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Home My WebLink AboutPermit PL16-0061 - ADAM PAUL - BASRA SHORT PLATBASRA SHORT PLAT SITE APN: 8108600521 EXPIRED PARENT PROJECT NO: PL16-0061 PROJECT NO: L16-0082 11/28/2017 Mail - Lindsay.Brown@TukwilaWA.gov Basra Short Plat expiration Lindsay Brown Tue 11/28/2017 11:19 AM To Adam Paul<AEPaul@APConsultingEngineers.com>; Hi Adam, I sent you a letter of incomplete application for the Basra Short Plat located at 4252 S. 160th Street in Tukwila in January of 2017, and haven't heard from you since. Pursuant to TMC 18.104.070, the application is now expired since no additional materials were submitted within 90 days of the incomplete letter. I'm cleaning out my land use files for the year; is the applicant still interested in pursuing a short plat at this location? Will a new application be filed in the next few months? Thanks much, Lindsay Lindsay Norris Brown, Assistant Planner Department of Community Development City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 206-433-7166 lindsay.brownPtukwilawa.gov The City of opportunity, the community of choice. https://outlook.office365.com/owa/?realm=TukwilaWA.gov&exsvurl=1 &II-cc=1033&modurl=0&path=/mail/sentitems 1/1 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director February 3, 2017 Adam Paul AP Consulting Engineers PO Box 162 Auburn, WA 98071 Subject: Technical Review #1 Basra Short Plat City File L16-0082 Dear Adam: Your application for a preliminary short plat at 4252 S. 160th Street is incomplete. The following technical review comments supplement the Notice of Incomplete Application dated January 12, 2017. While only the items listed on the Notice are required for the application to be deemed "complete", the following reflect additional requirements needed for processing your application. Attached is a revision submittal form. When submitting resubmittals, please fill out the attached form and include a letter with the comments below followed by a summary of the reflected change, if applicable. Planning — Lindsay Brown / lindsay.brown@tukwilawa.gov Numbers below correspond to items on the complete application checklist, when applicable. Required Information for Short Plat Submittals 1. 17 (c). Show existing topography on a survey as required by Item 14 on the complete application checklist. Existing topography should extend at least 5 feet beyond the site's boundaries. Proposed topography should be shown on a separate (rough) grading plan. 2. 17(d). Include a table on the rough grading plan indicating the proposed volume of cut and proposed volume of fill. 3. 17(g). Indicate where the proposed fire hydrant will be located. Please confirm or clarify the following: 4. 10. There are no known easements on the subject property. 5. 14(i) The proposed private road is not a tract. Preliminary Short Plat Comments: 6. The King County Recorder's Office has very specific formatting requirements for recordation. Please include on resubmitted documents the City file number (L16-0082) and required signature blocks. Public Works — Dave McPherson / david.mcpherson@tukwilawa.gov Preliminary Short Plat Comments 1. Owner/Applicant to complete a Traffic Concurrency Certificate Application and pay a Transportation Concurrency Test Fee in the amount $600.00 as part of this Short Plat. (See application - enclosed.) 2. A Transportation Impact Fee applies to the future Building permits. (see PW Bulletin A3 enclosed) Transportation Impact Fee in Zone 3 is $1,013.88 per single family residence. 3. Storm drainage design and plans shall meet the 2016 King County Surface Water Manual requirements. 4. Private access road shall be paved and be a minimum of 28 feet in width. The private access road shall include curb, gutter, and sidewalk on one side. New 5 foot sidewalk shall extend to the Western most portion of the hammer -head turnaround and along the full length of the Northern most portion of the hammer -head. (see red -lined plan sheet C1 — enclosed) 5. Lots adjacent to S. 160th Street shall have driveway access from the new private access road and not from S. 160th Street. 6. See sample 6 Lot Short Plat Survey Map - For Information Only. (Enclosed) 7. This short plat requires a current / site specific Geotechnical Engineering Report / Evaluation. A peer review of the Geotechnical Report may be required. The cost for any geotechnical peer review, shall be at Owner's expense. 8. Owner shall sign with Notary, a Sensitive Areas Ordinance Hold Harmless Agreement. Agreement will be recorded at King County, after Mayor signs the document. (Submit signed agreement at least ten (10) days prior to expected final short plat recording, as City must have time to process this document). 9. Provide a draft copy of the Private Access and Utilities Easement and Maintenance Agreement. (1) This document shall be recorded prior to recording of the Final Short Plat Map, and the recording number be shown on the short plat map. (2) The Private Access and Utilities Easement and Maintenance Agreement should include language stating who will maintain the paved area and utilities, and by what portion. (See sample enclosed) 10. Contact the Valley View Sewer District at 3460 S. 148th Street, Suite 100, Tukwila, WA 98168. Phone number (206) 242-3236. Provide a Public Sanitary Sewer Easement as approved by the Valley View Sewer District. (see sample easement — enclosed) 11. Provide a draft copy of the Private Sanitary Sewer Easement within the new Lot 1 for the benefit of the new Lot 6. (1) This document shall be recorded prior to recording of the Final Short Plat Map, and the recording number be shown on the short plat map. (See sample enclosed) 12. Provide a draft copy of the Private Sanitary Sewer Easement within the new Lot 2 for the benefit of the new Lot 5. (1) This document shall be recorded prior to recording of the Final Short Plat Map, and the recording number be shown on the short plat map. (See sample enclosed) Short Plat Survey Map 1. Provide a Short Plat Survey Map prepared by a Washington State Licensed Surveyor. (see sample enclosed) 2. Provide NOTE on short plat survey map. SAMPLE (for information only) follows - THIS SHORT PLAT CONTAINS AN ACCESS & UTILITY EASEMENT WITHIN TRACT 'A' OF THIS SHORT PLAT FOR THE BENEFIT OF THE OWNERS OF LOTS 1 THRU 6 OF THIS SHORT PLAT. OWNERSHIP OF SAID LOTS 1 THRU 6 WITHIN THIS SHORT PLAT INCLUDES AN EQUAL AND UNDIVIDED RESPONSIBILITY FOR THE MAINTENANCE OF SAID EASEMENT AND THE CONSTRUCTION, MAINTENANCE, REPAIR AND REPLACEMENT OF IMPROVEMENTS CONTAINED THEREIN. Short Plat Site Development Plan See redlined comments on Civil plan sheets C1 and C2 — enclosed. Miscellaneous Comments 1. The applicant shall apply for a Public Works (PW) type 'C' permit for approval. A Street Use will be part of this permit and require bonding, insurance, and a Hold Harmless Agreement; for work within the Public Right -of -Way. 2. Provide a completed Public Works permit fee estimate sheet as part of any future Public Works permit and future Building Permits. (PW Bulletin A2 previously provided.) 3. All utilities including power are required to be underground, per City of Tukwila ordinance. The revision submittal form is attached. Revision submittals must be submitted in person at the Permit Center, 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188, Monday — Friday 7:30 a.m. — 4:30 p.m. Tukwila Municipal Code Title 18 Zoning Code can be accessed online at http://records.tukwilawa.,Rov/WebLink8/ElectronicFile.aspx?docid=56618&&&dbid=l. Templates for the Lot Consolidation Map can be accessed here, under "Planning Documents": http://www.tukwilawa.gov/departments/permit-center/ Please feel free to contact me with any questions at (206) 433-7166. Sincerely, Lindsay Brown Assistant Planner Enc: A. Revision Submittal Form 4 MEMORANDUM www.tukwila@tukwilawa.gov Development Guidelines and Design and Construction Standards TO: PLANNING DEPT. — Lindsay Brown, Assistant Planner Ofrt n FROM: PUBLIC WORKS DEPT. — David McPherson, Development Engineer david.mcpherson@tukwilawa.gov DATE: January 20, 2017 SUBJECT: Basra — 6 Lot Short Plat at 4252 S. 160th Street TL no. 810860-0521 Short Plat, and Miscellaneous Comments Short Plat — L16-0082 Public Works has the following Preliminary Short Plat comments. 1. Owner/Applicant to complete a Traffic Concurrency Certificate Application and pay a Transportation Concurrency Test Fee in the amount $600.00 as part of this Short Plat. (See application - enclosed.) 2. A Transportation Impact Fee applies to the future Building permits. (see PW Bulletin A3 enclosed) Transportation Impact Fee in Zone 3 is $1,013.88 per single family residence. 3. Storm drainage design and plans shall meet the 2016 King County Surface Water Manual requirements. 4. Private access road shall be paved and be a minimum of 28 feet in width. The private access road shall include curb, gutter, and sidewalk on one side. New 5 foot sidewalk shall extend to the Western most portion of the hammer -head turnaround and along the full length of the Northern most portion of the hammer -head. (see red -lined plan sheet Cl — enclosed) 5. Lots adjacent to S. 160th Street shall have driveway access from the new private access road and not from S. 160th Street. 6. See sample 6 Lot Short Plat Survey Map - For Information Only. (Enclosed) 7. This short plat requires a current / site specific Geotechnical Engineering Report / Evaluation. A peer review of the Geotechnical Report may be required. The cost for any geotechnical peer review, shall be at Owner's expense. 8. Owner shall sign with Notary, a Sensitive Areas Ordinance Hold Harmless Agreement. Agreement will be recorded at King County, after Mayor signs the document. (Submit signed agreement at least ten (10) days prior to expected final short plat recording, as City must have time to process this document). 9. Provide a draft copy of the Private Access and Utilities Easement and Maintenance Agreement. (1) This document shall be recorded prior to recording of the Final Short Plat Map, and the recording number be shown on the short plat map. (2) The Private Access Page 1 of 2 and Utilities Easement and Maintenance Agreement should include language stating who • will maintain the paved area and utilities, and by what portion. (See sample enclosed) 10. Contact the Valley View Sewer District at 3460 S. 148th Street, Suite 100, Tukwila, WA 98168. Phone number (206) 242-3236. Provide a Public Sanitary Sewer Easement as approved by the Valley View Sewer District. (see sample easement — enclosed) 11. Provide a draft copy of the Private Sanitary Sewer Easement within the new Lot 1 for the benefit of the new Lot 6. (1) This document shall be recorded prior to recording of the Final Short Plat Map, and the recording number be shown on the short plat map. (See sample enclosed) 12. Provide a draft copy of the Private Sanitary Sewer Easement within the new Lot 2 for the benefit of the new Lot 5. (1) This document shall be recorded prior to recording of the Final Short Plat Map, and the recording number be shown on the short plat map. (See sample enclosed) Short Plat Survey Map 1. Provide a Short Plat Survey Map prepared by a Washington State Licensed Surveyor. (see sample enclosed) 2. Provide NOTE on short plat survey map. SAMPLE (for information only) follows - THIS SHORT PLAT CONTAINS AN ACCESS & UTILITY EASEMENT WITHIN TRACT 'A' OF THIS SHORT PLAT FOR THE BENEFIT OF THE OWNERS OF LOTS 1 THRU 6 OF THIS SHORT PLAT. OWNERSHIP OF SAID LOTS 1 THRU 6 WITHIN THIS SHORT PLAT INCLUDES AN EQUAL AND UNDIVIDED RESPONSIBILITY FOR THE MAINTENANCE OF SAID EASEMENT AND THE CONSTRUCTION, MAINTENANCE, REPAIR AND REPLACEMENT OF IMPROVEMENTS CONTAINED THEREIN. Short Plat Site Development Plan See redlined comments on Civil plan sheets Cl and C2 — enclosed. Miscellaneous Comments 1. The applicant shall apply for a Public Works (PW) type 'C' permit for approval. A Street Use will be part of this permit and require bonding, insurance, and a Hold Harmless Agreement; for work within the Public Right -of -Way. 2. Provide a completed Public Works permit fee estimate sheet as part of any future Public Works permit and future Building Permits. (PW Bulletin A2 previously provided.) 3. All utilities including power are required to be underground, per City of Tukwila ordinance. Page 2 of 2 �7.20 6Tire-112-6.004- Y lob_ Aso R. Iz. pzo —42. Oi6.; Nto4 Cid 1.0 ia.‘ 11 o„ t---& v,n (ess 414„L. zoo 4 ai 415 4- z ar-c.e4TN\41--s - w` 4/ I r - _r_LY vv �• rl, • . " V'-" yr 'r �rlv> . j�(Ar itC-4-- o ama , 0- 4Les cit. rh fay l°I Vli-. -- M( el Q. c!J zo i -111r-tr - c.0 --7-9537 DO CC BB AA 9 Al (B) ( _I ( 1 ) ___ _ 1., - - - - - ...- rePIEMMVPIAR. - - - - - - ( 4 ) Ifr •4,41,, , ,'mum M7 E ,„ ... :. : .„1: a. a, .. .., .. /... .. .... ... _,,, , ,,,,, . ,., .r, ,.. i.0101W41.7.1iiirt,,:7- --- - — . ..- --- ..rj ....''''''-'''' iliQrr-''''''''''''' Mr' Y • 1, OWL, .1,-11 STORAGE 502 SF _ 11 Y. 1. 6 lo 11 6 1. la In 6 I. 14 la la • 6 6 1, 1, 6 6 6 1. 4. ty. N 1. 1 1 la 4 • 1 :: . mu 1 ...., 4 a 'a, a a a a. v a. a a. alal..6 114.6 1.6..66 6 1..,416.16.1.. bla 41.4 avava la a .a, a , a a a 1.61..,4 V lal..1.1/ 4 „......„ .a.,0,,... CaV ' 12:1' a. ... ... vi a. ..... a. ... , ... . nett. v. u. 1... , i.... 1.... a.. s.. .... a.. a. v. , a , a. , • t. ... i• .• i i .• ..• ..• . i... ..•• a a a a .. r I v. a , 10,72SP. " Zi i " " L „ , ...........,..... -;:.. ........,• , i I 6.1 •.," 10S SF .2111 • •WiWt•::. C2f1W5•--, PARKING LEVEL LIGHTING CALCULATION PLAN SCALE 1 /13" Clculslion Summary Label CareType UNte Avg Mon Min Avg/Min MaxilAn liarimjFloor Illumlnencs Fe 13.20 21.7 2.3 5.74 0.43 1.1 1.1 163 1.1 a la /111 JACKSON I MAIN ARCHITECTURE am MST AVENUE WINN INAT11.11.11111•11104 1 ii12844111 VVVAMJACIICIONIIAKCOM 2INEIING Coming WYMAN Engineers 1111101•91.60.0.4.11.. Wmalneon Mum: 4211402.00{0 CNC.. z o 2 D o co Lai= 111 co 0 CO D U.I IX o Q. LI co CO ty g g PROJECT NO.. 16040 /Celia MCECTM 1.1,11 CRAM BY: CJP CI.IECKED PARIONG LEVEL LIGHTING CALCULATION PLAN EL3.02 smarm' ammaamermaraems SHORT PLAT NO. LO1 019 City of Tukwila King County, 'Washington 30' So. 1.58'.;.11 St. •-• Pound tack in lead in concrete in case - 1/17/00 . , . ....,Fourak lock in .C.3rrqtate . • • •• -.T. 349:46' me.. 349:94-:, .Plot S89:40'00"E S S. ?Jot 627.88' • • • • •• chrjn— lir k fence . . ••••NO.--thwest cokner cf the- „„.., Sonth 275.-4et So. 160-t-) St. ---,„ Northwest corner of the ...••• South 200 fee: Found took lecd ir concrete ''''---rronurr en t in case - 0.54' south of line 61 10' ensement for Reu. No. 2003041501334 rn 2C' Ingress, Egress. Utirlies & Droirtg. Easement Rec. 40.20030415001333 N8935'31"W 89.43 Lot 4 subject to Sensitive Area Covenant & Hold Harm ess Aggreement per Rec. 00030801000738 11 I LOT 3 I g- 0 RECORDINC NO. a.. a •S SCALE: 1 inch = 50 ft. !Ili PORT ON CF SV$1 I /4 of NEVJ 102 AREAS LC' 1 = 6,599 sq.ft. easement) LC-- 2 = 6,513 sq.ft. (ixeudes LC: = sq.ft. iitcludes eait?meat5 1.0 4 32,896 sq.ft. •••., •••••• „ „.. 100' 23-'4.- 4 • ,ens, & DrciriOe • Nd9,5'20"Vi • = • I— cir..1' 89A, -Exception :„ 75, I 'LQT 1 50 Existing 18c 'MOO' - • 0 9- LE:END S894520"E LO 3 895350 j f R = 20.00 L = 31.38 589-15'2ffE: 49 49 •"'" 49.42' )4" S8945'201: `--.a= 90-D610" R = 20.00 L = 31.•a5 LOT 2 1:9 LOT ' Yi I j 20.00' N8945200' Concrete Monument in4. Case Monurrent 34 Tock in Lecd or Nail & Diso 61) Bronze plus 0 Set rebor w/coa 023604 0 ci 0 b • La/ NOTE: 'left data 'or tnis survey was ',Stained by 0_ direct field measurements. Angular and areal. -elot'onships vre, measurer: with d six second theodolite and eloctrcric ' 'eecewing cevice, supplemented ny o steel tope. • .RE.C.ORDER'S a:tc2.1R.T.IFICKTE• 'ilec for relaare thi, fo.>: of .... ;, •-. . in nook pcge.....•,...ct the reGuest of Mgr. 1' • SJpt. 01 Records 1..Aki) SURVEYOR'S CERTIPICATE This Short Plat correctly represents a survey made by yr. o.nder my direction in conformance w'th the requirements or I ho nenraoriate ,7.totc end County ond Ordinance Ir Cer ificote Nc. SCJOVEY 100171 March -MacDonald, Inc. 73 110th St, N.E. Be,levde, VIA 98004 SCHROETER OLAND SURVEYING PROFESSIONAL LAND SJRVEYORS mes 611 sec -rot. vashroor. 99062 (206/ 242-6621 ;A% 1206/613-96-49 ow CHICO 8" revised 8/' 2/03 DATE 8/7/01 JOB NC. 377/5 DATE FIELD 1/1//0l PROJECT NO. C0196sp SCALE SHEET 2 OF 2 SHORT PLAT NO. L01-019 City of Tukwia King Caurty, Washington 7ECI ARATION Know cll men by tl-ese presents that we. tree undo-signe<, owner(s) in fee simple and/or contract purchaser(s) of she Iona herein described do hereby maae a short subdivision thereof pursuoct to RCN 59.17.060 cnd ac<nowiedce that said suotiv'sion she,' ro be further divided in any mcnrer v:'thin c pe-'od of .` e ,years. from dote of re n^d, without the filheg of a final plat. The undersigned -further declare t-is short plot to be the graphic representation of said short subdivision cnd the some is mode with He free consent cnd In accordance with the desire of the owner(s), N WITNESS WHEREOF we set o.rr harts and seals. kerne'v Nome Nr.me Noma State a` Washington County of•�. APPROVALS: Reviewed and approved ey Ewe Short m bdivisicr,"omittcc one hereoy certified for Ring this Shop of S's%�"• �'t Lxonr ned arr, approved this at day of.Y!a._, 20 .CLi A Chairman, Short Subdivision Committee CEPARTMCNT Cl' ASSESSMENTS Examined end approved this _Z_S_ dcy o=_O _, 20CA_ pc-o %21E, A. �s or of Deputy ss s=orr� Account Number 810809.-.0541.. I cerVfy that I know or have satisfactory evidence that .: 2,{ signed this Instrumert and acknowledges it to be 0h;v./her) 'ree and voluntary act for the uses one ru rposer, rr cn1.Uored"T1 t^ e 'nslume^.t. Signature of' Notary Public 1l Dated ,l," ,11 •' i My nnpoin:men: State of Washington County'oT I certl'y twat I know or have sct'sfcctory-hi5ence,tl.4t signed this instrument an< oc.mowledged:ft%fd:be. irisPoet) ireA:anq voluntary act for the uses and aurpades mentioned ih-:th? instru:merit::., Sigoat:re rfi Notary Public'. Datea :'Vy appolntment.c LEGAL DESCRIPTIONS 0_D LEGAL DESCRIPTION TRACT 60, SUNNYDALF.:GARDENS DIVIS1C1:P O. 1, ACCORDING TO 7E PLAT -HEREO= RECORDED IN VOLUME 25`OF.PI..ATS, PAGE, 00,'IN KING COJN 1Y, 'W.AS-IINGTON; -'''-• EXCEPT 151E EAST 75 FEET(9THFRF )F. NEW LEGAL DESCRA'TIONS ::;SHE SO1.111-1:95.,FEET OF TRACT 50. SJNNYD'ALE GARDENS DIVSION Na?-; A00,0RD.NG:9C THE 'LAT.t4EREOF RECORDS© IN VOLUME 25 0- PLA:a; 'AGE 50, 1N.•KiNG COLNSY,.WASPINGTEIN • :_.TEE NORTH '06'FEET OF THE SOU'li 200. FEET OF TRACT 60, SUNNYOA� .3ASDENS DIVI,:y10N NC. 1,'ACCORDING TO THE PLAT TH=REOF'T(ECORDFD IN ..:0,_10'G..2.5 OF PLATS, 'AGE 50, IN KING CGJ'\ T Y; Y,ASHINGTON; -_ '.. EXCEPT Ti1E EAST 75 TFET THER=OF. THAT.RORTONCF IS 10f 60, SUNNYDALC GARDENS DIVISION NO. 1, ACCORCING.7-0 THE PLAT THEREOF RECORDED IN VOI. UBE 25 OF '1: LAIS, PAGE 5f?,:.N KING COUNTY, WASHINCTON, EXCEPT THE EAST 75'FEET THEREOF, 15FSCRIBED AS I-011. OWS: BEGIN'OMG...A -HE ,NORTHWEST CORNER OF T-F. SOUTH 700 FEET SAID LO1'-5,;:THENCE NORTH 00'08'30' EAST, ALONG SAID 5EST LI\'E 75.06" FEET; TI'ENCF SOUTI- 89'45 27' EAS I 20.50 FEET"Tc{NCE NORTH 66'51'56" EAST 75.60 FEET TO -HE NE$ LINE OF 1-1E-.-'AST 75.00 FEET THEREOF; THENCE SOUTH O'Y09'1 i" 'WEST ALONG SAID WES- LINE ,05.00 FEET TO TI-1= NOR-H LINE OF SAID SOUTH 200 FEET THEREOF: THENCE NORM 89'45'2p?r Wf.SI A_ON3 SAID NORTi- LINE 89.46 FEET TC -HE WEST LINE 0= SAID LOT 60 AND THE POINT OF BEGINNI\G. AT4 • .:' THAT PORTION OF TRACT 60, SUNNYDALE GARDENS DIVI$I0N N0. 1]. ACCORDING TC THE PLAT THEREOF RECORDED iN VOLIIMCt2o OF PLATS, PACE 50, IN KING COUNTY, WASHINGTON, EXCEPT TOE EAST 75 ,LE1 THEREOF, DESCRIBED AS FO_LO'•,YSss'.':.'. -.:.. BEGINNING AT THE NORTHWEST 0060)0R OF THE S6ti'TS{.275 r`EE.T OE SAID LOT 60: THENCE NOW:H.00'08'30" SAS-, 51.060 SA ' WEST LINE 357.23 FEE- TO :FA NORTH LINE Or SAID LOT 602':D .., THENCE SOUTr. 89'35'31' EAST A_ONG SAV19:4L013TH ,.INS 39.43 FEET TO THE WEST LINE ,P' -HE EAST.t75.00 FEE1'RHEREOF; SOUTH 00'06'17° WEST,{LONG SAC I5TST II\r 328.97-1'4LI; THENCE SOUTH 56'51'66 WEST 75.60 7Ei='-; THENCE NORTH:: 86'1523" WFS- 20.0Ci'F1=4T TO THE WEST 1_1N£„OF SAID LOT GO AND THE POINT OF BEGINNING.. `'REGORCER'S CERTIFICATE.,.. Hk fi ed for f r•I this 1 s d'sy ofS-A ,�Oa4 at1""I4 rcr it aook.l4.".1....o1.5ny. at page E0 .a: the reguen: of LAND SURVEYOR'S CERTIFICATE Th,s Short P a: correctly represents a survey made by or under my rect'or in conformance w;Ur the me dequiremerts of the cpprep'iate $tote and County Ordinance it .al-�tuta end O Certificate No. ./.r-' Zr 'Q4' March -MacDonald, Inc. 713 1'Oth So. N.E. Bellevae. 'd•A 99004 RECORDING NO. _ VOL./PAGE • .9OOYod,7,T ypcon i j'/G7 AA, 9c POSTiON OF SV1J_1/4 of SE _1/3, EASEV E'T FOR INGRESS, EGRESS, U181"IFS' ANl1''DRRINAGE' FOR.751E'4044 IT OF LOTS 2, 3 AND 4. `HAT PORTION OF TRACT 60, SUNNYIS,ALE GARDENS.'DI VISION NC. 1, .A000RCNG TC THE 'L.AT TI IERCOF REQOROED IN VOLUME, •25 0= PLATS, PAGE 50, IN KING COUNTY, WASH1NGTON,'EXCEPi THE EAS1'75 FEET Q[' SAID TRACT THEREOF, DESCRIBED 'AS•FOLLDfS.:. DEG NNING AI IH'L SOLPF'WEST CORNER' OF.SA16''TRACT 60; THENet. NORTH 00'09'30" EAST, ...ALONG -HE WEST LINE 'OF SAID 'T11AG1''•60, 275,00 FEE-; -HENCE SOUTH 89'15'2C" EAST 20:00. FEET; THENCE SOUTH (117)6%50" VLSI' 45.04 =EF- TO POINT. OF CURVATURE;. -:THENCE ON A CURVE TO THE LEFL.1N--9 0, UTI ASTFR_Y'DK C1".ON, WITH A:•R.ADII.IS C- 20.00 FEET, ANDrN A ;RC TO 31108 =EET: l-IEKC6,SOUTH 8$'45'20" EAST 19.19 FEat '0 TEE WEST LINE OF THE.EAST 75.0C'FEET.09 SAID TRACT 60; THENCE SOUTH 00'08'17" EWES , ALONG'BAID M:FSI LINT:: 111 fUJF, 20.00 FEET; -HENCE \OR1t..8.'4520" WEST•49.42 -EET TO A POINT OF OLRVATIIRE-./"40.(4. ON.,A CURVE:3.0 THE LEFT I1:k:SOUTHWESTERLY DIRECTION ,WITH A' RADIU S OF 20.00 FE{,r -AN^ AN ARC OF 31.45 FEET; -IYENCE 000011 OG'08'17"•,WEST 169.96 FEET:TQ_ -FIE :SOUTH LINE OF SAID TRAO sb'3 f-£N0.: NO'P1H1 H9'4 20" WEST'24t,00 FEET TO THE WEST LINE 0r 1AIC. TRACT 60 ASOS-75E POINT OF BEGINNING. y N01E: 'ield dsto for this survey was obtainec by direct 'ield measurements. Angel cr and linear relationship were measured with a six second teeocalite and eec:ray reeeu^100 devise, supplemerted by o steel tape. Q n. SCHROETEROLAND SURVEYING PROFESSIONAL LAN SURVEYORS Pr. Bcx e13, Seashington 9e062 (2061 2,2-6821 FAX <2061243-9679 D9N. BY law CI. KO. BY ievisec 2/19/04 DATE 9/7/01 DATE FIELD /17/01 SCALE J08 n0. 377/5 PROJECT NO. 00196sp SHEET 1 OF 2 FOUND REBAR 8'23604. CAP \ N, �sqp\ — 87.6':' N \ \ 'be, \ N \ \ N \ \ _ — / °70• N. LOT 3 11451 SF 0.25 ACRES \9 FOUND REBAR 8'23604' CAP 0.3'S802E _ S89°45'20"E 184.45' — — — - 1- 71. \ PROPOSED \ f tr EASEMENT 9u41' g"f 81 \ \ \ L0 8 Bt(6 \ \ 0.22 ACRES i \ 25.1' � 22/' '\ I` GARAGE ^I Z \\� 4—� \ 25.0' � — / N. \ \ S14EO \ `--L,\rJ \ \ \ \\ — . —� Y:•s, 8224' DECK 522 HOUSE FINISH FLOOR = 431.03' BASEMENT FF = 423.06' 12.0' 40.3' LOT 1 NUS,-- 018ACRES ' (ACCESS FROM S 160TH ST) LOT4 78525F 0.18 ACRES— A16 LOTS 848i SF 015 ACRES 4Z0— — ..•....-.--..f ice:: • — — _422 — ::..7 -Si.05'_ — —424— —-_...'.-_. 873' — — — —426 — — —422 ---..........- e73 LOT 8 ion 0.18AMES—_—_ ...... (ACCESS FROM S 160TH ST) -------432---I 57.4 18.4.47' 82. 9°4 20"E FOUND REBAR 8'23604. CAP 0.3'S&C1'E ._..... —�.-.:.-.43:37' ....._..........-_.....--..... --- -- _.. .....:-- S`160TH STREET King County iMap The nformation nciuded on this rrap has been compied by King County staff from a variety of sources and is subject to change without notice. King County makes no representations orwarranti es, express or impied, as fo accuracy, completeness, tinelness, or fights to the use of suchinformaticn. Tiffs documentis not intended br use as a survey product. IGng County shall snot be liable for any general, special, indirect, incidental, or consequential damages induditg, but not United to, bst revenues or lost profits resulting from the use or misuse c the information curtained on this map. Any sale ofttis map or information on this map is prohitited except by writen pemrission of Kirg County. Date: 11/30/2016 Notes: King County GIS CENTER The nformation ncfuded on this map has been compiled by Kng County staff from a variety of sources and is subject to change without notice. Kng County makes no representations orwarrarties, express orimpied, as to accuracy, completeness, trnelness, or rights to the use of suchinformatien. This document is not intended br use as a survey product. IGng County shill rot be liable for any general, special, itdired, incidental, or consequential damages indudng, but nil lirrited to, bst revenues or bst profits resulting from the use or misuse d the informatbn curtained on this map. My sale of this map or information on this map is prohitited except by writen permission of King County. Date: 11/30/2016 Notes: A 111 King County GIS CENTER 12/7/2016 iMap iMap home 20m 60ft -13,611,899.04882 6,017,451.92783 Meters httpi/gi s m aps.ki ngcounty. gov/i M ap/?center=-13611892%2C 6017506&scal e=1128.497176& 1/1 RECEIVED 0400 City of Tukwila JAN 13 2017 Department of Community Development TUKWILA PUBLIC WORKS File Number L16-0082 PL16-0061 QI1-E l G - v° ae LAND USE PERMIT ROUTING FORM TO: 0 Building 0 Planning Public Works 0 Fire Dept. 0 Police Dept. Parks/Rec Project: Basra short plat Address: 4252 S. 160th St Date transmitted: January 12, 2017 Staff coordinator: Lindsay Brown Response requested by: January 26th Date response received: REVIEWERS: Please specify how the attached plans conflict with your ADOPTED development regulations, including citations. Be specific in describing the types of changes you want made to the plans. When referencing codes, please identify the actual requirement and plan change needed. The Planning Division review does not supplant each department's ability to administer its own regulations and permits. However, project consistency at the Planning review stage is important to minimize significant later design changes. More than minimal design changes require further Planning Commission review, even if alteration is required to satisfy a City requirement. This further review is typically a minimum 60-day process. Requirements based on SEPA (e.g., not required by an adopted development regulation) MUST identify the impact being mitigated, the policy basis for requiring mitigation, and the method used to calculate the mitigation required. Calculations of project impacts and the mitigation required (e.g., water capacity, road level of service analyses, or turning analyses) may be required of the applicant. COMMENTS (Attach additional comment sheets and/or support materials as needed.) Se4 PtIeU c (V 6 f4IC S Agvi6 W Coi,p ,,4S - ,st r rq-444b I/7-Vn Plan check date: Comments Update date: prepared by: 0400 TO: Building City of Tukwila Department of Community Development File Number L16-0082 PL16-0061 LAND USE PERMIT ROUTING FORM Planning ,,4i' Public Works Fire Dept. ib'PpTiCe Dept. Parks/Rec Project: Basra short plat Address: 4252 S. 160th St Date transmitted: January 12, 2017 Response requested by: January 26th Staff coordinator: Lindsay Brown Date response received: REVIEWERS: Please specify how the attached plans conflict with your ADOPTED development regulations, including citations. Be specific in describing the types of changes you want made to the plans. When referencing codes, please identify the actual requirement and plan change needed. The Planning Division review does not supplant each department's ability to administer its own regulations and permits. However, project consistency at the Planning review stage is important to minimize significant later design changes. More than minimal design changes require further Planning Commission review, even if alteration is required to satisfy a City requirement. This further review is typically a minimum 60-day process. Requirements based on SEPA (e.g., not required by an adopted development regulation) MUST identify the impact being mitigated, the policy basis for requiring mitigation, and the method used to calculate the mitigation required. Calculations of project impacts and the mitigation required (e.g., water capacity, road level of service analyses, or turning analyses) may be required of the applicant. COMMENTS (Attach additional comment sheets and/or support materials as needed.) Plan check date: Comments Update date: prepared by: City f T wila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director NOTICE OF INCOMPLETE APPLICATION January 12, 2017 Adam Paul AP Consulting Engineers PO Box 162 Auburn, WA 98071 RE: Basra Short Plat, City File L16-0082 Dear Mr. Paul, Your application for a preliminary short plat at 4252 S. 160th Street is incomplete. To be a complete application, the following must be submitted to the permit center. The numbers below correspond with the numbers of required documents on the complete application checklist. Geotechnical Report 12. The submitted geotechnical report was prepared for the properties immediately east and not for the subject property. Pursuant to Tukwila Municipal Code (TMC) 18.45.120.C, submit a geotechnical report specific to the property to be developed. Please note that the provisions of 18.45.130.D require coordination between the structural engineer and the geotechnical engineer. Plat Survey 14(a).The basis for the short plat needs to be a recent survey performed by a licensed surveyor. The submitted civil sheet (C1) was prepared by a civil engineer; a survey is still required. Submit a survey to the City that includes all of the requirements of TMC 17.04.060(A). Include parcel numbers and zoning of surrounding properties on the preliminary short plat pursuant to TMC 17.12.020.A(b).a. 14(b). Submit a sheet of legal descriptions for the six proposed lots. 14(f). Include on the preliminary short plat plan a table with the lot sizes and average width of all proposed lots. LDR zoning minimum is 6500 square feet per lot, excluding private access roads when the road serves more than 4 lots. 14(k). If an easement is proposed for the western edge of the site, show the easement on resubmitted plans. Upon receipt of these items, the City will re -review for completeness and will send you written notification of completeness or incompleteness within 14 days. Within a few weeks, the City will send you a technical review letter including other information required to process your application but not required to be deemed "complete". Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Incomplete Application L16-0082 Basra January 12, 2017 Page 2 This application will expire if we do not receive the additional information within ninety days of the date of this letter unless an extension is granted pursuant to the Permit Application Types and Procedures Section of the Municipal Code. (TMC 18.104.070(E). If you have any questions with this matter, please email or call me at the information below. Sincerely, Lindsay Brown Assistant Planner Lindsay.brown@tukwilawa.gov 206.433.7166 Phone: 206-433-1800 • Email: Mayor@TukwilaWA.gov • Website: TukwilaWA.gov First American First American Title Insurance Company 818 Stewart St, Ste 800 Seattle, WA 98101 December 14, 2016 Adam Paul AP Consulting Engineers P.O. Box 162 Auburn, WA 98071 Phone: (253)347-0887 Fax: Title Officer: Phone: Fax No.: E-Mail: Order Number: Escrow Number: Buyer: Owner: Property: Pat Fullerton (206)615-3055 (866)904-2177 pfullerton@firstam.com 2789547 2789547 Basra 4252 S 160th Street Tukwila, Washington 98188 Attached please find the following item(s): Guarantee Dj;� ECEIVED OF TUKWILA DEC 2 8 2016 PERMIT CENTER RECEIVED JAN 13 2017 TUKWILA PUBLIC WORKS Thank You for your confidence and support. We at First American Title Insurance Company maintain the fundamental principle: Customer First! Form 5003353 (7-1-14) )Page 1 of 8 ,Guarantee Number: 2789547 CLTA #14 Subdivision Guarantee (4-10-75) Washington First American Guarantee Subdivision Guarantee ISSUED BY First American Title Insurance Company GUARANTEE NUMBER 5003353-2789547 SUBJECT TO THE EXCLUSIONS FROM COVERAGE, THE LIMITS OF LIABILITY AND THE CONDITIONS AND STIPULATIONS OF THIS GUARANTEE, FIRST AMERICAN TITLE INSURANCE COMPANY a Nebraska corporation, herein called the Company GUARANTEES AP Consulting Engineers the Assured named in Schedule A against actual monetary loss or damage not exceeding the liability stated in Schedule A, which the Assured shall sustain by reason of any incorrectness in the assurances set forth in Schedule A. First American Title Insurance Company Dennis J. Gilmore President Jeffrey S_ Robinson Secretory This jacket was created electronically and constitutes an original document (Form 5003353 (7-1-14) Page 2 of 8 uarantee Number: 2789547 CLTA #14 Subdivision Guarantee (4-10-75) Washington SCHEDULE OF EXCLUSIONS FROM COVERAGE OF THIS GUARANTEE 1. Except to the extent that specific assurances are provided in Schedule A of this Guarantee, the Company assumes no liability for loss or damage by reason of the following: (a) Defects, liens, encumbrances, adverse claims or other matters against the title, whether or not shown by the public records. (b) (1) Taxes or assessments of any taxing authority that levies taxes or assessments on real property; or, (2) Proceedings by a public agency which may result in taxes or assessments, or notices of such proceedings, whether or not the matters excluded under (1) or (2) are shown by the records of the taxing authority or by the public records. (c) (1) Unpatented mining claims; (2) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (3) water rights, claims or title to water, whether or not the matters excluded under (1), (2) or (3) are shown by the public records. 2. Notwithstanding any specific assurances which are provided in Schedule A of this Guarantee, the Company assumes no liability for loss or damage by reason of the following: (a) Defects, liens, encumbrances, adverse claims or other matters affecting the title to any property beyond the lines of the land expressly described in the description set forth in Schedule (A), (C) or in Part 2 of this Guarantee, or title to streets, roads, avenues, lanes, ways or waterways to which such land abuts, or the right to maintain therein vaults, tunnels, ramps or any structure or improvements; or any rights or easements therein, unless such property, rights or easements are expressly and specifically set forth in said description. (b) Defects, liens, encumbrances, adverse claims or other matters, whether or not shown by the public records; (1) which are created, suffered, assumed or agreed to by one or more of the Assureds; (2) which result in no loss to the Assured; or (3) which do not result in the invalidity or potential invalidity of any judicial or non -judicial proceeding which is within the scope and purpose of the assurances provided. (c) The identity of any party shown or referred to in Schedule A. (d) The validity, legal effect or priority of any matter shown or referred to in this Guarantee. GUARANTEE CONDITIONS AND STIPULATIONS 1. Definition of Terms. The following terms when used in the Guarantee mean: (a) the "Assured": the party or parties named as the Assured in this Guarantee, or on a supplemental writing executed by the Company. (b) "land": the land described or referred to in Schedule (A)(C) or in Part 2, and improvements affixed thereto which by law constitute real property. The term "land" does not include any property beyond the lines of the area described or referred to in Schedule (A)(C) or in Part 2, nor any right, title, interest, estate or easement in abutting streets, roads, avenues, alleys, lanes, ways or waterways. (c) "mortgage": mortgage, deed of trust, trust deed, or other security instrument. (d) "public records": records established under state statutes at Date of Guarantee for the purpose of imparting constructive notice of matters relating to real property to purchasers for value and without knowledge. (e) "date": the effective date. 2. Notice of Claim to be Given by Assured Claimant. An Assured shall notify the Company promptly in writing in case knowledge shall come to an Assured hereunder of any claim of title or interest which is adverse to the title to the estate or interest, as stated herein, and which might cause loss or damage for which the Company may be liable by virtue of this Guarantee. If prompt notice shall not be given to the Company, then all liability of the Company shall terminate with regard to the matter or matters for which prompt notice is required; provided, however, that failure to notify the Company shall in no case prejudice the rights of any Assured unless the Company shall be prejudiced by the failure and then only to the extent of the prejudice. 3. No Duty to Defend or Prosecute. The Company shall have no duty to defend or prosecute any action or proceeding to which the Assured is a party, notwithstanding the nature of any allegation in such action or proceeding. 4. Company's Option to Defend or Prosecute Actions; Duty of Assured Claimant to Cooperate. Even though the Company has no duty to defend or prosecute as set forth in Paragraph 3 above: (a) The Company shall have the right, at its sole option and cost, to institute and prosecute any action or proceeding, interpose a defense, as limited in (b), or to do any other act which in its opinion may be necessary or desirable to establish the title to the estate or interest as stated herein, or to establish the lien rights of the Assured, or to prevent or reduce loss or damage to the Assured. The Company may take any appropriate action under the terms of this Guarantee, whether or not it shall be liable hereunder, and shall not thereby concede liability or waive any provision of this Guarantee. If the Company shall exercise its rights under this paragraph, it shall do so diligently. (b) If the Company elects to exercise its options as stated in Paragraph 4(a) the Company shall have the right to select counsel of its choice (subject to the right of such Assured to object for reasonable cause) to represent the Assured and shall not be liable for and will not pay the fees of any other counsel, nor will the Company pay any fees, costs or expenses incurred by an Assured in the defense of those causes of action which allege matters not covered by this Guarantee. (c) Whenever the Company shall have brought an action or interposed a defense as permitted by the provisions of this Guarantee, the Company may pursue any litigation to final determination by a court of competent jurisdiction and expressly reserves the right, in its sole discretion, to appeal from an adverse judgment or order. (d) In all cases where this Guarantee permits the Company to prosecute or provide for the defense of any action or proceeding, an Assured shall secure to the Company the right to so prosecute or provide for the defense of any action or proceeding, and all appeals therein, and permit the Company to use, at its option, the name of such Assured for this purpose. Whenever requested by the Company, an Assured, at the Company's expense, shall give the Company all Form 5003353 (7-1-14) Page 3 of 8 !Guarantee Number: 2789547 CLTA #14 Subdivision Guarantee (4-10-75) Washington GUARANTEE CONDITIONS AND STIPULATIONS (Continued) reasonable aid in any action or proceeding, securing evidence, obtaining witnesses, prosecuting or defending the action or lawful act which in the opinion of the Company may be necessary or desirable to establish the title to the estate or interest as stated herein, or to establish the lien rights of the Assured. If the Company is prejudiced by the failure of the Assured to furnish the required cooperation, the Company's obligations to the Assured under the Guarantee shall terminate. 5. Proof of Loss or Damage. In addition to and after the notices required under Section 2 of these Conditions and Stipulations have been provided to the Company, a proof of loss or damage signed and sworn to by the Assured shall be furnished to the Company within ninety (90) days after the Assured shall ascertain the facts giving rise to the loss or damage. The proof of loss or damage shall describe the matters covered by this Guarantee which constitute the basis of loss or damage and shall state, to the extent possible, the basis of calculating the amount of the loss or damage. If the Company is prejudiced by the failure of the Assured to provide the required proof of loss or damage, the Company's obligation to such assured under the Guarantee shall terminate. In addition, the Assured may reasonably be required to submit to examination under oath by any authorized representative of the Company and shall produce for examination, inspection and copying, at such reasonable times and places as may be designated by any authorized representative of the Company, all records, books, ledgers, checks, correspondence and memoranda, whether bearing a date before or after Date of Guarantee, which reasonably pertain to the loss or damage. Further, if requested by any authorized representative of the Company, the Assured shall grant its permission, in writing, for any authorized representative of the Company to examine, inspect and copy all records, books, ledgers, checks, correspondence and memoranda in the custody or control of a third party, which reasonably pertain to the loss or damage. All information designated as confidential by the Assured provided to the Company pursuant to this Section shall not be disclosed to others unless, in the reasonable judgment of the Company, it is necessary in the administration of the claim. Failure of the Assured to submit for examination under oath, produce other reasonably requested information or grant permission to secure reasonably necessary information from third parties as required in the above paragraph, unless prohibited by law or governmental regulation, shall terminate any liability of the Company under this Guarantee to the Assured for that claim. 6. Options to Pay or Otherwise Settle Claims: Termination of Liability. In case of a claim under this Guarantee, the Company shall have the following additional options: (a) To Pay or Tender Payment of the Amount of Liability or to Purchase the Indebtedness. The Company shall have the option to pay or settle or compromise for or in the name of the Assured any claim which could result in loss to the Assured within the coverage of this Guarantee, or to pay the full amount of this Guarantee or, if this Guarantee is issued for the benefit of a holder of a mortgage or a lienholder, the Company shall have the option to purchase the 7. 8. indebtedness secured by said mortgage or said lien for the amount owing thereon, together with any costs, reasonable attorneys' fees and expenses incurred by the Assured claimant which were authorized by the Company up to the time of purchase. Such purchase, payment or tender of payment of the full amount of the Guarantee shall terminate all liability of the Company hereunder. In the event after notice of claim has been given to the Company by the Assured the Company offers to purchase said indebtedness, the owner of such indebtedness shall transfer and assign said indebtedness, together with any collateral security, to the Company upon payment of the purchase price. Upon the exercise by the Company of the option provided for in Paragraph (a) the Company's obligation to the Assured under this Guarantee for the claimed loss or damage, other than to make the payment required in that paragraph, shall terminate, including any obligation to continue the defense or prosecution of any litigation for which the Company has exercised its options under Paragraph 4, and the Guarantee shall be surrendered to the Company for cancellation. (b) To Pay or Otherwise Settle With Parties Other Than the Assured or With the Assured Claimant. To pay or otherwise settle with other parties for or in the name of an Assured claimant any claim assured against under this Guarantee, together with any costs, attorneys' fees and expenses incurred by the Assured claimant which were authorized by the Company up to the time of payment and which the Company is obligated to pay. Upon the exercise by the Company of the option provided for in Paragraph (b) the Company's obligation to the Assured under this Guarantee for the claimed loss or damage, other than to make the payment required in that paragraph, shall terminate, including any obligation to continue the defense or prosection of any litigation for which the Company has exercised its options under Paragraph 4. Determination and Extent of Liability. This Guarantee is a contract of Indemnity against actual monetary loss or damage sustained or incurred by the Assured claimant who has suffered loss or damage by reason of reliance upon the assurances set forth in this Guarantee and only to the extent herein described, and subject to the Exclusions From Coverage of This Guarantee. The liability of the Company under this Guarantee to the Assured shall not exceed the least of: (a) the amount of liability stated in Schedule A or in Part 2; (b) the amount of the unpaid principal indebtedness secured by the mortgage of an Assured mortgagee, as limited or provided under Section 6 of these Conditions and Stipulations or as reduced under Section 9 of these Conditions and Stipulations, at the time the loss or damage assured against by this Guarantee occurs, together with interest thereon; or (c) the difference between the value of the estate or interest covered hereby as stated herein and the value of the estate or interest subject to any defect, lien or encumbrance assured against by this Guarantee. Limitation of Liability. (a) If the Company establishes the title, or removes the alleged defect, lien or encumbrance, or cures any other matter assured against by this Guarantee in a reasonably diligent manner by Form 5003353 (7-1-14) rage 4 of 8 Guarantee Number: 2789547 CLTA #14 Subdivision Guarantee (4-10-75) Washington GUARANTEE CONDITIONS AND STIPULATIONS (Continued) any method, including litigation and the completion of any appeals therefrom, it shall have fully performed its obligations with respect to that matter and shall not be liable for any Toss or damage caused thereby. (b) In the event of any litigation by the Company or with the Company's consent, the Company shall have no liability for loss or damage until there has been a final determination by a court of competent jurisdiction, and disposition of all appeals therefrom, adverse to the title, as stated herein. (c) The Company shall not be liable for loss or damage to any Assured for liability voluntarily assumed by the Assured in settling any claim or suit without the prior written consent of the Company. 9. Reduction of Liability or Termination of Liability. AD payments under this Guarantee, except payments made for costs, attorneys' fees and expenses pursuant to Paragraph 4 shall reduce the amount of liability pro tanto. 10. Payment of Loss. (a) No payment shall be made without producing this Guarantee for endorsement of the payment unless the Guarantee has been lost or destroyed, in which case proof of loss or destruction shall be furnished to the satisfaction of the Company. (b) When liability and the extent of loss or damage has been definitely fixed in accordance with these Conditions and Stipulations, the loss or damage shall be payable within thirty (30) days thereafter. 11. Subrogation Upon Payment or Settlement. Whenever the Company shall have settled and paid a claim under this Guarantee, all right of subrogation shall vest in the Company unaffected by any act of the Assured claimant. The Company shall be subrogated to and be entitled to all rights and remedies which the Assured would have had against any person or property in respect to the claim had this Guarantee not been issued. If requested by the Company, the Assured shall transfer to the Company all rights and remedies against any person or property necessary in order to perfect this right of subrogation. The Assured shall permit the Company to sue, compromise or settle in the name of the Assured and to use the name of the Assured in any transaction or litigation involving these rights or remedies. If a payment on account of a claim does not fully cover the loss of the Assured the Company shall be subrogated to all rights and remedies of the Assured after the Assured shall have recovered its principal, interest, and costs of collection. 12. Arbitration. Unless prohibited by applicable law, either the Company or the Assured may demand arbitration pursuant to the Title Insurance Arbitration Rules of the American Land Title Association. Arbitrable matters may include, but are not limited to, any controversy or claim between the Company and the Assured arising out of or relating to this Guarantee, any service of the Company in connection with its issuance or the breach of a Guarantee provision or other obligation. All arbitrable matters when the Amount of Liability is $2,000,000 or less shall be arbitrated at the option of either the Company or the Assured. All arbitrable matters when the amount of liability is in excess of $2,000,000 shall be arbitrated only when agreed to by both the Company and the Assured. The Rules in effect at Date of Guarantee shall be binding upon the parties. The award may include attorneys' fees only if the laws of the state in which the land is located permits a court to award attorneys' fees to a prevailing party. Judgment upon the award rendered by the Arbitrator(s) may be entered in any court having jurisdiction thereof. The law of the situs of the land shall apply to an arbitration under the Title Insurance Arbitration Rules. A copy of the Rules may be obtained from the Company upon request. 13. Liability Limited to This Guarantee; Guarantee Entire Contract. This Guarantee together with all endorsements, if any, attached hereto by the Company is the entire Guarantee and contract between the Assured and the Company. In interpreting any provision of this Guarantee, this Guarantee shall be construed as a whole. Any claim of loss or damage, whether or not based on negligence, or any action asserting such claim, shall be restricted to this Guarantee. No amendment of or endorsement to this Guarantee can be made except by a writing endorsed hereon or attached hereto signed by either the President, a Vice President, the Secretary, an Assistant Secretary, or validating officer or authorized signatory of the Company. 14. Notices, Where Sent. All notices required to be given the Company and any statement in writing required to be furnished the Company shall include the number of this Guarantee and shall be addressed to the Company at First American Title Insurance Company, Attn: Claims National Intake Center, 1 First American Way, Santa Ana, California 92707 Claims.NlCefirstam.com Phone: 888-632- 1642 Fax: 877-804-7606 (a) (b) (c) First American Title Form 5003353 (7-1-14) Page 5 of 8 Guarantee Number: 2789547 CLTA #14 Subdivision Guarantee (4-10-75) Washington First American Schedule A Subdivision Guarantee ISSUED BY First American Title Insurance Company GUARANTEE NUMBER 2789547 Order No.: 2789547 Liability: $2000.00 Name of Assured: Date of Guarantee: December 08, 2016 The assurances referred to on the face page hereof are: 1. Title is vested in: HANNAPREET BASRA, AS HER SOLE AND SEPARATE PROPERTY Fee, $350.00 Tax: $33.60 2. That, according to the public records relative to the land described in Schedule C attached hereto (including those records maintained and indexed by name), there are no other documents affecting title to said land or any portion thereof, other than those shown under Record Matters in Schedule B. 3. The following matters are excluded from the coverage of this Guarantee A. Unpatented Mining Claims, reservations or exceptions in patents or in acts authorizing the issuance thereof. B. Water rights, claims or title to water. C. Tax Deeds to the State of Washington. D. Documents pertaining to mineral estates. 4. No guarantee is given nor liability assumed with respect to the validity, legal effect or priority of any matter shown herein. 5. This Guarantee is restricted to the use of the Assured for the purpose of providing title evidence as may be required when subdividing land pursuant to the provisions of Chapter 58.17, R.C.W., and the local regulations and ordinances adopted pursuant to said statute. It is not to be used as a basis for closing any transaction affecting title to said property. 6. Any sketch attached hereto is done so as a courtesy only and is not part of any title commitment, guarantee or policy. It is furnished solely for the purpose of assisting in locating the premises and First American expressly disclaims any liability which may result from reliance made upon it. Form 5003353 (7-1-14) Page 6 of 8 Guarantee Number: 2789547 CLTA #14 Subdivision Guarantee (4-10-75) Washington First American Schedule B Subdivision Guarantee ISSUED BY First American Title Insurance Company GUARANTEE NUMBER 2789547 1. Deed of Trust and the terms Grantor/Trustor: Grantee/Beneficiary: Trustee: Amount: Recorded: Recording Information: RECORD MATTERS and conditions thereof. Hannapreet Basra, an unmarried woman Mortgage Electronic Registration Systems, Inc., "MERS" solely as a nominee for Fairway Independent Mortgage Corporation, its successors and assigns First American Title Insurance Company $387,030.00 July 14, 2016 20160714001155 2. The land described in this commitment appears to be residential in nature and may be subject to the provisions of R.C.W. 6.13.010, et seq. (Homestead Statute) if the land is occupied as a primary residence. If the land is occupied as a primary residence, R.C.W. 6.13.060 requires that all documents conveying or encumbering the land must be executed by each spouse or domestic partner, individually. Alternatively, the Company will accept a deed identifying the non -vested spouse occupying the property as the grantor and the vested spouse as the grantee. In the event that the Company receives documents to insure that are not executed as required, the Company may be unable to record or to insure the transaction. Please contact your Title Officer if you have any questions. 3. The right, title or interest of Jag Basra, as disclosed by Application for Title Insurance. 4. Any and all offers of dedication, conditions, restrictions, easements, boundary discrepancies or encroachments, notes and/or provisions shown or disclosed by Short Plat or Plat of Sunnydale Gardens Div. No. 1 recorded in Volume 25 of Plats, Page(s) 50. Informational Notes, if any A. General taxes for the year 2016, which have been paid. Tax Account No.: Code Area: Amount: Assessed Land Value: Assessed Improvement Value: 810860052101 2406 $ 3,454.97 $ 218,000.00 $ 51,000.00 1Form 5003353 (7-1-14) Page 7 of 8 Guarantee Number: 2789547 CLTA #14 Subdivision Guarantee (4-10-75) Washington First American Schedule C Subdivision Guarantee ISSUED BY First American Title Insurance Company GUARANTEE NUMBER 2789547 The land in the County of King, State of Washington, described as follows: THE SOUTH 300 FEET OF LOT 61, SUNNYDALE GARDENS DIV. NO. 1, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 25 OF PLATS, PAGE 50, IN KING COUNTY, WASHINGTON. 'Form 5003353 (7-1-14) Page 8 of 8 uarantee Number: 2789547 CLTA #14 Subdivision Guarantee (4-10-75) Washington RECEIVED ;ar p Fz, JAN 34605148th Suite 100 13 2017 Seattle, WA98168 i y I t ""v 2 V Phone: (206) 242-3236 Fax: (206) 242-1527 TUKWILA Rec.No. PUBLIC WORKR CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $ 100.00 CIry of IVEo ( Certificate of Sewer Availability OR r Certificate of Sewer Non-AvaiJa lity U 101/a (u C28Z016 Part A: ( To Be Completed By Applicant ) Purpose of Certificate: peR ,� Ci N- ❑ Building Permit • Preliminary Plat or PUD ❑ Short Division • Rezone • Other Proposed Use: • Commercial • Residential Single Family • Residential Multi -Family ■ Other Applicant's Name lagpal Basra Phone Number 2062359000 Property Address 4252 South 160th, Tukwila, WA 98188 Tax Lot Number 8108600521 Legal Description (Attach Map and legal Description if Necessary );1 I THE SOUTH 300 FEET OF LOT 61 OF SUNNYDALE GARDENS #1, AS PER PLAT RkCORDED 50, IN KING COUNTY, WASHINGTON IN VOLUME 25 OF PLATS, PAGE Part B: (To be Completed by Sewer Agency ) a. A Sewer Service will be provided by side sewer connection onl to an existing I I size sewer 1 • feet from the site and the sewer system has the capaci y to serve the proposed use. OR VI b. Sewer service will require an improvement to the sewer systerllIn of: ❑ (1) feet of sewer trunk or lateral to reach the sit;; and/or • (2) The construction of a collection system on the site aid/or 171 (3) Other (describe) I Co r,, p do o `, pc b4d rrc-+ S u.wc./r Ey,fc.�I/ati 2, Must be completed if 1. b above is checked CA, r>�u� I( a. The sewer system improvement is in conformance with a County 'C plan, OR C b. The sewer system improvement will require a sewer comprehensive y 1,-,`� e��1 `' approved sewer comprehensive amendment. 3. a. The proposed project is within the corporate limits of the Dist L' Review Board approval for extension of service outside the Dis OR f a. Annexation or BRB approval will be necessary to provide servi ct, or has been granted Boundary riot. e. 4. Service is subject to the following; Permit $ a. District Connection Charges due prior to connection: GFC: 5 SFC: 5 Unit: 5 Total $ Either a Charge may b. Easements: King County/METRO be due upon (Subject to Change on January Capacity Charge, SWSSD or Midway connection to sewers. (I) Required 1st) Sewer District Connection IIIMay be Required c. Other C J,rcr r, e j- -iv ,4 c Jo, if vh /,,, c. al I hereby ify that the above sewer agency information is true. This certification shall be valid for one year fromth .�.1aofsignature. By � 7—e yG/, Title 4 ,it ii�-Gse Date /3.! /b/ao/Ad 1 4 ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that l have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature 1 O�v kats ev Zrit Date CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center/Building Division: 206-431-3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: RECEIVED JAN 13 2017 TUKWILA PUBLIC WORKS Part A: To be completed by applicant Site Address: 4252 S 160th St (attach map and legal description showing hydrant location and size of main):, Owner Information: Owner Name: Agent/Contact Person:: HANNAPREET BASRA Agent/Contact: Adam Paul, PE, Agent Owner Address: 4252 S 160th St., Tukwila, WA 98188 Agent Address: Owner Phone: 425-822-9900 ontact Phone: This certificate is for the purposes of: 7 total SFR - 6 new & 1 existing ❑ BUILDING PERMIT 0 PRELIMINARY PLAT ❑ COMMERCIAL INDUSTRIAL ❑ REZONE ❑ OTHER 253-737-4173 ❑ SHORT SUBDIVISION Estimated number of service connection and water meter size(s): /7 total - 1 existing 5/8" meter/service anti 6,new services. ' V- Vehicular distance from nearest hydrant to the closest point of structure is 15'+/- & 50'+/- to property. See attached map for hydrant location(s) REcEIVED CITY OF TUKWILA DEC 2 8 2016 PERMIT CENTER Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner/Agent Signature Date (PART B: To Be completed by water utility district 1. The proposed project is within 2. 3. TUKWILA /King No improvements required. (City/County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: Project is a Developer Extension (DE). Two sets of Engineered plans, fire marshal approval, and a DE Deposit of $6,000 required prior to plan review. 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of 1000 gpm at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure/fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure/flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire supression system for a specific location. Customer is responsible to field verify the specific water pressure and fire flow at Customer's specific location for Customer's specific needs. Water Availability: ❑ Acceptable service can be provided to this project 0 Acceptable service cannot be provided to this project unless the improvements in item B-3 are met. ❑ System is not capable of providing service to this project I hereby certify that the above information is true and corr based on the best available information. HIGIILINE WATER DISTRICT / 206-824-0375 By Agency/Phone JEDELMAR DIS -tE ENGINEER r2llb/lb Date 24 DA. I O 18 a DA. 24'O1 4216 4217 56359307 ir co 0 A rn O� 4. iD �L25 61154408 N i v 59 155 ro c 1023a 41. v 41 i o r N N )031 tel U+ 1 0 430 4. 1009 N _ J 255 357542 (' • 4.+:5 � $ v =c7,44,ffiottlmi5 54105135 rW rn N 7' 28' ACCESS & x UTILITY ESMT. N a 4245 4249 ti 56357392 4251 56357434g N to wA o A r O rn 0 COi57.40 ,J71 L 0 r v V52 3308365(71 118 > m}" cm 4411 a, 56357543. F? 57396350 4228 57396082 H3072 4,8"DI 143RD Mir W.D. Pro 4 57: 6' WALK CA N C�(yi1i, tb OoP 01 O TT C -A N T915820 573 - H 9Zi3, VI E W� 10' DRAIW38 Co 0' NCA lr �W to A OD rn WA a OWi a, t0 N 4 57. &U. 4252 57396344 O O 6" DI Ti MARCH MACUUFTALLF 2 04 rn 4417 0 56357541 =� C/) 4427 °'I 56357540 4431 56357544 c 4439 56357545 4507 56357524 68 4505 56357605 70 x 4503 °' 563575211 72 r _94404 9 57396372 4412 57396155 4375 57396201 4377 57396200 cn 00 N " N o 0 O, --Co 66I. 4410 71216785 (� 4430 57396137 4440 09 57396158 4438 57396160 r O I� vn N c0 4446 56359440 A4. O cD c0 C., - (..4CO 4450 57396157 4452 57396110 APPLICANT NAME: 4252 S 160th St Yit ATTACHMENT TO HIGHLINE WATER DISTRICT CERTIFICATE OF WATER AVAILABILITY The following terms and conditions apply to the attached Highline Water District Certificate of Water Availability. 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to King County Department of Development and Environmental Services, the Cities of Des Moines, Federal Way, Auburn, Kent, SeaTac, Tukwila, Normandy Park, Burien, or local jurisdictions. This Certificate of Water Availability is between Highline Water District and the applicant only, and no third person or party shall have any rights hereunder whether by agency or as a third -party beneficiary or otherwise. 2. As of the date of issuance of this Certificate of Water Availability, Highline Water District has water availability to provide such utility service to the property that is the subject of this Certificate, and the utility system exists or may be extended to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between Highline Water District and the applicant, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water will be available at the time the applicant may apply to Highline Water District for such service. 3. Customer recognizes that the water pressure/fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure/flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire suppression system for a specific location. Customer is responsible to field verify the specific water pressure at the meter at Customer's specific location for Customer's specific needs. (Z 1 tc. lt.6. Customer Initial Date tpgo RERAR6.2200e CO 474 • V R\ SS9Y52A5'50'E 164 ;: Si \�; �•ACRf' -44 CV )272 OECN 11006E MASH FLOOR• 431A2. 6ASALENT FT. 423.0F 120 402' til LOi ;.£S 50 C.1n.*.CRES FOUND REAR L 20604• CAA 0.3'6AO.iE __a� 410 .617SF '� ;.1L kl!ES t4T / 61 J) S71r. e� — $ R 2 t010 NL355 G.15 ACRES ------- 420- 72 tore Sf Cr-1S AGiES— — —420— — _. (ACCESS FROM S 1f0111ST) 64.47• 9.45201E FOIRAREAAR42S6d1CAA 07610.1.E SSG ACCESS TO BE REMOVED T9 -143.37' _ T} 2636.79 N89.10'0076E13ASIS OF BEARINGS) (DEED N89.59'104W) \ S. 160TH STREET K.C. !map elevation data for 4252 S 160th St. Water Availability Certificate 12-14-16 Test Retort Print Title for 4252 S 160th St 1 ID Static Demand (gpm) Static Pressure (psi) Static Head (ft) Fire -Flow Demand (gpm) Residual Pressure (Psi) Available Flow at Hydrant (gpm) Available Flow Pressure (psi) J834 0.92 I 42.60 538.31 1,000.00 35.78 2,081.75 20.00 Date: Wednesday, December 14, 2016, Time: 15:21:44, Page 1 Cut in new node for H2131 elev 440 TH AP CONSULTING ENGINEERS PLLC CIVIL ENGINEERING PRELIMINARY TECHNICAL INFORMATION REPORT DEC'=IVED CITY Oi rUKWILA DEC 2 8 2016 P!RfIl,T CENTER DECEMBER 27, 2016 APCE PROJECT #2016040 PREPARED FOR: BASRA 160m SHORT PLAT PARCEL #8108600521 4252 SOUTH 160TH STREET TUKWILA, WA 98188 AT THE REQUEST OF: JAGPAL BASRA PO Box 2127 KIRKLAND, WA 98083 AEPaul@APConsultingEngineers.com (253) 347-0887 PO Box 162, Auburn, WA 98071 TABLE OF CONTENTS PAGE 1.0 PROJECT OVERVIEW 1 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2 3.0 OFF -SITE ANALYSIS 4 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 5 6.0 SPECIAL REPORTS AND STUDIES 5 7.0 OTHER PERMITS 5 8.0 ESC ANALYSIS AND DESIGN 5 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 6 10.0 OPERATIONS AND MAINTENANCE MANUAL 6 TABLE OF APPENDICES SOIL INFORMATION DRAINAGE PLAN EROSION AND SEDIMENT CONTROL PLAN OPERATIONS AND MAINTENANCE MANUAL DRAINAGE CALCULATIONS APPENDIX A B C D E BASRA 160TH SHORT PLAT PRELIMINARY TECHNICAL INFORMATION REPORT 1.0 PROJECT OVERVIEW This report accompanies the preliminary short plat plans prepared for the Basra 160th Short Plat on parcel 8108600521 at 4252 South 160th Street in Tukwila, Washington. The site location is shown in Figure 1, below. Project Site th St V bing FIGURE 1- Vicinity Map 2' i6 iy1 iG'rRE The existing 1.15-acre property contains an existing residence and a detached garage, while the rest of the project site is grassed. The neighboring parcels are also single- family residence lots. The property slopes primarily in a northerly direction. Wage The developed site will consist of six single-family lots with a proposed roof area of 4,000 square feet of impervious surface per lot, 7,121 square feet of on -site road, 632 square feet of replaced off -site pollution generating impervious surface, and the remaining 15,515 square feet of the project area will be covered with landscaping. A developed sub -basin map will be included in Appendix B of the final TIR. The soils present on the project site are identified in the geotechnical report prepared by AMEC Earth & Environmental, Inc. as ground moraine, "which are characterized as mainly compacted unoxidized glacial till." Stormwater runoff from the proposed project will be managed with infiltration facilities on each of the individual lots and with an infiltration facility under the new private road. The stormwater will be managed per the 2009 King County Surface Water Design Manual (KCSWDM) and the 2010 Tukwila Infrastructure Design and Construction Standards. Under existing conditions stormwater runoff flows to the properties to the north. 2.0 CONDITIONS AND REQUIREMENTS SUMMARY The portion of the pre -developed project site that will be disturbed as part of this project is assumed to have consisted of 43,268 square feet of forest on till. The developed site is expected to contain 27,753 square feet of new impervious surface for the new residences and the proposed road improvements. The project will require full drainage review. Core Requirements 1 through 8 and Special Requirements 1 through 4 have been considered in this report, as follows: Core Requirement #1: Discharge at the Natural Location Under existing conditions stormwater runoff sheet flows to the north edge of the property and enters the public conveyance system in South 158th Street. Under developed conditions stormwater from the site, that is not infiltrated, will continue to be released into the public conveyance system in South 158th Street. Core Requirement #2: Off -site Analysis The existing downstream system will be reviewed to verify that no drainage or water quality problems are anticipated during existing or proposed conditions in the final TIR. Core Requirement #3: Flow Control This project will be exempt from providing a flow control facility because it will increase the 100-year peak flow rate by less than 0.1 cfs. Wage Core Requirement #4: Conveyance System All new conveyance pipes will be analyzed to show the following: 1. The conveyance system has sufficient capacity to convey and contain (at minimum) the 25-year peak flow, assuming developed conditions for on -site tributary areas and existing conditions for any off -site tributary areas. 2. The 100-year peak flow to the existing system will not create or aggravate a "severe flooding problem" or "severe erosion problem" as defined in Core Requirement #2 and that any overflow occurring on -site for runoff events up to and including the 100-year event discharges at the natural location for the project site. Core Requirement #5: Erosion and Sediment Control Erosion and sedimentation control will be designed per Appendix D of the KCSWDM. Core Requirement #6: Maintenance and Operations An operation and maintenance manual will be included in the final TIR and will provide the necessary guidance for operating and maintaining the on -site stormwater system. Core Requirement #7: Financial Guarantees and Liability A bond quantities worksheet will be included in the final TIR. Core Requirement #8: Water Quality Stormwater water quality treatment will be provided through the use of a StormFilter water quality treatment unit and will meet Basic Water Quality standards. Special Requirement #1: Other Adopted Area -Specific Requirements None known. Special Requirement #2: Floodplain/Floodway Delineation N/A Special Requirement #3: Flood Protection Facilities N/A Special Requirement #4: Source Controls N/A Special Requirement #5: Oil Controls N/A 3IPage 3.0 OFF -SITE ANALYSIS Under existing conditions stormwater runoff flows to the public conveyance system in South 158th Street. A level 1 downstream analysis will be included in the final TIR. 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESEGN The City of Tukwila's Flow Control Applications Map identifies the project site as a part of the Gilliam Creek Basin which requires Level 2 - Conservation to Forested flow control. Water quality treatment will be provided that meets the basic water quality standard as it is described in the KCSWDM. FLOW CONTROL SYSTEM Full infiltration flow control BMPs, per Section C.2.2.4 of the KCSWDM will be constructed on each of the residential lots to accommodate 4,000 square feet of impervious surface and at the north end of the road to accommodate the road improvements. When the credits from Table 1.2.3.0 are applied to this project, the surface cover conditions that will need to be modeled in KCRTS are summarized in the following table. WWHM MODEL SUMMARY Developed Modeled as Impervious Grass Removed from Model Impervious 0.637 acres 0.015 acres 0.000 acres 0.622 acres Landscaping 0.356 acres 0.000 acres 0.356 acres 0.000 acres Totals 0.993 acres 0.015 acres 0.356 acres 0.622 acres The KCRTS model indicates that the developed site will have a 100-year peak flow of 0.083 cfs. This is less than a 0.1-cfs increase over the 100-year peak for 0.993 acres of forest on till soils (0.080 cfs). This project is, therefore, exempt from providing additional flow control facilities. Detailed calculations will be provided with the final TIR. The geotechnical report from AMEC indicated that on -site soils consisted of sands and, therefore, the infiltration BMPs have been designed to provide 90 cubic feet of gravel per 1,000 square feet of impervious surface that is draining to them. This means that for each of the new lots, 360 cubic feet of gravel will be provided and for the remaining 7,121 square feet of impervious surface from the access road 641 cubic feet of gravel will be provided. 4IPage WATER QUALITY SYSTEM Stormwater runoff treatment will occur in a StormFilter manhole that will be designed to accommodate all of the on -site pollution -generating impervious surface (PGIS; 7,121 square feet). The water quality flow rate (60% of the 15-minute, 2-year peak flow rate) was calculated by KCRTS to be 0.178 cfs. This will require a 7-cartridge StormFilter system to provide treatment. Detailed calculations will be included in the final TIR. 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN All new conveyance pipes will be analyzed to show the following: 1. The conveyance system has sufficient capacity to convey and contain (at minimum) the 25-year peak flow, assuming developed conditions for on -site tributary areas and existing conditions for any off -site tributary areas. 2. The 100-year peak flow to the existing system will not create or aggravate a "severe flooding problem" or "severe erosion problem" as defined in Core Requirement #2 and that any overflow occurring on -site for runoff events up to and including the 100-year event discharges at the natural location for the project site. 6.0 SPECIAL REPORTS AND STUDIES A geotechnical report was prepared by AMEC Earth & Environmental, Inc. and is included in Appendix A of this report. 7.0 OTHER PERMITS Building permits will be required for the new residences, service permits for the water service connections will be required from Highline Water District, sewer service permits will be required from Valley View Sewer District, and an infrastructure construction permit will be required from the City of Tukwila. 8.0 ESC ANALYSIS AND DESIGN Erosion and sediment control requirements will include the delineation of clearing limits via flagging, proper cover measures for the protection of disturbed areas, perimeter protection with silt fencing, and a stabilized construction entrance per City of Tukwila standards. The Erosion and Sediment Control Plan will be included as part of the construction plans. 5IPage 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT These documents will be provided, where necessary, in the final TIR. 10.0 OPERATIONS AND MAINTENANCE MANUAL The conveyance, detention, and water quality systems will be maintained by the property owners in the new subdivision. The operations and maintenance details for the private facilities will be provided in the Operations and Maintenance Manual that is included in the final TIR. Wage APPENDIX A: SOIL INFORMATION GEOTECHNICAL REPORT SUNNYVALE GARDENS 4404 -160TM STREET TUKWILA, WASHINGTON Submitted to: Mark MacDonald c/o March — MacDonald Inc. 1488 -127°i PI. NE Bellevue, Washington 98005-2213 Submitted by: AMEC Earth & Environmental, Inc. 115 S. 8uf Street Tacoma, Washington 98402 February 22, 2002 1-93M-00359-0 s ameco February 22, 2002 1-93M-00359-0 March — MacDonald Inc. 1488 -127n' PI. NE Bellevue, Washington 98005-2213 ATTN: Mr. Mark MacDonald Subject: Geotechnical Report Sunnyvale Gardens 4404 -160t Street Tukwila, Washington Dear Mr. MacDonald, AMEC Earth & Environmental, Inc. (AMEC) is pleased to submit this report presenting our geotechnical evaluation for the above -referenced project. The purpose of our evaluation is to derive conclusions. and recommendations concerning site preparation, foundations, bearing pressure, liquefaction, lateral earth pressures, slab -on -grade floors, slope stability, and drainage characteristics for the proposed four -lot plat in Tukwila, Washington. As outlined in our proposal letter dated December 10, 2001 (T 2193-0), our scope of work consists of field exploration, geotechnical research, engineering analysis, limited laboratory analysis, and report preparation. We received your written authorization for .our evaluation on December 12, 2001. As requested, we reviewed the initial geotechnical evaluation prepared by Bruce MacVeigh P.E. dated August 6, 2002 and began this portion of the study on January 23, 2002. This report has been prepared for the exclusive use of you and your consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site consists of an existing single-family home with associated parking and a currently undeveloped portion of the subject property north of the existing home. The project site is located at 4404 - 160th Street, Tukwila, Washington as shown in the attached Location Map (Figure 1). Proposed Lots 1, 2, & 3 slope downward to the north with an approximate inclination of about 5 to 7 percent (measured in field) and proposed Lot 4 gradually steepens its downward slope to the northwest and develops a maximum inclination of about 45 percent (measured in field) throughout the northernmost portion of the property. Site boundaries are generally delineated by a slope to the north, residential property to the east and west, and by 160th Street to the south. The enclosed Site & Exploration Plan (Figure 2) illustrates these site boundaries, adjacent existing features, and proposed home locations. AMEC Earth & Environmental, Inc. 115 South Eighth Street Tacoma, Washington 98402 Tel: (253) 572-4975 Fax: (253) 572-3096 www.amec.conl AServeAd Reports 00000s100359 - Sunnyvale Gardens Short PIat100359 Sunnyvale.rpt.doc Sunnyvale Gardens 1-93M-00359-0 February 22, 2002 Page 2 amec° We understand that development plans call for subdividing the existing lot into four smaller residential lots. Lot 1 is to contain the existing home and new single-family residential structures are to be constructed on lots 2, 3, and 4. The home currently proposed for Lot 4 is to be located along the southern portion of the proposed lot, and upslope of the steep grade of the lot. The area surrounding the homes will be paved for parking and vehicle access or landscaped. 2.0 EXPLORATORY METHODS During our initial involvement with this project AMEC observed the surface conditions of the project on November 9, 2001. We then explored surface and subsurface conditions at the project site on January 24, 2002. Our exploration and testing program comprised the following elements: • A visual surface reconnaissance of the site; • Three Test Pits (designated TP-1 through TP-3), advanced at strategic locations across the site; • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional Locations, and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following text section describes our procedures used for test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP-1 TP-2 TP-3 West of proposed home on Lot 2 South of proposed home on Lot 3 Southeast comer of proposed home on Lot 4 11.0 10.5 5.0 The specific number, locations, and depths of our explorations were selected in relation to the proposed site features, under the constraints of surface access and budget considerations. We estimated the relative location of each exploration by measuring from existing features and scaling these measurements onto a layout plan supplied to us by you. Consequently, the data listed in Table 1 and the locations depicted on Figure 2 should be considered accurate only to the degree permitted; by our data sources and implied by our measuring methods. These field measurements are intended to provide the general relationship of on -site features and should not be considered a field survey of any type. AMEC \1ServerWlReports100000s100359 - Sunnyvale Gardens Short PIatW0359 Sunnyvale.rpt.doc Sunnyvale Gardens 1-93M-00359-0 February 22. 2002 Page 3 amec'3 It .should be realized that the explorations performed for this evaluationreveal subsurface conditions only at discrete locations across the project site and that actual geologic conditions in other areas may vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have .exposed them. If significant variations are observed at that time, AMEC may need to modify the conclusions and recommendations contained in this report to reflect the actual site conditions. T st Pit Procedures Our exploratory test pits were excavated with a tire -mounted backhoe operated by an independent firm working under subcontract to AMEC. A geotechnicai engineer from our firm continuously observed the . test pit excavations . and logged the subsurface conditions. After describing each test pit, the backhoe operator baddlled each test pit with excavated•soils and tamped the surface. In our opinion,•,expioration soil pits are the .preferred method of subsurface exploration for this project. Test pits, which are 8 to 12 feet in length, provide a continuous, broad, and more detailed exposure of near -surface soil conditions than .typically provided by 2- inch-diameter split spoon samplers, which provide samples at 2%- to 5-foot intervals and are extremely narrow in range. This is particularly important in landslide areas, where narrow slip planes can often go undetected by auger borings. The enclosed Test Pit Logs indicate the vertical sequence of soils and materials encountered in each test pit. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. Our representatives continuously monitored the explorations; visually classified the soils encountered, and maintained logs of the subsurface conditions. The soils were dassified..in the field in general accordance with the system described on Figure 7. We estimated the' relative density and consistency of the in -situ soils by means of the excavation characteristics and the stability of the test pitsidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits, as well as all sample numbers and sampling locations. 3.0 SITE CONDITIONS The following sections of text present our observations, measurements, findings, and interpretations regarding surface, soil, groundwater, and seismic conditions at the project site. 3^1 Surface Condltlons The project site consists of an existing single-family home with assoclated parking and a currently undeveloped portion of the subject property north of the existing home. We understand that current development plans call for subdividing the existing lot into four smaller residential lots. Proposed Lot #1 provides vehicle access to proposed lots 2, 3, and 4, it also contains the existing home. Proposed lots 1, 2, & 3 slope downward to the north with an approximate inclination of about 5 to 7 percent (measured in field) and AMEC 11Servetld\Reports100000s\00359 - Sunnyvale Gardens Short PIat100359 Sunnyvale.rpt.doc Sunnyvale Gardens 1-93M-00359-0 February 22, 2002 Page 4 ame proposed lot 4 gradually steepens its downward slope to the northwest and develops a maximum inclination of about 45 percent (measured in field) throughout the northernmost portion of the property. The project site is vegetated by cut grass, mature Douglas Fir, Alder, and Maple trees. In areas that are not currently landscaped the under -story consists of moderately thick groundcover including laurel and berry vines or bushes. No indication of past slope instability, seeps, springs, or geologic contacts were observed within or adjacent to the subject property. 31 Soil Conditions 3.2.1 Published Geology According to published geologic maps, the site is located within the Puget Lowland. Quaternary sediments consisting of various glacial, fluvial, lake and marsh deposits dominate the region. These sediments were deposited from the Puget Lobe of. the Cordilleran continental ice sheet during the Vashon Stade of the Fraser Glaciation. The geologic map entitled "Geology of the Des Moines Quadrangle, Washington" prepared by Howard H. Waldron, Figure 3 (Geologic Mapping), classifies the soils in the vicinity of the project site as ground moraine (Qgt), which are characterized as mainly compacted unoxidized glacial till. The "Slope Map of Part of West -Central King County, Washington" prepared by the U.S. Geological Survey 1975, Figure 4 (Slope Map), indicates that the slopes in the vicinity of the project site are gentle to moderate with a maximum inclination of about 15 percent. The "Map Showing Relative Slope Stability in Part of West -Central King County, Washington" prepared by Robert D. Miller, Figure 5 (Slope Stability Map), classifies the slopes in the vicinity of the project site as Class 1. These slopes are generally stable even where modified by man. Sections of the proposed property may extend into a region classified as Class 2. Class 2 slopes are normally stable but may become unstable due to man's activities. It is our understanding that although the property may contain Class 2 slopes, no development is planned in these areas. The "Map Showing Relative Compressibility of Earth Materials in Part of West -Central King County, Washington" prepared by Robert D. Miller, Figure 6 (Soil Compressibility Map), classifies the soil in the vicinity of the project site as Class lla. Class Ila soils are virtually non -compressible to slightly compressible consisting of course to fine-grained, dense materials. 3.2.2 Observed Soil Conditions Our explorations revealed sandy soils of varying density, and generally diverged fro the published geological mapping. Specifically, our on -site explorations revealed approximately 6 inches of loose organic soil overlying about 2 feet of loose, moist, silty sand with roots. Beneath the silty sand, we encountered about 2'/2 to 7'/% feet of sand A M E C \\Server\d\Reports100000s\00359 - Sunnyvale Gardens Short Plat\00359 Sunnyvale.rpt.doc Sunnyvale Gardens 1-93M-00359-0 February 22, 2002 Page 5 ameco with trace silt and gravel. The sand continued to the termination of our test pits. In test pit TP-2, we encountered a 1-foot layer of medium dense, moist, silty, gravelly sand beneath the silty sand before encountering the sand. A previous geotechnical evaluation, prepared by Bruce S. MacVeigh, P.E. indicates, "a clay loam layer was found at a depth of 3%-feet in only one hole and appears to be an anomaly? This soil layer was not encountered during our subsurface exploration program. 3_3 Groundwater Conditions At the time of our excavations (January 24, 2002), groundwater was not encountered within the depths of our test pits. Because our explorations were performed during a period of wet weather, and during a period experiencing near normal precipitation patterns, these observed groundwater conditions may closely represent the yearly average levels. At all times of the year, groundwater levels would likely fluctuate in response to precipitation patterns, off -site construction activities, and site utilization. 3`4 Seismic Conditions Based on our analysis of the subsurface explorations and our review of published geologic maps, we interpret the on -site soil conditions to correspond to a seismic soil profile type SD,' as defined by Table 16-J of the 1997 Uniform Building Code. Current (1996) National Seismic Hazard Maps prepared by the U.S. Geological Survey indicate that a bedrock site acceleration coefficient of about 0.31 is appropriate for an earthquake having a 10-percent probability of exceedance in 50 years (corresponding to a retum interval of 475 years). According to Figure 16-2 of the 1997 Uniform Building Code, the site lies within seismic risk zone 3. A M E C AServer\d\Reports100000s100359 - Sunnyvale Gardens Short PIat100359 Sunnyvale.rpt.doc Sunnyvale Gardens 1-93M-00359-0 February 22, 2002 Page 6 amece 4.0 CONCLUSIONS AND RECOMMENDATIONS Development plans call for sub -dividing the existing lot into 4 smaller residential Tots. We offer the following general geotechnical conclusions and recommendations concerning this project. • Feasibility: Based on our field explorations, research, and analyses, the proposed development appears feasible from a geotechnical standpoint, contingent on proper design and construction. • Foundation Options: In our opinion, conventional spread footings will provide adequate support for the proposed homes if the subgrades are properly prepared. Due to the inclination of the: currently proposed Lot 4__ a daylight basement with conventional spread footings will also provide adequate support for the proposed structure if subgrade walls are properly deigned and constructed and the subgrades are properly prepared. • Floor Options: In our opinion, slab -on -grade floors can be used in the proposed structures contingent upon proper subgrade preparation. Slope Stability: In our opinion, all of the proposed building areas are grossly stable wi Jespect to deep-seated fi ure. o geo og c contacts, seeps, springs, or other indicators of potential slope instability were observed during our surface and subsurface reconnaissance of the site. In our opinion, no further slope analysis will be required if the homes are placed in the locations depicted in figure 2 (Site and Exploration Plan). • Buffers and Setbacks: In our opinion no buffer or set bac om the slope ,on lot 4 is required to mitigate potential slope instability. However, the City of Tukwila as well as King County may require setbacks for other purposes such as stormwater infiltration and sanitary septic drain fields. • Seismic Considerations: Based on our literature review and subsurface interpretations, we recommend that the project structural engineer use the. following seismic parameters for design of buildings, retaining walls, and other site structures: Design Parameter Value Acceleration Coefficient (USGS) 0.30 Risk Zone (UBC) 3 Soil Profile Type (UBC) So A M E C 11ServeM Reports100000s100359 - Sunnyvale Gardens Short PlatV30359 Sunnyvale.rptdoc Sunnyvale Gardens 1-93M-00359-0 February 22, 2002 Page 7 ame • On -Site Soil Reuse: The surficial sod, duff, topsoil, and organic -rich soils mantling most of the project site are not suitable for use as structural fill under any circumstances, due to their high organic content. The underlying soils consisting of silty sand (SM) appear to be suitable for use as structural fill in their current moisture condition. The following text sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, foundation design, slab -on -grade floor, pavement design and structural fill. 4_1 Slope Stability Analysis Based on visual observations, field-testing, empirical correlations, and experience with similar soil types, it is our opinion that all of the proposed building areas are grossly stable with respect to deep-seated failure. In our opinion, no further sllope analysis will be required if the homes are placed in the locations depicted in figure 2 (Site and Exploration Plan). 4.2 Buffer and Setbacks In our opinion, no buffer or setback from the slope located on lot 4 is required to mitigate potential slope instability. However, the city of Tukwila, as well as King County, may require setbacks for other purposes such as stormwater infiltration and sanitary septic drain fields. Nonetheless, surface water runoff should be controlled and prevented from flowing onto or over the slope. The surface vegetation should be maintained by the homeowner to prevent erosion of the surface soil. 4_3 Site Preparation Preparation of the project site should involve clearing, stripping, and subgrade compaction. The paragraphs below discuss our geotechnical comments and recommendations concerning site preparation. Erosion Control: Before construction begins an appropriate erosion control system should be installed. This system should collect and filter all surface run off through either silt fencing or a series of properly placed and secured straw bales. We anticipate a system of berms and drainage ditches will provide an adequate collection system. If silt fencing is selected as the silt filter the fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. The silt fence should be buried so that sediment cannot pass beneath it. If straw bails are used as the silt filter, the bales should be secured to the ground such that they will not shift under the weight of any water retained. Regardless of the sediment filter selected, it should be inspected and maintained during the time that the site soils are exposed, on a periodic basis and after any major rainstorm event. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be repaired as soon as they are identified. A M E C 11Server1d\Reports100000s100359 - Sunnyvale Gardens Short PIat100359 Sunnyvale.rpt.doc Sunnyvale Gardens 1-93M-00359-0 February 22, 2002 Page 8 ame0 Because stripped surfaces and soil stockpiles are typically a source of runoff sediments, they should be given particular attention. If earthwork occurs during wet weather, we recommend that all stripped surfaces be covered with straw to reduce the runoff erosion. Similarly soil stockpiles and cut slopes should be covered with plastic sheeting for erosion protection Clearing and Stripping: The construction areas should be deared and stripped of all grass, sod, topsoil, trees, wood, miscellaneous debris, and fill. Our explorations indicate that an average thickness of about 6 inches of soft organic soil will be encountered across most of the site, but slight in thickness may be encountered wh n excavation begins. Filling: Any holes created by the stripping operation should be filled with properly compacted structural fill, such as "pit run" or °gravel borrow? Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. 1 Temporary Cut Slopes: All temporary soil cuts associated with site regrading or excavations should be adequately back sloped to prevent sloughing and collapse. Based on our explorations, silty sand soils will likely be exposed in on -site cuts. Based on this we recommend that temporary slopes be constructed at 11/2H:1V. However, flatter slopes maybe necessary if the actual soil conditions exposed in the cuts require it. Nonetheless, the contractor should assess the conditions of the excavation before a final determination of the appropriate slope indination has been made. Subgrade Compaction: We recommend that exposed subgrades for footings, floors, pavements, and other structures be proof rolled or compacted to a dense condition. Any localized zones of loose granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. Any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with structural fill. Wet -Weather Considerations: Most of the on -site soils are expected to be relatively resistant to minor variations in moisture content and may be suitable for reuse as structural fill during wet weather. However, undisturbed native soils that are exposed -to excessive moisture water for an extended period of time may become unsuitable for use as structural support. In our opinion, the project specifications should include provisions for using imported; dean, granular fill in case the on -site soils become too wet and filling must proceed during wet weather. To reduce the potential need for importing dean granular fill, we recommend scheduling construction for periods of extended dry weather, as may occur during the summer months. Project specifications should also incude provisions for using quarry spells to protect high traffic areas as deemed appropriate by the contractor. A M E C QServei d Reporfs100000s100359 - Sunnyvale Gardens•Short PIaN30359 Sunnyvale.rptdoc Sunnyvale Gardens 1-93M-00359-0 February 22, 2002 Page 9 amec49 14 Foundations In our opinion, conventional spread footings will provide adequate support for the proposed structures if the subgrades are properly prepared. Due to the indination of the currently proposed Lot 4 a daylight basement with conventional spread footings will also provide adequate support for the proposed structure if subgrade walls are properly deigned and constructed and the subgrades are properly prepared. We offer the following comments and recommendations for .purposes of footing design and construction. Footing Subgrades: In order to provide adequate bearing conditions for spread footings, all subgrades for the buildings should consist of a minimum of 12 inches of firm and unyielding native soil or compacted structural fill per the Structural Fill section of this report. Any existing organic -rich soils should be overexcavated to expose the underlying silty sand. Subgrade Observation: All footing subgrades should consist of firm, unyielding,. native soils or structural fill materials. Footings should never be cast atop loose, soft, frozen soil, sloughed 'soils, debris, existing uncontrolled fill, or surfaces covered by standing water. We recommend that an AMEC representative observe the condition of all subgrades before any concrete is placed. Footing Backfiit: To provide erosion protection and lateral loadresistance, we recommend that all footing excavations be baccfilied on both sides of the footings after the concrete haste d. Either Imported structural fill or non -organic on -site soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing bald ll soil should be compacted to a density of at least SO percent (based on ASTM D-1557). Spread Footings: In our opinion, footings that bear on properly prepared subgrades can be designed for a maximum allowable soil bearing pressure 2,000 pounds per square foot (psf) for compacted structural fill or native soils. This bearing pressure applies to all long term live and dead loads exclusive of the weight of the footing and any overlying baddili, and may be increased by one-third to indude short-term loads such as wind or seismic influence. If larger bearing capacities are required, please contact our office for more information. For frost and erosion protection, the base of all exterior footings should .bear at least 18 Inches below adjacent outside • grades, whereas the base of interior footings need bear only 12 inches below the surrounding slab surface level. Continuous (wall) and isolated (column) footings should be at least 18 and 24 inches wide, respectively. .We recommend that ;any disturbed soils in the footing excavations be removed or, if practical, recompacted prior to concrete placement. To ensure the adequacy of bearing surfaces, all footing excavations should be observed by an AMEC representative prior to placing concrete. AMEC 11ServeAdlReportsA00000s100359 - Sunnyvale Gardens Short Piat100359 Sunnyvale.rptdoc Sunnyvale Gardens 1-93M-00359-0 February 22, 2002 Page 10 ameco Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 250 pcf (equivalent fluid weight) and an allowable base friction coefficient of 0.35. Footing Settlements: We estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements should not exceed one-half of the actual total settlement between adjacent, equally loaded, foundation elements. These settlements would be reduced if the actual design bearing pressures are lower than our recommended maximum pressures. AM Slab -on -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in the proposed buildings if the subgrades are properly prepared. We offer the following comments and recommendations. Subgrade Conditions and Observation: All soil -supported slab -on -grade floors should bear on firm, unyielding native soils or on suitable structural fill soils. We recommend that an AMEC representative observe the condition of all slab -supporting soils before any fill or concrete is. placed. Caaiilary Break: To retard the upward wicking of groundwater beneath the floor slabs, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4-inch-thick layer of pea gravel or other cleant_ uniform, well- rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4). Altematively, angular gravel or crushed rock can be used if it is sufficiently clean and uniform to prevent capillary wicking. Vapor Barrier. We recommend that a layer of durable plastic sheeting (such as Crosstuff, Moistop, or Visqueen) be placed directly between the capillary break and the floor slab to prevent ground moisture vapors from migrating upward through the slab. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing "this vapor barrier. Curing Course: A "curing course" is a thin layer (typically 2 inches thick) of clean sand_ that is sometimes placed over the vapor barrier to facilitate uniform curing of the overlying concrete slab. Recent studies, owever, have indicated that this course is not necessary whenmoderately strong concrete is used for the slab. Consequently, we recommend that the project structural engineer be allowed to decide whether a curing , course should be used. AMEC \1Servend ReportsW0000s\00359 - Sunnyvale Gardens•Short Plat\00359 Sunnyvale.rptdoc Sunnyvale Gardens 1-93M-00359-0 February 22, 2002 Page 11 amec° Vertical Deflections: Soil -supported slab -on -grade floors can deflectdownward when vertical loads are applied, due to elastic compression of the subgrade. In our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. 4.6 Subgrade Walls: The required strength of a subgrade wall depends on the nature, density, and configuration of the soil behind the wall and the amount of lateral wail movement which can occur after construction has been completed. Subgrade walls are also significantly effected by the buildup' of water behind a retaining wall, thus we recommend all walls be backfilled and drained as discussed below. Applied Soil Pressure: Walls that are designed to move 0.1 percent of :the wall height during and after construction are usually referred to as unrestrained walls. We recommend that . unrestrained subgrade walls supporting natural slopes inclined at 2H:1V or flatter be designed to resist an active pressure (triangular;; distribution) of 35 pounds per cubic foot (pcf). The recommended pressure does not indude.the effects of surcharges from surface loads hydrostatic pressures, or structural loads. If such surcharges are to apply, they should be added to the above design lateral. pressures. Wall Foundations: Subgrade walls can be supported on shallow footings bearing on suitable soils as described in the Spread Footings section of this report. Footings should be designed using the recommended allowable bearing pressures and lateral resistance values presented for building foundations when the adjacent downhill slope is 3H:1V (horizontal: vertical) or flatter. Wall Drainage:: Groundwater drainage should be provided behind concrete walls by placing a zone of sand and gravel containing less than 3 percent fines (material passing No. 200 sieve) against the wall. This drainage zone should be at least "24 inches thick (measured horizontally) and extend from the base of the wall to within 1 foot of the finished grade .behind the wall, and capped as recommended below. 'Smooth -walled perforated PVC. drainpipe having a minimum diameter of 4 inches should be embedded within the sand and gravel at the base of the wall along its entire length. This drainpipe should discharge into a tightline leading to an appropriate collection and disposal system. Backfill Compaction: Because soil compactors place significant lateral_ pressures on subgrade walls, we recommend that only small, hand -operated compaction equipment be used within 2 feet of a backfilled wall. Also, all backfll should be compacted to a density as dose as possible to • 90 percent of the maximum dry density (based on ASTM:D-1557);. a greater degree of compaction closely behind the wall would increase the lateral earth pressure, whereas a lesser degree of compaction might lead to excessive post -Construction settlements. A M E C \\ServeiW\Reports\00000s100359 - Sunnyvale Gardens•Short Plat100359 Sunnyvale.rptdoc Sunnyvale Gardens 1-93M-00359-0 February 22, 2002 Page 12 amec° Grading and Ca]3Dinq: To retard the infiltration of surface water into the backfill soils, we recommend that the backfill surface of exterior walls be adequately sloped to drain away from the wall. Ideally, the backfill surface directly behind the wall would be capped with asphalt, concrete, or 12 inches of low -permeability (silty) soils to minimize or preclude surface water infiltration. If low -permeability (silty) soils are selected, as the capping material a geotextile should be paced over the drainage material; typical silt fencing is appropriate of this purpose. Wall Settlements: We estimate that the settlement of the wall footings will be on the order of 1 inch or less. Most of this settlement is expected to occur as soon as the Toads are applied. Differential settlement along the walls is expected to be 1 inch or less over a 50-foot span. 41 pralnage Systems In our opinion, the building should be provided with permanent drainage systems to reduce the risk .of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Runoff Water Roof -runoff and surface -runoff water should not be discharged on the slope. Instead; runoff water should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location approved by the City of Tukwila and/or King County. Grading and Cawing: Final site grades should slope downward away from the building and the slope on proposed Lot 4 so that runoff water will flow by gravity to suitable collection points. rather than ponding near the building, or sheet flowing over the face of the slope. Ideally, the area surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to reduce or preclude surface -water infiltration. 4.8 Structural Fill The term "structural fill" refers to any materials placed under foundations, retaining walls, slab -on -grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural 111 are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, quany spalls, controlled -density fill (CDF), lean -mix concrete (LMC), well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit -run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt,.. concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications, however the contractor should contact the local regulatory authority for environmental restrictions should recycled materials be utilized on the project site. Soils used for structural fill should not contain any organic matter or debris, or any individual particles greater than about 4 inches in diameter. A M E C 1‘ServerWlReports100000s100359 - Sunnyvale Gardens Short Plari0C359 Sunnyvale.rptdoc Sunnyvale Gardens 1-93M-00359-0 February 22, 2002 Page 13 ame On -Site Soils: Because moderate cuts are planned for the project, we expect that moderate quantities of on -site soils will be generated during earthwork activities. Therefore; we offer the following evaluation of these on -site soils in relation to potential use as structural fill. Surficial Organic Soils: The sod, duff, topsoil, and organic -rich soils mantling portions of the site are agt suitable for use as structura0 .fill under any circumstances, due to their high organic content. Consequently, these materials can be used only for non-structural purposes, such as in landscaping areas. Clav Loam: No specific information about the "day loam layer' reported in the geotechnical evaluation prepared by Bruce S. MacVeigh was available at the time of our study. Nonetheless, based on our experience with fine grained soils we recommend that uday .loam" soils not be utilized as structural fill unless approved by an AMEC representative. Sands: The silty sands underlying the surficiai organic soils appear suitable for reuse as structural fill at their present moisture contents. These soils will provide a favorable source of fill soils that can be used in a broad range of weather conditions, although aeration or sprinkling might be needed to achieve an optimum moisture content during especially wet or dry conditions, respectively. Fill Placement:. Generally, pea gravel, washed rock, quarry spills, CDF, and LMC do not require special placement and compaction procedures. In contrast, clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Subgrade Observation and Compaction Testing: Regardless of materialor location, all structural fill should be placed over firm, unyielding subgrades preparedin accordance with the Site Preparation section of this report. An AMEC representative; before should observe the condition of all subgrades before filling and/or construction begins. Also, fill soil compaction should be verified by means of in -place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various on -site applications be compacted to the following minimum densities: AMEC A.ServerldlReports1000001A00359 - Sunnyvale Gardens Short PIat100359 Sunnyvale.rpt.doc Sunnyvale Gardens 1-93M-00359-0 February 22, 2002 Page 14 FILL APPLICATION Footing subgrade and bearing pad Slab -on -grade floor subgrade and subbase Utility Trenches (upper 2 feet) Utility Trenches (below 2 feet) Foundation backfill Retaining wall subgrade Retaining wall backfill amec0 Minimum Compaction 95 percent 95 percent 95 percent 90 percent 90 percent 95 percent 90 percent Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils - containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than two percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "dean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No..4 Sieve. , CDF Strength Considerations: CDF is normally specified in terms of its compressive strength, which typically ranges from 50 to 200 psi. CDF having a strength of 50 psi (7,200 psf) provides adequate support for .most structural applications and can be readily excavated with hand shovels. A strength of 100 psi (14,400 psf) provides additional support for special applications but greatly increases the difficulty of hand - excavation. CDF having a strength greater than about 100 psi requires power equipment to excavate and, as such, should not be used where future hand -excavation might be needed. A M E C MerveIhdReportsW0000s100359 - Sunnyvale Gardens.Short PIat100359 Sunnyvale.rpt.doc Sunnyvale Gardens 193M-00359-0 February 22, 2002 Page 15 5.0 RECOMMENDED ADDRIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures; monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Consequently, we recommend that AMEC be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing geotechnical aspects of review comments (if required by the City of Tukwila and/or King County); • Observe all exposed subgrades after. completion of stripping and overexcavation to confirm that suitable soil conditions have been reached and to determine appropriate subgrade compaction methods; • Monitor the placement of all structural fill and test the compaction of structural fill soils to observe their conformance with the construction specifications; • Probe all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verifytheir bearing capacity; • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required by the City of Tukwila and/or King County); AMEC \1Server\d\ReportA00000s\00359 -.Sunnyvale Gardens•Short PIat100359 Sunnyvale.rptdoc Sunnyvale Gardens 1-93M-00359-0 February 22, 2002 Page 16 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we performed for this study; therefore, if variations In the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. AMEC is available to provide geotechnical observation, soils and concrete testing, steel and masonry inspection, and other services throughout construction. amec° We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free o • tact our office. Sincerely, AMEC Earth and Environmental, Inc. Mark A. Rohrbach Staff Engineer MAR/JEB/vc Enclosures: Figure 1—Location Map Figure 2—Site & Exploration Plan Figure 3—Geologic Mapping Figure 4—Slope Map Figure 5--Slope Stability Map Figure 6—Soil Compressibility Map) Figure 7—Soil Classification System Test Pit logs TP-1 through TP-3 Jam Associate L 1Z1a-L AMEC 11ServekhReports100000s100359 - Sunnyvale Gardens Short PIat100359 Sunnyvale.rptdoc J 0 w 0 4 Q IS N 115 South 8th Street Tacoma, Washington 98402-5203 y'r�. i�1r'•�k "iaur^cEare�r.: tiia31:. •••� 2,000 MAP SCALE = 1" :2,000 ft. LOCATION MAP SUNNYVALE GARDENS KING COUNTY, WASHINGTON tiR ite :{t FIGURE 1 JOB NO.: 1-93M-00359-0 I DWG DATE: 01-25-02 'DESIGN BY: SAM I FILE NAME: Sunnyvale Gardena Fig 2.ppt o N 0 3 n) 0 c rlis 00 co o o rn co O N O W cu ets z m m D -1-,,Ary„,-//;'=; 4 ' 1rif' ( i tf , 1... r P1 , r • 1 , • ;_J 1 / • ! • % i 1a 1, s • :r • SITE AND EXPLORATION PLAN SUNNYVALE GARDENS KING COUNTY, WASHINGTON FIGURE 2 V tl N 2 J O 0 Z 0 2,000 MAP SCALE = 1" :2,000 ft. ame 115 Sofeh 8th Street Tacoma, Washington 98402-5203 GEOLOGIC MAPPING SUNNYVALE GARDENS KING COUNTY, WASHINGTON FIGURE 3 MAP SCALE = 1" :2,000 ft. 115 Soulh 8th Street Tacoma, Washington 93402-5203 SLOPE MAP SUNNYVALE GARDENS KING COUNTY, WASHINGTON FIGURE 4 JOB NO.: 1.93M-02159d I DWG DATE: 0124A)2 SCALE 1' : 2,000 R !DESIGN BY: MAR FILE NAME: Sunnyvale Gardens Fig 5.PFT COZS-ZOt'86 NO1SNIHSVM 'A1NflOO SNI>1 SN842JVO 91VAANNf1S dVW All-I18H±S 2dO1S _m m JOB NO.: 1-93M-00359-0 1 ONG DATE 01/24/02 I SCALE: 1' : 2,000 R IDESIGN BY: MAR 1 FILE NAME: Sunnyvale Ga amec 115 South 8th Street Tacoma, Washington 98402-5203 N art'.fa Lr dr.cw }us+o 2 ro t vo lea /♦.: 3> `�$ c tS'Y } ,SJy }q)a. , . as k3R.` 7'`<•{ `Sd i • d JT ` ,y iF 4A{' N i >it3 x..�p IJIi _ .4 'L i i i C '. 11P� Yi i NC! \�rS<' S, f A ii`zo4' xt y�S}y,{ ,l c }t st tk"+c ��, Y. > f{2 \ .. >^ y�, n <Sitx> �`&t S• ,r `w. < r e `' ."K.' ^ }.. <4'2 2 ro .X}o. < . ti ,c' y'3ff�Sr'... 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L �Fyc� .^di'>< Zt $4 °'�'3, S7 1, 5�' t \ l. � W g N+:.:n 1• • > Zy } i:�i 3..y`.ir'2' `X' SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS More than 50% Refined on No. 200 Sieve GRAVEL More than 50% of Coarse Fraction Retained on No. 4 Sieve CLEAN GRAVEL GW 1 WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY -GRADED SOIL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND More than 50% of Coarse Fraction Passes No. 4 Sieve CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND SP POORLY -GRADED SAND SAND WITH' FINES • SM SILTY SAND SC CLAYEY SAND FINE GRAINED SOILS More than 50% Passes No. 200 Sieve SILT AND CLAY Liquid Limit Less Than 50 INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY Liquid Limit 50 or More INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1. Field classification is based on visual examination of soil in general accordance with ASTM D2488-90. 2. Soil classification using laboratory tests is based on ASTM D- 2487"90. 3. Description of soil density or consistency are based on interrelation of blow count data, visual appearance of soils, and/or test data. SOIL MOISTURE MODIFIERS: aa- contains no moisture. Damp- contains a slight amount of moisture; more than about 2 percentage points below optimum moisture content. Moist contains a moderate amount of moisture; generally within about 2 percentage points of the . optimum moisture content for a modified Proctor test; readily compacts when squeezed. Wet- contains a relatively large amount of porewater, more than about 2 percentage points abouve optimum moisture content. Saturated- contains an excessive amount of porewater; soil has zero air voids. amee9 SOIL CLASSIFICATION SYSTEM FIGURE 7 TEST PIT LOGS 1-93M-00359-0 Depth (feet) OBSERVED SOIL CONDITION Test Pit #1 0.0 — 0.5 Sod, Topsoil 0.5 — 2.5 Moist, loose, reddish -brown, silty SAND w/roots. (SM) 2.5 —11.0 Medium dense, moist, tan SAND, trace silt. (SP) No caving observed. No groundwater seepage observed. Test pit terminated at 11 feet. Test Pit #2 0.0 — 0.5 Sod, Topsoil 0.5 — 2.5 Loose, moist, reddish -brown, silty SAND, trace gravel. (SM) 2.5 — 3.5 Loose to medium dense, moist, gray, silty gravely SAND. (SM) 3.5 —10.5 Medium dense, tan SAND, trace gravel and silt (SP) No caving observed. No groundwater seepage observed Test pit terminated at 10.5 feet. Test Pit #3 0.0 — 0.5 Sod, Topsoil 0.5 — 2.5 Loose, moist, reddish -brown, silty SAND. (SM) 2.5 — 5.0 Loose to medium dense, moist, tan SAND, trace gravel, trace silt. (SP) No caving observed. No groundwater seepage observed Test pit terminated at 5.0 feet. A M E C \\Server\d\Reports\00000s100359 - Sunnyvale Gardens Short Plat\00359 Sunnyvale.rpt.doc APPENDIX B: DRAINAGE PLAN i e N SITE PLAN -m Fame Rpm • ( -- a ----------- NEW If CFNENTIMCF- UTILITY CONFLICT NOTE: MIFF,DOXRUCTOR r" ORRm��" MIRES SURVE1/10 DIE ME NOR�ru Na VERNAL laurrn PRO TO caeiNnwN 1N3 wu KM MIK ',Fury lOWEp 1.1004.655 NO MEN POngM W. COSINE UTLIKS=AIM OF MEN Min POSS. -0 PRIMLY VERIFY WHET,. OR 101 caancrl EMT. LOGIVN. OF NO MEIN SWIM. NUS FIJAY NEWT IFLARANTEFD..SAYECT TO Ai :r (ACCESS FROM S 160TH ST) OWE 0 51,1141101.1.1. ROOD NB9.100W 0(B/$IS OF BE NGS)(OEEONB9•SB'101V) S. 160TH STREET 1I.,6N 66m, FlOPOSEE /GCBS. UTILITY EANVENT PRIVATE ROAD SECTION NTS TPA,. PER VERTICAL DATUM & CONTOUR INTERVAL ELEVATIONS .10/A1N,PNRNONNP„°011F1. a1;N,BE EPVAnP.1WNEMB6� OMO ZOCa1OI.rtNIF,k+x.nE EVFPEORFmDP LA.R.O 10.. TOO11w a«mIR N1w+r a Pus, N .N WORT., LEGAL DESCRIPTION: TI4.7P1p S :c ER1.0111rcNR F WOW N./s PER NASRFmROtO NwtYEMOP FDITECIP,a1uN,N,COINI.aIFF,9STATE RENASIWFRA ABBREVIATIONS: • VICINITY MAP OWNER SURVEYOR 645N. .RNTNRN,th B M : 0" .. fIDflas.fom ;aINE•ECE LEGEND 1£43•3311 • O•INB SItlN SLIVER SWAM SERER RATER Cp110•S -50- -50- SILT MICE - - POWER (Nr/u0P)—uo/ty— ♦iN4Yr P ENG riss PERMS WC. PnESiS1`SJ h'.- GRAVEL 9ssMa = UMW% CONCRETE dNB — PPM COUNT 0 EX MP. GC METER o • ea Off MK Nwm AMMON M I Bm v POWER POLE VERB ER p Pa18R YAW POPERY CCU C0•03 SOIL POLE • STUD u9W •- 9-3T MM., MILTON BON • rELIPROW VW En UNDERGROUND PO. • MIN PP NM WNW • 0 ss RT WM VIM ulLEBINNFO 4252 SOUTH 160TH a LU O"M 12/23,2018 EGO. 2016010 C1 J N s GRADING, DRAINAGE, & UTILITIES PLAN N89'10'00'W >F.�>timm ' y .01.6.1136MIN 1K, .d 'W Stuart 0 �` F.xFumFna� A aiwa>u.m saFn a��`�� NsrI000w(oA sOFaE4lNo DEFLN69'6P1ow) S. 160TH STREET •I A e TYP INNLTRITION BED onacivi'a�i ` OO SOT FIGMIOUS, UTILITY CONFLICT NOTE: .0 CONTRACTOR SnALL iff MSC.. .011 VERIPTO LCCOOr. ME.. ITS. Of THS SR. a„F..6.F.� n..„TOaa.oun. MDR TO AllF MME6.1 m«FaFes1. ft SW OWES OS MOM WOK MVO APCOMAIVOISZONOMO MST TO an 1MY1016 A0 OFnrtn IFP .�, C2 J APPENDIX C: EROSION AND SEDIMENT CONTROL APPENDIX D: OPERATIONS AND MAINTENANCE MANUAL BASRA 160TH STREET SHORT PLAT STORM DRAINAGE FACILITIES OPERATION AND MAINTENANCE MANUAL This Operation and Maintenance Manual is for the basic dispersion features serving the single family residence located on parcel number 8108600521. The purpose of the stormwater facilities is to provide management of stormwater runoff generated by the home and access areas on this property. The storm drainage facilities includes tightline connections from the roof downspouts and from the driveway to infiltration facilities. The infiltration facilities will infiltrate the runoff from the roofs and access areas into the native soils. Catch basins or yard drains will be installed to provide a point for some trash and any other substances that could clog the infiltration system to be collected from the runoff that is directed to them. Sediment and trash should be prevented from entering the dispersion trenches to keep them from clogging. Additionally, a StormFilter water quality filtration system will be installed at the north end of the driveway to provide water quality treatment The following pages identify and describe the maintenance tasks associated with the storm drainage facilities. This Operation and Maintenance Manual shall be kept on the premises of the home on parcel number 8108600521 and must be made available for inspection by Tukwila. The operation and maintenance of the storm drainage facilities will be the responsibility of the home owners. Long-term maintenance shall be performed as described hereinafter. All conveyance systems shall be inspected for sediment and blockages on an annual basis or after large storm events. Catch basin sumps shall be removed of sediment and debris on an annual basis or if a blockage occurs. The main contributors of sediment to the storm system are total suspended solids (TSS) and detritus from trees. The debris collected shall be placed in the trash, not the roadway catch basins. Long-term maintenance of the storm drainage system shall be completed in accordance with the following checklists. Instructions for Use of Maintenance Checklists The following pages contain maintenance needs for most of the components that are part of your drainage system, as well as for some components that you may not have. Ignore requirements that do not apply to your system. You should plan to complete a checklist for all system components on the following schedule: 1. Monthly from November through April. 2. Once in late summer (preferably in September). 3. After any major storm (use 1-inch in 24-hours as a guideline), for items marked "S" only. Using photocopies of the checklist pages, check off the problems that you looked for each time you conducted an inspection. Add comments on problems found and remedy actions taken. Keep these "checked" sheets in your records. Some items do not need to be looked at every time an inspection is done. Use the suggested frequency at the left of each item as a guideline for your inspection. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 2 - INFILTRATION FACILITIES Maintenance Component Defect or Problem Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed Site Trash and 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 dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Infiltration Pond, Top or Side Slopes of Dam, Berm or Embankment 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. Rodents removed or destroyed and dam or berm repaired. Tree growth Tree growth threatens integrity of dams, berms or slopes, does not allow maintenance access, or interferes with maintenance activity. If trees are not a threat to dam, berm, or embankment integrity or not interfering with access or maintenance, they do not need to be removed. Trees do not hinder facility performance or maintenance activities. 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 slope. Slopes stabilized using appropriate erosion control measures. If erosion is occurring on compacted slope, a licensed civil engineer should be consulted to resolve source of erosion. Settlement Any part of a dam, berm or embankment that has settled 4 inches lower than the design elevation. Top or side slope restored to design dimensions. If settlement is significant, a licensed civil engineer should be consulted to determine the cause of the settlement. Infiltration Pond, Tank, Vault, Trench, or Small Basin Storage Area Sediment accumulation If two inches or more sediment is present or a percolation test indicates facility is working at or less than 90% of design. Facility infiltrates as designed. Liner damaged (If Applicable) Liner is visible or pond does not hold water as designed. Liner repaired or replaced. Infiltration Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of shape Any part of tank/pipe is bent out of shape more than 10% of its design shape. Tank repaired or replaced to design. Gaps between sections, damaged joints or cracks or tears in wall A gap wider than 1/2-inch at the joint of any tank sections or any evidence of soil particles entering the tank at a joint or through a wall. No water or soil entering tank through joints or walls. Infiltration Vault Structure Damage to wall, frame, bottom, and/or top slab Cracks wider than %-inch, any evidence of soil entering the structure through cracks or qualified inspection personnel determines that the vault is not structurally sound. Vault is sealed and structurally sound. 2016 Surface Water Design Manual — Appendix A 4/24/2016 A-3 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 2 - INFILTRATION FACILITIES Maintenance Component Defect or Problem Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed Inlet/Outlet Pipes Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than'/2-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than'/. -inch wide at the joint of the inlet/outlet pipe. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access doors/plate Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat; covers access opening completely. Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. Infiltration Pond, Tank, Vault, Trench, or Small Basin Filter Bags Plugged Filter bag more than 1/2 full. Replace filter bag or redesign system. Infiltration Pond, Tank, Vault, Trench, or Small Basin Pre - settling Ponds and Vaults Sediment accumulation 6" or more of sediment has accumulated. Pre -settling occurs as designed Infiltration Pond, Rock Filter Plugged High water level on upstream side of filter remains for extended period of time or little or no water flows through filter during heavy rain storms. Rock filter replaced evaluate need for filter and remove if not necessary. Infiltration Pond Emergency Overflow Spillway Rock missing Only one layer of rock exists above native 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. Spillway restored to design standards. Tree growth Tree growth impedes flow or threatens stability of spillway. Trees removed. 4/24/2016 2016 Surface Water Design Manual — Appendix A A-4 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5 - CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem ! Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Trash and debris Trash or debris of more than % cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Damage to frame and/or top slab Corner of frame extends more than % inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than' inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than % inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and is structurally sound. 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. No cracks more than inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than Yz-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than'h-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable"regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than %-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than %-inch wide at the joint of the inlet/outlet pipe. 2016 Surface Water Design Manual — Appendix A A-9 4/24/2016 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5 - CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance Is Performed Metal Grates (Catch Basins) Unsafe grate opening Grate with opening wider than inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. 4/24/2016 2016 Surface Water Design Manual — Appendix A A-10 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 6 - CONVEYANCE PIPES AND DITCHES Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Pipes Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/roots Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective coating or corrosion Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Damaged Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulation Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Rock lining out of place or missing (If Applicable) One layer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. Replace rocks to design standards. 2016 Surface Water Design Manual — Appendix A 4/24/2016 A-11 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 21- STORMFILTER (CARTRIDGE TYPE) Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Facility Documentation Update facility inspection record after each inspection. Maintenance records are up to date. Provide certification of replaced filter media. Filter media is certified to meet Stormfilter® specifications. Site Trash and debris Any trash or debris which impairs the function of the facility. Trash and debris removed from facility. Contaminants and pollution Any evidence of contaminants or pollution such as oils, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Life cycle System has not been inspected for three years. Facility is re -inspected and any needed maintenance performed. Vault Treatment Area Sediment on vault floor Greater than 2 inches of sediment. Vault is free of sediment. Sediment on top of cartridges Greater than'/z inch of sediment. Vault is free of sediment. Multiple scum lines above top of cartridges Thick or multiple scum lines above top of cartridges. Probably due to plugged canisters or underdrain manifold. Cause of plugging corrected, canisters replaced if necessary. Vault Structure Damage to wall, Frame, Bottom, and/or Top Slab Cracks wider than'/: -inch and any evidence of soil particles entering the structure through the cracks, or qualified inspection personnel determines the vault is not structurally sound. Vault replaced or repaired to design specifications. Baffles damaged Baffles corroding, cracking warping, and/or showing signs of failure as determined by maintenance/inspection person. Repair or replace baffles to specification. Filter Media Standing water in vault 9 inches or greater of static water in the vault for more than 24 hours following a rain event and/or overflow occurs frequently. Probably due to plugged filter media, underdrain or outlet pipe. No standing water in vault 24 hours after a rain event. Short circuiting Flows do not properly enter filter cartridges. Flows go through filter media. Underdrains and Clean -Outs Sediment/debris Underdrains or clean -outs partially plugged or filled with sediment and/or debris. Underdrains and clean -outs free of sediment and debris. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than %-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than'/. -inch wide at the joint of the inlet/outlet pipe. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 Ibs of lift. Cover/lid can be removed and reinstalled by one maintenance person. 4/24/2016 2016 Surface Water Design Manual — Appendix A A-30 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 21 - STORMFILTER (CARTRIDGE TYPE) Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access doors/plate Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat and cover access opening completely. Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. Inspection Frequency Maintenance conditions are site -specific, depending on pollutant loading. FIRST YEAR POST CONSTRUCTION: Monthly during wet season, every other month during dry season FOLLOWING FIRST YEAR: Continue monthly until site -specific frequency is established, then follow that schedule AT A MINIMUM, FOLLOWING FIRST YEAR: Annually (or quarterly if used as primary treatment) and following significant storms. Inspect Stormfilter facility for any maintenance deficiencies; maintain or replace as required per and manufhedacturer's site -specific is re is schedulerequirements. and manufacturer's requirements. 2016 Surface Water Design Manual — Appendix A 4/24/2016 A-31 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 25 - DRYWELL BMP Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Preventative Plugging, obstructions Any cause limiting flow into drywell. Drywell able to receive full flow prior to and during wet season. Site Trash and debris Trash or debris that could end up in the drywell is evident. No trash or debris that could get into the drywell can be found. Pipes Inlet is plugged The entrance to the pipe is restricted due to sediment, trash, or debris. The entrance to the pipe is not restricted. Vegetation/roots Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Plugged Sediment or other material prevents free flow of water through the pipe. Water flows freely through pipes. Broken or joint leaks. Damage to the pipe or pipe joints allowing water to seep out. Pipe does not allow water to exit other than at the outlet. Structure Basin leaks Holes or breaks in the basin allow water to leave the basin at locations other than per design. Basin is sealed and allows water to exit only where designed. Filter Media Filter media plugged Filter media plugged. Flow through filter media is normal. Inspection Frequency Annually and prior to and following significant storms. Inspect drywell system for any defects of deficiencies. NO. 26 - GRAVEL FILLED INFILTRATION TRENCH BMP Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Preventative Blocking, obstructions Debris or trash limiting flow to infiltration trench. Infiltration trench able to receive full flow prior to and during wet season. Site Trash and debris Trash or debris that could end up in the infiltration trench is evident. No trash or debris that could get into the infiltration trench can be found. Pipes Inlet is plugged The entrance to the pipe is restricted due to sediment, trash, or debris. The entrance to the pipe is not restricted. Vegetation/roots Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Plugged Sediment or other material prevents free flow of water through the pipe. Water flows freely through pipes. Broken or joint leaks. Damage to the pipe or pipe joints allowing water to seep out. Pipe does not allow water to exit other than at the outlet to the trench. Structure Flow not reaching trench Flows are not getting into the trench as designed. Water enters and exits trench as designed. Cleanout/inspection access does not allow cleaning or inspection of trench The cleanout/inspection access is not available. Cleanout/inspection access is available. Filter Media Filter media plugged Filter media plugged. Flow through filter media is normal. Inspection Frequency Annually and prior to and following significant storms. Inspect infiltration trench system for any defects of deficiencies. 2016 Surface Water Design Manual — Appendix A 4/24/2016 A-35 APPENDIX E: STORMWATER CALCULATIONS Flow Frequency Analysis Time Series File:exg.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.062 0.017 0.047 0.002 0.028 0.048 0.040 0.080 Computed Peaks 2 2/09/01 18:00 7 1/06/02 3:00 4 2/28/03 3:00 8 3/24/04 19:00 6 1/05/05 8:00 3 1/18/06 20:00 5 11/24/06 4:00 1 1/09/08 9:00 - - Peaks (CFS) 0.080 0.062 0.048 0.047 0.040 0.028 0.017 0.002 0.074 Flow Frequency Analysis - - Rank Return Period 1 100.00 2 25.00 3 10.00 4 5.00 5 3.00 6 2.00 7 1.30 8 1.10 50.00 Prob 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rate Rank (CFS) 0.036 4 0.020 7 0.044 2 0.011 8 0.020 6 0.037 3 0.033 5 0.083 1 Computed Peaks Flow Rates --- Time of Peak 2/09/01 1/05/02 2/27/03 8/26/04 1/05/05 1/18/06 11/24/06 1/09/08 2:00 16:00 7:00 2:00 8:00 16:00 3:00 6:00 Flow Frequency Analysis - - Peaks (CFS) 0.083 0.044 0.037 0.036 0.033 0.020 0.020 0.011 0.070 - - Rank 1 2 3 4 5 6 7 8 Return Prob Period 100.00 25.00 10.00 5.00 3.00 2.00 1.30 1.10 50.00 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 Flow Frequency Analysis Time Series File:wq.tsf Project Location:Sea-Tac ---Annual Flow Rate (CFS) 0.296 0.207 0.561 0.239 0.314 0.331 0.402 0.734 Computed Peaks Peak Flow Rates --- Rank Time of Peak 6 8/27/01 8 9/17/02 2 12/08/02 7 8/23/04 5 10/28/04 4 10/27/05 3 10/25/06 1 1/09/08 18:00 17:45 17:15 14:30 16:00 10:45 22:45 6:30 Flow Frequency Analysis - - Peaks (CFS) 0.734 0.561 0.402 0.331 0.314 0.296 0.239 0.207 0.676 - - Rank Return Prob Period 1 100.00 2 25.00 3 10.00 4 5.00 5 3.00 6 2.00 7 1.30 8 1.10 50.00 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 KCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location : Sea-Tac Computing Series : EXG.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC_SWDM\KC_DATA\STTF6OR.rnf Till Forest 0.99 acres Total Area : 0.99 acres Peak Discharge: 0.080 CFS at 9:00 on Jan 9 in Year 8 Storing Time Series File:EXG.tsf Time Series Computed KCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location : Sea-Tac Computing Series : DEV.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC_SWDM\KC_DATA\STTG6OR.rnf . Till Grass 0.36 acres Loading Time Series File:C:\KC_SWDM\KC_DATA\STEI6OR.rnf Impervious 0.01 acres Total Area : 0.37 acres Peak Discharge: 0.082 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:DEV.tsf Time Series Computed KCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location : Sea-Tac Computing Series : WQ.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating 15-minute Time Series File Loading Time Series File:C:\KC_SWDM\KC_DATA\STEI15R.rnf Impervious 0.62 acres Total Area : 0.62 acres Peak Discharge: 0.734 CFS at 6:30 on Jan 9 in Year 8 Storing Time Series File:WQ.tsf Time Series Computed KCRTS Command Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Flow Frequencies Loading Stage/Discharge curve:wq.tsf Flow Frequency Analysis Time Series File:wq.tsf Project Location:Sea-Tac File:WQ.pks Frequencies & Peaks saved to Analysis Tools Command Compute PEAKS and Flow Frequencies Loading Time Series File:dev.tsf . Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac File:DEV.pks Frequencies & Peaks saved to Analysis Tools Command Compute PEAKS and Flow Frequencies Loading Time Series File:exg.tsf Flow Frequency Analysis Time Series File:exg.tsf Project Location:Sea-Tac Frequencies & Peaks saved to File:EXG.pks Analysis Tools Command RETURN to Previous Menu KCRTS Command eXit KCRTS Program Dryco Sueveying Inc. 827 West Main Street, Suite A Sumner WA 98390 253-826-0300 Thursday, December 29, 2016 11:55:56 AM PROJECT: Z:\Projects\2016\2016077\2016077.pro CLOSURE REPORT LOT 1 Coordinate values shown are computed based on the rounded bearing and distance, or chord bearing and chord lengths as indicated herein. Boundary Name: Point Number Description Station Northing Easting Bearing Distance 7 N01°11'23"E 13 S88°42'38"E 21 S01°14'23"W 20 N88°42'38"W 7 86.00 ' 82.31 ' 86.00 ' 82.23 ' 0+00.0 170497.0740 1314312.7094 0+86.0 170583.0555 1314314.4950 1+68.3 170581.2032 1314396.7842 2+54.3 170495.2234 1314394.9235 3+36.5 170497.0738 1314312.7143 Closing bearing = N87°34'41"W Closing distance = 0.00495 Total traverse length = 336.54 (336.54) Total error of closure = 1/67962 Area = 7075.35 Sq Ft Area = 0.16 Acres RECEIVED JAN 13 2017 TUKWILA PUBLPC WORKS CITY of TUK° KWILA DEC 2 8 2016 pepher CENTER Dryco Sueveying Inc. 827 West Main Street, Suite A Sumner WA 98390 253-826-0300 Thursday, December 29, 2016 11:58:03 AM PROJECT: Z:\Projects\2016\2016077\2016077.pro CLOSURE REPORT LOT 2 Coordinate values shown are computed based on the rounded bearing and distance, or chord bearing and chord lengths as indicated herein. Boundary Name: Point Number Description Station Northing Easting Bearing Distance 13 N01°11'23"E 19 S88°48'41"E 23 S01°11'12"W 22 N88°42'38"W 13 96.48 ' 97.56 ' 96.65 ' 97.57 ' 0+00.0 170583.0556 1314314.4952 0+96.5 170679.5148 1314316.4984 1+94.0 170677.4910 1314414.0374 2+90.7 170580.8618 1314412.0358 3+88.3 170583.0574 1314314.4905 Closing bearing = S68°48'05"E Closing distance = 0.00500 Total traverse length = 388.26 (388.26) Total error of closure = 1/77656 Area = 9421.46 Sq Ft Area = 0.22 Acres Dryco Sueveying Inc. 827 West Main Street, Suite A Sumner WA 98390 253-826-0300 Thursday, December 29, 2016 11:58:32 AM PROJECT: Z:\Projects\2016\2016077\2016077.pro CLOSURE REPORT LOT 3 Coordinate values shown are computed based on the rounded bearing and distance, or chord bearing and chord lengths as indicated herein. Boundary Name: Point Number Description Station Northing Easting Bearing Distance 19 N01°11'23"E 11 S88°42'38"E 24 S01°11'12"W 23 N88°48'41"W 19 117.52 ' 97.56 ' 117.35 ' 97.56 ' 0+00.0 170679.5148 1314316.4986 1+17.5 170797.0095 1314318.9386 2+15.1 170794.8141 1314416.4739 3+32.4 170677.4892 1314414.0436 4+30.0 170679.5130 1314316.5046 Closing bearing = N73°19'26"W Closing distance = 0.00634 Total traverse length = 429.99 (429.99) Total error of closure = 1/67814 Area = 11456.80 Sq Ft Area = 0.26 Acres Dryco Sueveying Inc. 827 West Main Street, Suite A Sumner WA 98390 253-826-0300 Thursday, December 29, 2016 11:59:14 AM PROJECT: Z:\Projects\2016\2016077\2016077.pro CLOSURE REPORT LOT 4 Coordinate values shown are computed based on the rounded bearing and distance, or chord bearing and chord lengths as indicated herein. Boundary Name: Point Number Description Station Northing Easting Bearing Distance 23 N01°11'12"E 24 S88°42'38"E 12 S01°06'41"W 18 N88°48'41"W 23 117.35 ' 66.90 ' 117.23 ' 67.05 ' 0+00.0 170677.4912 1314414.0400 1+17.3 170794.8160 1314416.4703 1+84.2 170793.3105 1314483.3533 3+01.5 170676.1026 1314481.0795 3+68.5 170677.4935 1314414.0439 Closing bearing = S59°59'07"W Closing distance = 0.00458 Total traverse length = 368.53 (368.52) Total error of closure = 1/80528 Area = 7855.20 Sq Ft Area = 0.18 Acres Dryco Sueveying Inc. 827 West Main Street, Suite A Sumner WA 98390 253-826-0300 Thursday, December 29, 2016 12:00:10 PM PROJECT: Z:\Projects\2016\2016077\2016077.pro CLOSURE REPORT LOT 5 Coordinate values shown are computed based on the rounded bearing and distance, or chord bearing and chord lengths as indicated herein. Boundary Name: Point Number Description Station Northing Easting Bearing Distance 22 N01°11'12"E 23 S88°48'41"E 18 S01°11'12"W 17 N88°42'38"W 22 96.65 ' 67.05 ' 96.77 ' 67.05 ' 0+00.0 170580.8600 1314412.0383 0+96.7 170677.4893 1314414.0399 1+63.7 170676.0984 1314481.0755 2+60.5 170579.3492 1314479.0714 3+27.5 170580.8580 1314412.0384 Closing bearing = N01°53'56"W Closing distance = 0.00200 Total traverse length = 327.52 (327.52) Total error of closure = 1/163478 Area = 6484.46 Sq Ft Area = 0.15 Acres Dryco Sueveying Inc. 827 West Main Street, Suite A Sumner WA 98390 253-826-0300 Thursday, December 29, 2016 11:56:58 AM PROJECT: Z:\Projects\2016\2016077\2016077.pro CLOSURE REPORT LOT 6 Coordinate values shown are computed based on the rounded bearing and distance, or chord bearing and chord lengths as indicated herein. Boundary Name: Point Number Description Station Northing Easting Bearing Distance 20 N01°14'23"E 21 S88°42'38"E 17 S01°17'22"W 10 N88°42'38"W 20 86.00 ' 82.31 ' 86.00 ' 82.23 ' 0+00.0 170495.2235 1314394.9227 0+86.0 170581.2034 1314396.7834 1+68.3 170579.3511 1314479.0726 2+54.3 170493.3729 1314477.1373 3+36.5 170495.2233 1314394.9281 Closing bearing = N88°21'54"W Closing distance = 0.00537 Total traverse length = 336.54 (336.54) Total error of closure = 1/62695 Area = 7075.35 Sq Ft Area = 0.16 Acres CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 AFFIDAVIT OF OWNERSHIP AND HOLD HARMLESS RCEIVED PERMISSION TO ENTER PROPERTY CITY OF STATE OF WASHINGTON ss COUNTY OF KING The undersigned being duly sworn and upon oath states as follows: 1. I am the current owner of the property which is the subject of this application. 2. All statements contained in the applications have been prepared by me or my agents and are true and correct to the best of my knowledge. 3. The application is being submitted with my knowledge and consent. 4. Owner grants the City, its employees, agents, engineers, contractors or other re resentatives the right to enter upon Owner's real property, located at � 1. ) \ . A �L\' (k 1 Cj l B 3 for the purpose of application review, for the limited time necessary to complete that purpose. 5. Owner agrees to hold the City harmless for any loss or damage to persons or property occurring on the private property during the City's entry upon the property, unless the loss or damage is the result of the sole negligence of the City. 6. Non -responsiveness to a City information request for ninety (90) or more days, shall be cause to cancel the application(s) without refund of fees. EXECUTED at /4 e wow* DEC 282016 PER JT CENTER (city), rW (state), on i)C.(ee 111?e, sr, 20 t \Q -kannaQrcet easfv. (Print Name) ZSZ S t(oJg sr , to wlu wft, (Address) s . 821. pp 1 i0G (Phone Number) (Signature) On this day personally appeared before me 2121(ZOt ' (4 atAilakreitoit4crown to be the individual who executed the foregoing instrument and acknowledged that he/she signed the same as his/her voluntary act and deed for the uses and purposes mentioned therein. SUBSCRIBED A.,04i1fipith 4it dipARE ME ON THIS 2 MAY OF �• .•\CC\ON Rio• !�� ,''-'-` _ •;0 ep,...0.0 /4"' = residing at �� yARi161"�G �+,' Q • i "lo ' ,L 16.. C> ,: " /, 0 rWA N` ` \� n t , 20 i 6 \\deptstore\City Common\Ter\Revisions In Progress\Short Plat-7an2Oi 1.docx PUBLIC in and for the State of Washing on 11/"Il nete t .111k16i My Commission expires on 4 - 1 6 Z2 t i,(1e—C)oi / COMPLETE APPLICATION CHECKLIST The materials listed below must be submitted with your application unless specifically waived in writing by the Public Works Department and the Department of Community Development. Please contact each Department if you feel that certain items are not applicable to your project and should be waived. Application review will not begin until it is determined to be complete. ADDITIONAL MATERIALS MAY BE REQUIRED. The initial application materials allow project review to begin and vest the applicant's rights. However, the City may require additional information as needed to establish consistency with development standards. RECEIVED City staff are available to answer questions about application materials at 206-431-3670 (l�a fn4 Ortirt ML Development) and 206-433-0179 (Department of Public Works). Check items submitted with application Information Required. May be waived in unusual cases, upon approval of Public Works and/or Planning lERMIT CENTER APPLICATION MATERIALS: ✓ ✓ 1. Application Checklist (1 copy) indicating items submitted with application. / / 2. Completed Application Form and drawings (4 copies). .13. Completed and notarized Affidavit of Ownership and Hold Harmless Permission to Enter Property (1 copy attached). ✓ ,' 4. One set of all plans reduced to either 8 1/2" x 11" or 11" x 17". ✓ / 5. Application Fee: See Land Use Fee Schedule. 6. SEPA Environmental Checklist (for projects with 5-9 lots or cut/fill over 500 cubic yards see SEPA Application Packet) PUBLIC NOTICE MATERIALS: short plats of 5-9 lots are required to provide public ><notice ✓ 7. If the project requires SEPA review or involves a short plat of 5 — 9 lots: Payment of notice board fee (see Land Use Fee schedule) to FastSigns Tukwila OR provide a 4' x 4' public notice board on site within 14 days of the Department determining that a complete application has been received (see Public Notice Sign Specifications Handout). ./ / -, 8. If the project involves a short plat of 5 —9 lots: Pay the fee as established by the Land Use Fee Schedule for generating mailing labels; OR provide an excel spreadsheet of mailing labels for all property owners and tenants (residents and businesses) within 500 feet of the subject property. Each unit in multiple family buildings e.g. apartments, condos, trailer parks must be included. Once your project is assigned to a planner, you will be required to provide an electronic copy of the mailing label spreadsheet in the following format: Name, Street Address, City St Zip, with each of these fields as an individual column: Name Street Address City, St, Zip Mr. Smith 1234 Park Ave S Tukwila WA 98188 PLEASE NOTE: Regardless of whether you pay the City to generate the mailing labels or you provide them, there is an additional fee for postage and material as listed under Public Notice Mailing Fee on the Land Use Fee Schedule. Payment of this fee is due prior to issuance of the decision and you will receive a separate bill for this fee. 9. If providing own labels, include King County Assessor's map(s) which shows the location of each property within 500 ft. of the subject lot. \\deptstore\City Common\Tcri\Revisions In Progress\Short Plat-Jan201 I.docx Check items submitted with application Information Required. May be waived in unusual cases, upon approval of Public Works and/or Planning PROJECT DESCRIPTION AND ANALYSIS: 1 10. Title Report: must clearly establish status as legal lot(s) of record, ownership, all known easements and encumbrances, must be dated within 45 days of application filing (two copies). ,/ ✓ 11. Sewer and water availability letters are required from the provider district if the area is not serviced by the City of Tukwila. Forms are available at the DCD office. ✓ 12. Provide two copies of sensitive area studies such as wetland or geotechnical reports if needed per Tukwila's Sensitive Areas Ordinance (TMC 18.45). See the Geotechnical Report Guidelines and Sensitive Area Special Study Guidelines for additional information. (4&i- (a, V.A4- l ✓ `/ 13. Printed computer plat closure or demonstrated mathematical plat closure on all lots, streets, alleys and boundaries. Allowable error of closure shall not exceed one foot in 5,000 feet. PLAT SURVEY: a template is available from the City in AutoCAD format '/ 14. (a) The plat survey must include the name of the plat, graphic scale, space for the City of Tukwila file number and north arrow. It shall be drawn with black ink in record of survey format and include the elements listed at TMC 17.04.060(A). This shall be stamped by the surveyor. ✓ (b) Legal descriptions of the existing and proposed lots. ✓ (c) All applicable certificates and approvals (listed on the template, see TMC 17.04.060). ✓ (d) Existing and proposed lot lines shown solid with new lines called out and lot lines to be removed shown dashed. ✓ (e) Lot and block numbers beginning with the number one (1) and numbered consecutively without omission or duplication. ✓ (f) Total lot or parcel sizes and average width of each proposed lot (min 50 ft. for residential). / ,,,., (g) Dash in required setback distances from all parcel lot lines. 1 (h) Fire access lanes and turn-arounds per Fire Department standards. ✓ (i) Location of all tracts to be dedicated to any public or private purpose shall be distinguished from lots intended for general development with notes stating their purpose and limitations. 1 (j) Locations of existing and proposed public street rights -of -way and private access easements. L- ✓ (k) Location, dimension and purpose of existing and proposed easements. Provide recorded documents which identify the nature and extent of existing easements. ./ ✓ (1) Vicinity Map with site location, does not have to be to scale. LANDSCAPE PLAN: for 5-9 lot short plats or Planned Residential Developments only `/ 15. (a) Landscape planting plan stamped and signed by a Washington State licensed landscape architect. Plan must include at least one tree in the front yard of each lot and meet Public Works standards (TMC 17.20.030(G)). Plans must include the type, quantity, spacing and location of all plantings. Maximum sheet size 24" x 36". ✓ (b) Show all existing trees to be retained and any tree protection measures required (for example ( fencing at drip line). 0 \\deptstore\City Common\Teri \Revisions In Progress\Short Plat-Jan20 I I.docx Check items submitted a with application Information Required. May be waived in unusual cases, upon approval of Public Works andlor Planning' SENSITIVE AREAS PLAN: 16. (a) Plan showing the location of all sensitive areas (e.g. streams, wetlands, slopes over 15%, coal mine areas and important geological and archaeological sites). For stream frontage provide existing and proposed top of stream bank, stream bank toe, stream mean high water mark, and base flood elevation (i.e., 100 yr. flood). Maximum sheet size 24" x 36". (b) Location of all required sensitive area buffers, setbacks, tracts and protection measures. (c) Show all significant trees (4" or more in diameter measured 4.5 feet above grade), indicating those to be retained and those to be removed. A tree permit will be required for removal of any significant trees within a sensitive area or its buffer. (d) Show proposed lot and tract lines. CIVIL PLANS: .1/17. (a) One set of all civil plans and analyses shall be stamped, signed and dated by a licensed professional engineer. Include a graphic scale and north arrow. Maximum sheet size 24" x 36". ✓ (b) Vertical datum NAVD 1988 and . on u 1. Co version calculations to NGVD 1929, if in a flood zone or flood' -prone area. See http://www.tukwilawa.gov/pubwks/pwpermit.html for further information ✓ (c) Existing (dashed) and proposed (solid) topography at 2' intervals,(minimum 20 ft. beyond the property line). ,G & �h't. V f i T i. . 4.-,!_ 1 (d) Total expected cut and fill for pl buildout. ''' Lib 0 i �{e v+ �^ 1 ./ (e) Existing and proposed utility improvements, on site and in street (wat r, sewer, power, natural gas, telephone, cable). Schematic designs to be provided regardless of purveyor (e.g. site line size, location, and size of public main). No capacity calcs, invert depth, valve locations or the like are needed. ✓Nifi/Design (f) Storm drainage design at least 90% complete, which meets the King County Surface Water Manual (KCSWDM). Include a Technical Information Report (TIR) including feasibility analysis if required by the Manual. Call out total existing and proposed impervious surface in square feet. Include all storm drainage conveyance systems, water quality features, detention structures, maintenance access and safety features. For additional guidance contact Public Works or go to 1 p://www.tukwilawa.gov/pubwks/pwpermit.html. 1 (g) Locate the nearest existing hydrant and all proposed hydrants. (h) Show the 100 yr. flood plain boundary and elevation as shown on FEMA maps. (i) Plan, profile and cross-section for any right-of-way improvements. �-- ,,/ / r (j) Show access to lots, driveways, parking areas, fire access lanes and turn-arounds. ✓ (k) Show the location and distance to proposed property lines of all existing structures, indicating those to be removed. Show the expected location of all new buildings. i f (1) Show proposed lot, tract and easement lines. _ .0 s6.)c 10f c l 0 4- Areal , valooce hjclAr R1 '1 1 \\deptstore\City Common\Teri\Revisions In Progress\Short Plat-Jan20 1 1.docx CITY OF TUKWILA DEC 2 8 2016 SHORT PLAT Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA &8R18I'� Telephone: (206) 431-3670 CENTER RECEIVED CITY OF TUKWILA 1zf2IC, APPLICATION F FOR STAFF USE ONLY Permits Plus Type: P-SS Planner: L t v\ { " File Number: )_ Ho — 0 0 2 -2_Application Complete Date: Project File Number: - U 0 G PLI t � I Application Incomplete Date: Other File Numbers: NAME OF PROJECT/DEVELOPMENT: Basra 160th Short Plat BRIEF DESCRIPTION OF PROJECT: 6-lot subdivision ORIGINAL # OF LOTS: 1 PROPOSED # OF LOTS 6 LOCATION OF PROJECT/DEVELOPMENT: Give street address or, if vacant, indicate lot(s), block and subdivision, access street, and nearest intersection. 4252 South 160th Street LIST ALL TAX LOT NUMBERS (this information may be found on your tax statement). 8108600521 DEVELOPMENT COORDINATOR : The individual who: • has decision making authority on behalf of the owner/applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlapping development standards, and • is the primary contact with the City to whom all notices and reports will be sent. Name: Adam E. Paul, PE; AP Consulting Engineers PLLC Address:PO Box 162, Auburn, WA 98071 Phone: (253) 737-4173 FAX: E-mail: AEPaul APConsultingEn i com Signature: n Date: 12/28/2016 \\deptstore\City Common\Teri \Revisions In Progress\Short Plat-Jan201 I.docx 10 0.17‘0iC Lon Oct.T.P 122 AO-J:3 g$ �\1 I? w.DF zl 2 \ 2501 TO BE REMOVED 25' FOUND RESAR S73604'CAP 944 1�— i S2.24' LOTS HOUSE FINISH FLOOR.431.03' BASEMENT FF• 423,06' SIA ION462S.13.531 NEW 15' OM ENTRANCE PER COT STD OTLRS-USA UTILITY CONFLICT NOTE: THE CONTRACTOR SHALL BE 8857'CNS25LE FOR VERIFYING THE LOCATION, OOENNSON, AND DEPTH OF ALL EOSTSIO UTUTES, WHETHER SHOWN ON THESE PLANS 0R NOT, BY POTHOLNG THE URINES AND SURVEYING THE THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. MS SHALL INCLUDE CALU O MIRY LOCATE 0 11004245655 AND THEN POTHOLING ALL EASING UNTIES AT LOCATIONS OF HEW UTXA7Y CROSSINGS TO PHY1E•.Al I Y YEREN WHETHER OR NOT COIAICTS FAST. LOCATIONS OF SAID trams AS SHOW ON THESE PLANS ARE NOT GUARANTEED AND ARE SUBJECT TO vARATON. IF CONFLICTS MOM OCCUR. THE CONTRACTOR SHALL CONSULT AP CONSULTING ENGINEERS PLLC TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. 689•45'20•E 164.45' FOUND REBAR 8'235O4' CAP 0.3'SSOZE_ (m4 O+7400Z1 LOT 5 CAT; SF 0IS ALMS PROPOSED AOI SS EASEMENT 572 FTZ B]$'_- LOT 6 (ACCESS FROM S 160TH ST) 57.4' 1; 164.47'6890452010 FOUND MBAR A'3360M CAP 0.3'6601.E STA 11.33.M,13AL IH7O.SQ 1920L \ PRIVATE ROM NEW 15'OWE5 (5CE PER COT + _ _I 2143.37 $ 1146 N89110'00'W (BASIS OF BEARINGS)(DEED N89159'101W) S. 160TH STREET 2% B 25PROPOSED ACCESS A UTILITY EASEMENT CONC SAY PER COT SIDDTLRS•11 2D ® PRIVATE ROAD SECTION NIS ASPHALT PAVING PER COT STD OIL RS.01 VERTICAL DATUM & CONTOUR INTERVAL ELEVATIONS SNOW ON MS DRAWING WERE DIMMED FROM INFORMATION PROVIDED BY MGS SURVEY DATA WARBEA SE. PONT ONO.63V. 521 THE WAX IS ABRASS ()MONTH PUON N MONUMENT CASE AT THE INTERSECTION OF S 160THSTREET Ate MSTAVENUE S. ELEVATION: WA FEET(61791 METERS)NAVDSd. 2.0 CONTOUR INTERVAL - THE EXPECTED VERTICAL ACCURACY IS EQUAL TO) THE CONTOUR NTERVAL CR PLUS/MOMS 1.0FORTHIS PROJECT. LEGAL DESCRIPTION: THE SOUTH 300 FEET OF LOTSI OF SUR4YDVE GARDENS 81.AS PER FIAT RECORDED NVOLUME 2S OF PUTS, PAGE 50, N ONG COUNTY, WASH INGTON SARAIE IN THE CRY OF TURWa&, COUNTY OF MG STATE OF WASHINGTON. PROJECT SITE VICINITY MAP OWNER SURVEYOR JAGPAL BASRA 175E SOUTH IBOTH TIILWMA WARMS 0 LEGEND EUC JUDB♦SONAS ME SURVEYING, INC SAI4U4ESH, WA 98074 025)22S4412 OTON NEW E7LLSTNG STORM SEWER D 0 SANTARI SEWER —S— WATER —W— C(NfOURs —50- 911" RNCE —F— POWFR (0FW/5000) — OHP/UGP — — OHP/UGP — ASPHALT PAVING PERVIOUS CONC. CONC. PAVING GAVEL SURFACE LANDSCAPING CONCRETECURB SPOT ELEVATIONS PARKING COUNT FOUND CASE MON FIRE HYDRANT CAS METER GUI WIRE ANCHOR JUNCTION BOX PARKING LOT LIGHT POWER POLE W/TRANSFORMER POWER VAULT ROCKERY cmcia SIGN SIGNAL POLE STORM CMCIAOI N STREET LXNT TELEPHONE VAULT UOERGROUIO POWER MIN POLE URJIY MANHOLE WATER METER WATER VALVE ABBREVIATIONS: 10 SAWS COWER W IEJMNIG1A7IN C WIPACT 04 ENEREA0 CL CATOIY1g1 FL RILFPAY LIE a. CAW A MOW CO 0EMOM REF NITEIDCE CRAM CCA CITY OFAIEU I NW YOROFIIAY O STORY OM 5 SWTMYMWS 000Y 006E O8EOYON OEMVAL* SOFT 5250E FEET O MEWS 5N ETO STANDARD OS 00A0EP0IR 5W SIOEWNI OA on%A T TE1810E OW MIAOW 1C TOPOF DAB *0 EEVAIIN TP TEST FIT MAT EASEMENT 1r 1EIR61N EXO cam uxo %KESS NO180 F0 FOAMTIOI ORAN CREME FOC FRE OBAAOENTCOWECl/N W YAl01CM FF FIISE0 RCM S SOUTH MY FIE HOW W WEST R RMOE.OM E MST WC NM11N' N NORTH E *NEW ELEVATION NN NONDAIE67 (F UEM FEET Sw SOONEST U6 0585g* IE PEROWA51 WI WHOLE SE SOUSE46T 5 OWIE191 • TELEPHONE JUNCTION BOX a (._. 1 a _,D_ L• •J L7 1TL il\ cc-0 0 0 t -0- • 0 23 EB N 54 L/t0°t2 a I—1- Cn = Q CO fi 5 DAZE 12/2312016 DRAWN AS CHECKED AED Joe NO. 2016040 9EET NO. Cl - LADING, DRAINAGE, & UTILITIES PLAN 1.=2o, NEW PUBLIC 15 SEWER FARANFNT NEW SEWER M6N SY VALLEY SEWER UNDER SEPARATE PERMIT FOUND REBAR 6 23504. CAP z 9.54 iW�OQ� - 1 N89'10'00"W 150.00' 20' BSBL 97 C1' 589.4510'E t0` POINT OF CONNECTION FOR FUIIAP ooFAra GW(M) 522 HOUSE FMISH FLOOR • 431.00' BASEMENT FF • 423.0211 403 L. LOT 1 616 ACD.:3 (ACCESS FROM S 160TH ST) EXGAOCESS TO BE RE 401100 :. FAG METER(TOf' 1E14.45' 2143.3T SEWER STUB CM) FOUND REBAR 6 73504'CAP 11316602E_ _ LOT 4 7E„"3 SF CA ACRES 21.4.X 1B X2DEEP 4.7,-6ARI.TRATON BED PER DTL TA'xi AC MTF21 SE OF IAP6VIOU9)OIr 19 SD 672 ,OTB _ 7. TB SF C.NC/ 4'1 - - - (ACCESS FROM S 160TH ST) 62.7 164.47'SB9.4520"E 9 NEW METERS 140 FOUND RERAR 5 001 0.3540.160.1'E 79' N89°10'00'W (BASIS OF EARINGS (DEED N89°5910°W) S. 160TH STREET 13.5' X 135 X2 DEEP INFILTRATNJNBED PER OTL 2X2 TYR, LOT 2.6 ( ACCOMMODATES 4,050 SF OF MPER4N7US) 019UID NRPDF041E5 PVC PRE IEYi PANE PAWNS FIN DR IA7 SANE AR PLAN III 4:0 r 4i0. 2%i s3t:=G • •! L:t GVi= `•: ..1 115E1 CATCH PEN PER PLAN MOIAYEF3CF 106aED61NDE10E NNYIENOVIN GEORECTLE RENEB1 IELNIV ON670E ARE CHVIBeu4' MN NOE CONMIEyF5E45 51NOUT SEWS B24)/1WASHED ERNS UNMSRT�IMTNE 60Ed. ROCK ATM 15IIvaD4 LUNEN OF NFLTRA1pN 1RD1E1 TOSENSLW&1 ETA MMMNO 1' &i0W TIE SEFICE Of THE ROVE 1/A1ERW8. l 12 TYP INFILTRATION BED GO N15 UTILITY CONFLICT NOTE: THE CONTRACTOR SHALL BE RESPONSIBLE FOR V911FY70 THE !SCAMPI, C6AENSIOM, AND DEPTH OF ALL DOING mina %ETHER SOWN ON THESE PLANS OR NOT, SY POTHOLING THE UT1Lm0S AND SURVEYING THE THE HOWZONTM MID VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTI02Y LOCATE 0 15004245555 AND THEN POTHOLING ALL EXISTING UNITES AT LOCATIONS OF NEW U1RRY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID 011UTIES AS SHOWN ON THESE PLANS ARE NOT OLW MS:EDAND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT AP CONSULTING ENGINEERS PLLC TO RESCUE ALL PROBLETAS LABOR TO PROCEEDMG WIN CONSTRUCTION. 12.00 12.20 I I Z/G -00? 2 awW LD Zcnz oz Uw( 4-1 a p 4252 SOUTH 160TH a DATE 12/23/2016 [SAWN AS CHECKED AEP NDB NO. 2016040 SHEET N0. C2 z \ ALL EXISTING TREES PREVIOUSLY REMOVED \ 9761' S89'45.20'E 1134.45 FOUND REBAR a-23601' C!P 03S 802E • \ 1 \ 1 '�' -- — I 1 ez+. \ \ / (ACCESS FROM S 160TH S EXGACCESSTO BE RI]1DVED S3 D RE5AR B R3a04'COP - 0.3'980.1'E 3}43 3T I \Yt • N8910'I10.'Y1b{BASlS OF BEARINGS) {DEED N89e59K10'W) S: 360TH..STREET LANDSCAPE PLAN e w NOTES PUNTING BACKFILL ammo SOIL, SO% Ill /ANUS COMPOST. MUED THOROUGHLY 2. FOR MULCH TYPE SEE LANDSCAPE NOTES. 3.IF BAB AND BURLAP e GREEN IN COLOR. REMOVE COMPLETELY BEFORE INSTALLING PUNT. w ENSURE PROPER SUBBASE EDSTS, CLEAR ALL CONCRETEAND OTHER BEBR RFROM PUNTERS B TO DCKFAN LG PUNTING r MixcH DECIDUOUS TREE KING MASTIC TREE TIES OR AGENCY APPROVED FOUAL 12 2q�OR T.PA WOOD STAKES INTO SUSGRADE OR SAC METHOD M sArCER CONTINUOUS RatW.l TOPSOIL OR AMEND° BASE. REFER TO Ls NOTES FOR DEPTH 2X BAIL L- WL AMEN&A REMOVE ALL WIRE AND D ROLL BURLAP F O TOP OF RGOTBALL SCARIFY SIDES OF PIT, BACKFILL WITH SOK. MATURE INDICATED IN THE ATERS WRA TAMP TOREMOVE. POCKETS DECIDUOUS TREE PLANTING & STAKING DETAIL N.T.S. PER SUBDIVISION CODE 17.20.030.G 1 STREET TREE PER RESIDENTIAL LOT SHALL BE PROVIDED GRAPHIC SCALE (IN FEED) 1 inch - 20 ft GENERAL LANDSCAPE NOTES Corthacior is responsible for obtaining aii necessary permits from the appropriate agency prior to commenting wore. Contractor shall Gonad Line Locators (811) a min. of 48 hour's prior to any digging or frendhing. If there are any discrepancies with existing lines and landscaping, it is the contractor's responsibility to contact the landscape architect and request a site visit to address the conflicts. Contractor shall comply and conform to any and all kcal and state codes for work, schedules and any other project related requirements. 2. Contractor shall coordinate directly with the landscape architect for ell landscape related issues, concems, inspections and approvals. Contractor shall provide the landscape architect with a written request for a site visit to address any related items. 3. Scope of wore shall include any and all specified and unspecified but related incidental work to achieve the design indicated on the landscape plans- All labor. materials, subcontractors. equipment, and related Incidental items shall be supplied and installed to achieve a complete project, unless directed otherwise by the general contractor or landscape architect. 4. Contractor to verify all sub grades are set below required aonendmenlo to insure the finished grade will match what is intended by chid or drainage design- All sub grades and finished or final grades shall be graded to drain to the designed drainage system with positive drainage away from all structures. 5. Grade Preparation: All planting areas shall be cleaned of all construction and native debris, rocks 1" and larger, and any other objects considered harmful to plant life. The debris shall be hauled off site. Lawn Areas to receive a min. 4" layer of sandy loam topsoil (3 -way mix or equivalent) free of weeds, sticks, rocks, and otter debris. Planting bed Areas to receive a min. 6" layer of sandy loam topsoil (3-way mix or equivalent) free of weeds, sticks. rocks. and other debris. Contractor responsible for ensuring appropriate sub grade exists in all parking area planters. 11 sub grade is inadequate, it is contractors responsibility to coordinate costs and work required to prep beds for planting. 6. Mulching: All planting pits to receive a minimum of 3' of Medium grind black bark mulch. Top of all Mulching shall be h' below - flush to the top of all paving surfaces. Provide fora nun. 6' clearance of all mulches and lawns that are immediately adjacent to any buikli19 faces measured from the bottom of siding to the lop of landscape surface. 7. Contractor shall (Id layout all plant material and contact the landscape architect fora site visit to approve the layout. Any field modifications shall be done by the landvape architect prior to planting. 8. Contractor shall immediately notify the landscape architect of any poor drainage condition in landscape areas. No standing water shall be permitted in any landscape areas - either on the surface or below the topsoil. The landscape architect shall coordinate the drainage solution with the general contractor and civil engineer. Once the concerns have been remedied planting shall commence. 9. All groundcover to be planted in a triangular spacing formation, equal in all directions to the centers of the groundcovers in distances indicated in the legend. Contractor shall verify all quantities of groundcovers by area calculations and spacing requirements. 10. Landscaping is to be per pan. Plant substitutions due to availability or otherwise will be allowed only with landscape architect, owner and agency approval. My substitutions will be with material of similar size, growth characteristics, and qualify. 11. Alt trees must be staked as necessary so as to maintain material in a healthy, vigorous growing condition. 12. Landscaping shall be installed Ina professional workmanlike manner that is consistent and accepted throughout the industry. AN landscape and imgabon work shall be performed by experienced persons familiar with scope of project 13. All landscape material and labor is to be guaranteed fora period of one full year from the time of completion. 14. When planting 'Balled and Budapped' product, gently place root ball In prepared hole with burlap still on the root ball. Remove all wire from any 08B plant material, cot jute strings and roll burlap of top of root ball. If burlap is green in color, carefully remove the entire burlap bag and ell binding from the root ball. 15. Street trees shall have caliper Mae of at least 2" measure per American Association of Nurserymen Standards OR height indicated for ornamental trees. 16. Street trees shall be high branching with canopy that starts at Oast 6' above finish grade. 17. All plant I.D. tags are to remain on the plant material until final inspection has been completed. Ores approved all plant LD. tags shall be removed and discarded appropriately. 18. Trees shah be cared for in accordance with the American National Standards Institute (ANSI) Standard practices for trees, shrubs and other woody plant maintenance (ANSI 300) in order to allow them to reach there mature height and fops. 19. Pruning of street trees shall be performed per the ANSI 300 standards so as to maintain the natural torch of the tree, encourage vigorous growth to a mature spread and height, and avoid weakening the tree to create a hazard. Street trees shall not be topped pollarded. or otherwise pruned in a manner contrary to these goals, unless there is no practicable altema5ve that Would preserve essential utility services. 20. Plant material selected is drought tolerant or native specks. The project proponent shall be responsible for maintaining and watering all plant material throughout the first growing season and in times of drought. Temporary irrigation shall be provided via a hose bib located on the building. TEMPORARY IRRIGATION The project proponent shall ensure that a minimum o1 one (1) Inch of water Is supplied each week to the restoration area between May 1 and October 15 fora least the first two years following initial planting. The calculates amount of required water shall include both natural rainfall and temporary inigation. LANDSCAPE LEGEND TREES SYMBOL OTY DESCRIPTION SIZE 6 Arsnbnsn 530Rer Clay Odm Cloy Maple 2' CAL. MN. Well Fanned Hydroseeding for Typical Lawn Areas shall use the following mix: 68%Three Rye Grasses 16 % One Creeping Red Fescue 16 % One Chewings Fescue by weight RECEIVED 'ITV OF TEAKWIL' DEC 2 9 20, Nature By Design and.cl ape Ar. nttecl..-e BASRA TUKWILA 6 LOT SP do r-1 Tukwila, WA REVISIONS: DRAWING ISSUED FOR: AGENCY REVIEW DATE DECEMBER 29, 2016 STATE OF WASH NGTON REGISTERED LANDSCAPE ARCHITECT /`111vArsa. KATHERINE OWENS CERTIFICATE NO. 692 PROJECT NO.: 16103 FILE NAME 16103LSB X-RBS: CIVIL DRAWN BY: KLO CHECKED BY: KLO PLOT SCALE 1:1 DRAWING SCALES: 1'=20-0' DRAWING CONTENTS LANDSCAPE PLAN, NOTES & DETAILS DRAWING NO.: LI 1 Of 1