0.0000 0.0099 0.0000 2. 4 615 0.0099 0.0088 o.cooc 0.0100 0.0000 ?.4890 0.0101 O.OC90 o.cccc 0.0101 0.0000 2.5000 0.0101 0.0092 o.cccc 0.0102 0.0000 Name Surface retention 1 I - Element Flows To: Outlet 1 \l,JU l t Outlet 2 BiDrele~.L_i_o:-, l ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.5363 Total Impervious Area:0.27 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.323939 Total Impervious Area:0.461454 Flow Frequency Return Return Period 2 year 5 year 10 year 25 year 50 year 100 year Periods for Flow(cfs) 0.10583( 0.141073 0.167'.i92 0.201912 0.235618 0.268938 Predeveloped. POC #1 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year o.o·,s2·11 5 year 0.095445 10 year c.~07496 25 year c.:23498 50 year c.:3599( 100 year c.:~899~ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated ;3,3 J.136 C.C87 :950 0.159 C.C92 :;. 952 1 '::) :;. :~ 19.51 195S l ?S 6 1Cj57 1958 0.099 o. u·14 0.080 0.090 0. 09:J u. o·~t, 0. l O 0 0.086 O.C83 C.C73 0.072 C.069 II. OBC 0. 077 0.087 0. 06 ! 1959 0.087 0. 0 6'1 1960 0.088 0.082 1961 C.C91 0. 073 1962 C.079 0.063 1%3 0.091 0.067 1961 0.086 :J. :JB 0 1965 0. :_ :_ 3 J.J73 1966 0.073 J.068 1967 0.: 5 :_ Cl. 08 3 1968 0.143 0.086 1969 0.099 0. 072 :_ 97 0 0. 096 0.071 19"/l J. 114 0.075 1972 0.152 C.095 197 3 0.072 0.066 1974 0.104 0.066 1975 0.120 0.080 1 976 C.C82 0.066 1977 C.CBB 0. (17 J 19}8 0.107 0.093 1 979 0.147 0. 07 9 1980 0.132 0.084 1981 0.:08 0.083 1982 o.:52 0.108 1983 0. 123 0.094 1984 0.078 0. OEl l 98 5 0.107 0.080 :986 J.J93 0.088 :. 987 0.144 0.090 1%8 J.088 C.069 195 9 0.109 C.066 1990 0.792 0 .14 6 1991 0 .175 0. l, 5 1992 0. 077 0. 072 1993 C.067 0.054 1994 CJ. 07 3 0.060 1995 C.C95 0.071 1996 0.136 0. 08 9 199-; 0 .111 0.082 1998 0.100 O.J70 1999 0. 2 05, J .111 2CCO 0.:03 J.087 2001 O.a:2 0.069 2002 0.130 0.090 200:l 0. 10:J 0.064 2004 0.191 0.178 2005 0.0SE O.C84 2006 :J. JS 9 0.065 2007 0.291 c.12: 2002 0. 17 3 0 .122 2009 0.133 0. 092 Stream Protection Duration Ranked Rank 1 Annual Peaks for Predeveloped 0.2916 Predeveloped and Mitigated 0.1780 - Mitigated. POC #1 ... 2 0.2914 0.14~,7 J 0.2045 0.1224 4 0. 1914 0.1?:t 5 0.1749 C. 11 r; 9 6 0.1728 0.1108 0. l.58C 0.1075 8 0.1521 C.C95:"._ 9 J.1517 C.C936 :o 0.1507 C.C930 ~" J.1466 C. C 92 ::_ . 2 J.143.5 C.C920 :-._ 3 J.1431 C.C898 . t J.Ll61 C.C8Y7 -5 J. 1358 C. 088 6 r 0.1331 C.0883 ~C> ' I :J. Lll6 C.C87:.~ : 8 J.1301 0.0870 :g 0.1235 o.ossc L D '.}.17J7 0.0857 I 21 J.11-14 0.0842 22 0.:133 0.0836 -, -~ U. :-._ 11 S II. 118 33 L" 24 (). : 114 0.0831 ?., 0. -02 9 0.0827 26 0. :-._ 07 6 0.0823 27 o.:-._o'13 :1. :1820 ?8 0. 1071 0.0803 29 0. :-._ ,J61 0.0799 3C 0. 1-04 6 '.). 'J7 g7 3 J 0. 1 Ot; t; J.0796 32 C.1025 0.0788 33 0.0999 :J.:J7n 34 C.C994 J.0751 ]5 C.C99:? 0. 07 31 3E C.C960 ,J. 07 2 t: 37 C. C 9 :::,4 0. 07 L 5 38 c.cg4g 0.0725 39 0.093~ 0.0728 40 0.093C U.0716 41 0. 0 9C6 0.0712 42 0.09CG ,J.07J9 43 C.0897 0 • U 7 0 4 44 C:. 0893 0.0695 45 0.0883 0.0694 4G 0.0878 0.0691 47 0.887'j c;,. U69U 48 0.0875 0. 06-;, 6 ,;9 II. '.1872 C.0673 50 O.JB.59 C.CC65 51 0.0855 C.C663 52 0.0820 C.Cf..~,7 5 :~ D.OR88 c.cc:.o 54 0.0789 0.0655 :::,:; 0. ,J'/ 8 3 lJ. 0 f.4 R JO 0. CJ/71 O.OE40 '::;7 0.0745 0.0640 ."II 58 0.0735 0.062, 59 C.C730 0.0610 60 C.C71:J 0.0596 El 0.0668 0.0539 Stream Protection Duration POC #1 F'aci lity duration standard for l+ tlows. Flow(cfs) Predev Mit Percentage Pass/Fail 0.05?9 1699 3683 21 6 • ·1 i I 0.0548 14 99 3245 216 0.0566 132 5 2851 215 0.0525 1170 2HE 210 ';:,_. 0.0603 104 8 ?150 7 C 5 ,, 0. 0621 936 1866 199 l·c: 0.064J 855 15 92 18 6 J.0658 769 1396 185 J.0677 681 1215 178 0.0695 623 1C75 172 Ii 0.0714 571 943 165 0.0732 511 8C4 557 0.0751 466 714 553 0.0"/69 427 62 9 147 0.0788 4C3 53 6 131 ii I 0.0806 37 6 I, 65 12 3 0.0824 347 394 113 0. 08'13 320 337 105 C.0861 2 90 288 99 Fass C.C880 2 68 256 95 Pass -· C.0898 :24~ L'.2 5 92 Pass 0.0917 ?26 711 93 Pass 0.0935 2 02 199 98 Pass 0.0954 588 18 6 98 Pass 0.09'12 171 17 5 102 0. 0991-161 167 103 -~ -1 i I 0.1009 116 158 108 0.,027 134 14 9 111 :•,:, I o. 1 o.; o 12 9 137 106 0. 5 U 64 122 12 9 105 ?ass 0. -~ Of. 3 113 12 0 106 Pass 0.1101 108 111 102 Pass 0.1120 100 103 103 Pass 0.1138 92 91 98 Pass 0.11:)) 85 82 96 Pass 0.1175 83 74 89 Pass 0. 1194 80 66 82 Pass 0. 1212 75 57 76 Pass 0.1230 11 51 71 Pass J.1249 70 43 61 Pass 0. 12 G7 64 33 51 Pass 0.1286 59 23 38 Pass 0. 1304 53 22 41 Pass 0. 1323 49 18 36 Pass J.1341 45 16 35 Pass 0.1360 42 10 23 Pass .... 0.1378 38 :o 26 Fass c,.13·:J7 F "D 9 25 Foss 0. ::_4: 5 36 8 22 Pa. s s 0.1433 3 ]_ 6 19 FGI.SS 0. :._ i, 52 28 6 21 Pass D. -. 4 7 D 23 4 17 Fass 0.1480 23 3 13 Fass D. L;,U'/ n 2 9 Pass 0. 1 :.2 U 19 2 :.o Fess C. E44 19 2 :._ 0 Fess c.1:s:~ 1 8 ? Pass C. L:81 1 (i 2 :.2 Pass 0.1600 1~ 2 :._ 3 Pass C. 1618 i:, ) 3 Pass C.1636 15 2 ~3 Pass C.16SS l'.J 2 :._ 3 Pass C. 167 j 15 2 Pass C.1692 15 2 13 F'dSS C.171C 14 2 . l Pass C.1729 1 3 ? ·. 5 Pass C.1747 13 2 1.5 PdSS 0.1766 12 1 8 Pass 0.1784 11 C D Pass CJ. 18113 1 0 C 0 Pass 0.1821 9 0 0 Pass 0.1839 9 C /J Pass 0.1858 g C 0 Pass 0.187( 8 0 C, Pass 0.1895 0 C Pass 0.1913 0 C Pass 11.193? 5 0 C Pa33 0.1950 5 0 C Pass 0.1969 ' ., () C Pass (). 1987 5 0 0 Pass 0.288G s 0 C Pass :1.2024 5 J 0 ?ass :;, . 2 '.)42 5 0 0 ?:3.SS J.2061 3 0 0 ?ass 0. 2 07 9 3 J 0 ?ass U. 2 0 92 j 0 II ?ass 0.2":i6 3 ,J 0 :_iass .... 0. 2 :._ 3.5 3 ,J 0 ?ass 0. 2 :._ :':, 3 3 0 0 Pass 0. 2 :._ /2 () 0 ?ass 0.2190 3 0 0 Pass 0.2209 3 0 0 Pass 0.2227 3 0 0 Pass 0.224'.:J 3 u J Pa.ss 0. 2? 64 ' 0 0 Pd::iS 0.2282 ~ 0 0 Pass 0.2301 3 0 0 Pass 0.2319 ·, 0 0 Pc1 ss C. /.3 ~8 ' 0 0 Foss C.2356 2 0 0 Pass 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 acre-feet On-line facility target flow: J cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: C cfs. Adjusted for 15 min: 0 cfs. LID Report LID Tec::miqu.e Percent Water Quality Volumn :r.filtrated Vaul L 1 POC u.ou retention 100.::}0 retention 2 100.00 retention 9 9. 8 9 Used for Percent ':'reatment? Water Quality 'IreLlted N N N N Totdl 'v'olum:1 Comrr.ent Needs Treo.tment (ac-ft) 5fi. 70 4 . a 1 4 . 3 3 2.. 15 Voli..:mn Through Faci::.ity (ac-ft) Tot:al Volume Infiltrated 6E.65 0.00 15.7.?. 0.08 Compliance with LTD Standard 8 D~ratlon Analysis Result= Failed Perlnd and Implnd Changes Ne cnanges ~ave been macie. Ko Treat. Credit TntiJtrat.ion Curr.ulative Volur.\'1 Vol 'JITlr. (ac-ft) Tntilt.rat1on Credit N N o.oc This program a:-id accompanying documentation are provided 'as-is' without warra:ity of ctcy kind. The entire risk regardi:-ig the perfor:nar,.ce and results of this program is assumed by End User. Clear Creek Solutions Inc. and ':::he goverr,men::aJ. 1.:..censee or sublice:-isees disclaim all warrar.ties, either expressed or irr.plied, .:..ncL:iciinq but. not limited to implied warranties of program and accompanyir,g do::•JITlenta::icn. In no ever.t shaL. Clear Creek Solutions Inc. be liable fer any damage.':' w;iatsoever :in:::.luding wit:hoGt limitat:ior. to dar:iages :'er los.s of busir;ess profits, loss o:' busines.s; informa.t icn, husir.ess interruption, and the like: arisi.r.g out of the use of, or ir,ability to use tl:us prog:ctm ever: 1.f Clear Creek Solutions Inc. or their authorized representatives f'.ave been advised of the possibility of suc:'1 damages. So:'t.ware Copyrigl:'.t WJ by Clear Creek Scluticcis, Inc.. 2D05-2016,· All Righ::s Resen,ed. ·- 1 Sediment Pond Sizing Calculations Per COS/DOE Project Name: Sunset Court Apartmnts Compute settling zone volume (SZV) Option 1 approximate by assuming a 2-foot depth above the sediment storage volume with a pond surface area as defined in (a) below --sediment storage depth is 3 feet for sediment ponds, 1.5 feet for sediment traps Option 2 the settling zone volume is determined by multiplying the pond surtace area by the settling deptrSZV = SA~so Maximum settling zone depth shall be4 feet a) Pond Surface Area (SA): SA= 1.2*QNsed (Note: DOE uses 2.0 instead of 1.2 in this equation, and they use the 2-yr storm, not the 10-yr: where Q = 10-yr storm for COS, 2-yr storm for DOE, 2-yr storm for Kmg Co. Vsed = the settling velocity of the design soil particle. The design particle chosen is medium silt (0 02mm) with a settling velocity of O 00096 ft/sec multiplier= Qc 2 (Note: DOE and King Co uses 2.0 instead of 1.2 in this equation, 0.433 cfs and they use the 2-yr storm, not the 10-yr) Vsed = 0.00096 fps SA= 902 1 sf Pond Surface Area Dimensions L = 23.9 ft W= 23.9 ft SA= 571.21 sf (must equal or exceed SA calculated above} b) Settling Depth (SD). Should not be less than 1.5 feet and is also governed by the sediment storage volume surface area and relationship to the basin length (L). The basin length 1s defined as the average distance from the inlet to the outlet of the pond Ratio of USO should be less than 200 SD= 1.5 ft LISD = 15 9333 {should be less than 200) So SZ.V = 856.815 cf (As noted above. SZV = SA*SD) Determine Pond Geometry Calculate sediment storage volume. assuming 3:1 (or flatter) side slopes, and using the pond surface area and the settling zone volume calc'd above Sediment Storage Depth = Side Slope= Depth to top of Sediment Storage= Length at top of Sediment Storage= VVidth at top of Sediment Storage = Surface Area at top of Sediment Storage= 1.5 ft (3 5 feet for sediment ponds. 1 5 feet for sediment traps) 3 (H):1(V) (no steeper than 3:1) 1 5 ft (same as SD entered above) 14.9 14 9 222.01 sf Bottom Length = 5 9 ft Bottom VVidth = 5 9 ft Total pond Volume= 1049.43 cf 7849.736 gallons I APPENDIX C Sunset Court Apartments Technical Information Report November 30, 2016 Stormwater Pollution Prevention and Spill Plan Report SUNSET COURT APARTMENTS STORMWATER POLLUTION PREVENTION AND SPILL PLAN REPORT The following report is in accordance with the City of Renton 2009 Surface Water Design Manual Amendment and the 2009 King County Surface Water Design Manual Section 2.3.1.4 for the Stormwater Pollution Prevention and Spill (SWPPS) Plan. The following is a summary of the items to be addressed on the TESC Plan, Sheet Cl .0 of the contract documents and an indication of their applicability to this project. PART A: Acnvrrv SPECIFIC INFORMATION REQUIRED: Storage and Handling of Liquids: No petroleum products. fuel, solvents, detergents, pesticides. and concrete admixtures are expected to be stored on site. There may be small quantities of paint or form oil stored on site during construction. They are expected to be stored in a protected area such as inside a construction trailer, or inside a fenced enclosure in the contractor's work area. Exact quantities and storage locations are not known at this time. Storage and Stockpiling of Construction Materials and Wastes: Construction materials and waste is not expected to be stockpiled on site during this project. They will be hauled off regularly. Fueling: Any fueling that occurs on site during the project will occur with a mobile fueling truck. The following note has been added to the plan: "Fueling of construction equipment shall be done by a mobile fuel truck and shall be allowed only in paved areas. Contractor shall provide a plan for fueling area spill containment to the Owner's Representative and the City of Renton with a proposed method of secondary containment. The Owner's Representative and the City of Renton shall review and approve plan prior to fueling. All spills, containment, and clean up shall be the contractors responsibility and at their own expense." Maintenance, Repairs, and Storage of Vehicles and Equipment: Equipment that requires significant repair will be removed from the site to repair. Minor repairs or maintenance may be allowed on site only in an approved area. Refer to note 6 below for additional information. Concrete Saw Cutting, Slurry. and Washwater Disposal: The project may require very limited quantities of concrete sawcutting. Concrete truck washout will not be allowed on site. Sunset Court Apartments LPD Engineering, PLLC Page I TIR -S WPPS Plan & Report November 30, 2016 Handling of pH Elevated Water: Monitoring for elevated pH may be required with the project's NPDES permit due to the amount of concrete work that is proposed for field edge curbs, and for pervious concrete walkways. lf so, the project specifications will include pH monitoring requirements and treatment. Application of Chemicals including Pesticides and Fertilizers: No chemicals are expected to be used in this project. PART B: SWPPS SITE PLAN: Refer to Sheet C 1.0 of the drawings. PART C: POLLUTION PREVENTION REPORT: 1. Liquids including petroleum products, fuel, solvents, detergents, pesticides. and concrete admixtures are not anticipated to be stored on site. If products such as fuel are required, these items will be brought in small quantities, used, and removed from the site. Items such as paint or form oils, if needed, will be delivered to the site in small quantities and stored inside a construction trailer prior to use. A note is included on the plan as follows: "No hazardous liquid products including but not limited to petroleum products. fuel, solvents, detergents, paint, pesticides, concrete admixtures and form oils shall be stored on- site without prior approval. If requested, the Contractor shall provide for spill containment in accordance with City of Renton requirements. Contractor shall provide a list of the types and sizes of liquids that will be stored/handled on site. Contractor wi II also show the proposed location for storage on a project site plan and will provide a proposed method of secondary containment. The Owner's Representative and the City shall review and approve plan prior to storage." 2. Construction waste will require demolition of existing improvements and structures. Any demolished material will be removed immediately upon demolition. This project has no hazardous material to be removed. A note is included on the plan as follows: "Construction waste shall be promptly removed from the site and shall not be stockpiled.'' 3. No stationary tanks will be used for this project. A note is included on the plan as follows: "No stationary fuel tank shall be allowed." 4. If required, a mobile fuel truck will be brought to the site to fuel the excavation equipment. A note is included on the plan as follows: "Fueling of construction equipment shall by a mobile fuel truck and shall be allowed only in paved areas. Contractor shall provide a plan for fueling area spill containment to the Owner's Representative and the City of Renton with a proposed method of secondary containment. The Owner's Representative and the City shall review and approve plan prior to fueling. All spills, containment, and clean up shall be the contractors responsibility and at their own expense." Sunset Court Apartments LPD Engineering, PLLC Page 2 TIR -SWPPS Plan & Report November 30. 2016 5. Equipment will only be fueled during daylight hours. A note is included on the plan as follows: ''Fueling of construction equipment shall only be allowed during daylight hours.'' 6. Equipment that requires significant repair will be removed from the site to repair. Minor repairs or maintenance may be allowed on site only in an approved area. A note is included on the plan as follows: "The Contractor shall remove from the site all equipment that requires significant repair. Minor repairs or maintenance may be allowed on site in an approved area. The Contractor shall submit a plan for the proposed location of vehicle maintenance and repair and shall indicate the proposed method of containment for possible leaking vehicle fluids. The contractor shall also provide a plan to the Owner's Representative and the City of Renton for the collection, storage and disposal of the vehicle fluids. The Owner's Representative and the City shall review and approve plan prior to any on-site maintenance.'· 7. Truck Washout will not be allowed on site. A note is included on the plan as follows: "Truck washout shall not be allowed on site. The Contractor shall provide truck washout off-site at an approved and legal location.'' 8. No chemicals are anticipated to be required for this project. 9. Selected Contractor shall provide location for spill response materials, and identify disposal methods for contaminated water and soil after a spill. A note is included on the plan as follows: "Contractor shall provide to the Owner's representative and the City of Renton the location of spill response materials. Contractor will also identify disposal methods for contaminated water and soil after a spill." I 0. The project will be publicly bid thus no excavation contractor is currently under contract. Due to the limited size and scope of this project, the possible sources of pollution are limited and are addressed above. In addition to the above information provided on the contract documents, the following notes arc included to specifically address pollution prevention: • ''The Contractor shall provide a report to the Owner's Representative and the City of Renton identifying the personnel responsible for pollution prevention, including contact information. and clearly listing the responsibilities of these personnel." • "The Contractor shall also provide a description of the procedures to be used in monitoring the prevention BMP and responding to the BMP including record keeping." Sunset Court Apartments LPD Engineering, PLLC Page 3 TIR -SWPPS Plan & Report November 30, 2016 PART D: SPILL PREVENTION AND CLEANUP REPORT: Due to the public bid process an excavation contractor is not yet under contract for this project. Spill prevention is addressed with notes on the contract documents as stated above. Since the size and scope of this project is limited. the sources of potential spills arc very limited and have been addressed on the plan with notes. In addition to the above information provided on the contract documents, the following notes have been added to specifically address spill prevention: • 'The Contractor shall provide a report to the Owner's Representative and the City of Renton identifying the personnel responsible for spill prevention, including contact information, and clearly listing the responsibilities of these personnel." • "The Contractor shall provide a description of the procedures to be used in monitoring the spill prevention BMPs and responding lo the BMPs, including record keeping." Sunset Court Apartments LPD Engineering, PLLC Page 4 Tl R -S WPPS Plan & Report November 30, 2016 APPENDIX D Operations and Maintenance Manual ~unset Court Apartments Technical lnformarion Report November JO. 2016 LPD • • Sunset Court Apartments Operations & Maintenance Manual November 30, 20 I 6 Prepared by: Laurie J. Pfarr, PE LPD Engineering, PLLC 1932 I" Ave S, Suite 200 Seattle, WA 981 0 I 206.725.1211 [11111 engineering pile Operations & Maintenance Manual Project Overview This Operations and Maintenance Manual is for Sunset Court Apartments located atl 144 -1156 I larrington Ave NE. Renton. Washington. The proposed project includes construction of four new apartment buildings and associated improvements. Stormwater System Overview In summary. stormwater runoff from the proposed development will be collected in underground conveyance pipe and routed to one of two detention facilities. Storm water runoff from the parking lot will pass through one of four Stormrilter system (with ZPG cartridges) for water quality treatment. The storm water system also includes four bioretention areas for mitigation of a portion of the new roof areas. Each detention facility will have a designated flow control structure. Discharges from the flow control structures will combine in an 8-inch conveyance pipe prior to leaving the site and entering the 12-inch public storm drainage system in Harrington Ave NE. Detention Pipe Maintenance A 36 is diameter detention pipe with 3 associated access risers spaced at no more than I 00 feet is located along the southern and eastern boundaries of the parking lot drive aisle. Refer to the attached maintenance requirements from Appendix A of the 2009 King County Surface Water Design Manual (KC SWDM) for Detention Tanks and Vaults. StormTech Chamber Maintenance A StormTech Chamber system for detention purposes is located within the center of the development with an approximate footprint of 20' x 40'. Maintenance associated with the Storm Tech Chamber system includes regual inspection through a manhole to inspect the isolator row and sediment removal if sediment buildup in the isolator row has reached an average epth of 3- inches. Inspection and maintenance guidelines fur the StormTech isolator row chambers have been included with this Operations and Maintenance Manual. Flow Control Structure Maintenance There are two Oow control structures, one for the StomTech Chamber system at the center of the development and one for the detention pipe beneath the parking lot. Each flow control structure will be within a Type 2-48" diameter storm drain manhole with a solid locking lid. The flow control structure for the Storm Tech Chamber system is located at the southwest corner of the chambers. The flow control structure for the detention pipe is located at the west end of the parking lot just south of Building 2.Refer to the attached maintenance requirements from Appendix A of the 2009 KC SWDM for Flow Control Structures/Flow Restrictor. Sunset Court Apartments LPD Engineering. PLLC Page I Operations & Maintenance Manual November 30, 2016 Catch Basins and Manholes Refer to the attached maintenance requirements from Appendix A of the 2009 KC SWDM for Catch Basins and Manholes. Conveyance Pipes Refer to the attached maintenance requirements from Appendix A of the 2009 KC SWDM for Conveyance Pipes. Bioretention Area Maintenance There are four Bioretention areas located within the development to provide flow control mitigation for portions of the roof area from Buildings 1, 3, and 4. There is one bioretention area located west of Building 1, a second bioretention are is located west of Building 3 and two bioretention areas located north of Building 4. Refer to the attached maintenance requirements from Appendix A of the 2009 KC SWDM for Biofiltration Swales and Landscaping. Stormfilter Treatment System There are four StormFilter Treatment Systems located within the parking lot for water quality treatment of the parking lot runoff. The Treatment systems will have I or 2 ZPG (Zeolite, Perlite, and Granular activated carbon) StormFilter Cartridges. Refer to the attached maintenance requirements from Appendix A of the 2009 KC SWDM for StormFilters. Maintenance Responsibility This Operations and Maintenance Manual shall be kept in the Sunset Court Apartment main office, and a copy shall be kept at the Renton Housing Authority office. This manual must be made readily available for inspection by City of Renton personnel. Attachments: • Drainage Plan Sheet C2.00 • Operation and Maintenance Guidelines from the 2009 Storm Management Manual • Storm Tech Isolator Row Inspection and Maintenance Guidelines Sunset Court Apartments LPD Engineering. PLLC Page 2 Operations & Maintenance Manual November 30. 2016 NO. 3 -DETENTION TANKS AND VAULTS Mamte,n.an~ Component Tani o,Vault S'.orage A:,s;a "llet'Out..,;.t P p€S Def,e,c.t e>r Problem Cc•Urr•-3•tr.3f'lc pol·utO"' Conditions Wh,e-n Mamtenance is Needed .1.ny trasi 3",o::: aebrs \'fh·G" ei~ 1 cubic. fco01 per 1 JDJ square feEct ,'J",s .s aUut eq • ..l. to the ar,,cu-1 of 1rasr< '. would ta~e ~ ',II J~ or.e s!:andan: sr:e o"f;ce ;,r~ o:.lir ,_ In r,e,-a there 5-"v.. c b@ no -,.;s.3 o?',IIOE-n~ o' Clumrm~ Any no~,c _s :<" n\J,s.anc:.:a 11e-~!at1on 'Ml en .,.. ay COflstMe J '"-:t::3rd '.O Co...-)" ~onne-1 :Yt"-e pi;b11c An~· ell'.;:,:,•,:,e, of oor'.arr •y1s er pollut,;y sucn as oil. ;aso •e. corcret..: slumes :, ~an'. 3r.JSS :Y ~to\JMCO'ltr 2)CE''='°S 1a ,nifa?S • h€ight Result5 Eltp,e,cted Wh-1:ri Mai nter,.an~ is Periorme<I ',lo) Oa-S anc •• SJne>: ~·egetation "E-'llC'iE-C 3';CO"-C "if :v a~p :.ac1le ~-3110!'1S No :.:l" ;?E'' c• r!O.(IOU~ .ieget.l'l;cn Mlere co..~tt p~onne· ,:,· ~"' publ,c -night ,crmally t>ee. Ma:e· .:i,ls rerr,:,veo y-j c,s~ c" ,xo·-: ng :ox,~ <.atle regJlat,::,,--s ~-:i.·,:<:: ooncrol c!MPs mDlerrer1eo If rc,-oc:,•1at€: t,c, CO""!am nants :~eni ether !!un 3 surtac.;; o ' "1 3~s or grou~d:-:eve-r 'Tlow<,,d '.o JI -"e-;rt ·o grea.'.e·7nan t ,nches Anylr3s.h ;y,,;; cebr,; JCCR"lulJ~~ n v:i...1 o• ~Jnlo "Jo :~as.• er debrs ,n ~Jul1 11nduc~ 4cat3oles JnO r,or,.ftc:rt.b e-s, -----·------+-------------------1--------------j :::.eo,rr?"t Aocur"~ aced s.ed,m!<lll dept" HOt:<:e~ ',:•; c' the A 5€'~ f'r€f1C '':'"\01'8: 'rorr s~o~g,e, aC,:\Jf"!'R.Ji1·cn d:Jr"'ie1@r ot'!h@ stor3ge :r1n iu ', lo:ngtll of ye,3 stQ~e IIJUlt Of .MiY point Cl!!pl:' ',ACi<WS • :.•, c' d,::if"'E'1er E,JITlpi<E'· ;::.1nC" s1c~ t:;,,•-K wcukl P1ugged JI' ,·erit ~l"'. t,e-rto.t:it "'= Gap5 OE'~"'~ s.ecto-s damaged Joints O" cr.:ttllS or teYS -~ W3 re,qu1~ cle3n,ng ll'llle11 ~ 'Tl@n: re3Ches aept" c' 7 ,ncr>e'~ f(:,, rrtife them··, 'e,,¢ oi tri: Any blockage d me rf"1. Any part of ty k:p PE' ,'S C-e-"1 ,:,.:: :;,f slla;,,e rrO"e tt,311 10'<-o1 'ts aes1gn shape A ~p w~· C".Y '. ,·nc.~ 31 !!",e, ;C'flt c• aRyur.~ s-e<:t,:;rs y a.ny ey,d€-fl::E-c' sod p3'1!0e5 ,s;nt,e,r-"t, !he t;Jr~ X J JOmt Of" 1"•0,,..7 J v.ca! Ca'n.lge :c wa.:I Cr.aos ~ioer than ·,,. r-:t,. ;wy e."tje"lc,., cl so frame. bOtlom. af\d.Y erstei .~g t'",e. structu•,e t"'OJ;," crac.~s or o.,.:i, fea to;, s x, ,nspett-0>" J:l€fSOf1nBI ceterm nes tr Jc lhE l(J1J1 'S not slruc'IUl';JII),' souna Sed:rre-"1 Sedir~'?"1 'i!hrg ::o•. or rrO"":: er' :hep oe ]cctlfl'w-31'0n Trash .:r-.:: 0,etrs JiCCw'nUIJt':'C •I' 1~let'o1.ee1 p1p€S I inc·~;:,es flcatables aml non·f03'lacl€SI Cr,;cks wider than · .-;"-:f1 31 the 101nt ofh 1n1Et'out<E1 ::>-:es Of Y'f e-11,dence c' ,s.oil ,2,•;ercng at li1E-JOims f/ thE 1nlet·out-€-t :>1pes No 'Hater er so I ent-!-·~·;;i (Jn~ mrcugh JO:n~ if WJo s ,lJ. ~ -s seJ ~ ;md -s:nK'!W'-ally 5-0,~nd Ne, ;:l';JdS mo,e than '.-nch 'Mde a: tt,e _;;, •1 of t'"e-inl.:ctou~let p p12 l; :·X·9 NO. 3 -DETENTION TANKS AND VAULTS Maint111n.i!lnCt> [)e,f@.et I){ Problem Condit,or,,; WhNi M.-iintM1amce is N~ Ruult'5 Ex~d Wh,e,n Component M.illinlen..nce i"S Performed A::cE-Ss Manhole Ccver,·,:: not :n pl.iw Ccv~·;,:: ,s missing or cnl11 p.amalt\l ,n ~xe Marhcie a~ss :.cvHeod My ope,n manhole requires immed.ate maintenance Locklf'lg 'l'leCtia111s.""l ME-Or.arstSM .:Jnnot b,e. opi;n~ by or,e Mecr,;y•smcC":"'5Wlt" ~·too:s not WO'\mg rnam:enance person wit" prop€r too 'S """ c.Jnn01 t-Ec !.oe"J~ Se1f-ockin9 c.011¥'lto coes noi -Ccver.'· c dr"ficult to Orie 'l1.J1nle<"3"'~ pet5,Q" c.a---ot ·€'/T'o-"'" Cow-• lid tan ti@ •e-noYM anc ""°"· ro'o'er'." a4er app1:,,ng so :os or Ir!'! '1!'-:-5t.3-le,;! t;y on<? rra"1enance- ~er L.Jdder 'Uo"',jS U'1S..!fe f,fo,s"'ii ru'lgs, 'T'J"?wl grim!!"'! rust. cr c,-3:lls UOOi"" rr-~ts en1gn s'.andards Ai<ms. Tll<l•~te".3"i::e rer=i ~e ~, L~ acc,;;ss 0Jrrugeo o,: d,"Fcult large ~5 dOOfS cwr platl!-!i canro'. ~ R~pi~ Of' re,pJ111 XC>i-SS coc,, so ·t Oo,::,,"!i,-P,.31.e ""'"'" opened.'~d USll'lQ x,,,r,.JI e,quiprtt-""?1 ~ c;QE-~ ~ ~,gned GJ~.~ntCO'llii!r L~ .t.:CE'Ss doors "« lbt Jnc:or ~s Door.; Cfc!M: f.;J! a">:: COV@<"'!i X~H- oo<nple!6y op,en.ng "O'I complet,;,,·y ~ec OC>e"'-"'9 corrt,,e,iely. Lifting R,n~ mis-s,ng Lifting 'T9S "-Ot cap»<: o' l"l:ng weg';t Qf-:ioor li''t1ng nnir--s~.P:c1ent lo -ft or ru,,., or elate ~c<F. door err D-31e ; P :009 NO. 4 -CONTROL STRUCTURE/FLOW RESTRICTOR M.l1nten.iinc.e C.ompone-nt 3tructure O@fe,et or Problem C:J'T13Q<' 10 ~TJ~ and:.y too s ab Condit>on Whe-n M.iinten;1nce is N~d I 'rJsl"t ::,• c:etirs o' more than : wt c iooi W" -:ti ,,; l::>c.lte-c ."'lf'ni:-O.ate-)' .,. fsv"'. ~f th€ s111.,c-:ure I opening ;:.,, ·S !::lock .-,;i ~ ry of ttle structurl:' by rl'Qr€ t"' ;l'" 1 o·. Tr.3,;!l :,• oetlrs ,n trie s'tflJc1ure t"la: e~Ca:-Ks ·, :tie oi,,pt"' "0"'1 me t>oclo,.. ::i' tas,n !o "\/er: t'"o& ;owest pipe r10 or C<J'. C<'tre NSJn Cepost~ dva,rbage .;.x~ ng I c~-:·<: ioo< ,n ~OIU'l"IE' ~e:llf1'1:'"1 Hoe-'?CS 6[""> o'thE ,;;,:,pi:!, f!-O'Tl tho? DOttorr of lj'la slrucb.lee to t'"-E ,m1<?rt of r..-lowe-s: PIPE' , ~10 :;,r 001 c' t'W str~-ctJE-er !hir bottom c' the Ff<OP-T '*'-"t,o'l i:, ,:s wthin ~ ,nches o' '!',e ,n1rert of the ·ow est p1De ·"10 ~ ooc a• thi;, ~ructJre er t'"'<" bcttcl'n o'":hY Fi:..op.: ~~ Com,;• of frJr1E eice<ids rx:rE-& 3n ', i'".:h ~3St ~rt f~ '"1c ;he street<.., ;;i;:,pl1c,;,t:,~, Results Ex~ted Whe-n M;iintenance is Periomwd ·~o TrJs."' er ::iebr.s. blcci,;:ng or Xl!en: a ly bloc~ ni;j ::'":ranee to $t""wS:t..."e- ".jo :ood1t1on :Y':'S•Y't W"1d1 wcu <: a!t',:: or S<J~J::O"'I 'Tle ~.,..,:oe<Jil'1g y '"-Sects or roo.-n::s $. 'Tlp :,4 smJCTL're conca1m no sed1rr.,.nt I Of s .x, lu:s h~@s l..a~ !." .an : ~wJ'~ ;nch@s or -::JF :,,i.:.t: is r....., o' hclE-s J-c vxlo.s :racks wider '.h.31'1 • ~ ,nc."'. crame "Qc s,::,ng llu"Sh Ct" to;) s;ab. 1 e Fr3m-:-,:,, s,tt,ng 1<..S." er tc~ !t 311:: Cr:Jds r W.3 IS or botlorr sep.Jronon Cl' .,.,ere tl13" ' -,ncr o' :he ffaf'l'E ... :,..., :he tc-o s 3<· :r3cks wider !llan '. ,nc" ;inc ,::r~r th.:.n i ',;,et an;· e11<d1;-~ dso,I partdt>S l?fl'....ring 'St""...<."t.,re thrwr ,;.6 acio.s or ,....., "ienance ~'"SOn . ~~ th:it <,r-.cL~ ,., Jn<,ound :racks 'N1der th,ln :.~ :n~ and «nger than ' 'oot at the ;o:n'. c' .. m, nlet·o..tet F'flt' ::ir :r>f ~,cenoe, ~--· _ ----+-"' __ so partd~ 1en:enng ?>lructure thr=gh crach Sett!er"~t· :;1:rJct-~ has sE-ttied 'llClre 1har 1 ,nch or has rr,salignrn,;.nt ,otJced 'T10<e :h.:.n :' "<lies cu( C'.:. '7·"1€'1( Cc"~rr r_;;,n~ anc pollutif LJdJE'' '"/·;~ ro-,ss'"-;< or u-g~ :r;ick.!. 1111dE-r than 'r•n::h r. the c1n! of t+,e niel'out"="' p ::i..s Df :ry E\itdenc~ c' s.oi' li"'.1E'l"ng the struC'W~ .;ii 1h,;,. jo,nt o: It'~ ,nlet'o.. Tiet pi~., An1 e~:::oe-<.:.e of contarr "-3-"tS or pollute."' '>ucil ~ oil. gaso ~ e. CO"•:::ft>'.E-slucr1es or o.a -L L.ldcer <; ~-sa•e du':, to m~s,ng 11rgs r-s3i•gnr'":"~! 11.JS.t =~'S. or shctrp e,::~ T sect-r snot se<:~~~ ~h~ tc snic:u'e ,.,._111 ;irni o..:iet P,p€ sm.1cture !.hcdc s.,~ 3t least • .J0 1J ~-s of up c, dCW" prE,s:sure '.:,truct~ ~ s not ,n upnght pc,s.1too I allow up tc 1 ~·-. 'rorr plurrc-,1 Ccnn,;;ct er,; ~o owtle1 :,:pe are -ot watertg-: u :WOY'/ s,gn'> o' ceter,orat.;o;; gm\Jt An1 holes--o'!tier th.:.n dE-S'7~ "!oles-in tne s.:rutture ~.tr.ictun;; is sea,e,; and stru::tur.:.llv s.ouno No ~'.Kks mor,;; tl'.m • on& l'VC'>< a'. the.<'"'· of ,nlel·out-"e"t p pe eas,n ~pJ.:.ce.:: or ,.~ red to :<?S.gn S~<:Y":;S No -::rxh mo«! tlan · •.. nch ·""do' :x. th!? .'°"'" t oi inlet out.:;t p,pes Mat-;-· als rer-v~ed :rd dis.po~ o' 3/:;,:o""O '19 to a,..~c.:itl@ r~ul.:1\cr-s '.:ou·::e mntrol El.tPs ,rnplE-~.-'"1ed f ao....,.00·1.:it.:> No ::v1..1m1n.:ints ~E-"Sen: ctn!'r thJn J surfa~ :, ~ '11 ~ me<:'ts C'l:'S•gr' s:arn;t.'lrds .:inc 3'ov,snun'.erJt-.::E-:<E-'"<;Ot1 s3'E- .12=s ~ se.:;:,cn s.e-:urel·y .:i::.ached :o /,IJII ~ ootlet ppe Connection~ to c,~ilet p.pe,. .:ire ware 1,.:1ht st"uctuE-·~.:i rts:: oc repl;i~ Yoe l"l"Ylo.s .:is de~igned Struc:ure has no -r.,€'5 ::it"1e< t~ 3,- :;;es;gned hcles NO. 4 -CONTROL STRUCTIJRE/FLOW RESTRICTOR Mai nll!'nance Dtfeci: O{ ProblE,m Condition When M.a1ntenarn::e is N~ Re-suits E.xpe:eted When Componenl M11intenam:e ~ Pl"l'form@d Cle:yio.,1 i;µre is not 1n1ert"7: S31:E -s ~te1lg"1 JI"<: oYO"ks a!. oe-s grec G.1te C.3""0'. DEc mo111ec; up r<: COW!'I b) one 3,;Jte rio111?s up ~ cown eJs,ly arrd rr.a,nte'lanoe p@f'SOn. ~~lt"'t<ght Ch;:11n.'rod ,e3eing to p1e -s mssi"',1 or C;Jrn.'ige<l ::h.:i,n :s ,n ~.xE .ra wM.s as ce-s,gne<i 0..-f,C>= Pla:e Camagre<:J c,, rn1?>?>1ng '.:ontrol ~,ce s nc.1 ..on. '"'ti prop,=rly dui t,o P31e s in ~ .J!::e r..:: ~orh J'S n,,ss.r-a oo.;1 of plaCE-. 1Y bem on'iCE-plat,;. c,e,s,gne<:J Qhs!n.lc.10f1S Any tr..Bh, debns, se..:1-ment or ve,gel3tion P,31e -s frtt. of all ~m,ctons and block ng 1he plate worlls .:n o~g""t-:: O\lerf'~ P~e 0bs1NCH1f1S Ant tr.Jsh or oetns block-"'Q lor ~,.aY1ng ~ PPE ;s 'ree of 3-.·· ol:structO'"s Y:<J po1e"tlal rJ ttock1ng1 me over'low pipe. works .J'S desig"w Defomi.ec oc carr..:,g,ec Lip of ~r-.::w c;,e s ~ or ae'oor,e.:: Cver""ow pipe :x,e,-s 'X'>1 allow !ip ~~ at an e•,e<1,1atc;r, lower i:t,an ""·9" nlet'Cu~t P1~ S@odl~ Se,o11"',er.t .;!hng :,o•o:::,, ~ c; the-;:: Po!!' lnletcutlet p•pes CaNir c• sMr~~! ~= .. 3f·01'1 Tra·sr, 3"<: debrs TrJsh Jt'C aeons a(';CJnUIJtt<: 1n 1n!et'o1J?oe1 No trasr or ::!e-bns ·n .i PJ?S pipes 1no'.\.l<lES 11o31ables and non-~bles 1 c., """" d Crxk!i wider !h.!1'1 '.;.,net, 31 the Jo,nt of t!°'e No crack!i more 11131'1 · .-,nc:h WIOE-.J1 mle-t.·oute'I PllPS or ;r,y ,e,•,nd@iiCI!' c1 sorl 1!"'-!enng 'lhe .:o'"I of t",e, ,nlet·ootlet pipe .E th1r ioint?; d the 1n~l'ou1lE-t p1pe!i Met.Y Grates Unsafae-gratt-open,ng Grate ~th Oj:,e<' "9 w cl@!' l;han '• 1ni:." G<;,te ;;,pe'11ng :nfft5 oesign , tf Appl cahleJ 'St.r,o;rds Tra!th 3"<;: d~r,;, Tr;;i!!>h Y'(? debn!t that 1s blod.,ng ~t"',.?' 20~io J";;Jte free of Vasi'! JN debf:s. of gratlo' r...sr!acE-. foot"-Ole tc g1.1mehne-s •or d-spos.ai C3'T'L3gE'd ~ m~s,ng Gr.:!lte IT' ss "ii Of' broke." n',@'"T"l:JE.n!i I o' tt.E 1731e-Gr.lie ,s n pl:K:e :re mee~ e,,e,s,gn -='" Mrihol11 Co\ler'L<: Cow•,· c not ,n pl-Cover·i,c r,;, mrssrng ~ only p.1n:1.1l!y 1n 0:XEc ::Ow-r.l1d prot...cts oc,e,,·ng 10 Any open structure requires u1~nt 'St".X:-t...'€ maintena~ Loding m~h.1n1!i'Tl Mech,m1!il"'l c.111nol: be opl!;fle<l by one Med"..:r-r§(l" Ooe,"'!i wit" prop€' 'OO<'!i Not Worl,i,g 11\Jintenanoe-person ~ proper to<vs. 601-.s G.JnnO'I ~ ,;,.w,ted Se-11--IOding COVE".'lio Coe! not -Cclo'E'r"c difiieu~ to One ~nle!"~CIE' pe,r..o, GJfV'OI rell'Q'II(' eo_.-:l1d can De 'E'<TlCYed am; Remove cover,·,,::: a"!er app!:,,ng 80 lbs o' lift 'E""Sta'!e-d by one rr.l",'.enance ""00 : 9 .:0011 • .;,.g NO. 5-CATCH BASINS AND MANHOLES Mainten,;ince Component 3trucluri: nl,;,t O~t"C:! P,pe D@a-c1 Of F'robk!-m ca~1ag1c 10 -fra1n.:" anc r;:r toe, s. ab Cr3cics " WJo Is or bOt'.011" SHtltr'~t' r--!o.l!,gnflllient C.amgeo P pe ,o rt; C:c·tarr "3""t$ anc 0011u:-y Sed,rr,:,~1 Jc.:t.J,....w .Jll0'1 1-------- Trash :r--c debrs Condition Wh~n Maint@nillnCf. i'i. NH-tied ?Ed,"":"-1 -=•=s eic·. o' 11,e e1:-01t1 h:r, !!lo;, bot::orr of:"@ <:.liter ~= n :o '.he :nv,....... d !hi! IOir.E,SI Pip€'. "1C or PIJl of l~ <:..Jtcii b35 r or S l'l'th1"1 ~ me."~ of !he in.-!?""! '11he l:::l'l"?'St p,~~ int: Of C•wl o' '.he C..1<:'" b;n, r ~raS'1 o• d"Cbns c' more thJn ·,cubs:: "'wt W" .::h IS ,[l(..J1~ 'f1rr,4?{:L3'.;;-"f "°h:r~ ,:rfth,;. ca"IC:" Ci!Slr'l oper,ng o• ,s block"·? C3P3:;:ty oft"<:, ~c="" CJ,s.n by'110fl?t'"Y 10', --:-rasn vc d!e'tM n !.'la!' CJ.c'" ba•w, t-.,.~ e,ce,e,c:~ :, t";; d;;i;tr 'rorr l"t; !:x:ttcm o' ~ n tc 1rwi!'rl ".he lowe~t 01pe "1c or ~i a!".he .::,as.n ~3d M11fT':J. 5 or >"@gi,l,nlon that cou10 ~te oaor; t" :J1 ~ou!d ~" ~ ~~IJ,nls O" dang~us QJ5€"S ,€ g . 'T1eth.1ne1 0,;.pcs,ts ,;;,f tfJrbage ..-~= n~ 1 c:. :::,,:: 'o,:;t ,n VQ1U"le Ccme· of f,;J~'e <:~:enc~ IT'/J;e :,·Jr'-. :rd-O.ll"5: C1Jrt f.a.::e ~,c the street , 1' x-plu:.:it,e, Rl!''5-Ult':5 E :qie-cte-d Wh,e.n MJintefl.Jn<:@ is F'erforme-d ';.~"'Pol w:c~ bas" contJ n-o; "G '*d m.-nt 'io -f'3S" Of debns tJOO.,ng or X/'ent ;;illy bloc I. ng !;-"'"r;3nce 10 ·~t~h t·as n '-lo tr.iv or dE-bn~ n the ~tC-" bas r hjo ~e~ animas :::r vege,.1t'Y ~·~ent ..,.,lh·n C-31C-r bJSt"l ',jo ~0<1d·i,on r•'':'!.en: W"1;:h ~vc att·ae: or suppo1 !he ::-''""E-d·rig ,:• ~-seC'!s 0( rodenl.:S ~op -sa~, n.:1s hc:les la"9"'"'" >:--ar::: '>QuY!:' ,nche·~ oc To~ ~·.:1t is~ o' hcles J": c.·:Kio~ cracks ooe, '.han · ~ 1ncr Fr;,:ime ro1 s,::: ng flusn r:r ,_or, slab. ,_e Fra,.,...,. ,s s tt,ng 4us• en tc,;;, ,;~ s.epar.11,ori ci'l1ore tt,31~ '. 11C'" o' thi,o frarc,c '--011 th,;, t:x, s ~· Cr;3ds w1denhan ··~ :nc.>i and O""ger :han 3 ':e.E-t a,y e\r",O?"'·:e of s,::,I parteles emerng e.atch b35,n r""Oor';I~ craeii,s. if m.J ~ter.ar.:ie ll":"'Scn J1-dges t"-31 C-Jld1 bas~ •s unsou"ld Cracks .,,,ct~rth.1n ·., nC" Jnd origer th.Ml' ":>ot at tre JOl'1t :• an',' ,nle( Ou1lei p,pe or r) e~1dence- o• sc pJrtdes en:enng Cltd1 bas" t'"·o,.,gh Cf"Jcl:S C.:itdi bJ'>-• ~,,35 setted 'T10{"e th.:m 1 ~ch or has rot.l'.ed 'TJOre tJ-un ::.: --::he,;. C\E o' .:i: r 'Tlent :::racks wider than ',..,ndl x the o<n1 oft"'>:- mlet'oute1 o-~·es Of Y") ,;,v,aence c' soil .,.-1~ng the c.3ic• bas n Jt thi:-0 ".~ of the nlet•out et p pes Any e"1di:-"O: o' contarr ~3""1.S er polluto~ suO'l as o,1. gJso "e. co":,i-e\,: s1ur,~ or w~l -'3Si"' .;,-o,:: debrs JCCw'l"IUIJ!e<: 1'1 1'11et•out,e.'. pipes , me u•~@5 flom~les .:inc non-fOJ'.abl.;-s, Crads -,.,•Oer 1h311 ',,..,nd, ~ 1'1e jo,nt of r-,;, 1'11H'Dutt"1 r·c·e~ or r~ ev,ae'loe c' s.o11 '"°~ierng Jt !."H: JO•ril:!i of 111'2 ,rile~ O•Ji:-.e-t p,pes. A-~· ::at<:h ~as,., ,~ ~,e3-,e-c Mid 'Str ...-~Cur.111)' S(ltJ"C ·~o :rach n·,on;: th.lln • 1n<:'" w ,:;eat -:he.-=> "l of 1nletou~t pipe 3.3,sin •eplace: o• ~ red :o :-'2"5:gr strcrcs 'fo :orac~s rr,ore "ltlan •• nch 'HltJe 3; 'tie ,0~1 ot mletcu~et pipes 1.1Jt.:-" -31~ reerr,;:,~erJ a,•ci o spos.e<.: o' :.:.=>'.! 1g to 3.."'P c.Jtle r~ulat Y-s '.:-0.. •ce ccm·ol s•,,Ps mpl...rr-E"''.e<l rf 3~,.:,·o;y,a!@ ho cc,w1am,nan15 c,•0:-sent cth!:'r l:tian JI sur'acai'" ;:, ~ .., -- nlet'ou:J,;,t pipes CMcJlr c' sed rr,crt No 1r:;isr er deons ,n =-=-es t~o :rads rr,or0:, lhJri <-nd1 ,,,uje 3'. the .o~'. ol't"e 1nlet:'outle1 pipe. NO. 5-CATCH BASINS AND MANHOLES M_.nhmance D@fe,ct or Problem Condition Whfll liih1inteo,11rtee is illeeded Results f:itp,K:ted Wh~ Component Maintenance is Perfonn,e,d Met3 Gr::ites l~n~ l;lr:l!e Cp!i'TI r~ 3rate with ooe-,,g w Ol!-r than ,1ric."' d3!e 00~1ng ~t,; ~s,gn ,cxd1 e3,s.ns1 ';O"G.Yd5 Tosh ;r,;; oet:r;s Crash ;,,c deor;s t~at i5 bloci,ng r,,,c:·'1: t"a,, :::aG• n .. frw of t'Wl ,;o,,,: oel:ns Df grate-s....oface foot"-Ote le guld~·nes 'or d,spo!>JI CJ.,,a.ieo ~ missing ::;~ rr ss rg or broker men~.$1 cf mt, 173'1e 3-"3'!e s 1n ~,,]CE-a-.:: meet!i oe-s,gr, Any opt'TI i.tructwe r,rquire,s u1~1 ~~C-Yd5 ~inten.iinee ¥an hole Cover·_ c Cc~r' c not 1n plJOE-CO'we,r.-,c is missing,:,, cnly partially in p,~ :::0..-?tCl protect<; OPe"ll'lQ 'IO Any op@TI struc~ re,qurf'Eo'i U111"f'll W'"..>::tu~ maintenance Lod1ng '!'lechamsm Mechantsm car,r,O{ be opened b~ one iJEC!"...r.tSm 00:J"s .,..,~ p~· to:rs N,:it"s'\loril",;J n-.amtenan~ person wit:" p~r too's. 5olts c.Jnnot bE-s,e,3!1ed Setf-:.O,::k1ng co\{e-.M aoe5 not -Cover',: cr'fcdtto One ,naint(!('-TW PE'fS,:,I"· c.¥'-ot rerr-ove :::0Y!Y'li0 Ul1 be ·~C'!.'~ .31'1C R~,"10~ c,owr,1 c rler applyng 60 ~ a' lr't ~'>Sb'l@.d ~Y on,e 1""3~1enYI~ -~ .-\-10 NO. 6 -CONVEYANCE PIPES AND DITCHES Mainte-nan~ Componen1 Def~t or ProblE-m Sed ITe·· S. deb·-,, .le0.1rr, .:.1,cn Cc"rarr • .:;ir ts an·: polllJt.1r Ca "l~e 10 ~-roted -,e cc :r.ing :;,-,;:;:,,--<,:rs :r Cc-~tarr • r-t:; anc pol!utcr E:o'> O" carnage to 5j:::,,.~ Reck l,nrng out o' plac·,;, or·rw;.sng ii' Aop:;~'='' Conditions WhE-n Macnfenaoce 1s Nffled Aixurc L -11~ '>~·m~l or ;:~,,1<; 1'1-3\ e~DicEcds :-:::•. c-f the : :l'neter :::' t!lt' :;, ~ Resul3 EKpecte-d When Mamtenan~ ~ P£>rformed '/€-gE't:Won,•oots that reduOE, <ree rno'IFt1Ef1' c' \'l'J:E-" ~ c...-; "'rE-ely t:n•.:,",7 ~,PE,s "'J'.E'f '.hrough ::>OcS Any e"1-:er.::e D' oontarr ".rts er oollul O" s.1di !,fate·al~ refl'~ed Y'd dispose; c' ;i~ c,11. g;i~ "e C,:,"cri?te slurrl"s or Co..'l •t 3-X<-"YC n~ :J .:.«• ,::,11:'·E' "€'{1\11:iit,:,,-<; ~o.·c.e o::ntrol :-MPs ,rrplero/te,:j n' ~·:;,;:..-,are No c:;>"'.3rr-ir,ant<; .Y€''SE-nt ctl;e,r than 3 surface o <-, ProtE",:t .. e ,cat,ng s :ru~ nJSt or :o!TC"S1cn P c-e, repa,rw or "W-3'."ed ,s WleJ•eci;~g ;he s:n,c-wral ~1egncy ~f any pan o' PP• An1· derit t"a'l ~reases r--e C"oss s~:on ac'"',:i o• ;, ["= ~J,n:t:l or •,e,o,;::.:,J p·pe :., more lhMI .:.:J~·. a· rs de!~1nec to hJl'E ....e31<.enea 'Sl:~-:t-.rai nteg'Tcy ~ the pipe ~":1.,h :i,~-:: d.;ot;ns H~,e,:s · eu~,1c Foat~ t ~,oo squ3~f~: d ditch yi.::: s.-.o~s ,!,,ixurr .. .:.11:-d 51:-d ment t"Jl ..,,ceeds ::O':, ;:,' ~ d:es,g~ oept'" An'{ nox c}.1 'Y' nu,.,anc,;-~-;;.~t.1t1on wh>C" rrJ)' ccnst'1UIE-a ~JiJ:::1rd to CO\.>.~·ty Dt'l"'iOnnel O"t"e pi.Jb'IC An'f e~,ct""v::e o' ccntarr ~a.-.;s or pollul Cf' SJ th .H c1I, ga'SO ··I', [o:rcre~ ,;,lurnes m ~~1 Vebl'?l3TIOn !hat red'Jce~ r"ff mov,m1ent of w:11er tt,roo7 d1te-lles An·,-eros,:.-ot~ on ,:i o·:c.ti slope One 3fef o-less tr' roe~ 1,;; s.ts Jbc\.·e ~;1: lo"i-so1i a,ea ~ sq~ 'e.et )r 'TlOre any e~=-= n3t ve ~, A-ll Tr.:1,;.• :1nd de{l°'s ce:1.·~ ~ ·=~~ :i,tcti cleanec.f-~'>hed of all sediment ;r,:: oetrs so lhat ,,: m.:itche~ dEsr No): c, • .., and ~ .. s;;rnoe YE,get3":ion '"e"'10Yed 3COO'C ~ tc Jpp •:;abl,e- ~·Jt:ons No crg,:-,o' no~,ous ve-g@bticn nher,;, Co-,~':)/ PE'r;onnel O" t'"ie pubhc "1igh• nCffl"JII'{ be 'Aat<e" .als resroved ard o,s~ c' ~ n~ '.o JIO(.><;able 'l"\Jllllt<rs ~-0..·c,a, rontrol E-MPs ·mplerr-e-"fe,:j If :;ip;:i-=ut@ t.o CO"t:;in·1nants :Y-1,-<;im'. ocher !!un J '>LJ!fa<:e o ~ '1 NO. 11 -GROUNDS (LANDSCAPING) Maintenan«-~fffi or Problem Conditions Whe-n Maintenance-is Nff'ded Resu!'5 Expected 'Mien Component Ma1n~nanoe is Perfonn,e,d 3,. Trash ,;:,-1,::el'" Any trJ.sh ¥~ debri'J. wh1di ei,;;~ 1 C'Jb1c ioot Tr;iS/' ;.id debris ~Yee "ror.-s~ per I .000 squMe ~! tus ,s aboo.,t eq-.;,3 tot~ an'\OIJ""I of rrash l would takE-to 'ill uc, 01'1€ scndYd s,.=e C"!ice gr~ can1. ln g,e,,'E'31, there S"¢..<: be '\O 111s..a eY1deflCEc o' oump1ng No~·ous-s t.-,r ma:ous ,y nu,s:inCE-~a!1on w!--1,::t, ~-3Y Noxo..-5 anc ":.. sal"IOI' ·,e,ge,atJ011 OC11sttJte a ".;L:..:ml to C0<~·r'ly pe~onnel c,r t'"e ~OY!i'd aceo"C'""'il to .lpp·=bk; public "E9 •. -31icns No -:~ o: ncx,ous Yege011on ltl'tiere Co.."lfy p,ersornel ,y t'"E pl.lb/ c 'Tllgh: normally be Cc ... tFl"r:Ytsanc Any eve<e"<e of 00f1tarr "Jt"~ or pollutor such Mat<er-3,ls rer.-,0',/,e,d .y,d d,spo~ c' ~IUI<-" as o,I_ gascr ... e. ca-cre!ii! slurries or ,-a ... t 3CCO'C ng to ,3DP clle regu!"1 cr-s So..-,e12 control BMPs ,mplerrt"ted if ~IJ~ No CO"'!aminant'li ~@flt C>l:her thar, J surf.Jee O· ~,,11 Gras-s,g•o-.,r.;:CC'a'er 2-rass c,r groondco11er e~oeed!. r a 1nO"E.-S ~ G-ass Of g'°undCXl'\ler ,n~d !o J he,+ght ""1-',Tt ~ o gre.r.er 'TIJ11 "..· nches Trtt-5 .Jnd 3hrutrs Ha..:ard Anyt'e€ or 111; cf a u-ee ~t,"-=d .lS "..JV•ng a No~ ~"'5 "'~,l,ty l)O(ential TO fall ar,d caus.€-prooer,:y damage-Cf tnre;,:en ~o.'llan I~ A hazard tn!-e 1de-nlbfied by a qual1fle'd arbonst must be rffl'lo"VNi as soon as po5sible D.lmaged Lirrtis c, p31tS of trffs t:'I' S-"l.'";1t,S it,,31 ~ S()i 1 or T'l'M and sh'""..t-s wi~ less tt,,3~ 5~. broke" wt, d, #ect mort> 1h.ln 25'l, o! 1he tQb; r:/ tOtl 'oli.ige ·lf'tt' so, tor b'Ohon fol;age of t"-e ~e Of 5-"Y"vb mb?!i. T~ Cf ~",",;e,s lh.JI h.we--blown down if No hooWln {lcJW!'l wig,e,t3tO'l Of knocke,;; oy,e,, knoe>;e,;j o~,. v~ton ~rubs .._~ o' ,...,.¥.,, Trees ex ,~s c, v-~..c-s "'ltuch a""e no, 30eQUately Tree,::, shrub "' pl Joi. .lnd suppc'1e-d :;,, .Jre leaning over e3us,ng e;,-;x:,sure ao,e,q..ately supportec: oex or cf~ root~ C:s@awd '.rM>s rem::,,,,~ : P .:009 A-1~ NO. 13-BASIC BIOFILTRATION SWALE (GRASS) Maintenance Compommt Flow 3pro;;J<let" Defect or ProblE-m Cc·tarr·:rl!ianc pollut~· So,a,rr,;.•1 .lC~urr~,31:cn Ps>or ;,egetribm oo ~e,rage Grass 100 tall SE-0,rr,e.•1 accurr~ a,,cn Condit,on wtien t.ilaintenance is Nffded An'f IT.Jsh 7,;:. or cebns Joc,..m. -Jte<J on ,tie b oswaie s 1e Any ev,o,e-·~ d ccmarr ·,3,.~!$ e< ;10llul·Y-!>uch .ls 011. gaso •e. CO"cretE-slurries or ro •t SE'drrrE'"l c..c:h ;e;C'="'CS : •d1(oS · • 10•. ::,' 1hol! sw~e :iearne111 Jrea SE-drrre."\ "" t-ll'S grJSs grcwth ::.>1er 1:··. d swa1e ?"·P ErOOed if s,:,:,urecl swa,e Y./cD"l cue to dian~ .;:Jt,or er h gh fews Gr ass s sp~ er c,.:irE' :,-eroded patdiE"S occur ir rrore t'1an ·.:,0 • c' :he SW3t? to:tcrn Gras-s e.,CE'SS!Ye 'I tall .9'"E-.lter ltlan 10 "<:hes· •. gr;,;,ss s lh,n O" nJ•sanc,;. ~ 3'1d ot"IE-" ~'egetltO'" has takE" o~.;· Gras-s ;rowt"' s pocr beca~se -sLJnl1gh! co,e,-s ~at rear..· swale ~ontinuous "t::ji throug· t"'E s-.,,ale even ·-ffl'ier ~ has beer :')' 1cr w~s or 3r e"OO~ mudd)' c/1.:inr,e has '.:irrr'c!d in 1he swae bctt:;ni ~';'3ter p,:.,o,; • tt--e s..--·3 E-b(otween storrr-s o-d*S not drain freely F!ow conc,e--1'"Jtes Jnd E-"0>."*5 -:;hanne r·o"r 5.>ll'ale Fow 'Tor" sp·ex:-ei net "• formy ~ s:ri::>u:ll-:: acrc-ss ent ·e s...-.Jle wC'th T;Jsh y,c detns 3cc~'TlulJtw n nletout-?'. p pes 11nc. ~·::>!!-~ flc.31able-s ancl non-f~tat!.;.s_1 Cracks -~,01:-r lh¥1 ·. ,.:net, a-: the 10,nt o' t·'C" ,rl1:-t'out'e"'. ~.;,es or ::Ty ~~'OE'l'lce c' so I erterng at It''=" jO,nts cf the ,nlet'cut,c,t p,µe!:- Re!iul~ E•peci.NI When Mainterunc~ M; Perfomwd ',lo 1ra>" or debris on 'tile b!OS>'IJle 'Srt,e. lo1Jte-·3I~ rEerr~d 3·d d;~ c' =·-:: n; :ci atc ,:able ·egu1Jt-Oo"s ~ .. <v-:e oontrol ~MPs irrplE>re-'"t~ rf X-~'"!X>'"'Jte No oo~?3IT'rnJnts ~~ent miler than a surbce o ~ ..... ·~o s~1ment d;:.pC'$1S 1n gr;;us treat"rleni 31"E'.ll crf h bcs..,..;,i,e 3,•ss grcwlh not ,nh1b1tE-c b~ sedr~nt 'lo E-'OC€-d Of s.::ourec .)'€-JS n c,osw-3":-Caus.o:-of=onc·s.-xiu" l<:;,;::'l:'5Sed S·..iale • :no cio t,.;,~ s..."O".?> ano ,irass s rt,,ci; :md "U1hy :f'.3'Ss rs b-em'e~ J 31~.;; 4 n::r,;,s tJJ: 111,ci anc hs>"'1!",y '-IQ clippings lei • swaje l',o nu SY-CE vege:at<Y ~'SE-f1' Heall'"' grass grnwth or s·..ialE" mnw'!-1ed l::J a ·...et b,csw.:.le E3Se•ow rerr,c~ 1rcm s"·Jle t:}· a t:ffl.ro,i Pi-Ji-grave; dr:.w1 ,y typassed aro,.md trl!! S""'31"'=" Swale T€ely era ns r,;: t'"<E-"€ s n-:i str,;: • g water ,n swJ-~ ~n ~"""' '-fo flew channels ,n S'N-3 e "'lows :y.,; spre.id ol;'\llill'lly Olli<" ientrrE" sw.:;,..,;wdt- lnlH O\Jtlet OIPE-S 08" o' Se-d fl'':'"t 'lo crack5 more ttian · <-<nch ,..,de ;,t tlie .o-~t of~ mletwtlE't pip<: ~-------~--------...._,__ -----·-------~------------~ : 9 :oo~ NO. 21 -STORMFIL TER !CARTRIDGE TYPE) Maintenance Defe-et lH PrOO!e-m Condition When Maintenan«! is Neecled Results Expected When Component Main~nanee i! Pe-rf~ S 1e -rash :;i,~c del::rs Any 1r.J5h or debrs w"l1d1 ir,,03 '!. !he !i.Jnct-0" cf Tra!." :lnd debns rem,:,,,,ed frofP the b::il1t,o flciiy Cor'brr r;rts anc Ar-y ei,,,~ di 0011tar,, ""-..Yt!. or polluto-. such Ma!E'.als rel'f\Olled -Y'll d1Spos.E-C' o' pollutO'" as 01:s g,JSol,ne oone'l:!E slu'"'€-'S O"p.lim: accora ng to api:,: .:.at:le regulato,,s $:,,,·~ ~tr.)! B1.1Ps impl~>!!-"1@d if ==-No c::v-,taminants ~1;5ens ether lhilr a surface Q· ~-•n Lrfe eye...-. '.:ys,iem n.is r,oi t«-n 1n~ed fur l"''tt-',e:Jr.. F;ic: 1)' 1s re-1n wee,ed .:m:I ;:a'1y ~ ma1nt€"Y'I-Ce performed VJ-"'1 Tre.ImPnt 3edirr'€"'1 on ~ac1lt Greate, l:"'.'V' 2 ,ndies of sec,111e,11t \':J"~1 s free of ='11eot Ar,;.,a - S,e,d11'N"">1 O" topaf G~ate" 17'.Jt~ '; inch of S,l?{j1m!"'1 V:;1.>'T ~ ~ of s..e<1 -nen1 c..1-""Jioges Mu-'tiple scurr lines Th,d or '11Ul1:ple SCV'Tl '<",e,s aboVE-too o• Cause C"piug~",;; ~ed. .:ioove top ct cartridges. Prorubly due to plugged ~'51:es or c;in1'5'1ers rec,,acec "nece'!is.Y)' ca~oges unoerdra1n '11.:lni'ol:::!. V~ Struc!l.Jre Ca~tawaH Crack.s winer thJn '.,..,.,,~ y,,:; ;my e1t1de-nce c• V3~·'! "E!pl3CJ!i'c or ~,·e,d to c,e,s,gn Fr.J'"IE! 8cttorn. 3f"Jd:u so,I pJrtd,e,s l'!1'.ermg 'the stt"....::::ull" through the ,;pec-fie3fo1,s ko3Lib cr~ks, orq.,.alrfiei:1 inspe,::ton ~nnel cete--nines ti"e ~.lult 15 not struct~ sound 6af!\es dama~c Eafles CO"'O:: "'g. ct.ldl f19 wa-r, r'l(I. and u Rep..3ir or replaoe ~ to showlf1g Signs o• 'J1lure .;)5 oeterm1ned ~ ~eef,C,]~(Y'. , f'l.l>n1en3nce-··,n~on pe<'"S0"1 F1tre-r Mf.c . .1 31.rsl'"'iJ~er 111 ~ inches or ·iJ'"e-311!!" of state w;ite, ir the \l"U·~ foc No standing W.lt'e" 1n v.1ult :'4 hoo~ \l"J~1 r.:,f'I! tl'.l.1'1 24 ~ours fcttowing l r.:i1n WE"'1 ¥\C.'0/" :rll:~ .1 rJi1n i.11;nt o~:w. o«:urs "i.qu&ont'y ~ycueto plugged filte-" med1.J. urderdr.:i,n or av.let pip<:: $hort C~t.urt1ng F~s Oo "01 C""QOer1;· ente-· &,,'"r c.Jrtndges Flows go ~hrough filte--me-d1i1 Unden:ir~ns and 3ed·rr,;,,:,;o,ebris Unde«i·a1"1; IY clear,-ou~ P¥t .ally P""d9E'C Of IJf'dErora,ns a~ c!E-;;k".--OUI$ :'re-e, of CleiJ11-0ul5 filled i,,,1h sed<mE-nt am::,or debns SWilT"E"I and 0P.tr-s ,nlet.'Out-e1 P~ 3edfi'lo:.o'l'. se-0,rr.e,-,1 fll-ng 20~-~ ,:, mYEc ti t'le poi: lnlet·O<J:let pipes Ci-Ear o• sed1rr,e,,,1 ~rr<Jl.3!100 Trash X'<: oebm; Tr.1sh ,-,;;. debns .lCc...mulat.,;;,;: 1n 1nlel'out>e! No tr3s!"" or debm; in ppes pipe5 1111c:r"°"s f,orubles arid ~oo-~ables't C.l~d Cracks widenh;.m ·-. noh .J1 the JOint r,f the No crads more tl'l,lf'I '·:v-mch WH:le at inlet'outle': p,pes or :JK1-Y ev·dence cr" soil e--:erng the ;o'lt of the 111\et'W.let p pe at the JOln\'; of !h@ ,nlet'OI.Jb!!.t p1p,e~ Aroe-§s P ... bnhole cm .. ~,, c nO! n place Ccver,·-c 1s m1ss1ng,::,, only partially ,n P'~ Manhole aCCE-ss cove,re,c Arly open m-,nhole requires immedlillte maintenNice. Loc~•ng mechi!n,s.,r, PkehY11'1-T1 c.:innot b@. Dp@n@d by On@-Med".3"15/TJ CJ)E!""S wrtr" pn:>p@rloc,·s not~1ng r'"..Jinte,n.1n°'" pe!'">Cln wit'-proper toois Bolts cannoi ~ se-3tM ~tf-;od1.1ng CCWe'".'110 Ooe-s not -·- Cover!: .i d1"!icult to One 'l'l.l1nt,e,,-..roe pe~ ~otrE-f"'O"ll' Coy,e,.'l1d can bE-"e'TIOl/e-d ,;me == C01ter·~.:: ;:i"!er .lppfymg 80 <D'S o" lrft '1;-"""Stl'le,d by ori,e l'T\.ll<"1en.:inc,e =~ lar:!dl!'r .. ._..,gs un~ Ml'!',S "9 n.mgs rr.-s..'lllignmert n.,st or C"Xks ~ mH-1'; o-e-sign it7id3rds A!<ffls ITl3•nte"~ DefSOfl s.afe "'"'' l-Y9E" access C::a<rUged <Y drficuM Large -lCC:E-SS 000!'5 (Y plates can"O'! tie ~eplaoe, or repair acoe-s.! do:Y so 1t doors,'t>.Jie 1:0 operi opene-d'~CNE-d us11"1g "O"Tlal equ1pn,'"'°'t can c,pe-ned as OE-Signed : 9 ::oo~ NO. 21 -STORMFIL TER !CARTRIDGE TYPE) - M.iintenance DtfE.et or Probtem Condrilon Whe-n M.am«m.ance rs Nee-ded Results E:<pe,cted When Compo-nent Maintenance is Perforrn,e.d 1;>aps, c;..~n'l rover L...l'ge 31:,:,;,ss doors •01 f,.J'. ,;ird ·or Jo:Clii-'S'S :'loor<. cla...,. f.31 Jo·c ~Olk' .10::e-s, c=::11pl~)' ope,n.r.g ~.::ri :cmplel"e"·r cov,;,,.,;,.::: ~ •gcorr;>'e'lo"r,' Lrftlrg ~·ngs m•ss,ng L1fl:!ng ·-gs •ot cai::.x. e c' l~1g ~·-= 71 o' c oor _ ft•{,l 1ngs sJffe-<:-'"'t tc l'ft O" n..ts1ed :::,r olJ~e "'='nC'w'e-docr Dr t"-l1e 12.1 ISOLATOR ROW INSPECTION Regular inspection and maintenance are essential to assure a properly functioning stormwater system. Inspection is easily accomplished through the manhole or optional inspection ports of an Isolator Row. Please follow local and OSHA rules for a confined space entry. Inspection ports can allow inspection to be accomplished completely from the surface without the need for a con- fined space entry. Inspection ports provide visual access to the system with the use of a flashlight. A stadia rod may be inserted to determine the depth of sediment. If upon visual inspection it is found that sediment has accumulated to an average depth exceeding 3' (76 mm), cleanout is required. A StormTech Isolator Row should initially be inspected immediately after completion of the site's construction. While every effort should be made to prevent sediment from entering the system during construction, it is during this time that excess amounts of sediments are most likely to enter any stormwater system. Inspection and maintenance, if necessary, should be performed prior to passing responsibility over to the site's owner. Once in normal service, a Storm Tech Isolator Row should be inspected bi-annually until an understanding of the sites characteristics is developed. The site's maintenance manager can then revise the inspection schedule based on experience or local requirements. 12.2 ISOLATOR ROW MAINTENANCE JetVac maintenance is recommended if sediment has been collected to an average depth of 3" (76 mm) inside the Isolator Row. More frequent maintenance may be required to maintain minimum flow rates through the Isolator Row. The JetVac process utilizes a high pressure water nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is retrieved, a wave of suspended sediments is flushed back into the manhole for vacuuming. Most sewer and pipe maintenance companies have vacuum/ JetVac combi- nation vehicles. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45' (1143 mm) are best. The JetVac process shall only be performed on Storm Tech Rows that have AASHTO class 1 woven geotextile over the foundation stone (ADS 315ST or equal). Looking down the Isolator Row. .:/ ;'"' Storm Tech· A typical JetVac truck. (This is not a Storm Tech product.) Examples of culvert cleaning nozzles appropriate for Isolator Row maintenance. (These are not Storm Tech products.) Call Storm Tech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 26 STORMTECH ISOLATOR' ROW • STEP·BY·STEP MAINTENANCE PROCEOURES Step 11 Inspect Isolator Row for sediment A) Inspection ports (if present) i. Remove lid trom floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod, measure depth of sediment iv. If sediment is at, or above, 3' (76 mm) depth proceed to Step 2. If not proceed to Step 3. B) All Isolator Rows i. Remove cover from manhole at upstream end of Isolator Row ii. Using a flashlight, inspect dawn Isolator Row through outlet pipe 1. Follow OSHA regulations for confined space entry if entering manhole 2 Mirrors on poles or cameras may be used to avoid a confined space entry iii. !f sediment is at or above the lower row of sidewall holes [approximately 3" (76 mm)] proceed to Step 2. If not proceed to Step 3. Slap 21 Clean out Isolator Row using the JetVac process A) A fixed floor cleaning nozzle with rear facing nozzle spread of 45' (1143 mm) or more is preferable B) Apply multiple passes of JetVac until back- flush water is clean C) Vacuum manhole sump as required during jetting Slap 31 Replace all caps, lids and covers Step 41 Inspect and clean catch basins and manholes upstream of the StormTech system following local guidelines Figure 20 -Storm Tech Isolator Row (not to scale) 11 a: 12.3 ECCENTRIC PIPE HEADER INSPECTION Theses guidelines do not supercede a pipe manufac- turer's recommended l&M procedures. Consult with the manufacturer of the pipe header system for specific l&M procedures. Inspection of the header system should be carried out quarterly. On sites which generate higher levels of sediment more frequent inspections may be necessary. Headers may be accessed through risers, access ports or manholes. Measurement of sediment may be taken with a stadia rod or similar device. Clean- out of sediment should occur when the sediment volume has reduced the storage area by 25% or the depth of sediment has reached approximately 25% of the diameter of the structure. 12.4 ECCENTRIC PIPE MANIFOLD MAINTENANCE Cleanout of accumulated material should be accom- plished by vacuum pumping the material from the head- er. Cleanout should be accomplished during dry weath- er. Care should be taken to avoid flushing sediments out through the outlet pipes and into the chamber rows. Eccentric Header Step-by-Step Maintenance Procedures 1. Locate manholes connected to the manifold system 2. Remove grates or covers 3. Using a stadia rod, measure the depth of sediment 4. If sediment is at a depth of about 25% pipe volume or 25% pipe diameter proceed to step 5. If not proceed to step 6. 5. Vacuum pump the sediment. Do not flush sediment out inlet pipes. 6. Replace grates and covers 7. Record depth and date and schedule next inspection Figura 21 -Eccentric Manifold Maintenance /,-1.2.6 ___ _/_! __ _ I I I I Please contact StormTech's Technical Services Department at 888-892-2894 for a spreadsheet to estimate cleaning intervals. 27 Call Storm Tech at 860.529.8188 or 888.892.2694 or visi1 our website at www.stormtech.com for technical and product information. APPENDIX D Bond Quantities and Facilities Summary Sumet Court Apartments Technical Information Report November 30, lO 16 BOND QUANTITY WORKSHEET INSTRUCTIONS -------Renton 0 Planning Division / 1055 South Grady Way-6th F/oar / Renton, WA !11,U~ 1 /4L~J 4jU-I LUU Community & Economic Development This worksheet is intended to be a "working" copy of the bond quantity worksheet, which will be used throughout all phases of the project, from initial submittal to project close-out approval. Submit this workbook1 in its entirety1 as follows: • (1) electronic copy (.xlsx format) and (1) hard copy of the entire workbook for civil construction permit submittal. Hard copies are to be included as part of the Technical Information Report (T!R). • (1) electronic copy (.xlsx format) and (1] hard copy of the entire workbook for final close-out submittal. The following forms are to be completed by the engineer/developer/applicant as applicable to the project: Section I: Project Information • This section includes all pertinent information for the project • This section must be completed in its entirety • Information from this section auto-populates to all other relevant areas of the workbook Section II: Bond Quantities Worksheets • Section 11 contains a separate spreadsheet TAB for each of the following specialties: • Section II.a EROSION CONTROL (Stabilization/Erosion Sediment Control (ESC)) • Section 11.b TRANSPORTATION (Street and Site Improvements) • Section 11.c DRAINAGE (Drainage and Stormwater Facilities): • Section l!.d WATER -ONLY APPLICABLE IF WATER SERVICE IS PROVIDED BY CITY OF RENTON • Section 11.e SANITARY SEWER ONLY APPLICABLE IF SEWER SERVICE 15 PROVIDED BY CITY OF RENTON • Complete the 'Quantity' columns for each of the appropriate section(s). Include existing Right-of-Way (ROW), Future Public Improvements and Private Improvements. • Note: Private improvements, with the exception of stormwater facilities, are not included in the bond amount calculation, but must be entered on the form. Stormwater facilities (public and private) are required to be included in the bond amount. • The 'Quantity Remaining' column is only to be used when a project is under construction. The City allows one (1) bond reduction during the life of the project with the exception of the maintenance period reduction. • Excel will auto-calculate and auto-populate the relevant fields and subtotals throughout the document. Only the 'Quantity' columns should need completing. • Additional items not included in the lists can be added under the "write-in" sections. Provide a complete description, cost estimate and unit of measure for each write-in item. • All unit prices include labor, equipment, materials, overhead and profit. The Bond Worksheet form will auto-calculate and auto-populate from the information provided in Section I and Section II. Page 1 of 14 Section Ill. Bond Worksheet • This section calculates the required Permit Bond for construction permit issuance as well as the required Maintenance Bond for project close-out submittals to release the permit bond on a project. Ref 8-H Bond Quantity Worksheet INSTRUCTIONS Unit Prices Updated: 03/2016 Version: 06/2016 Printed 11/30/2016 SITE IMPROVEMENT BOND QUANTITY WORKSHEET ·R tCITY OF E> PROJECT INFORMATION en on ~·. Planning Division / 1055 South Grady Way-6th Floor/ Renton, WA 98057 {425) 430-7200 Conununity & Econ01nic Develop1ncnt Date Prepared· [11/30/2016 Prepared by: Name: Laurie Pfarr PE Registration No: 30766 Firm Name: LPD Engineering Firm Address: 1932 1st Ave, Suite 200 Phone No. 206-725-1211 Email Address: lauriep@lpdengineering.com Project Location and Description Project Name: Sunset Court Apartments CED Plan# (LUA): LUA16-000068,SA-A, V-A CED Permit# (U): Site Address: 1144-11S8 Harrington Ave NE Street Intersection: Harrington Ave NE and Glennwood Ave NE Parcel #(s): 7227801781, 7227801660, 7227801665, 722780. Abbreviated Legal Additional Parcel: 7227801780 Renton Description: Highlands #2 Correct Plat Clearing and Grading Clearing and grading greater than or equal to 5,000 board feet of timber? Yes/No: !No I If Yes, Provide Forest Practice Permit#: IN/A I 1 Select the current project status/phase from the following options: For Approval -Preliminary Data Enclosed, pending approval from the City; For Construction -Estimated Data Enclosed, Plans have been approved for cont ruction by the City; Project Closeout -Final Costs and Quantities Enclosed for Project Close-out Submittal Page 2 of 14 Project Phase 1 [FOR APPROVAL Engineer Stamp Required {all cost estimates must have original wet stamp and signature) Project Owner Information Project Owner: Renton Housing Authority Phone: 425-226-1850 Address: 2900 10th St Renton, WA 98056 Addt'I Project Owner: N/A Phone: Address: Utility Providers Water Service Provided by: I CITY OF RENTON Sewer Service Provided by: I CITY OF RENTON ~ -~··son-·~ --~·tyW t SE(Tlf"'II\I I nRQJl:f"T 111.1i:0Rrv'"T'f"'l"J Unit Prices Updated: 06/14/2016 Version· 06/14/2016 Pri · · '30/r · - SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR EROSION & SEDIMENT CONTROL CED Permit#: Unit Description No. Reference# Price Backfill & compaction-embankment ESC-1 $ 6.50 Check dams, 4' minus rock ESC-2 SWDM 5.4.6.3 IS 80.00 eaten Basin Protection ESC-3 , 35.50 Crushed surfacing 11/4'' minus ESC-4 WSDOT 9-03.913! 95.00 Ditching ESC-5 9.00 Excavation-ou1K ESC-6 2.00 Fence, silt ESC-7 SWDM 5.4.3.1 1.50 Fence, Temporary 1NGPE) ESC-8 1.50 Geotextile Fabric ESC-9 s 2.50 Hay Bale Silt Trap ESC-10 , o.so Hycroseeaing ESC-11 SWOM S.4.2.4 0.80 Interceptor Swale/ Dike ESC-12 1.00 Jute Mesn ESC-13 SWOM 5.4.2.2 3.50 Level Spreader ESC-14 1.75 Mu1cn, oy nano, straw, 3 · ceep ESC-15 5WDM 5.4.2.1 2.50 Muicn, oy macnine, straw, 2" deep ESC-16 5WDM 5.4.21 2.00 Piping, temporary, CPP, 6" ESC-17 12.00 Piping, temporary, CPP, 8 ESC-18 14.00 Piping, temporary, CPP, 12" E5C-19 18.00 Plastic covering, 6mm tnicK, sanuuagged E5C-20 SWDM 5.4.2.3 4.00 Rip Rap, machine placed; slopes ESC-21 W500T 9-13.1/2! 45.00 Rock Construction Entrance, 50 x15 xl ESC-22 SWDM 5.4.4.1 1,800.00 RocK Construction Entrance, lOO'xlS'xl ESC-23 5WDM 5.4.4.1 , 3,200.00 Sediment pond riser assembly ESC-24 5WDM 5.4.5.2 2,200.00 Seaiment trap, 5 r ign oerm ESC-2S 5WDM 5.4.5.1 19.00 Sed. trap, 5 t'igh, riprapped spillway berm section ESC-26 5WDM 5.4.5.1 70.00 Seecing, oy nano ESC-27 SWDM 5.4.2.4 1.00 Sorn ing, 1" deep, level ground ESC-28 SWDM 5.4.2.5 8.00 Sorn ing, 1" deep, sloped ground ESC-29 SWDM 5.4.2.5 10.00 TESC Supervisor ESC-30 110.00 Water truck, dust control ESC-31 5WDM 5.4.7 140.00 Unit WRITE-IN-ITEMS Reference# Price Unit CY Each Each CY CY CY LF LF SY Each SY LF SY LF SY SY LF LF LF SY CY EacE Each Each LF LF SY SY SY HR HR Unit EROSION/SEDIMENT SUBTOTAL: SALES TAX@ 9.5% EROSION/SEDIMENT TOTAL: Page 3 of 14 Ref 8-H Bond Quantity Worksheet SECTION II.a EROSION_CONTROL Al Quantity Cost 10 3SS.00 300 450.00 500 750.00 1 3,200.00 1 2,200.00 Quantity Cost 6,955.00 660.73 7,615.73 IA} Unit Prices Updated: 06/14/2016 Version: 06/14/2016 Printed 11/30/2016 CED Permit#: Description GENERAL ITEMS Backfill & Compaction-embankment Backfill & Compaction-trench Clear/Remove Brush, by hand (SY) Bollards -fixed Bollards -removable Clearing/Grubbing/Tree Removal Excavation -bulk Excavation -Trench Fencing, cedar, 6' high Fencing, chain link, 4' Fencing, chain link, vinyl coated, 6' high Fencing, chain link, gate, vinyl coated, 20' Fill & compact -common barrow Fill & compact -gravel base Fill & compact -screened topsoil Gabion, 12" deep, stone filled mesh Gabion, 18" deep, stone filled mesh Gabion, 36" deep, stone filled mesh Grading, fine, by hand Grading, fine, with grader Monuments, 3' Long Sensitive Areas Sign Sodding, 1" deep, sloped ground Surveying, line & grade Surveying, lot location/lines Topsoil Type A (imported) Traffic control crew ( 2 flaggers J Trail, 4" chipped wood Trail, 4" crushed cinder Trail, 4" top course Conduit, 2" Waif, retaining, concrete Wall, rockery Page 4 of 14 ~ '~ '' Bond..-., --~·~y Wo ' SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Existing Future Public Right-of-Way Improvements IBI (Cl No. I Unit Price I Unit Quant. I Cost Quant. l Cost Gl-1 ' 6.00 CY Gl-2 9.00 CY Gl-3 1.00 SY Gl-4 s 240.74 Each Gl-5 . 452.34 Each Gl-6 10,000.00 Acre Gl-7 2.00 CY Gl-8 s 5.00 CY Gl-9 s 20.00 LF Gl-10 38.31 LF Gl-11 20.00 LF Gl-12 1,400.00 Each Gl-13 25.00 CY Gl-14 27.00 CY Gl-15 39.00 CY Gl-16 s 65.00 SY Gl-17 s 90.00 SY Gl-18 s 150.00 SY Gl-19 s 2.50 SY Gl-20 s 2.00 SY Gl-21 250.00 Each Gl-22 7.00 Each Gl-23 8.00 SY Gl-24 850.00 Day Gl-25 1,800.00 Acre Gl-26 28.50 CY Gl-27 120.00 HR Gl-28 8.00 SY Gl-29 9.00 SY Gl-30 s 12.00 SY Gl-31 5.00 LF Gl-32 55.00 SF Gl-33 15.00 SF SUBTOTAL THIS PAGE: I .. /Bl ICI SErT1n11.111.b TP"-11.ICnnRTATlnll.l Private Improvements !DI Quant. Cost I I IOI Quantity Remaining (Bond Reduction) IEI Quant. I Cost I ·-· /El Unit Prices Updated: 06/14/2016 Version· 06/14/2016 Prin · --'30/2--- SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS CED Permit#: Existing Future Public Right-of-Way Improvements (B) (C) Description I No. I Unit Price I Unit Quant. 1 Cost Quant. Cost ROAD IMPROVEMENT/PAVEMENT /SURFACING AC Grinding, 4' wide machine< lOOOsy Rl-1 30.00 SY AC Grinding, 4' wide machine 1000-2000sy Rl-2 16.00 SY AC Grinding, 4' wide machine> 2000sy Rl-3 10.00 SY AC Removal/Disposal Rl-4 35.00 SY Barricade, Type Ill (Permanent) Rl-5 56.00 LF Guard Rail Rl-6 30.00 LF Curb & Gutter, rolled Rl-7 17.00 LF Curb & Gutter, vertical Rl-8 $ 1250 LF Curb and Gutter, demolition and disposal Rl-9 18.00 LF Curb, extruded asphalt Rl-10 5.50 LF Curb, extruded concrete Rl-11 7.00 LF Sawcut, asphalt, 3" depth Rl-12 1.85 LF Sawcut, concrete, per 1" depth Rl-13 3.00 LF Sealant, asphalt Rl-14 2.00 LF Shoulder, gravel, 4" thick Rl-15 15.00 SY Sidewalk, 4" thick Rl-16 38.00 SY Sidewalk, 4" thick, demolition and disposal Rl-17 $ 32.00 SY Sidewalk, S" thick Rl-18 41.00 SY Sidewalk, 5" thick, demolition and disposal Rl-19 40.00 SY Sign, Handicap Rl-20 85.00 Each Striping, per stall Rl-21 7.00 Each Striping, thermoplastic, ( for crosswalk) Rl-22 3.00 SF Striping, 4" reflectorized line Rl-23 0.50 LF Additional 2.5" Crushed Surfacing Rl-24 3.60 SY HMA 1/2" Overlay 1.S" Rl-25 14.00 SY HMA 1/2" Overlay 2" Rl-26 18.00 SY HMA Road, 2", 4" rock, First 2500 SY Rl-27 28.00 SY HMA Road, 2", 4" rock, Qty. over 2500SY Rl-28 s 21.00 SY HMA Road, 4", 6" rock, First 2500 SY Rl-29 s 45.00 SY HMA Road, 4", 6" rock, Qty. over 2500 SY Rl-30 s 37.00 SY HMA Road, 4", 4.5" ATB Rl-31 38.00 SY Grave! Road, 4" rock, First 2500 SY Rl-32 15.00 SY Gravel Road, 4" rock, Qty. over 2500 SY Rl-33 10.00 SY Thickened Edge Rl-34 , 8.60 LF -· ·----.. -· .. _ -. --I I (Bl !Cl Page 5 of 14 Ref 8-H Bond Quantity Worksheet SECTION 11.b TRANSPORTATION Private Improvements (D) Quant. I Cost I ID) Quantity Remaining (Bond Reduction) (El Quant. Cost I {E) Unit Prices Updated: 06/14/2016 Version: 06/14/2016 Printed 11/30/2016 - I CED Permit#· Description PARKING LOT SURFACING 2" AC, 2" top course rock & 4" borrow SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Existing Future Public Right-of-Way Improvements [Bi (C) No. I Unit Price I Unit Quant. I Cost Quant. I Cost No. PL-1 21.00 SY 2" AC. 1.5" top course & 2.5" base course PL-2 28.00 SY 4" select borrow PL-3 5.00 SY 1.5" top course rock & 2.5" base course PL-4 14.00 SY . -. ... I IBI LANDSCAPING & VEGETATION No. Street Trees LA-1 Median Landscaping LA-2 Right-of-Way Landscaping LA-3 Wetland Landscaping LA-4 I I ,., TRAFFIC & LIGHTING No. Signs TR-1 Street light System (#of Poles) TR-2 Traffic Signal TR-3 Traffic Signal Modification TR-4 . --· -. ···-I I 181 WRITE-IN-ITEMS § § SUBTOTAL WRITE-IN ITEMS: STREET AND SITE IMPROVEMENTS SUBTOTAL: Page 6 of 14 Bond -···y Wo SALES TAX @ 9.5% STREET AND SITE IMPROVEMENTS TOTAL: IBI SE(''"" 'l.b T"''"""RTA"M' I !Cl I [Cl I . _. rel ICI Private Improvements 'D' Quant. Cost I ·-· (DI (DJ [DI [DI Quantity Remaining (Bond Reduction} 'E' Quant. Cost I '" I '" l /El [El Unit Prices Updated: 06/14/2016 Version: 06/14/2016 Prin 30/2 l I l tx1stmg ~uture r'Uu11c .-nvate Right-at-Way Improvements Improvements (Bl (Cl IDI Description No. J Unit Price Unit Quant. I Cost Quant. Cost Quant. I Cost DRAINAGE ICPE = Corrueated Polvethvlene Pioe. N12 or Ee uivalentl For Culvert orices Averaee of 4' cover was assumed. Assume oerforated PVC is same orice as solid oioe.l Access Road, R/D D-1 $ 26.00 SY * (CBs include frame and lid) Beehive D-2 $ 90.00 Each Through-curb Inlet Framework D-3 $ 400.00 Each CB Type I D-4 $ 1,500.00 Each 10 15,000.00 CB Type IL D-5 $ 1,750.00 Each CB Type II, 48" diameter D-6 $ 2,300.00 Each 3 6,900.00 for additional depth over 4' D-7 $ 480.00 FT 7 3,360.00 CB Type II, 54" diameter D-8 $ 2,500.00 Each for additional depth over 4' D-9 $ 495.00 FT CB Type II, 60" diameter D-10 $ 2,800.00 Each for additional depth over 4' D-11 $ 600.00 FT CB Type II, 72" diameter D-12 $ 6,000.00 Each for additional depth over 4' D-13 $ 850.00 FT CB Type II, 96" diameter D-14 $ 14,000.00 Each for additional depth over 4' D-15 $ 925.00 FT Trash Rack, 12" D-16 $ 350.00 Each Trash Rack, 15" D-17 $ 410.00 Each Trash Rack, 18" D-18 $ 48000 Each Trash Rack, 21" D-19 $ 550.00 Each Cleanout, PVC, 4" D-20 $ 150.00 Each 3 450.00 Cleanout, PVC, 6" D-21 $ 170.00 Each 10 1,700.00 Cleanout, PVC, 8" D-22 $ 200.00 Each Culvert, PVC, 4" (Not allowed in ROW} D-23 $ 10.00 LF 280 2,800.00 Culvert, PVC, 6" {Not allowed in ROW) D-24 $ 13.00 LF 1225 15,925.00 Culvert, PVC, 8" (Not allowed in ROW) D-25 $ 15.00 LF 200 3,000.00 Culvert, PVC, 12" (Not allowed in ROW) D-26 $ 23.00 LF Culvert, PVC, 15" (Not allowed in ROW) D-27 $ 35.00 LF Culvert, PVC, 18" (Not allowed in ROW) D-28 $ 41.00 LF Culvert, PVC, 24" (Not allowed in ROW) D-29 $ 56.00 LF Culvert, PVC, 30" (Not allowed in ROW) 0-30 $ 78.00 LF Culvert, PVC, 36" (Not allowed in ROW) D-31 $ 130.00 LF Culvert, CMP, 8 11 D-32 $ 19.00 LF Culvert, CMP, 12" 0-33 $ 29.00 LF I I 49,13s.oo I IBI CCI fDI P<1ge 7 of 14 Ref 8-H Bond Quantity Worksheet SECTION 11.c DRAINAGE ~uanc1,y "emammg (Bond Reduction) !El Quant. J Cost I I ·-· "' Unit Prices Updated: 06/14/2016 Version· 06/14/2016 Printed 11/30/2016 ---. -· ····~ ... Description DRAINAGE IContinuedl Culvert, CMP, 15" Culvert, CMP, 18" Culvert, CMP, 24" Culvert, CMP, 30" Culvert, CMP, 36" Culvert, CMP, 48" Culvert, CMP, 60" Culvert, CMP, 72" Culvert, Concrete, 8" Culvert, Concrete, 12" Culvert, Concrete, 15" Culvert, Concrete, 18" Culvert, Concrete, 24" Culvert, Concrete, 30" Culvert, Concrete, 36" Culvert, Concrete, 42" Culvert, Concrete, 48" Culvert, CPE, 6" {Not allowed in ROW) Culvert, CPE, 8" {Not allowed in ROW) Culvert, CPE, 12" (Not allowed in ROW) Culvert, CPE, 15" (Not allowed in ROW) Culvert, CPE, 18" !Not allowed in ROW) Culvert, CPE, 24" (Not allowed in ROW) Culvert, CPE, 30" (Not allowed in ROW) Culvert, CPE, 36" (Not allowed in ROW) Culvert, LCPE, 6" Culvert, LCPE, 8" Culvert, LCPE, 12" Culvert, LCPE, 15" Culvert, LCPE, 18" Culvert, LCPE, 24" Culvert, LCPE, 30" Culvert, LCPE, 36" Culvert, LCPE, 48" Culvert, LCPE, 54" Page 8 of 14 Bond yWor No. I D-34 D-35 D-36 D-37 D-38 D-39 D-40 D-41 D-42 D-43 D-44 D-45 D-46 D-47 D-48 D-49 D-50 D-51 D-52 D-53 D-54 D-55 D-56 D-57 D-58 D-59 D-60 D 61 D-62 D-63 D-64 D-65 D-66 D-67 D-68 Unit Price I Unit $ 35.00 LF 41.00 LF 56.00 LF 78.00 LF 130.00 LF $ 190.00 LF s 270.00 LF $ 350.00 LF $ 42.00 LF $ 48.00 LF $ 78.00 LF $ 48.00 LF 78.00 LF 125.00 LF 150.00 LF 175.00 LF 205.00 LF $ 14.00 LF $ 16.00 LF $ 24.00 LF $ 35.00 LF $ 41.00 LF $ 56.00 LF $ 78.00 LF $ 13000 LF $ 6000 LF $ 7200 LF $ 84.00 LF $ 96.00 LF $ 108.00 LF $ 120.00 LF 132.00 LF 144.00 LF 156.00 LF 168.00 LF SUBTOTAL THIS PAGE: !: x1stmg t-uture 1-'uo,1c Right-of-Way Improvements (Bl (C) Quant. Cost Quant. Cost I I !Bl /Cl .... ,.. ... ION I' -"'" A INAG..- 1-'nvate Improvements 'D' Quant:l Cost --· ID( uuam11:y""Remain1ng (Bond R~E1uctionl Quant.-1 Cost I lEl Unit Prices Updated: 06/14/2016 Version: 06/14/2016 Pr" .. "/30/"'··- SITE IMPROVEMENT BOND QUANTITY WORKSHEET €) FOR DRAINAGE AND STORMWATER FACILITIES . CED Permit#: x1stmg uture u 1c nvate uan I y ema1ning Right-of-Way Improvements Improvements [Bond Reduction) {~I (C) D ~ Description No Unit Price Unit Quant Cost Quant Cost Quant. Cost Quant. Cost ORAINAGEIContinued'. Culvert, LCPE, 60" 0-69 $---180.00 LF Culvert, LCPE, 72" 0-70 5 192.00 LF Culvert, HOPE, 6" D-71 $ 42.00 LF Culvert, HOPE, 8" D-72 $ 42.00 LF Culvert, HOPE, 12" D-73 $ 74.00 LF Culvert, HOPE, 15" 0-74 $ 106.00 LF Culvert, HOPE, 18" D-75 $ 138.00 LF Culvert, HOPE, 24" 0-76 $ 221.00 LF Culvert, HOPE, 30" D-77 $ 276.00 LF Culvert, HOPE, 36" D-78 $ 331.00 LF Culvert, HOPE, 48" D-79 $ 386.00 LF Culvert, HOPE, 54" 0-80 $ 441.00 LF Culvert, HOPE, 60 11 D-81 S 496.00 LF Culvert, HOPE, 72" 0-82 $ 551.00 LF Pipe, Polypropylene, 6'' D-83 $ 84.00 LF Pipe, Polypropylene, 8" D-84 $ 89.00 LF Pipe, Polypropylene, 12" D-85 $ 95.00 LF Pipe, Polypropylene, 15" D-86 $ 100.00 LF Pipe, Polypropylene, 18" D-87 $ 106.00 LF Pipe, Polypropylene, 24" D-88 $ 111.00 LF Pipe, Polypropylene, 30" D-89 $ 119.00 LF Pipe, Polypropylene, 36" D-90 $ 154.00 LF Pipe, Polypropylene, 48" D-91 $ 226.00 LF Pipe, Polypropylene, 54" D-92 $ 332.00 LF Pipe, Polypropylene, 60" D-93 $ 439.00 LF Pipe, Polypropylene, 72" D-94 $ 545.00 LF Culvert, DI, 6" D-95 S 61.00 LF Culvert, DI, 8" D-96 $ 84.00 LF Culvert, DI, 12" D-97 $ 106.00 LF Culvert, DI, 15" D-98 $ 129.00 LF Culvert, DI. 18" 0-99 $ 152.00 LF Culvert, DI, 24" D-100 $ 175.00 LF Culvert, DI, 30" 0-101 ~ 198.00 LF Culvert, DI, 36" D-102 $ 220.00 LF Culvert, DI, 48" D-103 $ 243.00 LF Culvert, DI, 54" D-104 $ 266.00 LF Culvert, DI, 60" 0-105 $ 289.00 LF Culvert, DI, 72" D-106 $ 311.00 LF SUBTOTAL THIS PAGE: Page 9 of 14 Ref 8-H Bond Quantity Worksheet 1Bl (Cl ID) lE) SECTION 11.c DRAINAGE Unit Prices Updated: 06/14/2016 Version· 06/14/2016 Printed 11/30/2016 SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES CED Permit#: tXIStlng ~uture t'Uu11c Right-at-Way Improvements (Bl ICI Description I No. Unit Price I Unit Quant J Cost Quant. Cost Snecialh• Drainao-e Items Ditching SD-1 $ 950 CY Flow Dispersal Trench {1,436 base+-) SD-3 s 28.00 LF French Drain (3' depth) SD-4 $ 26.00 LF Geotextile, laid in trench, polypropylene SD-S , 3.00 SY Mid-tank Access Riser, 48" dia, 6' deep SD-6 $ 2,000.00 Each Pond Overflow Spillway SD-7 s 16.00 SY Restrictor/Oil Separator, 12" SD-8 $ 1,150.00 Each Restrictor/Oil Separator, 15" SD-9 1,350.00 Each Restrictor/Oil Separator, 18" SD-10 1,700.00 Each Riprap, placed SD-11 42.00 CY Tank End Reducer (36" diameter) SD-12 1,200.00 Each Infiltration pond testing SD-13 s 125.00 HR Permeable Pavement SD-14 Permeable Concrete Sidewalk SD-15 Culvert, Box ft X ft SD-16 SUBTOTAL SPECIALTY DRAINAGE ITEMS: I I IBI STORMWATER FACILITIES flnclude Flow Control and Water nualitv Facilitv Summa"' Sheet and Sketch! Detention Pond SF-1 Each Detention Tank SF-2 , 32,000.00 Each 1 32,000.00 Detention Vault SF-3 Each Infiltration Pond SF-4 Each Infiltration Tank SF-S Each Infiltration Vault SF-6 Each Infiltration Trenches SF-7 Each Basic Biofiltration Swale SF-8 Each Wet Biofiltration Swale SF-9 Each Wetpond SF-10 Each Wetvault SF-11 Each Sand Filter SF-12 Each Sand Filter Vault SF-13 Each Linear Sand Filter SF-14 Each Storm Filter SF-15 $ 9,000.00 Each Rain Garden SF-16 Each --·-----I 32,000.00 1 IBI ICI Page 10 of 14 · Bond -· vWor" CTrTIQN I'~ '"''"'INAG,:; rnvate Improvements (DI Quant. Cost I 4 36,000.00 I 36,ooo.oo 1 ID\ uuan.i,y r1.emammg (Bond Reduction) (El Quant. I Cost I I IEI I IE\ Unit Prices Updated 06/14/2016 Version 06/14/2016 Pr" · ··13ar-·- SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES CED Permit#: tXISting r-uture t-uo11c Right-of-Way Improvements (Bl (CJ Description No. Unit Price I Unit Quant. Cost Quant. f Cost WRITE-IN-ITEMS Storm Tech Chambers Wl-1 s 15,500.00 Each Perforated Pipe 4" Wl-2 s 12.00 LF Wl-3 Wl-4 Wl-5 Wl-6 Wl-7 Wl-8 Wl-9 Wl-10 Wl-11 Wl-12 Wl-13 Wl-14 Wl-15 SUBTOTAL WRITE-IN ITEMS: DRAINAGE AND STORMWATER FACILITIES SUBTOTAL: I 12~ooci:oo J SALES TAX@ 9.5% I 3,o_4Cl.Oo_] DRAINAGE AND STORMWATER FACILITIES TOTAL: r 1s~Mo.oo I (Bl (C) Page 11 of 14 Ref 8-H Bond Quantity Worksheet SECTION 11.c DRAINAGE ...-nvate Improvements ID\ Quant Cost 1 15,500.00 2150 2S,800.00 I •1,300.00 I I 126,43s.oo I I 12,011.n I I us,446.33 I (DI ""' "--' u.uanLILY l'\emammg (Bond Reduction) IE\ Quant. I Cost (E) Unit Prices Updated: 06/14/2016 Version: 06/14/2016 Printed 11/30/2016 SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR WATER CED Permit #: uescnpt1on Connection to Existing Watermain Ductile Iron Watermain, CL 52, 4 Inch Diameter Ductile Iron Watermain, CL 52, 6 Inch Diameter Ductile Iron Watermain, CL 52, 8 Inch Diameter Ductile Iron Watermain, CL 52, 10 Inch Diameter Ductile Iron Watermain, CL 52, 12 Inch Diameter Gate Valve, 4 inch Diameter Gate Valve, 6 inch Diameter Gate Valve, 8 Inch Diameter Gate Valve, 10 Inch Diameter Gate Valve, 12 Inch Diameter Fire Hydrant Assembly Permanent Blow-Off Assembly Air-Vac Assembly, 2-lnch Diameter Air-Vac Assembly, 1-lnch Diameter Compound Meter Assembly 3-inch Diameter Compound Meter Assembly 4-inch Diameter Compound Meter Assembly 6-inch Diameter Pressure Reducing Valve Station 8-inch to 10-inch Page 12 of 14 Bon· -·tyW ND. W-1 W-2 W-3 W-4 W-5 W-6 W-7 W-8 W-9 W-10 W-11 W-12 W-13 W-14 W-15 W-16 W-17 W-18 W-19 L nit t-'nce umt 2,000.00 Each SO.DO LF 56.00 LF 60.00 LF 70.00 LF 80.00 LF 500.00 Each 700.00 Each 800.00 Each 1,000.00 Each 1,200.00 Each 4,000.00 Each 1,800.00 Each 2,000.00 Each 1,500.00 Each 8,000.00 Each 9,000.00 Each S 10,000.00 Each S 20,000.00 Each WATER SUBTOTAL: SALES TAX@ 9.5% WATER TOTAL: tx1st1ng t-U1Ure l'UO IC Right-of-Way Improvements (B( ((( I uuant. Lost I uuant. lost I (Bl IC) '''TION" "'''ATEr ----Private Quantity Remaining Improvements (Bond Reduction) 'D' uuant. 2 751 2 1 4 I •E• Lost IL)uant. -cost 4,000.00 60,080.00 1,600.00 4,000.00 8,000.00 n,Gso.oo 1 7,379.60] 85,059.60] (DJ (El Unit Prices Updated: 06/14/2016 Version: 06/14/2016 Pri ·30/2 SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR SANITARY SEWER CED Permit #: Description Clean Outs Grease Interceptor, 500 gallon Grease Interceptor, 1000 gallon Grease Interceptor, 1500 gallon Side Sewer Pipe, PVC. 4 lnch Diameter Side Sewer Pipe, PVC. 6 Inch Diameter Sewer Pipe, PVC, 8 inch Diameter Sewer Pipe, PVC, 12 Inch Diameter Sewer Pipe, DI, 8 inch Diameter Sewer Pipe, DI, 12 Inch Diameter Manhole, 48 Inch Diameter Manhole, 54 Inch Diameter Manhole, 60 Inch Diameter Manhole, 72 Inch Diameter Manhole, 96 Inch Diameter Pipe, C-900, 12 Inch Diameter Outside Drop Inside Drop Sewer Pipe, PVC, Inch Diameter in ~tat1on {tnt1re ~ystem/ Page 13 of 14 Ref 8-H Bond Quantity Worksheet NO. Unit Price unit 55-1 1,000.00 Each 55-2 8,000.00 Each 55-3 10,000.00 Each 55-4 15,000.00 Each 55-5 80.00 LF 55-6 95.00 LF SS-7 105.00 LF 55-8 s 120.00 LF SS-9 11S.OO LF 55-10 130.00 LF 5S-11 6,000.00 Each 55-13 6,500.00 Each SS-15 7,500.00 Each SS-17 8,500.00 Each SS-19 14,000.00 Each S5-21 180.00 LF 55-24 1,500.00 LS SS-25 1,000.00 LS SS-26 :,.3-,t_/ L> ,... ........ "" ............. ,..., ,,.., ... ,... .... ' SALES TAX@ 9.5% SANITARY SEWER TOTAL: tx1st1ng t-uture l-'Uu11c Right-of-Way Improvements IBI [C) u.uant. Lost u.uant. Lost I (B) ICJ SECTION 11.e SANITARY SEWER 1-'rivate uuant1ty Kema1ning Improvements [Bond Reduction} IOI u.uant. s 105 50 118 2 I ([) Lost u.uant. Lost 5,000.00 8,400.00 4,750.00 12,390.00 12,000.00 42,s4o.oo I I 4,o4uo I 46,581.30] [D) [El Unit Prices Updated: 06/14/2016 Version: 06/14/2016 Printed 11/30/2016 SITE IMPROVEMENT BOND QUANTITY WORKSHEET I{ tCITY OF ® BOND CALCULATIONS e Il O Il ~ · Planning Division J 1055 South Grady Way-6th Floor J Renton, WA 98057 (425) 430-7200 Date· 11/30/2016 Prepared by: Name: Laurie Pfarr Project Name: PE Registration No: 30766 CED Plan# (LUA): Firm Name: LPD Engineering CED Permit# (U); Firm Address: 1932 1st Ave, Suite 200 Site Address: Phone No. 206-725-1211 Parcel #(s): Email Address: lauriep@lpdengineering.com Project Phase: CONSTRUCTION BOND AMOUNT •r {prior to permit issuance) Site Restoration/Erosion Sediment Control Subtotal (al Is 7,615.731 Existing Right-of-Way Improvements Subtotal (bl Is I Future Public Improvements Subtotal (cl Is . I Stormwater & Drainage Facilities Subtotal (di Is 173,486.33 I Bond Reduction (Quantity Remaining) 2 (e) Is I Site Restoration p (a) X 1~0% Is 11,423.591 Civil Construction Permit R l{b}.,.(c)+ld}) ~ 150% Is 260,229.491 Maintenance Bond Bond Reduction 2 s Is I (e)x 150% . Construction Permit Bond Amount 3 T Is 211,653.os I (P.,.R-S) Minimum Bond Amount Vi $10,000.00 1 Estimate Only -May involve multiple and variable component~, which will be established on an individual baSIS by Development Engineering Community & Economic Development Project Information Sunset Court Apartments LUA16-000068,SA-A, V-A 1144-1158 Harrington Ave NE 7227801781, 7227801660, 7227801665, 7227801780 FOR APPROVAL MAINTENANCE BOND'/ .. (after final acceptance of construction) (al Is 7,615.731 (bl Is . I (cl Is . I (di Is 173,486.331 (e) Is I EST 1 Is 34,697.271 Ub) +(cl+ fd)l x 20% 1 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% will cover all remaining items to be constructed. 1 Required Bond Amounts are subject to review and modification by Development Engineering. • Note: The word BONO as used in this document means any financial guarantee acceptable to the City of Renton . .. Note: All prices include labor, equipment, materials, overhead and profit. P.ige 14 of 14 ondQ orksh ---~·-··Ill.a~··~ .. ,~RKSHrr.,. Unit Prices Updated: 06/14/2015 Version: 06/14/1016 1/30/ RENTON HOUSING AUTHORITY SUNSET COURT APARTMENTS SURFACE WATER TECHNICAL INFORMATION REPORT (VARIAN CE/SITE PLAN REVIEW) January 13, 2016 Prepared for: Prepared by: Renton Housing Authority 2900 NE IO'h Street Renton, WA 98056 MIGISvR 1205 Second Avenue, Suite 200 Seattle, WA 9810 I Contact: Patty Buchanan, PE MlGISvR Project No. 15030 RENTON HOUSING AUTHORITY SUNSET COURT APARTMENTS SURFACE WATER TECHNICAL INFORMATION REPORT (VARIANCE/SITE PLAN REVIEW) January 13, 2016 TABLE OF CONTENTS Section Page LO LI 1.2 u 14 1.5 PROJECT OVERVIEW . ............... 4 (Jenera] ...................................................................................................................................................... 4 Pre-developed Condition .......................................................................................................................... .4 Proposed Development . _____ .4 Proposed Stonn Drainage Facilities .......................................................................................................... 4 ~h. . ...... 5 2.0 CONDITIONS AND REQUIREMENTS SlMMARY.. . ............................................. 21 2.1 Conditions and Requirements .................................................................................................................. 21 2.1.1 Core Requirements .......................................................................................................................... 21 2.1.2 Spcl'.rn! Requirements.. . ....................................................... 22 3 0 Off-SITE ANALYSIS .............................................................................................................................. 31 3.1 Standard Requirements ............................................................................................................................ 31 3.2 Scope of Analysis. . ...................................... 31 3.2.1 Resource Review ............................................................................................................................. 31 3.2.2 Field Inspections .............................................. 31 3.2.3 Drainage System Description and Problem Descripttons.. . ... 31 3.2.4 Mitigation of Existing or Potential Problems.. . ....... 31 4.0 4.1 4.2 4.3 44 4.5 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESICiN .......................... 38 Existing Site Hydrology.. 38 Proposed Site Hydrology.. . ..................... 38 Perfonnance Standards .............................................................................................................. 38 5.0 Flow Control Facilities .. \\Tater Quality facilities .. CONVFY i\l\CF SYSTFMS ANALYSIS AND DESIGN .. 41 ......................................... 41 43 5.1 Standard Requirements.. . ....................................... .43 5.2 Proposed Conveyance System ................................................................................................................ .43 6.0 SPtCIAL RtPORTS Al\D STUDIES ... ... .45 6.1 Gcotcdum:al . . ............ .45 7.0 7.1 OTHER PERMITS ...................................................................................................................................... 47 NPIJES Prnrut .. ............. .47 8.0 CSWPPP ANALYSIS AND DESIGN .. ............................... .49 81 ESCP!an .. .49 9.0 BOND QUANTITIES, FACILITY SUMMA!UtS, & IJECLARATION OF COVENANT ................. 51 9.1 Ilond Quantities Plan. . ................................................................................................................ 51 10.0 MAINTENANCE AND OPERATIONS MANUAL. 10. l Maintenance Recommendations . RHA Sunset Court Apartments, MIGISvR #15030 Technical Info1mation Report . 53 . ............................................... 53 Page i January 13, 2016 LIST OF FIGURES Figure I -Site Location Figure 2-TIR Worksheet Figure 3 -Existing Conditions -Drainage Subbasins Figure 4 -Developed Conditions -Drainage Subbasins Figure 5 -Soils Map Figure 6 -Flow Chart for Determining the Type of Drainage Review Required Figure 7 -Flow Control Application Map Figure 8 -Groundwater Protection Areas Figure 9 -Downstream Analysis Map Figure 10-Downstream Analysis Worksheet Figure 11 -Flow Chart for Determining Individual Lot BMP Requirements Figure 12 -Bond Quantities Worksheet Figure 13 -Maintenance and Operations Manual LIST OF TABLES Table I -Pre-Developed and Developed Surface Coverage Areas Table 2 -Detention Flow Rate Results LIST OF APPENDICES APPENDIX A-Geotechnical Report APPENDIX B -Plans and Survey APPENDIX C -Stormwater Modeling Reports APPENDIX D -Conveyance System Calculations APPENDIX E-Declaration of Covenant for Maintenance and Inspection of Flow Control BMP's RHA Sunset Court Apartments, MIGISvR #15030 Technical lnfonnation Report Page ii January 13, 2016 1.0 PROJECT OVERVIEW I.I General The Renton Housing Authority Sunset Court Project (Project) proposes to construct an approximately 50 unit, multi-family residential development, along the east side of the 1100 block of Harrington Avenue NE, in Renton, WA (see Figure 1). The development will include the construction of four, two story, apartment buildings, a surface parking lot, pathways, landscaping, service utilities, and associated right-of-way improvements along the Project frontage. See Figure 2 (TIR Worksheet) for a summary of the Project. 1.2 Pre-developed Condition The Project site is bounded by the Glennwood Avenue right-of-way to the north, a multi-family residential complex to the south, the vacated Harrington Place NE right-of-way to the east, and Harrington Avenue NE to the west. The existing land cover onsite consist of a park play area and playfield and two single family homes with associated lawns and dirt driveways. The topography is relatively flat with a less than 2% average slope across the site. Based on a topographic survey provided by Benchmark Surveying LLC, there is no existing storm drainage infrastructure on-site. Based on survey contours, existing stormwater runoff sheet flows across the site, from the northeast to the southwest and is likely collected by existing bioretention swales along Harrington Avenue NE or by a downstream catch basin located within the right- of-way. Figure 3 -Existing Conditions shows existing condition flow patterns. Table 1 -Pre- Developed and Developed Surface Coverage Areas includes a summary of the existing site coverage areas. Table I -Pre-Deve one d dD an evelooed s f ur ace C overa!!e A reas Pervious Impervious Total Area Basin (Landscape/Grass/Etc.) /acres) (acres) (acres) Pre-Develoned 1.52 040 1.92 DcYeloncd 0.73 1.19 1.92 1.3 Proposed Development The Project proposes to construct four, two story, multifamily apartment buildings. Other proposed site features include concrete patios and walkways, two refuse enclosures, bicycle storage facilities, ROW frontage improvements, and associated landscaping improvements and infrastructure. Table I Pre-Developed and Developed Surface Coverage Areas includes a summary of the proposed site coverage areas. 1.4 Proposed Storm Drainage Facilities In general, stormwater runoff will be directed to a new stormwater detention vault, located beneath the proposed parking lot, and then to the existing storm main line within the Harrington RHA Sunset Court Apartments, MIGISvR #15030 Technical Information Report Section 1 Page 4 January 13, 2016 Avenue NE right-of-way. Building downspouts will be tightlined to the proposed detention vault and pollution generating runoff from the parking lot will be directed to bioretention planters for treatment prior to being routed to the detention vault and then to the public storm drainage system. Runoff from landscaped areas is expected to infiltrate. The site will be graded towards the on-site stormwater planters; in the event that runoff from landscape areas does not infiltrate it will be collected by the planters. Figure 4 -Proposed Conditions shows developed condition flow patterns. 1.5 Soils Based on a geotechnical engineering study performed by Geotech Consultants, Inc. (see Geotechnical Report in Appendix A) the subsurface conditions of the site consist of approximately I' of topsoil, underlain by 2' -6' feet of sand with gravel, underlain by glacial till. The City of Renton Amendments (City Amendments) to the King County Surface Water Design Manual (KCSWDM) identifies the site as being underlain by Arents, Alderwood material, 6 to l 5 percent slope (AmC), see Figure 5-Soils Map. In accordance with the KCS WDM, the soils onsite were tested for infiltration rates, soil gradation, organic content, and cation exchange capacity. Infiltration test results provided 60 and 96 in/hr infiltration rates for the two locations tested; however, the relatively shallow glacial till layer makes infiltration unfeasible across most of the site. Soil gradation results are provided in the Geotechnical Report, Appendix A. The organic content was detennined to be 0.5%, in test pit #2, at a depth of two feet. The cation exchange capacity at the same location was tested to be 3. 8 l meq/1 OOg. See Appendix A for a copy of the Geotechnical Report and information regarding cation exchange capacity and organic content. RHA Sunset Court Apartments, 'v!]GjSvR #15030 T echni...:al lnfonnation Report Section I Page 5 January 13, 2016 PAGE LEFT INTENTIONALLY BLANK RHA Sunset Court Apartments, MIGISvR #15030 Technical Jnfonnation Report Section I Page 6 January 13, 2016 FIGURE 1 SITE LOCA TJOJ\ Frnm ( iPop.k Linh l'rnfc~~in1rnl. Do\\'n]uadcd lHl Januan· 5. 20 l 6. RI!:\ Sun~cl Cmu1 A part111c111', '.\1J(j 1Sd{ #l 5(f,O T ccbnic(il l11t'om1al1lHl Report s~ctinn I Page 7 January 1.,. 20 I<> PAGE LEfT INTENTIONALLY BLANK TU IA Sunset Court Apartments, lV!IUISv R # 150)0 Technical Jnfonnati1m Report Section l Page 8 January I\ 2016 FIGURE 2 TIR WORKSHEET KING COUNTY, WJ\SlllNGTON. SlJRFACF. WATER DESIGN MAKUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEEH Project Owner bu"' Hn.lNa9 /\, d.liM:x-,t"i Phone (ci:J,SJ n,k,-1\!,s°O Address 2,oCj 00 NJ!' )Q 'T'rt ,$.\-- P..r Db vJA Project Engine~r _I14J 'I g,.,c L... l:: V'Vtrl Compariy M \l:, ~svR... Phone b.O<o) '"l..U · 0 3."l..lo Part 3 TYPE OF PEF:MJT APPLICATION l:J Landuse Services Subdivison / Short Subd. I UPD ~ Building Services @1 Commerical I SFR ' D Clearing and Grading I CJ Right-of.Way Use ~ Other J;Xld: VO~ Wtt 1W>( &c Part 5 PLAN AND REPORT INFORMATION reChnlcal Information Report Type of Drainage Review ~/ Targeted (circle): tm°ge Sile Date (iriclude revision dates) I Part 2 PROJECT LOCATION AND DESCRIPTION Project Name f:wn\et ( ov,r\: ODES Permit# ---------- Location Township _'l.,...3,.,,tJ~-- Range 5 I: Part 4 OTHER REVIEWS AND PERMITS D DFWHPA 0 COE404 D DOE Dam Safety D FEMA Floodplain 0 COE Wetlands 0 Other __ _ D Shoreline Management D Structural RockeryNauru __ D ESA Section 7 Site lmprovem8nt Plan (En-gr. Plans) Type (circle one) CFuiD I Modified I ~11Site Dale (include revision dates)· L_Q_ate of Final --------~~-~Date of Final:-------------' Part 6 ADJUSTMENT APPROVALS f---------------------- Type (circle one)· Standard I Complex I Preapplicalion I Experimental/ Blanket Description· (include conditions in TIR Section 2) C ,l:r o~ J4A,,~ t-\(,"!! (-0>-1ol:j _ Q?le o( Approval· 7.009 Surf.lee Waler Design .l\1;111ual RIIA Sunset Court Apartments, MIGISvR #15030 Technical Information Report 1/912009 Section I Page 9 January 13, 2016 FIGURE 2, continued TIR WORKSHEET KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS -------------- Monitoring Required: Yes (§) Describe·------------- Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: \.\1@>:'knn,A C.ti•:nt:lr\ i,,2,\.1 ?\1aJM:1:t'j f:.....r,....._ Special District Overlays:---------------------- Drainage Basin: Lau Wll9-"',\o'\IA\-e:r:: \;;ll\."' Stormwater Requirements: c,Oi'e: 'C""e.,wfc:,,.,,y,.tc!'.? Part 9 ONSITE AND ADJACENT SENSITIVE AREAS CJ River/Stream --------- (J Lake ----------------------------1 D Steep Slope --------- CJ Wetlands __________ _ D Closed Depression ------- CJ Floodplain---------- 0 Other ___________ _ Part 10 SOILS 0 Erosion Hazard ______ _ D Landslide Hazard ______ _ D Coal Mine Hazard------- 0 Seismic Hazard ------- 0 Habitat Protection (J ------ Soil Type Slopes Erosion Potential AooC. <'. 2 i (J High Gm,ndwale, Table (wrthin 5 f"'l') • , m :I.tv1ytrv1,..:i, 01~1,.:.t. T,\\ 2.: rg \laril Other bl"1d t;,lfhd-1 D Additional Sheets Attached 2009 Surface Water Design Manual RHA Sunset Court Apattments, MIGISvR #15030 ·rcchnical Information Report 2 D Sole Source Aquifer (J Seeps/Spnngs Low 1/9/2009 Section 1 Page IO January 13, 2016 FIGURE 2, continued TIR WORKSHEET KlNG COUNTY, WASHJNUTON, SIJRFACf-, WATER Dr.SIG~ MA~UAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE · D Core 2 -Offsile AnE..!Ysis~------ 0 Sensitive/Critical Areas U SEPA D Other 0 D Additional Sheets Attached LIMITATION/ SITE CONSTRAINT ~-----------------------------------" Part 12 TIR SUMMARY SHEET (er_?~e_ono TIR Summary Sheet per Thres_!l~.ld Dischar~ Areal Threshold Discharge Area: .\- name or descri lion _ P.ro1~\-_ -~' e Core Requirements {all 8 apply) Disch~e_af Natu_ ral Loca,~~tio~"~--:-N':"°:m:;b~e~,,,or,.N_.a,..,""'"'-';'-' s'o~,sc~h~a~,~o,e.,_,,Lo':cc'a;ctlSoc'ns~·--~ I ____ ---- Offsite Analysis Level: \JJ/ 2 J 3 dated· _______ _ Level· _ (J,)_I 2 I 3 or Exemplion Number ____ _ Small Site BMPs FID"N Control (incl. facility sumn,?J_ry_~~~e.t) Conveyance System ·-Spill containment located at: Erosion and Sediment Control Maintenance and Operaticill I Financial Guarantees and 1 Liabilit Water Quality (include facility summary sheet) ------------- ESC Site Supervisor: T 13i. !) Contact Phone: After Hours Phone: -Responsibility: (_~riy~t~) / Public - If Private, Maintenance Log Required: Yes / No Provided· Yes / No Type: ~/ Sens Lake I Enhanced Basicm / BOg or Exemption o _ ___ Landscape Man,:1_gen:i~r:!®il.:._.~Y~•s~l~N~o~--------< Spec;!al _R~q~irements (as appli~,;1ble Area Specific Drainage ="r"y"p"e.-· --,c"o"'A;:---;-1 s"o=aco/c;M"'D"Pa--;-1 "'s"'P""'17L"M"'Pcclc,S~h=a-=-,ed=F"a"c-. "I "o""n=---i Requirements -~--N=•m=e:~---------~----------1 Floodplain/Floodway Delineation Type: Majer / Minor / Exemption c§y 100-year Base Flood Elevation (or range): _____ _ t--F~,-ooo~·proteCliO-n-F8Ci11ties ----· Source ContrOI (comm./industria! landuse} 2D09 Surface Water Design Mmrnal Datum: Describe Describe landuse: Describe any structural controls: 3 RHA Sunset Court Apartments, MIGISvR #15030 Technical lnfonnation Report· J/9/2009 Section 1 Page 11 January 13, 2016 FIGURE 2, continued TIR WORKSHEET KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Yes l(.[:!g) Treatment BMP: ------------- Maintenance Agreement: Yes t@ _ .. with whom=?'-_--------------- Oth_er.:orainage~S~tru~ct~"~'•~•~--------~--------------------1 Describe: N O ex~h.\"\> $.,\.--,ob\"\,......._+tr h.11..., \1 +\pi;.1 Part 13 EROSl9N AND SEDIMENT CONTROL REOUIREt,\lc_NIS __ ---------__ MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION 1£1 Clearing Limits ~ Cover Measures ~ Perimeter Protection !i'J. Traffic Area Stabilization W Sediment Retention 129 Surface Waler Collection W 08'Nalering Control f8l Oust Control D Flow c;:.ontrol Part 14 STORMWATER FACILITY DESCRIPTIONS Flow Control Tvne/Descriotion ~ Detention VG\1 ,Vt D Infiltration CJ Regional Facility D Shared Facility Ii'.! Flow Control \?.1on. h"\IO.V\ ~l,,•l •c"n; BMPs ;.,...\l\,'!tl.,,'>'•\11'l.' rt D Other 2009 Surface Water De.sign Manu11I RHA Sunset Court Apartments, MIGISvR #15030 Technical Information Report • MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION fij Stabilize Exposed Surfaces 'XI Remove and Restore Temporary ESC Facilities llif Clean and Remove AU Sitt and Debris, Ensure Operation of Permanent Facilities CJ Flag Limits of SAO and open space preservatioo areas 0 Other--------- Note: Include Facilitv Summarv and Sk.etchl Water Qualitv W. Biofiltration CJ Wetpool D Media Filtration D Oil Control D Spill Control iJ Flow Control BMPs U Other T vnAif")Qscriotion 'll.1on..t1. ..... ,a. ... 1'> \o·cbtc, 'B.,t'r., ... \; ..... \,-... :r 11.o.-\-o.); 1/9/2009 Section I Page 12 January 13, 2016 FIGURE 2, continued TIR WORKSHEET KJN(_i COUNTY, WASHlN<iTON, SLJKFACI: WA I ER LJESIGJ\ .\1ANUA1. TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS ----.- D Drainage Easement lvf \Jov, \-+-11.'~ "i'l!:.Y q Casi in Place Vault 0 Covenant I lJ Native Growth Protection Covenant 0 Traci D Other ~ D Retaining Wall 0 Rockery> 4' High D Struc1ural on Steep Slope D Other c Part 17 SIGNATURE 0~ ~~QfESSIONAL ENGINEER I, or a c1v1I engineer under my supervision, have visited the site Actual sile conditions as observed were incorporated into this worksheet and the attached Technical Information Report To the best of my knowledge the 1nformat1on provided here 1s accurate I '"""-""·'· 2009 Surface Wuter Design Manual R1IA Sunset Court Apartments. MIG:SvR #15030 ·rcdmical Infonnation Report ' 1/9/2009 Section l Page 13 January 13, 2016 PAGE LEFT INTENTIONALLY BLANK RHA Sunset Court Apartments, MIGISvR #15030 Technical Information Report Section 1.0 Page 14 January 13, 2016 - V, 0 . ..,., 0 ~.;l1 HI. fJ1 ~ ~I - £ 1. 'tl g f t ~ ,,. _:_I .c\ t ~ ~ ~ ~ _...-:z;. :1 tr ~ RHA Sunset Court Apartments, MIGISvR #15030 Technical Information Report PAGE LEFT INTENTIONALLY BLANK Section I Page 16 January 13 , 2016 I RHA Sunse t Co urt Apartment s. MIG\Sv R #15030 Technical lnfonnati on Re port t")U .•:..4 1.!! l.:lO":: FIGURE 4 DEVELOPED CONDITIONS -DRAINAGE BASIN S ~ /"""'"'"'""" ~111:tSa:AO ~"-'I ..,; ,,, .... ,, ...... _,.,/ / I I --r-----------------;.___ ,. --I ' -------- / /YI --ss:M ·USl't ~Ql(.l~\"'1.1 .. I " (> :t.M?t ~\J\\)v~ f . \ su~f-Ac...E ,}, \ C\ Ac.) .. ?Ro,i::.<-1 >' ,€ (_ \, '\~ A-L) N 1' rv .T. ';;.,. Sect ion I Pa ge 17 .Janua ry \3 , 20 \6 RHA Sunset Court Apartments, MIGISvR # 15030 Technical Information Report PAGE LEFT INTENTIONALLY BLANK Section I Page 18 January 13 , 2016 \. S_oil Survey 0 FIGURE 5 SOILS 1'v1AP Reference 11-C Cl D •D ·® •--===---==----•M•les ----·-· - From City of Renton Amendments to the King. County Sue face Water Design Manual, FebrnacY 20 JO 2 :\ml' 1\ renh, :\ IJer\\·nnd Material. 6 It) 15 percent slope s (KCRTS equiY;l lent .,ni I ··(ilaeial Ti 11"') RIIA Sun,L't Cuurt Apartments, !'vtlG ISvR # 15030 l"echm~·al Information Report Sect10n I Page 19 January U. 2016 PAGE LEFT INTENTIONALLY BLANK RJ IA Sunsct Coul1 Apartments. MIG S\"R # I 5ffi0 Tcchnii:al Information Repo11 Section I Pagc 20 January 13, 2016 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Conditions and Requirements Stormwater management for the Project will be provided in accordance with the City Amendments and KCSWDM requirements. The flow chart in figure 6 -flow Chart for Determining the Type of Drainage Review Required in conjunction with Table 6 - Requirements Applied Under Each Drainage Review Type in the City Amendments, provides the framework to determine which Core Requirements apply to the Project. These figures are provided in the City Amendments as Figure 1.1.2.A and Table 1.1.2.A. The Project will add/replace more than 2,000 square feet of impervious surface; therefore, the Project must comply with Core Requirements #1-#8 and Special Requirements #1-#6. 2.1.1 Core Requirements Core Requirement #1: Discharge at Natural Location • Preliminary stormwater plans have been prepared; a copy is included in Appendix B. Following on-site treatment and detention, stormwater runoff will be discharged at the "natural discharge location", the City of Renton storm drainage system within Harrington A venue NE. Core Requirement #2. Off\ite Analysis • All projects are required to perform an offsite analysis per Section 1.2.2.1 of the City Amendment. A Level 1 analysis has been performed and is presented in Section 3.0 of this report. Core Requirement #3: Flow Control • The project is located in a peak rate flow control ( existing conditions) standard area based on the City of Renton Flow Control Application Map, see Figure 7 _ flow control will be provided by routing runoff to a detention vault located beneath the surface parking lot. See Appendix B for preliminary stormwater plans, including vault size and location. Core Requirement #4: Conveyance System • Runoff from the Project site will be conveyed to the existing, piped, storm drainage system in the right-of-way via a piped, onsite storm drainage system. The stormwater conveyance system has been sized to convey flows from the 25-year storm event. See Appendix D for conveyance calculations. Core Requirement #5: Erosion and Sediment Control • Erosion and Sediment Control (ESC) Plans have not been prepared for the Project at this time. ESC plans will be submitted, together with stormwater plans, as part of the building permit submittal. Additionally, the Contractor will be required to prepare a Stormwater Pollution Prevention and Spill (SWPPS) Plan to comply with Section RHA Sunset Court Apartments, MIGISvR #15030 Technical Information Report Section 2 Page 21 January 13, 2016 2.3.1.1 of the City Amendment. Applicable Best Management Practices (BMPs) will be selected and maintained by the Project Owner to control pollution. Core Requirement #6: Maintenance and Operations • A maintenance and operations manual has been prepared and is provided in Section 10.0 of this report. Core Requirement #7: Financial Guarantees and Liability • All required bonds will be paid by the Owner prior to permit approval, per Section 1.2. 7 of the City Amendments. A bond quantities worksheet will be prepared at a later date and included in the final TIR. Core Requirement HS: Water Quality • Normally, as the Project is a multifamily residential project, it would be subject to the requirements of the Enhanced Basic Water Quality Menu per Section 1.2.8.1.A of the City Amendments; however, as the Project will drain entirely via a piped system to the "major receiving water" Lake Washington, it is exempt from providing enhanced treatment and only subject to the requirements of basic treatment. Treatment of pollution generating impervious surfaces will be provided with bioretention planters. Treatment of pollution generating pervious surfaces will not be explicitly provided; a Landscape Management Plan that controls solids, pesticides, and fertilizers leaving the Site will be created for the Project. See section 1.2.8.1 of the City Amendment for additional information on Water Quality requirements and exceptions. 2.1.2 Special Requirements Special Requirement #1. Other Adopted Requirements • No other area-specific requirements apply to this Project. Special Requirement H2: Flood Ha=ard Delineation • Not applicable. The Project is not adjacent to a flood hazard area. Special Requirement /.13: Flood Protection Facilities • Not applicable. There are no flood protection facilities on or adjacent to the site. Special Requirement #4: Source Control • Not applicable. The Project does not require a commercial building or commercial site development permit. Special Requirement H5: Oil Control • Not applicable. This site is not classified as high-use. RHA Sunset Court Apartments. MIGISvR #15030 Technical Information Report Section 2 Page 22 January n. 2016 Special Requirement #6: Aquifer Protection Area • The Project is located within the Aquifer Protection Area, Zone 2. The project is proposing a bioretention planter with underdrain for water quality treatment of the parking lot. As the measured infiltration rate of the on-site soils is greater than nine inches per hour, a facility liner will be required per Special Requirement #6 (Section 1.3.6 of the City Amendments). The bioretention soil within the planter will have sufficient organic content to meet the organic soil layer requirements for a treatment liner per 6.2.4.2 of the KCSWDM. See the Geotechnical Report in Appendix A, Section 1.3.6 of the City Amendment, and Section 6.2.4 of the KCSWDM). A map of the Aquifer Protection Area zones is provided in Figure 8. RHA Sunset Court Apartments, MIGISvR #15030 Technical Infomiation Report Section 2 Page 23 January 13, 2016 PAGE LEFT INTENTIONALLY BLANK RHA Sunset Court Apartments, MIGISvR #15030 Technical Infonnation Report Section 2 Page 24 January 13, 2016 FIGURE 6 FLOW CHART FOR DETERMINING THE TYPE OF DRAINAGE REVIEW REQUIRED S~.CIJO:-.. I 1 Dlo!.Al:,.;At,l::i{t:VJJ:::W FJ(;l;Ht: 1.1.2.A FLOW CHART l<'OR DKl'l-:RMINING T\'P1': 01<' DRAl.'\'Ae.;a,: REVIEW Rt:C)lllHlm Is too project a stng/e famf/y res/dentfe/ project that results m :,2,000 sr of SMALL PROJECT r>RAINAGI: new ;mdlor repf,1ced Impervious surface or;, 7,000 sf of land dlsrurblng RJ::VIEW activiry, AND mcc!s the followmg criteria? Section 1.1.2.1 • The project results in <5,000 sf of new Impervious surface. and ,35.000 Nole: Th9 projoc/ may also be sf of new perYJous surface subj&el to Targeted Drainage ' Review as de/e,minarf bf.!low. Yes Nq_l_. l Does the new O' rcdevolopmenr Daes the proiecl have lhe characterisbcs of one or more of lhe foHowirig project result ,n >2,000 sf of new categories of projects (st.'C more delililed threshold language on p. 1 • 13)? and/or n:1placed Impervious surface or 1. Protects containing or adjacent to a ffood, erosion, or sleep sfope ;,35,000 sf of new pervfous surface? hazard are,a or documented drainage problem; proj'Elcts within a landsflde h;uard area or land sf/de hazard drainage area; (J( No projects Iha! propose .,7.000 sf (1 ac if project is in Small Proiecl t--Drainage Review) of land disturbing acllvity 2 ProJecis proposmg lo construct or modify a drainage p1pe.'d1tch thal 1s 12·· or larger or receives runoff from a 12" or largerdrainaQe I p1peld1tch Yes No"/ Yes l Reassess whether TARGETEV llKAlNAGE REVIEW drainage review is Section 1.1.2.2 required per Section 1 1 1 (p 1-8) ' I Docs the projoct rcsul! in ~so acres ol new impervious -FULL DRAINAGE REVJEW surface within a subbasin or mul!iple subbas1ns that are .. o • Section 1.1.2.3 hydraullcslly connected? Yes LAROE PROJECT DRAJNMJF. REVIEW Section 1.1.2.4 Ci!) of Renton 7009 ~urface Waler !1esicn Mar11ml Amen<lmenr RHA Sunset Comt Apartments, M!GISvR #15030 Technical Infonnation Report 1-10 Section 2 Page 25 January 13, 2016 PAGE LEFT INTENTIONALLY BLANK RHA Sunset Court Apartments, MIGISvR #15030 Technical Information Report Section 2 Page 26 January 13, 2016 FIGLRE 7 FLO\V CO>ITROI , APPI JCA TION \tAP Reference 11-A I Flow Control Standards P.2!l fullt F"k,,N Conlrd Stan.::;ird EJ.1,;ting S.te Cor.d(IO'l~• Flo-,,. ContrOI Dur-3tlCt'I St.'.U'\O.'.Jrd 1EY1'S,llng Sn,. Cc-rre1t1ono;.1 Flow Control Application Map RI IA S un s ct Coun Apartmcnh. \1 IG IS\ R # 15())0 Technic,tl !nformatinn Report 0 -- .., \ \ \, • " ' '• .. .. ~ ' 2 Miles. N A Section 2 Pag.i.: "l.7 January 1:1 . 20 16 PAGE LEFT I\JTENTTONALL Y BLANK RIIA Sunset Court Apart1m:nts. M IG jSvR # 150'.IO T ecl1111cal Infonnation Repn1i Scctiun 2 Page 28 January 13, 20 I G FIGURE 8 GROUNDW J\ TER PROTECTION AREAS •• l-1 \ \ Groundwater Protection Areas in the City of Renton P'roducbon W.1 Wellfteld C.11pture ZorMUi J\1btl< \\orl..1 llf1)111l111f'f• \\111n t IIUt~ fudu ...... 111111"11,1'-'ou ,.\\llu1on.l>tllh.( l\<)M\111•~- --r ,,. .. ----1 1 ·~ r '.(J, 0 atyLn,h Ceda, Valley Sok!-Source Aquifer Project Rev~w Area RI IA Sunset Cnurt Apartment,. MIG SdZ i;J 50:10 lechnical I11fo1mat1o11 Report i:::r..v, .. c•Ul•l(WMI ~,._.. v,.-C~:itl.11, Zone f4.n ... , .. c.-pe,..,, zon, Aquifer Profac1 K>n Area Zonae ZorM l Sectinn 2 Page 29 Januai\' I>. 20 I(, PAGE LEFT TNTENTIONALL Y BLANK RI IJ\ Sun set C nurt Apartments, lvflCi !SvR # 150.10 Techmca l Infonnatio n Report Sc c11011 2 Page ~O January I.~. 2016 3.0 OFF-SITE ANALYSIS 3.1 Standard Requirements Offsite analysis is required for all projects per Section l.2.2 of the City Amendment. This Project is not exempt from this requirement since the project will add more than 2,000 square feet of impervious area. 3.2 Scope of Analysis As shown in Figure 9 the offsite analysis study area extends from point O to point 221. Point 22 is approximately Y, mile downstream from the Project site. 3.2.1 Resource Review In preparing the offsite analysis, the following current and historical resources were reviewed: • Boundary and Topographical Survey by Benchmark Surveying, LLC, dated July 2, 2012, and updated January 8, 2015. • City ofRenton's Storm and Surface Water Utility Systems Map (CORGIS). 3.2.2 Field Inspections A field inspection has not yet been conducted and will be conducted at a later date. 3.2.3 Drainage System Description and Problem Descriptions figure 9 shows a map of the downstream system reviewed. figure IO includes a description of each drainage system element. No downstream drainage issues were identified by the Level 1 downstream analysis. 3.2.4 Mitigation of Existing or Potential Problems As no downstream issues were identified, no mitigation measures are proposed. As the Project will be matching existing runoff rates from the site, no potential downstream drainage problems are anticipated as a result of the proposed improvements. The downstream system and need for mitigation will be re-evaluated following the forthcoming field inspection. l{J--lA Sunset Court Apartments, MIGISvR #15030 Technical Information Rep011 Section 1 Page 31 January 13, 2016 PAGE LEFT INTENTIONALLY BLANK RHA Sunset Court Apartments, MIGISvR #15030 Technical Infonnation Report Section 3 Page 32 January I:l, 2016 FIGURE 9 DOWNSTREAM ANALYSIS MAP Sunset Court Downstre am Analysis Map 512 0 'NOS_ 1984_w.b_frlll•ntClf_....,l'.Mry_Spt,e,• -256 KHA Sunset C o urt Apa rtment s. MIG ISvR #15030 Tec h nical In forma ti on Re port 512 '·- 01106/2016 • ·, ,..,,.H -. <11 .• -. .. 1,1.,...,,,.., ·.i,-, :.._,·r~! ~ ;;,,,·, ~ n•.,~9< •n.,cc•-r•-; -.1"' '""U .,o,-., ..... ,...._,pQf'I, -~,, ,., .. •,1~11·~-... , Y' tt,,.,,....,t,•·>~f(:r"'\<ltn·•t:.. ,_,_ •••• ;1,·••'1 ·> :;ff ......... \ ... ,.1 .. t--• n-os M AP LS NOT TO BE U SED H~ N.AVIGA, TK>N Legend 0 ...... . .. "' . ··~· . . ',, . • •,1 •.,•. . . ..... ,,. . • -. · .. -.. ,. -If-. '• D ,,.,.,-,~"" ; .•. ,i .. • • ,r,. •-'Y ,, • •I 0 ; ',J 1,·,',J,• ',Alf, ..•... ,, .•. .. J:~-• .,. -'41 ll N otas 0 c~ F1na n,:r & rl l )i\'ii.ion Section 3 Page 33 Janu a ry 13. 20 16 RHA Sunset Court Apartments, MIG ISvR #15030 Technical Information Re port PAGE LEFT INT ENT IONALLY BLANK Section 3 Page 34 Januar)' 13, 20 16 FIGURE 10 DOWNSTREAM ANALYSIS WORKSHFET OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACF WATER DESIGN MANUAL, CORE REQUIREMENT #2 Basin: Lake Washington East Subbasin Name: Johns Creek Suhhasin Number: Symbol Drainage Drainage Component Type, Component Name, and Size Description see map Type: sheet flow, swale, drainage basin, vegetation, stream, channel, pipe, cover, depth, type of sensitive pond; Size: diameter, area. volume surface area I Piped Flow Type I Catchbasin 2 Piped Flow 12" Storm Drain J Piped Flow Type I Catchbasin 4 Piped Flow 12" Stonn Drain 5 Piped Flow Type I Catchbasin 6 Piped Flow 12·· Stonn Drain 7 Piped Flow Type I Catchbasin 8 Piped Flow 12" Stonn Drain 9 Piped Flow Type I Ca1chhasin 10 Piped Flow 12" Storm Drain RHA Sunset Court Apartments, MlGISvR #15030 Technical lnfonnation Report Slope % NIA 3.56 NIA 0.3 N/A 0.6 NIA 2.2 NIA 3.5 Distance from site discharge %ml= 1,320 ft. 0 0-99' 99" 99'-252' 252' 252' -323' 323' 323 '-328' 328' 328'-394' Existing Potential Problems Problems constrictions, under capacity, ponding, overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, incision, other erosion None Known None Anticipated None Known None Anticipated None Known None Anticipated None Known None Anticipated None Known None Anticipated None Known None Anticipated None KnO\vn None Anticipated None KnO\vn None Anticipated None Known None Anticipated None Known None Anticipated Observations of field inspector, resource reviewer, or resident tributary area, likelihood of problem, overflow pathways, potential impacts POC from the site to public storm drain svskm Section 3 Page 35 January 13, 2016 Symbol Drainage Drainage Component Type, Component Name, and Size Description see map Type: sheet flow, swale, drainage basin, vegetation, stream, channel, pipe, cover, depth, type of sensitive pond; Size: diameter, area, volume surface area II Piped Flow Type IT Manhole 12 Piped Flow 8" Storm Drain 13 Piped Flow Type II Manhole 14 Piped Flow 12" Storm Drain 15 Piped Flow Type II Manhole 16 Piped Flow 18" Stonn Drain 17 Piped Flow Type I Catchbasin 18 Piped Flow 24" Storm Drain 19 Piped Flow Type II Manhole 20 Piped Flow 24" Storm Drain RHA Sunset Court Apartments, MIGjSvR #15030 Technical Information Report Slope % NIA -2.5 NIA Unknown NIA 2.1 NIA 5.0 NIA 1.6 Distance from site discharge %ml=1,320 ft. 394' 394'-522' 522' 522' -972' 972' 972'-1030' 1030' I 030'-1152' 1152' l 152'-1293' Existing Potential Problems Problems constrictions, under capacity, ponding, overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, incision, other erosion None Known None Anticipated None Known None Anticipated None Known None Anticipated None Known None Anticipated None Known None Anticipated None Known None Anticipated None Known None Anticipated None Known None Anticipated None Known None Anticipated None Known None Anticipated Observations of field inspector, resource reviewer, or resident tributary area, likelihood of problem, overflow pathways, potential impacts Section 3 Page 36 January 13, 2016 Symbol Drainage Drainage Component Type, Component Name, and Size Description see map Type: sheet flow, swale, drainage basin, vegetation, stream, channel, pipe, cover, depth, type of sensitive pond; Size: diameter, area, volume surface area 21 Piped Flow Type II Manhole 22 Piped Flow 24'' Stonn Drain RHA Sunset Court Apartments, MlGISvR #15030 Technical Information Report Slope % NIA 4.4 Distance Existing Potential from site Problems Problems discharge %ml=1,320 constrictions, under capacity, ponding, ft. overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, incision, other erosion 1293' None Known None Anticipated 1293'-1438' None Known None Anticipated Observations of field inspector, resource reviewer, or resident tributary area, likelihood of problem, overflow pathways, potential impacts End of Analysis Section 3 Page 37 .January 13, 2016 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.1 Existing Site Hydrology The existing project site is generally flat, sloping from northeast to southwest at less than 2%. The Project site is bounded by the Glennwood Avenue right-of-way to the north, a multi-family residential complex to the south, Harrington Place NE to the east, and Harrington Avenue NE to the west The existing land cover onsite consist of a park play area and playfield and two single family homes with associated lawns and dirt driveways. Based on a topographic survey provided by Benchmark Surveying LLC, there is no existing storm drainage infrastructure on- site. See Appendix B for a survey drawing of the existing site conditions. 4.2 Proposed Site Hydrology In general, stormwater runoff will be directed to a new stormwater detention vault located beneath the proposed parking lot, and then to the existing storm main line within the Harrington Avenue NE right-of-way. Building downspouts will be tightlined directly to the proposed detention vault and pollution generating runoff from the parking lot will be directed to bioretention planters for treatment prior to being routed to the detention vault and. Runoff from landscaped areas is expected to infiltrate. In the event that runoff from landscape areas does not infiltrate, the site will be graded to sheet flow runoff from landscaped areas to the on-site stormwater planters. See Appendix B for the proposed drainage plan. 4.3 Performance Standards The Project is located in a peak flow rate control standard area and in a basic water quality area for treating a multifamily site draining via a piped system to Lake Washington. Therefore, the Project must comply with the Peak Flow Control Standard and provide basic water quality facilities for pollution generating surfaces. A detention vault will be provided beneath the surface parking lot to provide flow control for the Project. A bioretention planter with 18" of bioretention soil and an underdrain will provide water quality treatment for the pollution generating parking lot. Runoff from the parking lot will sheet flow into the bioretention planter, be infiltrated through 18" of bioretention soil, and then be collected in the planter underdrain which will convey the treated water to the detention vault. Permeable pavements will be provided to meet the requirement for onsite flow control BMPs. Figure 11 was used to help determine the flow control BMP requirements; this figure is also available as Figure 5 .2.1.A in the KCSWMM. Pervious concrete pavement will be designed and installed in accordance with Section C.2.6 of the KCSWMM. Runoff calculations showing that the developed site meets and exceeds the Peak Flow Control Standard are provided in Appendix C. Flow control credit for the permeable pavements is not currently being applied to the detention RHA Sunset Court Apartments, MIGISvR #15030 Technical Information Report Section 4 Page 38 January 13, 2013 vault sizing calculation in order provide a conservative estimate of the required improvements. Flow control credit (per Section 1.2.3.2, Table 1.2.3.C Flow Control BMP facility Sizing Credits in the KCSWMM) for the penneable pavement will be applied at a future phase of the Project. RHA Sunset Court Apartments, \1IGISvR #15030 Technical Information Report Section 4 Page 39 January 13, 2013 FIGURE 11 FLOW CHART FOR DETERMINING INDIVIDUAL LOT BMP REQUIREMENTS SEC'IION ~.z FLOW co?,n ltOL BMP RH.}UIR.l::Ml::N"lS I FIGLJRJ.: 5.2.J.A FI..OW CIIART FOR DF.TF.RMING INDIVIDUAL LOT BMP REQUIREMENTS -- I Is the pr()jeci on a s/fe/lot I Ye ls it fe.1$ibie and smaller than 22,000 squaru fvol? I epplicatlle to implement lull y~ .. No ltJr1hef BMPs Appl)' one or more of the following lo impervious area dlspani:lon for 1he requlred. Not1t ~10% or .site/lot for site/lot sizes <11.000 sf and~ 20% of root a...a as per Arrf proposed s/ta.'kll for s/fwlot sll.es between 11,000 end 22.000 sf (For SectionC.2.1? conoectloll ol roof pro,ects located In ctitlca/ s,quif8'r ~arpe mas th&se No ! downspouts to Impervious area amounts double): local drainage 1 Limited Infiltration (Secilon C.2.3) s~temmuslbe 2. Buie Dispersion (Section C.2.4) rs i1 feasible via perloratod 3 Rain G1"*1 (Secllon C.2.5) arid applicable pipe connection • Penn1t11bl1t Pav1m1tnl (Section C.2.6) No lo~\ y~ per Section 5 Rainwater HarvHtlng (Section C.2.7) ~I full Infiltration C.2.11 No 6. Vegetated Rool {Secllon C.2.8) olthe roof -i---7 Reduced Impervious SlltfVice CAXllt (Seciion C.2.9) runoff as per 8. _N_~llve Growlh Relent/on C~~~i~ionC 2.10) Section C.2 21 ' ~ I ---- --- I I'-"'~ -•-• I "4, I v., Is it feaslble and OT iargor with Impervious •u~aci:t I appbcllble lo mplement - full dispersion oo all ~es ____ No fur1her BMPs wget Impervious required. Note slllf11C11aaper /One ormoreortno ,uovw,ng D,nc I must...., mp...,,,ocn,.,... 5edlon C 2 11 Any proposed connedJon o1 roof No tor that portion o1 WV-I Impervious surtau nol eddressed Not dov.l'lspouls to lucal wi1h lull dlspen:loo or with full lnf~tratlon of roor ruooll dralnego syilcm 1 Full lnflltratlon {section C.2.2 or 5eclion 5 <I) I& It 'le8$1ble 8lld 8pplc8ble 10 j musl be Illa 2. llml™1 lnflllratlon (sectlon C.2.3) I~ Implement rull lnflNratlon of perforat&d pipe 3. Basic Dispersion (SectklnC.2.•) the roof runoff as per , I conneetlon P8f • Rain Garden (Sedlon C.2.5) Section C.2.2 or Section 5A? Ser::1ion C.2.11 5 r>.rmeable Pav.men! (Seciioo C.2.6} v~. . v .. t: ____ ~ 6 Rainwater HaM11llng (Section C.2.7) 7 Vegetated Roof (Sadlon C.2 8) .. ~"''"""'"'"'-"'"" ' Raduced Impervious S1trvlce Credit (Scct,on c 2.9} lmpe,v(ous surfacft no1 No • NatlY• Orowth Rott.nUOn Credit IS&cllon C.2 10\ I ' • I project must be a sJlal'lot 22,000 square feet I or larger With Impervious surface oo I •=s·wnn impervious eree greeter man•L-and equal lo or Jess ltlan 65% one or more of 1he fotlowjng ml.ISi be epplled to an ~pervious eree g1eater lhllfl or equlll lo 20% of the :Site or '10% of he W'gel fmpMYIOU$ su,fac• whichever Is les.s OR for projects ~realer than 65% impervious one or more of !he following l'?Ml,I be ~pphed to an impervious area greater than or equal to 10% of Sile r 20% of target /mpefvlou. surface. whichever ls. leu 1 Full lnflttrallon {Sedion 5.4) ~-Limited lnllllnltlon (section C.2 3) O. Bale Dl•~nilon (Section C.2A) Rain Garden (Section C.2.5) PllflTlflable Pavemanl (Stlciion C.2 6) ~ Ralnwatr,r Harvntlng (Section C 2. 7) '7 vegeuii.cs Roof (3eclloo C.2.8) '8. Reduced lmpervlou1 SitrVle& Cradlt (Section C 2.9) Native Gro'MII Retention Credit {5ectloo C.2 10) 119noo9 RHA Sunset Coul1 Apa11ments, MlGISvR #15030 T cchnical Information Report !i-11 addresM!d whh full dlt,pen.10n or w!th____!1:'~!~~-tr~~on of roof runorf? . Is II feasible and . applicable to Jmplemen1 run dispersion on all Jarpet lmparvfou.s; No sllff•c• as per L - ' i ~ionC.2 t? y~ + No further BMPs """"" Noto Af'r./proposed connectJoo of roof dcwnspouls lo local dfllloage :sY3tem mu:st be via perforated pipe conMCUon ""Sedron C.2.11 ! 2009 Surface Water Design Mnuual Section 4 Page 40 January l 3, 20 l3 4.4 Flow Control Facilities Flow control will be provided for the site by an underground detention vault located below the proposed surface parking lot. The detention vault has been sized to detain flows to the Peak Flow Control Standard (matching the existing runoff rates for the 2-, l 0-. and 100-year, 24- hour storm peak flows). Table 5 provides the Project peak flows for the existing and developed conditions. Locations of pervious concrete pavements may be found in the plan set within Appendix B. See Section IO of this report for facility maintenance requirements. 4.5 Water Quality Facilities Water quality treatment for the pollution generating parking lot will be provided by a bioretention planter. Runoff from the parking lot will sheet flow into the planter where it will infiltrate through 18" ofbioretention soil. The bioretention planter has been size to filter 99.7% of the runoff from the pollution generating parking lot which exceeds the 91 % minimum requirement for basic water quality treatment. See appendix C for water quality treatment sizing calculations. Table 2 -Detention Flow Rate Results Basin 2-year (cfs) Pre-Develoned 0.16 DeYeloned 0.15 RHA Sunset Court Apartments, MIG]SvR #15030 Technical Information Report 10 year (cfs) 0.24 0.23 25-ycar (cfs) 0.29 0.25 100-year (cfs) 0.51 0.51 Section 4 Page 41 January 13, 2013 PAGE LEFT INTENTIONALLY BLANK RHA Sunset Court Apartrneuts, MIGISvR #15030 Technical Information Report Section 4 Page 42 January 13, 2013 5.0 CONVEYANCE SYSTEMS ANALYSIS AND DESIGN 5.1 Standard Requirements The City Amendments states that, "New pipe systems shall be designed with sufficient capacity to convey and contain (at minimum) the 25-year peak flow." All proposed conveyance system elements will meet or exceed this requirement. See drainage plans in Appendix B. 5.2 Proposed Conveyance System Roof runoff from each of the four proposed buildings will be collected in downspout tightlines and directed to the on-site detention vault where the runoff will be detained, prior to being released into the public storm drainage system within Harrington A venue NE. Runoff from the pollution generating parking lot will sheet flow into stormwater planters ( with under drains) that will filter collected runoff through 18" of bioretention soil. The planter underdrains and overflows will be connected to the detention vault and routed to the public storm drainage system in Harrington Avenue NE following detention. In general, runoff from the non-building and non-parking areas will either infiltrate into the ground through the landscape area amended soils or will sheet flow into the stormwater planters. Capacity for a 6" PVC pipe at 2.0% was calculated using FlowMaster® hydraulic modeling software. The full flow capacity (Appendix D) for a 6" PVC pipe at 2.0% is l. l l cfs. The 25 year runoff rate fi-om the developed site is 0.288 cfs, as determined using KCRTS modeling software (see Appendix C). No pipes less than 6" diameter or less than 2% slope are being proposed for the project; therefore, the proposed conveyance system will have sufficient capacity. RHA Sunset Court Apmtments. MIGISvR #15030 Technical lnfonnation Report Section 5 Page 43 January 13, 2016 PAGE LEFT INTENTIONALLY BLANK RI!A Sunset Court Apartments, MIGISvR #15030 Technical Information Report Section 5 Page 44 January 13, 2016 6.0 SPECIAL REPORTS AND STUDIES 6.1 Geotechnical A copy of the report titled, "Geotechnical Engineering Study -Proposed Housing Development" dated October 15, 2015 by Geotech Consultants, Inc. are provided in Appendix A RHA Sunset Court Apartments, MlGISvR #15030 Technical Information Repo11 Section 6 Page 45 January 13, 2016 PAGE LEFT INTENTIONALLY BLANK RHA Sunset Coutt Apartments, MIGISvR #15030 1·cchnical Information Report Section 6 Page 46 January 13, 2016 7.0 OTHER PERMITS 7.1 NPDES Permit A Construction Stormwater General Permit will be prepared by the Contractor at a later date. RHA Sunset Court Apartments. MH.i!SvR #15030 T cchnical Infonnation Report Section 7 Page 47 Januaiy 13, 2016 PAGE LEFT INTENTIONALLY BLANK RlIA Sunset Court Apartments, MIGISvR #15030 Technical Information Report Section 7 Page 48 January 13, 2016 8.0 CSWPPP ANALYSIS AND DESIGN 8.1 ESC Plan An ESC plan will be prepared by the Contractor according to the Contractor's means and methods and construction sequencing. The ESC plan will be prepared in accordance with Section 2.3. I. I of the City Amendments. The site is generally flat (-0-2-percent) and no special considerations for soil erosion have been outlined in the Geotechnical Report, so erosion potential is assumed to be low. Anticipated erosion control measures include the following: marking clearing limits and straw wattles. Anticipated sediment control measures include the following: a stabilized construction entrance, catch basin/inlet protection, interceptor swales, and a portable storage tank and stormwater treatment system. SWPPS Plan A SWPPS plan will be prepared by the Contractor according to the Contractor's means and methods. The SWPPS plan will be prepared in accordance with Section 2.3.1.1 of the City Amendment. RHA Sunset Court Apartments, MIGISvR #15030 Technical Information Report Section 8 Page 49 January 13, 2016 PAGE LEFT INTENTIONALLY BLANK RHA Sunset Court Apartments, MIGISvR #15030 Technical Infonnation Report Section 8 Page 50 January 13, 2016 9.0 BOND QUANTITIES, FACILITY SU'.\/IMARIES, & DECLARATION OF COVENANT 9.1 Bond Quantities Plan A Bond Quantity Worksheet will be provided with the permit submittal at a later date. RI-IA Sunset Comt Apaitments, YIIG]SvR #15030 1·echnical Information Report Section 9 Page 51 January 13, 2016 PAGE LEFT INTENTIONALLY BLANK RHA Sunset Court Apartments, MIGISvR #15030 Technical lnfonnation Report Section 9 Page 52 January 13, 2016 10.0 MAINTENANCE AND OPERATIONS MANUAL 10.1 Maintenance Recommendations Operation and maintenance requirements for the proposed drainage elements and flow control BMPs have been provided for reference in Figure 12. l{J-IA Sunset Court Apartments, MIGISvR #15030 Technical Jnfi.mnation Report Section IO Page 53 January 13, 2016 FIGURE 12 MAINTENANCE AND OPERATIONS MANUAL NO. 1 -DETENTION PONDS Maintenance Defect or Problem Conditions When Maintenance Is Needed Component General Trash & Debris Any trash and debris which exceed 1 cubic foot 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 dumoina. Poisonous Vegetation Any poisonous or nuisance vegetation which or Noxious Weeds may constitute a hazard to County personnel or the public. Contaminants and Oil, gasoline, or other contaminants of one Pollution gallon or more, or any amount found that could: 1) cause damage to plant, animal, or marine life; 2) constitute a fire hazard; or 3) be flushed downstream during rain storms. Unmowed If facility is located in private residential area, Grass/Ground Cover mowing is needed when grass exceeds 18 inches in height. ln other areas, the general policy is to make the pond site match adjacent ground cover and terrain as long as there is no interference with the function of the facilitv. Rodent Holes Any evidence of rodent holes if facility is acting as a dam or berm, or any evidence of water piping through dam or berm via rodent holes or other causes. Insects When insects such as wasps and hornets interfere with maintenance activities. Mosquito complaints accompanied by presence of high mosquito larvae concentrations (aouatic ohase). Tree Growth Tree growth threatens integrity of berms acting as dams, does not allow maintenance access, or interferes with maintenance activity (i.e., slope mowing, silt removal, vactoring, or equipment movements). If trees are a threat to berm integrity or not interfering with access, leave trees alone. RHA Sunset Court Apartments, MIGISvR # 15030 Technical Information Report Results Expected When Maintenance Is Performed Trash and debris cleared from site. No danger of poisonous vegetation where County personnel or the public might normally be. Coordination with Seattle-King County Health Deoartment No contaminants present other than a surface film. (Coordination with Seattle/King County Health Department) When mowing is needed, grass/ground cover should be mowed to 2 inches in height. Mowing of selected higher use areas rather than the entire slope may be acceptable for some situations. Rodents destroyed and dam or berm repaired. (Coordination with Seattle/King County Health Department) Insects destroyed or removed from site. Mosquito control: Swallow nesting boxes or approved larvicide applied. Trees do not hinder maintenance activities. Harvested trees should be recycled into mulch or other beneficial uses (e.g., alders for firewood). Section 10 Page 54 January 13, 2016 FIGURE 12 MAINTENANCE AND OPERATIONS MANUAL NO. 1 -DETENTION PONDS (CONTINUED) Maintenance Defect or Problem Conditions When Maintenance Is Needed Component Side Slopes of Pond Erosion Eroded damage over 2 inches deep where cause of damage is still present or where there is potential for continued erosion. Any erosion observed on a compacted berm embankment. Storage Area Sediment Accumulated sediment that exceeds 10% of the designed pond depth. Liner Damage (If Liner is visible and has more than three %- Applicable) inch holes in it. Pond Berms (Dikes) Settlement Any part of berm that has settled 4 inches lower than the design elevation. Settling can be an indication of more severe problems with the berm or outlet works. A licensed civil engineer should be consulted to determine the source of the settlement. Emergency Tree Grm-vth Tree growth on emergency spillways create Overflow/Spillway blockage problems and may cause failure of and Berms over 4 the berm due lo uncontrolled overtopping. feet in height. Tree growth on berms over 4 feet in height may lead to piping through the berm which could lead to failure of the berm Emergency Rock Missing Only one layer of rock exists above native Overflow/Spillway soil in area five square feet or larger, or any exposure of native soil at the top of out flow path of spillway. Rip-rap on inside slopes need not be replaced. NO. 2-CONVEYANCE PIPES AND CULVERTS Maintenance Defect or Problem Conditions When Maintenance is Needed Component Pipes Sediment & Debris Accumulated sediment that exceeds 20% of the diameter of the pipe. Vegetation Vegetation that reduces free movement of water through pipes. Damaged Protective coating is damaged; rust is causing more than 50% deterioration to any cart of oioe. Any dent that decreases the cross section area of pipe by more than 20%. RHA Sunset Court Apartments, MIGISvR # 15030 T edmical Information Repot1 Results Expected When Maintenance Is Performed Slopes should be stabilized by using appropriate erosion control measure(s): e.g., rock reinforcement, planting of grass, compaction. If erosion is occurring on compacted berms a licensed civil engineer should be consulted to resolve source of erosion. Sediment cleaned out to designed pond shape and depth; pond reseeded if necessary to control erosion. Liner repaired or replaced. Dike should be built back to the design elevation Trees should be removed. If root system is small (base less than 4 inches) the root system may be left in place. Otherwise the roots should be removed and the berm restored. A licensed civil engineer should be consulted for proper bermisoillwav restoration Replace rocks to design standards. Results Expected When Maintenance is Performed Pipe cleaned of all sediment and debris. All vegetation removed so water flows freely through pipes. Pipe repaired or replaced. Pipe repaired or replaced. Section IO Page 55 January 13, 2016 FIGURE 12 MAINTENANCE AND OPERA TIO NS MANUAL NO. 3-CATCH BASINS Maintenance Defect or Problem Conditions When Maintenance is Needed Component Metal Grates {If Unsafe Grate Opening Grate with opening wider than 7/8 inch. Applicable) Trash and Debris Trash and debris that is blocking more than 20% of grate surface. Damaged or Missing. Grate missing or broken member(s) of the grate. Catch Basin Cover Cover Not in Place Cover is missing or only partially in place. Any open catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on Not Working maintenance person with proper tools. Bolts into frame have less than 'h inch of thread. Cover Difficult to One maintenance person cannot remove lid Remove after applying 80 lbs. of lift; intent is keep cover from sealing off access to maintenance Ladder Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. RHA Sunset Court Apartments, MlGISvR #15030 Technical Information Report Resu Its Expected When Maintenance is performed Grate opening meets design standards. Grate free of trash and debris. Grate is in place and meets design standards. Catch basin cover is closed Mechanism opens with proper tools. Cover can be removed by one maintenance person Ladder meets design standards and allows maintenance person safe access. Section 10 Page 56 January 13, 2016 FIGURE 12, continued MAINTENANCE AND OPERATIONS MANUAL NO. 3-CATCH BASINS (CONTINUED) Maintenance Defect or Problem Conditions When Maintenance is Needed Component General Trash & Debris Trash or debris of more than % cubic foot (Includes Sediment) which is located immediately in front of the catch basin opening or is blocking capacity of the basin by more than 10%. Trash or debris {in the basin) that exceeds 1/J the depth from the bottom of basin to invert the lowest pipe into or out of the basin Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in volume. Structure Damage to Corner of frame extends more than % inch Frame and/or Top past curb face into the street (If applicable). Slab Top slab has holes larger than 2 square inches or cracks wider than Y. inch (intent is to make sure all matenaJ is running into basin I. Frame not sitting flush on top slab. i.e., separation of more than % inch of the frame from the top slab. Cracks in Basin Cracks wider than % inch and longer than 3 Walls/Bottom feel, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that structure is unsound. Cracks wider than % inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ Basin has settled more than 1 inch or has Misalignment rotated more than 2 inches out of alignment. Fire Hazard Presence of chemicals such as natural gas, oil and gasoline. Vegetation Vegetation growing across and blocking more than 10% of the basin opening. Vegetation growing in inleVoutlet pipe joints that is more than 6 inches tall and less than 6 inches apart. Pollution Nonflammable chemicals of more than % cubic foot per three feet of basin length. RHA Sunset Court Apartments. MIGISvR #15030 Technical Information Report Results Expected When Maintenance is performed No Trash or debris located immediately in front of catch basin opening No trash or debris in the catch basin. Inlet and outlet pipes free of trash or debris. No dead animals or vegetation present within the catch basin No condition present which would attract or support the breeding of insects or rodents. Frame is even with curb. Top slab is free of holes and cracks. Frame is sitting flush on top slab. Basin replaced or repaired to design standards. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Basin replaced or repaired to design standards. No flammable chemicals present. No vegetation blocking opening to basin No vegetation or root grow'th present. No pollution present other than suriace film. Section IO Page 57 January 13. 2016 FIGURE 12, continued MAINTENANCE AND OPERATIONS MANUAL NO. 4 -BIORETENTION FACILITIES Maintenance Defect or Problem Condition When Maintenance is Component Needed Swale Section Sediment Accumulation Sediment depth exceeds 2 inches in vegetation Standing Water When water stands in the swale between storms and does not drain freely. Constant Baseflow When small quantities of water continually flow through the swale, even when it has been dry for weeks, and an eroded, muddy channel has formed in the swale bottom. Poor Vegetation When grass is sparse or bare or eroded Coverage patches occur in more than 10% of the swale bottom. Defective Vegetation When the grass becomes excessively tall (greater than 10 inches) or when nuisance weeds and other vegetation starts to take over. Excessive Shading Grass gro\'-/th is poor because sunlight does not reach swale. Trash and Debris Trash and debris accumulated in the Accumulation bioswale. Erosion/Scouring Eroded or scoured swale bottom due to flow channelization, or higher flows. Inlet/Outlet Sediment and Debris Inlet/outlet areas clogged with sediment and/or debris. RHA Sunset Court Apartments, MIGISvR # 15030 Technical Information Report Recommended Maintenance to Correct Problem Remove sediment deposits in vegetation treatment area of the bioswale. When finished, swale should be level from side to side and drain freely toward outlet. There should be no areas of standing water once inflow has ceased. Any of the following may apply: remove sediment or trash blockages, improve grade from head to foot of swale, remove clogged check dams, add underdrains or convert to a wet biofiltration swale. Add a low-flow pea-gravel drain the length of the swale or bypass the baseflow around the swale. Determine why grass gro\'-/th is poor and correct that condition. Re-plant with plugs of grass from the upper slope: plant in the swale bottom at 8-inch intervals, or re-seed into loosened, fertile soil. Mow vegetation or remove nuisance vegetation so that flow not impeded. Grass should be mowed to a height of 3 to 4 inches. Remove grass cliooinas. If possible, trim back over- hanging limbs, remove brushy vegetation on adjacent slopes. Remove trash and debris from bioswale. For ruts or bare areas less than 12 inches wide, repair the damaged area by filling with crushed gravel. The grass will creep in over the rock in time. If bare areas are large, generally greater than 12 inches wide, the swale should be re-graded and re-seeded. For smaller bare areas, overseed when bare spots are evident, or take plugs of grass from the upper slope and plant in the swate bottom at 8-inch intervals. Remove material so that there is no clogging or blockage in the inlet and outlet area. Section 10 Page 58 January 13, 2016 FIGURE 12, continued MAINTENANCE AND OPERATIONS MANUAL NO. 5 -GROUNDS (LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance is Needed Component General Weeds Weeds growing in more than 20% of the (Nonpoisonous, not landscaped area (trees and shrubs only). noxious) Safety Hazard Any presence of poison ivy or other poisonous vegetation. Trash or Litter Paper, cans, or bottles, totaling more than 1 cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees or shrubs that have been blown down or knocked over. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. RHA Sunset Court Apartments, MIGISvR #15030 Technical Infonnation Report Results Expected When Maintenance is Performed Weeds present in less than 5% of the landscaped area. No poisonous vegetation present in landscaped area. Area clear of litter. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Tree or shrub in place free of injury Tree or shrub in place and adequately supported; remove any dead or diseased trees. Section I 0 Page 59 January 13, 2016 PAGE LEFT INTENTIONALLY BLANK RHA Sunset Court Apartments, MIGISvR #15030 Technical Information Report Section 10 Page 60 January 13, 2016 APPENDICES RHA Sunset Court Apartments, MIGISvR #15030 Technical Infonnation Report Appendices January 13, 2016 PAGE LEFT INTENTIONALLY BLANK RHA Sunset Court Apartments, MIGISvR #15030 Technical Infonnation Report Appendices January 13, 2016 APPENDIX A GEOTECHNICAL REPORT "GEOTECHNICAL ENGINEERING STUDY" dated October 15, 2015 by Geotech Consultants, Inc. RIIA Sunset Court Apartments, MIGISvR #15030 Technical Infom1ation Report Appendices January 13. 2016 PAGE LEFT INTENTIONALLY BLANK RHA Sunset Court Apartments, MIGISvR #15030 Technical Information Report Appendices January 13, 2016 GEOTECH CONSULTANTS, INC. Renton Housing Authority 2900 Northeast 100'" Street Renton, Washington 98056 Attention: Mark Gropper 13256 Northeast 20Lh Strecl. Suite 16 llellevue, Washington 98005 (425) 747-5618 FAX (425) 747-8561 October 15, 2015 JN 15342 via email: mrg@rentonhousing.org Subject: Transmittal Letter -Geotechnical Engineering Study Proposed Housing Development 1144 -1158 Harrington Avenue Northeast Renton, Washington Dear Mr. Gropper: We are pleased to present this geotechnical engineering report for the proposed housing development to be constructed in Renton, Washington. The scope of our services consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork and design criteria for foundations, retaining walls, and stormwater infiltration. This work was authorized by your acceptance of our proposal dated August 11, 2015. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this project. TRCIJHS: at Respectfully submitted, GEOTECH CONSULTANTS, INC. <"/ ~-/~~' ~~-.-__., ~ru >---.,. .,./ ( "' / James H. Strange, P"". Associate GEOTECH CONSULTANTS, INC. GEOTECHNICAL ENGINEERING STUDY Proposed Housing Development 1144-1158 Harrington Avenue Northeast Renton, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed housing development to be located in Renton. Development of the property is in the planning stage, and detailed plans were not made available to us. We understand that the development will consist of approximately 50 units. The lowest level of the structures will be close to the existing ground surface. Infiltration of stormwater has been proposed for the project. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to detenmine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS SURFACE The Vicinity Map, Plate 1, illustrates the general location of the irregularly-shaped site in Renton. The site is bordered to the west by Harrington Avenue Northeast, to the east by Harrington Place Northeast, to the south by a multi-story condominium building, and to the north by three multi-family buildings. The ground surface within the site slopes very slightly down toward the south. The western portion of the site is developed with two, one-story duplexes and a few detached sheds. The duplex yards are vegetated with grass lawns and a few landscaping bushes and trees. Most of the eastern side of the site is a public park, with a few children's play structures. The area around those structures is surrounded by shredded bark, and the remainder of the park is grass lawn. The northeast corner of the site is undeveloped, and vegetated with field grass and a few mature deciduous trees. A concrete retaining wall is located along the south edge of the site. This wall has a height of about 2 to 4 feet, and faces a cut for the adjacent southern parking area. SUBSURFACE The subsurface conditions were explored by excavating 10 test pits and three hand-augered test holes at the approximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed construction, anticipated subsurface conditions and those encountered during exploration, and the scope of work outlined in our proposal. The test pits were excavated on August 25, 2015 with a rubber-tired backhoe. A geotechnical engineer from our staff observed the excavation process, logged the test pits, and obtained representative samples of the soil encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 through 7. The test holes were excavated on September 14, 2015 using hand tools. A geotechnical engineer from our staff conducted and logged the test holes. The Test Hole Logs are attached to this report as Plates 8 and 9. GEOTECH CONSULTANTS, INC. Renton Housing Authority October 15, 2015 Soil Conditions JN 15342 Page 2 The test pits and test holes generally encountered about one foot of topsoil at the ground surface. Test Pit 10, located near the southwest corner of the site, revealed 1.5 feet of fill overlying topsoil. Test Hole 3, close to the play structures in the southeast corner of the site, encountered shredded bark, geotextile, and gravel that extended to a depth of about 1.3 feet; no topsoil was exposed by that exploration. Test Pit 6 was located between the park and Harrington Place Northeast, and revealed a few inches of gravel but no topsoil. Below the topsoil and the surface material described above, the explorations encountered sand with gravel that was loose to medium-dense. This sand extended to depths of 2 to 6 feet, and was medium-dense within about 3 feet of the ground surface. The sand with gravel extended to the greatest depths in the northeast third of the site. The sand with gravel was underlain by medium- dense to dense silty sand with gravel in the explorations, with the exception of those in which we completed infiltration testing, as described below. The silty sand with gravel has been glacially- overridden, has very low permeability, and is referred to as glacial till. Groundwater Conditions No groundwater seepage was observed in the test pits or test holes. It should be noted that groundwater levels vary seasonally with rainfall and other factors. We anticipate that perched groundwater could be found above the silty sands encountered in our explorations, especially during the normally wet winter and spring months. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. The relative densities and moisture descriptions indicated on the test pit logs are interpretive descriptions based on the conditions observed during excavation. The compaction of test pit backfill was not in the scope of our services. Loose soil will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. INFILTRATION TESTING We conducted EPA falling head infiltration testing at Test Pit 5 at a depth of 2.5 feet and in Test Hole 1 at a depth of 3 feet. As required by the City of Renton, the infiltration testing was completed in general accordance with the procedure outlined in the 2009 Surface Water Design Manual. The final measured infiltration rate at Test Pit 5 was 96 inches per hour, and the measured rate at Test Hole 1 was 60 inches per hour. Impermeable silty sand/glacial till soil was encountered in our test holes at the following depths: Test Pit 1 2 3 4 I 5* I 6 I 7 I 8 I 9 I 10 Deoth 2 3 5.5 6 I 2.5+ I 6 I 5 I 3.5 I 3.5 I 4 Test Hole 1* 2 3 Deoth 3+ 3.8 2.5 * -Test Pit 5 and Test Hole 1 were infiltration holes and were not excavated to the glacial till. LABORATORY TESTING We obtained a sample from a depth of 2 feet in Test Pit 2 and provided that sample to an analytical laboratory. That facility determined that the Cation Exchange Capacity of the sample was 3.81 and the Total Organic Carbon was 0.528%. GEOTECH CONSULTANTS, INC. l I Renton Housing Authority October 15, 2015 CONCLUSIONS AND RECOMMENDATIONS GENERAL JN 15342 Page 3 THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY REL YING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The test pits conducted for this study encountered native, medium-dense soil within a few feet of the ground surface. Conventional footings bearing directly on that material will be appropriate for the structure foundations. The sand and gravel soils present below the surficial topsoil has high permeability, as our infiltration testing demonstrates, and stormwater infiltration in that material is feasible. However, the underlying dense glacial till soil has very low permeability and water will accumulate above it and develop a perched water condition. We expect that most surface water at the site in its current condition infiltrates through the topsoil and sandy soil, and is then essentially prevented from continuing to flow any deeper by glacial till. A proper, designed infiltration system will need to be ex1remely shallow to duplicate the current condition. As the 2009 Surface Water Design Manual requires, any infiltration system should introduce water at least 3 feet above the surface of the low-permeability silty sand/glacial till. Shallow permeable pavement could work in certain areas and depths at the site, but we recommend that any infiltration systems for concentrated flow (roof runoff) or excavated infiltration systems (drywells/trenches) be avoided as the clearance to the glacial till is not available in most areas of the site. Additionally, no infiltration system should be located within 75 feet of the retaining wall at the south edge of the property. In our opinion, a design infiltration rate of 2 inches per hour can be can be used for the permeable pavement infiltration. The erosion control measures needed during the site development will depend heavily on the weather conditions that are encountered. We anticipate that a silt fence will be needed around the downslope sides of any cleared areas. Existing pavements, ground cover, and landscaping should be left in place wherever possible to minimize the amount of exposed soil. Rocked staging areas and construction access roads should be provided to reduce the amount of soil or mud carried off the property by trucks and equipment. Wherever possible, the access roads should follow the alignment of planned pavements. Trucks should not be allowed to drive off of the rock-covered areas. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following clearing or rough grading, it may be necessary to mulch or hydroseed bare areas that will not be immediately covered with landscaping or an impervious surface. On most construction projects, it is necessary to periodically maintain or modify temporary erosion control measures to address specific site and weather conditions. The drainage and/or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Water vapor also results from occupant uses, such as cooking and bathing. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems with flooring systems, excessively moist air within occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of the occupants. The designer or architect must consider the potential vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or mechanical, to prevent a build up of excessive water vapor within the planned structure. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. GEOTECH CONSULTANTS, INC. Renton Housing Authority October 15, 2015 JN 15342 Page4 We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. SEISMIC CONSIDERATIONS In accordance with the International Building Code (IBC), the site soil profile within 100 feet of the ground surface is best represented by Site Class Type D (Stiff Site Class). As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (S,) and 1.0 second period (S1) equals 1.43g and 0.54g, respectively. The IBC states that a site-specific seismic study need not be performed provided that the peak ground acceleration be equal to Sos/2.5, where Sos is determined in ASCE 7. It is noted that Sos is equal to 2/3SMs. SMs equals F, times Ss. where F, is determined in Table 11.4-1. For our site, F, = 1.0. The calculated peak ground acceleration that we utilized for the seismic-related parameters (earth pressures and seismic surcharges) of this report equals 0.38g. The site soils are not susceptible to seismic liquefaction because of their medium-dense to dense nature and the absence of near-surface groundwater. CONVENTIONAL FOUNDATIONS The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed, medium-dense, native soil. We recommend that continuous and individual spread footings have minimum widths of 12 and 16 inches, respectively. Exterior footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface for protection against frost and erosion. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. An allowable bearing pressure of 2,500 pounds per square foot (psf) is appropriate for footings supported on competent native soil. A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post-construction settlement of footings founded on competent native soil will be about one-inch, with differential settlements on the order of one-half-inch in a distance of 30 feet along a continuous footing with a uniform load. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level, well-compacted fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: I -------------- ! P\R\\IFtFR t LTt\l.\lE . YALlE Coefficient of Friction 0.45 Passive Earth Pressure 350 pct Where: pcf is Pounds per Cubic Foot, and Passive Earth Pressure is computed using the equivalent fluid density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. GEOTECH CONSULTANTS. INC. Renton Housing Authority October 15, 2015 FOUNDATION AND RETAINING WALLS JN 15342 Page 5 Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill: I -~ P-\R \\IE I ER ' \ \I l F Active Earth Pressure * 35 pcf Passive Earth Pressure 350 pcf Coefficient of Friction 0.45 Soil Unit Weight 130 pcf Where: pcf is Pounds per Cubic Foot, and Active and Passive Earth Pressures are computed using the equivalent fluid pressures. * For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The values given above are to be used to design only permanent foundation and retaining walls that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry. It is not appropriate to use the above earth pressures and soil unit weight to back-calculate soil strength parameters for design of other types of retaining walls, such as soldier pile, reinforced earth, modular or soil nail walls. We can assist with design of these types of walls, if desired. The passive pressure given is appropriate only for a shear key poured directly against undisturbed native soil, or for the depth of level, well-compacted fill placed in front of a retaining or foundation wall. The values for friction and passive resistance are ultimate values and do not include a safety factor. Restrained wall soil parameters should be utilized for a distance of 1.5 limes the wall height from corners or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. Wall Pressures Due to Seismic Forces The surcharge wall loads that could be imposed by the design earthquake can be modeled by adding a uniform lateral pressure to the above-recommended active pressure. The recommended surcharge pressure is 8H pounds per square foot (psi), where H is the design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can be reduced to 1.2 for the seismic analysis. Retaining Wall Backfill and Waterproofing Backfill placed behind retaining or foundation walls should be coarse, free-draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and GEOTECH CONSULTANTS, INC. Renton Housing Authority October 15, 2015 JN 15342 Page 6 have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the native sand or silty sand is used as backfill, a drainage composite similar to Miradrain 6000 should be placed against the backfilled retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. Free-draining backfill or gravel should be used for the entire width of the backfill where seepage is encountered.)) For increased protection, drainage composites should be placed along cut slope faces, and the walls should be backfilled entirely with free-draining soil. The later section entitled Drainage Considerations should also be reviewed for recommendations related to subsurface drainage behind foundation and retaining walls. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. Also, subsurface drainage systems are not intended to handle large volumes of water from surface runoff. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. Water percolating through pervious surfaces (pavers, gravel, permeable pavement, etc.) must also be prevented from flowing toward walls or into the backfill zone. The compacted subgrade below pervious surfaces and any associated drainage layer should therefore be sloped away. Alternatively, a membrane and subsurface collection system could be provided below a pervious surface. It is critical that the wall backfill be placed in lifts and be properly compacted, in order for the above- recommended design earth pressures to be appropriate. The wall design criteria assume that the backfill will be well-compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand-operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. The section entitled General Earthwork and Structural Fill contains additional recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof below-grade walls, or to prevent the formation of mold, mildew or fungi in interior spaces. Over time, the performance of subsurface drainage systems can degrade, subsurface groundwater flow patterns can change, and utilities can break or develop leaks. Therefore, waterproofing should be provided where future seepage through the walls is not acceptable. This typically includes limiting cold-joints and wall penetrations, and using bentonite panels or membranes on the outside of the walls. There are a variety of different waterproofing materials and systems, which should be installed by an experienced contractor familiar with the anticipated construction and subsurface conditions. Applying a thin coat of asphalt emulsion to the outside face of a wall is not considered waterproofing, and will only help to reduce moisture generated from water vapor or capillary action from seeping through the concrete. As with any project, adequate ventilation of basement and crawl space areas is important to prevent a build up of water vapor that is commonly transmitted through concrete walls from the surrounding soil, even when seepage is not present. This is appropriate even when waterproofing is applied to the outside of foundation and retaining walls. We recommend that you contact an experienced envelope consultant if detailed recommendations or specifications related to waterproofing design, or minimizing the potential for infestations of mold and mildew are desired. The General, Slabs-On-Grade, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. SLABS-ON-GRADE The building floors can be constructed as slabs-on-grade atop competent native soil, or on structural fill. The subgrade soil must be in a firm, non-yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with select, imported structural fill. GEOTECH CONSULTANTS, INC Renton Housing Authority October 15, 2015 JN 15342 Page 7 Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. This can affect moisture-sensitive flooring, cause imperfections or damage to the slab, or simply allow excessive water vapor into the space above the slab. All interior slabs-on- grade should be underlain by a capillary break drainage layer consisting of a minimum 4-inch thickness of clean gravel or crushed rock that has a fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the No. 4 sieve) of no more than 10 percent. Pea gravel or crushed rock are typically used for this layer. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on-grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture-sensitive equipment or products. ACI also notes that vapor retarders such as 6-mil plastic sheeting have been used in the past, but are now recommending a minimum 10-mil thickness for better durability and long term performance. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where vapor retarders are used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.01 perms when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. The General, Permanent Foundation and Retaining Walls, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. EXCAVATIONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height should not be excavated at an inclination steeper than 1 :1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. The above-recommended temporary slope inclination is based on the conditions exposed in our explorations, and on what has been successful at other sites with similar soil conditions. It is possible that variations in soil and groundwater conditions will require modifications to the inclination at which temporary slopes can stand. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. It is also important that surface runoff be directed away from the top of temporary slope cuts. Cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sand or loose soil can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement-sensitive utilities are located nearby. All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V). Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. GEOTECH CONSULTANTS, INC. Renton Housing Authority October 15, 2015 DRAINAGE CONSIDERATIONS JN 15342 Page 8 Footing drains should be used where: (1) crawl spaces or basements will be below a structure; (2) a slab is below the outside grade; or, (3) the outside grade does not slope downward from a building. Drains should also be placed at the base of all earth-retaining walls. These drains should be surrounded by at least 6 inches of 1-inch-minus, washed rock that is encircled with non-woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a crawl space. The discharge pipe for subsurface drains should be sloped for flow to the outlet point. Roof and surface water drains must not discharge into the foundation drain system. A typical drain detail is attached to this report as Plate 10. For the best long-term performance, perforated PVC pipe is recommended for all subsurface drains. As a minimum, a vapor retarder, as defined in the Slabs-On-Grade section, should be provided in any crawl space area to limit the transmission of water vapor from the underlying soils. Crawl space grades are sometimes left near the elevation of the bottom of the footings. As a result, an outlet drain is recommended for all crawl spaces to prevent an accumulation of any water that may bypass the footing drains. Providing even a few inches of free draining gravel underneath the vapor retarder limits the potential for seepage to build up on top of the vapor retarder. No groundwater was observed during our field work. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to buildings should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. A discussion of grading and drainage related to pervious surfaces near walls and structures is contained in the Foundation and Retaining Walls section PAVEMENT AREAS The pavement section may be supported on competent, native soil or on structural fill compacted to a 95 percent density. The pavement subgrade must be in a stable, non-yielding condition at the time of paving. Granular structural fill or geotextile fabric may be needed to stabilize soft, wet, or unstable areas. To evaluate pavement subgrade strength, we recommend that a proof roll be completed with a loaded dump truck immediately before paving. In most instances where unstable subgrade conditions are encountered, an additional 12 inches of granular structural fill will stabilize the subgrade, except for very soft areas where additional fill could be required. The subgrade should be evaluated by Geotech Consultants, Inc., after the site is stripped and cut to grade. Recommendations for the compaction of structural fill beneath pavements are given in the section entitled General Earthwork and Structural Fill. The performance of site pavements is directly related to the strength and stability of the underlying subgrade. The pavement for lightly loaded traffic and parking areas should consist of 2 inches of asphalt concrete (AC) over 4 inches of crushed rock base (CRB) or 3 inches of asphalt-treated base (ATB). We recommend providing heavily loaded areas with 3 inches of AC over 6 inches of CRB or 4 inches of ATB. Heavily loaded areas are typically main driveways, dumpster sites, or areas with truck traffic. Increased maintenance and more frequent repairs should be expected if thinner pavement sections are used. Water from planter areas and other sources should not be allowed to infiltrate into the pavement subgrade. The pavement section recommendations and guidelines presented in this report are based on our experience in the area and on what has been successful in similar situations. ((We can provide recommendations based on expected traffic loads and California Bearing Ratio (CBR) tests, if requested.)) As with any pavements, some maintenance and repair of limited areas can be expected as the pavement ages. Cracks in the pavement should be sealed as soon as possible after they become evident, in order to reduce the potential for GEOTECH CONSULTANTS, INC. Renton Housing Authority October 15, 2015 JN 15342 Page 9 degradation of the subgrade from infiltration of surface water. For the same reason, it is also prudent to seal the surface of the pavement after it has been in use for several years. To provide for a design without the need for any maintenance or repair would be uneconomical. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. It is important that existing foundations be removed before site development. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: I --- , LO( \ 110'\ OI HLL \11\1\ll \IR• 1 \ 11\ f PLHF\lt'\I ' < 0\11' \( 110, Beneath slabs or 95% walkwavs Filled slopes and behind 90% retainina walls 95% for upper 12 inches of Beneath pavements subgrade; 90% below that level Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557-91 (Modified Proctor). Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three-quarter-inch sieve. LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test pits are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking samples in test GEOTECH CONSULTANTS, INC. Renton Housing Authority October 15, 2015 JN 15342 Page 10 pits. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of Renton Housing Authority and its representatives for specific application to this project and site. Our conclusions and recommendations are professional opinions derived in accordance with our understanding of current local standards of practice, and within the scope of our services. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we actually observe. It is still the responsibility of your contractor or on-site construction team to verify that our recommendations are being followed, whether we are present at the site or not. The scope of our work did not include an environmental assessment, but we can provide this service, if requested. The following plates are attached to complete this report: Plate 1 Plate 2 Plates 3 -7 Plates 8 -9 Plate 10 Vicinity Map Site Exploration Plan Test Pit Logs Test Hole Logs Typical Footing Drain Detail GEOTECH CONSULTANTS. INC. Renton Housing Authority October 15, 2015 JN 15342 Page 11 We appreciate the opportunity to be of service on this project. Please contact us if you have any questions, or if we can be of further assistance. TRC/JHS:at Respectfully submitted, James H. Strange, Jr., P.E. Associate GEOTECH CONSULTANTS, INC. GEOTECH CONSULTANTS, INC. NORTH (Source: Microsoft MapPoint, 2013) VICINITY MAP 1144 -1158 Harrington Avenue NE Renton, Washington 'Job No: 15342 I Date: Oct. 2015 GEOTECH CONSULTANTS. INC. NORTH 4 1 I v , -·~•·-·--··· --;·,• ···v······~, --~---"-•-,~--··---------··· ...... ------··--•-·---·-•~,............--,~ .. --- L.LJ z L.LJ > <( z 0 1-- (.!J z a: a: <( :r: Legend: ,' Giiil Test Pit Location ~ Test Hole Location GEOTECH CONSULTANTS, INC. TP-7 Giiil SITE TH-2 " --· TP-4 Giiil TP-5 TP-3 Giiil Giiil I " _I I TH-1 . ' "~p~ SITE EXPLORATION PLAN 1144 -1158 Harrington Avenue NE Renton, Washington I Job No: I Date: . 15342 Oct 2015 No Scale I Plate: GEOTECH CONSULTANTS. INC. 2 ".\ ,e •\;;, TEST PIT 1 ~· . .,,.1 ~ '-e' f ~o' ,l,-0° ~~ .e c,'J Description ,;P c,0 "',if) \)<:, --r-~.,,c-c-_o_v_er topsoil ·--· -... '.§!: Brown SAND, fine to coarse-grained, moist, loose -~,."c O Q ----------· ------:,1µ Brown slightly silty SAND with gravel, fine to coarse-grained, moist, medium-dense -SM ... , . -becomes dense Ii 5 ..._ ... * Test Pit terminated at 5 feet on August 25, 2015 . * No groundwater seepage was observed during excavation. ~ * No caving observed during excavation . ... ... 10-- ".\ ,0 ,1;;, TEST PIT 2 ~· . ~'(! ;:.' '-~0' R>S' ,J,o' ;:.'e ~'I> .0 c,'J Description 00 0o A...,§' 0<:J Grass over topsoil -=§r, , __ ~----·--------- Brown SAND with gravel, fine to coarse-grained, moist. loose to medium-dense ... .'\~ "~~ .fl, ... ~. ---····•~•·-·-•·-·-·es -------~----- Gray-brown slightly silty SAND with gravel, fine to coarse-grained, moist, ~ medium-dense -becomes dense 5 ..... (lfl.,:J ... * Test Pit terminated at 5.5 feet on August 25, 2015. * No groundwater seepage was observed during excavation. -* No caving observed during excavation. -... 10- ~ti TEST PIT LOG GEOTECH 1144 -1158 Harrington Avenue Northeast CONSULTANTS, INC. Renton, Washington ~ . I Date: I Logged by: I Plate: Job -15342 Oct. 2015 TRC 3 GEOTECH CONSULTANTS, INC. 5 10 5 10 TEST PIT 3 Description Grass over topsoil l;~r<. Gray-brown SAND with gravel, fine to coarse-grained, moist, medium-dense ?o~ o_.. ~ g • "i o o"'o o' :, ci p ci"• '" 0 ,,o:\~\'-'! ! ifo~ 0 C"' ~.,, D C., oO 0 0 -reduced gravel content, becomes gray ·, ----· ·------- Gray-brown silty SAND with gravel, fine to coarse-grained, moist, medium-dense -becomes dense * Test Pit terminated at 7.5 feet on August 25, 2015. • No groundwater seepage was observed during excavation. • No caving observed during excavation. TEST PIT 4 Description Grass over topsoil ~------------------------· 'i, o•o O ~"t:~; ;i~ i O t~ C, o Ccie/0 ~· "~ ".c;,t Gray-brown SAND with gravel, fine to coarse-grained, moist, medium-dense -reduced gravel content, becomes gray ~~·r·\~c"· ~---·"r:::-::J Gray-brown siity SAND with gravel, fine to coarse-grainea,· moisC medium-dense i~J !! !i' ! -becomes dense * Test Pit terminated at 8 feet on August 25, 2015. • No groundwater seepage was observed during excavation. • No caving observed during excavation. TEST PIT LOG GEOTECH CONSULTANTS, INC. 1144 -1158 Harrington Avenue Northeast Renton, Washington Job Date: Logged by: Plate: 15342 Oct. 2015 TRC 4 GEOTECH CONSULTANTS, INC. '\ ,• ,1;"\ TEST PIT 5 ~ ,},:; <:-' '-,e' f ~o' 0'0 ~'I> ,.e 0<:, Description <;l 00 ,.._if) \)CJ Grass over topsoil .. JEl -~--·---. - Gray-brown SAND with gravel, fine to coarse-grained, moist, loose to medium-dense .. . '; ~ . .. * Test Pit terminated at 2.5 feet on August 25, 2015 . .. * No groundwater seepage was observed during excavation. 5 .-* No caving observed during excavation. .. - - - 10- '\ ,e ,1;"\ TEST PIT 6 ~-. ,},:; ;:.' '-,e' f ~o' 0'0 ~'I> ·,i 0<:, Description <;} cP -1,1> vs .,~ o r ~ Gravel over: .. ,Js~l-Gray-brown SAND with gravel, fine to coarse-grained, moist, medium-dense "...,,.c,a , -~ oOQ {} . "_ l'( ~;_; -reduced gravel content, becomes gray -(?~~ :· ., t/'~t~ -C,, '-'a~J p" .• 0 5 -.1:i0 t;;~ i\i!~~o -r~ • ----------------·.~·· Rust-brown mottled gray-brown silty SAND with gravel, fine to coarse-grained, moist, -medium-dense 1w··· -* Test Pit terminated at 7.8 feet on August 25, 2015. -* No groundwater seepage was observed during excavation. 10 --* No caving observed during excavation. ~*1 TEST PIT LOG GEOTECH 1144 -1158 Harrington Avenue Northeast CONSULTANTS, INC. Renton, Washington ~ • Job I Date: I Logged by: I Plate: -, 15342 Oct. 2015 TRC 5 GEOTECH CONSULTANTS, INC. 5 10 5 10 t $ TEST PIT 7 Description Grass over topsoil 1~~4---{~~ r Brown SAND with gravel, fine to coarse-grained, moist, loose to medium-dense n o "n ,,,,i:,,,, ~ fl i. -c''~ ,, an~,/c~s ""'~ ~<>"~ "' "' o a ~· ;fcO. -becomes medium-dense * Test Pit terminated at 6 feet on August 25, 2015. • No groundwater seepage was observed during excavation. • No caving observed during excavation. TEST PIT 8 Description Grass over topsoil Gray-brown SAND with gravel, fine to coarse-grained, moist, medium-dense • Test Pit terminated at 4 feet on August 25, 2015. * No groundwater seepage was observed during excavation. * No caving observed during excavation. GEOTECH CONSULTANTS, INC. '9----- TEST PIT LOG 1144 -1158 Harrington Avenue Northeast Renton, Washington Job Date: Logged by: Plate: 15342 Oct. 2015 TRC 6 L:lt:.Ult:.L.H 1.,.;UN;:jULIANl;::i, ING. ' ,e ~\"' TEST PIT 9 ~· .~-s ~ el rf ~o''> ,:-4;< ..:f',§ ,e 0"" Description ,l c,0 '\~ \)'3 "" Grass over topsoil :§l ------------- Gray-brown SAND with gravel, fine to coarse-grained, moist, medium-dense -k, ~ 0 '"~ ~ .,:\~~c'. g' -,% • ,"'c "' --------: 10.:11.~ I Gray-brown slightly silty SAND with gravel, fine to coarse-grained, moist, dense 5 -* Test Pit terminated at 4 feet on August 25, 2015. * No groundwater seepage was observed during excavation. -* No caving observed during excavation. - - - 10 --- ' 10 ,1;;,, TEST PIT 10 ~ ·~',s ;:.'' el l ~o' r-'e ..:f'.,~ ,e 0c, Oescn'ption ,l c,0 '\ .,-o \) '3 FILL -Grass over brown silty SAND with gravel, fine to coarse-grained, moist, loose (FILL) ---------------------------·---- "" Topsoil f---,.,;:---.--_..,..,, ---------------... ]SWI: Gray-brown SAND with gravel, fine to coarse-grained, moist, medium-dense ---------·-"-. --------... ..rhtf / Gray-brown slightly silty SAND with gravel, fine to coarse-grained, moist, dense 5 -• Test Pit terminated at 4.5 feet on August 25, 2015. ... * No groundwater seepage was observed during excavation . -• No caving observed during excavation. -- 10 - ~t, TEST PIT LOG GEOTECH 1144 -1158 Harrington Avenue Northeast CONSULTANTS, INC. Renton, Washington ~ '1=-> Job I Date: I Logged by: I Plate: 15342 Oct. 2015 TRC 7 GEOTECH CONSULTANTS, INC. ), ,e (l;i. TEST HOLE 1 ~-·'i>~,s ~ e' R'<S' ~o' ,:,l" ~'I>~ ,0 c,°" Description (;0 cf' '\ 'II'<) ,§i Grass over topsoil "" '.8, ------- Brown SAND with gravel, fine to coarse-grained, moist, loose to medium-dense "" :r,r';,; ~ -becomes medium-dense and gray-brown ... .. • Test Hole terminated at 3 feet on September 14, 2015 . • No groundwater seepage was observed during excavation. 5 -• No caving observed during excavation. "" "" ... - 10- ), j,0 •l;i. TEST HOLE 2 ~-·'i>~., ~, ~e' ,s:, ~o' ~e<i' ~'II ,e 0c, <:l<:/ 0 0<1-, ~ \JS Description "" Grass over topsoil "" ';~; Brown SAND with gravel, fine to coarse-grained, moist, loose to medium-dense },;,.}\~. a -becomes medium-dense "" , •• I' .~(b '°<> ~ Ri . ...,,~ "~ ~ a, Grav sil~• SAND with nravel fine to coarse-nrained moist dense ---... 5 -• Test Hole terminated at 4 feet on September 14, 2015. • No groundwater seepage was observed during excavation. ... * No caving observed during excavation . ... .. - 10- ~t, TEST HOLE LOG GEOTECH 1144 -1158 Harrington Avenue Northeast CONSULTANTS, INC. Renton, Washington ~ ~ IJob I Date: I Loggedr% I Plate: a I ye 15342 : Oct. 2015 GEOTECH CONSULTANTS. INC. - .... .... "" 5 ,.... ... - - - 10 - TEST HOLE 3 Description One foot of shredded bark over geotextile over 3 inches of gravel over geotextile 1-=-1------~-------. --------. ---'I sw f, Gray-brown SAND with_g~avel, fine to coarse-grained, moist, loose to medium-dense ' 0 " '' • / Grav siltv SAND with oraver:lrne to coarse=arained moist meaium-dense·!o dense * Test Hole terminated at 2.7 feet on September 14, 2015. * No groundwater seepage was observed during excavation. * No caving observed during excavation. ~t, ~~~TI!iEINll. TEST HOLE LOG 1144 -1158 Harrington Avenue Northeast Renton, Washington ,~l:,;.,,,e,~r==-Jab 1 Date: !Logged by: IP/ate: 15342 Oct. 2015 TRC 9 GEOTECH CONSULTANTS, INC. Slope backfill away from foundation. Provide surface drains where necessary. Backfill (See text for requirements) Tightline Roof Drain (Do not connect to footing drain) Washed Rock (7/8" min. size) Nonwoven Geotextile Filter Fabric NOTES: 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) Vapor Retarder/Barrier and Capillary Break/Drainage Layer (Refer to Report text) (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage, waterproofing, and slab considerations. GEOTECH CONSULTANTS, INC. FOOTING DRAIN DETAIL 1144 -1158 Harrington Avenue NE Renton, Washington ' Job No: I Date: • 15342 Oct. 2015 GEOTECH CONSULTANTS, INC. APPENDIXB PROJECT PLANS AND SURVEY RHA Sunset Court Apartments, MIGISvR #15030 Technical Infonnation Report Appendice.<.. January 13, 2016 PAGE LEFT INTENTIONALLY BLANK RHA Sunset Court Apartments, MIGISvR #15030 Technical Information Report Appendices January 13, 2016 w ~ z t;i ~ Q. l l l ) t ! l r -I t~ -l ~ l\tl d!-J lJ t~ t~ il H ~; i:~ \ '1i "'S\ -i ;~ 1;~ li~ H I #1/ I .... _r --~ ---- -_ _ _ GLENt:JWOO_D -1~-NE -1 ·, '> ',.";.. . . ;:t t~°'" ,. .. . UlT "" ROW LI" ;,..;,· -" .. t,1 ' ~·, ~ > .• ,.,\ ",! -• -~ I -==~-~ , .. ,~--- LOT LINE I t"t o/ tf u ~.-/ ~"fl .-' . ,.. I . '· 1 .:: .:: ' i , .,. ' I i~.1-j' " I I _ __,~--I 6" STORM DRl>.IN 6" STORM DRAIN 5· STORM DRAIN :;"z !j:. I ,, _ ,. '· f ' ~ •, ., ! I I I I . ~ I I l I ~I ~,; ~I I Q I .'• 11 . 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RECORDS ~ COl.NTY fY l<ING, W"SH1MG1Ctl DAI[ 1/08/2 0 15 lASI REVISED 8/20/20 15 SCALE 1 '' ~ 20' BOUNDARY & TOPOGRAPHIC S U RVEY F OR PROJECT NO RHA-20 1 4.0 1 SURv£Y T(AM JO/ROBO nnD BOOI< RR RENTON HOUSING AUTHORllY PORTION OF: NW I /4. N W I /4 . S ECTION 09, T . 23 N ., R. 05 E.. W .M. SHEET_l_ O F _l _ APPENDIXC STORMW ATER MODELING REPORTS KCRTS Report for Detention Vault Sizing WWHM Screenshots for Bioretention Planter Water Quality Sizing RHA Sunset Court Apartments, MIGISvR #15030 Technical Information Report Appendices January 13, 2016 PAGE LEFT INTENTIONALLY BLANK RHA Sunset Court Apartments, MIGISvR #15030 Technical Information Report Appendices January 13, 2016 KCRTS Report for Detention Vault Sizing Vault.exc KCRTS Program ... Fi le Directory: C:\KC_SWDM\K _DATA\ [CJ CREATE a new Time Series ST 0.00 0.00 0.000000 0.00 0.00 0.000000 1 . 52 0.00 0.000000 0.00 0.00 0.000000 0.00 0.00 0.000000 0.00 0.00 0.000000 0.00 0.00 0.000000 0.40 0.00 0.000000 predeveloped T .tsf 1. 00000 T [CJ CREATE a new Time Series ST 0.00 0.00 0.000000 0.00 0.00 0.000000 0.73 0.00 0.000000 0.00 0.00 0.000000 0.00 0.00 0.000000 0.00 0.00 0.000000 0.00 0.00 0.000000 1 . 19 0.00 0.000000 developed.tsf T 1. 00000 T [Tl Enter the Analysis TOOLS Module [Pl Compute PEAKS and Flow Frequencies developed.tsf developed.pks [Pl Compute PEAKS and Flow Frequencies predeveloped.tsf predeveloped.pks [R] RETURN to Previous Menu [Tl Enter the Analysis TOOLS Module [Pl Compute PEAKS and Flow Frequencies predeveloped.tsf gredeveloped.pks [Pl Compute PEAKS and Flow Frequencies developed.tsf developed.pks [R] RETURN to Previous Menu Ti 11 Forest Ti 11 Pasture Ti 11 Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious Ti 11 Forest Ti 11 Pasture Ti 11 Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious [Fl Size a Retention/Detention FACILITY Manual Design vau It. rdf 5 Route Time Series O Return to Main Menu [X] eXit KCRTS Program Page 1 Retention/Detention Facility Type of Facility: Detention Vault Facility Length: Facility Width: Facility Area: Effective Storage Depth: Stage O Elevation: Storage Volume: Riser Head: Riser Diameter: Number of orifices: Orifice# 1 2 Height (ft) 0.00 3.00 41. 51 41. 51 1723. 4.00 0.00 6892. 4.00 18.00 2 Diameter (in) 2.06 3.21 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage ft ft sq. ft ft ft cu. ft ft inches Full Head Pipe Discharge (CFS) 0.230 0.280 Diameter (in) 6.0 Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs I (cfs) 0.00 0.00 0. 0.000 0.000 0.00 0.02 0.02 35. 0. 00 l 0.017 0.00 0.04 0.04 69. 0.002 0.024 0.00 0.06 0.06 103. 0.002 0.029 0.00 0.09 0.09 155. 0.004 0.034 0.00 0.11 0 .11 190. 0.004 0.038 0.00 0.13 0.13 224. 0.005 0.041 0.00 0.15 0.15 259. 0.006 0.045 0.00 0 .17 0.17 293. 0.007 0.048 0.00 0 .27 0.27 465. O. Oll 0. 060 0.00 0.37 0.37 638. 0.015 0.070 0.00 0.47 0.47 810. 0.019 0.079 0.00 0.57 0.57 982. 0.023 0.087 0.00 0.67 0.67 ll54. 0.027 0.094 0.00 0.77 0.77 1327. 0.030 0.101 0.00 0.87 0.87 1499. 0.034 0.107 0.00 0.97 0. 97 1671. 0.038 0 .113 0.00 1. 07 1. 07 1844. 0.042 0 .119 0.00 1.1 7 1.17 2016. 0. 04 6 0.124 0.00 1.27 1. 27 2188. 0.050 0.130 0.00 1. 37 1. 37 2361. 0.054 0.135 0.00 1. 47 1. 4 7 2533. 0.058 0.140 0.00 1. 57 1. 57 2705. 0.062 0.144 0.00 1. 67 1. 67 2877. 0.066 0.149 0.00 1. 77 1. 77 3050. 0.070 0.153 0.00 1. 87 1. 87 3222. 0.074 0.157 0.00 1. 97 1. 97 3394. 0.078 0.161 0.00 2.07 2. 07 3567. 0.082 0.166 0.00 2.17 2 .17 3739. 0.086 0.169 0.00 2. 27 2. 27 3911. 0.090 0.173 0.00 2.37 2. 37 4084. 0.094 0.177 0.00 2.47 2.47 4256. 0.098 0.181 0.00 2.57 2.57 4428. 0.102 0.184 0.00 2. 67 2. 67 4600. 0.106 0.188 0.00 2.77 2.77 4773. 0 .110 0 .191 0.00 2.87 2.87 4 945. 0 .114 0. 195 0.00 2. 97 2.97 5117. 0 .11 7 J.198 0.00 3.00 3.00 5169. 0 .119 0.199 0.00 3.03 3.03 5221. 0.120 0.203 0.00 3.07 3.07 5290. 0.121 0.212 0.00 3.10 3.10 5341. 0 .123 0.226 0.00 3.13 3.13 5393. 0.124 0.245 0.00 3.17 3.17 5462. 0.125 0.268 0.00 3.20 3.20 5514. 0.127 0.296 0.00 3.23 3.23 5565. 0 .128 0. 326 0.00 3.27 3.27 5634. 0 .129 0.353 o.co 3.30 3.30 5686. 0.131 0.363 0.00 3.40 3.40 5858. 0.134 0.390 0.00 3.50 3.50 6031. 0.138 0.413 0.00 3.60 3.60 6203. 0.142 0.435 0.00 3.70 3.70 6375. 0.146 0.456 0.00 3.80 3.80 6547. 0 .150 0.475 0.00 3.90 3. 90 6720. 0 .154 0. 4 93 C.00 4.00 4.00 6892. 0.158 0.510 0.00 4.10 4.10 7064. 0.162 0.989 0.00 4.20 4.20 7237. 0.166 1.850 0.00 4.30 4.30 7409. 0.170 2. 960 o.oc 4.40 4.40 7581. 0.174 4. 270 0.00 4. so 4.50 7754. 0. 178 5.750 0.00 4. 60 4. 60 7926. 0.182 7. 190 0.00 4.70 4.70 8098. 0.186 7.730 0.00 4.80 4.80 8271. 0.190 8.240 0.00 4.90 4.90 8443. 0.194 8. 710 0.00 5.00 5.00 8615. 0.198 9.160 0.00 5.10 5.10 8787. 0.202 9.590 0.00 5.20 5.20 8960. 0.206 10.000 0.00 5.30 5.30 9132. 0.210 10.390 0.00 5.40 5.40 9304. 0 .214 10. 770 0.00 5.50 5.50 9477. 0.218 11.130 0.00 5.60 5. 60 964 9. 0.222 11. 4 90 0.00 5.70 5.70 9821. 0. 225 11.830 0.00 5.80 5.80 9994. 0. 229 12.160 0.00 5.90 5. 90 10166. 0.233 12.490 0.00 6.00 6.00 10338. 0.237 12.800 0.00 Hyd Inflow Outflow Peak Storage Target Cale Stage Elev (Cu-Ft) (Ac-ft I 1 0. 72 0.51 0.51 4.00 4.00 6891. 0.158 2 0.38 ******* 0.25 3 .13 3.13 5395. 0.124 3 0.36 C.24 0.23 3.10 3.10 5350. 0.123 4 0.35 ******* 0.21 3.05 3.05 5256. 0.121 5 0.43 ******* 0.19 2. 60 2.60 4478. 0. l 03 6 0.37 0.16 0.15 l. 80 1.80 3106. 0. 071 ! I ----/, I ¢ 0 i -~ ,;J 1 .LI .!) ..I\ 6 i 7 c.L ~~ ~0- j) 7...-, \: 1, 2 ~~ 7 'I_} ',i) I-~ Ji 0 .J 8J <Y I L '!, t_g ... ~ ... J1 ~ ~ 6 d H : L '• ! I .. ' I -;i 6 ' .. J !i ' j ~ i - APPENDIX D CONVEYANCE SIZING R1 IA Sunset Court Apartments, MIG IS vR # 150.10 Technica l lnfonnation Report Appendices January 13, 2016 PAGE LEFT INTENTIONALLY BLANK R II J\ Sun set Court :\partmenls, MIG1SvR #15030 T echniea l Infonnation Report Appendices lilnuary 13 ,2016 ~ W,orlcsheet : Circular P·rpe -l "' --~I @) II-a.( -~ .,., ..... "! r-, .... ~ --, .. ~ .... 1 -.-~.,.. -•, .,..,..,. .~ ,. ,. n -~~-'-r·= -~ ' •., .. _ ..r.g. Uniform Flow I Gradually Varied Flow I ...1 Messages I Solve For: [ Full Flow Capacity ~] 2 Friction Method: [ Manning Formula. ~] --D --·----Roughness Coefficient: 0.010 Flow Area: 0.20 ft2 Channel Slope: 0.02000 ft/ft W etted Perimeter: 1.57 ft -· ··-- N-ormal Depth: 0.50 ft Hyd raulic Radius: 0.13 ft ·---Diameter: 0.50 ft Top W idth: 0.00 ft ----Discharge: 1.03 ft.3/s Critical Depth: 0 .48 ft Percent Full: 1 (}0 .0 % ------Critical Slope: 0.01733 ft/ft Velocity: ft/s 'I 5.25 :I Velocity Head : 0 .43 ft Specific Energy: 0.93 ft --·------· ~ Frou d e Number: 0 .00 Maximum Discharge: 1 .11 Wi s Discharge Full: 1.03 fP/s Slope Full: 0.02000 ft/ft - Flo w Type: Su bCritical 18 Calcu lation Successful. APPENDIXE DECLO RATION OF CONVENANT (To Be Provided in Future Submittal) RIIA Sunset Court Apartments, MIGISvR #15030 Technical Infom1ation Report Appendices January 13, 2016 PAGE LEFT INTENTIONALLY BLANK RHA Sunset Court Apartments, MIGISvR #15030 Technical Infonnation Report Appendices January 13, 2016 ~ Perteet Ally Community Development, LLC 505 5th Avenue S, Suite 300 Searrle, WA 98104 1.800.615.9900 / 206.436.0515 Traffic Impact Analysis Sunset Court Septernberl0,2015 1.0 Introduction The proposed townhouse development is located at the southeast corner of Harrington Avenue N and Glenwood Avenue NE in Renton, WA This site was previously approved for a 10 unit townhome but the development has been revised to increase to 50 units. The site is located just north of the Sunset Terrace neighborhood. The site is shown in Figure 1. Note that Sunset Lane is currently being redesigned. The revised alignment will create a loop road and remove Harrington Avenue N between the Sunset Lane loop. Refer to Figure 1. 2.0 Trip Generation Site generated traffic volumes were calculated using data from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 8th Edition, (2008) Trip generation rates were selected using the ITE Land Use Code 230, Residential Condominium/Townhouse. The results of this analysis are shown in Table 1. Table 1 -Trio Generation Summarv 10 Unit Average Daily Trips AM Peak-Hour Trips PM Peak-Hour Trips Townhouse Inbound Outbound Total Inbound Outbound Total Inbound Outbound Total Generation Rate 5.81 0.44 0.52 Percentage 50% 50% 100% 19% 81% 100% 64% 36% 100% Trips 29 29 58 1 4 5 3 2 5 SO Unit Average Daily Trips AM Peak-Hour Trips PM Peak-Hour Trips Townhouse Inbound Outbound Total Inbound Outbound Total Inbound Outbound Total Generation Rate 5.81 0.44 0.52 Percentage 50% 50% 100% 19% 81% 100% 64% 36% 100% Trips 145 145 291 4 18 22 17 9 26 Increase 116 116 232 3 14 17 13 7 21 The revised townhouse development is anticipated to generate 26 PM peak hour trips, 22 AM peak hour trips, and a total of 291 trips throughout the day. This is an increase of 232 vehicles per day over the previously planned 10-unit townhouse development. 3.0 Trip Distribution The townhouses will have a parking lot with two access points. One will be located off of Harrington Avenue NE and the other access point will roughly align with Harrington Place NE. It is anticipated that 30% of the site generated traffic will travel to the north with 70% traveling to the south through the reconstructed Sunset Lane. Further breakdown of the traffic assumes that 45% will continue to access Sunset Boulevard via NE 10th Street with the remaining 25% utilizing Harrington Avenue NE. These percentages for traffic distribution were developed based on existing traffic volumes and peak hour counts of the surrounding street network. The trip distribution results are shown in Figure 1. The trip assignment was calculated using existing traffic counts, by using the PM Peak Hour -ADT ratio to convert peak hour counts into ADT units. This relationship was then applied to the site generated trips to determine the PM Peak Hour values for each street and which route they were more likely to take. These Sunset Court Page 1 Traffic Impact Analysis Ally Community Development, LLC September 10, 201S File location: \\evt-files\dients\Ally Community Development, LLC\Promo Efforts\20150193 -Sunset Court TIA\TIA Stuff\ TIA sunset court -Draft.doo: results are shown in Figure 2 which reveals the anticipated increase in each turning movement due only to the new Sunset Court townhome development. 4.0 Intersection Level of Service Analysis PM peak hour traffic counts were obtained for three intersections along NE 12th Street (at Edmonds Avenue NE, at Harrington Avenue NE, and at Kirkland Avenue NE) by National Data and Surveying Services in August 2015. The remaining five intersections had turning movement counts obtained from the Sunset Boulevard project traffic report conducted by Perteet. These eight intersections are shown in Figures 2-5. The existing turning movements are shown in Figure 3. The future analysis was performed for the development's anticipated year of opening, 2017. The baseline turning movement counts were developed using a 1% annually compounding growth rate. The baseline turning movements are shown in Figure 4. Following the development of the baseline turning movements, the trips generated from the proposed development were added to the 2017 baseline condition to reach the future conditions after development and are shown in Figure 5. The existing, baseline, and future scenarios were analyzed to determine the level of service (LOS) at each intersection within the study area. The results of this analysis are shown in Table 2. Sunset Court Page 2 Traffic Impact Analysis Ally Community Development, LLC September 10, 2015 File location: \\e\lt-files\dients\Alty Community Development, LLC\Promo Efforts\20150193. Sunset Court TIA\TIA Stuff\TIA sunset court -Draft.docx 0 200 ! C e Perteet Feet 400 , , , R oad R e moval Sunset Court TIA Site Generated Traffic Distribution Figure 1 Sunset Court Page 3 Traffi c Impact Analysis Ally Community Development, LLC September 10, 2015 File location: \\evt-files\clients\Ally Community Development, LL Cl Promo Effo rts\201 50 193 -Sunset Court TIA \T IA Stuff\ TIA sunset court -Drafc.docx 8 0 300 I I Fee-: nty OOJ I NE 12TH ST O_J o---. 2--. iii ooo Site Generated Traffic Assignmen t Figure 2 Sunset Court Page 4 Traffi c Imp act Analysis Ally Co mmuni ty Deve lopment, LLC September 10, 20 15 File location : \\evr-files\dients\All y Community Development, LLC \Promo Efforts\20 150193 · Sunset Court TI A\TI A Scu ff\ TIA sunset court · Draft.d ocx 0 Q !, 2015 Ex isting " • ) '.l(X) roo Figur e 3 $ "' Perteet I I I f, Fee: t nr, Sunset Court Page 5 Tr affic Imp act Anal ys is All y Community De velopment, LLC Sept ember 10, 2015 Fi le location : \\evt -fi les\clients\Ally Com mu nity Development, LLC \Promo Effo m \20 150193 · Sunset Court TIA \TIA Scuff\TIA sunset co urt · Draft.docx .. Perteet 0 I 8 3CO Fee: NE m;:_,. 1 TI 212 ~ 24------.. Sunset Court TIA 2 017 Baseline Figure 4 <f 'i!:::::=-l"':::'::ffl:=:-v.:::-,,,,::::n~ty~-------------------------------' S unse t Cou rt Page 6 Traffic Im pact An a lys is A ll y Commu ni ty Develo pment, LLC Sep tem be r 10, 2015 Fi le location: \\evt-files\cli encs \Ally Community Deve lopment, LLC\Promo Efforts \20 150 193 -Su nset Co urr TI A\TIA Stuff\ TIA sun set co urt -Dra ft.d ocx C "' e b !: 2017 w ith Development ~ • J '.lCO oco Figu re 5 g; )( Perteet I I I .. F""' ~ n'(y Sun set Court Page 7 Tra ffic Im pact Analysis Ally Community Development, LL( September 10, 201S File location: \\evt-files \cli ents\Ally Community Development. LLC \Promo Efforts\20150193 · Sunset Court TIA \TIA Stuff\ TIA sun set court · Draft.d ocx Table 2 -LOS Analysis Summary Location 2015 2017 Baseline 2017 With Development LOS Delay (sec) LOS Delay (sec) LOS Delay (sec) Sunset & Edmonds B 11.8 B 12 .1 B 12.2 Sunset & Harrington A 5.3 A 5.3 A 5.5 Sunset & 10th B 12.3 B 12.4 B 12.7 Sunset & Kirkland A 1.3 A 1.3 A 1.3 Sunset & 12th B 18.8 B 19.3 B 19.3 12th & Kirkland A 8.7 A 8.8 A 8.8 12th & Harrington A 9.8 A 9.9 A 10 12th & Edmonds B 10.6 B 10.7 B 10.8 This summary re vea ls that the development is expected to add no more than 0.3 seconds of delay to any intersection, and in some cases none at all. This minor change in dela y will not result in a change of LOS at any of the studied intersections. 5.0 Transportation Impact Fees The intersection level of service analyses indicate that none of the studied intersections will operate at a deficient level of service. Due to this, no offsite improvements are required due to this development. The City of Renton does not specify the transportation impact fee for townhouse developments. The closest equivalent fee would be the "Condominium" land use which requires a transportation impact fee of $1,180.84 per dwelling unit. For this SO-unit development, the total transportation impact fee required is $59,042.00. 6.0 Conclusions The Sunset Court To wnhome development is proposed to have SO units ranging from one to three bedrooms. This deve lopment is expected to generate 291 additional trips per day to the existing street network. with 26 of those occurring at the PM peak hour. This development is not expected to lower the leve l of serv ice at any of the surrounding intersections included within the study area; therefore, the Renton Housing Authority will not be conditioned to provide any off-site improvements. Sunset Court Pa ge 8 Traffic Impact Analysis Ally Communiry Deve lopment, LLC September 10, 2015 File location: \\evt-files \cli ents\Ally Community Development, LLC\P ro mo Efforts\20150193 -Sunset Court TIA \TIA Stuff\TIA sunset court . Draft.docx Appendix A PM Peak Hour Traffic Counts Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 15 -2033 -001 Day: Tuesday City: Renton Date: 8/11 /2015 PM NS/EW Streets: Edmonds Avenue NE Edmonds Avenu e NE NE 12th Street NE 12th Street NORT HBOUND SO UTH BOUND EASTBOU ND WESTBOUND UTUR NS NL NT NR SL ST SR EL ET ER WL WT WR TOTA L NB SB EB WB LAN ES: 0 1 1 0 l 0 0 l 0 0 1 0 4:00 PM 3 16 6 37 19 1 0 12 6 10 17 26 153 4:15 PM 0 19 13 29 22 0 0 6 4 11 16 35 155 4:30 PM 4 19 10 36 18 1 3 6 3 14 14 31 159 4:45 PM 4 23 10 26 25 2 0 4 I 7 12 34 14 8 5 :00 PM 7 23 7 40 22 2 1 13 1 10 15 36 177 5 :15 PM 6 26 10 30 24 2 0 6 2 12 24 44 186 5:30 PM 5 36 13 47 36 0 1 12 3 7 10 37 207 5:45 PM 2 28 13 40 14 0 0 13 6 12 16 47 191 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL I NB I SB I EB I WB TOTAL VOLUMES : I 31 190 82 285 180 8 s 72 26 83 124 290 1376 0 0 0 0 APPROACH 0/o's: 10.23% 62.71% 27.0 6% 60.25% 38.05% 1.69% 4.85% 69.90% 25.24% 16.70% 24.95% 58 .35% PEAK HR START TIME : SOOPM I TOTAL PEAK HR VOL: 20 113 43 115 7 96 4 I 2 44 12 I 41 65 164 761 PEAK HR FACTOR : 0 .815 0.774 0.763 0 .844 0 .9 19 CONTROL : All Way Stop Date Day : 811 1/2015 Tuesda~ w z ., :, C ., A ~ "' "O C 0 E .., w NE 12th Str eet 0 000.t 000-+ 0 800~ NOON PM Start End AM NOON PM 4 00 PM 600 PM Total Ins & Outs ITM Peak Hour Summary Prepared by: NDS National Data • surveying services Lann 0 1 0 All888 ~ All NOON8 0 8 ~NOON PM QG G ~ PM ., ' ~ Lt Northbound Approach Project # lS.2033-00 1 Re nton AM Peak Hour NOON Peak Hour PM Peak Hour 500 PM AM NOON PM La,,.. "-00G 0 ~000 .,-0 0 G 0 Total Volume Per Leg Intersection Turning Movement P repared by: National Data & Surveying Services Project ID: l 5·2033-002 Day: Tuesday City: Renton D ate: 8/11 /2015 PM NS/EW Streets: Harrington Avenue NE Hanington Avenue NE NE 12th Street NE 12th Street NORTH BOUND SOUTHBOUND EASTBOUND WESTBOUND UTURNS N L NT N R SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES: 0 I 0 0 l 0 0 1 0 0 l 0 4:00 PM 12 5 2 5 2 I 2 53 3 6 41 4 136 4:15 PM 5 4 l 4 l 2 2 36 4 5 58 6 128 4:30 PM 4 3 3 3 0 l 4 46 7 4 53 9 137 4:45 PM 6 3 I 2 2 0 l 31 6 7 47 8 114 5:00 PM 10 5 3 12 3 l I 51 3 2 54 7 152 5 :1 5 PM 7 0 4 6 2 7 3 41 5 3 66 12 156 5:30 PM 6 6 3 6 3 2 3 58 9 0 49 6 15 1 5:45 PM 8 4 4 4 l 3 l 58 7 4 63 4 161 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL I I NB I SB I EB I WB TOTAL VOLUMES : I 58 30 2 1 4 2 14 17 17 374 44 3 1 4 31 56 1135 0 0 0 0 APPROACH 0/o's: 53.2 1% 27.52% 19.27% 57.53% 19.18% 23.29% 3.91 % 85.98% 10.11% 5.98% 83.20% 10.8 1% PEAK HR START TIME : 500 PM I TOTAL PEAK HR VOL: 31 15 14 I 28 9 13 I 8 208 24 I 9 232 29 620 PEAK HR FACTOR : 0.833 0.781 0.857 0.833 0 .963 CONTROL : All Way St op Date: Day: 8i 11/20 15 Tuesdai LU z ! C: .. > A <( C: 0 '6, .§ :. :I: NE 12th Street 0 8 ~ [Q.I" 1 888• 0 8 8 0"1. Lann AM NOON PM StJrt End AM NOON PM 4:00 PM 6 00 PM Tota l Ins & Outs ITM Peak Hour Summary Prepared by: N~S National Data & surveying Services Lanes 0 0 AM 888 ~ AM NOON8 88 ~NOON PM G~G ~ PM ~ ' ~ LJ .. t ,. 888AIII 8 8 8NOON 0 0 Lann Northbound Approach Project#. 15-2033-002 City Renton AM Peak Hour NOON Peak Hour PM Peak Hour 500 PM AM NOON PM Lanes "-8 8 0 ° •88G 1 ,r88~ 0 Total Volume Per Leg -------------------Intersection Turning Movement P rep a red by: National Data & Surveying Services Proj ect ID : 15-2033-003 Da y : Tuesday City: Renton Date: 8/11 /2015 PM NS /EW Streets: Kirkl and Avenue NE Kirkla nd Avenue NE NE 12th Street NE 12th Street NORTHBOUN D SOUTHBOUND EASTBOU ND WESTBOU ND UTURNS NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES : 0 1 0 0 1 0 0 2 0 0 2 0 4:00 PM 9 5 0 7 10 3 10 53 5 1 46 4 153 4:15 PM 5 8 0 15 9 3 3 45 4 1 56 7 156 4:30 PM 4 5 0 9 2 5 8 42 7 0 60 5 147 4 :45 PM 2 7 1 11 6 3 3 38 2 0 62 8 143 5:00 PM 6 12 0 9 10 0 4 55 8 2 44 10 160 5:15 PM 6 9 0 13 9 6 6 46 7 5 71 7 185 5 :30 PM 6 9 1 9 7 8 1 62 10 1 46 8 168 5 :45 PM 9 9 2 8 7 8 8 51 9 3 57 5 176 NL NT NR SL ST SR El ET ER WL WT WR TOTA L I NB I SB I EB I WB TOTAL VOLUMES : I 47 64 4 81 60 36 43 392 52 13 442 54 1288 0 0 0 0 APPROACH %'s : 40.87% 55.65% 3 .48% 45 .76% 33.90% 20.34% 8.83% 80 .49 % 10.68% 2.55% 86.84% 10.61 % PEAK HR START TIME : SOOPM I TOTAL P£AKHRVOL : 27 39 3 I 39 33 22 I 19 214 34 I 11 218 3 0 689 PEAK HR FACTOR : 0.863 0 .839 0.914 0.780 0 .931 CONTROL : All Way Stop Date: Day· ITM Peak Hour Summary Prepared by: NDS National Data • Surveying Services Kirkland Avenue NE and NE 12th Street I Renton 8/11 12015 Tuesday w z Q) :, C Q) A > < 'C C .. ~ :.: NE 12th Street AM NOON PII CJ CJ B¢:::J 0 880-" 2 88G ... 0 0 8 0"\, NOON PM Start En d AM NOON PM 4'CIO PM 6:00 PM Total Ins & Outs Lann 0 1 0 AM888 ~ AM NOON8 88 c.QNOON GG0 ~ PM PM ., ' ~ 11" .0. ._ t r AM ~ 888AM NOON~ 8 GJ GJNOON PM~ 0 0DPII 0 0 La- Northbound Approach Project # City 15-2033-003 Renton AM Pe ak Hour NOON Peak H our PM Peak Hour 500 PM AM NOON PM Laneo "-880 ° •888 2 ,r8 8 G 0 ~CJCJB AM NOON PM Total Volume Per Leg I I I I I I I I I I I I I I I I I I I I I I I I I Appendix B Synchro Calculation Worksheets I I I I I I I I I I I I I HCM 2010 AWS C 3 7 3 : Ed m o n ds A V NE & N E 12th St Intersecti on Intersection Delay , s/veh 10.7 Intersection LOS B Movement EBU EBL Vo l, veh/h 0 2 Peak Hour Factor 0.90 0.90 Heavy Vehicles, % 2 2 Mvmt Flow 0 2 Number of La nes 0 0 Approach EB Opposing Approach WB Opposin g Lanes 1 Conflicting Approach Left SB Conflicting Lanes Left 1 Conflicting App roach Right NB Conflicting Lanes Right 2 HCM Control Delay 9.2 HCM LOS A Lan e NBLn 1 Vol Left ,% 15% Vol Thru , % 85% Vol Right ,% 0% Sig n Control Stop Traffi c Vo l by Lane 133 LT Vol 20 Through Vol 113 RT Vol 0 Lane Flow Rate 148 Geometry Grp 7 Degree of Util (X) 0.243 Departure Headway (H d) 5.922 Conv ergence , Y/N Yes Cap 609 Service Time 3.633 HCM La ne V/C Ra tio 0.243 HCM Control Delay 10.5 HCM Lane LOS B HCM 95th-tile 0 0.9 PM 3:00 pm 9122 /2010 2015 Exist ing Cond itions B. Powell EBT 44 0 90 2 49 NB1.n2 0% 0% 100% Stop 43 0 0 43 48 7 0 068 5.136 Yes 700 2.848 0.069 8.2 A 0.2 EBR WBU WBL 12 0 41 0.90 0.90 0.90 2 2 2 13 0 46 0 0 0 WB EB 1 NB 2 SB 1 11.3 B EBln1 WBl n1 SBLn1 3% 15% 2% 76% 24% 37% 21 % 61% 61% Stop Stop Stop 58 270 257 2 41 4 44 65 96 12 164 157 64 300 286 2 2 5 0.099 0.404 0.39 2 5.549 4.975 4.942 Yes Yes Yes 646 729 73 1 3.576 2.975 2.952 0.099 0.4 12 0.39 1 9.2 11.3 11.1 A B B 0.3 2 1.9 WBT WBR NBU 65 164 0 0.90 0.90 0 90 2 2 2 72 182 0 1 0 0 NBL 20 0.90 2 22 0 NB SB 1 EB 1 WB 1 9.9 A 9/10120 15 NBT NBR 113 43 0.90 0 90 2 2 126 48 1 Synchro 9 Report Page 1 HCM 2010 AWSC 373: Edmonds AV NE & NE 12th St Intersection Intersection Dela y, s/veh Intersection LOS Movement SBU SBl Vol , veh/h 0 4 Peak Hour Factor 0.90 090 Heavy Vehicles , % 2 2 Mvmt Flow 0 4 Number of Lanes 0 0 SB Opposi ng Approach NB Opposing Lanes 2 Conflicting App roach Left WB Conflicting Lanes Left 1 Conflicting App roach Right EB Conflicting Lanes Right 1 HCM Control De lay 11.1 HCM LOS B Lane PM 3:00 pm 9/22/2010 2015 Existing Conditio ns B. Powell SBT 96 0.90 2 107 1 SBR 157 0.90 2 174 0 9/1012015 ] Synchro 9 Re port Page 2 HCM 20 10 AWS C 378: Harrington A ve NE & NE 12th St Intersection Intersecti on De lay , s/ve h 98 Intersection LOS A Movement EBU EBL Vo l, veh/h 0 8 Peak Hour Factor 0.90 0 90 Heavy Veh icles , % 2 2 Mvmt Flow 0 9 Number of Lanes 0 0 Aperoach EB Opposing Approach WB Opposing Lanes 1 Co nflicting Approach Le ft SB Conflicting Lanes Left 1 Co nflict ing Approach Righ t NB Conflicting Lan es Right 1 HCM Cont rol De lay 99 HCM LOS A Lane NBLn 1 Vo l Left ,% 52% Vol Th ru , % 25% Vo l Right ,% 23% Sign Control Stop Traffic Vol by Lane 60 LT Vol 31 Through Vo l 15 RT Vol 14 Lan e Flow Ra te 67 Geometry Grp 1 Degree of Ut il (X) 0.097 Departu re Headway (Hd) 5.241 Con vergence , Y/N Yes Cap 680 Service Time 3.30 4 HCM Lane V/C Ratio 0.099 HCM Con tro l Delay 89 HCM Lane LOS A HCM 95 th-tile Q 0.3 PM 300 pm 9/22 /2010 2015 Exist ing Cond it ions 8. Powell EBT 208 0.90 2 231 1 EB Ln1 3% 87% 10% Stop 240 8 208 24 267 1 0.336 4.53 Yes 792 2.567 0.337 9.9 A 1.5 EBR WBU WBL 24 0 9 0.90 0.90 090 2 2 2 27 0 10 0 0 0 WB EB 1 NB 1 SB 1 102 B WBLn1 SBLn1 3% 56% 86% 18% 11% 26% Stop Stop 270 50 9 28 232 9 29 13 300 56 1 1 0.374 0.081 4.49 5.252 Yes Yes 801 678 2.52 8 3317 0.375 0.083 10.2 8.8 B A 1.7 0.3 WBT WBR NBU NBL 232 29 0 31 0.90 0.90 0.90 0.90 2 2 2 2 258 32 0 34 0 0 0 NB SB 1 EB 1 WB 1 8.9 A 9/10/2015 NBT NBR 15 14 0.90 0 90 2 2 17 16 1 0 Synchro 9 Repo rt Page 1 HCM 2010 AWSC 378: Harrington Ave NE & NE 12th St Intersection Intersection Dela y, s/v eh Intersection LOS vement SB SB[ Vol, veh/h 0 28 Peak Hou r Fa ctor 0.90 0.90 Heavy Vehicles , % 2 2 Mv mt Flow 0 31 Number of Lanes 0 0 SB Oppos ing Approach NB Opposing La nes 1 Confl icting Approach Left WB Con fli cting Lanes Left 1 Confl icting Approach Right EB Conflicting Lanes Right 1 HCM Cont rol De lay 8.8 HCM LOS A Lane PM 3:00 pm 9/22/20 10 2015 Existing Cond itions B. Powell SBT 9 0.90 2 10 1 SBR 13 0.90 2 14 0 9/10/2015 Synchro 9 Re po rt Page 2 HCM 2010 AWSC 374: NE 12th St Intersection Intersection Delay , slveh Intersection LOS Movement Vol , veh/h Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of La nes Approach Opposing Approach Opposing Lanes Conflict ing Approach Left Conflicting Lanes Left Confl ict ing Approach Right Conflicting Lanes Right HCM Contro l Delay HCM LOS Lane Vol Left ,% Vol Thru , % Vol Right ,% Sign Control Traffic Vol by Lane LT Vo l Through Vol RT Vo l Lane Flow Rate Geometry Grp Degree of Util (X) Departure Head way (H d) Convergence , YIN Cap Service Time HCM La ne VIC Ratio HCM Control Delay HC M Lane LO S HCM 95th-tile Q 94 A EBU EBL 0 19 0.90 0 90 2 2 0 21 0 0 EB WB 2 SB 1 NB 1 95 A NBLn1 39 % 57% 4% Stop 69 27 39 3 77 2 0.117 5.474 Yes 649 3.56 0.119 9.3 A 0.4 PM 3:00 pm 9/22/20 10 2015 Existing Cond itions B. Powell EBT 214 0 90 2 238 2 EBLn1 15% 85% 0% Stop 126 19 107 0 140 7 0.209 5.383 Yes 662 3.153 0.211 9.6 A 0.8 EBR WBU WBL 34 0 11 0.90 0.90 0.90 2 2 2 38 0 12 0 0 0 WB EB 2 NB 1 SB 1 9.4 A EBLn2 WBLn1 WBLn2 0% 9% 0% 76% 91% 78% 24 % 0% 22 % Stop Stop Stop 141 120 139 0 11 0 107 109 109 34 0 30 157 133 154 7 7 7 0.224 0.199 0.222 5.137 5.362 5.164 Yes Yes Yes 694 665 690 2.907 3.132 2.934 0.226 0.2 0.223 9.4 9.5 9.4 A A A 0.9 0.7 0.8 WBT WBR NBU 218 30 0 0.90 0.90 0.90 2 2 2 242 33 0 2 0 0 SBLn1 41% 35% 23% Stop 94 39 33 22 104 2 0.1 54 5.318 Yes 668 3.4 0.156 9.4 A 0.5 NBL 27 0.90 2 30 0 NB SB 1 EB 2 WB 2 9.3 A 9/1012015 NBT NBR 39 3 0.90 0.90 2 2 43 3 1 0 Synchro 9 Report Page 1 HCM 2010 AWSC 374: NE 12th St Intersection In tersection Delay , s/veh Intersection LOS vement Vol , veh/h Peak Hour Factor Heavy Vehicles , % Mvmt Fl ow Number of Lanes ;woaoo Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS Line SBU SBL 0 39 0.90 0.90 2 2 0 43 0 0 SB NB 1 WB 2 EB 2 9.4 A PM 3:00 pm 9/22/20 10 2015 Existing Cond itions B. Powell SBT 33 0.90 2 37 1 SBR 22 0.90 2 24 0 9/10/2015 Synchro 9 Report Page 2 HCM 20 10 Sig na lized Int ersectio n Ca pacity An a lysis 6: NE S un se t B lvd & NE 12 th St 9/10/2015 .,;. -+ • ~ ~ '-~ t !' '-. • ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4'f+ 4'f+ llj tf+ llj tf+ Vo lume (veh/h) 162 137 10 77 74 43 25 874 100 67 674 125 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pb T) 1.00 1.00 100 100 1.00 100 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow , veh /h/ln 1900 1863 19 00 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh /h 176 167 16 100 88 68 32 930 116 88 741 152 Adj No. of Lanes 0 2 0 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.82 0.63 0.77 0.84 0.63 0.78 0.94 0.86 0.76 0.91 0.82 Percent Heavy Veh , % 2 2 2 2 2 2 2 2 2 2 2 2 Opposi ng Righ t Tum Influence Yes Yes Yes Yes Cap , veh/h 253 265 26 163 149 118 79 1069 133 401 1556 319 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.15 0.15 0.15 0.12 0.12 012 0.04 0.34 0.32 023 0.53 0.52 Ln Grp Delay , s/veh 36 .8 0.0 35.2 37.1 0.0 36.6 42 .0 40.7 40 .7 25.6 13.5 13.6 Ln Grp LOS D D D D D D D C B B Approach Vol , veh/h 359 256 1078 981 Approach De lay , s/veh 36 .0 36 .9 40.7 14 6 Approach LOS D D D B Ti mer: 1 2 3 4 5 6 7 8 Assig ned Phs 1 2 8 4 6 5 Case No 2.0 4.0 12 0 12 0 4.0 2.0 Phs Duration (G+Y+Rc), s 6.5 45 .5 12.9 15.0 30 .0 22 .1 Change Period (Y +Re), s 4.0 5.0 4.0 4.0 • 5 50 Max Green (Gmax), s 6.0 25 .0 16.0 16.0 • 25 6.0 Max Allow Headway (MA H), s 5.3 7.1 6.3 5.5 7.3 7.1 Max Q Clear (g_c+l1). s 3.4 14 .8 7.7 10 .0 24.0 5.2 Green Ext Time (g_e). s 00 6.5 1 2 1.1 08 00 Prob of Phs Call (p_c) 0.51 1.00 1.00 1.00 1.00 0.86 Prob of Max Out (p_x ) 1.00 0 00 0.54 0 83 0 00 1.00 Left-Tum Movement Data Assig ned Mvmt 1 3 7 5 Mvmt Sat Fl ow, veh/h 1774 1323 1680 1774 Th~h Move ment Data Assigned Mvmt 2 8 4 6 Mvmt Sat Flow , ve h/h 2926 12 09 1762 3168 R!ght-Tum Movemen t Data Assigned Mvmt 12 18 14 16 Mvmt Sat Flow, ve h/h 600 958 170 395 Left Lane Groue Data Assi gned Mvm t 1 0 3 7 0 5 0 0 Lane Assignment (Prot) L+T L+T (Prat) Lanes in Grp 1 0 1 1 0 1 0 0 PM 300 pm 9122/2010 2015 Ex ist ing Conditions Synchro 9 Report B. Powell Page 1 HCM 2010 Signalized Intersection Capacity Analysis 6: NE Sunset Blvd & NE 12th St 9/10/2015 Grp Vol (v), veh /h 32 0 136 186 0 88 0 0 Grp Sat Flow (s), veh /h/ln 1774 0 1797 1779 0 1774 0 0 Q Serve Time (g_s), s 1.4 0.0 5.7 8.0 0.0 3.2 0.0 0.0 Clcl e Q Clear Time (g c), s 1.4 0.0 5.7 8.0 0.0 3.2 0.0 0.0 Perm LT Sat Flow (s_l), veh l hlln 0 0 0 0 0 0 0 0 Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0 Pe rm LT Eff Green (g_p), s 00 0.0 0.0 0.0 0.0 00 0.0 00 Perm LT Serve Time (g _u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 00 00 00 00 00 00 0.0 Time to First Blk (g _ij, s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs ), s 00 0.0 00 00 0.0 00 0.0 0.0 Proe LT Inside Lane (P L) 1.00 0.00 0.74 0.94 0.00 1.00 0.00 0.00 Lane Grp Ca p (c), ve hl h 79 0 222 268 0 401 0 0 V/C Ratio (X) 0.41 0.00 0.61 0.70 0.00 0.22 0.00 0.00 Ava il Cap (c_a ), vehl h 155 0 382 378 0 401 0 0 Upstream Filter (I) 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Dela y (d1 ), s/veh 37.2 0.0 33 .3 32.2 00 25 2 0.0 00 Iner Delay (d2), s/veh 4.8 0.0 3.9 4.6 0.0 0.4 0.0 0.0 Initial Q Dela y (d3), s/veh 0.0 00 00 00 00 0.0 00 0.0 Control Delay (d), s/veh 42 .0 0.0 37.1 36 .8 0.0 25 .6 0.0 0.0 1st-Term Q (01), veh lln 0.7 0.0 2.8 3.9 0.0 1.6 0.0 0.0 2nd-Term Q (02), veh/ln 0.1 0.0 0.2 0.3 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/l n 00 0.0 0.0 0.0 0.0 0.0 00 0.0 %ile Back of Q Factor (f_B o/o) 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 %il e Back of Q (50%), ve hlln 0.8 0.0 3.1 4.2 00 1.6 00 00 o/oile Storage Ratio (RQ%) 0.13 0.00 0.15 0.50 0.00 0.28 0.00 0.00 Initial Q (Q b), veh 0.0 0.0 0.0 00 0.0 00 0.0 00 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Dela y (ds ), slveh 00 0.0 0.0 00 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs ), veh /h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Grou Data Assigned Mvmt 0 2 8 4 6 0 0 0 Lane Assignment T T Lanes in Grp 0 1 0 0 1 0 0 0 Grp Vo l (v), veh /h 0 448 0 0 520 0 0 0 Grp Sat Flow (s), veh /h/ln 0 1770 0 0 1770 0 0 0 Q Serve Time (g_s), s 00 12.7 0.0 0.0 22.0 00 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 12.7 0.0 0.0 22 .0 0.0 0.0 0.0 Lane Grp Cap (c), veh /h 0 941 0 0 597 0 0 0 V/C Ratio (X) 0.00 0.48 0.00 0.00 0.87 0.00 0.00 0.00 Av ail Cap (c_a), veh/h 0 941 0 0 597 0 0 0 Upstream Filter (I ) 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 Un iform De lay (d1 ), s/ve h 0.0 11.7 00 0.0 24 .9 00 0.0 0.0 Iner Delay (d2), s/ve h 0.0 1.7 0.0 0.0 15.9 0.0 0.0 0.0 Initia l Q De lay (d3), s/veh 0.0 0.0 00 0.0 00 00 00 0.0 Control Delay (d), s/veh 0.0 13.5 0.0 0.0 40.7 0.0 0.0 0.0 1st-Term Q (01 ), veh l ln 0.0 6.1 0.0 0.0 10.7 0.0 0.0 0.0 2nd-Term Q (02), veh /l n 0.0 0.5 0.0 0.0 2.6 0.0 0.0 0.0 PM 3:00 pm 912212010 2015 Ex ist ing Co nditions Synchro 9 Re port B. Powell Page 2 HCM 20 10 Si g nalized Intersect io n Ca pa c ity An a lys is 6 : NE Sun set Bl vd & NE 12 th St 3rd-Term Q (03), vehl ln 0.0 00 00 00 00 0.0 0.0 o/oile Back of Q Factor (f_Bo/o) 0.00 1.00 1.00 1.00 1.00 0 00 0.00 o/oi le Back of Q (50%), veh /ln 00 6.5 00 00 13.3 00 00 o/oile Storage Ratio (RO%) 0.00 0.17 000 0.00 0.26 0.00 0.00 In iti al Q (Ob ), veh 00 00 0.0 0.0 00 00 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat De lay (ds). sl veh 00 00 00 00 00 00 0.0 Sat Q (Qs), veh 00 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs ), vehl h 0 0 0 0 0 0 0 Initial Q Cl ear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 R!ght Lane Grou~ Data Assigned Mvmt 0 12 18 14 16 0 0 Lane Assignment T+R T+R T+R T+R La nes in Grp 0 1 1 1 1 0 0 Grp Vo l (v), veh l h 0 445 120 173 526 0 0 Grp Sat Flow (s), veh /h/l n 0 1757 1694 1833 1793 0 0 Q Serve Time (g_s), s 00 12 8 54 7.1 22 .0 00 00 Cycle Q Clear Time (9 c), s 0.0 12.8 5.4 7.1 22.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/l n 00 00 00 00 0.0 00 00 Prot RT Eff Green (g_R}, s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proe RT Outside Lane (P R) 0 00 0 34 0.57 0.09 0.22 0.00 0.00 Lane Grp Cap (c), veh /h 0 934 209 276 605 0 0 V/C Ratio (X) 0 00 0.48 0.58 0.63 0.87 0.00 0.00 Ava il Ca p (c_a), veh/h 0 934 360 38 9 605 0 0 Upstream Fi lter (I) 0.00 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Dela y (d1), s/veh 0.0 11.9 33.1 31.9 25.0 0.0 0.0 Iner De lay (d2 ). s/veh 00 1.7 3.5 3.3 15.7 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Co ntrol De lay (d), slveh 0.0 13.6 36.6 35.2 40.7 00 0.0 1st-Term Q (01), veh /l n 0.0 6.1 2.5 3.5 10.8 0.0 0.0 2nd -Term Q (02 ), veh/ln 00 0.5 0.2 0.3 2.6 0.0 0.0 3rd-Term Q (03 ), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Bac k of Q Factor (f_B%) 0.00 1.00 1.00 1.00 100 0 00 0 00 %ile Back of Q (50 %), veh/l n 0.0 6.5 2.7 3.8 13.5 0.0 0.0 %i le Storage Ratio (RO%) 0 00 0.17 0.13 0.45 026 0 00 0.00 Ini tial Q (Q b), ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residua l) Q (Q e), veh 00 0.0 00 0.0 0.0 0.0 0.0 Sa t Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sa t Q (Os ), veh 00 0.0 00 00 00 00 00 Sat Ca p (cs), veh/h 0 0 0 0 0 0 0 Initial Q Clea r Time (tc ), h 00 0.0 0.0 00 00 00 00 Intersecti on Summa!} HCM 2010 Ctrl Delay 30 .1 HCM 20 10 LOS C Notes User approved pedestri an interval to be less than ph ase max gree n. • HCM 2010 computational eng ine requires equa l cl earance times for the phases crossing th e barrie r. PM 300 pm 9/22/2010 2015 Existi ng Conditions B. Powell 0.0 0.00 00 0.00 00 0.0 0 0 0.0 0 0.0 0 0 0 0 0.0 0.0 0 0 00 0 00 0 0.00 0 0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 00 0.0 0 00 0.0 0.0 0.0 00 0 00 9/1012015 Synchro 9 Report Page 3 HCM 2010 Signalized Intersection Capacity Analysis 4: NE Sunset Blvd & NE 10th St 9/10/2015 ~ -+ ... ~ +-~ ~ t ~ \. ! .,' vement EBL EBT EBR WBL: WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ "'i tf+ "'i tf+ Vo lume (veh/h) 13 44 23 102 34 33 38 984 135 60 877 7 Number 7 4 14 3 8 18 1 6 16 5 2 12 In itial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pb T) 1.00 1.00 1.00 100 1.00 1.00 1.00 100 Parking Bu s Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, ve h/h/ln 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate , veh/h 20 48 24 152 44 52 56 1025 175 72 933 8 Ad j No . of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.65 0.92 0.96 0.67 0.77 0.63 0.68 0.96 0.77 0.83 0.94 0.88 Pe rcent Heavy Veh , % 2 2 2 2 2 2 2 2 2 2 2 2 Opposing Right Turn Influence Yes Yes Yes Yes Cap , veh/h 104 223 96 264 65 68 310 1845 315 115 1753 15 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0 17 0.61 0.60 0.06 0.49 0.47 Ln Grp Dela y, s/ve h 26.7 0.0 0.0 32.7 0.0 0.0 28.5 10.9 11.0 44.2 16 .5 16.4 Ln Grp LOS C C C B B D B B Approach Vol, veh/h 92 248 1256 1013 App roac h Delay , s/v eh 26.7 32.7 11.7 18.5 Approach LOS C C B B Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 1 4 5 6 8 Case No 4.0 2.0 80 2.0 4.0 8.0 Phs Duration (G+Y+Rc), s 42 .0 18 .0 20 .0 8.2 51.8 20.0 Change Per iod (Y +Re), s • 5 5.0 4.0 4.0 5.0 4.0 Max Green (G max), s * 37 6.0 24 .0 9.0 34 .0 24.0 Max Allow Headway (MAH), s 8.5 8.3 6.7 5.2 8.3 6.7 Max Q Clear (g _c+l 1), s 16.4 4.2 5.4 5.2 18.1 14 .0 Green Ext Time (g_e), s 13.2 0.1 2.9 0.1 12 .9 2.0 Prob of Phs Call (p_c) 1.00 0.71 1.00 0.80 1.00 1.00 Prob of Max Out (p_x) 0.00 1.00 0.06 1.00 0.00 0.46 eft-Tum Mowiiiint Diti Assigne d Mvmt 1 7 5 3 Mvmt Sat Flow , veh /h 1774 233 1774 897 [!jrouafl Assigned Mvmt 2 4 6 8 Mvmt Sat Flow, veh/h 3596 1046 3026 303 Riaht-Tum Movement Data Assigned Mvm t 12 14 16 18 Mvmt Sat Flow , veh/h 31 451 516 319 ift L:iiii Groue Diti Assigned Mvmt 0 0 7 5 0 0 3 Lane Assi gnment (Prot) L+T+R (Prat) L+T+R Lanes in Grp 0 1 0 1 1 0 0 1 PM 3:00 pm 9122/2010 2015 Existin g Con di tions Synchro 9 Re port 8. Powe ll Page 1 HCM 201 0 Signali zed Intersection Capa cit y Analys is 4: NE Sunset Bl vd & NE 10th St 9/10/2015 Grp Vo l (v). veh lh 0 56 0 92 72 0 0 248 Grp Sa t Flow (s), veh/h/ln 0 177 4 0 1730 1774 0 0 1519 Q Serve Time (g_s), s 00 2.2 0.0 00 3.2 0.0 00 8.6 Clcle Q Cl ear Time (9 c), s 0.0 2.2 0.0 3.4 3.2 0.0 0.0 12.0 Pe rm LT Sat Flow (s _l). veh /hlln 0 0 0 1320 0 0 0 1349 Sh ared LT Sat Flow (s_sh), ve hl h/ln 0 0 0 1760 0 0 0 1807 Pe rm LT Eff Green (g_p), s 0.0 0.0 0.0 17.0 00 00 00 17.0 Pe rm LT Serv e Time (g_u), s 0.0 0.0 0.0 5.0 0.0 0.0 0.0 13.6 Perm LT Q Serve Time (g_ps ), s 00 00 00 00 00 00 00 8.6 Time to First Blk (g_ij, s 0.0 0.0 0.0 6.3 0.0 0.0 0.0 0.5 Serve Time pre Blk (g_fs). s 00 00 00 3.4 00 00 00 0.5 Proe LT Inside Lane (P L) 0.00 1.00 0.00 0.22 1.00 0.00 0.00 0.61 Lane Grp Cap (c), veh /h 0 310 0 423 115 0 0 396 VIC Ratio (X) 0.00 0.18 0.00 0.22 0.63 0.00 0.00 0.63 Avail Cap (c_a), veh/h 0 310 0 586 222 0 0 540 Upstream Filter (I) 0.00 0.82 0.00 1.00 1.00 0.00 0.00 1.00 Un iform De lay (d1 ), s/veh 00 281 00 26 .1 36 .5 00 00 29 .2 In er De lay (d2), s/v eh 0.0 0.3 0.0 0.5 7.7 0.0 0.0 3.5 In itial Q De lay (d3 ), s/veh 00 0.0 0.0 00 00 0.0 0.0 00 Co ntrol Delay (d), slveh 0.0 28 .5 0.0 26.7 44 .2 0.0 0.0 32.7 1st-Term Q (Q1), veh /ln 00 1.1 0.0 1.7 1.6 00 0.0 5.1 2nd-Term O (02), vehll n 0.0 0.0 0.0 0.1 0.2 0.0 0.0 0.4 3rd-Te rm Q (Q3), veh/l n 00 00 00 00 00 00 0.0 00 o/oi le Back of Q Factor (f_Bo/o) 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 00 1.1 00 1.8 1.8 00 0.0 5.5 o/oil e Storage Ratio (RQo/o) 0.00 0.16 0.00 0.23 0.27 0.00 0.00 0.25 Initial Q (Ob), veh 00 00 00 00 00 00 0 0 00 Fi nal (Residual) 0 (Oe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat De lay (ds), s/veh 00 00 00 00 00 00 0.0 0.0 Sat Q (Os), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs ), veh /h 0 0 0 0 0 0 0 0 Ini tial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Groue Data Ass igned Mvmt 2 0 0 4 0 6 0 8 Lane Ass ignment T T La nes in Grp 1 0 0 0 0 1 0 0 Grp Vol (v ), veh /h 459 0 0 0 0 599 0 0 Grp Sa t Flow (s), veh/h~n 1770 0 0 0 0 1770 0 0 Q Serve Time (g_s ), s 14.4 0.0 0.0 0.0 0.0 16.0 0.0 00 Cycle Q Clear Time (g_c), s 14.4 0.0 0.0 0.0 0.0 16.0 0.0 0.0 Lane Grp Cap (c), veh /h 863 0 0 0 0 1079 0 0 V/C Ra ti o (X) 0.53 0.00 0.00 0.00 0.00 0.55 0.00 0.00 Ava il Cap (c_a), veh/h 863 0 0 0 0 1079 0 0 Upstream Fil ter (I) 1.00 0.00 0.00 0.00 0.00 0.82 0.00 0.00 Uniform Delay (d 1), s/veh 14.2 0.0 0.0 0.0 00 9.2 00 00 Iner Del ay (d2). s/veh 2.3 0.0 0.0 0.0 0.0 1.7 0.0 0.0 Initial Q Delay (d3 ), s/veh 00 0.0 0.0 0.0 00 0.0 00 0.0 Cont rol Del ay (d), s/veh 16.5 0.0 0.0 0.0 0.0 10.9 0.0 0.0 1st-Term Q (Q1 ), veh/ln 7.0 0.0 0.0 0.0 0.0 7.7 0.0 00 2nd-Term Q (0 2), veh/ln 0.6 0.0 0.0 0.0 0.0 0.5 0.0 0.0 PM 3.00 pm 9/22 /20 10 2015 Existing Cond ition s Synchro 9 Report B. Powe ll Page 2 HCM 2010 Signalized Intersection Capacity Analysis 4: NE Sunset Blvd & NE 10th St 3rd-Ter m Q (Q3 }, veh /ln 00 00 00 0.0 00 0.0 0.0 %ile Ba ck of Q Fa cto r (f_B%) 1.00 0.00 0.00 1.00 0.00 1.00 0.00 %i le Back of Q (50 %), veh /l n 7.6 0.0 0.0 00 0.0 8.2 00 %ile Storage Ratio (RQ%) 0.14 0.00 0.00 0.00 0.00 0.54 0.00 Initial Q (Qb), veh 0.0 0.0 00 0.0 00 0.0 00 Final (Res idual ) Q (Qe}, veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/v eh 0.0 0.0 0.0 0.0 0.0 0.0 00 Sat Q (Qs). veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs}, veh /h 0 0 0 0 0 0 0 Initial Q Clear Time (tc}, h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 !9ht lane Groue Data Assigned Mvmt 12 0 0 14 0 16 0 Lane Ass ignment T+R T+R Lanes in Grp 1 0 0 0 0 1 0 Grp Vol (v ), veh/h 482 0 0 0 0 601 0 Grp Sat Flow (s), veh/hn n 1857 0 0 0 0 1772 0 Q Serve Time (g_s ). s 14.4 0.0 00 0.0 00 16 .1 00 Ctcle Q Clear Time {g c}, s 14.4 0.0 0.0 0.0 0.0 16.1 0.0 Prat RT Sa t Flow (s_R}, veh/h /ln 0.0 0.0 0.0 0.0 00 00 00 Prat RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proe RT Outside Lane (P R) 0.02 0.00 0.00 0.26 000 0.29 0.00 Lane Grp Cap (c}, veh/h 905 0 0 0 0 1081 0 V/C Rati o (X) 0.53 0 00 0 00 0.00 000 0.56 000 Avail Cap (c_a}, veh/h 905 0 0 0 0 1081 0 Upstream Filter (I) 1.00 0.00 0.00 0 00 000 0.82 0.00 Uniform Dela y (d1), s/veh 14.2 0.0 0.0 0.0 0.0 9.3 0.0 Iner Delay (d2), s/veh 2.2 0.0 0.0 0.0 0.0 1.7 00 Initial Q Delay (d3). s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Dela y (d), s/v eh 16.4 0.0 0.0 00 0.0 11.0 0.0 1st-Term Q (Q1}, veh/ln 7.4 0.0 0.0 0.0 0.0 7.7 0.0 2nd-Term Q (Q2 ), veh/ln 0.6 00 00 0.0 0.0 0.5 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %i le Bac k of Q Fa ct or (f_B%) 1.00 0 00 0.00 1.00 0.00 1.00 0.00 %ile Ba ck of Q (50%), veh/ln 7.9 0.0 0.0 0.0 0.0 8.2 0.0 %i le Storage Ratio (RQ%) 0.15 0.00 0.00 0.00 0.00 0.55 0.00 Initial Q (Ob), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residua l) Q (Qe ), veh 0.0 00 0.0 0.0 00 0.0 00 Sat Delay (ds), s/v eh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs ), veh 00 00 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs}, veh/h 0 0 0 0 0 0 0 Initial Q Clear Time (tc}, h 0.0 0.0 0.0 0.0 0.0 0.0 00 ntersection Summary HCM 2010 Ctrl Dela y 16 .9 HCM 2010 LOS B * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. PM 3:00 pm 9/22 /2010 2015 Existing Condi tions B. Powell 00 1.00 00 0.00 0.0 0.0 0.0 0.0 0 0.0 18 0 0 0 00 0.0 00 0.0 0.2 1 0 0.00 0 0.00 0.0 0.0 0.0 00 0.0 0.0 0.0 1.00 0.0 0.00 0.0 00 0.0 00 0 0.0 9/10/2015 Synchro 9 Report Page 3 I I H CM 2010 S ig na li zed In te rsect io n Capac it y An a lysi s 2: Ed monds A V NE & NE Sunset Bl vd 9110120 15 I .,; --+ ... .. +-'-"" t ~ \. + .,' Movement EBL EBT EBR WB L WBT WBR NBL NBT NBR SB L SBT SBR I Lane Configu rations "i tf. "i tf. "i f. "i f. Volume (veh/h) 122 1183 80 38 797 7 47 23 26 5 37 104 Number 1 6 16 5 2 12 7 4 14 3 8 18 I Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pb T) 1 00 100 100 1.00 100 100 100 100 Parkin g Bus Adj 1.00 1.00 1.00 1.00 100 100 1 00 100 100 100 1.00 100 Adj Sat Flow , veh/h /l n 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 I Adj Flow Rate , veh/h 144 1245 11 3 44 896 12 56 44 36 8 56 124 Adj No . of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hou r Factor 0.85 0.95 0.71 0.86 0.89 0.58 0.84 0.52 0.72 0.63 0.66 0.84 I Percent Heavy Veh , % 2 2 2 2 2 2 2 2 2 2 2 2 Opposing Right Turn Influence Yes Yes Yes Yes Cap , veh/h 590 2097 190 78 1207 16 220 195 159 308 106 235 HCM Platoon Rat io 1.33 1.33 1.33 1 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I Prop Arr ive On Green 044 0.85 0.83 0 04 0.34 0.32 0.20 0.20 0.20 0 20 0.20 0.20 Ln Grp Delay , s/veh 16.2 4.4 4.5 46 .5 31.5 31.2 34.2 0.0 27.0 28.0 0.0 30.2 Ln Grp LOS B A A D C C C C C C I Approach Vo l, veh/h 1502 952 136 188 Approach Delay , slveh 5.6 32 .1 30 .0 30 .1 Approach LOS A C C C I Timer: 1 2 3 4 5 6 7 8 ~ Assigned Phs 2 1 4 5 6 8 Case No 4.0 2.0 6.0 2.0 4.0 6.0 Phs Duration (G+ Y +Re ), s 30.0 30.6 19.4 6.5 54 .1 19.4 I Change Period (Y +Re), s • 5 5.0 4.0 4.0 5.0 4.0 Max Green (Gmax), s • 25 14.0 28 .0 8.0 31.0 28 .0 Max Allow Headway (MAH), s 8.2 8.0 6.3 6.5 8.0 6.3 I Max Q Clear (g_c+l1), s 19.7 6.1 13.2 3.9 11 .4 9.7 Green Ext Time (g_e ), s 39 24 2.2 0.1 16.7 2.4 Prob of Phs Call (p_c) 1.00 0.96 1.00 0.62 1.00 1.00 Prob of Max Out (p_x ) 0 00 100 0.10 1.00 0 00 0.04 I Left-Tum Movement Data Assigned Mvmt 1 7 5 3 Mvmt Sat Flow , veh/h 1774 1199 1774 1313 I ffhrough Move ment Data Assigned Mvmt 2 4 6 8 Mvmt Sat Flow , veh lh 3576 949 3283 517 I Right-Tum Movemen t Data Ass igned Mvmt 12 14 16 18 Mvmt Sat Flow, vehlh 48 777 297 1144 I Left Lane Groue Data Assigned Mvm t 0 1 0 7 5 0 0 3 I Lane Assignment (P ro!) (Pro t) Lanes in Grp 0 1 0 1 0 0 I PM 3:00 pm 9122/2010 2015 Ex isting Conditio ns Synchro 9 Report B. Powe ll Page 1 I I HCM 2010 Signalized Intersection Capacity Analysis I 2: Edmonds AV NE & NE Sunset Blvd 9/10/2015 Grp Vol (v ), veh/h 0 144 0 56 44 0 0 8 I Grp Sat Flow (s), veh/M n 0 1774 0 1199 1774 0 0 1313 Q Serve Time (g_s), s 0.0 4.1 0.0 3.5 1.9 00 0.0 0.4 Clcle Q Clear Time {g c}, s 0.0 4.1 0.0 11 .2 1.9 0.0 0.0 3.5 I Perm LT Sa t Fl ow (s_l), veh lhlln 0 0 0 11 99 0 0 0 13 13 Shared LT Sat Flow (s_s h), veh/Mn 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 00 16.4 00 00 0.0 16.4 I Perm LT Serve Time (g_u), s 0.0 0.0 0.0 8.7 0.0 0.0 0.0 13.3 Perm LT Q Serve Time {g_ps ), s 0.0 00 0.0 3.5 00 0.0 00 0.4 Time to First Bl k (g_Q, s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 00 0.0 0.0 00 00 00 00 0.0 I Proe LT Inside Lane {P L) 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh /h 0 590 0 220 78 0 0 308 V/C Ratio (X) 0.00 0.24 0.00 0.25 0.57 0.00 0.00 0.03 I Ava il Cap (c_a), veh/h 0 590 0 409 200 0 0 515 Upstream Filter (I) 0.00 0.69 0.00 1.00 1.00 0.00 0.00 1.00 Uniform Dela y (d 1), s/veh 0.0 16 .0 0.0 33.4 37.5 00 0.0 28.0 Iner Delay (d2), sl veh 0.0 0.2 0.0 0.9 9.0 0.0 0.0 0.0 I In iti al Q De lay (d3 ), s/veh 00 0.0 0.0 00 00 00 0.0 0.0 Control Delay (d), s/veh 0.0 16 .2 0.0 34 .2 46 .5 0.0 0.0 28 .0 1st-Term Q (Q1), veh lln 00 2.0 0.0 1.2 1.0 0.0 00 0.1 I 2nd-Term Q (Q2 ), veh/ln 0.0 0.0 0.0 0.1 0.2 0.0 0.0 0.0 3rd-Te rm Q (03), vehnn 00 0.0 0.0 0.0 0.0 0.0 0.0 00 %ile Back of Q Fa ctor (f_B%) 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh l ln 00 2.0 00 1.2 1.1 00 0.0 0.2 I %ile Storage Ratio (RQ%) 0.00 0.23 0.00 0.06 0.12 0.00 0.00 0.01 Initial Q (Qb ), veh 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 Final (Residual ) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I Sat Delay (ds), s/veh 00 0.0 0.0 0.0 0.0 0.0 0.0 00 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs ), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I iddle ane Grou Data Assigned Mvmt 2 0 0 4 0 6 0 8 La ne Ass ignment T T I Lanes in Grp 1 0 0 0 0 1 0 0 Grp Vol (v), veh/h 443 0 0 0 0 670 0 0 Grp Sat Fl ow (s), veh/Mn 1770 0 0 0 0 1770 0 0 I Q Serve Time (g_s), s 17.7 0.0 0.0 0.0 0.0 9.2 0.0 0.0 Cycle Q Clear Time (g_c), s 17.7 0.0 0.0 0.0 0.0 9.2 0.0 0.0 Lane Grp Ca p (c), veh/h 597 0 0 0 0 1130 0 0 V/C Ratio (X) 0.74 0.00 0.00 0.00 0.00 0.59 0.00 0.00 I Ava il Cap (c_a), veh l h 597 0 0 0 0 1130 0 0 Upstream Filter (I) 1.00 0.00 0.00 0.00 0.00 0.69 0.00 0.00 Un ifo rm De lay (d1 ), slveh 23 .4 0.0 00 0.0 00 2.9 0.0 0.0 I Iner Delay (d2), s/veh 8.1 0.0 0.0 0.0 0.0 1.6 0.0 0.0 Ini tia l Q De lay (d3), s/veh 0.0 00 00 0.0 0.0 0.0 00 0.0 Control De lay (d), s/veh 31 .5 0.0 0.0 0.0 0.0 4.4 0.0 0.0 1st-Ter m Q (Q1), veh /ln 8.6 0.0 00 00 0.0 4.2 0.0 0.0 I 2nd-Term a (Q2), vehnn 1.3 0.0 0.0 0.0 0.0 0.5 0.0 0.0 PM 3:00 pm 9/22/2010 20 15 Existing Condit ions Synchro 9 Report I B. Powe ll Page 2 I H CM 2010 Signalized Intersection Capacity An alys is 2: Edmon ds AV NE & NE S u nset Bl v d 3rd-Term Q (03), veh /ln 00 0.0 00 00 00 00 00 o/oi le Back of Q Factor (f_Bo/o) 1.00 0 00 0.00 1.00 0.00 1.00 0.00 o/oile Back of Q (5 0%), veh/ln 10.0 00 00 00 0.0 4.7 0.0 o/oile Storage Ratio (RO%) 0.28 0.00 0.00 0.00 0.00 0.31 0.00 In itial Q (Qb), veh 00 00 0.0 0.0 00 00 00 Final (Resid ua l) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 00 Sat Delay (ds), s/veh 00 0.0 00 0.0 00 0.0 0.0 Sat Q (Qs), ve h 0.0 0.0 00 0.0 0.0 0.0 0.0 Sat Cap (cs), veh /h 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 R!9ht Lane Groue Data Ass igned Mvmt 12 0 0 14 0 16 0 Lane Assignment T+R T+R T+R Lanes in Grp 1 0 0 1 0 1 0 Grp Vo l (v), ve h/h 465 0 0 80 0 688 0 Grp Sat Flow (s), veh/h/ln 1854 0 0 1726 0 1810 0 0 Serve Time (g_s), s 177 0.0 0.0 3.1 0.0 94 00 Ctcle Q Clea r Time (g c), s 17 .7 0.0 0.0 3.1 0.0 9.4 0.0 Pro! RT Sat Flow (s_R), veh/h/ln 00 0.0 0.0 0.0 00 00 00 Prot RT Eff Green (g_R), s 0.0 0.0 00 0.0 0.0 0.0 0.0 Proe RT Ou tside Lane (P R) 0.03 0 00 0.00 0.45 0.00 0.16 0 00 Lane Grp Cap (c), veh/h 626 0 0 354 0 11 56 0 V/C Ratio (X) 0.74 0 00 000 0.23 0 00 0.60 000 Avail Cap (c_a), veh/h 626 0 0 626 0 1156 0 Upstream Filter (I) 1.00 0.00 0 00 1.00 0 00 0 69 0.00 Uniform Delay (d1), s/veh 23 .4 0.0 0.0 26 .5 0.0 2.9 0.0 Iner Delay (d2), s/veh 7.8 0.0 0.0 0.5 0.0 1.6 0.0 Init ial Q Delay (d3). s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Dela y (d), s/ve h 31.2 00 00 27.0 00 4.5 00 1st-Term Q (Q 1), ve h/l n 9.0 0.0 0.0 1.5 00 4.4 0.0 2nd-Term Q (02 ), veh/ln 1.4 00 00 00 0.0 0.5 00 3rd-Term Q (Q3 ), veh/ln 0.0 0.0 00 0.0 0.0 0.0 0.0 o/oil e Bac k of Q Factor (f_B%) 100 0.00 0.00 1.00 0.00 1.00 000 %il e Back of Q (50%), veMn 10.4 0.0 0.0 1.5 0.0 4.9 0.0 o/oil e Storage Ratio (RO%) 0.30 0.00 0 00 0.08 0 00 0.32 0 00 Ini tial Q (Qb), ve h 0.0 0.0 00 0.0 0.0 0.0 0.0 Fina l (Resid ual) Q (Qe ), veh 00 00 00 00 0.0 00 0.0 Sat De lay (ds), s/v eh 0.0 0.0 00 0.0 0.0 0.0 0.0 Sat Q (Os ), veh 00 00 0.0 00 0.0 00 00 Sat Cap (cs}, veh/h 0 0 0 0 0 0 0 Initial Q Clear Time (tc ), h 00 0.0 0.0 00 0.0 00 0.0 Intersection Summa~ HCM 2010 Ctrl Delay 17 .5 HCM 2010 LOS B Notes • HCM 2010 computationa l eng ine re quires equ al clea ra nce times for th e phases crossing the ba rrie r. PM 3:00 pm 9/22/20 10 2015 Existing Conditions B. Powell 00 1.00 0.0 0.00 00 0.0 00 0.0 0 0.0 18 T+R 1 180 1661 7.7 7.7 00 0.0 069 340 0 53 602 1.00 28 .4 18 0.0 30.2 3.6 0.2 0.0 1.00 3.7 0.18 0.0 0.0 0.0 0.0 0 0.0 9/10/2015 Synchro 9 Report Page 3 HCM 2010 Signalized Intersection Capacity Analysis 3: Harrin~ton AV NE & NE Sunset Blvd 9/10/2015 ,> -+ t f +-'-~ t ~ '. + ~ Movement EB[ EBT EBR WBL WBT WBR NB[ NBT NBR SBL SBT SBR La ne Configu ra tions ., t~ ., t~ ~ ~ Volume (veh/h) 21 1133 43 65 908 3 36 8 66 8 16 19 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q , ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj {A_pbT ) 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 Park ing Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow . veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate , veh/h 28 1259 60 76 987 8 40 16 88 12 28 32 Adj No. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Peak Hou r Factor 0.75 0.90 0.72 0.86 0.92 0.38 0.90 0.50 0.75 0.67 0.57 0.59 Percent Hea vy Veh . % 2 2 2 2 2 2 2 2 2 2 2 2 Opposing Right Tum Influence Yes Yes Yes Yes Cap , veh /h 468 1634 78 491 1754 14 103 38 13 1 74 108 103 HCM Platoo n Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arr ive On Green 0 26 0.47 0.46 0.28 0.49 0.47 0.14 0.14 0.14 0.14 0.14 0.14 Ln Grp Delay , s/ve h 22.1 24 .1 24.0 22.1 16.9 16.8 35.0 0.0 0.0 31.8 0.0 0.0 Ln Grp LOS C C C C 8 B C C Approach Vol , veh/h 1347 1071 144 72 Approach De lay, s/ve h 24 .0 17 2 35.0 31.8 Approach LOS C B C C Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 1 4 6 5 8 Case No 4.0 20 8.0 4.0 2.0 8.0 Phs Duration (G +Y+Rc), s 42 .0 24 .1 13.9 41.0 25 .1 13.9 Change Per iod (Y +Re). s 5.0 4.0 4.0 5.0 4.0 4.0 Max Green (Gmax), s 37.0 6.0 24 .0 36.0 7.0 24.0 Max Allow Headway (MA H), s 9.2 5.1 5.8 9.2 5.1 5.8 Max Q Cl ear (g_c+l1 ), s 17.5 2.9 8.8 26 .3 4.6 5.0 Gree n Ext Time (g_e), s 14.3 0.1 1.2 8.9 0.1 1.3 Prob of Phs Cal l (p_c) 1.00 0.46 0.99 1.00 0.82 0.99 Prob of Max Out (p_x) 0.00 1.00 0 02 0.00 1.00 0.00 aft-Tum Movement Data Assigned Mvmt 1 7 5 3 Mvmt Sat Flow , veh/h 1774 334 1774 158 Movement Dita Assigned Mvmt 2 4 6 8 Mvm t Sa t Flow , veh /h 3598 281 3440 791 iaht-Tum Movement Data Ass igned Mvmt 12 14 16 18 Mvmt Sat Flow, ve h/h 29 966 164 759 ift Lani Graue Dita Assigned Mvmt 0 1 0 7 0 5 0 3 Lane Assignment (P ro!) L+T+R (Prot) L+T+R Lanes in Grp 0 1 0 1 0 1 0 1 PM 3:00 pm 9/22/2010 2015 Existing Condi tions Synchro 9 Report B. Powe ll Page 1 H CM 2010 Signalized Inte rsect ion Capa c ity An a ly si s 3: Harri n~ton AV NE & NE Sun set Bl vd 9/1012015 Grp Vo l (v), veh /h 0 28 0 144 0 76 0 72 Grp Sat Flow (s). veh/h/ln 0 1774 0 1580 0 1774 0 1707 Q Serve Time (g _s}, s 0.0 0.9 00 3.8 0.0 2.6 00 00 C~cle Q Clea r Time (g c), s 0.0 0.9 0.0 6.8 0.0 2.6 00 3.0 Pe rm LT Sat Flow (s_l}, veh /h/l n 0 0 0 1364 0 0 0 13 11 Sh ared LT Sat Fl ow {s_sh), veh /h/ln 0 0 0 1837 0 0 0 1847 Perm LT Eff Green (g_p), s 00 00 0.0 10 .9 00 00 0.0 10.9 Pe rm LT Serve Time (g_u}, s 0.0 0.0 0.0 7.9 0.0 0.0 0.0 4.1 Perm LT O Serve Ti me (g_ps ), s 00 00 00 38 0 0 0 0 0.0 00 Time to First Blk (g _D, s 0.0 00 0.0 2.4 0.0 0.0 0.0 4.8 Serve Time pre Blk (g_fs). s 00 00 00 2.4 0 0 00 0.0 3.0 Pro e LT Inside La ne (P L) 0.00 1.00 0.00 0.28 0.00 1.00 0.00 0.17 Lane Grp Cap (c}, veh /h 0 468 0 272 0 491 0 285 V/C Ratio (X) 0.00 0.06 0.00 0.53 0.00 0.15 0.00 0.25 Avail Cap (c_a ), veh /h 0 468 0 543 0 491 0 57 0 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 0.90 0.00 1.00 Uniform Delay (d1 ), s/veh 00 220 0 0 327 0 0 21 .9 0.0 31.2 Iner Dela y (d2}, s/ve h 0.0 0.1 0.0 2.3 0.0 0.2 0.0 0.7 Initial Q De lay (d3), s/veh 00 0.0 00 00 0.0 0.0 0.0 0 0 Contro l Delay (d), s/veh 0.0 22 .1 0.0 35 .0 0.0 22 .1 0.0 31.8 1st-Term Q (01), veh /ln 0 0 05 00 3.0 0.0 1.3 00 1.4 2nd -Te rm O (02), veh /l n 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.1 3rd -Term Q (03 ), veh /l n 0 0 00 00 00 0 0 0.0 00 0.0 %ile Ba ck of O Facto r (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of O (50 %), veh/l n 0 0 0.5 0.0 3.2 0.0 1.3 00 1.5 %i le Storage Ra tio (RQ%) 0.00 0.08 0.00 0.06 0.00 0.22 0.00 0.10 Initial O (Qb), veh 00 00 00 00 00 0.0 00 00 Final (Resi dual) Q (Oe}, veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds). s/v eh 00 0.0 0.0 0.0 00 00 0.0 00 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sa t Cap (cs ), veh /h 0 0 0 0 0 0 0 0 In itial Q Clea r Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Groue Data Assig ned Mvmt 2 0 0 4 6 0 0 8 Lane Assignmen t T T Lan es in Grp 1 0 0 0 1 0 0 0 Grp Vol (v}, veh /h 485 0 0 0 647 0 0 0 Grp Sat Flow (s), veh/h/ln 1770 0 0 0 1770 0 0 0 Q Serve Time (g_s }, s 15 .5 00 0.0 0.0 24.2 0.0 00 0 0 Cycle Q Clea r Ti me (g_c), s 15 .5 0.0 0.0 0.0 24 .2 0.0 0.0 0.0 Lane Grp Cap (c), veh /h 863 0 0 0 841 0 0 0 V/C Ratio (X) 0.56 0.00 0.00 0.00 0.77 0.00 0.00 0.00 Avai l Ca p (c_a}, veh/h 863 0 0 0 841 0 0 0 Upstrea m Filter (I ) 0.90 0.00 0.00 0.00 1.00 0.00 0.00 0.00 Uniform De lay (d1 ), s/veh 14 .5 00 0 0 00 17.4 0.0 0.0 0 0 Iner De lay (d2), s/veh 2.4 0.0 0.0 0.0 6.7 0.0 0.0 0.0 Initial O Del ay (d3), s/veh 0 0 0 0 0 0 00 0.0 00 00 0.0 Con trol Delay (d), s/veh 16.9 0.0 0.0 00 24.1 0.0 0.0 0.0 1st-Term Q (Q1 ), veh /l n 7.6 0 0 0.0 0.0 11.7 0.0 0.0 0.0 2nd -Term Q (Q2), veh/l n 0.6 0.0 0.0 0.0 1.6 0.0 0.0 0.0 PM 3:00 pm 9/22 /2010 2015 Exist ing Condit ions Synchro 9 Report B. Powell Page 2 HCM 2 010 Signalized Intersect ion Capacity Analysi s 3: Harrin~ton AV NE & NE Sun set Blvd 3rd -Term Q (03). veh lln 00 o/oil e Back of O Factor (f_B%) 1.00 o/oile Back of O (50%), vehll n 8.1 o/oile Storage Ra tio (RQ%) 0.54 In itia l Q (Qb), veh 00 Final (Residual ) Q (Qe ), ve h 0.0 Sat De lay (ds}, s/v eh 00 Sa t Q (Qs), veh 0.0 Sa t Cap (cs ). vehl h 0 Initia l Q Clear Tim e (tc), h 0.0 R!9 ane Groue Data Ass igned Mvmt 12 Lane Ass ignment T+R La nes in Grp 1 Grp Vol (v), veh lh 510 Grp Sat Flow (s), veh/h/ln 1858 Q Serve Time (g_s), s 15.5 Clcle Q Clear Tim e (9 c), s 15.5 Prot RT Sat Flow (s _R), veh lh/ln 00 Pro t RT Eff Gree n (g_R}, s 0.0 Proe RT Outside Lane (P R) 0.02 Lane Grp Cap (c), veh/h 906 VIC Ra tio (X) 0.56 Avail Cap (c_a), veh/h 906 Upstream Fi lter (I) 0.90 Uniform Dela y (d1), s/veh 14.5 Iner Delay (d2), s/veh 2.3 Initial Q De lay (d3), s/veh 0.0 Control De lay (d}, s/veh 16.8 1st -Term Q (01), veh/l n 7.9 2nd -T erm O (02), ve hlln 0.6 3rd-Term Q (Q3), veh/ln 0.0 o/o ile Back of Q Factor (f_B%) 1.00 o/oil e Ba ck of Q (50%), veh/ln 8.5 o/oile Storage Ratio (RO%) 0.57 Initial a (Qb), veh 0.0 Fina l (Res idua l) Q (Qe ). veh 00 Sat Del ay (ds), s/veh 0.0 Sat O (Qs), veh 00 Sat Cap (cs), veh/h 0 Initial O Clea r Time (tc). h 00 ntersection Su mma!! HCM 2010 Ctr l Delay HCM 2010 LOS PM 3:00 pm 912212010 2015 Exist ing Conditions B. Powe ll 00 0.00 00 0.00 00 0.0 0.0 0.0 0 0.0 0 0 0 0 0.0 0.0 00 0.0 0 00 0 0 00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 00 0 00 22 .0 C 00 00 0.00 1.00 0.0 0.0 0.00 0.00 0.0 00 0.0 0.0 00 00 0.0 0.0 0 0 0.0 0.0 0 14 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.61 0 0 0.00 0.00 0 0 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0 00 1.00 0.0 0.0 0.00 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 1.00 0.00 13.3 0.0 1.33 0.00 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 0.0 16 0 T+R 1 0 672 0 1834 0 24.3 0.0 24.3 0.0 0.0 00 0.0 0.0 0.09 0.00 871 0 0.77 0 00 87 1 0 1.00 0 00 17.4 0.0 6.6 0.0 0.0 0.0 24 .0 0.0 12.1 0.0 1.6 0.0 0.0 0.0 1.00 0.00 13.7 0.0 1.38 0 00 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0 0 0.0 0.0 00 0.00 0.0 0.00 00 0.0 0.0 0.0 0 0.0 0 0 0 0 0.0 0.0 00 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 00 0.0 0.0 0.0 000 0.0 000 0.0 00 0.0 0.0 0 0.0 0.0 1.00 00 0.00 00 0.0 0.0 0.0 0 0.0 18 0 0 0 0.0 0.0 0.0 0.0 0.44 0 0 00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 00 0.0 0.0 0 0.0 9110120 15 Synchro 9 Report Page 3 I HCM 2010 TWSC 5 : NE Sunset Blvd & Kirkland Avenue NE Intersection Int Delay , s/v eh 4.3 Movement SEL SET SER NWL NWT NWR Vol , veh/h 0 3 89 11 3 33 Conflict ing Peds , #/hr 0 0 0 0 0 0 Sign Con trol Stop Stop Stop Stop Stop Stop RT Channelized -None -None Storage Length Veh in Median Storage , # 0 0 Grade ,% 0 0 Peak Hour Fa ctor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 3 99 12 3 37 Major/Mi'nor Minor2 Minor1 Conflicting Fl ow Al l 1842 2494 498 1994 2493 649 Stage 1 1044 1044 1446 1446 Stage 2 798 1450 548 1047 Crit ica l Hdwy 754 6.54 6.94 7.54 6.54 694 Critical Hd wy Stg 1 6.54 5.54 6.54 5.54 Crit ica l Hdwy Stg 2 654 5.54 6.54 5.54 Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 47 29 518 36 29 412 Stage 1 245 304 138 195 Stage 2 346 194 488 303 Platoon blocked ,% Mov Cap-1 Maneuver 34 25 518 23 25 412 Mov Cap-2 Maneuve r 34 25 23 25 Stage 1 218 289 123 174 Stage 2 275 173 371 288 ~eroach SE NW HCM Contro l Delay , s 218 146.6 HCM LOS C F Minor Lane/Mai2r Mvmt NEL NET NE~Wln1 SELn1 SWL SWT Capacity (veh /h) 690 69 315 529 HCM Lane V/C Ratio 0.11 -0.757 0.325 0.048 HCM Control Delay (s) 10.9 HCM Lane LO S B HCM 95th %tile Q(veh ) 04 PM 3:00 pm 9/22/2010 2015 Exis tin g Condit ions B. Powell -146.6 F 3.'5 218 12.2 C B 14 0.2 NEL NET NER 68 1162 7 0 0 0 Free Free Free -None 100 0 0 90 90 90 2 2 2 76 1291 8 Major1 996 0 0 4.14 2.22 69 0 690 NE 0.6 SWR 9110/2015 SWL SWT SWR 23 892 4 0 0 0 Free Free Free -None 100 0 0 90 90 90 2 2 2 26 991 4 Major2 1299 0 0 4.14 2.22 529 529 SW 0.3 Synchro 9 Report Page 1 HC M 2010 AWSC 373: Edmond s AV NE & NE 12th St ntersection Intersection Delay , s/veh 11 Intersection LOS B vement EBU EBL Vol, veh/h 0 2 Peak Hour Fac tor 0.90 0.90 Heavy Ve hicles , % 2 2 Mvmt Flow 0 2 Number of Lan es 0 0 EB Opposing Approach WB Opposi ng Lanes 1 Confiicting Approach Left SB Conflicting Lanes Left 1 Confiicting Ap proach Right NB Co nfli cting La nes Right 2 HCM Control Delay 9.3 HCM LOS A e NBLn1 Vol Left ,% 15% Vol Thru , % 85% Vol Right,% 0% Sign Co ntrol Stop Traffic Vol by Lan e 136 LT Vol 20 Th rou gh Vo l 116 RT Vol 0 Lane Flow Rate 151 Geo metry Grp 7 Degree of Util (X) 0.25 1 Depa rtu re Headway (Hd) 5.968 Convergence , YIN Yes Cap 601 Service Time 3.701 HCM La ne V/C Ra tio 0.251 HCM Con trol De lay 10.7 HCM Lan e LOS B HCM 95th -t ile Q PM 300 pm 9122/20 10 20 15 Exist ing Conditions B. Powell EBT 46 0.90 2 51 1 NBl.fl2 0% 0% 100% Stop 44 0 0 44 49 7 0.07 5.184 Yes 691 2.916 0.071 8.3 A 0.2 EBR WBU WBl 13 0 42 0.90 0.90 0.90 2 2 2 14 0 47 0 0 0 we EB 1 NB 2 SB 1 117 B EBl.n1 1 S8Ln1 3% 15% 2% 75% 24% 38% 21% 61% 61% Stop St op Sto p 61 275 264 2 42 5 46 66 99 13 167 160 68 306 293 2 2 5 0.105 0.424 0.406 5.602 4.994 4.988 Yes Yes Yes 639 721 722 3.64 4 3.024 3.018 0.106 0.424 0.406 9.3 11.7 11.4 A B B 0.4 2.1 2 WBT WBR NBU NBL 66 167 0 20 090 0.90 0.90 0.90 2 2 2 2 73 186 0 22 1 0 0 0 NB SB 1 EB 1 WB 1 10 .1 B 911012015 NBT NB~ 11 6 44 0.90 0.90 2 2 129 49 1 1 Synchro 9 Report Page 1 HCM 2010 AWS C 373 : Edmon ds A V NE & NE 12th St Inte rsecti on Intersection Delay , s/veh In tersection LOS Movement SBU SB L Vol, veh/h 0 5 Peak Hour Factor 0 90 0.90 Heavy Vehicles , % 2 2 Mvmt Flow 0 6 Number of Lanes 0 0 Approach SB Opposing App roach NB Opposing Lanes 2 Conflict ing Approach Le ft WB Conflict ing Lanes Left 1 Confl ictin g Approach Right EB Conflicting Lanes Right 1 HCM Control De lay 11.4 HCM LOS B Lane PM 3 00 pm 9/2212010 2015 Existing Cond it ions B. Powe ll I SBT 99 0.90 2 110 1 SBR 160 0.90 2 178 0 9/10/2015 Synchro 9 Report Page 2 HCM 2010 AWSC 378: Harrinlilton Ave NE & NE 12th St Intersection Intersection Delay , s/veh 10 Intersection LOS A Movement EBU EBl Vol , veh/h 0 8 Peak Hour Factor 0.90 0.90 Heavy Vehicles , % 2 2 Mvmt Flow 0 9 Number of Lanes 0 0 roach EB Oppos ing Approach WB Opposing Lan es 1 Confli cting Approach Left SB Conflicting Lanes Le ft 1 Confl ict ing Approach Right NB Conflicting Lanes Right 1 HCM Contro l Delay 10 HCM LOS A Lane NBLn1 Vol Left ,% 52 % VolThru , % 25% Vol Right ,% 23 % Sign Control Stop Traffic Vo l by Lane 61 LT Vol 32 Through Vol 15 RT Vol 14 Lane Flow Rate 68 Geometry Grp 1 Degree of Util (X) 0.099 Departure Headway (Hd) 5.283 Convergence , Y/N Yes Cap 674 Service Time 3.35 HCM Lane V/C Ratio 0.101 HCM Contro l Delay 8.9 HCM Lane LOS A HCM 95 th-tile Q 0.3 PM 300 pm 9/22/2010 2015 Existing Cond itions B. Powe ll EBT EBR 212 26 0.90 0.90 2 2 236 29 1 0 EBLn1 W8Ln1 3% 4% 86% 85% 11 % 11 % Stop Stop 246 278 8 11 212 237 26 30 273 309 1 1 0.345 0.387 4.544 4.508 Yes Yes 790 797 2.584 2.545 0.346 0.388 10 10.4 A B 1.5 1.8 WBU WBL WBT 0 11 237 0 90 0.90 0.9 0 2 2 2 0 12 263 0 0 1 we EB 1 NB 1 SB 1 10.4 B S8ln1 57 % 18% 25 % Stop 51 29 9 13 57 1 0.083 5.296 Yes 672 3.364 0.085 8.8 A 0.3 WBR NBO NB 30 0 32 0.90 0.9 0 0.90 2 2 2 33 0 36 0 0 0 NB SB 1 EB 1 WB 1 8.9 A 9/10/2015 I NBT NBR 15 14 0.90 0.90 2 2 17 16 1 0 Synchro 9 Report Page 1 I I HCM 2010 AWSC 378: Harrin~ton Ave NE & NE 12th St 9/1012015 I Intersection Intersection Delay , slveh I Intersection LOS Movement SBU SBL SBT SBR Vo l, veh/h 0 29 9 13 I Peak Hou r Factor 0 90 090 0.90 0.90 Hea vy Veh icles, % 2 2 2 2 Mvmt Flow 0 32 10 14 Number of Lanes 0 0 1 0 I Aperoach SB Opp os ing Approach NB I Opposi ng Lanes 1 Conflicting Approach Left WB Co nfli cting Lanes Left 1 I Conflicting App roach Right EB Conflicting Lane s Right 1 HCM Contro l Del ay 8.8 HCM LOS A I lane I I I I I I I I I PM 3 00 pm 912212010 2015 Existing Conditions Synchro 9 Report 8. Powell Page 2 I I HCM 2010 AWSC I 374 : NE 12th St 9/10/2015 I Intersection Intersection Delay , s/veh 9.5 Intersecti on LOS A I Movement EBU EBL EBT EBR WB WBL WBT WBR NBU NBL Vol , veh/h 0 19 218 35 0 11 224 31 0 28 40 3 Peak Hour Fa ctor 0.90 0.90 0.90 0.90 0.90 090 0.90 0.90 0.90 090 0.90 0.90 I Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 21 242 39 0 12 249 34 0 31 44 3 Number of Lanes 0 0 2 0 0 0 2 0 0 0 1 0 EB WB NB I Opposing Approach WB EB SB Opposing La nes 2 2 1 I Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 2 Confl icting Approach Right NB SB WB I Conflicting Lanes Right 1 1 2 HCM Con trol Delay 9.6 9.5 9.4 HCM LOS A A A Lane NBLn1 EBLn1 EBLn2 WBl.n Ln2 S8Ln1 I Vol Left ,% 39 % 15% 0% 9% 0% 42% Vol Thru , % 56 % 85% 76% 91% 78% 35% I Vol Right ,% 4% 0% 24% 0% 22 % 23% Sign Control Stop Stop Stop Stop Stop Stop Traffi c Vol by La ne 71 128 144 123 143 96 I LT Vol 28 19 0 11 0 40 Through Vo l 40 109 109 112 112 34 RTVol 3 0 35 0 31 22 Lane Flow Rate 79 142 160 137 159 107 I Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.121 0.21 4 0.229 0.204 0.229 0.159 Departure Headwa y (Hd) 5.51 5.406 5.16 5.383 5.185 5.357 I Convergence , Y/N Yes Yes Yes Yes Yes Yes Cap 645 658 690 661 686 663 Serv ice Time 3.599 3.18 2.934 3.158 2.96 3.44 HCM Lane V/C Ratio 0.122 0.216 0.232 0.207 0.232 0.161 I HCM Contro l Delay 9.4 9.7 9.5 9.6 9.5 9.5 HCM Lane LOS A A A A A A HCM 95t h-tile Q 0.4 0.8 0.9 0.8 0.9 0.6 I I I PM 3:00 pm 9/22/2010 2015 Exis ting Co nd itions Synchro 9 Report B. Powell Page 1 I I HCM 2010 AWSC 374: NE 12th St Intersection Intersection Delay , slv eh Intersection LOS Movement Vol , veh/h Peak Hour Factor Heavy Vehicles , % Mvmt Flow Number of Lanes Approach Oppos ing Approa ch Opposing Lanes Conflictin g Approach Left Confli cti ng Lane s Left Conflictin g Approach Right Conflicti ng Lanes Right HCM Con tro l Dela y HCM LOS Lane SBU SBL 0 40 0.90 0.90 2 2 0 44 0 0 SB NB 1 WB 2 EB 2 9.5 A PM 3:00 pm 9/22/2010 2015 Exist ing Cond itions B. Powell SBT 34 0 90 2 38 1 SBR 22 0.90 2 24 0 9/10/2015 Synchro 9 Report Page 2 HCM 2010 Signalized Intersection Capacity Analys is 6 : NE Sunset Blvd & NE 12th St 9/10/2015 .,> -+ -,. 'f +-'-~ t ~ '. + .,, I EB[ EBT EBR WBL WBT WBR NB BT NBR SBL SBT SB Lane Configurations +ft+ +ft+ "i tt+ "i tt+ Volume (veh/h) 165 140 10 79 75 44 26 893 102 68 670 130 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q , veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bik e Adj (A _pbT) 1.00 1.00 1.00 100 1.00 100 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate , veh/h 179 171 16 103 89 70 33 950 119 89 736 159 Adj No . of Lanes 0 2 0 0 2 0 1 2 0 1 2 0 Peak Hour Fa ctor 0.92 0.82 0.63 0.77 0.84 0.63 0.78 0.94 0.86 0.76 0.91 0.82 Percent Heavy Veh , % 2 2 2 2 2 2 2 2 2 2 2 2 Opposing Right Tum Influence Yes Yes Yes Yes Cap, veh/h 256 270 25 167 150 121 80 1068 134 394 1527 330 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.15 015 0.15 0.13 0.13 0.13 0.04 0.34 0.32 022 0.53 0.51 Ln Grp Delay , s/ve h 36.8 0.0 35 .1 37.1 0.0 36.5 42 .0 42 .9 42 .8 25.9 13 .8 13 .9 Ln Grp LOS D D D D D D D C B B Approach Vol, veh/h 366 262 1102 984 Approach Delay , s/v eh 36.0 36 .8 42 .8 14.9 Approach LOS D D D B Timer: 1 2 3 4 5 6 7 8 Assi gned Phs 1 2 8 4 6 5 Case No 2.0 4.0 12.0 12.0 4.0 2.0 Phs Duration (G+Y+Rc), s 6.6 45 .2 13.0 15.2 30 .0 21.8 Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 •5 5.0 Max Green (G ma x), s 6.0 25.0 16.0 16.0 • 25 6.0 Max Allow Headwa y (MAH), s 5.3 7.1 6.3 5.5 7.3 7.1 Max Q Clear (g_c+l1), s 3.4 15.0 7.9 10 .1 24.7 5.3 Green Ext Time (g_e), s 0.0 6.4 1.2 1.1 02 0.0 Prob of Phs Call (p_c) 0.52 1.00 1.00 1.00 1.00 0.86 Prob of Max Out (p_x) 1.00 0.00 0 57 0.87 0.00 1.00 Left-Tum Movement Diti Assigned Mvmt 1 3 7 5 Mvmt Sat Flow, veh/h 1774 1331 1677 1774 ifll ti Movement Dita Assigned Mvmt 2 8 4 6 Mvmt Sat Fl ow , ve h/h 2896 1195 1769 3166 -Tum Movement Data Assigned Mvm t 12 18 14 16 Mvmt Sat Flow, veh/h 626 964 167 396 Left liiii Groue Data Ass igned Mvmt 1 0 3 7 0 5 0 0 Lane Ass ignment (Prat) L+T L+T (Prat) Lanes in Grp 1 0 1 1 0 1 0 0 PM 3:00 pm 9/2212010 20 15 Existing Cond it ions Synchro 9 Report B. Powell Page 1 HCM 2010 Sig na li zed In te rsection Ca pacity An a lysi s 6 : NE Sun set Bl vd & NE 12th St 9/1012015 Grp Vol (v), veh /h 33 0 139 190 0 89 0 0 Grp Sat Fl ow (s), ve h/h/ln 1774 0 1796 177 9 0 1774 0 0 Q Serve Time {g_s ), s 1.4 00 5.9 8.1 00 3.3 00 00 C~cle O Clea r Time (g c), s 1.4 0.0 5.9 8.1 0.0 3.3 0.0 0.0 Perm LT Sat Flow (s_l), veh /h/ln 0 0 0 0 0 0 0 0 Shared LT Sat Fl ow (s_sh), veh/hnn 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 00 00 0.0 0.0 00 00 00 00 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT O Serve Time (g _ps), s 00 00 00 00 00 00 00 00 Time to Fi rst Blk (g_D , s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs ), s 00 00 00 0.0 00 00 0.0 00 Pro e LT Inside Lane (P L) 1.00 0.00 0.74 0.94 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 80 0 225 271 0 394 0 0 VIC Ratio (X) 0.41 0.00 0.62 0.70 0.00 0.23 0.00 0.00 Avail Cap (c_a), veh /h 155 0 382 378 0 394 0 0 Upstream Filter (I) 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 Un iform Delay (d1 ), s/v eh 37.2 00 33.2 32.2 00 25 .5 0.0 00 Iner De lay (d2), s/v eh 4.8 0.0 3.9 4.7 0.0 0.4 0.0 0.0 In itia l Q De lay (d3 ), s/veh 00 00 0.0 0.0 0.0 00 0.0 0.0 Control Delay (d), s/ve h 42 .0 0.0 37.1 36 .8 0.0 25 .9 0.0 0.0 1st-Term Q (Q1), veh /ln 07 00 2.9 4.0 00 1.6 0.0 0.0 2nd-Term Q (Q2), ve h/l n 0.1 0.0 0.2 0.4 0.0 0.0 0.0 0.0 3rd-Term Q (03), veh /l n 00 00 00 00 0.0 00 0.0 00 o/oil e Back of O Factor (f_B%) 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 o/oile Back of Q (50%), veh/l n 0.8 0.0 3.1 4.3 00 1.7 00 00 o/oil e Storage Ratio (RQ%) 0.14 0.00 0.15 0.51 0.00 0.28 0.00 0.00 Ini tia l O (Qb ), veh 00 00 00 00 0.0 00 00 00 Fin al (Res idual) Q (Oe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat De lay (ds ). s/veh 00 00 00 00 0.0 0.0 0.0 0.0 Sat O (Os), ve h 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 Sat Cap (cs ), veh/h 0 0 0 0 0 0 0 0 Initial O Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Groue Data Assign ed Mvmt 0 2 8 4 6 0 0 0 Lane Assignment T T Lanes in Grp 0 1 0 0 1 0 0 0 Grp Vo l (v), ve h/h 0 450 0 0 531 0 0 0 Grp Sat Flow (s), ve h/h/ln 0 177 0 0 0 1770 0 0 0 Q Serve Time (g_s), s 00 12.9 0.0 00 22.7 0.0 0.0 00 Cycle Q Cle ar Time (g_c), s 0.0 12 .9 0.0 0.0 22.7 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 933 0 0 597 0 0 0 V/C Ratio (X) 0.00 0.48 0.00 0.00 0.89 0.00 0.00 0.00 Avai l Cap (c_a), veh /h 0 933 0 0 597 0 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 Un iform Delay (d1 ), s/veh 00 12 0 00 00 25 .1 0.0 00 00 Iner Delay (d2), s/v eh 0.0 1.8 0.0 0.0 17.8 0.0 0.0 0.0 Ini tia l Q De lay (d3), s/v eh 00 00 00 00 00 00 00 0.0 Con trol Delay (d), s/ve h 0.0 13.8 0.0 0.0 42 .9 0.0 00 0.0 1st-Term O (01), veh /ln 00 6.2 0.0 0.0 11.1 00 0.0 00 2nd -Term Q (02), ve hnn 0.0 0.5 0.0 0.0 3.0 0.0 0.0 0.0 PM 3:00 pm 9/22 /20 10 20 15 Ex ist in g Conditions Synchro 9 Report B. Powe ll Page 2 HCM 2010 Signalized Intersection Capacity Analysis 6: NE Sunset Blvd & NE 12th St 3rd-Term O (03). vehlln 0.0 0.0 00 00 00 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh /ln 00 6.7 00 0.0 14.0 0.0 00 %ile Storage Ratio (RO%) 0.00 0.17 0.00 0.00 0.27 0.00 0.00 Initial O (Ob}, veh 00 0.0 0.0 0.0 0.0 0.0 00 Final (Residual) Q (Qe), ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat De lay (ds), s/veh 0.0 00 00 0.0 0.0 00 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs ), veh/h 0 0 0 0 0 0 0 Initial Q Clear Time (tc}, h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Biaht Lane Grou~ Dita Assigned Mvmt 0 12 18 14 16 0 0 Lane Assignment T+R T+R T+R T+R Lanes in Grp 0 1 1 1 1 0 0 Grp Vol (v), veh/h 0 445 123 176 538 0 0 Grp Sat Flow (s), veh/h/ln 0 1752 1693 1833 1793 0 0 Q Serve Time (g_s}, s 00 13.0 55 7.2 22 .7 0.0 00 C~cle Q Clear Time (g c), s 0.0 13 .0 5.5 7.2 22.7 0.0 0.0 Prat RT Sat Flow (s_R), veh/h/ln 00 00 00 0.0 0.0 00 00 Prat RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proe RT Outside Lane !P R) 0.00 0.36 057 0.09 0.22 0.00 0 00 Lane Grp Cap (c), veh/h 0 924 212 280 605 0 0 VIC Rat io (X) 0.00 048 0.58 0.63 0.89 0 00 0.00 Avail Cap (c_a}, veh/h 0 924 360 390 605 0 0 Ups tream Filter (I) 000 1.00 1.00 1.00 100 0.00 0.00 Uniform Delay (d1), s/veh 0.0 12 .1 33.0 31 .8 25.2 0.0 0.0 Iner De lay (d2), s/veh 0.0 1.8 3.5 3.3 17.6 00 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Dela y (d). s/v eh 0.0 13.9 36.5 35 .1 42 .8 0.0 0.0 1st-Term Q (01), veh/ln 0.0 6.2 2.6 3.6 11 .2 0.0 0.0 2nd-Term Q (02). ve h/ln 0.0 0.5 0.2 0.3 3.0 0.0 0.0 3rd-Term O (03), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Ba ck of Q Factor (f_B%) 0.00 1.00 1.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 6.7 2.8 3.9 14 .2 0.0 0.0 %ile Storage Ratio (RO %) 0.00 0.17 0.13 046 0.27 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Fin al (Res idual) Q (Q e}, veh 0.0 0.0 00 00 0.0 00 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Q s}, veh 0.0 0.0 0.0 0.0 0.0 0.0 00 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 In itial Q Clear Time (tc ), h 0.0 00 00 0.0 0.0 0.0 00 Intersection Summary HCM 2010 Ctrl Delay 31.2 HCM 2010 LOS C otes User approved pedestrian interval to be less than phase max green. • HCM 2010 computational engine requ ires equal clearance times for the phases crossing the barrier. PM 3.00 pm 9/2212010 2015 Existin g Conditions B. Powell 00 0.00 0.0 0.00 00 0.0 0.0 0.0 0 0.0 0 0 0 0 00 0.0 00 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 00 0.0 0.0 0 0.0 9/1012015 Synchro 9 Report Page 3 HCM 2 010 Signalized Intersect ion Capa cit y Anal ys is 4 : NE Sunset Blvd & NE 10th St 9/10/201 5 ,> --+ "'), ~ +-'-~ t ~ '-. + ./ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configu rations 4+ 4+ 'I t~ 'I t~ Volume (veh/h) 14 45 24 104 35 34 46 1004 138 61 895 9 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow , vehl hl ln 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate , veh/h 22 49 25 155 45 54 68 1046 179 73 952 10 Adj No . of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.65 0.92 0.96 0.67 0.77 0.63 0.68 0.96 0.77 0.83 0.94 0.88 Percent Heavy Veh , % 2 2 2 2 2 2 2 2 2 2 2 2 Opposing Right Turn Influence Yes Yes Yes Yes Cap , veh /h 110 221 97 266 65 70 303 1831 313 116 1749 18 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.22 0.22 0.22 0.22 022 0.22 0 17 061 0.59 0.07 0.49 0.47 Ln Grp Delay, s/veh 26 .5 0.0 0.0 32.6 0.0 0.0 29 .0 11 .3 11 .4 44 .1 16.8 16.7 Ln Grp LOS C C C B B D B B Appro ach Vo l, veh/h 96 254 1293 1035 Approach Delay , s/veh 26.5 32.6 12.3 18.6 Approach LOS C C B B Ti mer: 2 3 4 5 6 7 8 Assig ned Phs 2 1 4 5 6 8 Case No 4.0 2.0 8.0 2.0 4.0 80 Phs Duration (G+Y +Rc ). s 42.0 17.7 20 .3 8.2 51 .4 20.3 Change Period (Y +Re }, s • 5 5.0 4.0 40 5.0 4.0 Max Green (Gmax), s * 37 6.0 24.0 9.0 34.0 24.0 Max Allow Headway (MAH), s 8.5 8.3 6.7 5.2 8.3 6.7 Max Q Clea r (g_c+l1), s 16.8 4.6 5.6 5.2 18.8 14.3 Green Ext Time (g_e). s 13.2 0.1 30 01 12.6 2.1 Prob of Phs Call (p_c) 1.00 0.78 1.00 0.80 1.00 1.00 Prob of Max Out (p_x) 000 1.00 0.07 1.00 0.00 0.50 Left-Tum Movement Data Assigned Mvmt 1 7 5 3 Mvmt Sat Flow, ve h/h 1774 252 1774 895 Thr~h Movement Data As signed Mvmt 2 4 6 8 Mvmt Sat Flow , veh /h 3588 1019 3025 302 R!ght-Tum Movemen t Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh /h 38 448 517 323 Left Lane Groue Data Assig ned Mvmt 0 1 0 7 5 0 0 3 Lane Assignment (Prat) L+T+R (Prot) L+T+R La nes in Grp 0 1 0 1 1 0 0 1 PM 3:00 pm 9/22/20 10 2015 Existing Conditions Synch ro 9 Report B. Powell Page 1 HCM 2010 Signalized Intersection Capacity Analysis 4 : NE Sunset Blvd & NE 10th St 9/10/2015 Grp Vol (v), veh /h 0 68 0 96 73 0 0 254 Grp Sat Flow (s), veh/h/ln 0 1774 0 1719 1774 0 0 1520 Q Serve Time (g_s), s 0.0 2.6 00 0.0 3.2 00 00 8.7 Clcie Q Clear Time (g c), s 0.0 2.6 0.0 3.6 3.2 0.0 0.0 12.3 Perm LT Sat Flow (s_l), veh /hl ln 0 0 0 1317 0 0 0 1347 Shared LT Sat Flow (s_s h), veh/h/ln 0 0 0 1736 0 0 0 1808 Pe rm LT Eff Green (g_p), s 00 0.0 0.0 17.3 00 0.0 00 17.3 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 5.1 0.0 0.0 0.0 13.8 Pe rm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 00 0.0 0.0 0.0 8.7 Time to First Blk (g_ij, s 0.0 0.0 0.0 6.0 0.0 0.0 0.0 0.5 Serve Time pre Blk (g_fs ), s 00 0.0 0.0 3.6 0.0 00 00 0.5 Proe LT Inside Lane (P L) 0.00 1.00 0.00 0.23 1.00 0.00 0.00 0.6 1 Lane Grp Cap (c), veh/h 0 303 0 428 116 0 0 402 V/C Ratio (X) 0.00 0.22 0.00 0.22 0.63 0.00 0.00 0.63 Avail Cap (c_a), veh /h 0 303 0 583 222 0 0 540 Upstream Filter (I) 0.00 0.80 0.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 28.6 0.0 25.9 36.4 00 0.0 29 .1 Iner Delay (d2), s/veh 0.0 0.4 0.0 0.6 7.7 0.0 0.0 3.5 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 00 00 0.0 0.0 00 Control Delay (d), s/veh 0.0 29.0 0.0 26.5 44 .1 0.0 0.0 32 .6 1s t-Term Q (01), veh/ln 0.0 1.3 00 1.8 1.6 0.0 0.0 5.2 2nd-Term Q (Q2), veh/l n 0.0 0.0 0.0 0.1 0.2 0.0 0.0 0.4 3rd-Term Q (Q3), vehl ln 0.0 0.0 00 0.0 00 0.0 0.0 0.0 o/o ile Ba ck of Q Factor (f_Bo/o) 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh /l n 00 1.3 0.0 1.8 1.8 00 00 5.6 %i le Storage Rat io (RO%) 0.00 0.20 0.00 0.24 0.27 0.00 0.00 0.26 Initial Q (Qb), veh 0.0 0.0 00 0.0 0.0 00 0.0 00 Final (Residual ) Q (Qe ), ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 00 0.0 0.0 0.0 00 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh /h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc ), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 iddle Lane Grou Diti Assigned Mvmt 2 0 0 4 0 6 0 8 Lane Ass ign ment T T Lanes in Grp 1 0 0 0 0 1 0 0 Grp Vol (v). veh /h 470 0 0 0 0 611 0 0 Grp Sat Flow (s), veh/h/l n 1770 0 0 0 0 1770 0 0 Q Serve Time (g_s), s 14.8 0.0 0.0 0.0 00 16.7 00 00 Cycle Q Clear nme (g_c), s 14.8 0.0 0.0 0.0 0.0 16.7 0.0 0.0 Lane Grp Cap (c), vehl h 863 0 0 0 0 1071 0 0 V/C Ratio (X) 0.54 0.00 0.00 0.00 0.00 0.57 0.00 0.00 Avai l Cap (c_a), veh /h 863 0 0 0 0 1071 0 0 Upstream Filter (I) 1.00 0.00 0.00 0.00 0.00 0.80 0.00 0.00 Uniform Delay (d1 ), s/veh 14.3 0.0 00 0.0 00 9.5 00 00 Iner Delay (d2), s/veh 2.5 0.0 0.0 0.0 0.0 1.8 0.0 0.0 In iti al Q Delay (d3), s/veh 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Dela y (d), s/veh 16.8 0.0 0.0 0.0 0.0 11 .3 0.0 0.0 1st-Term Q (Q 1), ve h/ln 7.2 00 0.0 0.0 0.0 8.0 0.0 00 2nd-Term Q (02 ), veh/ln 0.6 0.0 0.0 0.0 0.0 0.5 0.0 0.0 PM 3:00 pm 9/22/2010 20 15 Exis ting Con di tions Synchro 9 Report B. Powell Page 2 HCM 2010 S ig nalized Inter section Ca pacity Analysi s 4 : NE Sunset Bl vd & NE 10th St 3rd-Term Q (03), veh/ln 00 0.0 0.0 00 00 00 00 o/oil e Back of Q Fa ctor (f_B o/o) 1.00 0.00 0.00 1.00 0.00 1.00 0.00 o/oile Back of Q (50%), veh/ln 7.8 00 00 00 00 8.5 00 o/oile Storage Ratio (RO%) 0.14 0.00 0.00 0.00 0.00 0.57 0.00 In itial Q (Ob), veh 00 0.0 00 00 00 00 0.0 Fina l (Residua l) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat De lay (ds), s/veh 00 00 00 00 0.0 0.0 00 Sat Q (Os), veh 0.0 0.0 0.0 0.0 0.0 0.0 00 Sat Cap (cs ), veh /h 0 0 0 0 0 0 0 Ini tial Q Clear Time (tc ), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 R!9ht Lane Groue Data Assigned Mvmt 12 0 0 14 0 16 0 Lane Ass ignment T+R T+R Lanes in Grp 1 0 0 0 0 1 0 Grp Vol (v), veh/h 492 0 0 0 0 614 0 Grp Sat Flow (s), veh/h/ln 1856 0 0 0 0 1772 0 Q Se rve Time (g_s ), s 14.8 0.0 0.0 0.0 00 16.8 00 Clcle Q Clear Time {g c), s 14.8 0.0 0.0 0.0 0.0 16.8 0.0 Prot RT Sat Flow (s_R ), veh /h/l n 0.0 0.0 0.0 0.0 00 0.0 00 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proe RT Outside Lane (P R) 002 0 00 0 00 026 0 00 0.29 000 La ne Grp Ca p (c), veh/h 905 0 0 0 0 1072 0 V/C Rati o (X) 0.54 0 00 0 00 0 00 0 00 057 0 00 Avail Cap (c_a), veh /h 905 0 0 0 0 1072 0 Upstream Filter (I) 1.00 0 00 0 00 000 0 00 080 000 Uniform De lay (d1 ), s/veh 14.3 0.0 0.0 0.0 0.0 9.6 0.0 Ine r Delay (d2 ), s/veh 2.3 0.0 00 0.0 00 1.8 00 Initi al Q De lay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Con trol De lay (d ), s/veh 16.7 00 00 00 00 11 .4 00 1st-Term Q (01), vehnn 7.5 0.0 0.0 0.0 0.0 8.0 0.0 2nd-Term Q (02), ve h/ln 0.6 0.0 00 00 0.0 0.5 00 3rd -Term Q (03 ), veh/l n 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o/oi le Back of Q Factor (f_Bo/o ) 100 0.00 000 100 000 1.00 0 00 o/oil e Back of Q (50%), veh/ln 8.1 0.0 0.0 0.0 0.0 8.6 0.0 o/oile Storage Ratio (RQ%) 0.15 000 0.00 0 00 000 0.57 0 00 Initial Q (Qb ). veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Fin al (Resid ua l) Q (Qe), veh 00 00 00 00 00 00 0.0 Sat De lay (ds), s/ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs ), veh 0.0 0.0 0.0 0.0 0.0 00 00 Sat Cap (cs ), veh/h 0 0 0 0 0 0 0 Initial Q Clea r Time (tc ), h 00 00 00 00 00 00 0.0 Intersection Summa!)'. HCM 2010 Ctrl Delay 17.2 HCM 2010 LOS B Notes * HCM 2010 computational engine requires equal clearance times for the phases cross ing the barrie r. PM 300 pm 9/2212010 2015 Existing Condit ions B. Powell 00 1.00 00 0.00 0.0 0.0 00 00 0 0.0 18 0 0 0 0.0 0.0 00 0.0 0.21 0 0 00 0 0 00 0.0 0.0 0.0 00 0.0 00 0.0 1 00 0.0 0 00 0.0 00 0.0 00 0 00 9110/2015 Synchro 9 Rep ort Page 3 HCM 2010 Signalized Intersection Capacity Analysis 2: Edmonds AV NE & NE Sunset Blvd 9/10/20 15 ,,. -+ • • +-'-~ t I" \. + ..' vement EBL EB EBR WBL WBT WBR NBL NBT NBR SBL SBT SBB Lane Configurations ., tl+ ., tl+ , l+ , l+ Volume (veh/h) 124 121 7 82 39 814 8 48 23 27 7 38 106 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q , veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-B ike Adj (A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow , veh/h/l n 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate , veh/h 146 1281 115 45 915 14 57 44 38 11 58 126 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.85 0.95 0.71 0.86 0.89 0.58 0.84 0.52 0.72 0.63 0.66 0.84 Percent Heavy Veh , % 2 2 2 2 2 2 2 2 2 2 2 2 Opposing Right Tum Influence Yes Yes Yes Yes Cap , veh/h 584 2085 187 79 1204 18 22 1 193 166 312 109 237 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arr ive On Green 0.44 0.84 0.83 004 0.34 0.32 0.21 0.21 0.21 0.21 0.2 1 0.2 1 Ln Grp Dela y, s/veh 16.5 4.8 4.9 46.4 32.4 32 .1 34 .1 0.0 26 .8 27.9 0.0 30 .0 Ln Grp LOS B A A D C C C C C C Approach Vo l, veh/h 1542 974 139 195 Approach De lay , s/veh 5.9 32.9 29.8 29 .9 Approa ch LOS A C C C Timer: 1 2 3 ~ 5 6 7 8 Assigned Phs 2 1 4 5 6 8 Case No 4.0 2.0 6.0 2.0 4.0 6.0 Phs Duration (G+Y +Rc), s 30 .0 30.3 19.7 6.6 53 .8 19.7 Change Period (Y+Rc), s • 5 5.0 4.0 4.0 5.0 4.0 Max Green (G ma x), s * 25 14.0 28 .0 8.0 31.0 28 .0 Max Allow Headway (MAH), s 8.2 8.0 6.3 6.5 8.0 6.3 Max Q Clear (g_c+l1), s 20.3 6.2 13.4 4.0 12.3 9.9 Green Ext Time (g_e), s 3.6 2.4 2.2 0.1 16.2 2.5 Prob of Phs Call (p_c) 1.00 0.96 1.00 0.63 1.00 1.00 Prob of Max Out (p_x) 0.00 1.00 0.11 1.00 0.00 0.04 ift-Tum Movement Data Ass igned Mvmt 1 7 5 3 Mvmt Sa t Flow, veh/h 1774 1195 1774 131 1 h Movement Data Ass igned Mvmt 2 4 6 8 Mvmt Sat Flow , vehl h 3568 924 3286 524 Bi!t-Tum Movement Oita Ass igned Mvmt 12 14 16 18 Mvmt Sat Flow , veh/h 55 798 294 1138 eft Lane Groue Data Assigned Mvmt 0 1 0 7 5 0 0 3 Lane Assig nment (Prot) (Prot) Lanes in Grp 0 1 0 1 0 0 PM 3:00 pm 9122 /2010 2015 Existing Conditions Synchro 9 Report B. Powe ll Page 1 HCM 20 10 Si g nalized Intersection Capacity Anal ys is 2: Edmonds AV NE & NE Sunset Blvd 911012015 Grp Vo l (v), veh/h 0 146 0 57 45 0 0 11 Grp Sat Flow (s), veh/h/ln 0 1774 0 1195 1774 0 0 131 1 Q Serve Time (g _s), s 00 42 00 3.6 2.0 00 0.0 0.6 Clcle Q Clea r Time (g c), s 0.0 4.2 0.0 11.4 2.0 0.0 0.0 3.7 Pe rm LT Sat Flow (s_l), veh lhll n 0 0 0 1195 0 0 0 1311 Sha red LT Sat Flow (s_sh), veh/hlln 0 0 0 0 0 0 0 0 Perm LT Eff Gree n (g_p), s 00 00 0.0 167 00 00 00 167 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 8.8 0.0 0.0 0.0 13.5 Perm LT Q Serve Ti me (g _ps ), s 00 00 00 3.6 00 00 00 0.6 Time to First Blk (g_n, s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 00 00 00 00 00 00 00 00 Proe LT Inside Lane (P L) 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh /h 0 584 0 221 79 0 0 312 VIC Rat io (X) 0.00 0.25 0.00 0.26 0.5 7 0.00 0.00 0.04 Avail Cap (c_a), ve hlh 0 584 0 405 200 0 0 513 Upstream Filter (I) 0.00 0.69 000 1.00 1.00 0.00 000 1.00 Uniform De lay (d1 ). s/veh 00 16.3 00 33.3 375 00 00 279 Iner De lay (d2), s/veh 0.0 0.2 0.0 0.9 8.9 0.0 0.0 0.1 In itia l O Delay (d3), s/ve h 00 00 00 00 00 00 00 00 Control De lay (d), s/veh 0.0 16 .5 0.0 34 .1 46.4 0.0 0.0 27 .9 1st-Term Q (01), veh /ln 00 2.0 00 1.2 1.0 00 0.0 0.2 2nd-T enn Q (02 ), ve h/ln 0.0 0.0 0.0 0.1 0.2 0.0 0.0 0.0 3rd-Term Q (03 ), veh /l n 00 00 0.0 00 00 00 00 00 %ile Ba ck of Q Factor (f_B%) 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh /ln 00 2.0 0.0 1.2 1.2 00 0.0 0.2 %il e Storage Ratio (RO%) 0.00 0.23 0.00 0.06 0.12 0.00 0.00 0.01 Initia l Q (Qb), veh 00 00 00 0.0 00 0.0 00 00 Final (Residua l) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Dela y (ds ), s/veh 00 00 00 00 00 00 0.0 00 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh /h 0 0 0 0 0 0 0 0 Initial Q Cle ar Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Groue Data Ass igned Mvmt 2 0 0 4 0 6 0 8 Lane Assignment T T Lanes in Grp 1 0 0 0 0 1 0 0 Grp Vol (v ), ve hlh 454 0 0 0 0 688 0 0 Grp Sat Flow (s), veh/h /ln 1770 0 0 0 0 1770 0 0 0 Serve Ti me (g_s ), s 18.3 0.0 00 00 0.0 10.1 0.0 0.0 Cycle Q Clea r Time (g_c ), s 18.3 0.0 0.0 0.0 0.0 10.1 0.0 0.0 Lane Grp Cap (c), veh /h 597 0 0 0 0 1123 0 0 V/C Ratio (X) 0.76 0.00 0.00 0.00 0.00 0.6 1 0.00 0.00 Avai l Cap (c_a ), veh /h 597 0 0 0 0 1123 0 0 Upstream Filter (I) 1.00 0.00 0.00 0.00 0.00 0.69 0.00 0.00 Unifo rm Delay (d1 ), s/veh 23.6 00 0.0 0.0 0.0 3.1 0.0 0.0 Iner Delay (d2), s/v eh 8.8 0.0 0.0 0.0 0.0 1.7 0.0 0.0 Initial Q Delay (d3 ), s/ve h 00 00 00 00 0.0 0.0 00 0.0 Control Dela y (d), s/ve h 32.4 0.0 0.0 0.0 0.0 4.8 0.0 0.0 1s t-Ter m O (01), veh /ln 8.8 00 0.0 00 0.0 4.6 00 00 2nd -Term O (02), veh/l n 1.5 0.0 0.0 0.0 0.0 0.5 0.0 0.0 PM 300 pm 9122/2010 2015 Exist ing Conditions Synchro 9 Report B. Powell Page 2 HCM 2010 Signalized Intersection Capacity Analysis 2: Edmonds AV NE & NE Sunset Blvd 3rd-Term Q (Q 3), veh /l n 0.0 00 0.0 0.0 0.0 0.0 00 o/oile Back of Q Factor (f_Bo/o ) 1.00 0.00 0.00 1.00 0.00 1.00 0.00 o/oil e Back of Q (50%), veh /ln 10.3 00 00 00 0.0 51 0.0 o/oile Storage Ratio (RQo/o) 0.29 0.00 0.00 0.00 0.00 0.33 0.00 In itia l Q (Qb), veh 00 00 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q {Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Dela y (ds), slveh 0.0 0.0 0.0 00 0.0 0.0 00 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Ca p (cs ), vehl h 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Assigned Mvmt 12 0 0 14 0 16 0 Lane Assignme nt T+R T+R T+R Lanes in Grp 1 0 0 1 0 1 0 Grp Vo l (v). veh /h 475 0 0 82 0 708 0 Grp Sat Flow {s), veh /h/ln 1853 0 0 172 2 0 1811 0 Q Serve Time (g_s ), s 183 0.0 00 3.2 0.0 103 0.0 C~de Q Clear Time (g c), s 18.3 0.0 0.0 3.2 0.0 10.3 0.0 Prot RT Sat Fl ow (s_R), veh/h /ln 00 0.0 0.0 00 00 00 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proe RT Outside Lane (P R) 0.03 0.00 0.00 046 000 0.16 0.00 Lane Grp Cap (c), veh/h 625 0 0 359 0 1149 0 V/C Rat io (X) 0.76 0 00 0.00 0.23 000 0.62 0.00 Avail Cap (c_a), veh/h 625 0 0 624 0 1149 0 Upstream Filter (I) 1.00 0.00 0 00 1.00 000 0.69 0.00 Uniform Delay (d1), s/veh 23 .6 0.0 0.0 26 .3 0.0 3.1 0.0 In er Dela y (d2), s/veh 8.4 0.0 00 0.5 0.0 17 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Con trol Dela y (d), s/veh 32.1 00 00 26 .8 00 4.9 0.0 1st-Term Q (Q1), veh/ln 9.2 0.0 0.0 1.5 0.0 4.8 0.0 2nd -Term Q (Q2 ), veh /ln 1.5 0.0 00 0.0 0.0 0.5 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_Bo/o) 1.00 0 00 0.00 1.00 0.00 1.00 0.00 o/oile Back of Q (50%), veh/ln 10.7 0.0 0.0 1.5 0.0 5.3 0.0 %ile Storage Rat io (RQ%) 0.3 1 0.00 0.00 0.08 0.00 0.34 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residua l) Q (Qe ). veh 0.0 0.0 0.0 0.0 0.0 00 00 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 00 00 0.0 0.0 Sat Cap (cs ), veh/h 0 0 0 0 0 0 0 In itia l Q Clear Time (tc), h 0.0 0.0 0.0 0.0 00 00 0.0 ntersection Summa!l HCM 20 10 Ctrl De lay 18 .0 HCM 2010 LOS B 6te8 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. PM 3:00 pm 9122/2010 2015 Existing Conditions B. Powe ll 0.0 1.00 00 0.00 00 0.0 0.0 0.0 0 0.0 18 T+R 1 184 1662 7.9 7.9 0.0 0.0 0.68 347 0.53 602 1.00 28 .2 1.8 0.0 30 .0 3.6 0.2 0.0 1.0 0 3.8 0.19 0.0 0.0 0.0 00 0 0.0 9/10/2015 Synchro 9 Re port Page 3 HCM 2010 Signalized Intersection Capacity Analys is 3: Harrin~ton AV NE & NE Sunset Blvd 9/10/2015 .,> -+-.. • +-'-~ t I" '. ! ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations "i tt. "i tt. 4+ 4+ Vo lume (v eh/h) 26 11 63 44 66 927 3 37 8 67 8 16 19 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q , veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bi ke Ad j (A_pb T) 1.00 1.00 100 1.00 100 1.00 1.00 100 Parking Bus Adj 1.00 1.00 1.00 100 100 100 100 100 1.00 1.00 1.00 1.00 Adj Sat Flow , veh /h/l n 1863 1863 1900 1863 1863 1900 190 0 1863 19 00 1900 1863 1900 Adj Flow Rate , veh/h 35 1292 61 77 1008 8 41 16 89 12 28 32 Adj No. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Peak Hour Fa ctor 0.75 0.90 0.72 0.86 0.92 0.38 0.90 0.50 0.75 0.67 0.57 0.59 Percent Hea vy Veh , % 2 2 2 2 2 2 2 2 2 2 2 2 Opposing Right Tu m lnfiuence Yes Yes Yes Yes Cap , veh /h 466 1635 77 488 1754 14 104 38 132 74 109 104 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0 26 0.47 0.46 0.28 0.49 0.47 0.1 4 014 0.14 0 14 0.1 4 0.14 Ln Grp Delay , s/ve h 22 .3 25.1 25.0 22 .2 17.0 16.9 34.9 0.0 00 31.7 0.0 0.0 Ln Grp LO S C C C C B 8 C C Approach Vol , veh/h 1388 1093 146 72 Approach Delay , s/veh 25.0 173 34 .9 31.7 Approach LOS C B C C Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 1 4 6 5 8 Case No 4.0 2.0 8 0 4.0 2.0 8.0 Phs Durat ion (G+Y+Rc}, s 42.0 24.0 14 .0 41.0 25.0 14.0 Change Per iod (Y +Rc }, s 5.0 4.0 4.0 5.0 40 4.0 Max Green (Gmax), s 37.0 6.0 24.0 36.0 7.0 24 .0 Max Allow Headway (MAH), s 9.2 5.1 5.8 9.2 5.1 5.8 Max Q Clea r (g_c+l1 }, s 18.0 3.2 8.9 27.3 4.6 5.0 Green Ext Time (g_e), s 14 .2 0.1 1.2 8.1 0.1 1.3 Prob of Phs Call (p_c ) 1.00 0.54 0.99 1.00 0.82 0.99 Prob of Max Out (p_x ) 0.00 1.00 0.02 0.0 0 1.00 0 00 Left-Tum Movement Data Assigned Mvm t 1 7 5 3 Mvmt Sat Flow, veh/h 1774 339 1774 157 Through Movement Data Assigned Mvmt 2 4 6 8 Mvmt Sat Flow , veh/h 3599 278 3441 792 Right-Tum Movement Data Assigned Mvmt 12 14 16 18 Mvm t Sat Flow , veh/h 29 963 162 759 Left Lane Groue Data Assigned Mvmt 0 1 0 7 0 5 0 3 Lane Ass ignment (Prat ) L+T+R (Prot) L+T+R Lanes in Grp 0 1 0 1 0 1 0 1 PM 300 pm 9/22 /2010 2015 Existing Cond it ions Synchro 9 Report B. Powell Page 1 HC M 20 10 Signalized Intersection Capa city Analysis 3: Harrin9ton AV NE & NE Sunset Blvd 9/10/2015 Grp Vol (v), veh/h 0 35 0 146 0 77 0 72 Grp Sa t Fl ow (s), vehl hl ln 0 177 4 0 1579 0 1774 0 1707 Q SeNe Time (g _s), s 0.0 1 2 00 3.9 0.0 2.6 0.0 00 Clct e Q Clea r Time !e c): s 0.0 1.2 0.0 6.9 0.0 2.6 0.0 3.0 Pe rm LT Sat Flow (s_l), vehlhlln 0 0 0 1364 0 0 0 1309 Shared LT Sa t Flow (s_sh), ve hl hl ln 0 0 0 183 7 0 0 0 1847 Perm LT Eff Green (g__p), s 00 00 0.0 11 .0 00 0.0 00 11 .0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 8.0 0.0 0.0 0.0 4.1 Perm LT Q Serve Time (g_ps), s 00 00 0.0 3.9 00 0.0 0.0 0.0 Time to First Bl k (g_D, s 0.0 0.0 0.0 2.4 0.0 0.0 0.0 4.9 SeNe Time pre Blk (g_fs), s 0.0 0.0 00 2.4 00 0.0 0.0 3.0 Proe LT Inside Lane (P L) 0.00 1.00 0.00 0.28 0.00 1.00 0.00 0.17 Lane Grp Cap (c), vehl h 0 466 0 275 0 488 0 287 VIC Ratio (X) 0.00 0.08 0.00 0.53 0.00 0.16 0.00 0.25 Avai l Ca p (c_a), veh /h 0 466 0 542 0 488 0 57 0 Upstrea m Filter (I) 0.00 1.00 0.00 1.00 0.00 0.88 0.00 1.00 Uniform De lay (d1), s/veh 00 22.2 00 32.7 0.0 22 .0 00 31 .1 Iner De lay (d2), s/veh 0.0 0.1 0.0 2.3 0.0 0.2 0.0 0.6 Ini tia l Q De lay (d3 ), sl veh 00 0.0 0.0 0.0 0.0 0.0 00 00 Co ntrol Del ay (d), s/veh 0.0 22.3 0.0 34.9 0.0 22 .2 0.0 31.7 1st-Term Q (0 1), veh/ln 0.0 0.6 0.0 3.0 00 1.3 0.0 1.4 2n d-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.1 3rd-Term Q (Q3 ), vehll n 0.0 0.0 0.0 00 0.0 0.0 0.0 00 %i le Ba ck of Q Factor (f_8%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), vehl ln 00 0.6 00 3.2 0.0 1.3 00 1.5 %il e Storage Ra tio (RO%) 0.00 0.10 0.00 0.06 0.00 0.22 0.00 0.10 Initia l Q (Qb ), veh 00 0.0 00 00 00 0.0 0.0 0.0 Final (Re si du al) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (d s), slv eh 00 0.0 0.0 0.0 0.0 0.0 00 00 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sa t Cap (cs ), veh /h 0 0 0 0 0 0 0 0 In itial Q Cle ar Time (le), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ~iddle Grooe Data Ass igned Mvmt 2 0 0 4 6 0 0 8 Lane Ass ignment T T Lan es in Grp 1 0 0 0 1 0 0 0 Grp Vol (v), veh /h 496 0 0 0 664 0 0 0 Grp Sat Flow (s), vehl h/ln 1770 0 0 0 177 0 0 0 0 Q SeNe Time (g_s), s 16.0 0.0 0.0 0.0 25.2 0.0 0.0 0.0 Cycl e Q Clear Time (g_c), s 16.0 0.0 0.0 0.0 25.2 0.0 0.0 0.0 Lane Grp Cap (c), vehl h 863 0 0 0 84 1 0 0 0 VIC Rati o (X) 0.57 0.00 0.00 0.00 0.79 0.00 0.00 0.00 Ava il Cap (c_a), vehl h 863 0 0 0 84 1 0 0 0 Upstream Filter (I) 0.88 0.00 0.00 0.00 1.00 0.00 0.00 0.00 Un iform De lay (d1 ), slveh 14.6 0.0 00 00 17.6 00 0.0 00 Iner De lay (d2), slveh 2.4 0.0 0.0 0.0 7.4 0.0 0.0 0.0 In iti al Q De lay (d3), s/veh 0.0 00 0.0 0.0 0.0 00 0.0 0.0 Control Delay (d), slve h 17.0 0.0 0.0 0.0 25.1 0.0 0.0 0.0 1st-Term Q (Q1 ), vehl ln 7.7 00 0.0 00 12.2 0.0 0.0 0.0 2nd -Term Q (0 2), veh/l n 0.6 0.0 0.0 0.0 1.7 0.0 0.0 0.0 PM 3:00 pm 9122/2010 20 15 Existing Condit ions Synchro 9 Report 8. Powell Page 2 HCM 2010 Signalized Intersection Capacity Analysis 3: Harri n~ton AV NE & NE Sunset Blvd 3rd-Term Q (03). vehl ln 0.0 %ile Back of Q Fa ctor (f_Bo/o) 1.00 %ile Back of Q (50%), veh/ln 8.3 o/oile Storag e Ratio (RO%) 0.55 Initial Q (Ob ), veh 00 Final (Res idual) Q (Qe), veh 0.0 Sat De lay (ds), s/veh 00 Sat Q (Os), veh 0.0 Sa t Cap (cs), veh/h 0 Initial Q Clear Time (le). h 0.0 R!9ht Lane Groue Data Assigned Mvmt 12 Lane Assignment T+R Lanes in Grp 1 Grp Vol (v), veh /h 520 Grp Sat Flow (s), veh/h/ln 1858 Q Serve Time (g _s). s 16.0 Clcle Q Clear Time (9 c), s 16.0 Prot RT Sat Flow (s_R), veh /h/ln 00 Prot RT Eff Green (g_R). s 0.0 Proe RT Outs ide Lane (P R) 0 02 Lane Grp Cap (c), veh/h 906 VIC Rat io (X) 0.57 Avail Cap (c_a), veh/h 906 Upstream Filter (I) 0.88 Unifonm Delay (d1), s/veh 14.6 Iner Delay (d2). slveh 2.3 Initial Q De lay (d3), s/veh 0.0 Control De lay (d), s/veh 16.9 1st-Term Q (01), veh/ln 8.1 2nd-Te nm O (02), veh/ln 06 3rd-Tenm Q (03), veh/ln 0.0 o/oile Ba ck of Q Fa cto r (f_B o/o) 100 %ile Back of Q (50%), veh /ln 8.7 %ile Storage Ratio (RO%) 0.58 Initial O (Qb), veh 0.0 Final (Residual ) Q (Oe ). veh 0.0 Sat Delay (ds), s/veh 0.0 Sat Q (Qs). veh 00 Sat Cap (cs), veh/h 0 Initia l Q Clear Time (le), h 00 Intersection Summa!i'. HCM 2010 Ctrl De lay HCM 2010 LOS PM 3:00 pm 9/22/2010 2015 Existing Conditions B. Powell 00 0.00 00 0.00 0.0 0.0 00 0.0 0 0.0 0 0 0 0 00 0.0 00 0.0 0 00 0 0 00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0 00 0.0 0.0 0.0 0.0 0 00 226 C 00 0.0 0.00 1.00 0.0 00 0 00 0.00 00 00 0.0 0.0 0.0 00 0.0 00 0 0 0.0 0.0 0 14 0 0 0 0 0 0 0.0 0.0 0.0 0.0 00 0.0 0.0 00 0 00 0.61 0 0 0.00 0 00 0 0 0 00 0 00 0.0 0.0 0.0 00 0.0 0.0 00 00 0.0 0.0 00 00 0.0 0.0 0 00 1.00 0.0 0.0 0 00 0.00 0.0 0.0 00 00 0.0 0.0 00 00 0 0 00 00 0.0 0.0 1.00 0.00 13.9 0.0 1.40 0.00 0.0 00 0.0 0.0 00 00 0.0 0.0 0 0 0.0 0.0 16 0 T+R 1 0 689 0 1834 0 25.3 0.0 25.3 0.0 00 0.0 0.0 0.0 0.09 0 00 871 0 0.79 0 00 871 0 100 0 00 17.7 0.0 7.3 00 0.0 0.0 25 0 00 12.6 0.0 1.8 0.0 0.0 0.0 1.00 0 00 14.4 0.0 1.45 0 00 00 0.0 00 0.0 0.0 0.0 00 00 0 0 00 00 00 0.00 0.0 0.00 0.0 0.0 00 0.0 0 0.0 0 0 0 0 0.0 0.0 0.0 0.0 0 00 0 0 00 0 0 00 0.0 00 0.0 00 0.0 00 0.0 0 00 0.0 0 00 0.0 00 0.0 00 0 00 00 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 00 18 0 0 0 00 0.0 00 0.0 0.44 0 0 00 0 0 00 0.0 00 0.0 00 0.0 0.0 0.0 1.00 0.0 0 00 0.0 00 0.0 0.0 0 00 9/1 0/2015 Synchro 9 Repo rt Page 3 HCM 2010 TWSC 5 : NE Sunset Blvd & Kirkland Avenue NE Intersection Int Delay , s/ve h 4.8 Movement SEL SET SER NWL NWT NWR Vo l, veh/h 0 3 91 11 3 34 Confl icting Pe ds, #/hr 0 0 0 0 0 0 Si gn Co ntrol Stop Stop Stop Stop Stop Stop RT Ch anneli zed -None None Stora ge Length Veh in Median Storage , # 0 0 Grade ,% 0 0 Peak Hour Facto r 90 90 90 90 90 90 Hea vy Ve hicles, % 2 2 2 2 2 2 Mvmt Flow 0 3 101 12 3 38 ior/Mmor Minor2 Minor1 Con flicti ng Flow Al l 1881 2546 509 2034 2544 663 Stage 1 1067 1067 1475 14 75 Stag e 2 814 1479 559 1069 Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 6.54 5.54 6.54 5.54 Critica l Hdwy Stg 2 6.54 5.54 6.54 5.54 Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap -1 Ma neuver 44 26 509 33 27 404 Stag e 1 237 297 132 189 Stage 2 338 188 481 296 Plato on bloc ked , % Mov Ca p-1 Maneu ver 31 22 509 21 23 404 Mov Cap -2 Maneu ver 31 22 21 23 Stage 1 210 282 11 7 168 Stage 2 26 6 167 36 2 281 ~ SE NW HCM Control Delay , s 23.5 168 .6 HCM LOS C F NEL NET NERfflln1 SELn1 SWl SWT SWR Capacity (v ehl h) 677 65 298 517 HCM Lane V/C Ratio 0.113 -0.821 0.35 0.049 HCM Control Delay (s) 11 HCM Lane LOS B HCM 95th %ti le Q(veh) 0.4 PM 3:00 pm 9/22/2010 2015 Existin g Condit ions 8. Powe ll · 168.6 23.5 12.3 F C B 3.8 1.5 0.2 NEL NET NER 69 1186 7 0 0 0 Free Free Free -None 100 0 0 90 90 90 2 2 2 77 1318 8 ~ 101 8 0 0 4.14 2.22 677 677 NE 0.6 9/10/20 15 SWL SWT SWR 23 912 4 0 0 0 Free Free Free -None 100 0 0 90 90 90 2 2 2 26 1013 4 Maior2 132 6 0 0 4.14 2.22 517 517 SW 03 Synchro 9 Repo rt Page 1 HCM 2010 AWSC 373: Edmonds AV NE & NE 12th St Intersection Intersection Delay , slveh 11 Intersection LOS B Movement EBU EBL Vol , veh/h 0 2 Peak Hour Fa ctor 0.90 090 Heavy Vehicles, % 2 2 Mvm t Flow 0 2 Number of Lanes 0 0 Ap~ch EB Opposing Approach WB Opposing Lanes 1 Conflicting Approach Le ft SB Confl icti ng Lanes Left 1 Conflicting Approach Right NB Conflicti ng La nes Right 2 HCM Control Delay 93 HCM LOS A Lane NBLn1 Vol Le ft , % 15 % Vo l Th ru , % 85% Vo l Ri gh t,% 0% Sign Control Stop Traffic Vol by Lan e 135 LT Vol 20 Through Vo l 115 RT Vol 0 La ne Flow Rate 150 Geometry Grp 7 Degree of Util (X) 0.248 Departure Headway (Hd) 5.955 Convergence , YI N Yes Cap 603 Service Time 3.689 HCM Lane V/C Ratio 0.249 HCM Con tro l Delay 10.7 HCM Lan e LOS B HCM 95th-tile Q PM 300 pm 9122/20 10 2015 Existing Conditions B. Powe ll EBT 45 0 90 2 50 1 NBLn2 0% 0% 100% Stop 44 0 0 44 49 7 0.07 5.17 Yes 692 2.904 0.0 71 83 A 02 EBR WBU WBL 12 0 42 0 90 0 90 0 90 2 2 2 13 0 47 0 0 0 WB EB 1 NB 2 SB 1 11.6 B EBLn1 WBLn 1 SBLn1 3% 15% 2% 76 % 24% 37% 20% 61% 61% Stop Stop Stop 59 275 262 2 42 4 45 66 98 12 167 160 66 306 291 2 2 5 0.102 0423 0402 5.595 4.978 4.973 Yes Yes Yes 640 724 725 3.635 3 008 3.003 0.103 0.423 0.401 9.3 11.6 11.3 A B B 03 2.1 1.9 WBT WBR NBU 66 167 0 0.90 0.90 0.90 2 2 2 73 186 0 1 0 0 NBL 20 0.90 2 22 0 NB SB 1 EB 1 WB 1 10.1 B 9/10/2015 NBT NBR 115 44 0.90 0.90 2 2 128 49 1 1 Synch ro 9 Report Page 1 HCM 2010 AWSC 373: Edmonds AV NE & NE 12th St 'Intersection Intersection De lay, s/v eh Intersectio n LOS vement seu SBL Vol , veh/h 0 4 Peak Hour Fa ctor 0.90 0.90 Heavy Ve hicles, % 2 2 Mvmt Fl ow 0 4 Number of La nes 0 0 SB Opposing Approach NB Opposing Lanes 2 Conflicting Approach Left WB Co nflicting Lanes Left 1 Confl icting Approach Right EB Conflicting Lanes Right 1 HCM Control De lay 11.3 HCM LOS B line PM 3:00 pm 9/22/2010 20 15 Exi sting Cond iti ons B. Powe ll SBT 98 0.90 2 109 1 SBR 160 0.90 2 178 0 9/10/2015 Synchro 9 Report Page 2 HC M 2010 AWSC 3 7 8: Ha rr i ngto n A ve NE & NE 12th St Intersecti on Intersection Delay s/v eh 99 Intersection LOS A Movement EBU EBL Vol, veh/h 0 8 Peak Hour Factor 0.90 0.90 Heavy Ve hicles , % 2 2 Mvmt Flow 0 9 Numbe r of Lanes 0 0 Ai>eroach EB Opposing Approach WB Opposing Lanes 1 Confl ict ing Approach Left SB Conflicting Lanes Left 1 Conflict ing Approach Right NB Conflicting La nes Rig ht 1 HCM Cont rol De lay 10 HCM LOS A Lane NBLn1 Vo l Left ,% 52% Vol Thru , % 25% Vo l Right.% 23% Sign Control Stop Traffic Vol by Lane 61 LT Vol 32 Through Vo l 15 RT Vol 14 Lane Flow Rate 68 Geometry Grp 1 Degree of Util (X) 0.099 Departu re Headw ay (Hd) 5.274 Conve rgence , Y/N Yes Cap 675 Service Time 3.339 HCM Lane V/C Ratio 0.101 HCM Cont rol Delay 8.9 HCM La ne LOS A HCM 95th-t ile Q 0.3 PM 3:00 pm 9/2212010 20 15 Existing Conditions B. Powe ll EBT 212 0.90 2 236 EBL n1 3% 87% 10% Stop 244 8 212 24 271 1 0.342 4.546 Yes 789 2 586 0.343 10 A 1.5 EBR WBU WBL 24 0 9 0.90 0.90 090 2 2 2 27 0 10 0 0 0 WB EB 1 NB 1 SB 1 10.3 B WB Ln 1 SBLn1 3% 57% 86% 18% 11% 25% Stop Stop 276 51 9 29 237 9 30 13 307 57 1 1 0384 0.083 4.504 5.2 87 Yes Yes 797 673 2.541 3353 0.385 0.085 103 88 B A 1.8 03 WBT WBR NBU 237 30 0 0.90 0.90 0 90 2 2 2 263 33 0 1 0 0 NBL 32 0.90 2 36 0 NB SB 1 EB 1 WB 1 89 A 9/1012015 NBT NBR 15 14 0.90 0.9 0 2 2 17 16 1 0 Synchro 9 Report Page 1 HCM 2010 AWSC 378 : Harrington Ave NE & NE 12th St ntel88Ction Intersection Delay , s/veh Inte rs ection LOS vement SBU SB[ Vo l, veh/h 0 29 Peak Hour Factor 0.90 0.90 Heavy Vehicl es , % 2 2 Mvmt Flow 0 32 Number of Lanes 0 0 ~ SB Opposing Approach NB Opposing La nes 1 Con fl ict ing Approach Left WB Co nflicting Lanes Left 1 Conflict ing Approach Right EB Co nflicting Lan es Ri ght 1 HCM Con trol Dela y 8.8 HCM LOS A e PM 3:00 pm 9/22/20 10 20 15 Existin g Condit ions B. Powell SBT 9 0.90 2 10 1 SBR 13 0.90 2 14 0 9/10/201 5 Synchro 9 Report Page 2 I HCM 20 10 A WSC 3 74: NE 12th St Intersection Intersection De lay, s/ve h Intersection LOS Movement Vol , veh/h Peak Hou r Factor Heavy Vehicles , % Mvmt Flow Number of Lanes Aeeroach Oppos ing Approach Oppos ing La nes Confiicting Approach l eft Confl icting Lan es Left Confiicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS La ne Vol Left ,% Vol Thru, % Vol Right ,% Sign Control Traffic Vol by Lane LT Vol Throu gh Vo l RT Vol Lane Flow Rate Geome try Grp Degree of Util (X) Departure Headway (Hd) Convergence , YI N Cap Service Time HCM La ne V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th-t ile Q 9.5 A EBU EBL 0 19 0 90 0.90 2 2 0 21 0 0 EB WB 2 SB 1 NB 1 9.6 A NBLn 1 39% 56% 4% Stop 71 28 40 3 79 2 0.121 5.504 Yes 645 3594 0.122 9.4 A 0.4 PM 3:00 pm 9/2212010 2015 Existing Conditions B. Powell EBT EBR WBU 218 35 0 0 90 0.90 0.90 2 2 2 242 39 0 2 0 0 EBLn1 EBLn2 WB Ln 1 15% 0% 9% 85% 76% 91% 0% 24% 0% Stop Stop Stop 128 144 122 19 0 11 109 109 111 0 35 0 142 160 136 7 7 7 0.213 0.229 0.203 5.403 5.156 5.383 Yes Yes Yes 660 691 662 3.178 2.93 1 3.158 0.215 0.232 0.205 9.7 9.5 9.5 A A A 0.8 0.9 0.8 WBL WBT 11 222 0.90 0 90 2 2 12 247 0 2 WB EB 2 NB 1 SB 1 9.5 A WBLn2 SBLn1 0% 42 % 78 % 35% 22% 23% Stop Stop 142 96 0 40 111 34 31 22 158 107 7 2. 0.22 7 0.159 5.184 5.351 Yes Yes 686 665 2.958 3.434 0.23 0.161 9.5 95 A A 0.9 0.6 WBR NBU NBL 31 0 28 0.90 0.90 0.90 2 2 2 34 0 31 0 0 0 NB SB 1 EB 2 WB 2 9.4 A 9/10/2015 NBT NBR 40 3 0.90 0.90 2 2 44 3 1 0 Synchro 9 Report Page 1 HCM 2010 AWSC 374: NE 12th St ntersection Intersection Delay , s/veh Intersecti on LOS vement Vol , veh /h Pe ak Hour Facto r Heavy Vehicles , % Mvmt Flow Number of Lanes Oppos ing Approach Opposing Lanes Conflicting Approach Left Co nflicting Lanes Left Co nfl icting Approa ch Right Conflicting Lanes Right HCM Contro l De lay HCM LOS ne SBO SBL 0 40 0.90 0.90 2 2 0 44 0 0 SB NB 1 WB 2 EB 2 9.5 A PM 3:00 pm 9/22/2010 20 15 Exist ing Condit ions 8. Powe ll SBT 34 0.90 2 38 1 SBR 22 0.90 2 24 0 9/10/20 15 Synchro 9 Report Page 2 HCM 20 10 Si gnali ze d Interse ction Ca pa c ity Anal ysis 6 : NE Sunset Blvd & NE 12th St 9/1012015 ,> -+ .. ~ +-'-~ t I" '. ! ~ Movement EBL EB T EBR WB L WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4'~ 4'~ ., t~ ., t~ Vol um e (veh/h) 165 140 10 79 75 44 26 892 102 68 688 128 Number 7 4 14 3 8 18 1 6 16 5 2 12 In itia l Q , veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj (A _pb T) 100 1.00 1.00 100 1 00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 100 1.00 1.00 Adj Sat Flow , veh /h/l n 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 179 171 16 103 89 70 33 949 119 89 756 156 Adj No. of Lanes 0 2 0 0 2 0 1 2 0 1 2 0 Peak Hour Facto r 0.92 0.82 0.63 0.77 0.84 0.63 0.78 0.94 0.86 0.76 0.91 0.82 Percent Heavy Veh , % 2 2 2 2 2 2 2 2 2 2 2 2 Opposing Right Turn Influence Yes Yes Yes Yes Cap , veh/h 256 270 25 167 150 121 80 1068 134 394 1541 318 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arri ve On Green 0.15 0.15 0 15 0 13 0 13 0 13 0 04 034 0 32 022 0.53 0.51 Ln Grp Delay , s/veh 36 .8 0.0 35.1 37.1 0.0 36.5 42.0 42 .8 42.7 25.9 13 .9 14.0 Ln Grp LOS D D D D D D D C B B App roach Vol , veh/h 366 262 1101 1001 Approach Delay , s/ve h 36.0 36 .8 42 .7 15 .0 App roach LOS D D D B Timer: 1 2 3 4 5 6 7 8 Assig ned Phs 1 2 8 4 6 5 Case No 2.0 4.0 12 0 12 0 40 20 Phs Duratio n (G +Y+Rc), s 6.6 45.2 13.0 15.2 30 .0 21 .8 Change Pe riod (Y+Rc), s 4.0 5.0 4.0 4.0 *5 5.0 Max Green (Gmax), s 6.0 25 .0 16.0 16 .0 * 25 6.0 Max Allow Headway (MAH), s 53 7.1 63 5.5 7.3 7.1 Max Q Clea r (g_c+l1), s 3.4 15.3 7.9 10. 1 24 .7 5.3 Green Ext Time (g_e), s 00 6.4 1.2 1.1 0.2 00 Pro b of Phs Ca ll (p_c) 0.52 1.00 1.00 1.00 1.00 0.86 Prob of Max Out (p_x} 1.00 0 00 0.57 0.87 0 00 1.00 Left-Tu m Movement Data ~ ~ Ass igned Mvmt 1 3 7 5 Mvmt Sat Flow , ve h/h 1774 1331 1677 1774 Th !:2!:!9h Movement Data Assi gned Mvm t 2 8 4 6 Mvmt Sat Flow , veh /h 2923 1195 1769 3165 Right-Tum Movemen t Data Assigned Mvmt 12 18 14 16 Mvmt Sat Flow , veh/h 603 964 167 39 7 Left Lane Groue Data Ass igned Mvmt 1 0 3 7 0 5 0 0 Lane Ass ignment (Prat} L+T L+T (Prat } La nes in Grp 1 0 1 1 0 1 0 0 PM 3:00 pm 9/22/2010 2015 Exis ting Cond itio ns Synch ro 9 Report B. Powell Page 1 HCM 2010 Signalized Intersection Capacity Analysis 6: NE Sunset Blvd & NE 12th St 9/10/2015 Grp Vol (v). veh/h 33 0 139 190 0 89 0 0 Grp Sat Flow (s). veh/h/ln 1774 0 1796 1779 0 1774 0 0 Q Serve Time (g_s). s 1.4 00 5.9 81 00 3.3 00 00 Clcle Q Clear Time (g e). s 1.4 0.0 5.9 8.1 0.0 3.3 0.0 0.0 Perm LT Sat Flow (s _l). veh /h/ln 0 0 0 0 0 0 0 0 Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 00 0.0 00 0.0 0.0 00 0.0 00 Perm LT Serve Time (g_u). s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps). s 00 0.0 0.0 0.0 00 00 0.0 00 Time to First Blk (g_fj , s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs). s 0.0 00 00 0.0 00 00 00 00 Pree LT Inside Lane (P L) 1.00 0.00 0.74 0.94 0.00 1.00 0.00 0.00 Lane Grp Cap (c}. veh/h 80 0 225 271 0 394 0 0 V/C Ratio (X) 0.41 0.00 0.62 0.70 0.00 0.23 0.00 0.00 Ava il Cap (c_a). veh/h 155 0 382 378 0 394 0 0 Upstream Filter (I) 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1 }. s/veh 37.2 0.0 33.2 32 .2 00 25 .5 0.0 00 Iner Delay (d2). s/veh 4.8 0.0 3.9 4.7 0.0 0.4 0.0 0.0 Initial Q De lay (d3), s/v eh 0.0 0.0 0.0 00 00 0.0 00 00 Control Delay (d), s/veh 42 .0 0.0 37 .1 36 .8 0.0 25.9 0.0 0.0 1st-Term Q (Q1 }, veh /ln 0.7 00 2.9 40 0.0 1.6 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.1 0.0 0.2 0.4 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 00 00 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%} 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 %i le Back of Q (50%). veh/ln 0.8 00 3.1 43 00 1.7 00 0.0 %ile Storage Ratio (RO%) 0.14 0.00 0.15 0.51 0.00 0.28 0.00 0.00 Initial Q (Q b}, veh 0.0 0.0 00 0.0 0.0 0.0 0.0 00 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds). s/v eh 0.0 0.0 0.0 0.0 0.0 0.0 00 00 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs}. veh /h 0 0 0 0 0 0 0 0 Initial Q Clear Time (te), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 idcle L:ane Groi.i Assigned Mvmt 0 2 8 4 6 0 0 0 Lane Ass ignment T T Lanes in Grp 0 1 0 0 1 0 0 0 Grp Vol (v ). ve h/h 0 458 0 0 530 0 0 0 Grp Sat Flow (s). veh/h/ln 0 1770 0 0 1770 0 0 0 Q Serve Time (g_s). s 0.0 13.2 00 0.0 22.7 00 0.0 0.0 Cycle Q Clear Time (g_e), s 0.0 13.2 0.0 0.0 22.7 0.0 0.0 0.0 Lane Grp Cap (c). veh /h 0 933 0 0 597 0 0 0 V/C Ratio (X) 0.00 0.49 0.00 0.00 0.89 0.00 0.00 0.00 Avail Cap (c_a). veh/h 0 933 0 0 597 0 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 Un iform De lay (d1 ), s/veh 0.0 12 .1 00 0.0 25 .1 0.0 0.0 0.0 Iner Delay (d2), s/veh 0.0 1.8 0.0 0.0 17.7 0.0 0.0 0.0 In itial Q Delay (d3 ), s/veh 00 00 0.0 00 00 00 0.0 0.0 Control Delay (d), s/veh 0.0 13 .9 0.0 0.0 42 .8 0.0 0.0 0.0 1st-Term Q (Q1 ), veh /l n 00 6.4 0.0 0.0 11 .1 0.0 0.0 00 2nd-Term Q (Q2), veh/ln 0.0 0.5 0.0 0.0 2.9 0.0 0.0 0.0 PM 3:00 pm 9/22/2010 2015 Existi ng Conditions Synch ro 9 Report B. Powell Page 2 HC M 20 10 Sign a li zed Intersection Capacity Anal ys is 6 : NE Sunset Blvd & NE 12th St 3rd-Term Q (Q3 ), veh /l n 0 0 00 0.0 0.0 0.0 0.0 00 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%). veh /l n 0.0 6.8 0.0 0.0 14.0 0.0 0.0 %ile Stor age Ratio (RQ%) 0.00 0.17 0.00 0.00 0.27 0.00 0.00 In iti al Q {Qb ), veh 00 00 00 00 0 0 0 0 00 Final (Res idua l) Q (Qe ), ve h 0.0 0.0 0.0 0.0 0.0 00 00 Sat Delay (ds ). s/veh 0.0 0 0 00 0.0 0.0 0.0 0.0 Sat Q (Qs), ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs). veh/h 0 0 0 0 0 0 0 Ini tial Q Clear Time (le), h 0.0 0.0 0.0 0.0 00 0.0 0.0 Right Lane Groue Data Assi gn ed Mvmt 0 12 18 14 16 0 0 Lane Ass ignment T+R T+R T+R T+R Lanes in Grp 0 1 1 1 1 0 0 Grp Vo l (v), veh/h 0 454 123 176 538 0 0 Grp Sat Fl ow (s), veh/hn n 0 1756 1693 1833 1793 0 0 Q Serve Time (g_s). s 00 133 55 72 22.7 00 00 Clcl e Q Cle ar Time (g c), s 0.0 13.3 5.5 7.2 22.7 0.0 0.0 Prat RT Sat Flow (s _R), veh /h/ln 00 00 00 00 00 00 00 Prat RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proe RT Outside Lane (P R) 0 00 0.34 0.57 0.09 0.22 0.00 0.00 Lan e Grp Ca p (c), veh /h 0 926 212 280 605 0 0 VIC Ra tio (X) 0 00 0.49 0.58 0.63 0.89 0.00 0.00 Avai l Ca p (c_a), veh/h 0 926 360 390 605 0 0 Upstream Filter (I ) 000 100 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d1 ), s/veh 0.0 12 .2 33.0 31 .8 25.2 0.0 0.0 Iner De lay (d2), sl veh 00 1.9 3.5 3.3 17.6 00 00 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control De lay (d), s/v eh 0.0 14.0 36 .5 35 .1 42.7 0.0 00 1st-Term Q (Q1 ), veh /ln 0.0 6.3 2.6 3.6 11.2 0.0 0.0 2nd-Term Q (Q2), veh /ln 00 0.5 0.2 03 3.0 00 0.0 3rd -Term Q (Q3), vehAn 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor {CB %) 000 1.00 1.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 6.8 2.8 3.9 14.2 0.0 0.0 %ile Storage Ratio (RO%) 0 00 0.17 0.13 0.46 0.27 0.00 0 00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Fina l (Residual ) Q (Qe ), veh 00 0 0 00 00 00 0.0 0.0 Sa t Delay (ds). s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs ), veh 00 0 0 0 0 00 0.0 0.0 00 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0 0 0 0 0.0 0.0 0.0 0.0 00 Intersection Summa!l HCM 2010 Ctrl De lay 31 .1 HCM 2010 LOS C Notes User approved ped estrian interval to be less than phase max green . • HCM 2010 com putational engine requires equa l clearance times for the phases crossing the barrier. PM 3.00 pm 9/22/2010 2015 Existing Conditions B. Powe ll 00 0.00 00 0.00 00 0.0 00 0.0 0 0.0 0 0 0 0 00 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0 0 0.0 0 0 0.0 00 0.0 0.00 0.0 0 00 0.0 0.0 0.0 0.0 0 00 9/10/2015 Synchro 9 Report Page 3 HCM 2010 Signalized Intersection Capacity Analysis 4 : NE Sunset Blvd & NE 10th St 9/1012015 ~ -+ ..... • +-~ ~ t I" '-. ! .,' "4ovement EBL EBT EBR WBL WBT WBR NB[ NBT NBR SBl SB SBR Lane Configurat ions ~ ~ ., tf+ ., tf+ Vol ume (vehlh) 13 45 23 104 35 34 39 1004 138 61 895 7 Number 7 4 14 3 8 18 1 6 16 5 2 12 Ini ti al Q, ve h 0 0 0 0 0 0 0 0 0 0 0 0 Ped-B ike Adj (A__pb T) 1.00 1.00 1.00 1.00 1.00 1 00 100 100 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow , veh lhlln 1900 1863 190 0 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate , veh/h 20 49 24 155 45 54 57 1046 179 73 952 8 Adj No . of Lan es 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Fa ctor 0.65 0.92 0.96 0.67 0.77 0.63 0.68 0.96 0.77 0.83 0.94 0.88 Percent Heavy Veh , % 2 2 2 2 2 2 2 2 2 2 2 2 Opposing Right Turn Influence Yes Yes Yes Yes Cap , vehlh 105 228 97 266 65 70 303 1831 313 116 1753 15 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arri ve On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.17 0.61 0.59 007 0.49 0.47 Ln Grp Dela y, s/ve h 26 .4 0.0 0.0 32.6 0.0 0.0 28 .8 11.3 11 .4 44 .1 16.7 16.6 Ln Grp LOS C C C B B D B B Approa ch Vol, ve h/h 93 254 1282 1033 Approach De lay , slveh 26.4 32 .6 12.2 18.6 Approach LOS C C B B Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 1 4 5 6 8 Case No 4.0 2.0 8.0 2.0 4.0 8.0 Phs Duration (G+Y+Rc}, s 42 .0 17.7 20 .3 8.2 51.4 20 .3 Change Period (Y+Rc ), s • 5 5.0 4.0 4.0 5.0 4.0 Max Green (Gmax}, s * 37 6.0 24 .0 9.0 34 .0 24 .0 Max Allow Headway (MA H), s 8.5 8.3 6.7 5.2 8.3 6.7 Max Q Clear (g_c+l 1 ), s 16.8 4.2 5.5 5.2 18.8 14.3 Green Ext Time (g_e), s 13 .2 0.1 30 0.1 12 .5 2.0 Prob of Phs Call (p_c) 1.00 0.72 1.00 0.80 1.00 1.00 Prob of Max Out (p_x) 0.00 1.00 0.07 1.00 0 00 0.50 -Tum McMimiiit Diti Assigned Mvmt 1 7 5 3 Mvmt Sat Flow , ve h/h 1774 230 1774 894 h Movement Data Ass igned Mvmt 2 4 6 8 Mvmt Sat Flow , veh /h 3597 1052 3025 301 R' ht-Tum Movement Dita Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, ve h/h 30 446 517 323 Oiti Assigned Mvmt 0 1 0 7 5 0 0 3 La ne Assignment (Prot) L+T+R (P rot ) L+T+R Lanes in Grp 0 1 0 1 1 0 0 1 PM 300 pm 9122/2010 2015 Existing Conditions Synchro 9 Report B. Powell Page 1 HCM 2 010 Signali zed Inte r section C a p acity Analysi s 4 : NE Sunset Bl vd & NE 10th St 911012015 Grp Vol (v). vehl h 0 57 0 93 73 0 0 254 Grp Sat Flow (s). veh/h/ln 0 1774 0 1729 1774 0 0 1518 Q Serve Time (g _s), s 00 22 00 00 3.2 0.0 00 89 C~cie Q Clear Time (g c), s 0.0 2.2 0.0 3.5 3.2 0.0 0.0 12 .3 Perm LT Sat Flow (s_l), veh /h/l n 0 0 0 1317 0 0 0 1348 Share d LT Sa t Flow (s_sh), vehlh/ln 0 0 0 1754 0 0 0 1808 Perm LT Eff Green (g _p), s 00 00 00 17.3 00 00 00 17.3 Perm LT Serve Ti me (g _u), s 0.0 0.0 0.0 5.0 0.0 0.0 0.0 13.9 Perm LT Q Serve Time (g_ps ), s 0.0 0.0 00 00 00 00 00 8.9 Time to First Blk (g_D. s 0.0 0.0 0.0 6.4 0.0 0.0 0.0 0.5 Serve Time pre Blk (g_fs). s 00 00 00 3.5 00 00 00 0.5 Pro e LT Inside Lane (P L) 0.00 1.00 0.00 0.22 1.00 0.00 0.00 0.61 Lane Grp Cap (c). veh /h 0 303 0 429 116 0 0 402 V/C Rati o (X) 0.00 0.19 0.00 0.22 0.63 0.00 0.00 0.63 Avail Cap (c_a), veh l h 0 303 0 586 222 0 0 540 Upstream Fil ter (I) 0.00 0.8 1 0.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay (d1 ). slveh 00 28.4 0.0 25 9 36.4 0.0 00 29.1 Iner Delay (d2), s/ve h 0.0 0.3 0.0 0.5 7.7 0.0 0.0 3.5 Initial Q Delay (d3), s/veh 00 00 0.0 0.0 00 00 00 00 Co ntrol Delay (d), s/veh 0.0 28.8 0.0 26.4 44 .1 0.0 0.0 32.6 1st-Term Q (01 ). ve h/ln 0.0 1.1 0.0 1.7 1.6 00 00 52 2n d-Term Q (02), veh/l n 0.0 0.0 0.0 0.1 0.2 0.0 0.0 0.4 3rd-Term Q (Q3 ). veh lln 00 00 0.0 0.0 0.0 0.0 0.0 0.0 %i le Back of Q Facto r (f_B%) 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 %ile Bac k of Q (50 %), veh /l n 00 11 00 1.8 1.8 00 00 5.6 %il e Stora ge Rati o (RO%) 0.00 0.17 0.00 0.24 0.27 0.00 0.00 0.26 Initial Q (Ob ), veh 00 0.0 0.0 0.0 0.0 0.0 00 00 Final (Resi dual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat De lay (ds ). s/veh 0.0 0.0 00 00 00 00 00 0.0 Sat Q (Qs), ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), ve h/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (le). h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Groue Data Assigned Mvmt 2 0 0 4 0 6 0 8 Lan e Ass ignme nt T T La nes in Grp 0 0 0 0 1 0 0 Grp Vol (v), veh/h 468 0 0 0 0 611 0 0 Grp Sa t Flow (s), veh/h/ln 1770 0 0 0 0 177 0 0 0 Q Serve Time (g_s). s 14.8 00 0.0 0.0 00 16.7 00 0.0 Cycl e Q Cle ar Time (g_c), s 14.8 0.0 0.0 0.0 0.0 16.7 0.0 0.0 Lane Grp Cap (c), veh/h 863 0 0 0 0 1071 0 0 V/C Ra tio (X) 0.54 0.00 0.00 0.00 0.00 0.5 7 0.00 0.00 Av ail Cap (c_a), vehl h 863 0 0 0 0 1071 0 0 Upstre am Fil ter (I ) 1.00 0.00 0.00 0.00 0.00 0.8 1 0.00 0.00 Uniform Delay (d1 ), slveh 14.3 0.0 0.0 0.0 0.0 9.5 0.0 00 Iner Del ay (d2), s/veh 2.4 0.0 0.0 0.0 0.0 1.8 0.0 0.0 Ini tial Q Delay (d3). slveh 0.0 0.0 00 0.0 00 0.0 0.0 0.0 Contro l De lay (d), s/v eh 16.7 0.0 0.0 0.0 0.0 11 .3 0.0 0.0 1st-Te rm Q (01 ). veh /l n 7.2 0.0 00 0.0 0.0 8.0 00 00 2nd-Te rm Q (02), veh/t n 0.6 0.0 0.0 0.0 0.0 0.5 0.0 0.0 PM 3.00 pm 9/2212010 2015 Existing Condit ions Synchro 9 Report B. Powell Page 2 HCM 2010 Signal ized Intersecti o n Capacity Analysis 4: NE Sun set Blvd & NE 10th S t 3rd-Term Q (03), veh /ln 0.0 0.0 0.0 00 0.0 0.0 0.0 %i le Back of Q Fac tor (f_B o/o) 1.00 0.00 0.00 1.00 0.00 1.00 0.00 %i le Bac k of Q (5 0%). veh /l n 7.7 0.0 0.0 00 0.0 8.5 0.0 %i le Storage Ra tio (RO%) 0.14 0.00 0.00 0.00 0.00 0.57 0.00 Initial Q (Ob ), veh 0.0 00 00 0.0 00 0.0 0.0 Final (Res idua l) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat De lay (ds), s/ve h 00 00 0.0 0.0 00 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Assigned Mvmt 12 0 0 14 0 16 0 Lane Assi gnment T+R T+R La nes in Grp 1 0 0 0 0 1 0 Grp Vol (v), veh /h 492 0 0 0 0 614 0 Grp Sat Fl ow (s), veh/h/ln 1857 0 0 0 0 1772 0 Q Serve Time (g _s). s 14.8 0.0 00 0.0 00 16 .8 00 Clcle Q Clea r Ti me (g c), s 14 .8 0.0 0.0 0.0 0.0 16 .8 0.0 Prot RT Sat Flow (s_R). veh/h /ln 00 0.0 0.0 0.0 0.0 00 00 Prot RT Eff Green (g_R ), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pree RT Outs ide Lane (P R) 0.02 0.00 0.00 0.26 000 0.29 000 Lan e Grp Cap (c), veh/h 905 0 0 0 0 1072 0 V/C Rat io (X) 0.54 0.00 0.00 0.00 000 0.57 000 Avail Cap (c_a), veh/h 905 0 0 0 0 1072 0 Upstream Fi lter (I) 1.00 000 0.00 0.00 000 0.81 000 Uniform Delay (d1), s/veh 14.3 0.0 0.0 0.0 0.0 9.6 0.0 Iner De lay (d2). sl veh 2.3 0.0 0.0 0.0 00 1.8 0.0 Initial a Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Contro l Dela y (d). s/v eh 16 .6 00 0.0 0.0 00 11.4 00 1st-Term Q (Q 1), veh/l n 7.5 0.0 0.0 0.0 0.0 8.0 0.0 2nd-Tern, Q (Q2 ). veh/ln 0.6 0.0 0.0 0.0 0.0 0.5 00 3rd-Te rm Q (Q3 ), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Ba ck of Q Fa ctor (f_B %) 1.00 0.00 0.00 1.00 0.00 1.00 000 %i le Ba ck of Q (50%), veh/ln 8.1 0.0 0.0 0.0 0.0 8.6 0.0 %ile Storage Rat io (RO%) 0.15 0.00 0.00 0.00 0.00 0.57 0.00 Initi al Q (Q b), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Fina l (Residua l) Q (Qe), veh 0.0 00 0.0 0.0 00 00 0.0 Sat Del ay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), ve h 0.0 0.0 0.0 00 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 In itia l Q Clea r Time (tc), h 00 0.0 00 0.0 0.0 00 0.0 ntersection Su HCM 20 10 Ctrl Del ay 17.1 HCM 2010 LOS B oles • HCM 20 10 comp utat ional eng ine requ ires eq ual cl earance ti mes for the ph ase s crossing the barrie r. PM 3:00 pm 9122/20 10 2015 Existing Cond it ions B. Powe ll 0.0 1.00 00 0.00 0.0 0.0 00 0.0 0 0.0 18 0 0 0 0.0 0.0 00 0.0 0 21 0 0 00 0 0.00 0.0 00 0.0 0.0 0.0 00 0.0 1.00 0.0 0.00 0.0 00 0.0 00 0 00 9/10/2015 Synchro 9 Report Page3 HC M 20 10 S ign ali zed Inters ecti o n Ca pacit y An alys is 2 : Edm o nd s AV NE & NE Sunset Bl vd 9/1012015 .,> -+ ---.. " ~ '-~ t ~ '-. + ~ Movement EBL EBT EBR WB L WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations lrj t~ lrj t~ lrj ~ lrj ~ Volu me (veh/h) 124 1207 82 39 813 7 48 23 27 5 38 106 Number 1 6 16 5 2 12 7 4 14 3 8 18 Ini tial Q , veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-B ike Adj (A_pbT) 100 1 00 100 100 1.00 100 1 00 100 Parking Bus Adj 100 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow , veh /h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate , veh/h 146 1271 115 45 913 12 57 44 38 8 58 126 Adj No . of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Pe ak Hour Facto r 0.85 0.95 0.71 0.86 0.89 0.58 0.84 0.52 0.72 0.63 0.66 0.84 Percent Heavy Veh , % 2 2 2 2 2 2 2 2 2 2 2 2 Opposing Ri ght Turn Influence Yes Yes Yes Yes Cap , veh lh 584 2084 188 79 1207 16 221 192 166 311 109 237 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 044 0.84 0 83 0.04 0.34 0.32 0 21 0.21 0.21 0.21 0.21 0.21 Ln Grp Delay , slveh 16.5 4.8 4.8 46.4 32.2 31.9 34 .2 0.0 26 .8 27.9 0.0 30.0 Ln Grp LOS 8 A A D C C C C C C App roach Vol , veh/h 1532 970 139 192 Approach Delay , s/veh 5.9 327 29.8 29 .9 Approach LOS A C C C Ti mer: 1 2 3 4 5 6 7 8 Assigned Phs 2 1 4 5 6 8 Case No 4.0 2.0 6.0 20 4.0 6.0 Ph s Duration (G +Y+Rc), s 30.0 30.3 19.7 6.6 53 .8 19.7 Change Period (Y +Re}, s * 5 5.0 40 4.0 50 4.0 Max Green (Gmax), s * 25 14 .0 28.0 8.0 31 .0 28.0 Max Allow Headway (MAH ), s 8.2 8.0 6.3 6.5 80 6.3 Max Q Clear (g_c+l1), s 20.2 6.2 13 .5 4.0 12 .1 9.9 Green Ext Time (g_e ), s 3.7 2.4 2.2 0.1 16.3 2.5 Prob of Phs Call (p_c ) 1.00 0.96 1.00 0.63 1.00 1.00 Prob of Max Out (p_x) 0.00 1.00 0.11 1.00 0 00 0 04 Left-Tum Movement Data Ass igned Mvmt 1 7 5 3 Mvmt Sat Flow , veh/h 1774 11 95 1774 1311 iTti!:2!:!9h Move ment Data As signed Mvmt 2 4 6 8 Mvmt Sat Flow , veh/h 3577 924 3284 524 R!9ht-Tum Moveme nt Data Assigned Mvmt 12 14 16 18 Mvmt Sat Fl ow , veh/h 47 798 296 1138 Left Lane Groue Data Ass igned Mvmt 0 1 0 7 5 0 0 3 Lane Assignment (P rot) (Prot) Lan es in Grp 0 1 0 1 0 0 PM 3:00 pm 9/2212010 20 15 Existing Conditions Synchro 9 Report 8 Powell Page 1 HCM 2010 Signalized Intersection Capacity Analysis 2: Edmonds AV NE & NE Sunset Blvd 9/10/2015 Grp Vo l (v), veh lh 0 146 0 57 45 0 0 8 Grp Sat Flow (s), veh/h/ln 0 1774 0 1195 1774 0 0 1311 Q Serve Tim e (g_s), s 0.0 4.2 00 3.6 2.0 0.0 00 0.4 Clcle Q Clear Time (g c)i s 0.0 4.2 0.0 11 .5 2.0 0.0 0.0 3.6 Perm LT Sat Flow (s_l ), veh/h/ln 0 0 0 1195 0 0 0 1311 Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0 Per m LT Eff Green (g__p), s 00 00 00 16 .7 00 0.0 00 16.7 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 8.8 0.0 0.0 0.0 13 .5 Perm LT Q Serve Time (g__ps ), s 00 00 0.0 3.6 0.0 0.0 00 0.4 Time to First Blk (g_ij , s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Se rve Time pre Blk (g_fs). s 0.0 0.0 0.0 00 0.0 00 00 0.0 Proe LT Inside Lane (P L) 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 584 0 221 79 0 0 311 V/C Ratio (X) 0.00 0.25 0.00 0.26 0.57 0.00 0.00 0.03 Avail Cap (c_a}, ve h/h 0 584 0 405 200 0 0 513 Upstream Fi lter (I) 0.00 0.69 0.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 16.3 0.0 33.3 37 .5 00 0.0 27.8 Iner Delay (d2), s/veh 0.0 0.2 0.0 0.9 8.9 0.0 0.0 0.0 Initial Q Delay (d3 ), s/veh 00 00 0.0 0.0 0.0 0.0 00 0.0 Control Delay (d), s/veh 0.0 16 .5 0.0 34 .2 46.4 0.0 0.0 27 .9 1st-Term Q (0 1), vehn n 00 2.0 00 1.2 1.0 00 0.0 0.1 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.1 0.2 0.0 0.0 0.0 3rd-Term Q (Q3 ), veh/ln 00 0.0 0.0 00 00 00 0.0 0.0 o/oi le Back of Q Factor (f_B %) 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 %il e Ba ck of Q (50%), veh /ln 0.0 20 0.0 1.2 1.2 00 0.0 0.2 o/oile Storage Ratio (RQ%) 0.00 0.23 0.00 0.06 0.12 0.00 0.00 0.01 In iti al Q (Q b), veh 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 Final (Residual) a (Qe ), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/v eh 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs ), veh /h 0 0 0 0 0 0 0 0 Initial a Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Assigned Mvmt 2 0 0 4 0 6 0 8 Lane Assignment T T Lanes in Grp 1 0 0 0 0 1 0 0 Grp Vol (v), veh/h 452 0 0 0 0 683 0 0 Grp Sat Flow (s ), veh /h/ln 1770 0 0 0 0 1770 0 0 Q Serve Time (g_s). s 18.2 0.0 0.0 0.0 0.0 9.9 0 0 0.0 Cycle Q Clear Time (g_c), s 18.2 0.0 0.0 0.0 0.0 9.9 0.0 0.0 Lane Grp Cap (c), veh/h 597 0 0 0 0 1123 0 0 VIC Ratio (X) 0.76 0.00 0.00 0.00 0.00 0.61 0.00 0.00 Avail Cap (c_a), veh /h 597 0 0 0 0 112 3 0 0 Upstream Filter (I) 1.00 0.00 0.00 0.00 0.00 0.69 0.00 0.00 Un iform De lay (d1), s/veh 23.6 0.0 0.0 0.0 0.0 3.0 0.0 0.0 Iner Delay (d2), s/veh 8.7 0.0 0.0 0.0 0.0 1.7 0.0 0.0 Initial Q Delay (d3), s/veh 00 00 0.0 00 0.0 0.0 00 0.0 Control Delay (d), s/veh 32.2 0.0 0.0 0.0 0.0 4.8 0.0 0.0 1s t-Term Q (01 ). veh/ln 8.8 0.0 0.0 00 0.0 4.6 00 00 2nd-Term Q (Q2), veh/ln 1.4 0.0 0.0 0.0 0.0 0.5 0.0 0.0 PM 3:00 pm 9/22/2010 2015 Existi ng Con ditions Syn chro 9 Report B. Powell Page 2 HC M 2010 Signali zed Intersecti o n Capacity Anal ys is 2: Edmonds AV NE & NE Sunset Blvd 3rd -Term Q (Q3 ), veh /l n 00 00 00 00 00 00 0.0 o/oile Back of Q Factor (f_Bo/o) 1.00 0.00 0.00 1.00 0.00 1.00 0.00 o/oi le Back of Q (50%), veh /ln 10.2 0.0 0.0 0.0 0.0 5.1 0.0 o/oil e Storage Ratio (RQ%) 0.29 0.00 0.00 0.00 0.00 0.33 0.00 In itia l Q (Qb }, veh 0 0 00 00 00 00 00 0.0 Fi nal (Res idual) Q (Qe), ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat De lay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 00 0 0 Sat Q (Qs), veh 00 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs ), veh /h 0 0 0 0 0 0 0 Initial Q Clea r Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Groue Data Assigned Mvmt 12 0 0 14 0 16 0 Lane Ass ignment T+R T+R T+R Lanes in Grp 1 0 0 1 0 1 0 Grp Vol (v), veh/h 473 0 0 82 0 703 0 Grp Sat Flow (s), veh/hnn 1854 0 0 1722 0 1810 0 Q Serve Time (g _s), s 18.2 0.0 0.0 3.2 0.0 10.1 00 Clcle Q Clea r Ti me {g c), s 18.2 0.0 0.0 3.2 0.0 10.1 0.0 Prat RT Sat Flow (s_R }, veh /h/l n 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pra t RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pro e RT Outside Lane (P R) 0.03 0 00 0 00 04 6 0 00 0.16 0 00 Lane Grp Cap (c), veh/h 626 0 0 359 0 1149 0 V/C Rat io (X) 0.76 0 00 0.00 0.23 0 00 0 61 0 00 Avai l Cap (c_a). veh/h 626 0 0 624 0 1149 0 Upstream Filter (I) 1.00 0 00 0 00 100 0 00 0 69 000 Uniform De lay (d 1), s/veh 23.6 0.0 0.0 26.3 0.0 3.1 0.0 Iner Delay (d2 ). s/veh 8.3 0.0 00 0.5 0.0 1.7 00 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/v eh 31.9 0.0 00 268 0.0 48 00 1st-Term Q (01), vehnn 9.2 0.0 0.0 1.5 0.0 4.7 0.0 2nd-Term Q (02 ). veh /ln 1.4 00 00 00 00 0.5 0.0 3rd -Term Q (03), veh /ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %il e Back of Q Factor (f_B o/o) 1.00 0.00 0.00 1.00 0.00 1.00 000 %ile Back of Q (50%), vehlln 10.6 0.0 0.0 1.5 0.0 5.3 0.0 o/oi le Storage Rat io (RQ%) 0.30 0 00 000 008 000 0.34 0 00 Initial Q (Qb). veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Res idual) Q (Qe ). veh 00 00 00 00 00 00 0.0 Sat De lay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs ). veh 00 0.0 0.0 00 0.0 00 00 Sat Cap (cs ), veh/h 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 00 0.0 00 00 00 00 Intersection Summa!l'. HCM 2010 Ctr! De lay 17 .9 HCM 20 10 LOS B Notes • HCM 20 10 comp utatio nal engi ne requires equal clea rance times fo r the pha ses crossing th e barrier. PM 3:00 pm 9/22 /2010 2015 Ex ist ing Cond itions B. Powell 0 0 1.00 0.0 0.00 0 0 0.0 00 0.0 0 0.0 18 T+R 1 184 1662 7.9 7.9 00 0.0 0.68 346 0.53 602 100 28.2 1.8 0.0 30 .0 3.6 0.2 0.0 1.00 3.8 0.19 0.0 0.0 0.0 00 0 0.0 9/10/2015 ~ Synchro 9 Report Page 3 HCM 2010 Signalized Intersection Capacity Analysis 3: Harrin~ton AV NE & NE Sunset Blvd 9/10/2015 ,> -+ • ~ +-'-~ t ~ '-. ! ~ Movement EBL EBT EBR WBL T WBR BR SBL SBT SBR Lane Configurations "i tl+ "i tl+ 4t 4t Volume (veh/h) 21 1156 44 66 926 3 37 8 67 8 16 19 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pb T) 1.00 1.00 1.00 100 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate , veh/h 28 1284 61 77 1007 8 41 16 89 12 28 32 Adj No . of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Peak Hour Factor 0.75 0.90 0.72 0.86 0.92 0.38 0.90 0.50 0.75 0.67 0.57 0.59 Percent Heavy Ve h, % 2 2 2 2 2 2 2 2 2 2 2 2 Opposing Right Tum Influence Yes Yes Yes Yes Cap , veh/h 466 1634 78 488 1754 14 104 38 132 74 109 104 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.26 0.47 0.46 0.28 0.49 0.47 0.14 0.14 0.14 0.14 0.14 0.14 Ln Grp Delay , s/veh 22.2 24 .8 24.7 22 .2 17 .1 17.0 34 .9 0.0 0.0 31.7 0.0 0.0 Ln Grp LOS C C C C B B C C Approach Vol , veh/h 1373 1092 146 72 Approach Delay , s/veh 247 17.4 34 .9 31.7 Approach LOS C B C C limer: 1 2 3 4 5 6 7 8 Assigned Phs 2 1 4 6 5 8 Case No 4.0 2.0 8.0 4.0 2.0 8.0 Phs Duration (G+Y+Rc}, s 42.0 24.0 14.0 41 .0 25 .0 14.0 Change Per iod (Y +Re), s 5.0 4.0 4.0 5.0 4.0 4.0 Max Green (Gmax), s 37.0 6.0 24 .0 36 .0 7.0 24 .0 Max Allow Headway (MAH), s 9.2 5.1 5.8 9.2 5.1 5.8 Max Q Clear (g_c+l1 ), s 17.9 2.9 8.9 27 .1 4.6 5.0 Green Ext Time (g_e), s 14.2 0.1 1.2 8.3 0.1 1.3 Prob of Phs Call (p_c) 1.00 0.46 0.99 1.00 0.82 0.99 Prob of Max Out (p_x} 0.00 1.00 0 02 0.00 1 00 0 00 Lift:Tum McMimiint Dila Assigned Mvmt 1 7 5 3 Mvmt Sat Flow , veh/h 1774 339 1774 157 Assigned Mvmt 2 4 6 8 Mvmt Sat Fl ow , veh/h 3599 278 3440 792 -Tum Movement Dita Assign ed Mvmt 12 14 16 18 Mvmt Sat Flow , veh/h 29 963 163 759 ne Grou~ Data Assigned Mvmt 0 1 0 7 0 5 0 3 Lane Assignment (Prot) L+T+R (P rot) L+T+R Lanes in Grp 0 1 0 1 0 1 0 1 PM 3:00 pm 9/22/2010 2015 Existing Cond itions Synchro 9 Report B. Powell Page 1 H CM 20 10 Signalized Inters e ction C a pa c ity Analysis 3 : Harrin9to n AV NE & NE Sunset Blvd 911012015 Grp Vo l (v), veh l h 0 28 0 146 0 77 0 72 Grp Sat Fl ow (s). veh/h/ln 0 1774 0 1579 0 1774 0 1707 Q Serve Time (g_s), s 0.0 0.9 00 3.9 00 2.6 00 00 Clcle Q Clea r Time (g c). s 0.0 0.9 0.0 6.9 0.0 2.6 0.0 3.0 Pe rm LT Sat Flow {s_l), veh lhlln 0 0 0 1364 0 0 0 1309 Shared LT Sat Flow {s_sh), veh/h/ln 0 0 0 1837 0 0 0 1847 Per m LT Eff Green (g_p), s 0.0 0.0 00 11 .0 0.0 00 00 11 0 Perm LT Serve Time {g_u ), s 0.0 0.0 0.0 8.0 0.0 0.0 0.0 4.1 Pe rm LT Q Serve Time (g_ps), s 00 00 00 3.9 00 00 00 00 Time to First Blk (g_0 , s 0.0 0.0 0.0 2.4 0.0 0.0 0.0 4.9 Serve Ti me pre Blk (g_fs). s 00 00 00 2.4 0.0 00 00 3.0 Pree LT Inside Lane (P L) 0.00 1.00 0.00 0.28 0.00 1.00 0.00 0.17 Lane Grp Cap (c), veh/h 0 466 0 275 0 488 0 287 V/C Ratio (X) 0.00 0.06 0.00 0.53 0.00 0.16 0.00 0.25 Avail Cap {c_a ), veh /h 0 466 0 542 0 488 0 570 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 0.89 0.00 1.00 Un ifo rm De lay (d1 ), s/veh 00 22 .1 0.0 32.7 0.0 22.0 0.0 31 .1 In er De lay (d2), s/veh 0.0 0.1 0.0 2.3 0.0 0.2 0.0 0.6 In iti al O De lay (d3 ), s/veh 00 0.0 0.0 00 00 00 00 00 Control Delay (d), s/veh 0.0 22 .2 0.0 34 .9 0.0 22 .2 0.0 31.7 1st-Term Q (01 ), ve h/ln 0.0 0.5 00 3.0 00 1.3 00 14 2nd -Term Q (02 ), ve h/l n 0.0 0.0 0.0 0.2 00 0.0 0.0 0.1 3rd-Term Q (03), vehlln 00 00 00 00 00 00 0.0 00 o/oile Back of Q Fa ctor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 o/oile Back of Q (50 %), veh/l n 0.0 0.5 00 3.2 00 1.3 00 1.5 %il e Storage Ratio (RO%) 0.00 0.08 0.00 0.06 0.00 0.22 0.00 0.10 Initial Q (Ob ), veh 00 00 00 00 0.0 0.0 0.0 0.0 Final (Res idual) Q (Qe), veh 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 Sat Delay (ds ). s/v eh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 Sat Q (Os), ve h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh lh 0 0 0 0 0 0 0 0 Ini tial Q Clear Time {le), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Graue Data Assigned Mvmt 2 0 0 4 6 0 0 8 Lane Assignmen t T T Lan es in Grp 1 0 0 0 1 0 0 0 Grp Vol (v). veh l h 495 0 0 0 660 0 0 0 Grp Sat Flow (s), ve h/h/ln 1770 0 0 0 1770 0 0 0 0 Serve Time {g_s }, s 159 00 00 00 250 00 00 00 Cycle Q Clear Time (g_c}, s 15.9 0.0 0.0 0.0 25 .0 0.0 0.0 0.0 Lane Grp Cap (c), veh /h 863 0 0 0 841 0 0 0 V/C Ratio (X) 0.57 0.00 0.00 0.00 0.78 0.00 0.00 0.00 Ava il Cap (c_a ), veh /h 863 0 0 0 841 0 0 0 Upstrea m Fi lter (I) 0.89 0.00 0.00 0.00 1.00 0.00 0.00 0.00 Uniform De lay (d1 ), slveh 14 .6 00 00 00 17.6 00 00 0.0 Iner Del ay (d2), s/v eh 2.5 0.0 0.0 0.0 7.3 0.0 0.0 0.0 Initial Q Delay (d3), s/v eh 00 00 00 00 00 00 0.0 00 Contro l Del ay (d), s/veh 17.1 0.0 0.0 0.0 24.8 0.0 0.0 0.0 1st-Term O (01), veh /ln 7.7 0.0 0.0 0.0 12.1 00 00 00 2nd -Term Q (02), veh/ln 0.6 0.0 0.0 0.0 1.7 0.0 0.0 0.0 PM 3:00 pm 9/2 212010 2015 Exist ing Conditions Synchro 9 Report B. Powell Page 2 HCM 2010 Signalized Intersection Capacity Analysis 3: Harrin~ton AV NE & NE Sunset Blvd 3rd-Term Q (03), veh/ln 0.0 o/oile Back of Q Factor (f_B%) 1.00 o/oil e Back of Q (50%), veh /ln 8.3 o/oile Storage Ratio (RO%) 0.55 In itial Q (Qb), veh 00 Final (Residual ) Q (Qe), veh 0.0 Sat Delay (ds), slveh 0.0 Sat Q (Os). veh 0.0 Sat Ca p (cs ), veh/h 0 Initial Q Clear Time (tc). h 0.0 Assigned Mvmt 12 Lane Ass ignment T+R Lanes in Grp 1 Grp Vol (v), ve hl h 520 Grp Sat Flow (s). veh/hnn 1858 Q Serve Time (g_s), s 15 .9 Clcle Q Clear Time (g c}, s 15.9 Prat RT Sat Flow (s_R ), vehl h/l n 0.0 Prot RT Eff Green (g_R), s 0.0 Proe RT Outside Lane (P R) 0.02 Lane Grp Cap (c), veh/h 906 V/C Ratio (X) 0.57 Avail Cap (c_a), veh/h 906 Upstream Fi lter (I) 0.89 Uniform Delay (d1), s/veh 14.6 Iner Dela y (d2), s/v eh 2.4 Initial Q Delay (d3), s/veh 0.0 Control Delay (d ), s/veh 170 1st-Term O (01), veh/ln 8.1 2nd-Term O (02), veh/l n 0.6 3rd-Term O (03), veMn 0.0 %ile Back of Q Factor (f_B %) 1.00 %ile Back of Q (50%), veh /l n 8.7 %ile Storage Ratio (RO%) 0.58 Initial Q (Qb), veh 0.0 Fina l (Re sidua l) Q (Qe ), veh 0.0 Sat Delay (ds), s/veh 0.0 Sat Q (Qs), veh 0.0 Sat Cap (cs}, veh/h 0 Initial Q Clear Time (le), h 00 ntersection Sum HCM 2010 Ctrl De lay HCM 2010 LOS PM 3:00 pm 9/22/201 0 2015 Existing Co nditions B. Powe ll 0.0 0.00 0.0 0.00 00 0.0 0.0 0.0 0 0.0 0 0 0 0 00 0.0 00 0.0 0 00 0 0 00 0 0 00 0.0 0.0 0.0 00 0.0 0.0 0.0 000 0.0 0.00 0.0 00 0.0 0.0 0 00 22 .5 C 00 00 0.00 1.00 0.0 00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 0.0 0 14 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.61 0 0 000 0 00 0 0 0 00 0.00 0.0 0.0 00 0.0 0.0 0.0 00 00 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1.00 0.0 0.0 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 00 00 00 1.00 0.00 13.8 00 1.38 0.00 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 0.0 16 0 T+R 1 0 685 0 1834 0 25.1 00 25 .1 0.0 00 00 0.0 0.0 0.09 0 00 871 0 0.79 0 00 871 0 1.00 0 00 17.6 0.0 7.1 0.0 0.0 0.0 24.7 00 12.6 0.0 1.7 00 0.0 0.0 1.00 0.00 14.3 0.0 1.43 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0 0 0.0 00 00 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0 0 0 0 0 0.0 0.0 00 0.0 0.00 0 000 0 0 00 0.0 00 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0 00 1.00 0.0 0.00 00 0.0 0.0 0.0 0 0.0 18 0 0 0 0.0 0.0 00 0.0 0.44 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0 00 0.0 0.0 0.0 0.0 0 0.0 9/10/2015 Synchro 9 Report Page 3 HCM 20 10 TWSC 5: NE Sun set Bl vd & Kirkla nd A venue NE Intersection Int Delay, s/v eh 4.8 Movement SEL SET SER NWL NWT NWR Vol , veh/h 0 3 91 11 3 34 Conflicting Peds , #/hr 0 0 0 0 0 0 Sign Contro l Stop Stop Stop Stop Stop Stop RT Chan nelized None None Storage Length Veh in Median Storage ,# 0 0 Grade ,% 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Ve hicles, % 2 2 2 2 2 2 Mvmt Flow 0 3 101 12 3 38 Major/Minor Minor2 Minor1 Co nfli cti ng Flow All 1877 2542 508 2032 2541 662 Stage 1 1064 1064 1474 1474 Stage 2 813 1478 558 1067 Critical Hdwy 7.54 6.54 6.94 7.54 6.54 694 Critical Hdwy Stg 1 6.54 5.54 6.54 5.54 Critical Hdwy Stg 2 6.54 55 4 6.54 5.54 Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 44 27 510 33 27 404 Stage 1 238 298 133 189 Stage 2 339 188 482 297 Platoon bl ocked,% Mov Cap-1 Maneuve r 31 23 510 21 23 404 Mov Cap-2 Maneuver 31 23 21 23 Stage 1 211 283 118 168 Stag e 2 267 167 363 282 APeroach SE NW HCM Contro l De lay , s 22 .9 168.6 HCM LOS C F NEL NET NE~Wln1 SELn1 SWL SWT Capaci ty (veh lh} 678 65 304 518 HCM La ne V/C Ratio 0.113 -0.821 0.344 0.049 HCM Contro l Delay (s) 11 HCM La ne LOS B HCM 95th %t ile O(veh) 04 PM 300 pm 9/22/2010 2015 Existing Cond itions B Powell 168.6 22 .9 12.3 F C B 38 1.5 0.2 NEL NET NER 69 1185 7 0 0 0 Fr ee Free Free None 100 0 0 90 90 90 2 2 2 77 1317 8 Major1 1016 0 0 414 2.22 678 678 NE 0.6 SWR 9/10/2015 SWL SWT SWR 23 910 4 0 0 0 Free Free Free -None 100 0 0 90 90 90 2 2 2 26 1011 4 Major2 1324 0 0 4.1 4 2.22 518 518 SW 0.3 Synchro 9 Report Page 1