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17007 77TH PL W.PDF111111111111 6535 17007 77TH PL W ADDRESS: TAX ACCOUNT/PARCEL NUMBER: ?© O �/D �(V BUILDING PERMIT (NEW STRUCTURE):�5-6� COVENANTS (RECORDED) FOR: CRITICAL AREAS: y � 2 / DETERMINATION: ❑ Conditional Waiver �y Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PERMITS PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: / // l j� SEWER LID FEE $: LID #: SHORT PLAT SIDE SEWER AS BUILT DA' SIDE SEWER PERMITS) #: SOILS REPORT DATED: STREET USE / ENCROACHMENT PERMIT WATER METER TAP CARD DATED: +101ap OTHER: LOT: BLOCK: L:\TEMP\DST's\Forms\Street File Checklist.doc NOTICE: No warranty of accuracy. The information shown on the attached map(s) was compiled for use by the City of Edmonds, its Employees and Consultants. The City of Edmonds does not warrant the accuracy of anything set forth on these map(s). Any person or entity requesting a copy should conduct an independent inquiry regarding the information shown on the map(s), including, but not limited to, the location of any sewer stub shown. Such sewer stubs may or may not exist and may or may not exist at the location shown. Neither the City of Edmonds nor its employees or officers shall be liable for the information given on this map(s), nor for any one representation provided based upon said map(s). EDllr_ CITY OF EDMONDS WATERLINE AS -BUILT � ADDRESS: 17007 77TH PL W C❑NTRACT❑R: HILLCREST DATE INSPECTED: 6-27-06 H❑ME❑WNER: HILLCREST INSPECTED BY: DATE DRAWN: SIBREL 1 7-3-06 SCALE: NTS PERMIT N❑, BLD20060331 DRAWN BY; ABILA SITE PLAN, LOT # 3 rtl — Gwner: Hillcrest Construction Co., Inc. 4003 Nassau Place Everett, WA 98201 Tax Parcel Number 2704070010040U Lo h ° lotte Gardens, 1/4;N 1t4;Sec 7,1-w 27<N R eE M Site Address 9.7007 7 7th Place iNest . a n� Lot Coverage Impervious area House SF:, . 432jS.F. House SF: 1432 Lot SF:553' S.F. Overhangs 212 35% Allowed: 159;55i S.F. Drive/Walk 520 Under/Over-161.55 S.F. Total —2164 Bench Mark- Top of sewer manhole caw SW corner of proiect = 191 26' AM,qht CalcsMr P,��►,qh (`f.s A 1$4: 75d w A 11�WQ �.►�f ! B 5 y Low C °90:75 M o D E , - - j 2 � °q#�/ Total 8-�5_ ` S� by P / I Average .�I9 t r- 2 SS M 25' Allowed 25 `� 0 Max.Ht Allowed ter.-rs— 2, 1 2 - �� Main Floor Elev. '.,1°$7 60 Bldg. Height.< Actual Height 212.00 jP,PPR®V�D AS NOTED BY EN�INEERI ALL EXPOSER SURFACES TO OWNEROSION RACTOR IS RESPONSIBLE FOR ,.,.T CONTROL AND DRAINAGE Date: s? �- OHO D Footing Elev. _ >84 µ Cut Area ((A+B)/2)-Footing Elev. 0.25 g+D)/2)-Footing Elev. 2.625 +C)/2)-Footing Elev. 6.125 ((C+A)/2)-Footing Elev. 3.75 Average Cut = 3.1875 Volume 4462.5 Cubic Yds. 6 =8 Downspouts will be connected to storm stub. Footing drains will also be con- nected to storm stub if grade allows, and connection will be no less than .75' below invert of footing drain line. If grade precludes such connection, then a sump will be provided. RIGHT OF= AND Corner Flag; �,AN'D D Hi]LriCS 01Gir Setba ks AM Mired Act Front W [12, t ()' _ Sides N 5 6.1 Rear E- 2,a Z et i Other ° Height i OS�M a5 ho+C01 APPROVEDV PLANNING D2113 / a(v STREET 1 ®1Gjj7LllUE WATER & SE INSPECTIONS 9 — CALL 425-771-0220 RESU JAN 19 2006 BUILDING DEPARTMEWT CI7Y OF EDMONDS SCALE 1INCH = 20 FT .1326 +a w cn is #2 \ _ B #2—�A INSTALL 6" CAS -ANQ wW \\ / AND THRUST BLOCK \ \ 5 00 °D--------- _ ... WM SS FM 1/ i 1 r FD IE=174.00 r o I �� j N r--5 U11LITi/SEWER EASEME 1 i GO'U0'00"E 62.14 / �� N �0.� #I ��( FM 1 1 I 1 Ole F.D.=180.00 1 1 1 I •.... =180.00 1 F.D.=180 7 1 SS \ 1 \I I 1 Fm SSMI4 #2 CONC . \ , SIDEWALK \ ls _ego-- -- •� — \ j / l l 1 WM \ 1^ \ DRIVEWAY CUB _ (E226) T YP AM roucak 'Polo SSMH_►L _ 20o I r \ I\N TCH EXIST.=---- 'l ,wNEW SS STUB �1 ` ,' IE 190.00 AS ALT WALK. \ r \ XC'0r1s i stet' Yvta-l-ev►'a 14 ( p R-D) C ��t�y p�uhd o�• PLANNING DATA 0 il STREET FILE " Name: Hilt CXC,gt (,pn,:ty,t G'1' M G0lnnpariy , Inc. Date: 01.5 1 • Z O O (p Site Address: 1-. do-:. -+-+ TH pt A I:e Wt t)-r (LX:! `3 Plan Check #: 093. (p 03 Project Description: New Reduced Site Plan Provided: (YES / NO) Zoning: -)k P 9"0' Z 00 `+ • 1 O `� Gvict ✓wtj-e- � a Map Page: y-rj (p Corner Lot: (YES /0 Flag Lot: (YES / 19 Critical Areas Determination #: La • Z.00I • bI7 5q 3 MCC(6 -tU f'011 OW 1'YIe. *LI7+ ® Study Required «(.OVY1 Pitt-r," Elwaiver(R-DbP ' p�dtr v Zsl0 5 LaC 9 '�'' b V el o WumP.V1 Gl �ltl bY1S SEPA Determination: f_.x • ❑ Needed (for 500 cubic yards of grading or site within 200 feet of Puget Sound or Lake Ballinger). ❑ Fee ❑ Checklist ❑ APO List with notarized form ® Exempt 151 GLtloic- )/a►-c( 6Vlowvl. Re uired Setbacks . Street: W4TM �'►qc� to, Side: N 5 Side: 5 5' Rear: (E Zr Actual Setbacks Street: 1 w 10 Side: N 5 Side- 5 5 Rear: 2q ❑ Detached Structures: ❑ Rockeries: N I)rtc 6h DvW1 6Yl c7Itc- PI A YL.. ❑ Fences/Trellises: ❑ Bay Windows/Projecting Modulation: ® Stairs/Deck: fypnt pprC*i- 6 2 5 Parking Required: 2- Parking Provided: Z Lot Area: 415 5 3 Lot Coverage: 0 V__ — VYl GC�t> , Lot Coverage Calculations: 4 55 O 11 1,0 VeA-U 9,e, M a X p-C� Lot Of P P- D shown Building Height Datum Point: 'P o� Sew WVV^" If1 yw ►TIC,r w cl Datum Elevation: Maximum Height: J,, 5 1 CZ 1 Z• 0 (025) Actual Height: Z 5 I Z (Z •b o ADU Created: (YES /©O One, %I'tL1 ie/n sho w✓L• Subdivision: Ld} # 3 GVtollrtoi'�� C�►avd?it�15 ( P 2-oo •q / ; y iots at- P ta• P • Zno L{ • I v 1 �- s+ Sf• S Legal Nonconforming Land Use Determination Issued: (YES / NO ::..... Other. Ci�r—N ?yob5 tots+ 5z�-9 A� I��••1-5• �-�{ • 25' t5' L+ = t rd . b (p -1, Iivt�lrA °� I q o •�-5 +zs V) Plan Review By: • G11 ✓la m a aI Gv u4CA' .�..��.v�..-,_.-�-.,�1".�h,.� ..•,.f`.,-�-y;,•..,�-ter k%';�; .•. ....r...w.,r-'->dr-ti.i�...y %'+t,� _r;,,�f.., •�,..v_�„(. ,_ - ._ City of Edmonds PERMIT NO: 10139 SIDE SEWER PERMIT PERMIT EXPIRES Address of Construction: -7,,W 7 7 7 LID # Property Tax Account Parcel No. Attach copies of all access and utility easements "'� Verified and Approved by Owner and/or Contractor: Contractor License #: Asingle Family ❑ Multi -Family (No. of Units ❑ Commercial (No. of Units ) Public ilding Permit Invasion into City *Right -of Way: ❑ Yes —ff No *RW Construction Permit # Cross other **Private Property: ❑ Yes e-[-No **Attach legal description and copy of recorded easement. caner or contractor signature and acknowledgement statement: By signing for this permit I certify that I have read the.City's public handout entitled Side Sewer Specifications, and shall comply with all City requirements outlined therein. W CALL.,DIAL-A-DIG (1-800-4Zq-5555) BEFORE ANY EXCAVATION W f W FOR INSPECTION CALL 425-771-0220 extension (3a 24 HOUR NOTICE REQUIRED FOR ALL INSPECTION REQUESTS City Permit Surcharge Fee Total Fei NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE CHARGED. Job Site Ready YES NO Date: Initial: Partial Inspection: � / C d Date: � a Initial: &T Partial Inspection:. Date: Initial: FINAL INSPECTION APPROVED: Date: �S Initial: 412_17d_A__As-built to Street File:— t� PERMIT MUST BE POSTED ON JOB SITE t White Copy: File Green Copy:.lnspector Buff Copy: Applicant L;temp;bldg forms;sspcnnitjlg4/00 low IS s 25 EDP CITY OF EDMONDS SIDE SEWER AS— BUILT ADDRESS; SCALE1 17007 77TH PL W NTS CONTRACTOR: HOMEOWNER; PERMIT HILL REST CONST. HILLCREST NO, 10139 DATE INSPECTED1 INSPECTED BY; DATE DRAWN: DRAWN BY: 6-15-06 1 SIBREL 1 7-03-06 ABILA 41 Mar-08-06 08:34A ROBERT N. PARNELL, PE 425/641-5095 P.02 PRE -DESIGN REPORT SANITARY SEWER GRINDER PUMP CHARLOTTE . GARDENS EDMONDS, WA FOR JON KVERNMO HILLCREST CONSTRUCTION CO., INC P.O. BOX 3121 EVERETT, WA 98123 425 259-2776 BY ROBERT N. PARNELL, PE RN PARNELL CO 44221877H PLACE SE ISSAQUAH, WA 98027 (425) 643-3560 MARCH 7, 2006 MAR - 9 2006 BUILDING DEPT, STREET FILE Mar-08-06 08:35A ROBERT N. PARNELL, PE 425/641-5095 P.03 PRE DESIGN REPORT CHECK LIST SINGLE FAMILY Qualifications of Engineer:. Robert N. Parnell, PE is a civil engineer registered in the State of Washington, license # 19775. He has designed simplex and duplex sanitary sewer pump stations with force main conveyances as well as gravity sanitary systems. Designs include a duplex sanitary sewer and force main for an office building serving 100 people for Weyerhaeuser Company, Enumclaw; several individual single family residences serviced by a 2" PVC force main collector line discharging into a gravity line within the Sammamish Plateau Water and Sewer District; an EPA grant design for simplex grinder pump and force main collector serving multiple single family residences due to failed septic systems along Puget Sound within the Ronald Sewer District; and a duplex grinder pump 2" PVC force main system that discharged into a 8" DIP main line sanitary sewer force main for the Washington State Patrol Station, Marysville, WA Experience includes design for domestic and fire water, sanitary sewer, and storm water systems for single family, multifamily, commercial, and industrial use. Topographic Services Area Map: Topographical limits of pump station service area. The attached map provided by Hillerest Construction Company, Inc. illustrates the residential lots to be served by the grinder pumps, force mains to serve lots, and the location of the gravity system. Each grinder pump lot, Lots #3, 4, 5, & 6 have individual 2" HDPE force mains that discharge into the 8" gravity sanitary sewer. Length of force main varies from 36 feet to 155 feet. Property boundaries. Each lot with property boundary is shown on the map. 100 Year Flood Plain line. The site is outside the 100-year flood plain line Location of nearest sewage collection system piping. Location of 8° gravity sewer main is shown on the map and is the manhole located within the 5-foot wide utility sewer easement on lot #3. Location of sewer stub that the force main will connect to. This location is the manhole located within the 5-foot wide utility sewer easement on lot #3 and then discharges into SSMH#2. Location of water service to the house(s). Water meter locations are shown on the map. Sanitary sewer force mains (2" dia_ HDPE) will be under the water meters and home service lines. Location of house(s) with water service lines and side sewers to be provided by contractor. Separation of water and sanitary sewer lines to meet health department codes such as 10-foot horizontal separation and sanitary sewer line to be under the water line by at least 18" when crossing. RECEIVE® MAR - 9 2006 BUILDING DEPT. Mar-08-06.08:35A ROBERT N_ PARNELL, PE 425/641-5095 P_04 Desian Calculations Present, design, and ultimate water fixture counts and their associated flows. Each new single family home is assumed to have three bathrooms totaling three toilets, four bathroom sinks, three showers/tubs; kitchen with sink, dishwasher, garbage disposal, and laundry room with clothes washer. Outside hose bibs will not be connected to sanitary sewer system. Associated flows indicate bathroom units are 8 gpm kitchen sink with food grinder is 3 gpm, dishwasher is 2 gpm, cloth washer 2 q,pm. Maximum peak sanitary sewer flow is estimated at 3 x 8+3+2+2 = 31 gpm. Average daily flow from a typical residential dwelling is about 50 gals/capita/day. For a family of four, an estimate of volume is 200 gallons/day per residence. Proposed grinder pump curve and system curve. Hydromatic curve for HPGR is attached. Pump station hydraulic computations: (see attached calculations) Pump cycle time ( minimum twice daily) Wet well capacity (165 gallons) Flushing velocity (2,5 ft/sec min) Force main hydraulic losses (various based on static head and FM losses) Minor Hydraulic losses due to valve and fittings (Assume 2 foot head loss) Net positive suction head (Yes vacuum not created) Sump basin anti -flotation calculations Provided by manufacture Soil Bearing pressure: Assume 2000 psf Electrical Power Requirements 230 volt single phase 15 Amp dedicated circuit Other applicable calculations (Provided as requested) Additional Submittal Requirements checklist Manufactures data, drawings and details for preassembled grinder pump station and instrumentation clearly indicating compliance with all specked requirements. (Catalog cut sheet attached) Documentation of source of supply and or repair located within 24 hour delivery time. ( Supplier name ) Drawing showing location of pump station, discharge line, connection to sewer main, cleanouts, fittings, and alarm panel (audio and visual) etc. (see attached site map provided by developer/contractor) Grinder pump to be located at least 5 feet away from structure and within 15 feet of a home hose bib. Alarm panel to be located outside of home along side of home visible from street. Power from home electrical box on dedicated 120 volt 20 amp circuit with buried line located in non-metallic casing. There will be a 4" clean out between home sewer line and the grinder pump. The 2" HDPE force main is already in place and -is shown on the site map adjacent to the road within a 5 foot sanitary sewer easement. RECEIVED MAR - 9 2006 BUILDING DEPT, Mar-08-06 08:35A ROBERT N. PARNELL, PE 425/641-5095 P.05 Ao ��Yl�/p /]i,r� r1 Tf � .�.%�� ' _ �Y i�ci t�� /� Nl�r']G h'! f.Y_.Y•' . r ,+ out I NMP s rid Z 02 '��7 �i Gv -67 -5 i Go r.� �• /3;,�• 170 i - ."fie, = �aR� /1?�9C!� /�tf F' F�/Y' - /YI iivoe �x+SS f�j tom° 7�bvA; of-i-irn / �` Qn�s . (-F:'�r' ECElVE® MAR - FT �� BUILDING DEPT. S YG' .0 '*' Mar-08-0608:35A ROBERTJN. PARNELL, PE425/641-5095 ^P.06 INSTAL. SPUt RAIL \ \ FENCE (2 RAILS) \ \ • QFI§11T 7,! 9 1 � CO 2 ' 12 A STALL s' cAP VIP -- A►G 1HRUST BLOCK \Is r Fm FAY+ // ! 1 l { I 1 1 F0IE-17.4.00 ! ! wig I •` `— ! ;?52.14' 4io-i #I . .o.=�so.00 1 ► 1 t I ss I 5SMK7. 5CONC. ?'• /�"A"' S WALK .06 1 l \ ( I � . ; •; DRIVEWAY CO (E220) TYP — . 'gam MAR - s 2006 BUILDING DEPT. PA6'f 03/13 Mar-08-06 08:36A ROBERT N. PARNELL, PE 425/641-5095 9113.6/XAS 15:50 4257439244 IMITED PIPE Sedon SOM Page 102 Vftd 1RU 2W SupR*ESdeS AN 19" CA"* BRA 3► a t�tctttr►ge 1,.R/4" P.07 0 anv� �awt �nrer+oe curves �e e�seo on mcn� tas� Mp md 12' met �e erad�e � �qr MYDoMATIC' RECEIVED p cps '—�-- ' MAR - 9 2006 BUILDING DEPT.. b -d 90S/ -g95 (pgg) o� .a2®er BH e1T:11 90 LT-Uer Mar-08` 06�08 :36A ROBERT,N. PARNELL, PE 425/641-5095 91/L7I2886 e9:39 42574392a4 UNITED PIPE PAGE Woe Add. WUSTRIES .EmP1A ,).r.mvEpt. ;4siommANA4srzs-� 4- B-�C 24" RBE G"SS BASINS . ltt,A�99A8Yf �RROLAS6.BA9MI � mum aWAX024-100 i -mam4m C4&24X0N" 47GAL 12LBS 6944 UM-100 asaa X 0w0 m cda-m mo 300 59 GAL 151BS G 4z9A38100 9s G84mxwc--m m2axw9.300 71 GAL, 18L89 08-24X04:2000 68-2AX042-m G"X0424W 82 a& M Los G8.24X0Wioa # C:844X0A=0 (38NX04&= imeAL ALBS C&PAX054.100 GD44XD5442W GW%Xastmo 10B GAL 24LES G)-24X00&100 #f GB-24X Oo t 0Ts,24ftpwao fig GAL 30La5 GB24XDee-fao so�MXOSHW M24901orm 12DQk 3sum GiB,2dX0'i im GB-74XO72-MO * G84aX072300 W GAL ALOR G8-24Xo7&loo Ci86N4Xd?W= $944X078400 139 QAL a9LBS [�8.¢4 x oe+� C $t) 0 600►�n X aelap0 i86 f4AL + sous 09804X080100 d824X0Wm 178GAL Souls G"*Xowm +M U"Xo§&wa ISoi& 72LW GBm X 1024m o" X lc e-wo 2M G& 7ri85 09-2 x 1mP.00 GD*4 x ws4o0 212 GAL B1 LM G"4X11420b GB424X114-SM ZO QAL aGL9G 0" X 120,D G9¢t X12030D 93S ok saw Q9,a4 X ln.20D am X 12Ba00 ?,47 "L Was 09-94X I32-M 09-N x iaw0 en GAL Was G824x,m4Da aedx13B.= 270CAL 104LBS W-24 x l"400 G824 X 144M 2w a& 109LBS GB24X 1904M M24X IS04W 2" GAL Isou 8 GO-24X 158:9A0 GO-24 X 15e4 W a8 ok 158LIM (W-24XIS24m a8-e4XISR-M 31744& 1612LB9 o"4X188-m Q"XISS-9D0 . 229OAL t Kaff GB44 X 174-200 oQW24X 1743D 94T G& 174Ue (1B X1�i�Q O8,4Aiffamm 393 GAL is&a$ GB24X186IIOp C434"X19W300 44GAL issue Q$2�aXtse300 Q9Q4xlg'% 0 9mA& Mtn CO44 X 1984M 0 44 x 19e'vo MR OAL Wo Wl-2dXP66-=, Q"X2"aW 4M GAL WeLBS 08-24X210-M GMX210-MD 4110& 21OUR8 G-24x219-m 0"x21&-3D0 423 C3X 279M G&24X22M 04mxzmm 43$ Sk =L" c 4xs>Da�ob cle"X22"m 4919AL =LOS Q9d14x294QOD &"x23"w 4max 936LBS G )(24N= G&AtX?ep,p 4PTow 479G4L 2g18S 4A-61 i E7t ggyrM SrL D9 l STOCK ffBC CAN BE SHVFeD wp?M 49 HM1 MMA Pecopr 0p ORD I Fm Mum ON"Eft" AN;�TFLAAlW ADD I LBS To vwaamT MONS WIfLOff RMC* AM SS L n TQ W ' E1 Y E® S MAR - 9 2006 BUILDING DEPT. G.d 9pSG-B9S i09Ei o .��SerL _ B}f eZi = T t 90 L T UeC 0 Mar-08-06 08:36A ROBERT N. PARNELL, PE 425/641-5095 P.09 91/16/2806 i5:50 4257439244 L141TED PIPE PAGE 92/13 section Elee�rletl! ice Oa= 20 swami !Tutu MODEL• HPGlt-5fandard isrinder PuMp$ R.P.M. a{r.IC MOTOR TYPE ENCLO80, OIL COOLED WDUCTION, CAP STAW MOTOR DEWN NEMATYPE Aim) OINEM USUL ITION CLASS B STATOR WINDING CLASS F STATOR EW�XAWM TEMPERATURE VOLTAGE I DLERANCE t1076 81) UjLl-.-L ULl wo I/19 3Z Z'd 49oSL-loss 109EP RECEIVED MAR - 9 2006 BUILDING DEPT. cD .ae3a�r HH PIi:ii 90 LI uer Ma.v-08_ 06 Y08:,36A ROBERT N . PARNELL , PE 425/641 - 5095 ^� P . 10 j• et/16l2et►15 15:50 425743924a Section GMR Page40 Dabed IUIY 2900 UNITED PIPE MOM HPON -- standard Grinder Pwnps "►sw Dora: DISCHARGES y..- NoaT IMPEWER TYPE SE 6 VANE CABUE LEND-iN 1S 9TANpgRD PAINT PAINTED AFTER A&MISLY. DARK GRa ENAMM , CNE COAT, A1R ORWO. I f JR MAXNIJM LIOLM 14" MAXIMM STATOR 266-F OI- RAM PONT. 390°P FEAT SDMR 5TVm' 2576F IMAX./23A-Ir MIN, CIDGet 194-F MAX.1146rF MVI. TetlMlised i1Ot0: POWER CORD TYPE SA /SOW -A WATER RESWANT MV. 80'C aoTOR HOUSM rAaT IRM ASTM A48 CLASS 30 Crime - CAST IRON ASrU A-" CLAS830 Li �� o MM MWBSS SWS-6-5 ASTM R984.SrfVALox a20 6= VV H 81 S 5 ? CuTreRS �--- —`�- �C SIaft oy.. 440C STAKESS STEEP, HARDENED Tb 5w noCKWELL C VPPet (/b6 X SIX STAIMU MS MAL HAROPKo TO S660 ROCKWELL C g lower (Ra Ij 440C STAINLESS STEEL HAROMM To SSa RdG(wELL C AIMR SMART 416 STAINLIM STEEL HARDWARE 300 SERIES. STAINLESS STEM wNc3.o DINAN MECWWICAL SEALS S�tldard SMf3LE CMWNI:ER IOAL►N". TYPE 21 LOPER BEARING (RAou1L) SM40LE ROW 9ALL QM - LOVYER BEAF W, ITlEE LW) SIb = RQIM BALL OW MIN. 610 Br taO LIFIE 90 mn lum E-d SDSL�B9S,lD9E] PAW 06/13 RECEIVED MAR - 9 2006 BUILDING DEPT. o, aa�aef 64 e11:1T 90 /T uer Sewer Grinder Pump Design Calculations To: Jaime Hawkins, Engineering From: Jon Kvernmo CC: Date: 2/14/06 Re: Plan review comments — Charlotte Gardens Mr: Hawkins, This is in reference to the requested design calculations as outlined in the City of Edmonds grinder pump checklist. Design Calculations 1. Fixture count — Item Units Quantity Totals Bathtub 4 1 4 Combined Tub/Shower4 1 4 Clothes Washer 1 1 1 Dishwasher 1.5 1 1.5 Lavatory 1 4 4 Kitchen sink 1.5 1 1.5 Laundry sink 1.5 1 1.5 Shower 2 1 2 Water closet 2.5 3 7.5 Total units 27 GPM 40 2. Grinder pump and system curve — see attached chart 3. Hydraulic computations Pump cycling time — assuming a 75 gallon functional capacity (on -float and off -float switches activation distance 38.25" apart), the net elapsed time from pump "on" to pump "on" is approximately 9.76 minutes, resulting in 6.14 cycles per hour at 40 GPM inflow (from the house) and 49.5 GPM system capacity. See attached chart. Wet well capacity —175 Gal. Flushing velocity — 4.1 feet per second Force main hydraulic losses — 5.2 ft. of head RECEIVED FEB 1 4 2006 SERVICES • Page 1 DEVELOPMENTCITYOF EDMONDS CTR. STREET FILE Minor hydraulic losses due to valves and fittings — negligible Net positive suction head - none 4. Sump basin anti flotation — Maximum possible flotation — 1278 Ibs. Equivalent to 1/3 cubic yard of concrete. Provide cast -in -place concrete counterweight minimum 1' deep x 3.5' wide x 3.5' long around base of sump, insuring that sump flange is at or near bottom of concrete slab. 5. Soil bearing pressure — soil bearing capacity greater than 2000 PSF. Total assembly load less than 500 PSF. 6. Electrical power requirements — 230v. single phase 7. Other applicable calculations — N/A Respectfully, Jon Kvernmo 0 Page 2 9 llr%v%/%;, 0-I. Iv V -- I..V J(�•to 6/G, 'b (P 01/16/2006 15:50 4257439244 IBJITED PIPE PACE 03/13 �vrve Section GRINDER Page 102 Dared MAY 2000 Superesdes ME 19" Perfermewes Curve RPM:3500 Discharge' 1-1/4" loll 1 HEM 11111M WIN PMO a 11 H M pro `EP E OR III mill W01111,1011MIN11 W111 U M�100 The curves reflect maximum performance characteristics without exceeding full load (Nameplate) horsepower, Al pumps have a servioe factor of 1.2. Operation is recommended in the bounded area with opemttonat point within the curve limit Performance curves are based on actual tests with dear water at 701 F. and 1280 feel site elevation. If HYDROMATIC' Conditions of Service: GPM:'/ TDH: % E'd 909L-899 f09E1 oO ja2aer OH dS0:21 90 OT qaA i 10105 Airport Way Suite #A Snohomish, WA. 98296 Phone#: (425) 4W-59581(360) 568-5958 Fax#: (360) 568-7506 7EM7; Ttr. Jon @ Hillcrest Const From: John Scott Fax: 425-25"799 Pages: 12 (INCLUDING COVER) Phone: Orate; 1-17-06 Re: Edmonds grinder e-mail johns@hbjaeger.com ❑ Urgent X For Review © Please Comment ❑ Please Reply ❑ Please Recycle Jon, Here are the "spec sheets" for the Hydromatic grinder pump. There is probably more than they need but it is everything they faxed to me. The local authorized repair facility is: Pump Tech Bellewe, WA 425Z448501 Mike Dunn T-d 90SG-899 (096) 03 -a02aer HH eTT:TT 90 GT uer 01/1612006 15:50 4257439244 UNITED PIPE PAGE 02/13 Section GRINM Page 302 Dated OCroeER 2000 Superesdes MAY 2000 Eleefrleal Data MODEL• HPGR—Standard Grinder Pumps R.P.M. 345D MOTOR TYPE ENCLOSED, OIL COOLED INDUCTION, CAP START MOTOR DESIGN NEMA TYPE A (la) GENERAL INSULATION CLASS g STATOR WINDING CLASS F , MAXIMUM STATOR TEMPERATURE 1306C VOLTAGE TOLERANCE *10% q�� 4 121 230 1 1 1 J I 1.0F j5-,Q I- I TO 3.2 IIV HYDROMATIC Z-d 909G-895 (09E) 03 .Ja2aer RH eTT=TT 90 LT ueE 01/16/2006 15:50 4257439244 UNITED PIPE PAGE 06/13 Seclion ORMN Page 402 Dated RLY 2000 Superesdes AIAT2000 Technical Deft MODEL,: HPGR -- Standard GAndeir Pumps Physical Data: DISCHARGE SIZE 1Y4* NPT IMPELLER TYPE SEMI -OPEN 5 VANE CABLE LENGTH IT STANDARD PAINT PAINTED AFTER ASSEMBLY. DARK GREEN, ENAMEL, ONE COAT, AIR DRIED. MAXIMUM LIQUID 140"F MAXIMUM STATOR 266°F OIL FLAS14 POINT 390°F HEAT SENSOR Open: 257"F MAX./239°F MIN, Closed: 194°F MAX./149°F MIN. _Ll.:_i•l ! •1 c•. POWER CORD TYPE SOW/SOW-A WATER RESISTANT WN, 60°C MOTOR HOUSING GAST IRON ASTM A-48 CLASS 30 CASING CAST IRON ASTM A-48 CLASS 30 z o o IMPELLER RED BRASS >085 5-5-5 ASTM B584-636A/ALOX 420 SEO WITH BRONZE INSSERT CUTTERS Slalionery: Upper (AXiel): Lower (Radial): 440C STAINLESS STEEL HARDENED TO 58�60 ROCKWELL C 440C STAINLESS STEEL HARDENED TO S5S0 ROCMVELL C 440C STAINLESS STEEL HARDENED TO 55-60 ROCKWELL C MOTOR SHAFT 418 STAINLESS STEEL HARDWARE 300 SERIES STAINLESS STEEL "O" RINGS SUNA N MECHANICAL SEALS Standard: SINGLE CARBONICERAMICMUNA-N, TYPE 21 (RADIAL) SINGLE ROW SALL 6203 v _ UPPER BEARING LOWER BEARING (THRUST) SINGLE ROW GALL 6306 MIN. 1-10 BEARING LIFE 50,0001im IL no HYDROIiOAT'IO g-d 909L-999 (09E) 00 J028er gH e T T: T T 90 1-1 Uer 01/17/2006 09:39 4257439244 L"ITED PIPE PAGE 02/08 24 "" FIBERGLASS BASINS ME R ,LAS�A' F_7BFJiGU1SS MW MjERQL&% BA" B MQ69EM GLASS ANTI -FLOAT STEEL A�7.W PART W. cafflim-0- QVAM yI11 GB-24 X 024-100 GB-24 X C24-200 G&24 X 024-= 47 GAL -m— 12 LEIS GEk 24 X030-100 GB-24 X 03D-200 GO-24X OW300 59 GAL 15 LBS G&24 X o30-100 * GB-24 X 036-200 G13-24 X 0W-MD 71 GAL. 18 LBS 00-24 X O42.100 GB•24 X O42-200 G13-24 X 042-300 82 GAL 21 L 13S GB 24 X048.1W * G&24 X048-200 * GB-24 XO48-300 94 GAL 24 L BS GB-24 X D54.100 GB-24 X 054-200 G&24 X 05CMD 106 GAL 27 LEIS G9-24 X 060-100 * GB-24 XMO.20D * GB-24 X 060.800 119 GAL 30 LBS GS•24 X OMIOD GB-24 X 066-200 013-24 X 080-300 129 GAL 33 LBS GL1-24 X 072-100 CIF GB-24 XO72-200 air GS-24 X072,WD 141 GAL. 36 LBS GB-24 X 078-100 GB-24 X 078-200 GB-24 X o78 .900 153 GAL 39 LBS 60-24 X 08416(? � � G8,24 X 084-2D0 GB-24 X 0843W 166 GAL 63 LBS GB-24 X 090.200 GB-24 X CW-300 176 CAL Be Lffi GB24 X 0982D0 GB-24 X OW300 188 GAL 72 LBS GB-24X 102,200 G&24 X 1022-M 200 GAL 77L.BS GB24X 108-200 G9-24X 10B-?00 212 GAL 81 Lm 613-24 X 114.2W G9-24X 114-300 223 GAL 60 LBS G8 24 X 12D-200 GB-24 X 120.300 235 GAL g0 L OS GB-24 X 126-200 09,24 X 126 = 247 GAL, 95 LBS GB-24 X 132-200 G13-24 X 132.300 259 GAL 99 LBS GB-24 X 138-200 GB-24 X 138-3W 270 GAL 104 LSS GB-24X 144-200 W24X 144-MO 282 GAL 10ALSS GS-24X 150-200 GB-24X 150.3W 294 GAL 15011,813 08-24X156.200 G0-24XIW300 306GAL 156LBS GB-24 X 162-200 G13,24 X 162-3W 317 GAL 162LBS 08.24 X 188-200 G&24 X 168-SM 329 GAL "W ILBS G*&24 X 174-WO GB-24 X 1743W 341 GAL. 174 WS GO-24XISD-200 G&24XIMSOO 353 GAL 180LBS GL3-24X 186.200 GB-24XIW300 364 GAL . 186L.BS G13-24X192-2W GB-24X192-M 376CAL 192LBS GB-24 X 198.200 08-24 X 198-= 388 GAL 1" L9s 1218-24 X 204-200 GB•+24 X 204-M Opp GAL 2D4 LSS G&24 X 210.200 GB-24 X 210.3W 411 GAL 210 LES G13-24X2162W GS-24X2164M 423 GAL 2161BS GB-24 X 222-200 G13-20222-300 433 GAL, =LSS G&24 X 228-200 GM4 X 2203W 447 GAL 228 LBS GB 24X234-2W 013-24X234-300 450 GAL 234LBS GS-24 X 240-200 GB-24X 240300 470 GAL 240 LBS OP77ONS PAW NQ -Er FUL-TOOTTOM * STOCK ITEMS CAN BE SHIPPED Wi11-IIN 48 HOURS pRONA FIECEIP'i' OF CXiDER BASINS W/RBERGLASS AN17.FLpAT PLANi3E ADD 15 LBS TO WEIGHT BASINS Wh" EEL AM -FLOAT FLANGE AM SS LaS To WE7Cli-IT a 90SG-89S (096) 00 J02aee OH e2I : 1 I 90 Li ueC 101 05Airport Way Suite #A Snohomish, WA. 98296 Phone#: (425) 486-59581(360) 568-5958 FaxdP: (360) 568-7506 Jaeger�%k O' �J C� To: Jon @ Hillcrest Const From: John Scott Fax: 425-259-0799 Pages: 12 (INCLUDING COVER) Phone. Date. 147-06 Re: Edmonds grinder email johns@hbjaeger.com ❑ Urgerrt X For Review 0 Please Comment U Please Reply ❑ Please Recycle Jon, Here are the "spec sheets' for the Hydromatic grinder pump. There is provably more than they need but it is everything they faxed to me. The local authorized repair facility is: Pump Tech Bellevue, WA 425Z44-8501 Mike Dunn {�A ST FILE T-d 90SL-999 t0961 00 Ja2ae0 UH e . Ii=TT 90 LT uer 01/16/2006 15:50 4257439244 UNITED PIPE PAGE 02/13 Section GAMM M Page 30 Oared oCMW 2000 Superescles MAY 2000 tEleeirlealalt MODEU HPGR—Standard Grinder Pumps R.P.M. 3450 MOTOR TYPE ENCLOSED, OIL COOLED INDUCTION, CAP START MOTOR DESIGN NEMA TYPE A (1e) GENERAL INSULATION CLASS 8 STATOR WINDING CLASS F MAXIMUM STATOR TEMPERATURE 130'C VOLTAGE TOLERANCE *10% 14� �4*1� OY44 -4 ! 2 1 230 1 1 1-4-1 1.0 1 15.0 1 I� HYDROMATIC Z-d 909G-89S 109E) 00 Ja2aee 9H ell:11 90 LI uer 01✓16/2006 15:50 4257439244 UNITED PIPE PAGE 06/13 Section GRM IR Page 402 Dated JW 20M Superesdes MY 20M Technical Date MODEL HPGR — Sll,ondard Grinder Pumps Physical Data: DISCHARGE SIZE 1%• NPT IMPELLER TYPE SEMI -OPEN 6 VANE CABLE LENGTH IT STANDARD PAINT PAINTED AFTER ASSEMBLY. DARK GREEN, ENAMEL, ONE COAT, AIR DRIED. MAXIMUM LIQUID 140°F MAXIMUM STATOR 266°F 61L FLASH POINT 390°F MEAT SENSOR Open: 257'F MAX./239°F MIN. Closed: 194°F MAX.1149"F MIN. Technical Dada: POWER CORD TYPE SOW/SOW,A WATER RESISTANT Ww, 60°C MOTOR HOUSING CAST IRON ASTM A-48 CLASS 30 CASING CAST IRON ASTM A-48 CLASS 30 z IMPELLER RED BRASS 985.5-5-5 ASTM BW4-W6/1/ALOX 420 SEO WITH BRONZE op INSERT CUTTERS a Stationery: 440C STAINLESS STEEL HARDENED TO 5"() ROCKWELL C Upper (Axial): Lower 440C STAINLESS STEEL HARDENED TO SS-W ROCMvELL C (Radial). 440C STAINLESS STEEL HARDENED TO 55-M ROCKWELL C MOTOR SHAFT 416 STAINLESS STEEL HARDWARE 300 SERIES STAINLESS STEEL "O' RINGS SUNA N MECHANICAL SEALS Standard: SINGLE CARBONICLRAMIGBUNA-N, TYPE 21 UPPER (SEARING (RADIAL) SINGLE ROW BALL 62D3 ZA LOWER BEARING (THRUST) SINGLE ROW BALL 6306 MIN. B-10 BEARING LIFE 50,000 }r, �ijr HYDROMATIC E-d 90SL-89S (09E) 00 u02aer HH eTT=TT 90 LT ueI- Jan 17 06 11:11a HB Jaeger Co HUt =WdJ :a2!nl0S yo SUoqIPuoJ (360) 560-7506. p.4 :01"NOMAN oa: NI uo1lensia aus laeJ OOZE Pve 'd AL le Ae"sp Qm Sis% lenPe uo POSeq eus sanmo aoueuugJ% Vwjl aMurq GLA UIQNM Mod IBUOIJarado LQPA eare papunoq ata ul pepuouUWal St uogpredo TZ A J01M QOuuaS a aney G&Ur d NR! 'jamodasjoq (a)eldaweN) PeOI b^i 6U!Peeoxs MOM $*%WPMW aausuuVad mwlxgw PaN1a1 SaAM OUR MOM ME ME SIM a WWal All MINE ME ME �itu��nee' HIM MEMO m - -- �o- �1►/t-� :a6xy� Q ooSE "YW � eaaow�Mo�ad 6"1 p f sapsa,adnS 101 ged i84NIM<J UO=S ET/E0 39Vd 3dld Q31INf1 POZ6EVLSZP OS:ST 900Z/9TQT0 01Y17/2006 . 09:39 4257439244 UNITED PIPE PAGE 02/08 AKINDUSTRIES.2o,,,;,qpiDc,,),n,R,vFpti,ajou��r�r,��r=+�� 24" FIBERGLASS BASINS 1MERGLAS—S AS'IM FIBEAGtJ1S$.B SW HBERC�L11S4BASIN STANDmmimmmCsl 11SS AM71-FLOAT DEL AN11�ip�T G8-24 X 024-100 �� GB-24 X 024-200 P: GS-24 X 024-300 47 GAL yVE1GN t GB 24 X 030-100 GS-24 X o3D.200 G8-24X 090-3W 59 GAL 12 LBS 15 LBS 05-24 X 03S-100 4E G&24 X 036-200 GS-24 X 036-300 71 GAL 1 s LBs OW24 X O42.100 GS-24 X O42-200 G&24 X 042-300 82 GAL 21 L 13S GB-24 X 048-100 ik G&24)(N8-WO GB-24 X 048-3W 94 GAL 24 LBS GB-24 X 054.100 GB-24 X oSC= GB-24 X G54300 106 GAL 27 LBS GB-24 X 060.100 G8-24 X 080.200 G&24 X 060300 118 GAL 30 LBS GS 24 X 066.100 08-24 X 072-100 11E GB-24 X 066-200 G&24 X OW30D 129 GAL 33 LBS GS-24 X 078-100 GB-24 X 072-201 ilr GB,24 X 078-2W GB-24 X 0723W GB-?4X078-= 141 GAL 153 GAL 36 LBS G&24 X084-ie&#i . GB-24 X084 200 G9-24 X 0B4.300 165 GAL 39 LBS 63 M G&24 X 09M0 G&24 X 090.900 176 G& Se Las GB-24 X 098-200 !F GB-24 X OW300 188 GAL 72 LBS GB 24X 102-200 GS-24 X 102-M 200 GAL, 77LOS G1324X 100-200 G9-24X1O831m 212 GAL 81 L86 G9-24 X 114.2W GB-24X 114-300 223 GAL 86 LBS GO-24 X 120-200 GB-24 X 120-300 238 (GAL go LOS GB-24 X 126200 G9.24 X 1263W 247 GAL 95 LBS GB-24 X 132-200 GO-24 X 132-M 2% GAL 99 LOS GB-24 X 139-200 GB-24 X 138-3W 270 GAL 104 LSS GS-24 X 104M GS-24 X 1443W 282 GAL i08 L.BS GS24X 150200 GB-24X 150-300 294 GAL 15OLOS GO-24 X 156.200 GS-24 X 158.3W 308 GAL 156 LBS GS-24 X 162-200 GB-24X I62-300 317 GAL 162 LBS GB24X188.200 GB-24X168-W 329GAL 16BLGS GB-24 X 174-ZW GB-24X 174-300 341 GAL 174M G8-24X180.200• G&24X180300 353 CAL 160LSS GS-24X 186-200 GB-24XIVo-300 364 GAL . 186L88 G844X192-2W G&24X192-300 376 GAL 192LBS 08-24X 198-M 08.24X 198-300 388 GAL 198LOS G1324 X 204-200 GB24X 2044W 400 GAL 204 LBS GS-24 X 210.200 GS-24X 210.3W 411 GAL 210 LES GS-24 X 216.2W G8-24 X 216-M 423 GAL 216 LBS C41-24X222 200 GB-24X222-aW 435 GAL 9221.B3 GB-24 X 228200 GS-24X 228300 447 GAL 228 LBS GB-24X234-2W GB-24X234MO 458 GAL 234LBS GB-24 X 240-200 G&24 X 240300 470 GAL 240LBS 0MONS FUL-TOOTTom SlKrm STUDS * STOCK M3E 0 CAN BE SHIPPED Wn*HIN 48 HOURS FROM F�PT OF ORDER BASINS WFIBERGLASS AWI-FCAAT FLANGE ADD 15 LBS TO WEIGHT SAMS WOTEQ, AM -FLOAT FLANGE AM 55 LBS TO W6GHT 8 L-d 90GL-89S (09E) 03 ja2ae(- gH eZT:ii 90 LI uer n 'I- /-- DWELLING PROPERTY OWNER PUBLIC RIGHT-OF-WAY PUMP CONTROL PANEL PROPERTY LINE FINISHED LOCKING LAMPHOLE COVER ROADWAY GRADE p I ,s• PVC SLEEVE 6' RISER 3' MIN COVER 6' WYE AND 45' AND 1/8 BEND 5' MIN TYPICAL SIDE SEWER GRAVITY SEWER MAIN SEE DETAIL 'A' -+ FOR CONNECTION GRAVITY FLOW IN THIS AREA FROM DWELLING FORCE MAIN 2' IPS POLY HI-MOL PIPE (200 PSI) GRINDER PUMP ASSEMBLY PROPERTY OWNER I PUBLIC RIGHT-OF-WAY GLUED 2' FORCE 6' SDR 35 PIPE MAIN GRINDER PUMP SERVICE LINE NOTES 6' SDR 35 SPIGOT (W/ 6' GASKET) 1. WRAP AND TAPE 12 GAUGE TRACER WIRE EVERY 10' TO THE FORCE MAIN. X 4' SCH 40 HUB 4' X 2' SCH 80 SLIP X THREAD BUSHING 2. THE LOCATION OF THE STUB SERVICE TERMINATION SHALL BE MARKED BY THE CONTRACTOR WITH 2' X 4' TIMBER EXTENDED VERTICALLY FROM THE 2' BRASS MIP X IPS COMPRESSION PLUG END TO A MINIMUM OF 3' ABOVE THE GROUND SURFACE. A 12-GAUGE FITTING WITH STAINLESS STEEL INSERT GALVANIZED WIRE SHALL BE ATTACHED TO THE TIMBER FROM END TO END. NEITHER THE WIRE NOR THE 2' X 4' SHALL BE ATTACHED TO THE SEWER DETAIL 'A' PIPE OR PLUG. THE EXPOSED PORTION OF THE 2' X 4' SHALL BE PRE -PAINTED TRAFFIC WHITE WITH THE WORDS 'GRINDER PUMP SEWER CONNECTION' STENCILED ON WITH. BLACK PAINT. THE END OF THE 2' X 4' SHALL BE PRE -MARKED IN PERMANENT INK WITH THE LENGTH OF THE TIMBER INSTALLED. CITY INSPECTION 3. GRINDER PUMP VENTILATION SHALL BE CONNECTED TO THE HOUSE REQUIRED PRIOR SEWER VENTING SYSTEM, PER NFPA CODE. TO BACKFILL 'd90-199v REVISIONS APPROVED BY STANDARD DETAIL nett R GEBERT 6/16/03 GRINDER PUMP SERVICE CONNECTION TO GRAVITY SEWER MAIN D. GEHM 6/M/03 DATE 5/9/02 scALc NTS DWG N0. E6.9 Decdo Engh _ 17217 7th Avenue West Boffiell, WA. 98012 (206)390-8370 Fax: (425)741-8214 RECEIVED JAN 2 3 2004 PLANNING DEK Charlotte.Gardens Level 1 Downstream Drainage Report Prepared for Mr. Gary Trunkhill Site Location:. 7707 17111 Street SW Edmonds, Washington 98026 p A. ►V0 r,G � L _e Dated January 18, 2004 STE% " +, NAL EXPIRES 2/2210r � By Richard Deccio PE STREET FILE Deccio Engineering 17217 7th Avenue West Bothell, WA. 98012 (206) 39048370 Fax: (425) 741-8214 Charlotte Gardens Level 1 Downstream Drainage Report Prepared for Mr. Gary Trunkhill Site Location: wi►s�*ccyo 7707 171" sweet sw _� • c� Edmonds, Washington 98026 ex`IRZ3 2/22/O! ___ Dated January 18, 2004 CHARLOTTE GARDENS LEVEL 1 DRAINAGE ANALYSIS REPORT TABLE OF CONTENTS Page Introduction............................................................... 1 Task 1: Project Overview & Study Area Definition ............................ 1 Task 2:' Review of Available Information on Study Area ....................... 1 Task 3: Field Inspection & Description of Drainage System ....... .........,... 3 UpstreamDrainage Analysis ............. ...................... ....... ... 3 On -Site Considerations ...... ............................. ............... 0 .. ; 3 DownstreamDrainage Analysis ....... ......................... 3 Task 4: Conclusions and Proposed Mitigation ............................... 4 Level 1 Analysis Conclusions 4 List of Figures: Figure 1: Site Location & Vicinity Map Figure 2: Developed Site Conditions Figure 3: Soils Map Figure 4: USGS Downstream Analysis Map INTRODUCTION This report has been prepared at the request of Mr. Gary Trunkhill in support of 6-lot subdivision. The subject property is located at 7707 171' Street, S.W. Edmonds, Washington. This report addresses the "Level I" Downstream Analysis submittal requirements of the City's adopted .Stormwater Management Manual for the Puget Sound Basin (SWM) of the Washington State Department of Ecology per the City of Edmonds Community Development Code, Chapter 18.30. We have prepared this report using Chapters I through III of the Puget Sound SWM Manual. TASK I: PROJECT OVERVIEW & STUDY AREA DEFINITION The subject property is located on the north side of the intersection of Sea Land Drive and .171' Street SW. in the City of Edmonds. The site is also adjacent to the City of Lynnwood City limits, which is located on the north side of the property. The current site is 2.10 acres in size, contains an existing single family dwelling and landscaping. The site is bordered by a steep ravine located on the north and east sides of the property. The discharge point of this drainage course is located within the Lynnwood City limits. The site address is 7707 17 1' Street, S.W. Edmonds, Washington, (Parcel No: 27040700100400). The site and surrounding area is zoned RS-12. (Figure 1: Site Location & Vicinity Map) A Level 1 drainage analysis was preformed for the site on January 18, 2004, the weather was overcast and dry. The on -site soils have been identified as Alderwood Series, Everett Series, Kitsap Series and Vashon Series according to SCS Soil Survey for Snohomish County, which is Type "C" in SCS hydrologic soil groups. TASK 2: REVIEW OF AVAILABLE INFORMATION ON STUDY AREA Resource Review: The following is a description of the resources that were reviewed for the preparation of this Level 1 Drainage Study: A. Basin Recognizance Summary Reports: Enclosed within are downstream and upstream basin area map which clearly define the flow pass and the drainage basins related to this project. (Figure 4 "USGS Downstream Analysis Map") Evidence of Existing and Predicted Problems Lack of capacity or constrictions in the existing drainage. system. ■ On -site: No evidence of any problem. ■ Off -site: Ravine Section; None Noted. ■ Off -site: 12-inch culvert Sections; None Noted. Charlotte Gardens Level 1 Downstream Analysis Report January 19, 2004 Page 1 Overtopping, Scouring, Bank, Sloughing of Sedimentation ■ On -site: No evidence of any problem. ■ Off -site: Ravine section. Some erosion/scouring of steam channel noted.. Flooding_etc. ■ On -site: No evidence of any problem. ■ Off -site: Ravine section. None noted. Significant Destruction of Aquatic Habitat or Organisms ■ On -site: No evidence of any problem. ■ Off -site: None noted. B. Adopted -Basin Plans: None Known C. Critical Drainage Map: Not Known D. Floodplain/Floodway (FEMA Maps): None on upper part of site. East side of site contains a steep ravine with natural drainage channel. E. Other Off -Site Analysis Reports: None Known F. Sensitive Area Folio: Each one of the sensitive area folio associated with this area was reviewed. Sensitive Areas Folio ■ Wetlands Property: Property is affected on west property line. ■ I00-Year Floodplain and Streams: Property contains stream channel on east side. ■ Erosion Hazard Areas: Property contains steep slopes. ■ Landslide Hazard Areas: Property contains steep slopes. ■ Seismic Hazard Area: Property not affected. G. City Division Drainage Investigation Problems: The drainage discharge point is located within the City ofLynnwood's drainage basin, where a previous agreement was reached for direct discharge into the City's drainage basin without detention. H. Soils Survey: Included Alderwood Series, Everett Series, Kitsap Series and Vashon Series per SCS Soils Survey for Snohomish County which is a type C soils. Charlotte Gardens Level 1 Downstream Analysis Report January 18, 2004 Page 2 TASK 3: FIELD INSPECTION AND DESCRIPTION OF DRAINAGE SYSTEM WITH EXISTING AND PREDICTED PROBLEMS A field inspection of the property, surrounding area and downstream conditions was performed by the engineer on January 18, 2004. The weather was overcast and dry. The total distance covered was 900 feet downstream from the site to Puget Sound. Upstream Drainage Analysis: The site is bordered by 171' Street SW to the south which intercepts any upstream runoff from the south side of the property. To the north and east is the ravine which intercepts any upstream runoff from the north and east. The site slopes from north to south which eliminates any runofffrom entering the site from the west side of the property. Therefore, there is no upstream, offsite runoff entering the site and the runoff is limited to the 2.10 acres itself.. (See Figure 4 "Downstream Drainage Analysis Map") On -site Drainage Considerations: The site is 2.10 acres in size and contains a single family dwelling and landscaping. The top half or west side of the site contains gentle slopes of approximately 6-percent, which run south to north- west. Along the east and north sides of the site are steep slopes containing a ravine which drains north-west. Along the west side of the property is a small wetland which straddles the west property line. All runoff from the site drains north east into the steep ravine. This ravine is located with in the City ofLynnwood City limits and based on the contour information there is little if any upstream area draining onto the site. Downstream Drainage Analysis: Segment 1: Ravine; From on -site to two 12-inch culverts (0' to 400') Drainage leaves the site along the north property line where it flows down the steep slopes into the ravine containing a natural drainage channel This ravine is located just south of and follows Bertola Drive and is located in the City of Lynnwood drainage basin. The runoff flows northwest where the drainage from the stream channel is intercepted by two 12-inch diameter CW culverts located just west of the City of Lynnwood treatment plant. ► The storm drainage on along this segment consisted of a natural drainage channel located in the ravine. The slope of the channel was approximately 2 to 4-percent. There were no indications of overtopping, or capacity problems. There were indications of scouring along this section which is typical of stream channels with super critical flows. Segment 2: Pipe Flow; From Ravine to outfall into Puget Sound. (400' to 900') Drainage from the ravine is intercepted by two 12-inch diameter cmp pipes. These pipes intercept the flow from the stream channel direct it through the ravine along the south side of the City of Lynnwood Treatment Plant where it flows under the Burlington Northern Railroad tracks and discharges into the Puget sound. ► The storm drainage from the ravine to the sound consisted of two 12-inch diameter cmp storm Charlotte Gardens Level 1 Downstream Analysis Report January 18, 2004 Page 3 pipes. There were no indications of problems at the time of the inspection including; overtopping, capacity, erosion or scouring along this section. The pipes were clean and the creek channel was at the same level as the invert of the pipes. A limited inspection of the outlets of the pipes indicated no problems at the outfall. This concludes the downstream description. A total distance 900 feet was covered to Puget Sound. TASK 4 CONCLUSIONS AND PROPOSED MITIGATION Level 1 Analysis Conclusions: The total distance covered was 900 feet from the site to the Puget Sound. The Level 1 Analysis indicates that there is little in the way of drainage capacity problems. There were some indications of scouring of the stream channel which is typical of streams with super critical flows. The proposed sub -division is only 2.10 acres in size of which only 1.4 acres will be developed. The total drainage basin, draining to this ravine is 344 acres in size, which makes the site less than 0.6 percent of the total contributing drainage area. The project proposes to mitigate the potential erosion to the steep slopes by tight -lining the un- detained drainage down the steep slopes into the ravine. In addition , the drainage discharge point is located within the City of Lynnwood's drainage basin, where a .previous agreement was reached for direct discharge into the City's drainage basin without detention. Water quality treatment will be provide through the use of a "Stormfilter" water quality vault which will treat the runoff prior to discharge from the site. Therefore, the proposed development should have little if any impact on downstream conditions. Charlotte Gardens Level 1 Downstream Analysis Report January 18, 2004 Page 4 LIST OF FIGURES: Figure l: Site Location & Vicinity Map Figure 2: Developed Site Plan Figure 3: Soils Map Figure 4: USGS Downstream Drainage Analysis Map Charlotte Gardens Level 1 Downstream Analysis Report January 18, 2004 Page 5 FIGURE 1 SITE LOCATION & grid-YwTTV M A P 70' I i ;i1.�.1,��;.::,T✓ 1t C/�jl/1Y/ /i'/:,y(yA I DRAINAG \ : V ' 1 �4 �K�/�/y✓/ / i /�j r�` . �//1 I PIPE w8-00ol�V—�� 1 �j/, / • / ^✓i/1�;;%4'y /y I srsn ON SL 999 73,538 SF �"' / �' / \\ \ NOTE -DP .iN SPACE J x CITY AGRE DISCI• a KITH 30 ej U QUA V / 7 \�• \/ ..-�� v rn-s _v.S. r / / '� � I %• � � {you\ \\ �\ 1 L —J ( 5,878 SF / 69 I 5 A P 9 t o.� c- . 73_ I / N �p0 � �o ,R �, � � I Oe 9g5 SF ``II"flit )1/OOP/ VAOPESPA KING '/� I flR 4 4.015 SF 1 65 ' SEPTIC I 7 PI 1JP ' ae I 4,8s8 S� UNES� ,f /9 279 S, `� 12, \ 87 LF 8'0 S H #2\ \ / SDR 35 PVC I — / / L — I ! / -- 68'-- � • 10' I I I •w� \ 8*0 5,376 SF SFR 8,96 SF \ %%� i � � / � cam' i)\ \ i � � \ • \'c \„�.� �,. 22� \\a \ \ \\ \ V { -� mac ( \ \. \ LOT 2 40' _ I — _ SEA -LAWN TERRACE DIVA \ ( PP 005660-000-002-00 \''�� 4 -O- 1 FIGURE 2. \ S' DEVELOPED SITE /` a f CONDITIONS Y U. S. DEPARTMENT OF AGRICULTURE ell SOIL CONSERVATION SERVICE SNOHOMI SYMBOL SOIL LEGEND NAME 1 Alderwood gravelly sandy loam, 2 to 8 percent slopes 2 Alderwood gravelly sandy loam, 8 to 15 percent slopes 3 Alderwood gravelly sandy loam, 15 to 25 percent slopes 4 Alderwood-Everett gravelly sandy loams, 25 to 70 percent slopes —y 5 Alderwood-Urban land complex, 2 to 8 percent slopes ----Iw 6 Alderwood-Urban land complex, 8 to 15 percent slopes 7 Bellingham silty clay loam 8 Bellingham Variant mucky silty clay loam 9 Cathcart loam, 3 to 15 percent slopes 10 Cathcart loam, 15 to 25 percent slopes 11 Cathcart loam, 25 to 50 percent slopes 12 Cryohemists, nearly level 13 Custer fine sandy loam 14 Elwell silt loam, 3 to 30 percent slopes 15 Elwell-Olomount complex, 15 to 30 percent slopes 16 Elwell-Olomount-Rock outcrop complex, 30 to 60 percent slopes 17 Everett gravelly sandy loam, 0 to 8 percent slopes 18 Everett gravelly sandy loam, 8 to 15 percent slopes 19 Everett gravelly sandy loam, 15 to 25 percent slopes 20 Fluvaquents, tidal 21 Getchell silt loam, 3 to 30 percent slopes 22 Getchell-Oso complex, 16 to 30 percent slopes 23 Getchell-Oso-Rock outcrop complex, 30 to 65 percent slopes 24 Greenwater loamy sand . 25 Hartnit-Potchub-Rock outcrop complex, 65 to 90 percent slopes 26 Indianola loamy sand, 15 to 25 percent slopes 27 Kitsap silt loam 0 to 8 percent slopes 28 Kitsap silt loam; 8 to 25 percent slopes " 29 Kitsap silt loam, 25 to 50 percent slopes 30 Lynnwood loamy sand, 0 to 3 percent slopes 31 Lynnwood-Nargar complex, 65 to 90 percent slopes 32 McKenna gravelly silt loam, 0 to 8 percent slopes 33 Menzel silt loam, 0 to 3 percent slopes 34 Mukilteo muck 35 Nargar fine sandy loam, 0 to 15 percent slopes 36 Nargar fine sandy loam, 15 to 30 percent slopes 37 Nargar-Lynnwood complex, 30 to 65 percent slopes 38 Nargar Variant sandy loam, 3 to 30 percent slopes 39 Norma loam 40 Norma Variant loam 41 Ogarty-Tokul-Rock outcrop complex, 65 to 90 percent slopes 42 Olomount gravelly loam, 3 to 15 percent slopes 43 Olomount-Elwell-Rock outcrop complex, 65 to 90 percent slopes 44 Orcas peat 45 Oso gravelly loam, 3 to 15 percent slopes 46 Oso-Getchell-Rock outcrop complex, 65 to 90 percent slopes 47 Pastik silt loam, 0 to 8 percent slopes 48 Pastik silt loam, 8 to 25 percent slopes 49 Pastik silt loam, 25 to 50 percent slopes 50 Pilchuek loamy sand 51 Pits 52 Potchub silt loam, 3 to 30 percent slopes 53 Potchub-Hartnit complex, 15 to 30 percent slopes 54 Potchub-Hartnit-Rock outcrop complex, 30 to 65 percent slopes 55 Puget silty clay loam 56 Puyallup fine sandy loam 57 Ragnar fine sandy loam, 0 to 8 percent slopes 58 Ragnar fine sandy loam, 8 to 15 percent slopes 59 Riverwash ` 60 Rober silt loam, 0 to 15 percent slopes 61 Rober silt loam, 15 to 30 percent slopes 62 Rober silt loam, 30 to 65 percent slopes 63 Skykomish gravelly loam, 0 to 30 percent slopes 64 Snohomish silt loam 65 Sulsover gravelly loam, 0 to 8 percent slopes 66 Sultan silt loam 67 Sultan Variant silt loam 68 Summ silt loam ' 69 Terric Medisaprists, nearly level 70 Tokul silt loam, 2 to 8 percent slopes 71 Tokul silt loam, 8 to 15 percent slopes 72 Tokul gravelly loam, 0 to 8 percent slopes 73 Tokul gravelly loam, 8 to 15 percent slopes 74 Tokul gravelly loam, 15 to 25 percent slopes 75 Tokul-Ogarty-Rock outcrop complex, 0 to 25 percent slopes 76 Tokul-Ogarty-Rock outcrop complex, 25 to 65 percent slopes 77 Tokul-Winston gravelly loams, 25 to 65 percent slopes 78 Urban land 79 Verlot mucky silt loam, 3 to 25 percent slopes 80 Winston gravelly loam, 0 to 3 percent slopes 81 Winston gravelly loam, 3 to 30 percent slopes 82 Xerorthents, nearly level Critical Areas Study Talbot Park Estates Edmonds, Washington r,. Prepared for: The City of Edmonds Development Services Department 121 Fifth Avenue North Edmonds, WA 98020 Prepared by: Anthony Roth of -*et Ian Sc . . �reny .�.- Ro e4 e h og�l�e' No. �9`�toc 5 May 5, 2003 STREET FILE AC ROTH ENVIRONMENTAL SERVICES 115 NORTH 4r STREET a SEATTLE, WAsHIwm 98103 206.784.4755 Y r Table of Contents Table of Contents Preface.................................................................................:................ 1. Introduction......................................................................................1 2.. Water Resources Evaluation............................:...............................3 2.1 Introduction............................................................................. 3 2.2 Wetlands.................................................................................3 2.2.1 Methodology..................................................................3 2.2.2 Investigation Results......................................................6 2.3 Stream................................................................:.................. I I 3. Bibliography................................:.................................................12 List of Figures 1. Vicinity Map:....................................................................................2 2. Site Map............................................................................................4 3. Emergent Wetland at west boundary, looking into the property fromthe west .. ............ :............................................................8 4. Another view looking east into the property....................................9 5. Looking northwest on the adjacent property....................................9 List of Tables L . USFWS Plant Indicator Status..........................................................6 2. Wetland Functions and Values.........................................................7 Critical Areas Study i Talbot Parts Estates Preface Preface At the request of the City of Edmonds (City), this report has been prepared as a third -party wetlands and creek evaluation of the subject property, the proposed plat of Talbot Park Estates. In preparing this report, AC Roth Environmental Consultants (RES) has used site information and survey mapping of RES wetland flag locations provided by Lovell-Sauerland and Associates, as referenced herein. Findings reported herein are based on information gathered in the field at the time of investigation by RES, RES's understanding of 1997 Washington State Wetlands Identification and Delineation Manual (Ecology 1997), and RES's understanding of federal, state and local regulations governing wetland and stream areas. Prior to preliminary and final design or any construction, all appropriate regulatory agencies should be contacted to verify the findings of this report, and to obtain appropriate approvals and permits. The wetland boundary, wetland, and stream classification and recommended buffers are RES's best professional opinion based on the circumstances and site conditions at the time of its study. The final wetland boundary determination, classification of wetlands and streams, and the required buffers and setbacks are subject to change by the appropriate federal, state, and local jurisdiction. Critical Areas Study Talbot Park Estates Introduction I. Introduction The subject property is an approximate 2 acre site located at 7701 171" Street SW, Edmonds, Washington, near the intersection of 171s` Street and Sea Lawn Drive. From discussion with the City, the applicant proposes to develop the site.for a single family residential development. The purpose of this report is to present a third -party analysis of site water resources, consistent with the requirements of the City of Edmonds Critical Areas (Edmonds Municipal Code [EMC] §20.15B). A series of consultants have evaluated this and a property to the west. A May 31, 2002 Wetland Evaluation was prepared by Terra Associates for a property located at 17015 Talbot Road (Attachment A). This property's easterly boundary forms the westerly segment of the subject property's northwestern corner. Terra Associates found a wetland which was indicated to extend easterly onto the subject property, but the offsite wetland area was unsurveyed. A June 3, 2002 Critical Area Reconnaissance Report (Attachment B) was prepared by Wetland Resources, Inc. evaluated the "potential presence of jurisdictional wetlands" on the subject property. This "forested and scrub -shrub wetland" was sketched as approximately 1800 square feet in area. It does not appear that a survey of this evaluation was performed. In February of 2003, Pentec Environmental prepared a report entitled Third -Party Review of Critical Areas Study of the Talbot Park Estates (Attachment C), on behalf of the City. In the absence of a prior formal delineation of wetlands on the subject property, Pentec Environmental conducted a "preliminary wetland delineation of the onsite portion of the wetland". Using GPS survey methods to establish approximate location of delineated wetland boundaries, the conclusion of this last report was that the onsite and offsite portions of the wetland appear to total 2,700 square feet, but that more careful delineation and complete survey of the wetland boundary would need to be conducted. Critical Areas Study Talbot Park Estates Introduction Figure 1 Vicinity Map Critical Areas Study Talbot Park Estates Introduction 2. Water Resources Evaluation 2.1 Introduction On April 2, 2003, RES staff performed on -site investigations to determine the presence, type and extent of water resources on the subject property. The primary objectives of the site evaluations were: 1) the identification of any streams and wetlands under the jurisdiction of the U.S. Army Corps of Engineers (Corps); and 2) the delineation of all water resources subject. to land use review and regulation by EMC § 20.15B. On -site water resources include approximately 1,374 SF of scrub -shrub and emergent wetlands located in the northwest corner of the Taylor Park site and extending to the west (Figure 3). The total size of the wetland is, approximately 4,485 SF. A stream enters the site at its southeast corner and flows in a northerly direction near the east property boundary. Under Section 404 of the Clean Water Act, the ACOE has jurisdiction over the waters of the United States, including streams, lakes, ponds and wetlands. If no fill of water resources is anticipated, direct contact with ACOE is not required and the City of Edmonds would be the lead regulatory agency for site permitting. 2.2 Wetlands 2.2.1 Methodology Prior to conducting field evaluation, a number of sources were consulted. The National Wetland Inventory (NWI) has evaluated wetlands throughout the Stanwood area, using the system described in Classification of Wetlands and Deepwater Habitats of the United States (Cowardin 1979). The NWI mapping, as portrayed at http://www.nwi.fws.gov/, fails to identify any wetlands or streams on or in the vicinity of the subject site. Soils on the site have been mapped as the Alderwood-Everett gravelly sandy loam and Alderwood-Urban land series by the USDA Soil Conservation Service (SCS). Neither of these is listed as a hydric soil on the Official Hydric Soils List for Snohomish County (SCS, 1994). To perform the wetland delineation for the site, the 1997 Washington State Wetlands Identification and Delineation Manual (Ecology 1997) was used. Critical Areas Study Talbot Park Estates 3 Introduction tli7 OF LV NM=SLLLfvm \ am 07270M- M-4=IN(WAS l } BLOOM Roam Al mm" •: `.: / � )1`u C::r:._cr.. / •{ \(pi011lAy -fcp 0, STREAM RAW 100,1 eNTEA LB1a IL 4 bi h is a•, a ai I � " 'a • leP of 91.OPE-' IV SETBACK PER �•+.t;:::•_.'- e a ) •y • EM6it9K.q� u l �`16\_—GIEAOW B STREW a / J ......... ._lT to � 1 1 )?e•- �� I:r:: 1 Sa w 00 mum ARBm a 6--W W �; WAR Kew STREAM BUFFER Oran ROM, It ! AM .0 072704-1-070-aom _W SETBACK PER KmooNENDAnou as GEDUCHWUL \..� ' J �\� Epp-----��y�^ • �r� r :..`iy::, is k%..'•, I0Y RITE SOCK 072704-1-033-0007 BOO-Boo-m-am �4 i k 000 LASHNOL •\ \• .Li •� Il., r ♦ ` _ ♦ `'(( L Figure 2. Siie Map Critical Areas Study 4 Talbot Park Estates Water Resources Evaluation The methodology in this manual recognizes that the three parameters.of hydrology and wetland plants are generally found in wetlands and that these parameters are important in the establishment and maintenance of wetland communities. Within the methodology, indicators are evaluated in the field to determine satisfaction of each of the three parameters for establishment of wetland boundaries: l: Hydrophytic Plants - The US Fish and Wildlife Service (Reed, 1988 and 1993) has established a rating system which has been applied to commonly occurring plant species on the basis of their frequency of occurrence in wetlands. Species indicator status expresses the range that plants may occur in wetlands and non -wetlands (uplands). Within the State and federal methodology, satisfaction of the hydrophytic plant community criterion occurs when the plant community is comprised of 50 percent or more of the dominant species which are adapted to or tolerant of saturated soil conditions: an indicator status of facultative (FAQ, facultative wetland (FACW), or obligate (OBL) wetland (Table 1). Modifiers are used with the indicator categories to more specifically define the frequency of occurrence. A positive (+) sign indicates plants are more frequently found in wetlands than the category indicates, whereas a negative (-) sign indicates plants are less frequently found in wetlands than the indicator signifies. A status of FAC- does not meet the hydrophytic plant community criterion. 2. Hydrology - Evidence of permanent or periodic inundation, or (at least) soil saturation to within 12 inches of the surface for one week or more during the growing season (soil temperatures above 41 °F); indicators . other than standing water or soil saturation include stained leaves, soil surficial cracking or water -borne litter. 3. Hydric soils - Soils that are saturated, flooded, or ponded enough during the growing season to develop anaerobic conditions in the upper soil horizons, or to the depth of 12 to 18 inches; indicators include high organic content, low soil chroma (Munsell' matrix chroma of 2 with mottles or less than 2 without mottles) or gleying. ' Munsell Soil Color Charts, Kollmorgan Instruments Corporation, Baltimore, Maryland Critical Areas Study 5 Talbot Park Estates Water Resources Evaluation Table 1. USFWS Plant Indicator Status 'Plant�IncitcaCor Status � ^Indicator Status, J �. < "" y `' ' � i'; 4 r !?,�.,:i,.... .. ....:..... ....i ,i►1.1;..,.i+:i�� Tle,gr�t,:�n'!U?..t,�i;t,ta,.:fik�enrrartP�3 _ „5 Obligate Upland UPL Occur rarely in wetlands (less than 99 percent) and almost always in uplands (greater than 99 percent) .Facultative Upland FACU Occur rarely in wetlands (less than 99 percent) and almost always in uplands (greater than 99 .percent) Facultative FAC Equal likelihood in uplands and wetlands (33 to 67 percent) . Facultative Wetland FACW Occur sometimes in wetlands (1 to <33 percent), but more likely in uplands (>67 to 99 percent) Obligate Wetland OBL Occur rarely in uplands (less than 99 percent) and almost always in wetlands (greater than 99 percent) Not Listed NL Not listed in USFWS National List of Plant Species that Occur in Wetlands For the analysis of this site, the presence of dominant hydrophytic vegetation was used for the principal delineator of the boundary between wetland and upland areas, supplemented on a case -by -case basis, with organic content or sail color evaluation to verify presence of hydric soils and in the absence of a positive indicator of wetland hydrology, use of professional judgement: At several locations which supported uniform or homogeneous plant cover within the delineated wetland areas, sample plots (Appendix A) were established for recording of wetland characteristics and for an assessment of wetland functions, including those described in Table 2. 2.2.2 Investigation Results RES conducted a site visit in April 2003, concurrent with surveyors from Lovell-Sauerland and Associates, to determine the presence, type and extent of critical areas (wetlands and streams) on the subject property. Sample plots were established in areas of homogeneous vegetation within the wetland areas evaluated. For each habitat type, the dominant vegetation (in -addition to the common and infrequently - Critical Areas Study 6 Talbot Park Estates Water Resources Evaluation Table 2 Wetland Functions and Values Wetfandynction ` ;:qaDefinrtror► ; Highest Ua)ue Lowest Value Hydrologic support provision of water for biological productivity and permanently saturated or inundated systems groundwater recharge temporarily inundated or saturated hydrologically isolated depressions Streambase flow contribution potential the wetland's potential and ability to contribute to stream location in the upper segment of the basin and low located in the lower basin and and ability base flow based on its location within the basin and its recharge rate 2[ either of the following:_ connected either high recharge rate, without surface water connection with a stream wetland or with permanent outlet to stream lad permanent outlet or not connected one of the following: permanently flooded, outflow to a stream greater than inflow or topography favoring discharge Shoreline stabilization presence of wetland plants along the stream shoreline in a Woody vegetation at least 200 yards in width submergent vegetation less than configuration which serves to dissipate periodic increased 100 yards wide flow or current Water quality improvement, Including toxicant retention is related to soil type; sediment retention organic soils = toxicant retention; areas of reduced fast -flowing streambed composed sediment and toxicant retention, and nutrient uptake/conversion are related to presence of water velocity containing vigorous plant growth = of mineral soils, with minimal plant nutrient uptake or conversion and macrophytes In the subject waters for biofiltration; pollution sediment retention and nutrient uptake/conversion; growth and no pollutant Inputs pollution reduction reduction is related to the opportunity for pollutant inflow to point or non -point sources of pollution - pollutant the wetland removal opportunity Storm/floodwater management based on the location and of the wetland within the basin wetland with impermeable or slowly permeable less than 5 acres and the wetland's physical features soils comprising <5 percent of the upslope watershed. and either no permanent outlet or constricted outlet with unconstricted inlet or evidence of floodplain or expansive flooding within one year; wetland of more than ten acres Groundwater recharge variables Include periodicity and rate of flow, wetland size year-round, open water wetlands greater in size small, topographic low areas which and depth, surface topography and underlying soils and than 10 acres with water depths greater than 10 are only seasonally inundated geology feet Wildlife habitat and biological based on habitat characteristics and biological process high community diversity, valuable species support, absence of or limited manifestation functions values, Including: habitat type, diversity, size and value can provide relatively equal proportions of open of community diversity, valuable within wetlands and adjacent uplands; food quality and water and vegetative cover and have refuge species support, relatively equal diversity; biological community diversity and structure; plant potential proportions of open water and productivity and support for and presence of game; vegetative cover and refuge commercially important or unique species; and potential opportunities for refuge and provision of surrounding vegetation with potential to reduce visual and noise disturbance Critical Areas Study Talbot Park Estates Water Resources Evaluation occurring species) was recorded for each vegetation layer and the soil type/soil color and depth of soil saturation recorded (See representative data sheets in Appendix A). The on -site water resource is a 0.032 acre portion (Figures 3, 4, and 5) of a larger (0.10 acre) scrub -shrub and emergent, seasonally flooded/saturated wetland, as classified by Cowardin, et al. (1979). The wetland is found in a shallow depression on the northeast corner of the subject property and extends to the west, onto an adjacent property. Figure 3. Emergent Wetland at west boundary, looking into the property from the west. Note emergent zone and standing water. The wetland on the site has no overstory and the shrub layer is principally comprised of Sitka willow.(Salix sitchensis, FACW), salmonberry (Rubus spectabilis, FAC+), and red alder (Alnus rubra, FAQ, with some Himalayan blackberry (Rubus discolor, FACU) cover entering the wetland area. Other than sparse creeping buttercup (Ranunculus repens, FACW) and occasional (Juncus effusus, FACW), the herb layer throughout the majority of the fringing scrub -shrub zone is absent. The vegetation in the more central emergent area, in which standing water was 1 to 2 inches deep at the time of evaluation, was dominated by Pacific water parsley Critical Areas Study g Talbot Park Estates J - Ar r 4. i F k t ° � � � ' ....... ' �\ Vim' a� �� ' r 1 �•n e yip, - •��•r �x.:� tG f ��,� � y l.ly :'•vM.q. �,�+r'j�v / l��ey�7 t�` ' 1�1 t i ';7� � f I� � _ _ �--igure 4. Another view looking east into the property. Upland r i , P _ f r 14 11di�j ` t ,•> 4' /. \\ ! is/,;., w 'J '� ` � .. � . Wetland f:. l • i� J i u lA ` y .. .�• �^ �-5. .•mil '3 R''�, t �v, '�k� \.� _ Water Resources Evaluation (Oenanthe sarmentosa, OBL). The predominance of the vegetation supports the hydric vegetation criterion. Surface soils range from very dark grayish brown (IOYR 3/2) silt to silt loam with dark yellowish brown (IOYR 4/6) mottles in the upper 12 to 18 inches at the wetland boundary, to black (1 OYR 2/1) very organic loam in the interior of the wetland. Similar to the findings of Pentec, distinct change in soil color and change in topography separated wetlands from uplands, with soil colors of dark yellowish brown 10YR 3/3 and 10YR 3/4. Soil colors support satisfaction of the hydric soils criterion. Hydrologic support for the wetland are shallow subsurface flows. At the time of April 2003 sampling, the soil saturation at the wetland boundary was at a depth of 8 inches; standing water in the more central portions of the wetland was between 2 and 3 inches. Satisfaction of the hydrology criterion for these locations was based on soil saturation and presence of standing water. Therefore, all criteria are met for consideration of the delineated area as a wetland, satisfying the conditions of EDC §20.15B.130B. No wildlife associated with this resource, other than typical songbirds, was noted at the time of site investigation. Due to its small size and location in an urbanized area, the wetland area on the site serves limited functions for hydrologic, water quality, and wildlife support, including habitat. Limited hydrologic support functions include stream baseflow contribution. In terms of water quality functions; values are low for sediment/shoreline stabilization and low for retention/transformation of sediments, nutrients, or toxicants. Natural biological functions are similarly low in value, including primary productivity, detrital transport, nutrient cycling/utilization, and food chain support. Habitat functions are low for all species but amphibians and insects. Socioeconomic functions are limited to aesthetic, which are judged to be low, largely based on size and location of the wetland. Since the wetland is greater than 2,500 square feet in area, it is regulated by the City (EMC §20.15B.020.TT). The wetland is classified as a Category 3 wetland (EMC §20.15B.060), since it is equal to or less than 1 acre and greater than 2,500 square. feet and that has one wetland class. Under EMC §20.15B.130C; 25 foot buffers are required. Critical Areas Study 10 Talbot Park Estates Water Resources Evaluation 2.3 Stream A stream locally referred to as Outfall Creek (Terra Associates 2002) enters the site at its southeast corner and flows in a northerly direction near the east property boundary. The approximate stream bank boundaries and the centerline are found in Figure 2 and documents submitted by LSA in May 2002. In agreement with Pentec's findings, the stream should be classified as a Category 2 stream under EMC 20.1513.060. Due to barriers, this stream is not used by salmonids and would therefore be buffered on either side by 25 foot buffers (EMC 20.1513.120). In April 2003, RES measured the width of the stream at various locations along its course, and is in agreement with Pentec's estimate that the average width is 30 inches, yielding an average width west of centerline of 15 inches. Critical Areas. Study 11 Talbot Park Estates Bibliography 3. Bibliography Cowardin, L.M., V. Carter, F.C. Golet and E.T. LaRoe. 1979. Classification of wetlands and deepwater habitats of the United States. Office of Biological Services, Fish and Wildlife Service, U.S. Dept. of the Interior, FWS/OBS-79/31. Reed, P., Jr. 1988. National list of plant species that occur in wetlands: Northwest (Region 9). U.S. Fish Wildl. Serv. Biol. Rep. 88(26.9). Reed, P., Jr., et al. 1993. 1993 Supplement to List of Plant Species that Occur in Wetlands: Northwest (Region 9). U.S. Dept. Interior Fish Wild]. Serv. December 1993 United States Department of Agriculture, Soil Conservation Service. 1983. Soil Survey of Snohomish County, Washington. Prepared in cooperation with the Washington Agricultural Experiment Station. Washington State Department of Ecology. 1997. Washington State Wetlands Identification and Delineation Manual. Publication No. 96-94. March 1997. Critical Areas Study 12 Talbot Park Estates ATTACHMENT A TERRA ASSOCIATES REPORT • F TERRA ASSOCIATES, Inc. M Consultants in Geotechnical Engineering, Geology And Environmental Earth Sciences May 31, 2002 . Project No. T-5149 Mr. Tom Sullivan 17041 Talbot Road Edmonds, Washington 98026 Subject: Wetland Evaluation Talbot Road Property Edmonds, Washington Dear Mr. Sullivan: We have conducted an evaluation .of the Talbot Road Property located at 17015 Talbot Road in Edmonds, Washington (Figure 1). The property is located in.the northeast quarter of Section 7, Township 27 North, and Range 4 East. The site is roughly rectangular and approximately 0.21 acres (Figure 2). Talbot Road borders the site to the west. Properties to the north and south, as well as most of the neighborhood, are developed with single- family residences.. The property to the east is undeveloped and forested. The subject property is _ developed with a single-family residence. The house, driveway, and residential landscaping are located on the northern half of the property. The southern half is undeveloped. The southern area appears to be a tributary drainage that likely flows towards an unnamed creek to the east (this creek is unofficially named "Outfall Creek" on the Snohomish County orthophotographs for this section). - METHODS For the purpose of this study, we used the wetland definition adopted by the Environmental Protection Agency (EPA)" and the Army Corps of Engineers (COE) for administering Section 404 of the.1977 Clean Water Act. According to this definition, wetlands are: Those areas that are inundated or saturated by surface or groundwater at -a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions. Wetlands generally include swamps; marshes, bogs, and similar areas. (33 CFR 328.3(b); 1984) 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone (425) 821-7777 • Fax (425) 821-4334 • terraQterra-associates_com Mr. Tom Sullivan_ May 31, 2002 All of the test pits contained a gravelly sandy soil with a topsoil layer.between five to eight inches deep. The topsoil layer was highly organic in nature with a matrix. color of IOYR 2/1. Soils below the -topsoil were mostly lacking in organic material. Matrix colors ranged from 10YR 3/1 (Test Pit TP-1) to 7.5 YR 4/6 (Test Pit TP-4). Soils with a low chroma value (/1 or /2 if redoxymorphic features are present) are generally considered to be hydric. . Redoxymorphic features (iron masses, nodules, reductions, or depletions) were present in Test Pits.TP-1, TP-2, and TP-3, and absent in Test Pit TP4. Redoxymorphic features develop when soils are saturated long enough during the growing: season for iron and manganese to biologically transform from an oxidized form to a reduced form. Soils in Test Pits TP-1, TP-2, and TP-3 satisfied the hydric soils criteria. Surface, water was not present at the time of our site, visit. However, there was ample evidence of recent standing water. Organic topsoil was exposed over part of subject site. No evidence of leaf litter existed in the area of exposed topsoil. We observed watermarks on a downed big -leaf maple (Acer macrophyllum) tree and brightly colored rust on the bottom two inches of the wire fence and fence posts that delineate the eastern border of the subject property. We also observed free water in Test Pits TP-1 and TP-3, but not in Test Pits TP-2 or TP4. Primary and secondary evidence indicates the presence of wetland hydrology at Test. Pits TP-1 and TP-3. VEGETATION Vegetation on the subject property forms three distinct communities. The vegetation community on the northern half of the property is urban landscape: The southern half of the property is mostly second -growth forest and. scrub -shrub. This forested portion is dominated by big -leaf maple, red alder (Alnus rubra), and black cottonwood (Populus trichocarpa), suggesting an upland habitat. The third community in the southeast corner of the property` is. dominated by salmonberry (Rubus spectabilis), Scouler's willow (Salix scouleriana), Pacific willow (Salix lasiandra), and red_alder, suggesting a wetland habitat. Other common shrub species presentin the area include Indian plum (Oemleria cerasiformis), Himalayan blackberry (Rubus discolor), common hawthorn (Crataegus monogyna), red elderberry (Sambucus racemosa), English holly (Ilex aquifolium), and English laurel (Prunus laurocerasus). Herb species included cleavers (Gallium appraise), lady fem (Athyrium filix femina), sword fern (Polystichum munitum), creeping buttercup (Ranunculus repens), fringecup (Tellima grandiflora), and herb Robert (Geranium robertianum). WETLAND DETERMINATION An area of wetland conditions exists in the southeast corner of the subject .property (Figure 3). Wetland conditions continue off -site to the east.. The approximate area of this wetland on the subject property is 1,600 square feet:. The determination of wetland conditions was based on patterns of vegetation,. soil conditions, and field hydrology. The: size of this wetland was estimated by plotting distance and bearing measurements taken in the field. Property boundaries were estimated based on in -field. measurements. The flagged wetland boundary and property boundary should be professionally surveyed for accuracy. Project No. T-5149 Page No. 3 I RIVER R 2 GRAYSTD 3 GRANITE 4 FIELDST J82Xb MAW: Ref. The Thomas Guide, King County, 2001 Edition, Page 455. Terra VICINITY MAP TALBOT ROAD PROPERTY Associates, Inc. EDMONDS,. WASHINGTON Geotechnical and Environmental Consultants Proj. No. T-5149 Date MAY 2002 Figure 1 Approximate Location of Property Line Wetland Area -- 1,600 square feet on property. Approximate Location of Property Line Wetland.Area DISCLAIMER: Wetland boundary mapped by distance and bearing measurements taken in -field. Property boundary is estimated based upon on -site measurements. Site needs to be professionally surveyed for accuracy. . Wetland off -site not surveyed. Datap int 2 Datapoint 4at int - y NOT TO SCALE Terra WETLAND LOCATION SKETCH MAP TALBOT ROAD PROPERTY Associates, Inc. EDMONDS, WASHINGTON G entl and Proj.No. T-5149 Date MAY 2602 Fi ure 3 Environmental Consultants 9 FIELD DATA SHEET WETLANDS DELINEATION Field Investigators: David R. Teesdale Date: May 24, 2002 Site ID: ; Talbot Road Property State: WA - County: Snohomish Applicant/Owner: Sample Plot ID: # 4 Normal environmental conditions at plant Community? Normal conditions' exist. Vegetation, soils, and/or hydrology significantly. disturbed? No VEGETATION DOMINANT PLANT SPECIES: Scientific Name Common Name Stratum Indicator %Cover *Alnus rubra Red alder T FAC 20% *Acer macrophyllum Big -leaf maple T FACU 10% . *Crataegus monogyna Common hawthorn S FAC- 15% Rubus ursinus Trailing blackberry S FACU 2% Prunus laurocerasus English laurel S NI - 2% Rubus spectabilis Salmonberry S FAC 2%_ Ilex aquifolium English holly S FACU 2% Polystichum munitum Sword fern H FACU 5% *Galium aparine Cleavers H FACU 15% Percent of dominant species that are OBL, FACW, and/or FAC: T-50%, S-0%,H-0% Is the hydrophytic vegetation criterion met? NO SERIES/PHASE: Alderwood-Urban Complex Is the soil on hydric soils list? ❑ Histic epipedon present? ❑ SOILS . Is the -soil a Histosol? ❑. Mottled? (Redox). ❑ Gleyed? 0 Depth Matrix Color. Soil Texture Redox Color Redox Features : Redox Size -and Abundance Pore Lining!. 0-5" 10YR 2/1 Sand loam El 5"-10" 7.5YR 4/6 ' Sandy gravellyloamEl ET Is hydric soil criterion met? NO HYDROLOGY .s ground surface inundated? ❑ Surface Water depth: S the soil saturated? ❑ Depth to free-standing water in soil probe hole: >20-inches -Ast other field evidence of surface inundation or soil saturation: None. s wetland hydrology criterion met? NO ,JURISDICTIONAL DETERMINATION s the plant community a wetland? NO ;OMMENTS: 4o evidence of wetland vegetation, soils, or field hydrology. FIELD DATA SHEET WETLANDS DELINEATION' Field Investigators: David R. Teesdale Site ID: Talbot Road Property Applicant/Owner: Date: May 24, 2002 State: DNA County: Snohomish Sample Plot ID: # 2 Normal erivironM* ental conditions at plant Community? Normal conditions exist Vegetation, soils, and/or hydrology significantly disturbed? No - VEGETATION DOMINANT PLANT SPECIES: Scientific Name Common Name Stratum Indicator %Cover *Crataegus monogyna Common hawthorn S• FAC- 50% *Prunus laurocerasus English laurel S NI 10% *Oemleria cerasiformis Indian plum S FACU 10% Ilex aguafolium English holly S FACU 2% Rubus discolor Himalayan blackberry -S FACU 2% Percent of dominant species that are OBL, FACW, and/or FAC: T-0 , S-0%, H-0% Is the hydrophytic vegetation criterion met? NO SOILS SERIES/PHASE: Alderwood-Urban Complex Is the soil on hydric soils list? ❑ Is the soil.a Histosol? ❑ Histic epipedon present?. ❑ Mottled? (Redox) ® Gleyed?- ❑ Depth . Matrix Color Soil Texture Redox Color Redox Features Redox Size and Abundance Pore Linin 0-3" IOYR 3/2 Sandy gravellyloam El 3"-17" 10YR 3/4 Sandy gravellyloam 10YR 4/5 Iron masses few fine Is hydric soil criterion met? NO HYDROLOGY Is ground surface inundated?, ❑ Surface Water depth: Is the soil saturated? ❑ Depth to free=standing water in soil probe hole: List other field evidence of surface inundation or soil saturation:. ..No other signs of field wetland hydrology. Is wetland hydrology criterion met? NO JURISDICTIONAL DETERMINATION Is the plant community a wetland? NO COMMENTS: Soils at datapoint were very dry and sandy. No evidence of wetland vegetation, soils, or hydrology. ATTACHMENT B WETLAND'RESOURCES REPORT rip r ' !UN 0 4 2002 �I ------------------------ Suite /Mitigation Restoration Habitat Creation Permit Assistance 9505 19th Avenue S.E. Suite 106 June 3, 2002 Everett, Washington 98208 (425) 337-3174 Fax (425) 337-3045 Lovell-Sauerland & Associates, Inc. E C ( c Attn: Mike Smith 19400 — 33rd Ave. W., Suite 200 Lynnwood, WA 98036 CRITICAL AREA RECONNAISSANCE REPORT TALBOT PARK ESTATES CITY OF EDMONDS - SNOHOMISH COUNTY,' WA Wetland Resources, Inc., completed a site investigation on June 3, 2002 to evaluate the potential presence of jurisdictional wetlands on an approximate 2 acre site located immediately north of the intersection of Sea Lawn Drive and 171" St. SW in the city of Edmonds, WA. The site lies as a portion of Sec. 7, Twp. 27N, Rge. 4E, WM. The Washington State Department of Ecology Wetlands Identification and Delineation Manual (March 1997) was used to evaluate site conditions. Critical area protection regulations were obtained using the City of Edmonds Ordinance Chapter 20.1513Critical Areas. Site Description The subject property is bounded to the south by 171" St. SW, to the west and north by single family residences and on the east by a forested slope. The south one -quarter of the property contains an existing single family residence with associated out buildings. The central portion of the property is a mix of grassland and forest. The north end of the property is forested with immature red alder. The topography of the site is sloping to the north.and east. Wetlands One small forested and scrub/shrub wetland was located along the western property boundary. The on -site portion of the wetland is approximately 500 square feet in size. The off -site portion of the wetland is approximately 1,200 square feet in size. The total area of the entire wetland is approximately 1,700 square feet. Wetlands less than 2,500 square feet in size are not regulated in the city of Edmonds (EMC 20.15B.020 TT). Wetland boundaries were reasonably distinct based on soil color and dominance of wetland vegetation. The off -site portion of the wetland was estimated by observation done while looking over the existing property fence. The off -site portion of the wetland boundary appears to have been flagged in the recent past. Dominant wetland vegetation contained in this wetland includes twinberry, creeping buttercup, and salmonberry. Wetland Resources, Inc. ` Talbot Park Estates June 3, 2002 E%Htui �j WR102118 RLE NO. .^� \- - - _ - - \ 60, 166 I>0� N1HON' 'Its -160- JL A Sol CREEK �\\0' , / -d-`' --_- �\\y'� // /�A<// // // .J / /% yy/ / ,/ ��`- "i "•-175^< � •�+ �, � i A / �i', a �_ it ggat " --�//� // �--// /! /�/' I \\ / I \: ,m� •j ' vs�'1.'' � buoy\ �- ! / ,\; \ IN r —I \ � ®'� � oar /•/4�� //' \ Off' — t — - ---�-• - _� I 3D113J 38VA ► \ 3NJ '>fl 'NO .9 3JN3! 3 VA ,96.09 1-111:10N A 71 / ! f� Q z <0 N CRITICAL AREA RECONNAISSANCE MAP For: `J �h Lovell-Sauerland & Associates, Inc. Site Location: 171" St. SW HEdmonds, WA 98294 By: Wetland Resources, Inc. 9505 - 19"' Ave. NE #106 Everett, WA 98208 WRI #021 18 425-337-3174 June 3, 2002 PLAT MAP FOR TALBOT PARK ES TA TES IN SE1/4,NEt 4 OF SECTION 7,T.27 N.,R.4 E.,W. CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON n.....�. ►, rr .. r.•.a u s. per•, . I.rn••r m • ;94-0• ' - ATTACHMENT C 17:4,1119 *9114091 i www pentecenv.com PENT[CrJV ROIVIV E lIT/.IL Delivering smarter solutions February 28, 2003 Anchorage Mr. Steve Bullock Senior Planner City of Edmonds Development Services Department Boston 121 Fifth Avenue North Edmonds, WA 98020 Re: Third -Party Review, of Critical Areas Study of the Talbot Park Estates Pentec #12130-15 Chicago Dear Steve: At the request of the City of Edmonds, Pentec conducted a third -party review of the Critical Denver I Areas Study of the proposed Talbot Park Estates at 7707 - 1715' Street SW, Edmonds, Washington. This review includes a review of wetland boundaries and the measurement of the width of the stream along the east property boundary. I reviewed the Critical Area Reconnaissance report (CAR) prepared for the property by Wetland Resources, Inc., dated June 3, 2002, and a wetland report for the adjacent property to the west. I also reviewed a Fairbanks Wetland Evaluation (WE) report dated May 31, 2002, prepared for the adjacent property to the northwest by Terra Associates, Inc. also In addition, I conducted a site inspection on January 29, 2003. WETLAND Jersey City The 2-acre site contains a portion of a small wetland toward the northwest corner. The wetland is bisected by the site's west property boundary. Although there are a few small trees in the wetland it classifies as a palustrine scrub -shrub wetland following the U.S. Fish Juneau and Wildlife Services' Classification of Wetlands and Deepwater Habitats of the United States (Cowardin et al 1979). Dominant plants in the wetland include salmonberry (Rebus spectabils)i Sitka willow (Salixsitchenis), red alder (A/nus rubra), ladyfern (Athyrium Alix-femina), and creeping buttercup (Ranunculus repens). See attached photos of wetland. Long Beach WETLAND BOUNDARY On the day of the site inspection only a single piece of pink "wetland delineation" flagging was located. The flagging was toward the center of the wetland and did not have anything written on it. Two pieces of orange flagging (also without writing) were located on the west Portland property fence. These two flags were close to the wetland edge, and it is assumed that they were tied by Wetland Resources during the site reconnaissance. A large maple tree had A Division of Hart Crowser, Inc. - Seattle 120 Third Avenue South, Suite 110 Edmonds, Washington 98020-8411 Fax 425.778.9417 Tel 425.775.4682 A ALAF City of Edmonds February 28, 2003 12130-15 Page 3 Based on the 2,700-sf estimate, this wetland is larger than the 2,500-sf threshold in Section 20.4513.20 of the Edmonds Critical Areas Ordinance (CAO) and would be a regulated feature. Based on Section 20.15B.060 of the CAO the wetland is classified as a Category 3 wetland because it is less than 1 acre and has only one vegetation class. STREAM A stream runs through the northeast corner of the site and near the east property boundary. The centerline of the stream is shown on the CAR map and the Preliminary Plat drawing (Lovell-Sauerland & Associates 4294-0-01 May 29, 2002). Based on Pentec's site visit it is assumed the stream is perennial and would therefore be classified as a, Category 2 stream by the CAO (20.15B.060).. A 25-foot buffer is required on both sides of Category 2 streams without salmonids and a 50-foot buffer is required on both sides of a Category 2 stream with salmonids. The CAO (20.15B.120) specifies stream buffers to be measured outward from the top of bank. Pentec measured the width of the stream (between stream banks) at five locations along the stream. These measurements were made to provide the City with a means of evaluating the stream setback requirements relative to the stream centerline shown on the Preliminary Plat drawing. On the reach of the stream east of the site the width between the banks is on average 30 inches. Based on this estimate the west bank of the stream is on average 15 inches from the stream centerline. We hope this report meets your needs. If you have any questions, please feel free to call me. Sincerely, PENTEC ENVIRONMENTAL MICHAEL MUSCARI Wetland Ecologist michael.muscari@pentecenv.com Attachments: Wetland Boundary Sketch Photographs of Wetland 00 t 3=154al Owin-ew.d- APPENDIX A DATA SHEETS rV—>vvc i L.~4u ur-L-sI4Gr111V1V uM r P1 rvnrvr rlvt rvu. ROUTINE ONSITE DETERMINATION METHOD Transect ID Weather, - Cowardin Project/Site: Date: --z= Field Inves!i for Size(ac):�03�t:1 1-2 2-5 >5 �- Normal Conds Y' Disturbance?. 15.. 6.,...w A...w7 An . -- - N Cover Class 1 a 0.54 2.5 2.5.25♦ 15 3. 25.50437.5 4: 50.75-092.5 5. 75 - 95465 8. >954 97.5 WA. Dominant Plant Spp Cvr Cis Indlostor.. ,,.; olet5a . Stratum WIL UP Dominant Plant Species Cvr Cis Indicator Status Stratum u reg n"I xnowl u vv/L pint u,t u pnymropr noapr• u morpn noapr u xevn in u "it. plan, oau Uaas %OBL, FACW or-FAC ' —T' herb + _ shrub 4 tree ■ _ total Hydrophyllo Vag Y. N Ratloneile: '0>50% 0<50%I08L, FACW or FAC (no FAC.)) O ether HYDROLOO Inund7 Y urf H2O depth: ' SatAl2' ((r In sandy solls)7C)". Deptth1hoffree H2O in pitlhole: Other t• hors: O water marks O drift (Ines O sediment deposil a6mdrainage pattern, Other field evidence of surface Inundation or soil saturation Secondary Indicators: O oxidized root channelsAl2' D water -stained leaves D local soil survey data OFAC•Nsutral Teat (In vague hydrol) O other Recorded Deter: O t ern, lake or Ilde gaups D aerfel photo D other O none Growing Sesson7 ased on: �a to O obav rowth D soil t mp A 19.7' "1 IF D gy Weiland hydroloRationsfe. *SC4AwLti or. AC -.SOILS to a1 least 16' Serlee/Phase: Taxonomy Drainage Class_ Confirm Mapg Y N Deviti Matrix Color' MottleMolor Giev7Texture Y N Y N YN_) YN Y N Y N Y N Y N 'below A holton or 101(whIchever shallower) HFIyyddrrkk Soil indicators Hislosol PHlelloaplpedon D Suilldio Odor TrAdulo Moisture Regime 1'P,,Rsducing ccndMbns O Gleye ow Chrome O High Surface Organic Content In Sandy Solis O Concretions O Organic Streaking In Sandy Solis Hydro Salle List: DLocal ONitlikmal Other hydro soll Indicators: Hydeic SogNYN Rationsis: UR NAL DETERMINATION AND RATIONALE Weiland? l Rational slI pare veq no soils no Irydrol Sample point within welland7 Y N j Other InformationlRemelx,. FUNCTIONS AND VALUES HYDROLOGIC SUPPORT Groundwater recharge (H M L Groundwater discharge (H / Stream basefloW contributiHAI M WA) -Floodwater attenuation (H N/Al Floodwater detention (H M/A) • Floodwater retention (H M • Floodwater desynchronlzation (H WATER QUALITY FUNCTIONS ...Sediment/shoreline stabilization (H M L i4 . Retention of sediments, nutrients or toxicants L A) _ Transformation of nutrients or toxi p (H Ml/ Wastewater treatment (H M L / NATURAL BIOLOGICAL FU TI S Primary productivity (H M Al Organic accumulation ( A) Organic export (H M L Decomposition (H N/Al Detrital transport (H M L NutrCent.cycling and utilizatio (Fi.. Al Food chain support (H M'Cl/A) HABITAT FUNCTIONS Invertebrates (H M ; A) Amphibians ,(H M N/A1 Fisheries (H M L Mammals (H A) Birds (H Mr3l/A • Sanctuary and refuge (H M L At SOCIO-ECONOMIC FUNCTIO S Non•constimptivo val i Recreational (H. L / 1 , Aesthetic (H M Historical (H M L Archeological (H M L Consumptive val Fisheries (H M L N/ Renewable resources�H M L f Agricultural (H W L iWAi? Wildlife Data Plot Location Sketch r ='�. !a. 'i SWETLAND DELINEATION DATA FORM Plot No. 7 ROUTINE ONSITF ETERMINATION METHOD Transact ID Weather: Cowar in Project/Site:. te: q- Z' o.- Field Investigato Size(ac): <t) <1 1-2 2-5 >5. Normal .Condo? Disturbance? Problem Area? Cover Class 9 e 0.5-0 2.5 2■5.25415 3. 25.60437.5 4. 50.75462.5 5- 75-'95485 S. >95+ 97.5 . W/l IDominant Plant Spp Cvr Cis .Indicator States Stratum W/L UP Dominant Plant Species Cvr Cis Indicator Status' ' Stratum it \� DV rA40 S �L 5 to L; raa'n'I knowl ❑ W/L olnt list O chvs/reor adapt O moroh adapt O tech lit O WA, plant data base %OBL, FACW or FAC herb +_X>shrub'+ _tree • _ total Hydrophytic V* I Ratlonstle: 0>50% O<50%(08L• FACW or FAC (no FAC-)I O ylher HYDRO.LOO Inund7 Y N SurfH2O deplh: ' SatAl2' (W In sandy solisj Depth of Iree Hp in pit hole: Other l' Indiostors: O wsler marks O drift lines. O ssdlm , eposltPA. drainage patterns Other field evidence of surface Inundation or soil saturation Secondary Indicators: O oxidized rook channeleAl2' O weler•stalned leaves O local soil survey dale OFAC•Neutral Test (In vague hydrel) Oaths Recorded Data: am, take or tide gauge .O aerial photo O other O none Growing,Season seed on: O date O obsv roNAlt 3 soil t mp A 19.7' >41•F O Welland hyd►olol Rationale: Ply OILS to of least 16• Series/Phase: Taxonomy Drainage Clasp Confirm Mapg Y N DecM_ Matrix color* Mottle?/Color silsyz Iszztl v&l I o n.. 4 f L� Y N Y N Y. N Y N Y N 'below A horizon or I(r lonever shallower) SoN indicators: O Htatosol Istlo splpedon O Sugldlo Odor nquic Moisture Regime Rarueing eondA * �61syp ow Chroma O High SuAace O ante Content In Bandy Solis L� Conoretions O Orpmii Streaking In Sandy Soils Hydro Soils List: t1ocel ONat al Othei hydro soil Ineicators: Hydrla Soo?1 Retlonala: JURISDICTIONAL DETERMINATION AND RATIONALE WaNand? Y N Rellon&;j:.. o veg no soils no hydro) Sample point wllhln wetland? Y N .�, Other Int atkxVAaMarks: i FUNCTIONS AND VALUES ! HYDROLOGIC SUPPORT 436AAA.lL ' Q+41 I ..Groundwater recharge (H M L N/Al Groundwater discharge (H M L N/A) S.•�:~±. besQAow contribution (H M L N/Al Floodwater, tten"tct 1H M L N/Al - Floodwater detention. (H. M L N/A) Floodwater retention (H M L N/Al Floodwater attenuation (H M L N/Al Floodwater desynchronization (H M L N/A) WATER QUALITY FUNCTIONS Sediment/shorel(ne stabilization (H M L N/AL Retention of sediments, nutrients or toxicants (H. M L N/Al_ Transformation of nutrients or toxicants (H M L N/A) .Wastewater treatment (H M L N/Al NATURAL BIOLOGICAL FUNCTIONS Primary productivity (H M L WAI Organic accumulation (H M L N/A) • Organic export (H M L N/Al Decomposition (H M L .WAI Detrital transport (H .M L N/A) _ Nutrient cycling and utilization (H M L WAl Food chain support (H M L N/Al HABITAT FUNCTIONS Invertebrates (H M L N/A) Amphibians (H M L N/Al Fisheries (H M L N/Al . Mammals (H M L N/Al • Birds (H, M L N/Al Sanctuary and refuge (H M L N/A) SOCIO-ECONOMIC FUNCTIONS Non -consumptive value Recreational (H M L N/Al Aesthetic (H M L N/A) ' Historical (H M L N/Al Archeological (H M L N/A) Consumptive value Fisheries (H M L N/Al Renewable resources (H M L N/Al Agricultural (H M L N/A) Wildlife Data Plot Locatlan Sketch GEOTECHNICAL ENGINEERING EVALUATION TALBOT PARK ESTATES EDMONDS, WASHINGTON PREPARED FOR CITY OF EDMONDS 0 SEP 1. i 2003 Western Engineers, NELSON GEOTECHNICAL A ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311-13e Avenue ME, A-500 Snohomish County (425) 337-1669 Woodinville, WA 98072 (425) 486-1669 • Fax (425) 481-2510 Wenatchee/Chelan (509) 784-2756 February 14, 2003 City of Edmonds Development Services Department 121 — 5d' Avenue North Edmonds, Washington 98020 Attn: Mr. Steve Bullock Geotechnical Engineering Evaluation Talbot Park Estates Edmonds, Washington NGA File No. 360902 Dear Mr. Bullock: We are pleased to submit this report titled "Geotechnical Engineering Evaluation — Talbot Park Estates, Edmonds, Washington." This report summarizes the existing surface and subsurface conditions on the site and contains geotechnical recommendations for specific aspects of this development. Our services were completed in general accordance with the contract signed by you on December 11, 2002.` It has been a pleasure to provide service to you on this project. Please contact us if you have any questions regarding this report or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Khaled M. Shawish, PE Senior Engineer Five copies submitted 11 " TABLE OF CONTENTS 1 8 SURFACE CONDITIONS ...................... --'__--'-----_.----.'--_---'----_--.---..----'----2 GEOLOGY ' � EXPLORATIONS.......................................................................................................................................................... 3 SENSITIVE AREA 5 SsISmucH»zARo....................................................................................................................................................... 5 y %AwD000s STABILITY ...................................................................................................................... 5 GENERAL...................... ............................................................................................................................................ 7 EROSION CONTROL MEASURES .................................................................................................................................. 8 STEEPSLOPE SETBACK .............................................................................................................................................. O SLOPEAND SETBACK PROTECTION ............................................................................................................................ 9 SITE PREPARATION AND GRADING ............................................................................................................................. 9 3ompmoAmYExcxvaTmowu..................................................................................................................................... 1O 8TRncTomaLFILL .................................................................................................................................................... D FOUNDATIONS.......................................................................................................................................................... 12 -__'13 . NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Talbot Park Estates Edmonds, Washington INTRODUCTION This report summarizes the results of our Geotechnical Engineering Evaluation on Talbot Park Estates located in Edmonds, Washington. The site is located at 7707 — 171" Street SW in Edmonds as shown on the Vicinity Map in Figure 1. A single-family residence is currently located on the site. The developer plans to construct an access road near the western property line and divide the site into seven residential lots. We understand that the existing residence will remain and will occupy one of the lots. We have been retained to explore the subsurface conditions within the site, observe and map the slope surficial conditions, and provide geotechnical engineering recommendations for foundations and residence setback For the purpose of completing this study, we have been provided with a site plan prepared by Lovell-Sauerland Associates, Inc. titled, "Preliminary Plat for Talbot Park Estates," dated October 22, 2002. The site plan shows the planned lot layout and access road alignment, and has topographic information. We have also been provided with a copy of a preliminary geotechnical evaluation report for the site, dated September 12, 2001, prepared by Liu & Associates, Inc. In your letter to us dated October 17, 2002, the City stated that the pertinent sections of the Edmonds Community Development Code for this project are 20.15B.I IO.A & D and 19.05. SCOPE The purpose of this study is to evaluate the site subsurface soils and hydrologic conditions and provide recommendations for site development. Specifically, our scope of services includes the following: 1. Review available geologic and soils maps of the area, and the provided geotechnical report for the site: 2. Explore the site subsurface soil and ground water conditions using a subcontracted backhoe. 3. Perform field mapping and develop cross sections on the steep slope at selected locations. 4. Evaluate slope stability on the site, and complete slope stability analysis. 5. Provide a recommended setback/buffer from the top of slope for building siting. _,� 6. Provide recommendations for site grading and earthwork, including structural fill. Geotechnical Engineering Evaluation Talbot Park Estates Edmonds, Washington G February 14, 2003 NGA File No. 360902 Page 2 7. Provide recommendations for foundations and slabs -on -grade. 8. Provide recommendations for site drainage and erosion control. 9. Document our explorations, findings, and conclusions and recommendations in a written geotechnical report. The report to address the pertinent sections of the ECDC. SITE CONDITIONS Surface Conditions The site is a semi -rectangular -shaped parcel covering approximately 2.1 acres. The site is bordered by 171s` Street SW to the south and a residential lot to the west. A ravine borders the site on the eastern and northern sides. A stream was flowing at the bottom of the ravine at the time of our field on December 18, 2002 and February 3, 2003. The site features are shown on the Site Plan in Figure 2. A residence with some outbuildings is situated in the southern portion of the site. This area is vegetated with a grass lawn and young to mature deciduous and evergreen trees. The northern portion of the site is undeveloped, and is vegetated with blackberry bushes brush, and young to mature deciduous and P � g STY � � Y g evergreen trees. The main portion of the site slopes gently down toward the south. The ravine on the eastern side of the site slopes moderately to steeply down toward the east. The steep ravine slope is covered with ferns, blackberry bushes, and young to mature deciduous and evergreen trees. Old growth stumps were observed on the slopes. We measured Cross -Sections A -A', B-B', and C-C' using a 100-foot tape measure and a hand-held clinometer. The cross -sections are presented as Figures 3, 4, and 5. The portion of the steep slope at Cross -Section A -A', which has an approximate east -west orientation, has a total relief of approximately 30 feet. This portion of the ravine slopes toward the east with inclinations as steep as 27 degrees. The portion of the steep slope at Cross -Section B-B', which has an approximate southwest -northeast orientation, has a total relief of approximately 60 feet. This portion of the ravine slopes down toward the northeast with inclinations as steep as 40 degrees. The portion of the steep slope at Cross -Section C-C', which has an approximate east -west orientation, has a total relief of approximately 25 feet, and slopes down toward the east with inclinations as steep as 38 degrees. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Talbot Park Estates ` Edmonds, Washington February 14, 2003 NGA File No. 360902 Page 3 Subsurface Conditions Geology Most of the Puget Sound region was affected by past intrusion of continental glaciation. The last period of glaciation, the Vashon Stade, ended approximately 10,000 to 11,000 years ago. Many of the geomorphic features seen today are a result of scouring and overriding by glacial ice. During the Vashon Stade, the Puget Sound region was overridden by over 3,000 feet of ice. Soil layers overridden by the ice sheet were compacted to a much greater extent than those that were not. The geologic units for this area are shown on the Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington, by James P. Minard (US Geological Survey, 1983). The site is mapped as till, which is described as an unsorted mixture of silt, sand, and gravel. Drift is a similar unit to till but has some sorting. Advance outwash and transitional bed materials are mapped a short distance from the site. Advance outwash is described as sand with varying amounts of gravel. Transitional bed material consists of bedded clay, silt, and fine sand. Our explorations encountered material consistent with the descriptions of drift and advance outwash, and we observed transitional bed material in the northeast section of the site, near the bottom of the ravine. Explorations The subsurface conditions within the site were explored on December 18, 2002 by excavating two hand auger explorations, and on February 3, 2003 by excavating nine test pits with a backhoe. The hand auger explorations extended to depths of 2.8 to 3.4 feet below the ground surface, and the test pits were excavated to depths of 4.0 to 7.0 feet below the ground surface. The approximate locations of the explorations are shown on the Site Plan in Figure 2. A representative of Nelson Geotechnical Associates, Inc., (NGA) was present during the explorations, examined the soils and geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the hand augers and test pits. The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 7. The soil logs are attached to this report and are presented as Figures 8 through 11. We present a brief summary of the subsurface conditions in the following paragraphs. For a detailed description of the subsurface conditions, the logs should be reviewed. Our two hand auger explorations were located on the slope of the ravine feature. These explorations NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Talbot Park Estates Edmonds, Washington February 14, 2003 NGA File No. 360902 Page 4 encountered 0.6 to 1.5 feet of surficial topsoil material. Underlying the topsoil, we encountered silty fine to medium sand with gravel to fine to medium sand with silt and gravel. These soils extended to the bottom of the hand auger explorations, 2.8 to 3.4 feet below the ground surface. Test Pit 6, located near the north end of the planned access road, encountered 1.5 feet of loose surficial fill material composed of silty fine sand with roots and pieces of concrete. Our other eight test pit explorations encountered a surficial layer of topsoil 1.0 to 2.8 feet thick. Test Pits 3 and 4, located in the northern portion of the site, encountered material generally consisting of sand with silt below the surficial topsoil and extending to the bottom of the explorations. We interpret this material as outwash. The remaining seven test pit explorations encountered silty sand with gravel beneath the topsoil and fill. This material extended to the depth explored in these test pits, and was interpreted as glacial drift. Fine to medium sand seams were observed within this material in Test Pits 5, 6, and 7. We observed silt and clay material in several shallow hand excavations in the northeastern portion of the site, on the slopes near the bottom of the ravine. We interpreted this silt and clay material as part of the Transitional bed unit. Hydrologic Conditions Ground water seepage was not observed in any of our subsurface explorations or on the steep slope, however, a perched ground water condition could possibly develop above the low permeability soils found underlying the site. Perched water occurs when surface water infiltrates through less dense, more permeable soils and accumulates on top of the underlying, less permeable silts or flow into the joints found in the silt. The more permeable soils, in this case, consist of topsoil and fill. The less permeable soils consist of the underlying silty sand and silt. Perched water does not represent a regional ground water table within the upper soil horizons. Perched water tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount of ground water to decrease during drier times of the year and increase during wetter periods. Also, groundwater seepage could outcrop on the face of the steep slope during the wetter periods of the year. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Talbot Park Estates Edmonds, Washington February 14, 2003 NGA File No. 360902 Page 5 SENSITIVE AREA EVALUATION Seismic Hazard The project is located within Zone 3 of the Seismic Zone Map shown as Figure 16-2 of the 1997 Uniform Building Code (UBC). This corresponds to a Seismic Zone Factor, Z,'of 0.30. We recommend that the subsurface soils be considered Soil Profile Type SD, as described in the UBC. Hazards associated with seismic activity include liquefaction and amplification of ground motion due to soft soil. The glacially compacted soils inferred to underlie this site do not have a significant potential for liquefaction or amplification of ground motion. Erosion Hazard The criteria used for evaluation of erosion hazards include soil type, slope gradient, vegetation cover and groundwater conditions. The surface soil types (group classification) are related to the underlying geologic soil units. The Soil Survey of Snohomish County Area, Washington, by the Soil Conservation Service (SCS), was reviewed to evaluate the erosion hazard of the on -site soils. The surface soils at the site were mapped by the SCS and classified as Alderwood-Urban land complex (8 to 15 percent slopes). The erosion hazard for these soils is listed as slight. The slopes on the site have inclinations steeper than 15 percent in some areas. The erosion hazard for the steeper areas of the site is considered moderate to high. Landslide Hazard/Slope Stability The steeply sloping portion of the site has inclinations as steep as 40 degrees as measured in the field. We estimate that there is a change in elevation of up to 60 feet across the steep slopes along the eastern side of the site.. The native soils that form the core of the slope are inferred to consist of competent glacially -compacted soils. We observed small scarps on the slope that appeared to be the result of shallow failures. A neighbor informed us that a failure occurred last year on a steep slope on the eastern side of the creek. We observed the scarp resulting from that failure, and some of the failed material near the bottom of the slope. This failure is interpreted to have been a shallow surface failure, and may have been the result of saturated slope conditions. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Talbot Park Estates Edmonds, Washington February 14, 2003 NGA File No. 360902 Page 6 We did not observe seepage on the steep slopes. We did observe several bowed mature deciduous and evergreen trees on the steep slopes. This is likely the result of soil creep. Based on the competent soils that are believed to form the core of the slope, the absence of indications of past deep-seated slope movement, and the absence of water seepage on the slope, we consider the slope to be stable with respect to deep-seated movements. However, we did observe indications that the slope has experienced shallow failures and gradual slope movement. We would expect that such events to continue in the future. There is a significant potential for shallow sloughing events to occur within the steeper portions of the site due to the steep inclination of the slopes. The potential for sloughing may be reduced by routing surface water away from the top of slope, maintaining vegetation on the slope, and repairing any areas disturbed during construction. Periodic monitoring of the site steep slopes is also recommended. With the recommended setback, these sloughing events should not adversely impact the planned structures. Slope Stability We analyzed global stability of the steep slope using a computer program titled XSTABL, version 5.2. XSTABL is a two-dimensional, limit -equilibrium, slope stability program. XSTABL generates random potential failure surfaces and determines their corresponding factors of safety with respect to failure. The factor of safety is defined as the ratio of the internal soil strength divided by the gravity driving forces that cause failure. By generating a large number of random surfaces, the factor of safety can be obtained as the lowest number calculated. The geometry of Cross -Section B-B' was used for the slope stability analysis. The factor of safety against slope failures affecting the ground surface 35 feet beyond the top of the steep slope was found to be above 1.5. The parameters and results for this analysis are shown in Figure 6. This analysis along with our field observations is the basis for establishing the recommended building setbacks. The shallow explorations within the upper portion of the cross-section B-B' encountered glacially consolidated sandy soil. We observed transitional bed material consisting of silt and clay in the lower section of the northern portion of the steep slope at cross-section B-B'. We did not perform laboratory shear testing of the onsite materials. We established design strengths based on visual evaluation and classification of the soils and our experience with similar conditions. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Talbot Park Estates Edmonds, Washington February 14, 2003 NGA File No. 360902 Page 7 CONCLUSIONS AND RECOMNMNDATIONS General It is our opinion that the planned development is feasible from a geotechnical standpoint. It is also our opinion that the soils that underlie the site and form the core of the site slopes should be stable with respect to deep-seated earth movements, due to their inherent strength and slope geometry. These soils should provide adequate support to standard shallow foundations. There is a potential for shallow sloughing and erosion events to occur on the steeper portions of the slope. We have provided recommendations to reduce the potential of such events and a slope setback distances to reduce the risk of adverse impacts to the residences should such events occur. This is further discussed in the Steep Slope Setback subsection of this report. The residences could be supported on conventional spread footings, provided that the foundation excavations are advanced through any surficial fill, topsoil, or loose material and extended into medium dense or better native soils. Overexcavated material should be replaced with rock spalls or structural fill. The downhill footing lines, however, should be cast on native material. Surface water runoff and water from roof downspouts and yard areas should be collected and directed into appropriate drainage systems to reduce the amount of water flowing onto the steep slopes. It will be important to maintain the vegetation on the slope to reduce the erosion potential. The occurrence of sloughing on the slope can be reduced by routing storm run-off into appropriate water lines away from the slope or piping storm water to the base of the slope. Under no circumstances should water be allowed to flow over or concentrate on the site slopes, both during construction and after construction has been completed. The soils likely to be exposed during construction are considered moisture -sensitive and will disturb and erode easily when wet. We recommend that construction take place during the drier summer months, if possible. If construction takes place during the wet season, additional expenses and delays should be expected.due to the wet conditions. Additional expenses could include the need to export on -site soil, the import of clean, granular soil for fill, and the need to place a blanket of rock spalls or crushed rock in the construction traffic areas and exposed subgrades prior to placing structural fill or structural elements. We do not recommend the use of on -site soils as structural fill in wet weather. After grading, the exposed NELSON GEOTECHNICAL .ASSOCIATES, INC. Geotechnical Engineering Evaluation Talbot Park Estates Edmonds, Washington February 14, 2003 NGA File No. 360902 Page 8 subgrade should be protected from construction traffic and surface runoff. Erosion Control Measures The erosion hazard for the on -site soils site is considered moderate to high, depending on how the site is graded and water is allowed to concentrate.. Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during construction should be protected from erosion. Measures taken may include diverting surface water away from the stripped areas and from flowing over the slope. Silt fences and/or straw bales should be erected to prevent muddy water from leaving the site or flowing over the top of the slope. Disturbed areas should be planted with vegetation at the end of construction. The vegetation should be maintained until established. The erosion potential of areas not stripped. of vegetation should be low. Steep Slope Setback Uncertainties related to building along steep slopes are typically addressed by the use of building setbacks. The purpose of a setback is to establish a buffer zone between a structure and the slope margin, so that ample room is allowed for normal slope surface regression or a minor slope failure. This setback also protects the slope from the impacts of the development. From a geological standpoint, a reasonable setback is based on the slope's physical characteristics; e.g., slope height, surface angle,, material composition, hydrology, etc. Other factors such as historical slope activity, rate of regression and earthwork activity along the toe of slope, are important considerations as well. Based on our slope evaluation and observations, we recommend a minimum horizontal setback distance of 25 feet between the top of the steep slope and the planned residences on Lots 2, 3, and 4. The slope in the northern portion of the site is higher and has a steeper inclination. In addition, we observed silt and clay material in the lower portion of the slope in this area. Silt and clay usually have lower strengths than sand and gravel. For these reasons, and also based on our numerical slope stability analysis, we recommend a minimum horizontal setback distance of 35 feet between the top of the steep slope and the planned residences on Lots 5, 6, and 7. The 35-foot setback for Lots 5, 6, and 7 could be reduced to 25 feet if the downhill foundation lines for these residences are suitably deepened. For these lots, we recommend that the downhill foundation lines NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Talbot Park Estates Edmonds, Washington February 14, 2003 NGA File No. 360902 Page 9 be advanced a minimum of 7 feet below the existing ground surface if a 25-foot setback is desired. We should be retained to evaluate the residence foundation subgrade and setback distances prior to placing foundation forms. The existing residence on this site is located within 15 feet from the top of the steep slope. We do not know the depth of this residence's foundations, and have not evaluated the suitability of the residence setback from the steep slope. Slope and Setback Protection Protection of the setback and steep slope areas should be performed as required by the City of Edmonds. Specifically, we recommend that the setback areas not be used for placement or storage of fill materials, including temporary excavation spoils from building area preparation and excavation. Also, water should not be allowed to pond in the setback area or flow onto the face of the slope. It should be understood that the closer site soil disturbance and development are to the slope, the more risk there. is of decreasing slope stability. Care should be taken to minimize disturbance to the slope and setback surficial soils and vegetative cover both during and after construction. Of great importance to the long-term stability of the slope is the control of surface and near -surface water, and erosion protection. We recommend that all drains, including roof and yard drains, be directed away from the top of slope and routed into a permanent discharge system. Surface drainage over the slope should not be permitted. Site Preparation and Grading The first step of site preparation should be to strip any topsoil and loose soils to expose medium dense or better native soils in foundation, slab, and pavement areas. The stripped material should be removed from the site or stockpiled for later use as landscaping fill. The exposed subgrade should be compacted to a non -yielding condition. If wet conditions are encountered, alternative site stripping and grading techniques might be necessary. These could include using a large excavator equipped with wide tracks and a smooth bucket to complete site grading and covering exposed subgrades with a layer of crushed rock for protection. If wet conditions are encountered, the subgrade should not be compacted as this NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Talbot Park Estates Edmonds, Washington February 14, 2003 NGA File No. 360902 Page 10 could cause subgrade disturbance. The prepared subgrades should be protected from construction traffic and surface water should be diverted around prepared subgrades. The on -site soils likely to be exposed during construction are considered highly moisture -sensitive and will disturb easily when wet. These soils become very difficult to compact when wet of optimum moisture content. This often results in extra excavation and the need for importing all-weather material for fill, which could significantly raise costs. We recommend that earthwork be conducted during the drier summer months, if possible. Temporary Excavations Temporary excavation stability is a function of many factors, such as the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or ground water. It is exceedingly difficult under these variable conditions to estimate a stable, temporary, cut -slope geometry. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations, since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and ground water conditions encountered. The following information is provided solely for the benefit of the owner and other design consultants and should not be construed to imply that Nelson Geotechnical Associates, Inc., assumes responsibility for job site safety. Job site safety is the sole responsibility of the project contractor. For planning purposes, we recommend that temporary cuts in the upper loose soils be no steeper than 2 Horizontal : 1 Vertical (211:1 V). Cuts in the underlying medium dense to dense native materials may stand at an inclination as steep as 1H:1V. If ground water seepage is encountered or construction traffic planned near the top of the cuts, flatter inclinations may be necessary. We recommend that cut slopes be protected from erosion. Measures taken may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than 4 feet if worker access is necessary. We recommend that cut slope heights and inclinations conform to WISHA/OSHA standards. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Talbot Park Estates Edmonds, Washington February 14, 2003 NGA File No. 360902 Page 11 Structural FRI General: We do not anticipate significant amounts of structural fill for the planned development. However, any fills placed beneath foundations, pavements, other settlement -sensitive structures, behind retaining walls, or on steep slopes should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be prepared as outlined in the Site Preparation and Grading subsection of this report. Level benches should be excavated into slopes with greater than 20 percent inclination that will receive fill to key the new fill into the slope. These benches typically have a nominal width of approximately 4 to 8 feet, and are separated vertically by about 1 to 4 feet. Materials: Imported structural fill should consist of a good quality, free -draining, granular soil, free of organics and other deleterious material and be well -graded to a maximum size of about 3 inches. Imported all-weather fill should contain no more than about five percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4-inch sieve). The use of the native on -site soils as structural fill would be dependent on the nature of the material encountered and moisture content control. Some drying of the soils may be necessary in order to achieve compaction. We expect that compaction of most of the native soils to structural fill specifications would be difficult, if not impossible, during wet weather. We should be retained to evaluate the suitability of using the on -site soils as structural fill at the time of construction. Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All backfilling should be accomplished in uniform lifts up to 10 inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill should be compacted to a minimum of 95 percent of the material's maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D-1557 Compaction Test procedure. The moisture content of the soils to be compacted should be within about 2 percent of optimum so that a NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Talbot Park Estates Edmonds, Washington February 14, 2003 NGA File No. 360902 Page 12 readily-compactable condition exists. It may be necessary to overexcavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Foundadons Conventional shallow spread foundations should be placed on undisturbed medium dense or better native soils or be supported on structural fill or rock spalls extending to those soils, with the exception of the downhill footing lines which should be cast on the native material. Where less -dense soils are encountered at footing bearing elevations, the subgrade should be overexcavated to expose suitable bearing soil. The overexcavation may be filled with structural fill or concrete, or the footing may be extended to the bearing native soils. If footings are supported on structural fill, the fill zone should extend outside the edges of the footing a distance equal to one-half of the depth of overexcavation below the finished subgrade. Both perimeter and interior footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and bearing capacity considerations. Minimum foundation widths of 16 and 24 inches should be used for continuous and isolated spread footings, respectively, for two-story structures and 18 and 24 inches for continuous and isolated footings, respectively, for three-story structures. Standing water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of no more than 2,000 pounds per square foot (psf) be used for designing footings founded on the native medium dense soils or structural fill extending to the silt. The foundation bearing soil should be evaluated by NGA at the time of construction. We should be consulted if higher bearing pressures are needed. Current Uniform Building Code (UBC) guidelines should be used when considering increased allowable bearing pressure for short-term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1 inch total and 1/2 inch differential between adjacent footings or across a distance of about 30 feet, based on our experience with similar residential projects. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Talbot Park Estates Edmonds, Washington February 14, 2003 NGA File No. 360902 Page 13 Lateral loads may be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only.. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot (pcf) should be used for passive resistance design for a level ground surface adjacent to the footing. This level surface should extend horizontally a distance equal to at least three times the depth of the footing. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the foundations should be poured "neat" against the native medium dense soils or compacted fill should be used as backfill against the footing. We recommend that the upper foot of soil be neglected when calculating the passive resistance. Slabs -on -Grade Slabs -on -grade should be supported on subgrade soils prepared as described in the Site Preparation and Grading subsection of this report. We recommend that all floor slabs be underlain by at least 6 inches of free -draining sand or gravel for use as a capillary break. We recommend that the capillary break be hydraulically connected to the footing drain system to allow free drainage from under the slab. A suitable vapor barrier, such as heavy plastic sheeting (6-mil minimum), should be placed over the capillary break. material. An additional 2-inch-thick sand blanket may be used to cover the vapor barrier. This sand blanket is to protect the vapor barrier membrane and to aid in curing the concrete. Site Drainage Surface Drainage: The finished ground surface should be graded such that storm water is directed to an appropriate storm water collection system. Water should not be allowed to stand in any area where footings, slabs, or pavements are to be constructed. Final site grades should allow for drainage away from the residence and the steep slope. We suggest that the finished ground be sloped at a minimum gradient of 3 percent for a distance of at least 10 feet away from the improvements. Under no circumstances should surface water be allowed to concentrate or flow over the site slopes. Subsurface Drainage: We recommend the use of footing drains around the residences and behind any subsurface walls. Footing drains should be installed at least 1 foot below planned finished floor slabs. The drains should consist of minimum 4-inch-diameter, rigid, slotted or perforated, PVC pipe surrounded NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Talbot Park Estates Edmonds, Washington February 14, 2003 NGA File No. 360902 Page 14 by free -draining material wrapped in a filter fabric. We recommend that the free -draining material consist of an 18-inch-wide zone of clean (less than 3 percent fines), granular material placed along the back of the wall. Pea gravel is an acceptable drain material or drainage composite may be used instead. The free - draining material should extend up the wall to 1 foot below the finished surface. The top foot of soil should consist of impermeable soil placed over plastic sheeting or building paper to minimize surface water or fines migration into the footing drain. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point with convenient cleanouts to prolong the useful life of the drains. Roof drains should not be connected to wall or footing drains. USE OF THIS REPORT This report is the property of Nelson Geotechnical Associates, Inc. and has been prepared for the City of Edmonds for use in the review and permitting of this project on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and also with time. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. NGA should be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. All people who own or occupy homes on hillsides should realize that landslide movements are always a possibility, although the likelihood that such an event will actually occur may be low. The hillside should remain stable during normal environmental conditions; however, inherent to steep slope areas is the risk of movement due to extreme environmental conditions such as severe earthquakes and storms. Because of the existing sloping conditions, the area should be periodically inspected by the landowner, especially after winter stones. If distress is evident, we should be retained to provide advice on remedial/ NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Talbot Park Estates Edmonds, Washington February 14, 2003 NGA File No. 360902 Page 15 preventative measures. The probability that landsliding will occur is substantially reduced by the proper maintenance of drainage measures at the site. Therefore, the homeowner should recognize the responsibility for performing such maintenance. Consequently, we recommend that a copy of our report re provided to any future homeowners of the property. Within the limitations of scope, schedule and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. It has been a pleasure to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, kEOTECHNICAL ASSOCIATES, INC. stensen, PE Project Engineer O�'Sy Qom. �o wns�ycq N w EXPIRES o3 Khaled Shawish, PE Senior Engineer Y TRC:KMS:kmn Eleven Figures NELSON GEOTECHNICAL ASSOCIATES, INC. 0 Project Site ft 1T=o s �_.. 1 s; , $ •r c�-rLiYraIDS - x . iF 3�I.f - � i i �, ^• f ill 1 � p 4 -_ V r e� a '21•r9<-^ v ♦♦ �� - '�`' �� » -.__ f�;41r T51{p'}�� 6i �i�,a�a- �:. .sue � a -n.: III - t i • r .fix.. ;1 .�. - .,. �P SY� fm�• - a' tG 9i - i 1•/ 172N0 ST SY s: w � � � SS' a � _ eep r� • 2 t 0`�1 l7m � S ►L L� � i s �r � 1� .'JI "�'"�' }. 1721b -. t 3r .t� - �� . ti Y4 Ir•�X Sf e SIP2'� .1i 4 r f�[D1L1LiC fL 7_75fH sT sY • f S CD Vft SIMI IT �= xA ...�_ a �• uu ■� ,1 . 1BlSf •LSY R 1 =4 Uft �� / C y Y y 1� � Y � y s r�, �o. 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I 7J4W origlrW An,I JGL GEOTECHNICAL ENGINEERS & GEOLOGISTS Figure 1 Vicinity Map 17711-13311, W_ •-50D Sc1 C^=r �•25 337-'669 o,.e...a.. •u 26072 W—Ad.••/C= sof 764-2756 5 usdand Y V m 0 N � � c .d &$I U< Mp p I U"I Z ;w Q . W U) c Z Cy z �a z W Z 4 o ie Z V l =LEGEND Z w W TP-1 Number and Approximate Location of Test Pit HA-1 -- Number and Approximate Location of Hand Auger cu A N Approximate Location of Cross Section W _M o- aD Property Line o te .o ----- _ Top of 40% Slope � —.O— Setback Line 0 50 100 PROJECT NUMBER --� 360902 Approximate Scale: 1 inch = 50 feet - Figure 2 O 0 O C W N � A n --t West N Cr - 220 a R D 200 T m Z c i D 180 o Z z Z A 0 -160 G A 0 �& a 140 N Z p d Scale: 1 inch = 20 feet (Horizontal and Vertical) m Elevations are Approximate - s � A -r-- —9 Goa--- 01..-- I A® East 220 200 Stream 180 160 140 Reference: Cross section based on field measurements using a hand held clinometer and 100 foot tape. L m .y A e�. Z m Z>� "Wo A a m� o s r z 0 � getm Southwest r 190 -170 -150 aK II �-110 Scale: 1 inch = 20 feet (Horizontal and Vertical) Elevations are Approximate M Northeast 190 - 170 150 -Stream 130 / 110 Reference: Cross section based on field measurements using a hand held clinometer and 100 foot tape. . F n West 0 `" g 220 m m 0. R. m 0 Cn 0 fir n y 200 y a 2 G P-1 Y• i D. 180 "I m Z> Silty Sand witt "00 Z0z A0 � y � M 160. M fn n A g n F L 140 z 0 Scale: 1 inch = 20 feet (Horizontal and Vertical) Elevations are Approximate w 0 T �.� .mot @�...... el.....�. East 220 200 Stream 180 M 160 140 Reference: Cross section based on field measurements using a hand held clinometer and 100 foot tape. 180 160 aD 140 (D 4- V) a 120 100 CROSS SECTION B--B' 10 most critical surfaces, MINIMUM BISHOP FOS = 1.505 .. — www r� 10 30 50 70 90 110 X—AXIS (feet) 130 150 170 UNIFIED SOIL CLASSIFICATION SYSTEM . GROUP MAJOR DIVISIONS GROUP NAME SYMBOL CLEAN GW WELL -GRADED, FINE TO COARSE GRAVEL GRAVEL GRAVEL GRAVEL GP POORLY -GRADED GRAVEL GRAINED MORE THAN 50 % GRAVEL GM SILTY GRAVEL OF COARSE FRACTION SOILS RETAINED ON NO.4 SIEVE WITH FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND SAND SP POORLY GRADED SAND ORE THAN 50 % MORE THAN 50 % ED ON RETAINED NO. 200 SIEVE OF COARSE FRACTION SAND SM SILTY SAND PASSES NO.4 SIEVE Sc CLAYEY SAND WITH FINES FINE- SILT AND CLAY ML SILT INORGANIC CL CLAY GRAINED LIQUID LIMIT LESS THAN 50 % ORGANIC' OL ORGANIC SILT, ORGANIC CLA SOILS SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT INORGANIC ORE THAN 50 % PASSES CH CLAY OF HIGH PLASTICITY, FLATCLAY LIQUID LIMIT NO.200 SIEVE 50 % OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: f ) Field classification is based on visual SOIL MOISTURE MODIFIERS: examination of soil in general Dry - Absence of rrloisture, dusty, dry to accordance with ASTM D 2488-93. the touch 2) Soil classification using labratory tests Moist -Damp, but no visible water. is based on ASTM D 2488-93. Wet - Visible free water or saturated, 3) Descriptions of soil density or usually soil is obtained from consistency are based on below water table interpretation of blowoount data, visual appearance of soils, and/or test data. IECT NUMBER NELSON GEOTECHNICAL No. Date Revision By CK 360902 Talbot Paris Estates NGA ASSOCIATES, INC. , 2112103 ce" no,t BAD GEOTECHNICAL ENGINEERS & GEOLOCIsTs Fissure 7 Soil Classification ,,,,,-„s„, Aa , ._suo _ ,, c12 ,,,-� LOG OF EXPLORATION DEPTH (FEET) USC SOIL DESCRIPTION HAND AUGER ONE 0.0 - 0.6 TOPSOIL 0.6-1.6 SM LIGHT BROWN SILTY FINE TO MEDIUM SAND WITH TRACE GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) (WEATHERED DRIFT) 1.6-2.8 SM RUST -BROWN MOTTLED LIGHT GRAY TO LIGHT BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) (WEATHERED DRIFT) SAMPLES WERE COLLECTED AT 1.5. 1.8. AND 2.8 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER WAS COMPLETED AT 2.8 FEET ON 12/18/02 HAND AUGER TWO 0.0 -1.5 TOPSOIL 1.5 - 2.0 SP-SM LIGHT BROWN TO BROWN FINE TO MEDIUM SAND WITH SILT AND GRAVEL (LOOSE, MOIST) (WEATHERED DRIFT) . 2.0 - 3.4 SM RUST -BROWN MOTTLED LIGHT GRAY SILTY FINE TO MEDIUM SAND WITH TRACE GRAVEL (MEDIUM DENSE, MOIST) (WEATHERED DRIFT) SAMPLES WERE COLLECTED AT 1.0. 2.0, 2.8, AND 3.4 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER WAS COMPLETED AT 3.4 FEET ON 12/18/02 JGL:MDR NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 360902 FIGURE 8 R7 DEPTH (FEET) TEST PIT ONE 0.0 -1.0 1.0 - 3.5 3.5 - 7.0 TEST PIT TWO 0.0 - 1.0 1.0 - 4.0 4.0 - 7.0 TEST PIT THREE 0.0 - 1.0 1.0 - 3.0 3.0 - 6.0 TEST PIT FOUR 0.0 - 1.0 1.0 - 3.0 3.0 - 7.0 LOG OF EXPLORATION USC SOIL DESCRIPTION TOPSOIL SM BROWN SILTY FINE SAND WITH TRACE FINE TO COARSE GRAVEL (MEDIUM DENSE, MOIST TO WET) (WEATHERED DRIFT) SM GRAY SILTY FINE SAND WITH FINE TO COARSE GRAVEL (DENSE, MOIST) (DRIFT) SAMPLES WERE COLLECTED AT 2.0, 5.0, AND 6.5 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 7.0 FEET ON 2/3/03 TOPSOIL SM BROWN SILTY FINE SAND (MEDIUM DENSE, WET) (WEATHERED DRIFT) SM GRAY SILTY FINE TO MEDIUM SAND WITH FINE TO COARSE GRAVEL (MEDIUM DENSE TO DENSE, WET) (DRIFT) SAMPLES WERE COLLECTED AT 3.0, 5.0, AND 7.0 FEET MODERATE GROUND WATER SEEPAGE WAS ENCOUNTERED AT 3.0 FEET SLIGHT TEST PIT CAVING WAS ENCOUNTERED FROM 0.0 TO 7.0 FEET TEST PIT WAS COMPLETED AT 7.0 FEET ON 213/03 TOPSOIL SP BROWN FINE TO MEDIUM SAND WITH TRACE SILT (LOOSE TO MEDIUM DENSE, MOIST) (WEATHERED OUTWASH) SP-SM GRAY FINE TO MEDIUM SAND WITH FINE TO COARSE GRAVEL AND SILT (MEDIUM DENSE TO DENSE, MOIST TO WET) (OUTWASH) SAMPLES WERE COLLECTED AT 2.5 AND 4.5 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 6.0 FEET ON 2/3/03 TOPSOIL SP BROWN FINE TO MEDIUM SAND WITH SILT (MEDIUM DENSE, MOIST) (WEATHERED OUTWASH) SP/SM RUST -BROWN MOTTLED BROWN -GRAY FINE TO MEDIUM SAND AND SILT SEAMS (DENSE, MOIST) (WEATHERED OUTWASH) SAMPLES WERE COLLECTED AT 2.0, 4.0, AND 7.0 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 7.0 FEET ON 2/3/03 JGL NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 360902 FIGURE 9 LOG OF EXPLORATION DEPTH (FEET) USC SOIL DESCRIPTION TEST PIT FIVE 0.0 - 2.8 TOPSOIL 2.8 - 4.5 SM BROWN FINE TO MEDIUM SAND WITH TRACE FINE TO COARSE GRAVEL AND SILT (MEDIUM DENSE, MOIST) (WEATHERED DRIFT) 4.5 - 7.0 SWSP GRAY SILTY FINE SAND WITH FINE TO COARSE GRAVEL AND FINE TO MEDIUM SAND SEAMS (DENSE, MOIST TO WET) (DRIFT) SAMPLES WERE COLLECTED AT 3.5, 4.5, AND 6.5 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 7.0 FEET ON 2/3/03 TEST PIT SIX 0.0-1.5 SM DARK GRAY SILTY FINE SAND WITH CONCRETE CHUNKS AND ORGANICS (LOOSE, MOIST TO WET) F( ILLI 1.5-3.0 SM BROWN SILTY FINE SAND WITH TRACE FINE TO COARSE GRAVEL (LOOSE TO MEDIUM DENSE, WET) (WEATHERED DRIFT) 3.0-7.0 SM/Sp RUST -BROWN MOTTLED GRAY SILTY FINE TO MEDIUM SAND WITH FINE TO COARSE GRAVEL AND FINE TO MEDIUM SAND SEAMS (MEDIUM DENSE TO DENSE, WET) (WEATHERED DRIFT) SAMPLES WERE COLLECTED AT 1.0, 2.0, AND 6.0 FEET MODERATE GROUND WATER SEEPAGE WAS ENCOUNTERED AT 3.0 FEET SLIGHT TEST PIT CAVING WAS ENCOUNTERED FROM 0.0 TO 7.0 FEET TEST PIT WAS COMPLETED AT 7.0 FEET ON 2/3103 TEST PIT SEVEN 0.0 -1.0 TOPSOIL 1.0 - 3.5 SM BROWN SILTY FINE SAND WITH TRACE FINE TO COARSE GRAVEL (MEDIUM DENSE, MOIST) (WEATHERED DRIFT) 3.5 -6.0 SM/SP GRAY SILTY FINE TO MEDIUM SAND WITH FINE TO COARSE GRAVEL AND FINE TO MEDIUM SAND SEAMS (DENSE TO VERY DENSE, MOIST) (DRIFT) SAMPLES WERE COLLECTED. AT 2.0, 4.0, AND 6.0 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 6.0 FEET ON 213/03 TEST PIT EIGHT 0.0 -1.0 TOPSOIL 1.0-4.0 SP-SM BROWN FINE TO MEDIUM SAND WITH SILT AND TRACE FINE TO COARSE GRAVEL (MEDIUM DENSE, MOIST TO WET) (WEATHERED DRIFT) 4.0 - 5.0 SP-SM BROWN -GRAY FINE TO MEDIUM SAND WITH SILT AND FINE TO COARSE GRAVEL (MEDIUM DENSE TO DENSE, WET) (DRIFT) SAMPLES WERE COLLECTED AT 3.0 AND 4.5 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 5.0 FEET ON 2/3103 JGL NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 360902 1 FIGURE 10 DEPTH (FEES TEST PIT NINE 0.0 -1.0 1.0 - 3.5 3.5 - 4.0 LOG OF EXPLORATION USC SOIL DESCRIPTION TOPSOIL SM BROWN SILTY FINE SAND WITH FINE TO COARSE GRAVEL (MEDIUM DENSE, MOIST) (WEATHERED DRIFT) SM GRAY SILTY FINE SAND WITH FINE TO COARSE GRAVEL (DENSE TO VERY DENSE, MOIST) (DRIFT) SAMPLES WERE COLLECTED AT 3.0 AND 4.0 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 4.0 FEET ON 213/03 JGL NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 360902 FIGURE 11 t �_1> 05 kq Consulting Robert M. Pride, Inc. Engineer December 2, 2005 Mr. Jon Kvernmo Hillcrest Construction P. O. Box 3121 Everett, WA 98213-1121 Re: Geotechnical Investigation Proposed Residence — Lot 3 17007 '77th Place West Edmonds, Washington RMP Project No. 05-352-01 Dear Mr. Kvernmo, DEC 14 L - BUILDING DEPT. I�CC E HED DEC 11 2005 EECE This report presents the results of our site exploration and geotechnical evaluation for a proposed single family residence in the Charlotte Garden development in Edmonds. The property is situated on the east side of 77th Place West and just north of an existing residence. It is understood that the two story structure will extend from the front ten foot building setback line to near the top of a steep slope located on the east side of the property. The purpose of this investigation was to establish the nature of the subsurface soil conditions that will provide support to the structure, and to provide recommendations for the design and construction of the residence. Preliminary .plans for the house show a finish floor elevation of 103 feet, and site grades that range from 107 to 102 feet. USGS mapping for this area of Edmonds was used as a reference for this investigation. Site Conditions Previous clearing and grading have been performed on this site in connection with the overall seven lot development. The access street has been paved and utilities have been installed to serve the residential lots. Observations of the ground conditions indicate that fill has been placed on this and adjacent tots to create the existing grades that slope generally toward the northeast. A steep slope descends down toward the easterly side of this lot approximately 20 feet to an existing drainage channel. The slope is heavily covered with vines and native shrubs, and there are some mature trees located on this slope that has a gradient of about . 1 1/21-1:1V. Observations of this slope showed no evidence of gross failures or instability that would affect the proposed construction. According to Minard (USGS — 1983) this area of Edmonds is underlain by glacial till Phone: 425-814-3970 13203 Holmes Point Drive NE Kirkland, WA 98034 Fax: 425-814-5672 i FIL E I �n7=u i December 2, 2005 Mr. Jon Kvernmo Page 2 (Qvt) and advanced outwash deposits (Qva). Two exploratory trenches were dug in the area of the proposed residence to confirm the presence of fill soils and to classify the underlying native soils. Both test pits encountered soft fill soils to a depth of two feet that contained organics. Below the fill were topsoil and medium dense silty sands that were categorized as weathered till. Groundwater seepage was not encountered in either exploratory test pit. Summary logs of these test pits are shown on Appendix A. Geotechnical Recommendations On the basis of our site inspection and subsurface exploration, the proposed residence may be supported on the medium dense to dense native silty sands using conventional bearing wall footings. An allowable soil bearing value of 2000;:psf may be used in the design of these footings that should have a minimum depth q 18jnches below final exterior grade.. This value may be increased by 1/3 to account for temporary seismic or wind loadings. A passive earth pressure of 200 pcf may be used to resist lateral forces. Because the house is to be constructed within five feet of the top of slope on the easterly side of the lot, it is recommended that the east foundation wall be supported on driven two inch diameter pipe piles. These piles should be Schedule, 8o,xgalvanized pipe that are driven to refusal into the native till soils. Refusal is defined as less than one inch of penetration over a period of one minute of driving with a go# pneumatic hammer. Each pile may be loaded up to 4 kips. Some,excavation will be required to establish the building pad for the residence foundations. Excavated soils should not be used for structural fill under the residence, but may be placed in landscape areas or hauled offsite. Normal erosion control procedures should be in place for construction of this residence in the coming winter months. Site drainage improvements will include the installation of footing subdrains, area drains and roof down drains. Discharge of these drains should be into the existing storm water system installed as part of the street improvements. Summary Construction monitoring and consultation services should also be provided to verify that subsurface conditions are similar to those described in this report. Should conditions be revealed during construction that varyfrom the anticipated`subsurface profile, we will evaluate those conditions and provide alternative recommendations where appropriate. The conclusions and recommendations presented in this report are based on i) our interpretation and evaluation of soil conditions on this site, 2) confirmation of the actual 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 J December 2, 2005 Mr. Jon Kvernmo Page 3 subsurface conditions encountered during construction, and 3) the assumption that sufficient observation and testing will be performed during the appropriate phases of the work. Our findings and recommendations in this report were prepared in accordance with generally accepted principles of geotechnical engineering as practiced in the Puget Sound area at the time our work was performed. We make no warranty, either express or implied. Please call me if there are any questions or you wish to discuss this report in greater detail. spectfully, Robert M. Pride, . E. Principal Geotechnical En! dist: (2) _Addressee rmp: HillcrestW3 maims 2--IA o- 0 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 APPENDIX A Summary Logs of Test Pits r Test Pit No. 1 — SE corner Lot 3 0.0 — 2.Oft FILL: Silty sand; gray brown, soft, very moist; 2.0 — 3.5 ft I NATIVE SOIL: Silty sand and sandy silt; brown, moist, medium dense; no groundwater; weathered till; Test Pit No. 2 — North side of Lot 3 0.0 — 2.Oft FILL: Silty sand and sandy silt; gray brown, soft, very moist; with organics; 2.0 — 4.Oft NATIVE SOIL: Silty sand; brown, moist, medium dense to dense; no groundwater; weathered till; 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 Dee 28 05 05:18p ROBERT M PRIDE INC Robert M. Pride, Inc. December 28, 2005 Mr. Jon Xvernmc) Hillcrnst Construction P. 0. Box 3121 Everett, WA 982.13-1121 Re: GeotechmicalInvestigation Proposed Residences -- Lots 3 - 6 77rh Place West, Edmonds, Washington RMP Project No. 05-352-01 Dear Mr. Kvcrnmo, 425 814 5672 p.1 Consulting Engineer At your request 1 have reviewed the plans for the proposed single family residences to be cAmstructed on 3 through 6 in the Charlotte Gardens plat un 77i1' Place West in Edmonds. These residences have been, sited within the building setback limits as shown on the drawings by Home Design. Based on my site inspections and geote6nical evaluation as discussed in my December 2„ d and 151h reports, these structures can be constructed at their proposed locations without any impact on the adjacent steep slope areas. Minimum slope setback distances from the face of the slope to the exterior foundation walls is at least 1J feet on Lot 3, 30 feet on Lot 4, 35 feet on Lot 5 and 35 feet on Lox 6. in my opinion these setback distances are sarisfacw y for the site and subsurface conditions on these properties, and they will sa isfy the requirements of ECDC #23.190 and 23.40. Please call me if there, are any questions regarding this submittal. Respectfully, Robert M. Pride, 1. Principal Geotechnical dist: (2) Addressee rinp: Hill{:IVILP102 M. 'i � r{ = �-' JAN 19 2006 R! I i?Y (J �E.DMONDB'f S 13203 Holmes Point IJrive NE Kirkland, WA 98034 �- Phone: 425-8-14-3970 Fax: 425-614-5672 Dec 28 05 05:1.8P ROBERT M PRIDE I1YG 425 81.4 5G72 P.1 Robert M. Pride, Inc. December 28, 2005 Mr. ,Ion j<vc m ino Hillcr(---it Construction P. 0. Box 312 Everett, WA 982.13-1121 Re: Geotechnical11)veSti,92ti(M Proposed Residences -- Lots 3 - 6 77rh Place Writ E-dM(.)nds, Wasliingtotl RMP Project No. 05-3,52-01 Dear Mr. Kvernmo, consulting Engineer At your request 1 have reviewed the plans f(ar the propos Dingle family residences to he constructed on i�)ts 3 through 6 in the Charlotte Gardens plat oil -7711, Place. West in Edmonds. These, rec>idences have been sited within the building setback limits as shown on the drmings by Home Design. Based on my site in.spuct:ions and geotecbnical evaluation .as discussed in my December 2„ d and i.5rh reports, these structures can he eonstmeted A their proposed lomiticros without any impact on the adjacent :steep slope areas. Minimum slope setback distances from the face of the slope to the exterior foundation walls is -'9t ]cast 1, feet of, Lot 3, 30 feet on LOt 4,35 feet on Lot 5 and 35 feet on Lot 6. In my opinion tbese setback distances are satisfactory for the site and subsurface conditions on these properties, and they will satisfy the requirements of ECDC #23.8ci and 23.40. Please call me if there, are ;arty questions regarding this stibmittal. Respectfully, Robert M. PrP. Pride, ! . E. Principal Geotec> nical disc; (., ) Addressee rmp: Hillertstpint2 rws/ racks' l.1tti'I �. ;. 132D3 Holmes Point Phone: 425-814-3870 Drive NE Kirkland, WA 9$Q34 Fax: 426-814..5672 Consulting Robert M. Pride, Inc. Engineer December 2, 2005 Mr. Jon Kvernmo Hillcrest Construction P. O. Box 3121 Everett, WA 98213-1121 Re: Geotechnical Investigation Proposed Residence — Lot 3 17007 7�th Place West Edmonds, Washington RMP Project No. 05-352-01 Dear Mr. Kvernmo, This report presents the results of our site exploration and geotechnical evaluation for a proposed single family residence in the Charlotte Garden development in Edmonds. The property is situated on the east side of 77th Place West and just north of an existing residence. It is understood that the two story structure will extend from the front ten foot building setback line to near the top of a steep slope located on the east side of the property. The purpose of this investigation was to establish the nature of the subsurface soil conditions that will provide support to the structure, and to provide recommendations for the design and construction of the residence. Preliminary plans for the house show a finish floor elevation of 103 feet, and site grades that range from 107 to 102 feet. USGS mapping for this area of Edmonds was used as a reference for this investigation. Site Conditions Previous clearing and grading have been performed on this site in connection with the overall seven lot development. The access street has been paved and utilities have been installed to serve the residential lots. Observations of the ground conditions indicate that fill has been placed on this and adjacent lots to create the existing grades that slope generally toward the northeast. A steep slope descends down toward the easterly side of this lot approximately 20 feet to an existing drainage channel. The slope is heavily covered with vines and native shrubs, and there are some mature trees located on this slope that has a gradient of about 11/2 H:1V. Observations of this slope showed no evidence of gross failures or instability that would affect the proposed construction. According to Minard (USGS —1983) this area of Edmonds is underlain by glacial till 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 December 2, 2005 Mr. Jon Kvernmo Page 2 (Qvt) and advanced outwash deposits (Qva). Two exploratory trenches were dug in the area of the proposed residence to confirm the presence of fill soils and to classify the underlying native soils. Both test pits encountered soft fill soils to a depth of two feet that contained organics. Below the fill were topsoil and medium dense silty sands that were categorized as weathered till. Groundwater seepage was not encountered in either exploratory test pit. Summary logs of these test pits are shown on Appendix A. Geotechnical Recommendations On the basis of our site inspection and subsurface exploration, the proposed residence may be supported on the medium dense to dense native silty sands using conventional bearing wall footings. An allowable soil bearing value of 2000 psf may be used in the design of these footings that should have a minimum depth of 18 inches below final exterior grade. This value may be increased by 1/3 to account for temporary seismic or wind -loadings. A passive earth pressure of 200 pcf may be used to resist lateral forces. Because the house is to be constructed within five feet of the top of slope on the easterly side of the lot, it is recommended that the east foundation wall be supported on driven two inch diameter pipe piles. These piles should be Schedule 8o galvanized pipe that are driven to refusal into the native till soils. Refusal is defined as less than one inch of penetration over a period of one minute of driving with a go# pneumatic hammer. Each pile may be loaded up to 4 kips. Some excavation will be required to establish the building pad for the residence foundations. Excavated soils should not be used for structural fill under the residence, but may be placed in landscape areas or hauled offsite. Normal erosion control procedures should be in place for construction of this residence in the coming winter months. Site drainage improvements will include the installation of footing subdrains, area drains and roof down drains. Discharge of these drains should be into the existing storm water system installed as part of the street improvements. Summary Construction monitoring and consultation services should also be provided to verify that subsurface conditions are similar to those described in this report. Should conditions be revealed during construction that vary from the anticipated subsurface profile, we will evaluate those conditions and provide alternative recommendations where appropriate. The conclusions and recommendations presented in this report are based on 1) our interpretation and evaluation of soil conditions on this site, 2) confirmation of the actual 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 December 2, 2005 Mr. Jon Kvernmo Page 3 subsurface conditions encountered during construction, and 3) the assumption that sufficient observation and testing will be performed during the appropriate phases of the work. Our findings and recommendations in this report were prepared in accordance with generally accepted principles of geotechnical engineering as practiced in the Puget Sound area at the time our work was performed. We make no warranty, either express or implied. Please call me if there are any questions or you wish to discuss this report in greater detail. spectfully, ivy. � Robert M. Pride, P. E. �M Principal Geotechnical Engii; e; dist: (2) Addressee rmp: HillcrestLot3 t:wzS 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 APPENDIX A Summary Logs of Test Pits Test Pit No. 1 — SE corner Lot 3 0.0 — 2.Oft FILL: Silty sand; gray brown, soft, very moist; 2.0 — 3.5 ft NATIVE SOIL: Silty sand and sandy silt; brown, moist, medium dense; no groundwater; weathered till; Test Pit No. 2 — North side of Lot 3 0.0 — 2.Oft FILL: Silty sand and sandy'silt; gray brown, soft, very moist; with organics; 2.0 — 4.Oft NATIVE SOIL: Silty sand; brown, moist, medium dense to dense; no groundwater; weathered till; 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 Consulting Robert M. Pride, Inc. Engineer December 2, 2005 RC- CMVED Mr. Jon Kvernmo DEC 14 210A5 Hillcrest Construction P. O. Box 3121 BUILDING DEPT. Everett, WA 98213-1121 Re: Geotechnical Investigation Proposed Residence — Lot 3 17007 77th Place West Edmonds, Washington RMP Project No. 05-352-01 Dear Mr. Kvernmo, This report presents the results of our site exploration and geotechnical evaluation for a proposed single family residence in the Charlotte Garden development in Edmonds. The property is situated on the east side of 77th Place West and just north of an existing residence. It is understood that the two story structure will extend from the front ten foot building setback line to near the top of a steep slope located on the east side of the property. The purpose of this investigation was to establish the nature of the subsurface soil conditions that will provide support to the structure, and to provide recommendations for the design and construction of the residence. Preliminary plans for the house show a finish floor elevation of 103 feet, and site grades that range from 107 to 102 feet. USGS mapping for this area of Edmonds was used as a reference for this investigation. Site Conditions Previous clearing and grading have been performed on this site in connection with the overall seven lot development. The access street has been paved and utilities have been installed to serve the residential lots. Observations of the ground conditions indicate that fill has been placed on this and adjacent lots to create the existing grades that slope generally toward the northeast. A steep slope descends down toward the easterly side of this lot approximately 20 feet to an existing drainage channel. The slope is heavily covered with vines and native shrubs, and there are some mature trees located on this slope that has a gradient of about 11/2 H:1V. Observations of this slope showed no evidence of gross failures or instability that would affect the proposed construction. According to Minard (USGS — 1983) this area of Edmonds is underlain by glacial till 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 STREET FILE December 2, 2005 Mr. Jon Kvernmo Page 2 (Qvt) and advanced outwash deposits (Qva).. Two exploratory trenches were dug in the area of the proposed residence to confirm the presence of fill soils and to classify the underlying native soils. Both test pits encountered soft fill soils to a depth of two feet that contained organics. Below the fill were topsoil and medium dense silty sands that were categorized as weathered till. Groundwater seepage was not encountered in either exploratory test pit. Summary logs of these test pits are shown on Appendix A. Geotechnical Recommendations On the basis of our site inspection and subsurface exploration, the proposed residence may be supported on the medium dense to dense native silty sands using conventional bearing wall footings. An allowable soil bearing value of 2000 psf may be used in the design of these footings that should have a minimum depth of 18 inches below final exterior grade.. This value may be increased by 1/3 to account for temporary seismic or wind loadings. A passive earth pressure of 200 pcf may be used to resist lateral forces. Because the house is to be constructed within five feet of the top of slope on the easterly side of the lot, it is recommended that the east foundation wall be supported on driven two inch diameter pipe piles. These piles should be Schedule 8o galvanized pipe that are driven to refusal into the native till -soils. Refusal is defined as less than one inch of penetration over a period of one minute of driving with a go# pneumatic hammer. Each pile may be loaded up to 4 kips. Some excavation will be required to establish the building pad for the residence foundations. Excavated soils should not be used for structural fill under the residence, but may be placed in landscape areas or hauled offsite. Normal erosion control procedures should be in place for construction of this residence in the coming winter months. Site drainage improvements will include the installation of footing subdrains, area drains and roof down drains. Discharge of these drains should be into the existing storm water system installed as part of the street improvements. Summary Construction monitoring and consultation services should also be provided to verify that subsurface conditions are similar to those described in this report. Should conditions be revealed during construction that vary from the anticipated subsurface profile, we will evaluate those conditions and provide alternative recommendations where appropriate. The conclusions and recommendations presented in this report are based on 1) our interpretation and evaluation of soil conditions on this site, 2) confirmation of the actual 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 December 2, 2005 Mr. Jon Kvernmo Page 3 subsurface conditions encountered during construction, and 3) the assumption that sufficient observation and testing will be performed during the appropriate phases of the work. Our findings and recommendations in this report were prepared in accordance with generally accepted principles of geotechnical engineering as practiced in the Puget Sound area at the time. our work was performed. We make no warranty, either express or implied. Please call me if there are any questions or you wish to discuss this report in greater detail. spectfully, �.� NI 4; ©� iNASjr� Robert M. Pride . E. '.: r:. Principal Geotechnical Enginee dist: (2) Addressee rmp: HillcrestLot3 mow« s —`YO <- 0 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 APPENDIX A Summary Logs of Test Pits Test Pit No. 1 — SE corner Lot 3 0.0 — 2.Oft FILL: Silty sand; gray brown, soft, very moist; 2.0 — 3.5 ft NATIVE SOIL: Silty sand and sandy silt; brown, moist, medium dense; no groundwater; weathered till; Test Pit No. 2 — North side of Lot 3 0.0 — 2.Oft FILL: Silty sand and sandy silt; gray brown, soft, very moist; with organics; 2.0 — 4.Oft NATIVE SOIL: Silty sand; brown, moist, medium dense to dense; no groundwater; weathered till; 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 . • Critical Areas Checklist CAFile No: Site Information (soils/topography/hydrology/vegetation) Site Address/Location: 1,5 2. Property Tax Account Number: - 7 3. Approximate Site Size (acres or square feet): r 4. Is this site currently developed? yes; no. If yes; how is site developed? i7 e, l ' 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). 6. n 8. 9. 10. 11. 1. 2. 3. 4. 5. Hilly: Steep: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): ,� � / e Al S o Site contains areas of year-round standing water: Site contains areas of seasonal standing water: _ What season(s) of the year? Site is in the floodway �C floodplain -__; Approx. Depth: ; Approx. Depth: of a water course. Site co tains a creek or an area where water flows across the grounds surface? Flows are year-round? Flows are seasonal? �at time of year? ). Site is primarily: forested ; meadow , shrubs : mixed urban landscaped (lawn,shrubs etc) Obvioijis wetland is present on site: For. City. Staff Use Only Plan Check Number, if applicable? Site is.Zoned,?,— SCS mapped soil tyPe(s)? J�ILV40c:o c �Q.r �:l ��►n c�i, r ,c 1 Critical Critical Areas inventory or C.A. map indicates Critical.Area on site? �.�= Site within designated earth subsidence landslide hazy area? ' Offl MMINATION REQUIRED WAIVER Qp- az-Date;[ (2) Critical Areas Checklist.docl3.19.2001 ° °'° CitfoAdmonds a V Development Services Department Planning Division Phone: 425.771.0220 1g90 Fax: 425.771.0221 The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of the application to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical areas inventories, maps, or soil surveys). RECEIVED Date ReceivW APR 2 5 2001 1 City Receipt #: Critical Areas File #: PERMIT COUNTER Critical Areas Checklist Fee: $45.00 Date Mailed to Applicant: A property owner, or his/her authorized representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map, along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g. site plan, topography map, etc.) of studies in conjunction with this Checklist to assistant staff in completing their preliminary assessment of the site. The undersigned applicant,. and his/her/its heirs, and assigns, in consideration on the processing of the application agre to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonal: attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate incomplete information furnished by the applicant, his/her/its agents or employees. By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of n knowledge and that I am authorized to file this applicationj.,on the behalf of the owner as listed below. SIGNATURE OF APPLICANT/AGENT DATE .2 _ V Property Owner's Authorization By my signature, I certify that I have authorized the above Applicant/Agent to apply for the subject land use application, and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the purposes of inspection and posting attendant to this application. SIGNATURE OF OWNER DATE Owner/Applicant: ,� "s Name za �Sa Street Address S C' y State Zip Telephone: Y2L_ 776 Email address (optional): Applicant Representative: Name Street Address City State Zip Telephone: Email Address (optional): Critical Areas Checklist.doc/3.19.2001 City of Edmonds Critical Areas Determination Applicant: Sue Thomas Determination #: CA-01-59 . Project Name: Permit Number: Site Location: 7707 1715` SW Property Tax Acct #: 0727 041 004 00 Project Description: Non -Project Specific Determination: Study Required: During review and inspection of the subject site, it was found that the site appears to contain critical areas, including a Steep Slope Hazard Area and a Stream pursuant to Chapter 20.1513 of the Edmonds Community Development Code (ECDC). Based on these findings, prior to submission of any development permit, you will be required satisfy the requirements of ECDC 20.1513 by completing a Critical Areas Study consisting of the following: Steep Slope Hazard Area Delineation Requirements: To determine if a Steep Slope Hazard Area does exist, a topographic survey prepared by a Licensed Land Surveyor delineating Steep Slope Hazard Areas must be completed. Any slope of 40% or more with at least 20 feet of rise will be classified as a Steep Slope Hazard Area. A 50- foot buffer is required from both the top and toe of the slope. A 15-foot building setback is required from the 50-foot buffer. For development of any kind which is proposed within the critical area, 50-foot buffer or 15-foot buffer setback, it must be shown that the development will not adversely impact the Critical Area or its buffer, by doing one or possibly both of the following depending on the outcome of the study: For development proposals which will occur within the 50-foot buffer, but no closer than 10 feet from the top or toe of the slope, the 50-foot buffer requirement may be reduced to 10 feet if a study is completed by a licensed geologist or geotechnical engineer which clearly demonstrates that the proposed buffer alteration will have no adverse impact upon the site, the public or any private party. 2. If development must occur within the critical area, buffer, and/or buffer setback, and is not identified as exempt per ECDC Chapter 20.15B, a Reasonable Use Exception and Variance must be obtained pursuant to ECDC 20.15B.I 70A and 20.15B.040C. ;, : . .. I � 9 : 0 0 0 Stream Based on the above findings, a Critical Areas Study is required to determine the hydrology of the area and to delineate the approximate boundaries of the stream and identify its buffers. The required qualified critical areas consultant needed to perform the study shall be a specialist in botany, fisheries, wetland biology, and/or hydrology with a minimum of two years' field experience with wetlands and/or streams in the Pacific Northwest. This critical areas study shall be perfonned as a three party agreement with the city selecting the consultant and the property owner or applicant paying the fees. The qualified critical areas consultant shall perform the following: 1. Classification of the stream pursuant to the criteria established in ECDC Section 20.15B.060(A)(4) and (5). 2. Delineate the edge of the stream on the site. 3. State any mitigating measures appropriate to preserving and protecting the stream. The qualified critical areas consultant shall enter into a three party contract with the applicant and the City of Edmonds as required in ECDC 20.15B.I40(D), where the applicant pays for the study. The applicant may suggest qualified professionals for the City's approval. After the qualified critical areas consultant has delineated the stream boundary, a surveyor licensed by the State of Washington must perform the following: 1. Delineate the required buffer (see ECDC 20.15B.120.(A) and 20.15B.130.(C)). 2. Delineate the required building setback from the buffer (required setback is 15 feet). 3. Create a map showing the buffer and the building setback. If the results of the Critical Areas Study determine that the lot may not be developed, the applicant may apply for a Reasonable Use Exception and Variance pursuant to ECDC 20.15B. I 70(A) and 20.15B.040(C)). If the property owner wishes to apply for a specific development permit which they feel would not impact the Critical Areas located on the site, they may submit their proposal to the Planning Department for review. If the Planning Department finds that the proposed development permit will not adversely impact a Critical Areas or its buffers, a conditional waiver may be issued on a project by project basis. Please call me at (425) 771-0220 if you have any questions. Name Signature Date Cited sections of the Edmonds Community Development Code (ECDC) can be found on the City of Edmonds website at www.ci.edmonds.wa.us. 2 SITE PLAN, LOT # RM - Owner: Hillcrest Construction Co., Inc. jA.P4 4003 Nassau Place B Everett, WA 98201 Tax Parcel Number: Site Address: Lot Coverage Impervious area House SF: .,� :=r '43; S.F. House SF: 1432 Lot SF: �.'. _.^: S.F. , Overhangs 212 35% Allowed: «1! 5 S.F. Drive/Walk 520 Under/Over-161.55 S.F. Total - .. Bench Mark- Top of sewer manhole Cod SW corner of project = 191 26' Height Calcs pet d-e51v>I' a n � JB .= viral �v�ac t>�-} c ISM". 5— i D ?N x f Total -748-� -j 1{ 2� �i Average 9 j 25' Allowed 25 C Y U ~1 ' Max.Ht.Allowed —z �-i 3--^2-1 2 . 0% Uj� a 1�8 j Main Floor Elev " Bldg. Height- d / (� Actual Height 212.00 iu 4n o coo Footing Elev. = o#8 Cut Area ((A+B)/2)-Footing Elev. 0.25 ((B+D)/2)-Footing Elev. 2.625 ((D+C)/2)-Footing Elev. 6.125 ((C+A)/2)-Footing Elev. 3.75 Average Cut = 3.1875 Volume 4462.5 Cubic Yds.= Downspouts will be connected to storm stub. Footing drains will also be con- nected to storm stub if grade allows, and connection will be no less than .75' bel w invert of footing drain line. If g ade precludes such connection, the a sump will be provided. -J- p v ;v I90 0 RIGHT -OF - AND INhPFr%T1A UMR/CONTRACTOR IS RESPONSIBLE FOR ALL EXPOSED SURFACES TO EROSION CONTROL AND DRAINAGE BE G HIN 2 DAYS PP42 r1tic" AND AIfl ADDRESS SIGN �5 . »e O Cornet — Flamm ba �� S Re wired Actual FroSides N 5 5 5 Rear � Z�1 � y� r Other htaght _ 2! O L, r78.0�U 111 xn t'1 A r�+-• 174 ABLE" TIGHTLINE WArERIAL- REVISION w JUN 1 20 BUILDING DEPAff oI V CITY OF EDW 2 WATER & SEWI INSPECTIONS RE u N90 11. L 425.771-0220 .1326 REQUIRED 1.90 :fgt 1{d tt_1t7-la0 = tY`fs 16 At---NsoQ K Flr: 187.0. 1 S Sc �IV., l � 2 p10 Pl 1 Pump size ca Units Quan Totals Bathtubs 4 1 4 Comb. Tub/SI 4 1 4 Clothes WasF 1 1 1 Dishwasher 1.5 1 1.5 Lavatory 1 4 4 Kitchen sink 1.5 1 1.5 Laundry sink 1.5 1 1.5 Shower 2 1 2 Water closet 1 2.5 3 7.5 Demand -GPM from Chart 40 rK else ff 1'2i !i .fl �t d7 ' 1h -Fc'hadlrSTREET FiLLE2006 BUILDING DEPARTuNT sri v ss -nKAnf- ft SCALE 1INCH = 20 FT AT: Cityof�dy►tm� Ce.iftft.a.. of Occupancy �,,� F 77Th Pl W Occupancy established by this No. Stories: 2 DEPARTMENT OF BUILDINGS PER INTERNATIONAL RESIDENTIAL CODE SECTION R110 - { _,Building Permit M 2006-0331 :ate: 4' R3 Dwelling Unitsi, 1 Basement: NIA'�`n` Type of Construction: VB Owner of building: The Single Family Residence at 17007 771nPI"V 2003 edition of the International Residential Code as the proposed occupancy is classified. By: Eed and approved complying with the requirements of the and division of occupancy and the use for which Issued this 11th day of December, 2006 Chief Building Official Any change of occupancy or use requires a building permit and a new Certificate of Occupancy issued by the City of Edmonds Building Official. %.Or &_ . L. V 1 Tf Owner: Hillcrest Construction Co., Inc. 4003 Nassau Place Everett, WA 98201 Tax Parcel Number: Site Address: Lot Coverage Impervious area House SF; S.F• House SF: 1432 Lot SF: 't , S.F. Overhangs 212 35% Allowed: `' S.F. Drive/Walk 520 Under/Over-161.55 S.F. Total — 216 Bench Mark- Top of sewer manhole a- SW corner of project = 191 26' Height Calcs A a �fl C ,5 PW al k•WA "�' o D r �' Total —746- Average � � f 2- U SS Fn 25' Allowed 25 �Jat4 Max.Ht.Allowed -212-19 Main Floor Elev. =m = l .Bldg. Height " Y Actual Height 212.00 r -' Footing Elev. _ `K 21 1 Cut Area ((A+B)/2)-Footing Elev. 0.25 ((B+D)/2)-Footing Elev, 2.625 ((D+C)/2)-Footing Elev. 6.125 ((C+A)/2)-Footing Elev. 3.75 Average Cut = 3.1875 Volume 4462.5 Cubic Yds. Downspouts will be connected to storm stub. Footing drains will also be con- nected to storm stub if grade allows, and.connection will be no less than .75' below invert of footing drain line. If grade precludes such connection, then a sump will be provided. t r511r1-'@CU SURFACES TO EROSION CONTROL AND DRAINAGE ff COMED WITHIN '0 nAvt, PP-D r it-1E AND A'ID ADDRESS SIGI I hEQ It�t "ane ZOD`� • 1 p ` _ Corner - Flag-7—.- Setback Re it d Actual Front W _ I QL Sides Rear Other Nei t 215' F. 78. C12w I Fir: 18 (. O\u fv q- r (. 8 ' Ere U�o 176 0 LU t 17t ME I NF 6 J :� 0- LU 2 Cd WATER & SEW R RIGHT -OF ~ 0.1 ' K. INSPECTIONS RE 'D I-7 9 GALL 425.771.0220 .132` A. DI 'Sf ECTION REQUIRED Nso° Igo fit lid tf`! lizl�p SEWAGE PUMP CALCS. Pam' A�, )Kn Ct5 in aL Pump size ca units Quan Totals _ _ APPROVED BY PLAN ING Bathtubs 4 1 4 ' � I �.I �. O Comb. Tub/SI 4 1 4 t Clothes Wash 1 1 1 ETFILDishwasher 1.5 1 1.5 STRE Lavatory 1 4 4 Kitchen sink 1.5 1 1.5u�. �,�tnna� h <3� ;Y1 yz�-tog c�- . N Q. Laundry sink 125 1 125 A �t a ot S "AAA a 41 -fi�o�/'h +D � D>F FOR INSPECTION Water closet 1 2.5 3 JCJ) Wu 1 + 0Yl 51 h A l RYA d.� - 6A DRNEwAY BLOM SCALE 1INCH = 20 FT Demand -GPM from Chart n us Fj�-'Ac FLAN, LOT # 3 P s Owner: Hillcrest Construction Co., Inc. 4003 Nassau Place Everett, WA 98201 Tax Parcel Number: Site Address: 1.7007 7:tti�PMd Lot Coverage Impervious area House SF: 'w' " ,432 S.F. House SF: 1432 Lot SF: 4563 S.F. Overhangs 212 35% Allowed: 593{55S.F. Drive/Walk 520 Under/Over-161.55 S.F. Total 2164 Bench Mark- Top of sewer manhole (8 SW corner of proiect = 191 26' Height Calcs A 1$4. 75t l W a 1 kan/a� M C ..1,90"75` c i Total 48-7&• g S� dIt F � Average 4.87-19_� V S . 25' Allowed 25 -21719 21Z 0�6 Max.Ht.Allowed �- z,-�,� Main Floor Elev. ; Bldg. Height :'j,25.3 - Actual Height 212.00 ^ co i Footing Elev. = s184 :: Cut Area ((A+B)/2)-Footing Elev. 0.25 ((B+D)/2)-Footing Elev. 2.625 ((D+C)/2)-Footing Elev. 6.125 ((C+A)/2)-Footing Elev. 3.75 Average Cut = 3.1875 Volume 4462.5 Cubic Yds.r 165.29— .:Downspouts will be connected to storm stub. Footing drains will also be con- nected to storm stub if grade allows, and connection will be no less than .75' below invert of footing drain line. If grade precludes such connection, then a sump will be provided. 4L btsb�l:eN cs.'%4- RIGHT•OFj AND OWN*R/CONTRACTOR IS RESPONSIBLE FOR qAFLL P®SED SURFACES TO EROSION CONTROL AND DRAINAGE CG COVRAlf-f) wrruur - ., - PP-P r IL AND AID ADDRESS SiG14 RE A' d 20 a Zo%ne iJ Corner — nag=_ Setbacks ired Actual Front VN ____IQ 1_' j Sides N I5_ 5 cS ` l Rear Other Heip tht -11 '` 94t..6 78. LIZ t E0 i'iR i 111111111111111,E _;° `&JR II SDRZfi 5 IA1112 ,01° H�cok ,r,zs:4,__j 44k ' ----- -ivaU- 1:90 :f SPECTION REQUIRED TV- ttd ttw ItzldO SEWAGE PUMP CALCS. �'�� Pump size ca Units Bathtubs 4 Quan Totals 1 4 AA a y VI0-tcd., APPROVED BY PLANNIN Comb. Tub/SI 4 Clothes Wast 1 1 4 1 1 I 11 (9 Dishwasher 1.5 Lavatory 1 1 1.5 4 4 1 a L 3 r iMNr2+ Vt4M141VI Kitchen sink 1.5 1 1.5 arc A .a 0 WW*Y0jLaund' Shower sink 125 1 1.5 of W4 11 Natercloset ( 2.5 2 3 7.5 or1 I At 9YAG�-' � Cr-' 6 # ®- u �j � N f ATER & SEW RPECTIONS RE 'I ! 9 CALL 425-771-0220 RECEIVE NOV 0 3 2006 DEVELOPMENT SERVICES CITY OF EDMONDS Q- R INSPECTION 2 UM UMr-TVAT M SCALE 11NCH = 20 FT PM from Chart 40 Al I_f% mn 4A 1326 7L w lCF 4 -5 Re -I uv 1 m (,, WA-LL,_ STREET FILE Robert M. Pride, LLC October 31, 2006 Mr. Jon Kvernmo Hillcrest Construction P. O. Box 3121 Everett, WA 98213-1121 Re: Report on Wall Inspection Single Family Residence ro 17007 T7th Place West — Lot 3 Edmonds, Washington RMP Project No. 05-125-01 Dear Mr. Kvernmo, MICROFILM Consulting Engineer At your request and as requested by the City of Edmonds, this letter summarizes my field inspection of the block retaining wall located on Lot #3 at 17007 77th Place West. It is understood that a separate permit will be required to cover this wall construction due to its location within the Edmonds Critical Area. A site inspection was performed to document existing wall conditions, and to confirm the adequacy of foundation conditions for support of this interlocking block retaining wall. The block wall was constructed along the north side of the residence adjacent to the north property line. Maximum height of this wall is four feet, except where the east and west ends of the wall drop to about one foot in height. A plan will be submitted showing the wall location with top and toe elevations. Based on my previous site inspections during excavation for the building pad, this portion of the wall was placed on competent native soils. Each layer of interlocking block is offset one inch with a total of about 6 to 7 inches of back slope into the final compacted backfill. Drain gravel was placed behind the base of this wall. Based on my recent site inspection this wall is approved as constructed. Stability calculations for this four foot high wall show that it has a factor of safety of 1.3 against overturning. Please call me if there are any questions. - R pectfully (V. `II Robert M. Pride, P. E. Principal Geotechnical Engine 16211 dist: (2) addressee o �crsrL° rmp: Hillcresffal1#3 13203 H Phone: 425-814-3970 WA 98034 REC�1 VE'D NOW 0 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS Fax: 425-814-5672 ELAN, LOT # IN Owner: Hillcrest Construction Co., Inc 4003 Nassau Place Everett, WA 98201 Tax Parcel Number: Site Address: VVHUftU AS NOTED BY ENGINEERING r ALL 00SED SURFACES TO ., , v' ,•• ��v�v�ioLC rti�r� @1 COVEF��d �l17Nw o nevi. EROSION CONTROL AND DRAINAGE PP-.p FerIE AND AID ADDRESS SiGiv F1r Date: �/-.(-Zone 20014 - I p Corner - >~I.... Q Setbacks Rc uir d Actual tuull Front V�/ _ I �! I Q ` Sides Lot Coverage Impervious area Rear E_ House SF:: , �: 4 S.F. House SF: 1432 Other 0 Lot SF; 58 S.F. Overhangs 212 Hei t 25' 35 /o Allowed. �,` , 9 55 S.F. Drive/Walk 520 Under/Over-161.55 S.F. Total 2164 Bench Mark- Top of sewer manhole Ccr) SW corner of project = 191 26' Height Calcs 1 A: ,a1$475 i C '. .< 5 Al a� o D.: •" cn Total�— g 12-� ps Average 1 Q� 25' Allowed 25 �Jall� Max.Ht.Allowed -21 2.1$ Main Floor Elev. Bldg.9 Z.�. Actual Height 212.00 ^ co Footing Elev. _�4€", Cut Area ((A+B)/2)-Footing Elev. 0.25 ((B+D)/2)-Footing Elev. 2.625 ((D+C)/2)-Footing Elev. 6.125 ((C+A)/2)-Footing Elev. 3.75 Average Cut = 3.1875 Volume 4462.5 Cubic Yds. 8 Downspouts will be connected to storm stub. Footing drains will also be con- nected to storm stub if grade allows, and connection will be no less than .75' below invert of footing drain line. If grade precludes such connection, then a sump will be provided. F".� � I 78. CtR Ft� 187.0. f �ie�'( � , �n U 1111111111111111" • A ND'IPSPECTION REQUIRED Pump size ca Units Quan Total: Bathtubs 4 1 4 Comb. Tub/SI 4 1 4 Clothes Wast 1 1 1 Dishwasher 1.5 1 1.5 Lavatory 1 4 4 Kitchen sink 1.5 1 1.5 Laundry sink 1.5 1 1.5 Shower 2 1 2 Water closet 2.5 3 7.5 PM from Chart 40 Ere U�o �G SL ISO t't? 19a :fgt t�6 ttt A 616 n v[Qd-. APPROVED BY PLANNING O yl lad -DO 0 1 1?F z WATER & SE INSPECTIONS t / 16ALL 425.771.0220 cdo .,b BUILDING D=rl.." _. Z4 MR. NU1lu FIL ...:_ _. E. FOR INSPEC ® nVEWAY MUN SCALE 1INCH = 20 FT 1326 SITE PLAN, LOT # - Owner: Hillcrest Construction Co., Inc. APP OVEE D 4003 Nassau Place Everett, WA 98201 Tax Parcel Number: Site Address: Lot Coverage T Impervious area House SF: S. F. House SF: 1432 Lot SF: S. F. Overhangs 212 35% Allowed: S. F. Drive/Walk 520 Under/Over -161.55 S. F. Total 2164 Bench Mark- Top of sewer manhole Q SW corner of project = 191.26' Height Calcs A p4t de--,ePtvi' a V1 MIS B W'6k I Y--Wa 13, t-1 C Lo w (on D Total f.* �. 9- 441 Average i 87. i 1 0 6 SS n 25'Allowed 25 Max.Ht.Allowed —2+2-ta 2- Z d96 Uj W Q: 4L I Main Floor Elev. Bldg. Height.".--,- 9'63 ---1 f-- CO Z - Actual Height 212.00 C"n Q Footing Elev. =L7�4_4W,4, Cut Area ((A+B)/2)-Footing Elev. 0.25 ((B+D)/2)-Footing Elev. 2.625 ((D+C)/2)-Footing Elev. 6.125 ((C+A)/2)-Footing Elev. 3.75 Average Cut = 3.1875 Volume 4462.5 Cubic Yds.r--T= Downspouts will be connected to storm stub. Footing drains will also be con- nected to storm stub if grade allows, and connection will be no less than .75' IbEl w invert of footing drain line. If g ade precludes such connection, the a sump will be provided. RIGHT -OF - AND G ALL EXPOSED SURFACES TO UWN-;-R/CON17RACTOR IS RESPONSIBLE FOR RE CMISRED lairwim 9 nAv-Q EROSION CONTROL AND DRAINAGE BPI FIRE A N -D A.' Cornet' orner — Flag totbacks ReV— Auired Actual Front W ID �j Sides N 5 5 _5 1 /5-1 Rear E Other Fat �- Dot.% D rwh 78. N90 ,Flr- 1870 '*. �rs4,, 1 tq,o KI �� REQUIRED SEWAGE PUMPZAE—CS] Pump size ca Units Quan Totals Bathtubs 4 1 4 Comb. Tub/Sl 4 1 4 Clothes Wasl 1 1 1 Dishwasher 1.5 1 1.5 Lavatory 1 4 4 Kitchen sink 1.5 1 1.5 Laundry sink 1.5 1 .1.5 Shower 2 1 2 Water closet 2.5 3 7.5 PM from Chart 40 I lie t,?? 1#9 v 174 MIN k ABANgr 71 Ij VIA ILF1ER�yTLjjV'C .-REVIS10 JUN 1 !-'1 2006 fv BUILDING DEPARrml of -7F )17F Crry OF EDMOND WATER & SEV Z INSPECTIONS R 179OALL 425-771-0220 E RESUE S c) 4rd n6 61\ /,.% BU"T4Y E44 7tZ 7 c' I N AN. NOTICE REG. ly%10(0 SCALE 1 INCH = 20 FT i—�O- .1326 1• - Inc.1890 CITY OF EDMONDS 121 STH AVENUE NORTH • EDMONDS, WA98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.oi.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering November 9, 2005 MEMO TO: Puget Sound Energy Verizon Northwest SNOCOM Police and Fire Dispatch SNOPAC Snohomish County E911 U.S. Post Office Snohomish County Assessor's Office Snohomish County Information Services Snohomish County P.U.D. Edmonds Fire Department Edmonds Police Department Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street'File Edmonds Address Files • Lynnwood -Disposal Comcast Cable GARY HAAKENSON MAYOR Please be advised that the following addresses have been added to the Edmonds address system: Occupancy: Residential Subdivision: PO4-09 Lot 1 is.7621171St Street SW Lot 2 is 17009 77th Place W Lot 3 is 17007 77th Place W Lot 4 is 17005 771h Place W Lot 5 is 17003 77th Place W Lot 6 is 17001771h Place W Lot 7 is 17008 77th Place W Tax ID Number: 27040700100400 Lot #: 1 through 7 If you have any questions regarding this letter, please contact me at 425-771-0220 or Harrison@ci.edmonds.wa.us. Please contact me if you wish to be removed from this list. Res ectfully, arie Vla ison Senior Permit Coordinator Edmonds Building Department 6 CHAINLINK 1' W. & 2.3' S. - 1 ^ '�. ► ( ► I ' ► PROP. CORNER001-048-00 ,�:n \ ti 16, ! l ► ► �\ \ f ► �I AINLINK & 3 HOG =; ,"— 8, 005 SF JCE INTERSECTION, OPEN SPACE r \ ` ° r \ �` \ \ ". \ \ \21,70 ��: '��. , W. OF PROP. LINE : i. l \ \ JV \!v \A � N. Orr—SIrE 1.37e P' 5,320 �64 ,` , { 8 r I BE / f 2, 53 / `s .� 1 ..,'r I J o 0 3' HOG & z oPANKSP / ,� :: ► Q 3' CHAINLINK It FENCE. 2.3' E. - 64' OF PROP. LINE -1 3' CHAINLINK 0 1 i FENCE 0.7' E. 1 'r,,!_ 4 4 5,7q \, I co moo, 3' CHAINLINK 63'--�;: fro FENCE 0.4' W / sm 9,552 SF J ° 6q��;• I,?c.1890 CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS. WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www dedmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering November 9, 2005 MEMO TO: Puget Sound Energy Verizon Northwest SNOCOM Police and Fire Dispatch SNOPAC Snohomish County E911 U.S. Post Office Edmonds Fire Department Edmonds Police Department _Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street File Edmonds Address Files Snohomish County Assessor's Office Snohomish County Information Services Lynnwood Disposal Snohomish County P.U.D. Comcast Cable GARY HAAKENSON MAYOR Please be advised that the following addresses have been added to the Edmonds address system: Occupancy: Residential Subdivision: PO4-09 Lot 1 is 7621 1715f Street SW Lot 2 is 17009 771h Place W Lot 3 is 17007 771h Place W Lot 4 is 17005 771h Place W Lot 5 is 17003 771h Place W Lot 6 is 17001771h Place W Lot 7 is,17008 771h Place W Tax ID Number: 27040700100400 Lot #: 1 through 7 If you have any questions regarding this letter, please contact me at 425-771-0220 or Harrison@ci.edmonds.wa.us. Please contact me if you wish to be removed from this list. Res-pectfully, j arie �arrison Senior Permit Coordinator Edmonds Building Department 121119 6' CI1AINLINK W. & 2.3' S. ?OP. CORNER )o l—o4a-oo 99 \ \ WLINK & 3' HOG : ; `" 8,005 SF \ \ ; OPEN SPACE fir E INTERSECTION, :c \ 9 9 ;; � �- � \ ! OF PROP. LINE \ xN 4 P;A �, \ \ 56 pz 998 y Al,154 SF: \ \ y .✓ y FOW, 4.4855E WO� .. \> / "� �' \. -: \ \ �•. \/ y �y y y QP y 5,320 SF _ I x 5 \ 52 col PARKING /� p 3• HOG & pP N SP P ( 4, i. I S 1 pC` 3' CHATNLINK 1• ;. . '44 :• r: FENCE, 2.3' E. 64' OF PROP. LINE a =----� \ 1 V _ t 7\ N J 4, \ 3' CHATNLINK E. Y` FENCE 0.7' ^.. o� 3' CfIAWUNK :i .' �� ---- 63'-- Y,7 FENCE a 4' W. •\i + �\ . tv tk sm == 9552 SF • PLANNERAPROJECT CONTACT LAND RESOLUTIONS 3605 COLBY AVENUE EV!ERETT, WASHINGTON 98201 (425) 258-4438 FAX (425) 258-1616 CONTACT PERSON: RY MCOUFFY E-MAIL LANOUSE@NWLINK.COM SURVEYOR ORCA SURVEYING AND PLANNING 3605 COLBY AVENUE EVERETT, WASHINGTON 98201 (425) 259-3400 FAX (425) 258-1616 CONTACT PERSON: KERRY GONZALES .EN DECCIO ENGINEERING 17217 7TH AVENUE WEST BOTHELL, WASHINGTON 98012 (206) 390-8374 FAX (425) 741-8214 CONTACT PERSON: RICHARD DECCIO * 0 nTFrl4Allrel * NELSON GEOTECHNICAL ASSOCIATES, INC. 17311 135T14 AVENUE NE, A-500 WOODINVILLE, WASHINGTON, 98072 (425) 48671669 CONTACT PERSON: KHALED SHAWISH APPLICANT OWNER GARY TRUNKHILL/TONY STEIN 7707 171ST STREET S.W EDMONDS. WA. 98026 (206) 396-9451 PARTIES OF INTEREST AMERICA S WHOLESALE' LENDER 4500 PARK GRANADA CALABASAS, CA. 91302 AC ROTH ENVIRONMENTAL SERVICES 115 NORTH 49TH STREET SEATTLE, WASHINGTON, 98103 (206) 784-4755 CONTACT PERSON. ANTHONY ROTH _717LE COMPANY PACIFIC NORTHWEST TITLE COMPANY 3224 WETMORE AVENUE EVERETT, WASHINGTON, 98201 (425) 258-6450 CONTACT PERSON: SUSAN MACDONALD MAKTA i _ ' LOVELL-SAUERLAND AND ASSOCIATES 19400 33RD AVENUE W. SUITE 200 LYNNWOOD. WASHINGTON 98036 (425) 775-1591 CONTACT PERSON: ROBERT LONG ' GEOTECHNICAL REPORTS, WETLAND REPORTS.. TRAFFIC STUDIES AND TOPOGRAPHIC SURVEY FOR THIS PROJECT WERE USED FROM CITY OF EOMONDS FILE (P-2002-11 AND PRO-2002-12). - DE7FNTIONADRA/NAGE BASIN NOTE• CITY OF LYNNW00D DRAINAGE BASIN. AGREEMENT HAS BEEN REACHED WITH THE CITY OF LYNNW000 FOR DIRECT DISCHARGE TO THE CITY OF LYNNWOODS SYSTEM WITHOUT A DETENTION FACILITY WITHIN THE PRO PROJECT thc, 1So�0 • U CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDs, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: wwwdedmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering November 9, 2005 MEMO TO: Puget Sound Energy Verizon Northwest SNOCOM Police and Fire Dispatch SNOPAC Snohomish County E911 U.S. Post Office Snohomish County Assessor's Office Snohomish County Information Services Snohomish County P.U.D. Edmonds Fire Department Edmonds Police Department Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street File Edmonds Address Files Lynnwood Disposal Comcast Cable GARY HAAKENSON MAYOR Please be advised that the following addresses have been added to the Edmonds address system: Occupancy: Residential Subdivision: PO4-09 Lot 1 is 7621 1715' Street SW Lot 2 is 17009 771h Place W Lot 3 is 17007 771h Place W Lot 4 is 17005 771h Place W Lot 5 is 17003 771h Place W Lot 6 is 17001771h Place W Lot 7 is 17008 771h Place W Tax ID Number: 27040700100400 Lot #: 1 through 7 If you have any questions regarding this letter, please contact me at 425-771-0220 or Harrison@ci.edmonds.wa.us. Please contact me if you wish to be removed from this list. Respectfully, tarzearrison Senior Permit Coordinator Edmonds Building Department 2> >} 6' CHAINLINK W. & 2.3' S. ?OP. CORNER )01-`048-00 \ �. _, �.:: G F. HOG \ MINK & 3 , , 8, 005 S t • -E INTERSECRON, ,} OPEN SPACE \ � 9 9 \ \2.1; OF PROP. LINE V. ' 56 y y y . �. �•;154 SF , WE TIAND N. P TOTA& 4.485 .6F •, 'A DD - � / \ "\ - ` \_. .� ' . \ �,. ON-51TE 11..371 to Q P" 5, 320 SF.:.. 1-X" N y y '4L � ' / .wry __ \ \ � b:r \ /„ ' �► 964- SF to le r Q \o, �/ s 52' 3 1 f • Q p \ 74 / _ •Q y} r 1 ;l QQ oo PARKING,*' �Q 3' HOG & ";pP,FN , sP ' ''- ( � 419 7- 3' CHAINLINK Q64------ FENCE , 2.3' E. =.F - - - - - - OF PROP. LINE _� , \ j . 1• "s t } 3 CHAINLINK FENCE 0.7' E. _,:'� -` � ,�� '°°` � \ �' �•`1 I :� / ry o , 3' CHAINLINK ; - - - - 63. - ; _;'- � FENCE O. ` �? s�TV 9,552 SF `� • • PLANNERAMOJECT CONTACT - LAND RESOLUTIONS 3605 COLBY AVENUE EVERETT, WASHINGTON 98201 (425) 258-4438 FAX (425) 258-1616 CONTACT PERSON: RY MCOUFFY E-MAIL LANDUSEONKINKCOM SURVEYOR ORCA SURVEYING AND PLANNING 3605 COLBY AVENUE EVERETT, WASHINGTON 98201 (425) 259-3400 FAX (425) 258-1616 CONTACT PERSON: KERRY GONZALES DECCIO ENGINEERING 17217 7TH AVENUE WEST BOTHELL, WASHINGTON 98012 (206) 390-8374 FAX (425) 741-8214 CONTACT PERSON. RICHARD DECCIO * r.Fn7Fr64lWrdl * NELSON GEOTECHNICAL ASSOCIATES, INC. 17311 135TH AVENUE NE, A-500 WOODINWLLE, WASHINGTON, 98072 (425) 48671669 CONTACT PERSON: KHALED SHAWISH APPLICANT OWNER GARY TRUNKHILL/TONY STEIN 7707 171ST STREET S.W. EDMONDS, WA. 98026 (206) 396-9451 PARTIES OF INTEREST AMERICA S WHOLESALE LENDER 4500 PARK GRANADA CALABASAS, CA. 91302 AI 1 AC ROTH ENVIRONMENTAL SERVICES 115 NORTH 49TH STREET SEATTL.E, WASHINGTON, 98103 (206) 784-4755 CONTACT PERSON: ANTHONY ROTH _71 TLE COMPANY PACIFIC NORTHWEST TITLE COMPANY 3224 WETA40RE AVENUE EVERETT, WASHINGTON, 98201 (425) 258-6450 CONTACT PERSON: SUSAN MACDONALD l ZFM LOVELL-SAUERLAND AND ASSOCIATES 19400 33RO AVENUE W. SUIIE '200 LYNNWOOD, WASHINGTON 98036 (425) 775-1591 CONTACT PERSON: ROBERT LONG * GEOTECHNICAL REPORTS, WETLAND REPORTS, . TRAFFIC STUDIES AND TOPOGRAPHIC SURVEY FOR THIS PROJECT WERE USED FROM CITY OF EDMONDS FILE (P-2002-11 AND PRD-2002-12). * DETENTION/DRAINAGE BASIN NOTE• CITY OF L YNNWOOD DRAINAGE BASIN. AGREEMENT HAS BEEN REACHED WITH THE CITY OF LYNNWOOD FOR DIRECT DISCHARGE TO THE CITY OF LYNNWOOOS SYSTEM WITHOUT A DETENTION FACILITY WITHIN THE PRD PROJECT. ... i ,'; ,' �. � -• - %i„r""C✓fit ,�", rea- ��,; A40ftompw OEM City of Edmonds o i nix i rn'it N°, RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date: State -License #: #1& dAl 4',��/, Liability Insurance�&5 Bond: $ City Business License #:. -D. Building.Permit,#,,,(if applicabletA� AV Side Sewer Permit # (if applicable): E. ❑$ Commercial ❑ Subdivision ❑ Multi -Family Single Family INSPECTOR:ICiI,�/ N S F. PAVEMENT CUT: ❑ YES ❑ NO CONCRETE CUT: ❑ YES ❑ NO ❑ City Project ❑ EUC (PUD, VERIZON, PSE, COMCAST, OVWSD) ❑ Other r70 o //114 re,-) ),-I h .;? DD G. SIZE OF CUT X G. ❑ Mail Approved Permit ❑ Call for Pickup "APPLICANT TO READ AND SIGN INDEMNITY.- Applicant understands by his/her signature to this application he/she holds the City of Edmonds harmless from injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs and attorney fees by reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. ♦ Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possession. ♦ Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City - approved material prior to the end of the workday - NO EXCEPTIONS. ♦ Three sets of construction drawings of proposed work are required with the permit application. CALL DIAL -A -DIG (1-500-424-5555) PRIOR TO BEGINNING WORK I HAVE READ HE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE, THAT I MUST AKE THE I K COPY OF THE PERMIT AVAILABLE ON SITE AT ALL TIMES FOR INSPECTIONS Signature. � Date: (Contractor or Agent) REQUIRED INSPECTIONS: n/ ► � Q :r= S TY) 2'14T/nN Call 425-771-0220, Ext. 1326 for a 24-hour voice -recorded inspection request line. / FINAL APPROVAL OF PERMITTED WORK: ! Ijat rG lm lv` `F-7'jtaIr-&C DATE: G;\Documents and Settings\CurtisNy Documents\Forms\Engnrng\ROWpermit_.doc Revised 10/01/03 :y 'DATE RECEIVED f/ y ZU!/� -7 PERMIT EXPIRES �'I CITY OF EDMONDS 'PERMIT f NUMBER CONSTRUCTION PERMIT APPLICATION JOB _ Jt SUITE/APT# ADDRE «� -7 OWNER NAME/NAME OffBUSINESS , L� d N t I Ines - (SrA -rL4c4.1 o, - �,�v,,at��. 0-)�.. PLAT NAME/SUBDIVISION NO. LOT NO. LID NO. w MAILING ADDRESS v `f , ! , j j Q / } i} fn 1 j S ` jGq {,1,+ C" v) S LID FEE $ 3 O '7 i� f PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TESCP Approved RW Pemdl Required CITY ZIP TELEPHONE �j EXISTING /f� PROPOSED Street Use Permit Required 0 Inspection Required O ' 7 13 K ��5� �sy' 7J� REQUIRED DEDICATION FT Sidewalk Required Underground O V' i e_ Wiring required E3 NAME t METER LINE SIZE NO. OF FIXTURES PRV REQUIRED �SIZE YES 13 NO O ADDRESS / 3 / '7 g� ' Ve ?%�k REMARKS OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE z 1 CITY ZIP TELEPHONE arH -!ie.. Ida o NATO (Ryt . A`)sde.q-'wa,g. NAME " CBL# trj ENGINEERING REVIEWED DATE �{ ADDRESS t v / lJrr �yB�Y FIRE REVIEWED BY DATE Z CITY ZIP J� t /2N 3 TELEPHONE �7.5 SI/- 7 7S s U. STATE LICENSE NUMBER 77�� J EXPIRATIONDATE Gi ( ��/ �.J CHECKED BY r . t VARIANCE OR CU - � SHORELINE ORADB# - INSPECTION 114YESQ13 SEPA NO COMPLETED EXEMPT J ) p 7 /PROfPERLLT..YLLLTAX /PARCEL lYr V Q ACCOUNT N✓O.%-` CA#'T,iC?OI— !9,t ZONE R p SIGN'AREA ALLOWED PROPOSED HEIGHT,!!` ALLOWED PROPOSED J . �(% T (/ / ®� V� LF % t� STUDYWAIVEQ�,uta �h - I O a �' I 2 :51 NEW ❑, RESIDENTIAL �PLUMBING / MECH / '''ii LOT COVERAGEM% ALLOWED PROPOSED REQUIRED SETBACKS (FT.) PROPOSED FRO T, SIDE REAR FRONT SETBACKS (FT.) WR SIDE REAR ADDITION ❑ ❑ COMMERCIAL COMPLIANCE OR ❑ yG,CJ� 6 y,2 J CW CN�Si (E I �� t (� �'� ? _ ❑ MIXED USE CHANGE OF USE —� ❑ REMODEL ❑MULTIFAMILY ❑ SIGN PARKING REE 'D PROVIDED I LOTAREA PLANNING REVIEWED BY DATE D g `ID FENCE ❑ REPAIR /�ING CYDS ❑ ( X FT.) ' 2. �.. I REMARKS P_�iA CQi 1Yed. • �C�+e Us�at/+i1 OTHER ❑ DEMOLISH ❑ TANK ❑ ��r p,,p�y"y"{ vV '�`, w W Y� t U Y Q. 0-W -) Z GARAGE RETAINING WALL FIRE SPRINKLER �� CARPORT ❑ ROCKERY ❑ FIRE ALARM ` - ,pD� f� a —top b f S`Ope fir( I(16FKZ I 'v Y L.� `� a'(TYPE O.�% !TL' BUSINESS OR IVITY)�EXPLAIN: 9 j TI N TYPE OFC��STRUCTION CODE—, GROUPANT oNUMBER OF NUMBER OF DWELLING SPECIAL INSPECTION ! CONSULTANT OCCUPANT O STORIES UNITS REQUIRED ®\ES WM LOAD DESCRIBE WORK TO BE DONE REMARKS 0, C ) t ci al t 1 E/S BGYOT CH REPOR STRUCtTURAL D SI E) I G S ol VALUATION Nj � 'i . 11 I $Lj�f �j �l 11R-V_ C A 1412. Description FEE Description FEE � Plan Check State Surcharge �-/� HEAT SOURCE 9 LOT SLOPE% VESTED DATE Building Permit — City Surcharge15 s "PLAN CHECK NO: �� Plumbing Base Fee - Mechanical THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO t: BE DONE.ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBIC DONMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE Grading •,,, - /// f SEPARATE PERMISSION. Engr. Review w a PERMIT APPLICATION: SEE ECDC 19.00.005(A)(5) PERMIT LIMIT: SEE ECDC 19.00.005(A)(6)...: _... Engr. Inspection �.�/'�Q 7-135 SEE BACK OF PINK PERMIT FOR MORE INFORMATION �/�✓ 7 / N 'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESSORS Fire Review Plan Chk. Deposit f �� " w IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt # %/ a ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY _ / = FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscape Insp. Total Amt. Due �Q^-- �" 7L� ✓ , T 0 NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.' / Recording Fee Receipt #,.f I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION APPLICATION APPROVAL GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC• CALL This application is not a permit until sighed by the TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION Building Official or his/her Deputy: and Fees are paid, and receipt is acknowledged in space provided. WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. / \ OFFICIALS SIGNATURE DATE SIGNATURE (OWNER OR AGENT): DATE SIGNED 15 �,� 771 -022V� REEF 'SED BY DATE ATTENTION r EXT. 1333' IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTI- ORIGINAL -FILE •YELLOW -INSPECTOR FICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109 / IBC110 / IRC110. PINK -OWNER •GOLD -ASSESSOR 10/04 PRESS HARD - YOU ARE MAKING 4 COPIES EASEMENT PROVISIONS AN EASEMENT IS HEREBY RESERVED FOR AND GRANTED TO ALL UTILITIES SERVING SUBJECT PLAT AND THEIR RESPECTIVE SUCCESSORS AND ASSIGNS, UNDER AND UPON THE EXTERIOR 10 FEET PARALLEL WITH AND ADJOINING THE STREET FRONTAGE OF ALL LOTS, TRACTS AND COMMON AREAS IN WHICH TO INSTALL, LAY, CONSTRUCT, RENEW, OPERATE AND MAINTAIN UNDERGROUND CONDU.ITS, CABLES, PIPE, AND WIRES WITH NECESSARY FACILITIES AND OTHER EQUIPMENT FOR THE PURPOSE OF SERVING THIS SUBDIVISION AND OTHER PROPERTY WITH ELECTRIC, TELEPHONE, GAS, TELEVISION CABLE AND OTHER UTILITY SERVICES TOGETHER WITH THE RIGHT TO ENTER UPON THE LOTS, TRACTS AND COMMON AREAS AT ALL TIMES FOR THE PURPOSES HEREIN STATED. DRAINAGE EASEMENTS DESIGNATED ON THE PLAT ARE HEREBY RESERVED FOR AND GRANTED TO CITY OF EDMONDS, EXCEPT THOSE DESIGNATED ON THE PLAT AS PRIVATE EASEMENTS, TOGETHER WITH THE RIGHT OF INGRESS AND EGRESS AND THE RIGHT TO EXCAVATE, CONSTRUCT, OPERATE, MAINTAIN, REPAIR AND/OR REBUILD AN ENCLOSED OR OPEN CHANNEL STORM WATER CONVEYANCE SYSTEM AND/OR OTHER DRAINAGE FACILITIES, UNDER, UPON OR THROUGH THE DRAINAGE EASEMENT. PRIVATE EASEMENT PROVISIONS RESTRICTIONS I. NO FURTHER DIVISION OF ANY LOT IS ,ALLOWED WITHOUT SUBMITTING FOR NEW SUBDIVISION. 2. ALL SITE DEVELOPMENT AND FUTURE ACTIVITY SHALL COMPLY WITH THE APPROVED PRD OFFICIAL SITE PLAN ON FILE WITH THE CITY OF EDMONDS DEPARTMENT OF PLANNING AND DEVELPPMENT SERVICES OR THEIR SUCCESSOR .AGENCY. 3. THE SETBACKS SHOWN ON THE PLAT ARE VESTED UNDER THE PRD/FORMAL PLAT: NO BUILDINGS -WILL BE ALLOWED IN THE ir."DICATED_SETBACK AREAS,. WITHOUT A VARIANCE BEING APPROVED. 4. SUBJECT TO COVENANTS, CONDITIONS AND RESTRICTIONS RECORDED UNDER AUDITOR'S FILE NUMBER 968364 5. SUBJECT TO COVENANTS, CONDITIONS .AND RESTRICTIONS RECORDED UNDER AUDITOR'S FILE NUMBER a:. ex✓'? 5 270407-001-021-00 270407-001-046 00 1 6' CHAINLINK FENCE- -------------- --------j- �� 10 1 `J _ I r �I . \' r 1 w Uw - j� p00 r \ o b'-co Zmv) r r r \ - 270407-001-047-00 r r � r r r _ r 4' HOGWIRE FENCE- 6 i 00 - r 0 8 \ 0 \�Ac'9lc ��AJ 3' CHAINLINK FND. 1/2" REBAR & CAP \ FENCE n LS# MEYRING 2621 ON. 0.3' IN ASPHALT HOLE 0 `\ - INT. TALBOT RD. & 171ST ST 2-14-05 ` 3 i o� 2 � \ 1 A PLANNED RESIDENTIAL DEVELOPMENT SE1/4, NE1/4, SEC. 7, TWP. 27 N., RGE. 4 E., W.M. P-2004-9 & PRD 2004-10 CITY OF EDMONDS, WASHINGTON I FND. 1 /2" REBAR & CAP O FND. 1" O.D. IRON LS# RM 17672 25.32'E X 270407-007-016--00 PIPE 1.28'S X 1.24'W 0.32'N OF NW PROP. COR. OF SW PROP. COR. 2-21-05 211.97' DEED 2-21-05 N90-00-00"W 211.97' CALL_ ----------- O S. END 3' CHAINLINK 61.00' } 4' HOGWIREJ y 150.97' FENCE 0.6'S X 0.4'W FENCE �'� END 4' HOGWIRE OF SW PROP. CORNER "? `n r' FENCE 81.3'E X 2.6'S O3 3' CHAINLINK FENCE o o�� OF NW PROP. CORNER - - CROSSES PROPERTY TRACT 997 (- 10' STORM DRAIN EAe---M ENT - LINE 19.2'N OF SW PROPERTY CORNER 8,006 S.F. r - - - N86'38'37E 114.29 O4 N. END 3' CHAINLINK OPEN SPACE I FENCE 49.1'N X 0.6'W I s OF SW PROP. CORNER cliho 4r 4, MIN S TRACT 999 .y 21,710 S.F. QsS� �, 5O S. END 3' CHAINLINK FENCE 56.6'N X 0.7'E of �s s• FJGPA OF SW PROP. CORNER LEGEND RGE RANGE SP SHORT PLAT SEC. SECTION SE,NE. SOUTHEAST, NORTHEAST, NW,SW NORTHWEST, SOUTHWEST S.,N..E.,W., SOUTH. NORTH, EAST, WEST S.F. SQUARE FEET TWP. TOWNSHIP UE UTILITY EASEMENT i.i'E I Z� " OS, 6 EDGE OF ASPHALT W.M. WILLAMETTE MERIDIAN N90'00,00 E fy O CROSSES PROPERTY 56.24' \ + �" SUBDIVISION CORNER / FOUND LINE 78.8 N OF SW &Ss. PROPERTY CORNER ® EXISTING MONUMENT AS NOTED 1.4E \ �i �`� N. END V CHAINLINK FENCE ® EXISTING REBAR OR IRON PIPE AS N R24. 1 I� �I 6 �. �� \ O & S. END 4' HOGWIRE FENCE SET STANDARD CITY OF EDMONDS 1 5,320 S.F. O ^ p ® MONUMENT/CASE &BRASS CAP W/ o WETLAND m �1 > s •�9• 14 105.3 N X 23 E OF SW PROP. �p `� q CORNER PUNCH MARK LS NO. 30450 SET i 2" X 24" REBAR WITH 2.5'E to I1 t� i �j 8 EDGE OF ASPHALT O / t 1 O PLASTIC CAP, LS NO. 30450 'j'R 'j' Cj$ a, h � y � CROSSES PROPERTY $T ;c 13 li o`� h LINE 115.6'N OF SW (P) PLAT OF SEA LAWN TERRACE DIV. A 25'E 7.153 F. 'o' ^o �1 a` o`�' PROPERTY CORNER CALC. CALCULATED DISTANCE :2 / No N06'49 49"W , Z , Po 1 19.12' CATEGORY // ; O 4 HOGWIRE FENCE (o h i � j 57REAIW CROSSES PROPERTY N90'0 '00"E 4j`�. 1Z 6,964 S.F. r" i / LINE 70.1'S OF NW 98.00 E �TOTAL�'S "p V _ ' co rn / PROPERTY CORNER / / to 1 o o i 10 6' CHAINLINK FENCE RUNS N. & 39.00'` ��3t.00' 28.00' cc ¢ w W. & 4' HOGWIRE FENCE RUNS S. 3.1'E 81.00 17. 30, b i o in / CORNER 0.8'W OF NW PROPERLY 6.68'o N ___ rr J� ,on a 11 6' CHAINLINK FENCE RUNS N., o N90 00 00 W co 3.0'E celM __79,3q'_ .0�� S. & W. & 4' HOGWIRE FENCE b Q; --- coinRUNS E 1.8 S X 1.7 W OF NW ooi N90M0'00_E co o' OF �r N w PROPERTY CORNER to 62.14' c i ` b / 12 4' HOGWIRE FENCE FND. 4"X4" CONC. MON. 1 w o �, ( o CROSSES PROPERTY NTH 2" BRASS DISK W/ 1.8'E I o to 4,197 S.F. I Q LINE 1.7'S OF NW "X" DN. 0.6' IN CASE N90'00'000E MI'oo N oo PROPERTY CORNER 17 2-14-05 z 13 ANGLE POINT HOUSE ASPHA[T0 M 'n10 --- "' N _ M - -------------IS 1.61' WEST OF----------• W 1 j:�:.7*E ro N9 78 02 W c t PROPERTY LINE coo E 7 M ----- 1 N r. N 4.887 S.F. Aoory o r- t , „y a No 0 3 I ^ 1.0 E �o. �j�4jN Aoo �cV oo'.� 4,553 S.F. ) �, ry o ,��%� *N i co LOT 2 I ' �j SP S-27-96 i N 270407-001-070-00 ,4'E .�O'L--N90'00'00"E---90.19' 2 L---- 61.19'-- 29.00' ems. ; �'�� Z , FEND. 4"X4" CONC. MON. n ffoe %' ' ' NWITH 2" BRASS DISK W/ 9? j' � ,� � �, o 'X" DN. 0.6' IN CASE a6, a r 0.24' EAST OF SECTION LINE 2-14-05 . I ' 5,046 S.F.03 • n D'` `q• �'�� c 7 3 ca o - � •S�, � �``\ ,'� ,'� ono c��- \STREAM LOT A N SP S 41-76 n l el1 S F to V 270407-DO>-033-00 �Na Un o QMW n 0.76' I <1*26 0 " o=8'07'10" , 1.29 °180 L=36.8g' N 90'00'00" E 312.90' DEED .� . P� 0�6 �' sF S �� 4a gc¢ o I wmzw ¢ p n -.224. 29 "?I roi ow 61`� t F � 290 o n �.r o in In �`--�,.�----_ _ 312.28 TO BOUNDARY _ _ /' _ o -----_----- -- - - - V 94,32 (P) N89'51'26"E 31296' CALC TO PC tin, wo Q N 00'00'00" E 312.91(P) 1 w w � � o 0 9 Q /tw 'aW Z SEE DETAIL A. p co "� z o, • f- Nt z z 1 I I 270407-001-00.3-00 1 270407-001-002-00 1 I I DETAIL "N' I0 p FND. 4"X4" CONC. MON. N O WITH 2" BRASS DISK W/ 1 0. 68' M 2-14-05 .6' IN CASE 1 1 -r m I 312.28' TO BOUNDARY N89'51'26'E 312.96' CALC TO PC N 00'00'00" E 31291(P) IO'� 1�'.L• ,RO �� og Rd88r ctJrd A' INSTRUMENT DATA: MCA i%R 703. AUTO - -0" DIRECT -READING THEODOLITE WITH- E.D.M)------ _DDCf'_`ICl/1t�I _O� ('�QAI'T1?�ll Tp��..ACF_IC_�T f-ilt:�•d�R _ NAi._T.Ai�Y� GR0UR, FOUR, In c. SURVEYING • ENGINEERING • PLANNING • MANAGEMENT 16030 JUANITA-WOODINVILLE WAY NE BOTHELL, WASHINGTON 98011 (425)775-4581 ' (206)362-4244 * FAX(206)3623819 I I 270407-001-021-00 fl FND. 1/2- REBAR & CAP O FND. 1" O.D. IRON LS# RM 17672 25.32'E X 270407-001-016-00 PIPE 1.28'S X 1.24'W 12 0.32'N OF NW PROP. COR. OF SW PROP. COR. 2-21-05 I 211.97' NM- 2-21-05 -------_-----__i N90'00'00"W 211.97' CALC -----------O S. END 3' CHAINLINK 61.00' 14 HOGWIREJ y 150.97' FENCE 0.6'S X 0.4'W N FENCE N r'� E. END 4' HOGWIRE OF SW PROP. CORNER FENCE 81.3'E X 2.6'S O3 3' CHAINLINK FENCE LEGEND 270407-001-048-00 o�, - � CROSSES PROPERTY 1.2'W �� OF NW PROP. CORNER - - - - - - - -- - - LINE 19.2'N OF SW RGE RANGE TRACT 997 r - 10' STORM DRAIN EAST. ,,,IENT PROPERTY CORNER SP SHORT PLAT 6' CHAINLINK FENCE---" 8,006 S.F. I r - - - N86'38'37"E 114.29 O N. END 3' CHAINLINK SEC. SECTION OPEN SPACE I FENCE 49.1'N X 0.6'W SE,NE. SOUTHEAST, NORTHEAST, �I OF SW PROP. CORNER NW.SW NORTHWEST, SOUTHWEST Ns 4 I = --------------,--------- 27. N . a1 „� S. END 3' CHAINLINK S..N..E..W., SOUTH, NORTH, EAST, S 413 I MIN S y TRACT 999 �• O FENCE 56.6'N X 0.7'E S.F. TOUAREWNSHIP FEET 10 'i1htP. TOWNSHIP / I o1 r QsS� fig. 21,710 S.F. OF SW PROP. CORNER r 9 o Ss' NGPA UE UTILITY EASEMENT r 1.1E I ZI N90'0000 "E ps. 6O EDGE OF ASPHALT W.M. WILLAMETTE MERIDIAN r S. 56.24' CROSSES PROPERTY + .o. SUBDIVISION CORNER / FOUND �•'�i''. `\ ss�ylo II .\\ ASS \ LINE 78.TYNCORNER ' 1 s. PROPER OF SW EXISTING MONUMENT AS NOTED ►' z I o wo C3w N 1.4'E Nin , O ® EXISTING REBAR OR IRON PIPE AS NOTED r o n ,� ;cam l0 1 5,320 S.F. s Oi 7O N. END 3 CHAINLINK FENCE ® SET STANDARD CITY OF EDMONDS d I O \ & S. END 4 HOGWIRE FENCE ® MONUMENT/CASE &BRASS CAP W/ o- 0 1 cn II > •9 , O 105.3 N X 2.3 E OF SW PROP. \ rnao WETLAND ; • ' p m rn `r � i � sip 9 `� q ,� CORNER PUNCH MARK LS N0. 30450 p SET 1 /2" X 24" REBAR WITH Z M 2.5'E / W li �� i 8O EDGE OF ASPHALT PLASTIC CAP, LS NO. 30450 r TR T 98 1 *� CROSSES PROPERTY h.i � �'j �►• N c- � a LINE 115.6'N OF SW (P) PLAT OF SEA LAWN TERRACE DIV. A 2.5'E 7.153A F. �` ^0 (1 otv �' �`� PROPERTY CORNER CALC. CALCULATED DISTANCE No I! N06'49'49"W , / 2 M Po 1 19.12' CATF"GDRY // ; O 4 HOGWIRE FENCE 270407-001-047-00 1 3,1'EJ +c�, I� 11 5 r S7REA�L1 CROSSES PROPERTY r \ " o 1 r 'n LINE 70.11S OF NW N90 0 00 E hy, Z 6,964 S.F. rn 98.00' (TOTAL�"� �o ' PROPERTY CORNER .0'E „"� „"�' 1 --' r r� M J a 10 6' CHAINLINK FENCE RUNS N. & 39.00'��' 31.00' 28.00' r tc ¢w W. & 4 HOGWIRE FENCE RUNS S. r 81.00' 17.00' o ch v o 60.2'S X 0.8'W OF NW PROPERTY 1 3.1E o � m M / CORNER 4' HOGWIRE FENCE 6.68' b - N ___ r .l uj ui 11 6' CHAINLINK FENCE RUNS N.. o .d N90 u0'irrlo 0 0 DO 3.0'E (6 M -----79•34.`� % S. & W. & 4' HOGWIRE FENCE r o ai ►o RUNS E 1.8'S X 1.7'W OF NW PROPERTY CORNER Lu `o 62.14' b o / 12 4' HOGWIRE FENCE FND. 4"X4" CONC. MON. r 00 8 I w o 4, 1 o CROSSES PROPERTY WITH 2" BRASS DISK W/ { i� 1.8'E o a 4.197 S.F. t Q LINE 1.7'S OF NW "X" DN. 0.6' IN CASE 0�0 N90'0000"E , ) o I N o PROPERTY CORNER ��; 2-14-05 7 64.00' _ vi i rn 3 Z 13 ANGLE POINT HOUSE r ,4SRhllAL T �• 'nl o i N - ,y't'� r �<v "? z---N9U'00'OO•Vl' _ --------------{S 1.61 WEST OF---------- o \Y` `ASS �oJ 13 :I 1.5'E•E '`'r----_78.02 _� - Q .n PROPERTY LINE "�� 6 ; 4,88 s.F. o. � 3. J 5 1.0 E �o. � ii'ry A`bo hry '40 4,553 S.F. j to h , 3' CHAINLINK c GF v �M o Bo LOT 2 I FND. 1/2" REBAR & CAP \ FENCE 4 1 0 v 0 ^ SP S-27-66 LS# MEYRING 2621 DN. 1 •Op, _ r cv 270407-001-070-00 1 0.3' IN ASPHALT HOLE 0 ` .4'E L- N90'00'00"E-- 90.19' 2 INT. TALBOT RD. & 171ST \ i hry •pa, Q c____61.19'__ 29.00' ST 2-14-05 ` l '�`b. +� i ! j % �n� y JF ND. 4"X4" CONC. MON. ' ,' ' ITH 2" BRASS DISK W/ X" DN. 0.6' IN CASE 'D• ,'� �,'' �\ r'a:o, / I 0.24' EAST OF SECTION 2 I LINE 2-14-05 '� ------------------------------------- n 5.046 S.F. < �6' ��\ y%1 s STREAM LOT A 0 SP S 41-76 Aj, lQ�9 o W% 270407-001-0-3.3--00 I z 9,668 S. F. ��Q t BMW n a .2 4 T a0 \ `26 ,�00 L �2 0 0-8 07'i0` 2g 3 P 01••1g• > L=36.89' N 90'00'00" E 312.90' DEED "I.. cn n w o La2902u�j(p) 01 o n� �Iv`� F 1 in ow v t& 0.68 i 001 v Zti n wUi z co 312.28' TO BOUNDARY _ _ o - ,I -94.32'(P) - N8951'26"E 312.96' CALC TO PC ( M 0 N 00'00'00" E 312.91(P) I'' w w �� • oo Q rt� o edlo Z SEE DETAIL A. co 0) <u) -0 ui I I f 270407-001-00-7--00 � I 1270407-001-002-00 I � I I DETa4`_ "A" FND. 4 O "X4" CONC. MON. N� O WITH 2" BRASS DISK W/ I 0.68'-�ro "X" DN. 0.6' IN CASE kjj 2-14-05 C CAL n A T � � �� - Q0 � 1 11=.28' TO BOUNDARY ' N89'51'267 312.96' CALC TO PC ti 00'00'00" E 312.91(P) 40' 0 40' 80, 0 M INSTRUMENT DATA: FICA TCR 703 � AUTO BAS I s of BEAR i NGS AND SUeo I V I S a ON :- -- - -- - ----"--�1'-DIRECT REAP,.;.., ,,,F E WITH E.D. , PER RECORD OF SURVEY RECORDED UNDER ''.came- I _--0cf•nonc .---------- -__--- �._ DDCr`ICl/1ni . (1� r-r.�AITC?(11__TRe1/Ci�c�_�c_e� I-JIG!•IFi? SURVEYING • ENGINEERING - PLANNING - MANAGEMENT 16030 JUANITA-WOODINVILLE WAY NE BOTHELL, WASHINGTON 98011 __(425)775-4581 * _(206)362-4244 * FAX(206)362-3819 EASEMENT PROVISIONS AN EASEMENT IS HEREBY RESERVED FOR AND GRANTED TO ALL UTILITIES SERVING SUBJECT PLAT AND THEIR RESPECTIVE SUC"E3SORS AND ASSIGNS, UNDER AND UPON THE EXTERIOR 10 FEET PARALLEL WITH AND ADJOINING THE STREET FRONTAGE OF ALL LOTS, TRACTS AND COMMON AREAS IN WHICH TO INSTALL, LAY, CONSTRUCT, RENEW, OPERATE AND MAINTAIN UNDERGROUND CONDUITS, CABLES, PIPE, AND WIRES WITH NECESSARY FACILITIES AND OTHER EQUIPMEN'r FOR THE PURPOSE OF SERVING THIS SUBDIVISION AND OTHER PROPERTY WITH ELECTRIC, TELEPHONE, GAS, TELEVISION CABLE AND OTHER UTILITY SERVICES TOGETHER WITH THE RIGHT TO ENTER UPON THE LOTS, TRACTS AND COMMON AREAS AT ALL TIMES FOR THE PURPOSES HEREIN STATED. DRAINAGE EASEMENTS DESIGNATED ON THE PLAT ARE HEREBY RESERVED FOR AND GRANTED TO CITY OF EDMONDS, EXCEPT THOSE DESIGNATED ON THE PLAT AS PRIVATE EASEMENTS, TOGETHER WITH THE RIGHT OF INGRESS AND EGRESS AND THE RIGHT TO EXCAVATE, CONSTRUCT, OPERATE, MAINTAIN, REPAIR AND/OR REBUILD AN ENCLOSED OR OPEN CHANNEL STORM WATER CONVEYANCE SYSTEM AND/OR OTHER DRAINAGE FACILITIES, UNDER, UPON OR THROUGH THE DRAINAGE EASEMENT. PRIVATE EASEMENT PROVISIONS RESTRICTIONS I. NO FURTHER DIVISION OF ANY LOT IS ,ALLOWED WITHOUT SUBMITTING FOR NEW SUBDIVISION. Z. ALL SITE DEVELOPMENT AND FUTURE ACTIVITY SHALL COMPLY WITH THE APPROVED PRD OFFICIAL SITE PLAN ON FILE WITH THE CITY OF EDMONDS DEPARTMENT OF PLANNING AND DEVELPPMENT SERVICES OR THEIR SUCCESSOR AGENCY. 3. THE SETBACKS SHOWN ON THE PLAT ARE V;:STED UNDER THE PRD/FORMAL PLAT. NO BUILDINGS WILL BE ALLOWED IN T.,E ; r:U I CATE3 SETBACK AREAS WITHOUT A VARIANCE BEING APPROVED. 4. SUBJECT TO COVENANTS, CONDITIONS AND RESTRICTIONS RECORDED UNDER AUDITOR'S FILE NUMBER 968364 5. SUBJECT TO COVENANTS, CONDITIONS AND RESTRICTIONS RECORDED UNDER AUDITOR'S FILE NUMBER 1 su> �vxe w