7025 174TH ST SW.PDF111111111111
1055
7025 174TH ST SW
ADDRESS: -70 Z,25
TAX ACCOUNT/PARCEL NUMBER: 07Z 09
-bc�tp
BUILDING PERMIT (NEW STRUCTURE): 0
COVENANTS (RECORDED) FOR:
CRITICAL AREAS: DETERMINATION: 0 Conditional Waiver 0 Study Required I " aiver
Tkw
DISCRETIONARY PERMIT
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PERMITS (OTHER): ICA q 0 �5 CD I mAtylz -wo U— 0 b (.p U Cs K-)
PLANNING DATA CHECKLIST DA'
SCALED PLOT PLAN DATED: LO
SEWER LID FEE $:
SHORT PLAT FILE: LOT:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S),#:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
FOR:
WATER METER TAP CARD DATED:
LID #:
BLOCK:
LATEMP\DSTs\Fomis\Street File Checklist.doc
STREET OLEPLANNING DATA 0
SINGLE FAMILY RESIDENTIAL
11 STREET :FI:L:E:]l
Name:
Date: 21,qlC.
Site Address:
F=W
Plan Che-/ f
cl QOCG -- on(�; 4 w�-
Project Description: C.011%k(-es. (one ed 4-0 e."'C' Ski n
CZ. 6LD-20CG-0 4-r,
�oe-se. -ad one- cle-+&C�td 4C.r -&- 'St�'C'P/N. Qc4tA P.LnnaooG-094�2
Reduced Site Plan Provided: NO)
Zoning, 0 cl
Map Page: 1/0-7
Corner Lot: (YES
T-Flag Lot: (YES'(9
Critical Areas Determination 4: QQ00-0J_-J_Q 01?
X Study Required
El Waiver Al wtrex� 'C-� �oy
SEPA Determination: r*<e-,nGA t1rom -top ot
0 Exempt \So C->1 ap
El Needed (for 500 cubic yards of grading or site wiAn 200"Zi of Puget Sound or Lake Ballinger)
0 Fee 0 Checklist 0 APO List with notarized form
Required Setbacks
Street*
Side:
to,'
Side:
Rear: (A/)
Actual Setbacks
Street: A4-..c�= 25,'
Side: A4-&cW 10 1 +
Side: AA-,4ea1= 10'*4-
Rear:tt�ec(= IP 1+
X Detached Structures: 1profosed
El Rockeries:
0 Fences/Trellises: NOAC, S�Oon on
El Bay Windows/Projecting Modulation:
Stairs/Deck:,E,,-,S�jn41 /Oa6 (cA /er- s6o'% on 0-t'ne'.
\J Height N
Datum Point: FX1 %
ina R�r'r'
Datum Elevation:
\'-�'b-dneW GbIrlb
Maximum Height Allowed: " I e:':k51 On.-P.
h. J'6 e% Q -is, (It 5X
Tc :tu:a :IH:� �i g h t: Oao
C'"e-er ly. 115.0/)
Other
Parking Required:
Parking Provided:
Lot Area: 9,5 1#
Maximum Lot Coverage: 35% Proposed:
EX jj;E�?, Met-6. = 'D 4r (.V. liot6jw-r-�'44r SFRI)
Lot Coverage Calculations: 'VV
X , I - l5n 10 -Gk,.l 0.-& 0 13, ?K= 29.2
ADU Created: (YES
Subdivision: S
Legal Nonconforming Land Use Determination Issued: (YES AD
Comments
Plan Review By: Planning Data Form 04-11-06.doc
"Nothing in this permit approval process shall be
interpreted as allowing -or permitting the
maintenance of any currently existing illegal, 4TT/�,GHELD 64,1�'A6ff
br% une-w6tJ sh1edS APAWUJO-35 OT REET FILE nonconforming or Fppepmitted building, strudum q LP "'XiD
'�)JNCIL-E - TO
'de th ) i -, F, Y, 2,1, x c-)L_4f),
or-si'te condition W1.11ch is out;& scope9f the
NO FLOOF FLAN.
or con i I 1k.
0 ;hve
#,eA'k e./ ... 81 laa or dir-a��ring. u ing, stru. 0 12'
ba-the-su sep=qv RESUB
enforcement action."
AUG 3 12006
C?L-Opc
Ljl�,65 THAN
vff;� TIC 4,L-
14
DROP BUILDING DEPARTMENT
CITY OF EDMONDS
T
-*T
IIVIPERVIOV:� 5UPFAGF CAL-CULATIONc-
14, L- f 6)c) 7r,
Z- DLD6� COVER46E
L DFZIVEWAY GOVERA(3E Z50 ��)F
12,p�p C v 9 %
FIZOPOcEP GARACE 6OVERa'--,E 11-77'r)F
0"
Pb�K. FOR(-H. '-NL-KWY::? 00 F
7T
z 4
TOTAL IWERVIOU5 5L)FZFA/.',&)
9F
ACCEPTABLE Tei XWE 2M (0
X I 'S -T-
rx : TOTAL 6AIZ46E GOVERA6E17-J'Aq-Q 1-3 7 .5F
53
:HOM 40 DETAGFUD 29-2
LOT GOVEf�AGE, -kc�
A-
C12 6AIZ CE
Zq- X ?
F810 LOT W,EA. 1 3, 7q5 C50 FT (NE T
FOOTING DRA
NOTI
E RSQ-
24 HR S T
FOR INSP CTION To* LOT 5LOPE, 0 PEI�GENT IN 15L.P6 ENVELOPE
Typt 36 PERCENT ON '��OPff 4REA
F IN 15H 61ZADF I- I NE'�
Cornpr�&Fl 71
Zone -'110
GAF�A6E -A-
.Setbacks _R2.qu i r&
Zq- )< .51
. ...... ... OWNERXONTRACTC)Fi
ON
F (A) �bo(aom 11V SIBLE FOR
'00dftk4WMff u/ (-AR'A
EROSION CQNTR
HE16HT C41--GLJL4TIONI�?
Rear (sq)
702,1 H
Other ....
OME
SX qq.0
He&
AX '�E loo 0
N\X/ Gof�. C17C,
0 0 NE cof�. ---iq o
75% -0
AP Q ------ --- 702,1 HOME�
XER I NG
77 ---- /\GTL)4L- HF--16HT 120-5-
....... .......
aim M' X4'ALJM HEIGHT
123. 75
.7
Ddre:
...............
DEISHER 7025 174TH STSW ATTACHED GARAGE SITE PLAN
60 1 v I I �_z v V LO L__ I L____' I t--\ I
52
bq-
202-5 17 6q 06 2 q V/
-- — -------- ........
86
0
sh a I/ k e, a f -o e LU 0—
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Oewky /,,jl e, Of, .......... ....... EET F ILE
O\A TOF Of: c�)LOFE
TOc_
0\(O
L-E'5c-) THAN
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10' VDZTIGAI_- IB
.... ... OWR/COMBRAC JS R
D bkWGE--' ir vim 's
)SION co
THIc5 AI`ZEA W-U' �s
y
0\0
Z4
HAL_L_ DE L-Ec)) . ....... .
0 AE50VE F IN . ..... . %CP
%
2' Of 0
I 4L7 p-
ACCEPTABLE TIGHTUNE" L-OT I SCALE: I" 2Z*
24'
MATEW. c C/ONTOLJFc?* 7 FT. INTEFVAL-
_9HOI;�T f2L-AT �ROCG
0\
MR as ...... C'96�3 I)ATLJM* c��c_-)IVIH IN INTEFc�)EGTION
c-)-2004-52 5-3. .....
WH 40 DETAC�-M Ac?c-?LJMF-E) AT 100.0
A.f=.# 2005120(55002
1+12 VAQ�
-?Q.f:T, (NET) X2
f810 KAN0014' 13,7C5 c-
..........
Zonq_E,ej- Q Corner.NZI-1a9z/L
Setbacks Reguired AWual
L-OT 2
TYIT I
--iront (S)
Y-7 ....... . .........
... .......
to
'A
'�)HOi�T FLAT
Sides 10
—Qs/ +*
2,4'X
.5,
Rear 61) R .............
..... . .......
QOCG_029�
Other ....... A,f=,# 2005120(55002
............
HeiWA —1y
....... NNING
...... :jD By PL
-bA te� ........ PP VE
PR
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OR 'Ske-f W, 11�r ........
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AD GNTKL-,
C�lr ........
c-)TKLJGTLJKE -7
Ae-ew=� Aa 025
q/ 6r,. ........
ell/A KIM - 100.0
IE= c16.3 "Nothing in this permit approv,
(IN)
al Procem ahaill be
........ as allowing -or Dermitting the
C interpreted
........... ....... IE= q6.3
...... ......... maintenance of any currenuy existing illegal,
......... ....
........... .............. ..... .......... (OLJT)
....... ....... ............ ming or inpei- iued building,
7, ....................... ....
. ...... ..... ..... nonconfor
.............. .................. structure
. .............. . ..... . . .... ........... ... ........
... .......... or site condtion wha is outde
.. ....... ........
.......... ........... . .... the scope of ffie
......................
... ... ... .........................
... ... ....... ..
................... ------- -- t
........................................ 7. ...... ......... . . .................................. Permi application, regard whet
24 HR. NOTICEHEM" ...... ........................ her such
... ................................................ r con it,
.. ............................................... ........ ............ .... ...
... .............................................. .......... ........... ------ ........ ............
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........ .. . ....... ... ..... .. ......... ...... :--:- -*-*-*-'-*-'-
............... ........ ........................ MM
FOR INS ....... ...................... .......... t,6 d on is sho " on the
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r
1070 bb te
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........... ... .......... ... ...
STR
. ... ..... .............
SEP 2 0 2006 date: ..........
........ ...
............. . ............
...................
... .......... ............
BUILDING DEPARTMENT ........
C!TV OF ED�XDMDS ........
...............
7 4
t6e
Off F
i0
M,L,XllvlUl,,l HF-16HT
N\k' GOF -0 C j/'
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ay
pj�!Vc\)Vay Govfflz�
FF"p(o)Pr�)-6F-D 6AWAGE
F-'x- 15T Off -K, F OR'(- H. '-NL- K W Y f? 600 ")F
T( _ - C? qqqlq '?F
OtAL,
F
TOTAL- 6AIZa6f- CO'\/EIZA(lf-
L-OT GOVD�46C
1- 0 T 4 , IZ E4, 3,7c]5 ��-eo FT (i"JF T
L-OT c)LOFE C. FEI�GENT IN ff L-Offf
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STATUS: ISSUED
CITY OF EDMONDS
I � I 5T H A VENU I: NORTH - EDMONDS,WA 98020
PHONE� (425� 771-0220 - FAX: (4125) 771-0221
In
Da . fi� �.-",7/-2'9`/2, 7'
-x
Ira Ion
-P,
ro*- t*.'Addee�
Parcel No: 00513100013807 ......
PROPERTY ONNINER APPLICANT CONTRACTOR
LARRY DEISHER LARRY DEISHER GREGGERSONS HOMES INC
PO BOX 312 PO BOX 312 2393014IG14WAY 99 N
PT GAMBLE, WA 98364 PT GAMBLE, WA 98364 EDMONDS, WA 98026
4 2 5-3 39-1302 42 5- 3 39-1302
LICENSE #: GREGESJ205R9 EXL7/28/2006
1692SF MANUFAC-rURED HOM E 2006 FUQUA 4499D JOB DESCRIPTION
SEPERATE PERM IT REQUIRED FOR FU_FURE G\ RACE
MANUFAC-rURED HOME INSTALLER: MICI-IAFJ- MUGGE WAINS0025 EXI-1 7/31/07
HUD
VIN#
VALUATION: $0
PERMIT TYPE: Residential
PERMIT GROUP: 64 - Single Family Residence New
GRADING:_Y CYDS: 150
TYPE OF CONSTRUCTION� MI -I
RETAINING WALL ROCKERY: N
OCCUPANT GROUP- R3
OCCUPANT LOAD
FENCE: N 0 X 0 FT.)
CODE: 2003
OTHER: N ------- OTHER DESC
ZONE: RS- 12
N UM BER OF ST ORI ES: I
VESTED DATE
NUMBER OF DWELLING UNITS- I
LNISTING AREA
JBASEMENT� 0 1 ST FLOOR7 0 2ND FLOOR: 0
PRO PO S ED ARFI-k
1 ST FLOOR- 1692 2ND FLOOR- 0
13 RD FLOOR: 0 GARAGE-: 0 DECK� 0 OTHER: 0 13RD
FLOOR: 0 GARAGE- 0 DECK: 0 OTHER: 0
FRONTSMACK SIDESETBACK REARSETBACK ---
P77U'rRTD - 2 5 (S) PROPOSED 32 1 RED. 10 (EIW) PROPOSE D: 53/12 IREQUIRED: 25 (N) PROPOSED- 40
HEIGHT ALLOWED:25 �REqUIRFD: PROPOSED:
SETBACK NOTES:
I AGREE TO COMPLY WITH CITYAND STATE LAWS REGULATING CONSTRUCT ION AND IN DOINGTHE WORK AUTHORIZED
THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE 017 WASHINGTON RELATINGTO
WORKMEN*S COMP ENSAT ION INSURANCE AND RCW 18:27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICV'rIOR HIS/HER DEAUTYANDIALL FEESARE PAID.
Signature Pcint Nam Date
AT`MN'n0N I .
ITIS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUC'FURE UNTIL A FINAL INSPECTION HAS BEEN,',IADE AND APPROVAL ORA CERTIFICATE OF
OCCUPANCY HAS BEEN GRANTED. LIOCIO9.(IBCI M IRCIH) —\16
F—] ARCHINIE FIAPPLICANT ASSESSOR OMER
STATUS: READY TO ISSUE BLD200606166
3NDITIC
• Must follow recommendations of geotechnical reports.
• REQUIRED SPECIAL INSPECTIONS FOR TMS PROJEC`r:
1) Soil bearing verification
2) Placement of fill & compaction
3) General site monitoring during wet weather construction
4) Footing drain installation
• Lot line stakes must be in place at the time of foundation/setback inspection.
• All new. extended, re -built or relocated electrical utility and/or service shall be placed underground.
• Approval of this lbundation design is conditional subject to inspection of cNisting site soil conditions.
Retaininp Walls must be designed and constructed to resist the la teral pressure of the retained material.
Provisions must be made forthe control and drainage of surface wateraround buildings-
* Mwdmurn Height 25 feet. Measured firomaver-age elevation of undisturbed soil at comers of emended building rectangle.
Subject to field check by building deparlment-
0 Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed-
0 Type B or L vent connectors required on fuel-buming appliances passing through unheated spaces. Per IMC 803.2
0 Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309
0 Pursuant to UPC 605.2 a water sery ice shutoff shall be installed on the water line as it enters the building.
0 City approved plastic piping may be used in water service piping provided that where metal water service piping is used for
electrical grounding purposes, replacement piping shall be of like imterials (UPC 604.8). A state electrical permit and
inspection is required if electrical grounding is altered, removed, improved. or added. Contact State Dept. of Labor &
Industries Electrical Division at 425-290-1309.
0 Submit all special inspection reports to the City Building Inspectoron a weekly basis.
0 Any request for the modification- variance orother adrninistrative deviation (hereinafter "variance") must be specificaliv called
out and identified. Approval of any plat or plan containing provisions which do not comply with City code and for which a
variance has not been specifically identified, request and considered by the appropriate City official in accordance with the
appropriate provision of City code or State law does not approve any items not to code specification.
0 Pursuant to UPC 608 a pressure regulator valve (PRV) shall be installed near the water shutoff.
& Sound/Noise originating frorn ten4)orar-v construction sites as a result of construction activity are exempt from the noise limits
of ECC Chapter 5.30 only during the hours of 7:00arn to 6:00pm on weekdays and 10:00arn an� 6:00pm on Saturdays, excluding
Sundays and Federall-lolidays. At all other times the noise originating from construction sites/activites must comply xvith the
noise l'imits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30-120.
0 Refer to Citv of Edmonds Water service line handout for requirements.
0 48 hours notice is required when requesting your FINAL Engineering Inspection- 425-771-0220, em.1326.
NSPECTIONS
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE
PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION.
PERMIT TIME LIMIT: SEE ECDC 1900.005(A)(6)
I FH rHi)tNC (425) 771-0220 uvr. 1333 1 FNGIN
I PUBLIC WORKS (425) 771-0235 pRE_TRFAT1vJENT (425) 672-5755 1 RECVCLING (425) 2754801
• E-Erosion Control/Mobilization
• E-Storm Tightline
E-Stomi Detention System
• E-Footing Drain Connection
• E-Water Serwice Line
• E-Pavement Subgrade
• E-Pavement Compaction Test Report
I I
as-
0 ft
PLANNING DATA
STREETFILEI
Name: L-oyyy oeicpvlor
Date: 0 (P - 14. 7006
SiteAddress: +019 1-4+1_'r4 e:;p-tyP,4M+ SW
Plan Check#: BLD-2006- () (p (p (,o
Project Description: NPW VV%aA4L-Af-qCt%A1r1C4 VJOVV%e 0"V1 C1 CvfV),91e,
-f-amAIL6 Wt. fvro!)
Reduced Site Plan Provided: (e NO)
Zoning:
Map Page: I+
Corner Lot: (YES /OD
Flag Lot: (YES / 6D
i ical Areas Determination #: 7,000. ot;&o I 101 c1q.00 I tj Nekl7uy) (ita� Kf�
E Study Required It clomp lefe of okairok_
El Waiver ?V 422-1. Colo" +Meyvlo glupfs,004
SEPA Determination: + *s_,,ocXa+c-d W Vf Y, SU
a Exempt 0V I %ya Y�,a,3 ey'ading Propo6ed Wort C(A+cd ('0171 ISDe
El Needed (for sites with 500 cubic yards of grading or within 200 feet of Puget Sound or Lake
Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with notarized form).
Re ' d Setbacks
Street: _F�ide,
C W)
Side: 1
I t e) 0
Rear:
2.95
Actual Setbacks
S� r e et:
14 ep)
Side-
L W
Side:
CF1)
—Rear:
40
11 Detached Structures:
El Rockeries:
Fences/Trellises: N D V1 P, C.7 V1 0 W*V I ON I C.- L 0, r%
Bay Windows/Projecting Modulation:
Stairs/Deck:
Parking Required:
Parking Provided:
Lot Area: + 6115
Lot Coverage: tec7ev J-1hoo 2
Lot Coverage Calculations: cp
ctecw/ P0 n.V% I W at V-WA y 5-.11491
Building Height
Datum Point: 459
Datum Elevation: 10
Maximum Height: '�oE; 1 ( 11,22. -4-$5
Actual Height:
ADU Created: (YES /0 1. 13.
Subdivision: Co - 1.-0 0 Lk g5 I- ( LD+ L A V- W *. 1-0 0 6 11, 0 9 16 00 1-
Legal Nonconforming Land Use Determination Issued: (YES / co))
Other
A' q4-0
100.0 C1 ro -� 1� z 61 Z -+ 9 A-V-Cv A I e 61 ra d C
G% 01+.0 -r 2,6 "A.X 4+�
401.0 � 1111-0
111�5,16 14ex4vit LAMI+
ences
)C9.
a
Plan Review By: ge�w ae,�
CA FILE NO.
gitical Areas Checklist*
--------------------------------------------------------------
Site Information (soil s/toR5gaphy/hydrol,2gy/ve getation) t i (., -r�a, p,,a
0)
Site Address/Location:
Property Tax Account Number:
10,7
7=--=
3. Approximate Site Size (acres or square feet): q do,,a ;:
4. Is this site currently developed? _ yes; �_ no.
zzc
If yes; how is site developed?
I ��/
5. Describe the general site topography. Check all that apply.
4f
Flat: less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15 % (a vertical rise of I 0-feet over�a
horizontal distance of 66-feet).
Hilly: slopes present'on site of more than 15% and less than
30% ( a vertical rise of
I 0-feet over a.horizontal distance of 3 _3 ) to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: Approx. Depth:
7. Site contains areas of seasonal standing water: Approx. Depth:
What season(s) of the year?
8. Site is in the floodway �)Q floodplain-__ of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? Flows are seasonal? (What time of year?
10. Site is primarily: forested meadow ;shrubs mixed.
urban landscaped (lawn,shrubs etc)
11. Obvious wetland is present on site:
WAiVrIM
ke,viewedb'�: 7,*,P, o--�---
�P�anner Date
�ca_chk.doc; Re� 10103/97
0 0 q , - 1
City of Edmonds
'TW CRITICAL AREAS CHECKLIST
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 a development
permit 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).
An applicant, or his/her 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 detennination 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 infor m-ation (e.g., site plan, topography
map, etc.) or studies in conjunction with this Checklist
to assist staff in completing their preliminary
assessment of the site
I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the
best of my knowledge (fill out the appropriate column below).
Owner/Applicant:
M
161 "M I
), C� , �
73 UJ
Street Address
L
City State Zip
(4A,5) qk�5 OW7
Tel`ephonie
Signature
Date
licant Representative:
4 - . lv�
Name 0.
Street Address
L 912,1
City State Zip
I
Telep one
I J� _ _
Nj at
Signature
Date
c:rccepdon\jan.a\Cac1.doc
(over)
V
�t .4 C. i S91
February 22, 1999
Ed Orner
1721673 rd Ave. West
Edmonds, WA,98026
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
Subject: Determination regarding Critical Areas Checklist # 99-19
Dear Applicant:
BARBARA FAHEY
MAYOR
Enclosed please find a copy of the Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City is
located on the reverse side of the form (bottom of page).
It is very irriportant for you to retain a copy of this Critical Areas Checklist "DETERMINATION" for your records.
IMPORTANT INFORMATION TO BE NOTED:
PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT
ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHECKLIS OR CRITICAL AREAS STUDY.
The 'DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not a
project -specific determination.
Milo,. You must submit a copy of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL
PERMIT APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED.
Permit applications include the following:
Building Permits
Conditional Use Permits
Subdivisions
Variances
Applications to the ADB* Land Use Applications
Any other development permit applications.
Thank you.
Sharla Graham
Planning Secretary
cc: Virginia Deaver, Windermere
Eric: Critical Areas Determination
* Architectural Design Board
C:lReception\Jana\CRLTR.doc Inco . rporated August 11, 1890
Sister City - Hekinan, Japan
S TA NDA41p DR41NAGE DETENTJW SYSTEM
WORKSHEET
m
.QWNER LU9-4
ADDRESS 17q TP 5-f
12
CAMBY.-
DAM- - 2 (a-
1 mr
.0 I I "'DESIGN DATA*****
IMPERVIOUS AREA PIPE DIA PIPE LG ORIFIC.E
4-71>7V RECEIVED
Denmm" PrE UMTH
Implum
TIGM
r
a sum
UPPER CATCH BASIN
m U9 J U L 2. 8 2006
VAL)
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
6%a%w%p or
CONC Sam I=
XT CONTRIL
CONTROL CATCH BASIN
SYSTEM CROSS SECTION
we
2*WX6* KW. 4-W SPALLS OR EQUAL
.e
FROM CONTROL C9 M M 3' KEP. 3/4' CRUVIED ROCK
iupw ourur
r
L&a
li
v %6 fm
RUNOFF SPREADER. TRENCH
F00TJ7VG DRAMS SHAU NOT-AE CONNECTED 70 DETEN77ON SYMEM
N07ES.-
1. CdI Engineering Division (M-0220) for a figbdinc and detenfim sqystuemm' v
in'
before backfilling md for find inspections. ate:
2. Reqmm-bffity for qxwafion and m�aipftnance of &aimp estem an private pmpedy is Iffie,
requmaffity,ofdwprppwyow=w. Material vicemaulated in &e-storW pip-, munt be fludw
out and removed fiam &e catch basins to allow pmper operafwn. The ouW conhol orifice
nmst be lowt open at all timm
6
BY
d�
7��- / Al Y* (57-5k)
November 01, 2007
Jenny Readwin, Plans Examiner
City of Edmonds
Development Services Department
121 5th Avenue North
Edmonds, Washington 98020
DearJenny,
This letter is written in response to your letter dated October 18, 2007 regarding the Garage
Permit 7025 174th St. SW Plan Check No. 2006-0953. 1 would like to offer the following response
to the items mentioned:
2.
Jerry Andes has revised the surveyor's statement regarding the height calculations, and a
stamp has been added and signed as requested.
a) Original grade information has been added to the Fence and Rockery Plan, Table b.
. This data shows that no part of fence A exceeds 6.0' above original grade.
b) Original grade information has been added to the Fence and Rockery Plan, Table b.
This data shows that no part of fence B exceeds 6.0' above original grade.
Three copies. of the requested information are included with this letter. Thank you for your
consideration.'Please do not hesitate to contact us with any questions.
Respectfully,
Qisk
La her
' R*w
FILL
Z) I VIE" " "
RECEIVED
ip�!nq MOU
1.0 4 (
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
1523 Tenth Street
Marysville,WA 98270
A N D E'S
360-659-6639
LAND SURVEYING,,P.S..
Fax 360-659-7718
www.andeslandsurveying.com
.October 10, 2007
Ms. Jenny Readwin, Plans Examiner
City of Edmonds
Development Servites Department'
12i 5th Avenue North
Edmonds, WA 98020,
RE: Plan Check No. 2006-0953
Dear Ms. Readwin,
1 have reviewed the map known as 'Exhibit A' as submitted to your office by.Mr. Deisher.
Although I did riot provide the originai topography,. I have visited "the site on several occasi6ns'
prior to and during the construction of the dwelling,on the adjacent lot. I also staked the property
comers as a condition of Short Plat approval.
To the, best of my ability, 'utilizing the best available evidence, I have. reconstruct6d the contours,
Of tne.6rigirial grade in the area of the new garage�
�Kiaep in mind that these contours are as close as possible without having done an actual field
survey prior'to construction.
The height calculditions, based on the revised'Exhibit A', are as follows'
NWcomer 100.3
NE corner 102.8.
SE comer 102.3
S "IN cor
ner 100.0
Nverage elevation (405.,4/4) 10.1,35
Measured peak elevation = 116.00
A -age height (116. 00 - 10 1. a5) = 14.65
ve,
Maximum height allowed (average grade + 15-.00); (101.35 + 15.0,0)'= 116.35
If you have any questions or concerns, don't hesitate to call - --------------
Sincerely yours, - — - -- -------
WU
t
Jerry Arides, P. L. S.
President
R ECE UVE D 7362
NOV46 U.
EXPIRES- 4 7
-DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS �.(00117407
CITY OF EDMONDS - 1215" AVENUE NORTH - EDMONDS, WA 98020
PHONE: 425.771.0220 - FAX: 425.771.0221 - WEB: www.ci.edmonds.wa.us
DEVELOPMENT SERVICES DEPARTMENT: PLANNING - ENGINEERING - BUILDING
October 18, 2007
Mr. Larry Deisher
Email: LPNW@verizon.net
RE: PLAN REVIEW COMMENTS FOR REVISION TO PLAN CHECK # 2006-0953
DEISHER GARAGE AT 7025 — 174'" STREET SOUTHWEST
Dear Mr. Deisher:
I have reviewed your resubmittal dated October 12, 2007 for your revision to the above building
permit application for the Planning Division and it was found that the following information,
corrections, or clarifications will need to be addressed before review can continue:
I . Height Calculations: As I stated in my corrections letter dated August 29, 2007, your height
calculations statement must be stamped and signed by a surveyor licensed in the state of
Washington. You stated in your response that the surveyor's statement is stamped; however, I
did not see a stamp on the document you submitted on October 12, 2007. Therefore, please
have your surveyor stamp and sign his statement regarding the height calculations.
2. Fences: As I stated in my corrections letter dated August 29, 2007, per ECDC 17.30.000.C,
"Unless a variance is first obtained, no fence shall be more than six feet in height as measured
from the top of the fence to the lowest original grade." Please respond to the following
comments regarding the heights of the proposed fences over original grade:
a. in your resubmittal dated October 12, 2007, you provided top of fence and finished
grade/base of fence elevations for Fence A showing that Fence A is 6 feet in height
over finished grade. However, you did not provide any original grade elevations.
Therefore, please submit original grade elevations for Fence A and show that the
height of Fence A will not exceed 6 feet over original grade.
b. In your resubmittal dated October 12, 2007, you provided top of fence and finished
grade/base of fence elevations for Fence B showing that Fence B is up to 57' in
height over finished grade. However, you did not provide any original grade
elevations. Therefore, please submit original grade elevations for Fence B and show
that the height of Fence B will not exceed 6 feet over original grade.
Please redline plans or submit three copies of your revised site plan with a written response to each of
the above items. Please make all submittals to a Development Services Permit Coordinator Monday
through Friday, excluding Wednesdays, 8:00 am to 4:30 pm. If you have any questions, feel free to
contact me at Machuga@ci.edmonds.wa.us.
Sincerely,
Development Services Department - Planning Division
RECEWED
No' U I
DEVELOPMENT SERVICES CTR,
Jen Machuga, Planner CITY OF EDMONDS
CA FILE NO. —f —1 — 1 —1
Critical'Are�s Checklist
--------------------------------------------------------------
Site Information (soils/top A%%-* fV1 po-al
qWaphy/hydrol9gy/vegetation)
1.
2
Site Address/Location:l
Property Tax Account NL
3. Approximate Site Size (acres or square feet): q 1�-� 4j
4. Is this site currently developed? _yes; no.
If yes; how is site developed?
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 overl
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of
I 0-feet over a horizontal distance of 3 3 to 66-feet).
Steep: grades of greater than 3 0% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet)..
Other (please describe):
6. Site 6ontains areas of year-round standing water: Approx. Depth:
7. Site contains areas of Seasonal standing water: Approx. Depth:
What season(s) of the year?
8. Site is in the floodway �)o floodplain of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? Flows are seasonal? (What time of year?
10. Site is primarily: forested meadow ;shrubs m. ixed
urban landscaped (lawn,shrubs etc)
11. Obvious wetland is present on site:
ER
------------------ -- - ------ - -- - --- - ---- - ------ -
--- ------------ - ---- For -City Staff -Use Only ----------
Site J, Z fied? PIS — 20
As. on 6 J'Pis
9CS mappedsoil typ jW'MdA1 i�� La4w
7,
'lWetlaind inventory or C.A. map indicates wetland present on site?
:4, Critical Aieas inventory or C.A. map indic�tesCritical Area on site? J4
Siie within designated earth subsidence landslide hazard area!
.6 e Map?. ye� �4- 60 en�
Site . designated o.n the Environmentally. . Sensitive Ar as
j4z) t Ptra-11 �-Pl) vie- es'OA. Mwe"i
IjETERMI TION
CONDITIONALWAIVER
STUDY RtQUIRED
A/ WAIVER
Reviewed by:
�7anner
Date-
�cs—chk.doc; Rev 10/03191
9 �W& e
City of Edmonds
'IQW CRITICAL AREAS CHECKLIST
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 a development
permit 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).
An applicant, or his/her 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.) or studies in conjunction with this Checklist
to assist staff in completing their preliminary
assessment of the site
I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the
best of my knowledge (fill out the appropriate column below).
Owner/Applicant:
Name
1211& - 7
Street Address
� JAur)k L 0 c,,- q
city State I Zip
(4j,6) 1,4- 5 - V7
TeRephorie'
Signature
Representative:
4 -
Name
ztj-,�3 — 6
Street Address
2,1
city State Zip
Telep. ione
Signaturej'6&�
Date
Date
creception\jan.ak . acl.doc (over)
Ir
J0
.1.4 C. 189'3
February 22, 1999
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
Ed Omer
17216 73' Ave. West
Edmonds, WA 98026
Su bject: Determination regarding Critical Areas Checklist # 99-19
Dear Applicant:
BARBARA FAHEY
MAYOR
Enclosed please find a copy of the Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City is
located on the reverse side of the form (bottom of page).
it is very irinportant for you to retain a copy of this Critical Areas Checklist "DETERMINATION" for your records.
IMPORTANT INFORMATION TO BE NOTED... .. ... .
PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT
ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHECKLIS OR CRITICAL AREAS STMY.
The 'DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not a
project -specific determination.
You must submit a copy of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL -4011111
PERMIT APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED.
Permit applications include the following:
Building Permits
Conditional Use Permits
Subdivisions
Variances
Applications to the ADb* Land Use Applications
Any other development permit applications.
cc: Virginia Deaver, Wndermere
Eric: Critical Areas Determination
Thank you.
Sharla Graham
Planning Secretary
* Architectural Design Board
C:ReceptionUana\CRLTR.doc
Incorporated August 11, 1890
Sister City - Hekinan, Japan
*--t'
8 go - 1 99
November 9, 1993
Mike Dawson
1222 N 185th
Seattle, WA 98133
CITY OF EDMONDS
250 - 5TH AVE. N. - EDMONDS, WA 98020 - (206) 771-0220 - FAX (206) 771-0221
COMMUNITY SERVICES DEPARTMENT
Public Works 9 Planning @ Parks and Recreation * Engineering
RE: Building Permit Application at 7025 174th St. S.W.
Dear Mr. Da�vsoii:
LAURA M. HALL
MAYOR
STREET FILE
I have reviewed a building permit application for (lie remodel of a garage oil a lot located at 7025 174th ' St. SW. I
see two problems with the proposed work. First. there is no evidence that this lot was legally created. Ili order for
this lot to be a legal building lot. a City approved subdivision would have been required any time after the City
adopted its subdivision ordinance in 1964. The City lias no record of a legal subdivision for this property, and
therefore, we require evidence that this property was legally divided prior to 1964. The title information that you
have provided appears to indicate that the property was divided and sold in 1971 without a City approved
subdivision. Therefore. the City cannot approvc any permils oil this site mitil the legal stattis of the lot is resolved.
Secondly, the site plan that you provided indicates that the garage does not conform to the required setbacks oil this
site. Section 17.40.020(F) of the Edmonds Community Development Code states that a nonconforining building
that has been damaged in excess of 50% of its value. may only be restored in conformance with the Ednionds
Community Development Code. The work described in your permit application appears to be restoration of a
dilapidated building. The work proposed to restore this building is proposed at $4,160, and the setbacks do not
conform to the Editionds Community Development Code. The Snoliomish County Assessor values the existing
stnicture at $ 1.000. Therefore. the proposed work would exceed 50%, of the value of the building, so that if you
could prove a Icgal subdivision. this renovation could not beallowed.
Because of these two factors. the Planning and Building Divisions of the City of Ednionds find that your building
permit application must be denied.
If you have any question, please do not hesitate to contact this office.
Sincerely,
-e
John Bissell/AICP
Associate Planner
Planning Division
C. Jeannine Graf. Acting Building Official
\/Shiron Nolan. Permit Coordinator
DAWSONDOC. Incorporated August 11, 1890 0
Sister Cities International — Hekinan, Japan
FKOFOc�)EP GAI�AGE FEVII�)ION DATE: 12/1(5/07
GAI�ZAGF c�)lTff_ FL.,..AN AFFL..,IGATION AT 7025 174TH '�)TKEFT ':�W
151TE [)EVELOFMENT AND 6ARA6E/c..?HOI` FLAN FORl.,ARRY P. DEIc.)HER
Ac-9-DUIL.T GONPITIONc-)
IN GITY OF FPMONPcq, WAc;)
c
..?W 1/4 c.;EG, 08, TOWNc-)HIFF'
z
THAN
10' VEKTIGAL_
THI':) AI�EA
0 Z4
PEGK '�HA[_[_ DE
THAN 30" ADOVE FIN.
�_If
TFEE
NOTLD '�,AVING
DA c. If
ON '501 [_ `�TFUGT LJFE
L_OGAT1ON
AND FFOTEGTED
FFOM
FAD I N6 FEOU I FEMffNTcq.
LEGEN
0
p
-0-
MB
—SD—
W
T
G T P C
cl-13—
OHP
FND MON. IN CASE
SANITARY SEWER MH
POWER TRANSFORMER
CABLE RISER
CABLE JUNCTION BOX
TELEPHONE RISER
UTILITY POLE
GUY ANCHOR
WATER METER
FIRE HYDRANT
NGTON
I
7 NORTH, RAN6F 4
60-
<5 2
.............. bA
C,
-V \Ncl 0
...... —
Lu
0\0
.......... ...
............ .....
C)
0\
0\ (2
Lu
13. DF
40, c - - -
y . 10")
0
PT DF ::::-:��000
Tnc�)
102
DECK
i�y
2' DF 10,4
I MFEFV I OU':5 '�UFFAGE GALGULAT I ON'D:
FFOFO'�)Ifl) F_5L_1)G. GOVEFA61f 1,765 cf=
F'FOF'O`jE1) DFIVEWAY GOVEFACIE 1,250 `�F
I"FO!"O'�)ED 6AFAGE GOVEF,46E 1,012 '��
FFOI`Oc�)ED DEGK'�) (550 '�)F�
TOTAL IMFEFVIOU'�) c)UFFAGE'�) -4,677 '�)f
TOTAL GAFAGIf GOVEFAGE
-46,4 + 526 1,012 c,)F
LOT GOVEFAGE: 35 FEFGENT
LOT AFEA: I 3,7q5 c-?O.f::T. NET
LOT l?I_OFIf: 0 FEFGENT IN 13LD6. ENVELOFE
35 FEFGENT ONc�?I_OFE AFIfA
06 FINI'�)H 6FADE I-INEc-)
GFADING QUANTITY = 1 50 GU. YDc5.
�y
1� 4 , q 1\ 168TH '�T. W
ED MONP'�)
6
I WTH c?T. W
I q6TH c?T. W
Lu
>
z
LYNNWOOD
0\0
2\
�/L_ Y
MEA1)0\Vl)4\L_ff DE/��GH
VIGINITY MAF
':�GAI_E: 1 2, 000'
q 0 (0 2 q \X1
NOTES
1) UTILITIES AND/OR IMPROVEMENTS WHICH MAY EXIST UNDERGROUND OR
ARE NOT VISIBLE. MAY NOT BE SHOWN ON THIS MAP.
APPROVED . S NOTED
VERTICAL DATUM: ASSUMED NGII ERI
TOI�) TOF OF '�I_OFE
Date:
BENCHMARK
HELD ASSUMED ELEVATION OF 100.00 FEET ON TOP
OF SAN. SEWER MH AT INTERSECTION OF 174TH ST
AND �'l ST AVE. W.
U
104 SCALE: 1" 20'
L-OT I
...... GONTOUF15�: 2 FT. HTEFVAL
'�)HOFT F'L_AT
DATUM: `5c�,MH IN INTEFI�)EGTION
...... : a
0\1N L
Al�)1�51_JME[) AT 100.0
DETA
A.F.-# 200512065002
13,7q5 (NET) >(
..... 147'
....... .....
10*
........ ...
1�0 ......
T
12' [_0T 2 *ALL- FOGKF_FIIfl�)
-102� .....
...... c�)HOFT FL -A
A
TO E51f 36" OF
ADOVE OF16. 6FADE.
6 'A . ......
NG ..........
2.q
L 1 2 c�)-200zl-52
GATE 10
96' .... .........
......... ........
c�)ff FOCKEFY F'L_AN c�)HEET
.
... AT,# 200512065002 ff OF DETAIL-c-).
. . ...........
FENCE B
`
1
3
1
GATE
.........
......
. .
.... .
...
.
....
. ............
ROCKERY A
.... CNTFL-.
.... c�)TFUGT1,1FE
1025
. ......
---
.... i�lm - 100.0
IE= 016.3
FENCE B
.............
..................
PIP
(IN)
........
..................................
WATE
G16.3
. .... .
.........
.............
(OUT)
............
...... ...........
..... ..........
.....
....................................
........ .... ...........
..........................
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........
.......
.....
......
........
.............
.......... .
.... ....... ....
.
..............
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..
A.. ......
.... ............ ........
................... .....
............... ........
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. .... ................
... ..............
. . ........
....... ...
....... .......
....... . .............. ...
................................
-� ....... .......................
...............
------- ........ . ...............................
. ...... 77-�� . .... ...
- ............
................
. ...
.......
7 . ....
.. . . ..... ...... . ............. .
..........
..........
.....
......
.....
....
) ........
..... ....
................. . .......
.......
.....
..... .
.. ...
............
ROCKERY C
....
...... ........
. .....
.....
T,
.y
la
...... ....
...........
........
.... .... ....
....
''
' * 'i
.. ...........
.....
....
ROCKERY I
........... . .. .............
.......... .................
............ .......... " '!
WATER VALVE
........... 4
........ .......... ....
....... . .. _.
...
...... .........
...... .............
.............. ............
....... ....
MAIL BOX
... -NOTE,—
*. *.'. *.'. *. I . .
...........
......
CATCH BASIN
7,40,4
.......
ATTAGHED GAFA61f�
F E N G If
FENGE A- '�?GFEENING
...... ......
...... ...... c-)INGL-E '---)TOFY, 2,4'
x 2,4' '�)L_A
DETWEEN HOU'�E ND
SANITARY SEWER
NO FLOOF FL -AN.
DETATGHED �)HOF.
STORM DRAIN
...... HED CIAFA61f:
DETAC
ENTIFEL-Y WAN l30pf5L_,
c5INGLE '�)TOFY, 22'
x 22' C�L_A[5'
HE16HT ( .0 FT, 6-ver OC
WATER LINE PAINT MARK
TELEPHONE PAINT MARI<—
'�)EE FL-00F F'L-AN.
FENGE D- FAFTIAL-,TY
OLJT'�)IDE Of 15'�)
JOINT UTILITY PAINT MARK
G=GAS, T=TELEPHONE.
P=POWER,C=CABLE
WOOD FENCE
OVERHEAD POWER LIL
EDGE OF GRAVEL
SCALE: F 20'
20 z 20 40
GONTOU[�`) 2 f-::::T. INTEEVAL-
'�)LJFVEYOF
FOGK '�)FAI_L_ ENTFANGE
I L-T FENGF
J F ANDE'�? E Ac�'�?OG I ATE'�)
1523 TENTH c--)TFEET
MAI�Y'�V I LI-E, WA. q6270
360-65q-663q
HEIGHT NO
700
Gl;�EATEF TJ-_�AN ��.O f=T, zq
A13OVE F- �nKADE�
FENGE G- F'IGKET PGREENIN6
FlfAi;� OF HOLJc-)E,
HEIGHT. HAN 6,0 [=T. C-a�
Iz-,
7�/ I _v IA
F'FOF'lfl;�TY ADDFE'�� 7025 17zlTH '�)TFEET �,W.
ff[)MOND'�)
\NA'�?H I NGTON q(5026
TAX AGGT, NO. 5131-000-106-07
IGANT/
FL-ANNEF' L-AND FL-ANNIN5 NOFTHWE'�T AFFL_
L-AFFY P. DE I �)HEF OWNEF:
1523 TENTH ':�TFEET
MAFY"W I L.L-E, WAc�?H. q8270
(425) 33q- 1302
DFVEL-OFMENT INFO[WATION
TOTAL- LAND AFffA 13,7q5 c)O.FT.
.32 AG.)
AFEA OF FOAP\VAY - NONE
TOTAL- FOAD LENGTH: NONE
N ET DEVEL-01"MENT AFEA 13, 7q5 't)Q, FT,
32 AG.
FE[�GENT VD, TO TOTAL_'Ai�EA. 0.0
EXI'�)TING ZONING F
FFOFO':�EP ZONING' Fl�) 12
FOWEF '�)UFF L_Y: '�)NOHOIVI I '�H GOUNTY F. U.
D. NO I
WATIf F '�01"Il-Y, G I TY Off EDMOND�)
-)E\VEF c-)EFV I GE G I TY OF EDIVIONDc�) (:�AN,
'�)EWEF)
'�)GHOOL_ 1) 1'�M� I GT EDMOND�? NO,
1) 1'�)Ti;� I GT' '�)NOHOM 1'�)H GOUNTY P
1'�T. NO.
FFOFOI�)ED LAND Ul�)If: '�INGI_lf FAMILY
FEc
t) I DENT I AL_
(DETAGHEP)
q7.0'
FFOFOI�ED GAFACIE
HEIGHT GAL-GULATIONcD
F'FOFOI:5E[) HOME
HEIGHT GALGULATION,�)
6AFA6E A
7025 HOME:
A �)W GOF. qq.0
A 1�4 GOF. qq.O
f5 ':�If GOF. 100.0
D c_)If clOF. 100.0
G NW GOF. qcl.O
G NW GOF. 017.0
1) NE GOF. 100.0
1) NE GOF. qq.O
3q(5.0
3015.0
'�HOF D
E NW GOF, 100.30
7025 HOME-
F NE GOF. 102.80
AVEFAGilff GFADE C185
6 r-)\Xl GOV. = 100,00
AGTUAL_ HEIGHT 1205
H c��If GOF, = 102.30
MAXIMUM HEIGHT 123.5'
405.4
ATTAGHED GAFAGIE 'A'�
AVIfFAGE GFADE qq,5
AGTUAL_ HEIGHT 115.0
MAXIMUM HE16HT 1245
DETAGHED '�>HOF' '13':
AVEFA6f- 6FADE = 101.35
FINIc)H GF40E � 101,011
AGTUAL HEIGHT = 116,00
MAXIMUM HE16HT = 116.35
AVG. HEIGHT = 1465
L-EGAL- PE'�)U�IFTION
LOT I OF GITY OF EPMON[)':� `�HOFT NO. c�-200,4-52 A`9 REGOEDED UNDEF
ALJOITOF'c) FIL-E NO. 200512065002, FEGOFP'�) OF -�NOHOMF?H GOUNTY,
WA':�HINGTON.
c?LJDJEGT TO EA`)EMENTc), GONPITIONc) AND FE`�TFIGTIONc;) THEFEOF.
L_A[;�[;�Y APPROVED BY PLANNING
7025 1 7,4TH '�>T c�\V
EDMOND�), WA q6026
425-33q-1 302
011MV
L
c1cl.0,
102.(50'
10030,
zone a,,3� comer.WD-Flag
aggMk_s gL �uired
Front
__&VJ0_ cor
#
'all
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02_30
)
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AGTUAL- HE I GHT = 116.0
MAX I MUM HE I GHT = 12315
06
FEVF�)ION 1)4,,TE- 05/16/06
IMFEF\VIOU'� '�)UFFAGE GAII-GUI-ATION`�
FIFOFO':�El) ff5L-1)6. GOVEFAGE 1,(lq6 1�)F:
1`1�01`0'�)El) L)FIVEWAY GOVEFAGE 1,2016 C-)' F
FF\'OF'Oc)ff-[) EXTEFIOF '�)L-AD6� 0 6�ff
FFOFO'�EP I)EGK, 1-01��CH, WL-KWY'c) 1,1,51 c--)F::
TOTAL IIVIFEFVIOUI�) 1--�UFF-4,CE,�� -4,175 c-)f::
FUTUII�E GAI�A6E GOVEFAGE 1414 0 1�) F
FUTUFE MFlfFVIOUc-) `)Ui�FAGE`� -4,615 '�f
I-OT GOVEFA61ff� 33.5 FEFCFNT
L-OT AFEA " I 3,7q5 '�)Q.I`T. (NET)
L-OT c�)L-OFE: 0 FEFGENT IN [31-P6. ENVEI-OFE
36 FEFGENT ON '�)L-OFE AI�EA
NI 1'�)H 6FADE L- I Nlf`�)
6FAIDING QUANTITY =1 50 GU. Y[Dc
MEAPOWPAL-E 6EACH
122 , qq , I
8q 06' 2q W
TO'�) = TOF Of c-)L-O�:�'If
Fi;�OFOI�)ED C-)FF
FOOF IMFEF\'V, = 1,867 c,)=
AV. FIN.GF. = q8751
FIN. FL-F,4�2W ioo,67
FOOTIN6 EL-EV. = c
MAX [51--06. HE16HT 12375
AGTUAL- DL-L)6. HT. 44'WL.o
IS RESPONSIBLE
OLANDDAMAGE SCALE: F = 20'
GONTOUFI�): 2 FT, INTEI��VAL-
Appl-10VE0 AS NOTED
By G
Data:
DATUM, '�?'�)MH IN INTD�'�)EGTION
L
c- -2004-52
-?TFUGTW�E
N. DA5E ON 501L- c
LOGATION AND FKOTECTED ... 53,
........ .....
A-,F-,*--200'5I20(550 2
Fl�OM I6f�ADIN6 REOUIFEMENTc.?. A�)c-)[JME[) AT 100.0
13)7q5 '�QTT FT
WATER & SEWER 32' 21
326 1�0
.: P. ...... Zone
INSPECTIONS REQ'D I ...
(5' ........ comorN 10 vlftg-�t _0
CALL 425-771-o22o EXT. 1 F
I �0 ...... ........ TYF I n T
LLULIN
(D
0
FAI
E�I`
19
�i
—0—
FE
/0,
N
ME L7
F-1
SS
SID
W
T
—G T P C
—0-11
— OHP
........... ......
-102� ...... Setbacks Re ired Actual
Aj�
..........
------ '�)HOFT FL-/�T Front
LLI 9 1/5
99-0 10
PATIO I r)
L L) L) z-t Z-
FND MON. IN CASE aides
.5,
v V)
Rear
SANITARY SEWER MH .... .... A.ff,# 200512065002
Other
IV ......
Loll U)qu
POWER TRANSFORMER
CABLE RISER .... GINTFI--
.......... 10 2 5
........ A C4 f;7
Rim = 100.0
CABLE JUNCTION BOX IF-= CK0.3 -APPROVED BY PLANNINU
(IN)
........................ ..........................
............... .. ....... W A TF-- R- IE= Cill
TELEPHONE RISER
.................... ...
—�77 ....... ....
....... (01 IT)
NOTES
1) UTILITIES AND/OR IMPROVEMENTS WHICH MAY EXIST UNDERGROUND OR
ARE NOT VISIBLE. MAY NOT BE SHOWN ON THIS MAP.
VERTICAL DATUM: ASSUMED
BENCHMARK
HELD ASSUMED ELEVATION OF 100.00 FEET ON TOP
OF SAN. SENER MH AT INTERSECTION OF 174TH ST
AND 71ST AVE. W.
1)EVFL-0F'MF:NT Nf-`01�MATION:
TOTAL LAND AI�EA : 13, 7q5 '�)Q. FT. 32 AG.
AFEA OF FOADWAY- NONE
TOTAIL FOAD l---ENGTH: NONE
NET DEVEI-OFIVIENT AFEA: 13,7615 1�)Q. FT. .32 AG.)
FEFGENT FD. TO TOTAL AFEA: 0.0
EX 1'�)T I NG ZON I N6 F'�)- 12
FFOFO'�)ED ZON I N6 Fl�)- 12
FOWEF '�)UFFLY: 1�)NOHOM I 1�-�H COUNTY F, U. D. NO I
WATEF c-)UFFLY, CITY OF EDMOND�)
C�)Ewlff� 1�)IfFv I GE: CITY OF EDMOND�) (c�)AN. c�)EWEF)
c-
)GHOOL D 1'�)TF I GT, EDMONDc�) NO.
FIFE Dlc�)TFIGT: '�)NOHOMI`)H COUNTY Dlc�)T, NO.
FFOI`Oc�)EP LAND '�)INGI,E FAMILY Flff'�)IDENTIAI-
(DETACHED)
.... . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . .
UTILITY POLE
.......................
...................... ...............
.......... . .... .... .
............................... . .... . ...................
....... ............... .... .....
.............. . ........ . ....
.......................... . .. .....................................
...................................... Dyl
......................
GUY ANCHOR ........... .
.......... * ........
r.T ...............
...............
.. ............ ..........
........... .......... ....
........... ......
..... ...........
...... ...................
........ .............. ...... ........
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....... .....
. .......... ....... ..................... ... .... ...... . -
....... . . . ..
....... .................... ...... ......
.......... .......... . ....
............ ......
............ ......
FIRE HYDRANT
.... ..............
.... .............
............
..... .. ....
WATER VALVE
....... ....... .............
............. ............
[III, -HT -OF -WAY CONSTRUCTION PE 'MIT
MAIL BOX AND INSPECTION REQUIRED
...............
CATCH BASIN
7 z4 0 z4 ....... ......
...... .....
SANITARY SEWER ..... ....
STORM DRAIN
.. .. ......
.......... .
WATER LINE PAIN I MARK
TELEPHONE PAINT MARI<--
JOINT UTILITY PAINT MARK
G=GAS. T=TELEPHONE,
P=POWER.C=CABLE
WOOD FENCE
OVERHEAD POWER LINIE--
EDGE OF GRAVEL
SCALE: F 20*
20 0 20 40
GONTOUF't) : 2 FT. I NTIfi�VAL-
X
L-EGff NP ', I�IJFVEY`Oi�
FOCK '�FAL-L- ENTFANGE
I L-T FENGE
/ (A ()
DFOGKM/��\N
2
J F AN[)Ec�) 8 A'�?'�)OCl/ I ATF�)
1523 TENTH '�TFEET
MAi�Y"�)V I L-I-ff) V/A. q6276
360-65q-663q
FFOFEFTY ADDFIfc�)�
7025 174TH `�TFEET �.\X/-
EDMONP'�), WA'�)HII\16TON 96020
TAX AGGT, NO. 5131-000-106-07
FL-ANNEF: LAND FLANNING NOFTHWE'�T AFFLIGANT/
I-AFFY D. DE I c�)HEF OWNEi�, L-A[�FY E:. c�)U'�?AN I c�)Hff F
1523 TENTH `)Tl�ffffT F. 0. Dox 31 1
MAFYc-?V I WAc�)H. q8270 FT, 6AMIDILE) \VA, 016364
(,425)33q-1302 425-3301-1 302
NOTE: Flfflfl�ENGE THE GEO-TECHNIGAIL
FEFOFT DY NEI-'�)ON GEOTEGHNIGAL A'�)'�?OG.
DATED MAY 26, 200,4. FEFOFT 1'�?
'�)DFFLEMENTED DY I-ETTEF ffFOM A'�?�)OGIATED
EAFTH '�?GIENGIfc�) DATED MAY ) 2006
LOT I OF GITY Of: EDMON�� -�HOFT NO. -�-200,4-52 Ac) REGOFPELD UNI)EK
AUEATOR'c�) FLE NO. 200512085002, REGOFLDI�3 OF '-�NOHOMI'-?H GOUNTY,
WAc-)HIN6TON.
c�)LJD,,JEGT TO EA'�)EIVIENT`), GONDITIONr? AND FE-�?TFIGTION-�) THEREOF.
E. C 7�� 1 if r--- D
lk4AY 2 4
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
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MANUFAGTUFEID HOME/ FFOFOI�)E[D GAI�AGE(�))
KFV1c_)F1) 61�A[)ING FL,.,AN AT 7025174TH c:)TI�FFT '�W
KEVIc,?EP c-ATE 6KADIN6 FLAN FOK: L.AKKY 1). 1)EIc.2HFK
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'�)L_OFE
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PFOF
THI'�? AFEA
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THAN 30" AE50VE FIN.
6FADE . .
TFEE NOTED cMVIN6
ON '7901 L. c?TFLJGTUFE
DAc)Ej
L-OGATION AND FF0TffGTffP
FFOM FAD I N6 FEOU I PEMENT).
L6
LEGEN
FND MON. IN CASE
0 SANITARY SEWER MH
POWER TRANSFORMER
CABLE RISER
CABLE JUNCTION BOX
TELEPHONE RISER
UTILITY POLE
[B
Q,
MB L]
r_1
SS
SO
W
T
_G T P C
0HP
GUY ANCHOR
WATER METER
FIRE HYDRANT
e)o—
FEVF�10N LDATE- 02/20/07
I MFEFV I OU'�) c-?UFFAGE GALGULAT I ON`�:
FFOFOC)ED DL06. GOVEFAaE 1,765 c�)F
FFOFO�El) OFIVEWAY GOVEFAGE 1,250 c_)F
FFOFO'�)El) GAFA6E GOVEFAGE 1,060 C:?f:
FFOFO�)ff) IDEGK, FOFGH, WLKWY"� 600 ':�F
TOTAL IIVIFEFVIOUc� `)IJFFAGE:� 4,675 c,,[=
TOTAIL 6AFA6E GOVEFAGE = 576 + 4(5,4 = 1,060 `)F
LOT GOVEFAGE: 33.5 FEFGENT
LOT AFEA: 1 3,7015 c��Q.FT. (NET)
LOT '�)LOFE: 0 FEI��GENT IN DL-PG. ENVELOFE
36 FEFGENT ON '�?LOFE AFIfA
EXI'�T, GI�APF_ LJNE'�?
----------- FINI'�)H GFAI)E LINEc�)
TOc;, TOF OF rA_OFE (r�EE NOTE DELOW)
6FAIDING QUANTITY = 350 GIJ. YD').
M if 1) Owl) L' E OE/��'GH
52 00
F-77-1
122 Tq -T
.......... 06q 06, 2_1�,
156
RE -VEGETATE SLOPE
Ij -WfT-H--S-ArAL
z
\X1
0 TO'�) oKia OKIGINAL TOF OF '�L_OFE
T05 NEW NEW TOF Off '�)LOFF
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. . . . . . . . . .
10
*NOTE, DETACHED 6AFA6E '15' IMEETc-5
7
P F
.0-- MINIMJM 20' '�)ETDAGK fzl�OIVI OFIGINAL
Al .20
'4'
'A 100 ANLD \�E\X/ TOF OF `�L_OFE,
M
O� C
q�
0\
Ix
....... : I Y""�'
X ...
(0
P LOT I
c--)HOFT FLAT
`)-2004-52
A,F,# 2005120(5500'2
13)7q5 '50.f:T. (NET)
V c)
1
C-,J)
.40.
0
DETAC
HED
22'
X 22'
102
10.4
SCALE: 1 20'
GONTOUF'�)' 2 FT. INTEFVAL
PATUM: '�)�')MH IN NTEF`�EGTION
A'�)'�?UMED AT 100.0
NOTE:
ATTAGHEID 6AFA6E:
'�)IN61
E '-�TOFY
2,4' x 2,4' c?L
AE)
_
,
-
,
..............
NO FLOOF FLAN.
T, LOT 2
-702� c�)HOFT F'L_/�T
LLJ
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. ,
C' .....
........ .........
T ........ ......... I
X 2 .511 c)INGLE c?TOFY) 2,4' x 2,4' '-)L-A[5,
...........
PETAGHEP 6AFAGE:
A,ff,# 200512065002 NO FL_001;� FL -AN.
...... ....
......
CNTFL-.
......... RIM 100.0 1025
....... IE= ci6-3
�i�
-.0
X ... (IN)
. ................
...... ........ IF-= q6.3
........ ... I
...... (OUT)
...............
................
................
....... ....
............... ............
.............. .
............. .........
............ ..... 7—
... ......................
....... ... 7.
............... . . ............. ... .. . ...........
.............................. .. ....... . .........
........................ .1cBN
..... . ... . ...... ....
...........
................. ....... 6 .. .. ..... ........
.... .......
....................
. ..... n ... .... .... ................
......... ....... .......... .. ..........
.... ............ . .. .............
.......... . . ........ �,"X' .............. . ............
............
..........
...........
..... ........ .... .. ........ ... ..........
. ......... .... .. ..........
................ ..........
.... ..... .
..........
... .... ..... ........ ......
..... .............
. . . . . .. .....
..... ... ..... .......... ...... ...........
.......... .9 ... ..
............ ........... ..... ...............
........... . .......... ......... ...... .............
.................. ..... ........
.... ............
WATER VALVE
.. ........... ............. ...... ............
.......... ......
......... .............
.......... ...... ......
....... ........
....... ............
.......
MAIL BOX
....... .......
CATCH BASIN .......
7-40,4
SAN[TARY SEWER
STORM DRAIN
I
WATER LINE PAI[NT MARK
TELEPHONE PAINT MARK —
JOINT UTILITY PAINT MARK
G=GAS. T=TELEPHONE.
P=PDWER.C=CABLE
WOOD FENCE
OVERHEAD POWER LIL
EDGE OF GRAVEL
ZE� "E�
SEALE: F 20'
20 z 20 40
GONTOLJFI�) 2 FT. NTIfFVAL
L-EGEND '��UFVEYOF
FOGK '�)FAIA_ ENTFANCE
I L-T FENCE
700
J F ANPE'�) Ac_)c�)OG I ATE'�)
1523 TENTH '�TFEET
MAVYW I L-1-1f, WA. q8270
FFOFEFTY APPFE'��
7025 17,4TH c-)TFEET �.W.
EQMONP:�, WA:�HINGTON ci(5020
----------
Zone
Comer Flag
�5qtbacks ReLL�[ed
Actual
Front
Sides
Rear
A--------
Other
INUTE5
1) UTILITIES AND/OR IMPROVEMENTS WHICH MAY EXIST UNDERGROUND DR
ARE NOT VISIELE. MAY NOT BE SHOWN ON THIS MAP.
VERTICAL DATUM: ASSUMED
�BENEHMARK
HELD ASSUMED ELEVATION OF IZO.ZZ FEET ON TOP
OF SAN. SEWER MH AT INTERSECTION OF 174TH ST
ANEI'-,7 I ST AVE. W.
DEVEL-ONENT INff 0[�MATION:
TOTAL- LAND AFEA 13) 795 c�)Q. FT. .32 AG.
AFEA OF FOADWAY: NONE
TOTAL FOAD LENGTH: NONE
NET DEVELOFIVIENT AFEA. 13,7015 32 AG.
FEFGENT FI). TO TOTAL_ AFEA: 0. 0
EXI':�TIN6 ZONING F'�)— 12
FFOFOI�)Ep ZONING: Fl�)— 12
c
FOWEI;� c�)UFFLY �)NOHOMI'�)H COUNTY F.U.P. NO I
WAT`Ifi;� GITY Of EPMONPc�)
I-)EEVIGE: CITY Off EPMOND'�) ('�)AN. '�)E\VEF)
'�)GHOOL_ 1) 1 '�)TF I GT: EPIVIONP�? NO,
'�)NOHOMI'�)H GOUNTY Pl�)T. NO.
F I FE ID 1'�)TF I GT
FFOFOI�El) L_41\11) I NGL_E FAM I I—Y i�Ec�) I DENT I AL
(DETACHED)
NING
APP D P
0
'sect C-ain 0^
'jZ
50 cr-
S
� - 1 91,
TAX AGGT, NO. 5131-000-106-07
FL-ANNEF' L-ANI) FL-ANN I NG NOFTHWEc�)T AFFI_ IGANT/
LAFFY 1D. DE I OWNEF: L-ARFY 1�1,11�)AN DE I '�)HEF
1 00 ZND AVE c�), '�U I TE 1 70 F . 0 DOX 31 1
EPIVIONPc�), W,,'�)H. q8O2O FT. GAMDL-E, WA. q8364
(,425)33q-1 302 425-33q-1 302
API �':'
TROVED AS NOTED
-NGINEERING
BY 0,
Date:
01A
C: I
L-EGAL [)E�)GKIFTION:
LOT I OF GITY OF EPIVONDI�? c�)HOFT NO. 1�2-200,4-52 Al� [�EGOFDEQ UNDEF
ALJI)ITOF'c) FILE NO. 200512085002, FEGOI�D'�) OF c-)NOHOMI`>H GOUNTY,
WAI�HINGTON.
c�)LJ15\JEGT TO EAr-)EMENTc), GONPITIONc�) AND FEc)TFIGTIONC? THEI�EOF.
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RESUB
FEB 2o 2007
EWIIDYINOI DEPARZENT
Ca 'F EDMONDS IE
06/22/200S 14:25 41225 82 7 7 7 DI FAX PAGE 02/03
Associated Eat-th Sciences, Inc.
N [E No- _� W] 0
MWI,�A 6WJ 25 Yffus ofsewfC',
S�re4 F�, � e,
June 21, 2006
Project No. KE060468A
A-Iii, �L .2Z �t�UJ
Land Planning Northwest Z U
100 2d Avenue South, Suite 170
Edmonds, Washington 98020
Attention: Larry Deisher. P.E.
Subject: Evaluation of Top of Slope Setback
7025 174h Street SW
Edmonds. Washington
Dear Mr. Deisher:
As requested, Associated Earth Sciences, Inc. (AESI) is pleased to present this letter providing
our recorarnendations for top of slope setback for the above -referenced site. This letter has
been prepared for the exclusive use of Land Planning Northwest, Mr. Larry Deisher, and their
agents for specific application to this project. Within the limitations of scope, schedule, and
budget, our services have been performed in accordance with generally accepted geotechnical
engineering and engineering geology practices in effect in this area at the time our letter was
prepared. No other warranty, express or implied, is made. It must be under3tood that no
recommendations or engmeering design can yield a guarantee of stable slopes. Our
observations, findings, and opinions are a means to identify and reduce the irialierent risks to the
owner.
This letter is based on our visit to the site on May 25, 1.006 and our review of the following
documents:
1. "Geotechnical Engineering Evaluation, Deisher Short Plat," prepared by Nelson
Geotechnical Associates, Inc., dated May 26, 2004.
2. "Memorandum, Slope Protection, 7023 174' Street SW, Edmonds, WA., " prepared by
Nelson Geotechnical Associates, Inc., dated May 26, 2004.
3. "Drainage Plan," single sheet site plain stamped "Approved as Noted," dated August 6,
2004 and signed by Jamie Hawkins.
4. "Short Subdivision Site Drainage Plan," prepared by Land Plawiing Northwest, dated
May 18, 2006.
Pirklmd Office - 911 Fifth Awnue, Stilte 100 - KiWand, WA 98033 P (425) 827-7/01 F (425) 827-5424
E%erett Offiwpn * 21911 1 /2 Homirt Aveime-Stdre 2 - Berett, WA 98201 P (425) 259-0522 F (4251) 252��8
The subject lot contains a buep slope (43 percent) on the norLb- side. The slope is heavily
vegetatt-d and contains evergreen trees with sttaight trunks. The slope does not exhibit
indications of ground water seepage or past or present shallow or deep-seated slope movement.
We have reviewed the ab(�ve-referenced geotechnical report and memorandum prepared by
Nelson Geotechnical Associates, Inc. and are in general agrqe tnent with their geotechnical
recommendations. In our opinion, the recommended 25-foot top of slope setback presented in
the geotechnical report could be reduced to 20 feet without impacting the stability of the
neiahborling slope. This setback should apply to all structares and the on -site storm. water
spteadertrench.
We understand that the structure planned for the lot wD.1 consist of a manufactured home
supported on a standard post and pad foundation. In our opinion, the native soils are suitable
for support of this type of foundation using an allowable soil bearing press -are of'2,000 pounds
per square foot (pst). To attain this allowable soill bearing pressure, all footings have to extend
down to medium dense to dense native soil. Foundations should not bear upon existing site
fill.
We appreciate the opportunity to be of service to you on this projeia. Should you have any
questions regardbig this letter, please contact us at your earliest convemence.
Sincerelv,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
Inn
Jon N. Sondergaard, P.G., P.E.G.
Principal Engineering Geologist
INS/A
KEO(&69AI
Prqjws%2Wj(_463kKRW P
=EXPMS 21 1
\.4atthew A. Miller, P.E.
Associate Engineer
JAN 2 0 2006
DEvaopm
Cl T Y 60NFrESDCoVl'VCDESS CTR.
GEOTECHNICAL ENGINEERING
EVALUATION
DEISHER SHORT PLAT
7023 174TH STREET SW
EDMONDS, WASHINGTON
PREPARED FOR
MR. LARRY DEISHER
NELSON GEOTECHNICAL
NGAI f:�� A ASSOCIATES, INC.
GEOTECHNICAL ENGINEERS & GEOLOGISTS
17311 — ITP Avenue NE, A-500 Snohomish County (425) 337-1669
Woodinville, WA 98072
(425) 486-1669 & (425) Fax 481-2510 Wenatchee/Chelan (509) 784-2756
May 26, 2004
Mr. Larry Deisher
1523- 10"' Street
Marysville, Washington 98270
Geotechnical Engineering Evaluation
Deisher Short Plat
1h
7023- 174 Street SW
Edmonds, Washington
NGA File No. 393604
Dear Mr. Deisher:
We are pleased to submit this report titled, "Geotechnical Engineering Evaluation — Deisher Short Plat —
7023- 174 1h Street SW — Edmonds, Washington." This report documents our surficial observations and
subsurface explorations within the site and provides recommendations for site development. Our services
were completed in general accordance with our Services Agreement signed by you on May 9, 2004.
The site is planned to be divided into two lots, each with a planned residence, access to the residence, and
associated utilities. The stormwater of both residences will be diverted to one ston-nwater detention pipe,
and then into a dispersal trench.
We monitored the excavation of five test pits in the areas of the two planned residences and stormwater
detention pipe. We have concluded that the site is generally compatible with the proposed development.
Our explorations within the site indicated that native glacial till primarily underlies the site and should be
encountered approximately 1.0 to 4.0 feet below the existing ground surface based on our explorations.
In the attached report, we have provided recommendations for foundation, slabs -on -grade, pavement
subgrade preparation, and retaining wall and rockery construction.
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 services.
Sincerely,
NELSON650T H CAL ASSOCIATES, INC.
NICAL
Kh Shawish, PE
Principal
Three Copies Submitted
TABLE OF CONTENTS
INTRODUCTION...................................................................................................................................... 1
SCOPE......................................................................................................................................................... 2
SITECONDITIONS .................................................................................................................................. 2
SurfaceConditions ..................................................................................................................................... 2
SubsurfaceConditions .............................................................................................................................. 3
HydrologicConditions .............................................................................................................................. 4
SENSITIVE AREA EVALUATION ......................................................................................................... 5
SeismicHazard ......................................................................................................................................... 5
ErosionHazard ........................................................................................................................................... 5
CONCLUSIONS AND RECOMMENDATIONS ................................................................................... 5
General...................................................................................................................................................... 5
SlopeProtection ......................................................................................................................................... 6
ErosionControl Measures .......................................................................................................................... 6
Site Preparation and Grading .................................................................................................................... 7
StructuralFill ............................................................................................................................................ 8
Foundations............................................................................................................................................... 9
Slabs -on -Grade ....................................................................................................................................... 10
RetainingWalls ....................................................................................................................................... 10
SiteDrainage ........................................................................................................................................... I I
RockeryConstruction ............................................................................................................................. 12
USEOF THIS REPORT .......................................................................................................................... 14
LIST OF FIGURES
Figure I - Vicinity Map
Figure 2 - Site Plan
Figures 3 & 4 - Cross -Sections A -A' and B-13'
Figure 5 - Soil Classification Chart
Figures 6 & 7 - Test Pit Logs
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Deisher Short Plat
7023-174 1h Street SW
Edmonds, Washington
INTRODUCTION
This report presents the results of our geotechnical engineering investigation and evaluation at the
planned Deisher,Short Plat in Snohomish County, Washington. The site is located at 7023- 174 1h Street
SW in Edmonds, Washington, as shown on the Vicinity Map in Figure 1. The purpose of this study is to
explore the subsurface conditions within the site and provide geotechnical engineering recommendations
for the proposed site development. For our use in preparing this report, we have been provided with an
untitled, undated, electronic site plan showing site layout, existing topography, an existing structure,
planned lot boundaries, planned structures, and a planned rockery.
Development within this site is proposed to consist of two residential lots along with associated access
driveways and utilities, as shown on the Site Plan in Figure 2. An existing residence in the eastern lot is
currently being demolished, and the future residence in this lot will be a two-story, wood -framed structure
with a daylight basement and a slab -on -grade. This residence will be constructed on an existing gentle to
moderate slope. The eastern lot will be accessed from the south off of 1 74 1h Street SW. The planned
residence, on the western lot, will consist of a two-story, wood framed structure underlain by a crawl
space. This residence is shown to be setback 35 feet away from the top of an existing steep slope. The
western lot will be accessed from the south end of an.existing asphalt driveway that comes off of 174h
Street SW and runs along the west side of the site. Final grading plans were not available at the time this
study was completed. However, we do not anticipate that major grading will result from the new
improvements.
It is our understanding that storrnwater collected within the site will be directed into a detention pipe to be
constructed within the central portion of the site. This 24-inch diameter corrugated ADS pipe will be
approximately 35 feet long, and will be buried approximately two feet below the existing ground surface.
Runoff will then be routed to a planned 20-feet long infiltration spreader trench, located perpendicularly
and 15 feet north of the detention pipe.
We have been informed that a rockery is planned at the toe of a north -facing slope that occupies the
northern portion of the site. The total length of the rockery is planned to be approximately 135 feet long
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Deisher Short Plat
7023-174 th Street SW, Edmonds, Washington
NGA File No. 393604
May 26,2004
Page 2
and will range from approximately 3 feet to 6 feet in height. The western 50 feet, or so, of the rockery
will be in a cut while the remainder of the rockery will be in a fill.
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:
I Review available geologic and soils maps of the area.
2. Explore the site subsurface so il and groundwater conditions with trackhoe-excavated test
pits. Trackhoe was supplied by our client.
3. Explore the existing conditions of the sloping areas of the site.
4. Perforin cross -sections with an inclinometer and a measuring tape.
5. Provide recommendations for site preparation and grading.
6. Provide recommendations for foundation support and slabs -on -grade subgrade.
7. Provide recommendations for site drainage and erosion control.
8. Document the results of our explorations, findings, conclusions and recommendations in
a written geotechnical engineering report.
SITE CONDITIONS
Surface Conditions
The site is an irregular -shaped parcel covering approximately 0.76 acres and is divided into two lots. The
western lot covers 0.33 acres and the eastern lot covers 0.43 acres. The site is bordered to the south by
174th Street SW, and to the north, west, and east by existing residential lots. An existing asphalt driveway
branches off 174h Street SW at the southwest comer of the site and runs along the western side and a
portion of the northern side of the site. The site is mostly level within the southern portion and then
slopes moderately to steeply down along the north towards the northern side of the property. The site
layout is shown on the Site Plan in Figure 2.
The existing structure on the eastern lot is currently being demolished. The slope to the north of the
planned building area is covered with deciduous and evergreen trees of varying maturity, and brush.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Deisher Short Plat
7023-174 1h Street SW, Edmonds, Washington
NGA File No. 393604
May 26, 2004
Page 3
Cross Section A -A', in Figure 3, shows the site geometry through the steep slope near the planned
residence. The slope to the north of this planned residence has been designated as a 22.5% descending
slope and therefore a specific building setback from the top of the slope is not required by the City of
Edmonds for this residence.
The planned building area on the western lot is relatively flat and covered with grass. The slope to the
north of this area is covered with deciduous and evergreen trees of varying maturity and brush. Cross
Section B-B' in Figure 4 shows the site geometry through the steep slope near the planned residence.
This slope has been designated as a 43% descending slope, however, since the slope has less than 18 feet
in vertical relief, a specific building setback from the top of the slope is not required by the City for this
residence. We did not observe sloughing or seeping water on the slopes or within the development areas
at the time of our visit on May 7, 2004.
Subsurface ConditiOns
Geology: 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, et al. (USGS, 1983). The site is
mapped as Till (Qvt). This unit is described as a non -sorted mixture of clay, silt, sand, pebbles, cobbles,
and boulders, in variable amounts. Our explorations generally encountered dense, brown to gray, silty
fine to medium sand with gravel, which is consistent with the description of the Till.
Explorations: The subsurface conditions within the site were explored on May 7, 2004 by excavating
five test pits, using a trackhoe. The test pits were excavated to depths of 2.5 to 7.0 feet below the existing
ground surface. The approximate locations of the explorations are shown on the Site Plan in Figure 2. A
geologist from Nelson Geotechnical Associates, Inc. (NGA), was present during the explorations,
obtained samples of the different soil types, and maintained a log of the explorations.
The soils were visually classified in general accordance with the Unified Soil Classification System,
presented in Figure 5. The detailed exploration logs are attached to this report and are presented as
Figures 6 and 7. We present a brief summary of thesubsurface conditions in the following paragraphs.
For a detailed description of the subsurface conditions, the logs of the test pits should be reviewed.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Deisher Short Plat
7023-174 1h Street SW, Edmonds, Washington
NGA File No. 393604
May 26, 2004
Page 4
In Test Pit 1, we encountered 2.0 feet of loose to medium dense, orange -brown, silty fine to medium sand
with gravel and iron -oxide staining. We interpreted this material to be native weathered till. Underlying
the weathered till, we encountered dense, gray, silty fine to medium sand with gravel, which we
interpreted to be native unweathered till. Test Pit I was terminated in this material.
In Test Pit 2, we encountered 0.3 feet of wood chips and 5/8-inch minus crushed rock, which we
interpreted to be fill. Below this fill, we encountered 1.2 feet of loose, orange -brown, silty fine to
medium sand with gravel and roots. We interpreted this layer to be fill. From 1.5 to 1.9 feet below the
existing ground surface, we encountered loose, dark brown, silty sand with roots, which we interpreted to
be a buried topsoil layer. We then encountered 2.1 feet of loose to medium dense, orange -brown, silty
fine to medium sand with gravel, which we interpreted to be weathered till. Below the weathered till, we
encountered 2.5 feet of medium dense, gray fine sand with silt. We interpreted this material to be a sandy
zone within the till. Test Pit 2, was terminated at 7.0 feet below the existing ground surface, in dense,
gray, silty fine to medium sand with gravel, which we interpreted to be native unweathered till.
In Test Pit 3, we encountered 0.3 feet of topsoil. Below this topsoil layer, we encountered 2.7 feet of dark
gray, silty fine to medium sand with gravel and concrete chunks, which we interpreted to be fill.
Underlying the topsoil and fill, we encountered dense, gray, silty fine to medium sand with gravel, which
we interpreted to be native unweathered till. Test Pit 3, was terminated in this material at 5.5 feet.
In Test Pits 4 and 5, we encountered 0.3 to 0.5 feet of topsoil. Below this topsoil, we encountered 0.5 to
2.0 feet of loose to medium dense, orange -brown, silty fine to medium sand with gravel and iron -oxide
staining. We interpreted this material to be native weathered till. Underlying the weathered till, we
encountered dense, gray, silty fine to medium sand with gravel, which we interpreted to be native
unweathered till. Test Pits 4 and 5 were terminated in this material.
Hydrologic Conditions
Groundwater seepage was not encountered within any of the explorations. However, it is our opinion that
a perched groundwater condition could develop on this site during the wetter time of the year. Perched
water occurs when surface water infiltrates through less dense, more pen-neable soils and accumulates on
top of a relatively impermeable material such as the underlying unweathered till. The more permeable
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Deisher Short Plat
7023-174 1h Street SW, Edmonds, Washington
NGA File No. 393604
May 26, 2004
Page 5
soils consist of the topsoil, fill, and weathered till. Perched water does not represent a regional
groundwater "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 groundwater to decrease during
drier times of the year and increase during wetter periods.
SENSITIVE AREA EVALUATION
Seismic Hazard
The project is located within Zone 3 of the Seismic Zone Map 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 Sc, as described in the UBC.
Hazards associated with seismic activity include liquefaction potential and amplification of ground
motion due to soft, saturated soil. The glacial till soils interpreted to underlie this site does 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, as Alderwood-Everett gravelly sandy loams, 25 to
70 percent slopes. The erosion hazard for these soils is listed as moderate. It is our opinion that the
erosion hazard for site soils should be low in areas where vegetation is not disturbed.
CONCLUSIONS AND RECOMMENDATIONS
General
It is our opinion that, from a geotechnical standpoint, the site is compatible with the planned
development. Our explorations within the site indicated that the site is underlain by competent glacial till.
This material should provide adequate support for the planned structures and paved areas. Footings
should extend through any loose surficial soil and fill, and be founded on the underlying medium dense or
better native soils, or structural fill extending to these soils. Medium dense or better soils should typically
be encountered between one to four feet below the existing surface, based on our explorations. Areas of
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Deisher Short Plat
7023-174 1h Street SW, Edmonds, Washington
NGA File No. 393604
May 26, 2004
Page 6
deeper loose material or undocumented fill could be encountered in unexplored portions of the site.
Slabs -on -grade should also be supported on native medium dense or better soils or structural fill
extending to these soils.
The proposed structure locations with respect to the site slopes are adequate based on our observations
and explorations. The proposed building setback of 35 feet from the top of the steep slope on the western
lot could be reduced to 25 feet, if desired, without impacting slope stability.
The planned detention and dispersal system should be adequate provided the area downhill of the
dispersal trench be vegetated and vegetation maintained to reduce erosion potential.
The on -site soils are considered highly moisture -sensitive and will easily disturb when wet. We
recommend that construction take place during the drier summer months. However, if construction takes
place during the wet season, additional expenses and delays may be expected due to the wet conditions.
Additional expenses could include the need for placing a blanket of rock spalls on exposed subgrades,
construction traffic areas, and pavement areas prior to placing structural fill or hard surfaces. The on -site
soils may be used as structural fill provided they could be compacted to specifications. NGA should be
retained to determine if the on -site soils could be used as structural fill material during construction.
Slope Protection
Protection of the slope areas should be performed as required by the City of Edmonds. Specifically, we
e
recommend that the setback area and top of slope not be disturbed or modified through placement of any
ny
fill or removal of the existing vegetation. No material of any kind should be placed on the slope or be
be
m ekno
allowed to reach the slope, and trees should not be cut down or removed from the slope. Any propose
jeow
development within the setback areas, other than light decks or patios, should be the subject of a specifi
geotechnical evaluation. Runoff should be collected and routed into a pen-nanent discharge system
�ta�d /I
Under no circumstances should water be allowed to concentrate or flow over the slopes.
Erosion Control Measures
The erosion hazard for the on -site soils is. listed as moderate, but actual erosion potential will depend on
how the site is graded and where water is allowed to concentrate. Best Management Practices (BMPs)
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Delsher Short Plat
7023-174 1h Street SW, Edmonds, Washington
NGA File No. 393604
May 26, 2004
Page 7
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. Silt fences and/or
straw bales should be erected to prevent muddy water from leaving the site. 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.
Site Preparation and Grading
The first step of site preparation within the planned building and pavement areas should be to strip any
fill, topsoil, and loose soils to expose medium dense or better native soils. . 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 and then proof -rolled with a heavy rubber -tired piece of
equipment. Areas observed to pump or weave during the proof -roll test should be reworked to structural
fill specifications, or over -excavated and replaced with structural fill or rock spalls.
If significant surface water flow is encountered during construction, this flow should be diverted around
areas to be developed, and the exposed subgrade maintained in a semi -dry condition. Cut-off or
interceptor/curtain drains may need to be installed to control surface and groundwater. If wet conditions
are encountered, the site should be stripped and graded using large excavators equipped with wide tracks
and smooth buckets. In this case, the exposed subgrade should not be compacted, as compacting a wet
subgrade may only result in further disturbance to the sensitive soils, instead, a layer of crushed rock or
all-weather material may be placed over the prepared areas to protect them from further disturbance.
As mentioned earlier, the site soils are considered moisture sensitive and will disturb when wet. We
therefore recommend that construction take place in the summer during periods of extended dry weather,
and suspended during periods of rainfall. If work takes place during the wetter part of the year, care
should be taken during site preparation not to disturb the native soils. Construction traffic should not be
allowed on the exposed subgrade. A blanket of rock spalls should be used in construction access areas.
The thickness of this layer should be based on subgrade performance at the time of construction. For
planning purposes, we recommend a minimum I -foot thick layer of rock spalls in the construction access
areas.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Deisher Short Plat
7023-174'h Street SW, Edmonds, Washington
NGA File No. 393604
May 26, 2004
Page 8
Structural Fill
General: Fills placed beneath foundations, pavements, other settlement -sensitive structures, or behind
retaining walls 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 geoteclinical professional or soils technician. Field monitoring procedures
would include the perforrnance 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.
Materials: Structural fill should consist of a good quality, granular soil, free of organics, and other
deleterious material and be well graded to a maximum size, of about three inches. All-weather fill should
contain no more than five -percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing
i
the U.S. 3/4-inch sieve).
The on site soils consist mostly of moisture -sensitive silty materials. The ability to use the native soils as
structural fill will be dependent on 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 ten 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 two percent of optimum so that a
readily compactable condition exists. It may be necessary to over-excavateand 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.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Deisher Short Plat
7023-174 1h Street SW, Edmonds, Washington
NGA File No. 393604
May 26, 2004
Page 9
Foundations
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 on the eastern lot which should be cast directly on the native material. Where less -
dense soils are encountered at footing bearing elevations, the subgrade should be over -excavated to
expose suitable bearing soil. The over -excavation 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 over -
excavation below the finished subgrade.
Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost
protection and bearing capacity considerations with the exception of the downhill footing line for the
eastern residence. This footing line should be embedded a minimum of 36 inches into the native
competent material. Minimum foundation widths of 18 and 24 inches should be used for continuous and
isolated spread footings, respectively. 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 or better soils or structural fill extending to the native soils. We should be consulted if
higher bearing pressures are needed. Current Uniform Building Code 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 one 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.
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
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Deisher Short Plat
7023-174 1h Street SW, Edmonds, Washington
NGA File No. 393604.
May 26,2004
Page 10
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 resistanc e, the
foundations should be poured "neat" against the native medium dense or better 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 six 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 two-inch thick sand blanket may be used to cover the vapor barrier. This sand
blanket is intended to protect the vapor barrier membrane and to aid in curing the concrete.
Retaining Walls
A daylight basement is planned for the residence located on the eastern lot. We recommend that the
basement wall be designed as a retaining wall.
The lateral pressure acting on subsurface retaining walls is dependent on the nature and density of the soil
behind the wall, the amount of lateral wall movement which can occur as backfill is placed, wall drainage
conditions, and the inclination of the backfill. For walls -that are free to yield at the top at least one
thousandth of the height of the wall (active condition), soil pressures will be less than if movement is
limited by such factors as wall stiffness or bracing (at -rest condition). We recommend that walls
supporting horizontal backfill and not subjected to hydrostatic forces be designed using a triangular earth
pressure distribution equivalent to that exerted by a fluid with a density of 35 pcf for yielding (active
condition) walls, and 65 pcf for non -yielding (at -rest condition) walls.
These recommended lateral earth pressures are for a level backfill and do not account for surcharges.
Additional lateral earth pressures should be considered for surcharge loads acting adjacent to subsurface
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Delsher Short Plat
7023-174 1h Street SW, Edmonds, Washington
NGA File No. 393604
May 26, 2004
Page I I
walls and within a distance equal to the subsurface height of the wall. This would include the effects of
traffic loads, floor slab loads, slopes, or other surface loads. These additional surcharge loads should be
evaluated on a case by case basis as the design evolves.
The lateral pressures on walls may be resisted by friction between the foundation and subgrade soil, and
by passive resistance acting on the below -grade portion of the foundation. Recommendations for
frictional and passive resistance to lateral loads are presented in the Foundations subsection of this
report.
All wall backfill should be well compacted as outlined in the Structural Fill subsection of this report.
Care should be taken to prevent the buildup of excess lateral soil pressures, due to over -compaction of the
wall backfill. This can be accomplished by placing wall backfill in eight -inch loose lifts and compacting
it with small, hand -operated compactors within a distance behind the wall equal to at least one-half the
height of the wall. The thickness of the loose lifts should be lessened to accommodate the lower
compactive energy of the hand -operated equipment. The recommended level of compaction should still
be maintained.
Permanent drainage systems should be installed for retaining walls. Recommendations for these systems
are found in the Subsurface Drainage subsection of this report. We recommend that we be retained to
evaluate the proposed wall drain backfill material and drainage systems.
Site Drainage
Surface Drainage: The finished ground surface should be graded such that stormwater is directed to an
appropriate stormwater 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 structures.
Stormwater for both residences is planned to be collected into a 24-inch diameter corrugated ADS
detention pipe, approximately 35 feet long, located in the center of the site, shown on the Site Plan in
Figure 2. Runoff will then be tightlined to a planned 20-feet long infiltration spreader trench, located
perpendicularly and 15 feet north of the detention pipe. Clean outs should be installed in the tightline
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Deisher Short Plat
7023-174 1h 'Street SW, Edmonds, Washington
NGA File No. 393604
May 26, 2004
Page 12
pipe as necessary for maintenance of the system. The excavation of the spreader trench should be level.
A 4-inch diameter rigid perforated PVC pipe should be placed in the trench and the trench should be
backfilled with washed rock. A level pressure treated 2 x 6-inch board should be installed on the
downslope edge of the trench. This level surface is intended to provide uniform sheet flow from the
trench if/when the storage space within the trench should overflow. When stormwater enters the trench,
the perforated pipe and washed rock trench will provide some temporary storage volume and allow some
of the stormwater to infiltrate into the native soils. If the stormwater volume overfills the trench,
sheetflow over the backyard will disperse the water. The area down -slope (north) of the trench should be
expected to be wet during and after periods of water flow out of the dispersal trench. This area should be
covered with suitable vegetation to reduce the potential for erosion.
Subsurtace Drainag�: We' recommend the use of footing drains around the planned residences. Footing
drains should be installed at least one foot below planned finished floor slabs. The drains should consist
of a minimum four-incb-diameter, rigid, slotted or perforated, PVC pipe surrounded by free -draining
material wrapped in filter fabric. We recommend that the free -draining material consist of an 18-incb-
wide zone of clean (less than tbree-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 one foot below the finished surface. The top foot of soil should
consist of impen-neable 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.
Rockery Construction
We recommend that the rockery, planned along the north side of the property at the toe of the north -
facing slope, be constructed in accordance with the current Associated Rockery Contractors (ARC)
guidelines an d appropriate local standards. Both cut and fill portions of the rockery should bear on native
medium dense to dense glacial till subgrade. Soils disturbed during subgrade preparation or due to
weather conditions should be compacted to a non -yielding condition or over -excavated and replaced with
rock spalls or crushed rock.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Deisher Short Plat
7023-174 1h Street SW, Edmonds, Washington
NGA File No. 393604
May 26,2004
Page 13
The total height of the planned rockery will be approximately three to six feet, including a minimum
planned embedment of one foot. We recommend that the rockery be placed against native dense glacial
till or a maximum of four feet of granular fill material compacted to 95 percent of the ASTM- D1557
maximum dry density. Any retained fill should be placed and compacted prior to rockery construction
and then cut back to desired geometry at the time the rockery is constructed. We also recommend that the
base row of rocks measure at least one-third of the total height of the rockery including embedment, in the
direction perpendicular to the protected face. Each successive rock shall bear on at least two rocks in the
preceding row. The rockery should have a minimum embedment of one foot below final grade in front of
the rockery. The face of the rockery should be sloped at a batter of approximately I Horizontal to 6
Vertical (1H: 6V) back toward the cut.
The ground surface above and in front of the rockery should be graded such thit(surface runo'ff is routed
away from the rockery and is not allowed to flow over the rockery ckpond in the vicinity of
96 rockery.
This could be accomplished by designing appropriate yard drains or dra�n—age�ditches�strate�gically placed
to collect and route storm runoff into the storrn system.
A drainage blanket 12 to 18 inches in width consisting of two- to four-irich rock spalls should be placed
between the rockery and the cut, as shown on the detail. A minimum four -inch diameter, rigid,
perforated, PVC drainpipe embedded in a minimum of one foot of pea gravel or washed rock and
wrapped in filter fabric should be placed at the bottom of the drainage blanket. This pipe should be
sloped to drain under gravity and outlet into a permanent discharge system. Surface water should not be
allowed to reach this drain by sealing the drainage layer. This could be accomplished by replacing the
upper 12 inches of the drainage layer with low permeability compacted till soil.
We should be retained to review final rockery location and plans, and provide construction monitoring
services during rockery construction, to evaluate subgrade conditions, cut conditions, fill compaction,
provide recommendations for design changes should the conditions differ from anticipated, and to
evaluate whether rockery constructio n complies with the design and specifications.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Deisher Short Plat
h
7023-174' Street SW, Edmonds, Washington
NGA File No. 393604
May 26, 2004
Page 14
USE OF THIS REPORT
This report has been prepared for Mr. Larry Deisber and his agents for use in planning and budgeting for
the planned short plat residential development at 7023- 174"' Street SW in Edmonds, Washington 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 considerati on 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. We should be contacted a
minimum of one week prior to construction activities and could attend a pre -construction meetings, as
requested.
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. The landowner should periodically inspect the slope, especially after a winter storm. If
distress is evident, a geotechnical engineer should be contacted for advice on remedial1preventative
measures. The probability that landsliding will occur is substantially reduced by the proper maintenance
of drainage control measures at the site (the runoff from the roofs should be led to an approved discharge
point). Therefore, the homeowner should take responsibility for performing such maintenance.
Consequently, we recommend that a copy of our report be provided to any future homeowners of the
property if the home is sold.
NELSON GEOTECHNICAL ASSOCIATES, INC.
I
Geotechnical Engineering Evaluation
Deisher Short Plat
7023-174 1h Street SW, Edmonds, Washington
NGA File No. 393604
May 26, 2004
Page 15
Within the limitations of scope, schedule and budget, our services have been perfonTied 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.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Deisher Short Plat
7023-174 1h Street SW, Edmonds, Washington
NGA File No. 393604
May 26, 2004
Page 16
It has been a pleasure to provide service to you on this project. If you have any questions or require
further infon-nation, please call.
Sincerely,
NELSON GEOTECHNICAL ASSOCIATES, INC.
Alison Jackson
Staff Geologist
Khaled Shawish, PE
Principal
ADJ:KMS:1am
Seven Figures Attached
NELSON GEOTECHNICAL ASSOCIATES; INC.
1\
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Project Number NELSON GEOTECHNICAL No. I Date I Revision By I CK
393604 Deisher Short Plat "--N�GA ASSOCIATES, INC. 1 5/11104 Original
GFoTECHNICAL ENGINEERS & GEOLOGISTS
Vicinity Map 17311-1351h A- NE. AZW &mhonishC�dy(425 33746W
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APPROVED AS NOTED 6' 5EWEK PIPE TO '50UTH
BY NGINEERING
70 10
Date:
DKOCKMAN FAKK
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App4�te Location
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Reference: Site plan based on an untitled, undated, electronic file provided by Larry Deisher.
Planned Rockery
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Reference: Cross Section is based on an untitled, undated, electronic file provided by Larry Deisher.
Approximate Location
of Planned Fill Rockery
A
North
160-,
140
120
1
A
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NGA Drafting 20G4\—Au—t6CA—D\393604 DeJ$her\3936G4x-secUon.dwg
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Reference:
Cross Section is based on an untitled, undated, electronic file provided by Larry Deisher.
NGA Draffing ?00MA--toCAD\3936G4
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Existing
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North
160-,
140
120
ly 100
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UNIFIED SOIL CLASSIFICATION SYSTEM
GROUP
MAJOR DIVISIONS
GROUPNAME
SYMBOL
CLEAN
GW
WELL -GRADED, FINE TO COARSE GRAVEL
COARSE-
GRAVEL
GRAVEL
GP
POORLY -GRADED GRAVEL
GRAINED
MORE THAN 50 %
GRAVEL
GM
SILTY GRAVEL
OF COARSE FRACTION
RETAINED ON
SOILS
NO. 4 SIEVE
WITH FINES
GC
CLAYEY GRAVEL
SAND
CLEAN
SW
WELL -GRADED SAND, FINE TO COARSE SAND
SAND
SID
POORLY GRADED SAND
MORE THAN 50 %
RETAINED ON
MORE THAN 50 %
NO. 200 SIEVE
OF COARSE FRACTION
SAND
Sm
SILTY SAND
PASSES NO. 4 SIEVE
SC
SAND
WITH FINES
CLAYEY
FINE-
SILT AND CLAY
ML
SILT
INORGANIC
GRAINED
LIQUID LIMIT
CL
CLAY
LESS THAN 50 %
SOILS
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
SILT AND CLAY
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
INORGANIC
MORE THAN 50 %
PASSES
LIQUID LIMIT
CH
CLAY OF HIGH PLASTICITY, FLAT CLAY
NO. 200 SIEVE
50 % OR MORE
I ORGANIC
OH
ORGANIC CLAY, ORGANIC SILT
HIGHLY ORGANIC SOILS
PT
PEAT
NOTES:
1 ) Field classification is based on visual SOIL MOISTURE MODIFIERS:
examination of soil in general
accordance with ASTM D 2488-93. Dry - Absence of moisture, dusty, dry to
the touch
2) Soil classification using laboratory tests Moist - Damp, but no visible water.
is based on ASTM D 2488-93.
3) Descriptions of soil density or Wet - Visible free water or saturated,
consistency are based on usually soil is obtained from
interpretation of blowcount data, below water table
visual appearance of soils, and/or
test data.
Project Number
NELSON GEOTECHINICAL
No.
Date
Revision
By
CK
393604
Deisher Short Plat
--__�NGA ASSOCIATES, INC.
1
5/11/04
Original
AOJ
KMS
Soil Classification Chart
GEOTECHNICAL ENGINEERS & GEOLOGISTS
Figure 5
17311-13ft A- W_ A -SW &IhNlga� C�dy (425) 337-160
Wm*�.WAW72 W�ad�Cholan (509) 784-2756
(425)4WISS91F.481-25 Aharqoobch�
LOG OF EXPLORATION
DEPTH(FEET) Usc SOIL DESCRIPTION
TEST PIT FIVE
0.0-0.3 TOPSOIUSOD (LOOSE, MOIST) (filLL
0.3-2.0 SM ORANGE -BROWN, SILTY FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE, MOIST)
2.0-3.5 SM GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE TO VERY DENSE, MOIST)
SAMPLES WERE COLLECTED AT 1.0 AND 3.5 FEET
GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED
TEST PIT CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 3.5 FEET ON 5/7/04
ADJ NELSON GEOTECHNICAL ASSOCIATES, INC.
FILE NO 393604
FIGURE 7
N S, 19 A
GA
17311 — 135"' Avenue NE, A-500
Woodinville, WA 98072
(425) 486-1669 9 (425) Fax 481-2510
NELSON GEOTECHNICAL
ASSOCIATES, INC.
GEOTECHNICAL ENGINEERS & GEOLOGISTS
MEMORANDUM
Snohomish County (425) 337-1669
Wenatchee/Chelan (509) 784-2756
DATE: August 18, 2004
AUG 2
TO: Larry Deischer
PERMIT
CC: Ross Beckley — City of Edmonds IN I
FROM: Khaled Shawish, PE \11~oU
RE: Slope Protection
7023-174 1h Street SW, Edmonds, WA
NGA File No. 3936BO4
We have provided a geotechnical evaluation, dated May 26, 2004, for the planned two -lot short plat
development at 7023-174h Street SW in Edmonds, Washington. The northern portion of the site consists
of gentle to steep north facing slope. Slope inclinations up to 43 percent are indicated on the western lot.
The slopes on the eastern lot are more moderate to gentle. In the slope protection section of our report,
we recommended that the slope and setback area at the top of the slope should not be disturbed or
modified through the placement of fill or removal of the existing vegetation. This recommendation was
intended for the steep slope on the western lot of this project.
During a telephone conversation you informed us that you plan to clear vegetation and place up to 4 feet
of fill on the slope on the eastern lot of the project. We have prepared this memo to address the concerns
raised by the City of Edmonds based on the slope protection recommendations in our report. In our
opinion, the planned clearing and grading of the slope on the east lot is feasible. We recommend that the
areas of planned fill placement be stripped of organic materials and loose soils. 'The fill subgrade should
be c ut to form level benches at least eight feet in width. The slope fill should consist of granular materials
placed as structural fill as described in our previous report for this project. Any areas of disturbed
vegetation on the slope should be planted and maintained until the vegetation is re-established. The filled
areas should also be vegetated. Final fill slope inclinations should not exceed 2H: IV.
�z .1
FEVF�oION DATE� 03/0q/07
M 116, R LW- Arm 0 E 0- W-A 10 F W-A N M 9
'ON AT 7025 174TH I�TI�ZFET 1�)W
GAI��- A-G-�E. FL....AN AFF�L.,�IGATI.
cNTE DEVEL'OrMENT AND 6ARA6E/0*FF[GE FL. -AN �170K: LAKRY Pff5HE
:IN GITY OF EPIVIONC)cq, WAcqHINGTON
5W 1/4 15EG, 08) TOWNc..-)HIP 12-7 NORTH, RANC-AE 4
T
1�t-OFE
THAN
10' VERTIG
0
AL-
THII:� ARE
A
oz_
PECK 1��HAL-L. DE
THAN 30' ADOVE FIN.
NP:
TREE15 NOTED -,AVING
DA5ED ON c;)O I L- 15TFUCTWE
I-OGATION AND FROTECTEP
—Ff�N GKAD-1 NCA, KEOU I KEMENTcq: -
LEGEND
I MFEFV I OUC-) r?UFFAGE GA[-GULAT I OW-)
FFOFO'�)EP DI-P6. GOVEFAGE 1,765 `�ff
-�Fl) DFIVEWAY GOVEFAGE 1,250 '�F
FFOFOC,
FFOFOC�)ED GAFA6E GOVEFAGE 1,0( 0 c�)F
FI�ZOI`Oc�EP DEGK, FOFGH, WLKWY"�D ( 00 r-,F
TOTAL IMFEI�VIOU'�) '�?U[�FAGEc-? �,675 C�F
TOTAL 6A[�AGE GOVEFAC-2ff = 576 + 464 = 1,060 1�ff
LOT GOVEFA6Ei.33.5 FEFGENT
LOT AFEA � 1 3, 7q5 1�)Q. FT. (NET)
LOT c�)LOFE-. 0 FEFGENT IN DLP6. ENVEI-OFE
36 FEI;ZGENT ON '�)LOFE AI;ZEA
EXI'�)T. GI�APE LJNE'�)
----------- ff 11\11'�)H GFADE LINEc�
TO'5 TOF OF '�?LOFE (:5ffE NOTE f5EL-OW)
6FADIN6 UANTITY = 350 CU. YP'�).
150
[DOW[) A L, F EACH
0 bT
0 6 q 0 (0 2 q \X
56 R -VEGETATE SLOPE
E
M A
..........
z
'Nothinc in this pe�tnit approval
roem &,117 be
/ P
NOTES
I) UTILITIES AND/OR IMPROVEMENTS WHICH MAY EXIST UNDERGROUND OR
ARE NOT VISIBLE. MAY NOT BE SHOWN ON THIS MAP.
site&n or drawing. Such budding, At.rTICLure.
..... . . TO'�) Of�161NAL- TOF OF 5L-OFff
con ition may be the subject of a separau-,
W.
VERTICAL DATUM: ASSUMED
enforcement action.
TO':) NF-w NEVI TOF Of '�)[-OFE
- P ..
x,
O\ 'Avg
-)FTAGHEP '�)HOF 'D' MEFT'� BENCHMARK
*NOTE: L
LU
Zone Cornerp
y — MINIMUM 20' c-)ETE5AG< FKOM OF16INAL- pFlag&s HELD ASSUMED ELEVATION OF 100.00 FEET ON TOP
T05
, 100 AND NEW TOF OF c�)L-OFF
Setbacks RLqj�red Actual
He
L-OT I
'�HOf�T FL -AT
'5-200,4-52
QV�) -V-10'
in",
allowing or permitting th
main% of any currently existing illeet.-I.
nonconforming or unpemitted buildint
or site condition which in outside the scope- nf o)p,
guilding, structure or condition is shown oil 01,
eMit application, regardless of whether it
,
OF SAN. SEWER MH AT INTERSECTION OF 174TH ST
102 Front (Z) -A5
(WIE AND 71ST AVE. W.
015 Sides
%QP
It Rear (A/) 26'
OU-i
-9 Other
�)OVI SCALE: F 20' 1 -
Hei_*t
GONTOLJF'�). 2 FT. INTEI��VAI-- ,,,,�DEVELOFMENT INff OFMATION:
1�),�?IVIH IN INTEI�Z'�EGTIO
1A DATUM: N W Ak76, -
al,:5�cq�,J 'Fe-r- TOTAL- LAND AFEA: 1 3 7q5 '�)Q. FT, .32 AG.)
A`)`� U M E 1) A T 1 0. 0 NOTE: -A0
5-3, zzj) e- -% AFFA OF FOADWAY. NONE
q/k/66 -
0
��ETA
....... A-F,# -200512085002 pr-,-E
g TOTAL FOAD
...... - - - LENGTH: NONE
ATTACHED GAFA6E.
-)Q,f=T, (NET) 22 22- 1 13, 7615 1�)Q, FT
13,7q5 c- �X'
NN '�INGLE ':)TOI��Y, 2,,4' x 2 �4' '�)LAE5, NET Pff VEL-OFI\AENT AFEA .32 AG.)
L-OT 2 NO FL-00i� FLAN. FEFGENT ED, TO TOTAL- 'AFEA 0. 0
EX 1'�)T I N6 ZON I N6 E'�)- 12
I IT FE '�)HORT FL -AT
4
102� DETACHED ct)HOF�
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A
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TTACHED
............
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........ F'OV/EF I-)LJF'FL-Y: I�NOHOM I 1�)H GOUNTY F U D. NO I
)<
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FND MON. IN CASE A.ff 200512085009- UNHEATED
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SANITARY SEWER MH
c-)GHOOL- P I c-)TF I GT: EPMONQI�) NO,
..........
F I FE 1) 1 1�)TF I GT: 1�)NOHOM I c--)H GOUNTY P 1`�T, NO.
POWER TRANSFORMER
GNTR�. /,fm
APPROVED BY PLANNING
FFOF'Oc-�ED LAND Ul�?E:
CABLE RISER r-)TRLJGTIJKt I NGL-E FAM I L-Y FEc�) I PENT I AL-
0 RIM = 100.0 1.5 -5rea �er - (DETACHED)
X
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Fc�A CABLE JUNCTION BO ;4- . �::,: I' i
IE= 116.3
51 TELEPHONE RISER ........
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.. ...........
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.: : - F.... - - -
............. ...
............. ........... ........ ... ...... ...
%96 0.4", .......
.... ...... .............
WATER VALVE . . . . . . . . . . ...... .............
...............
..............
MB
MAIL BO
.......... ....
CATCH BASIN
F-1 7,40,4
...... ......
...... .....
—SS— SANITARY SEWER
—SD— STORM DRAIN
WATER LINE PAINT MA K
W TELEPHONE PAINT MAR< ........
T
700
—G T P C JOINT UTILITY PAINT MARK
G=GAS. T=TELEPHONE.
P=POWER, C=CABLE
WOOD FENCE
OHP
OVERHEAD POWER LI
EDGE OF GRAVEL
SCALE: F 20'
L
20 0 20 40
GONTOLJF`� 2 FT. INTEFVAI-
c�)LJFVEYOF
FOGK '�?FAL-L- FNTI;�ANGE
I L-T FENGE
DFOGKM4\N
\J I�Z ANPE'�) A'�)'�)OG I ATEc�)
1523 TENTH `�TFEET
MAFY'�)V I L-L-ff WA, q6270
360-65q-663q
FTOFEFTY ADLDFE6��
F/ FK
WiLDING DEPARTMEWIII
OF770MONDC,
7025 174TH '�?TFEET 1`�.\Xl.
-)ED 6AF
FFOFOc AGE
HE 16HT GAL-GUL-ATIONc
FFOFO'�)F[) HOME
HE16HT GAL-GUL-ATIONc
6AFA6E A
702-4 HOME:
A 'W GOF. qq.O
A c)\Xl GOF. qq.O
D c�)E GOF. 100.0
15 `�E GOF. 100.0
G NW GOF. qq.0
G NW GOF. q7.0
L NE GOF. 100.0
D NE GOI�. qq.0
3q5.0—
c
?HOF D
E NW GOF. 100.0
702,4 HOME�
ff NE GOF. 101.0
AVEI`�AGE GFAPE 0165
6 1W GOV. 100.0
AGTUAL HE16HT 120.5'
H c?E GOI�Z. 101.0
MAXIMUM HEIGHT 123.5'
�402,0
ATTACHED GAF,,�6E W:
AVEFAGE GFAE)E = qq,5
AGTUAL HEIGHT = 115.5
MAXIMUM HEIGHT = 124.5
DETACHED 1�)HOF '15':
AVEFA6E 6FADE 100.5
AGTLJAL- HEIGHT 115.0
MAXIMUM HE16HT Fi��
NOTED
Date:
EPMOND'�), WA`�H I N6T�N q(5020 L-EGAL- Pff-'�)U�IFTION:
L-OT I OF CITY OF EOMONPI� c?HOR`T NO, c-)-200-4-52 Ac� FEGOI�Pffl) UNDER
TAX AGG7. NO, 5131-000-106-07 AU1)ITOE'c-? FILE NO. 200512055002, FEGOFIDI�) OF c->NOHOMI--)H COUNTY,
VIAI�1-111\16TON.
1�)IJE5JECT TO EAI�EMENTc-), GONDITION-�� AND FE--)TRIGTION-�) THEREOF.
FLANNEF LAND FL-ANN I NG NOFTHWE'�)T AFFI- I GANT/
L-AFFY 0 Pff 1`�HEI� OWNEF, L-Al;�[�Y 8 `�U:�AN PE 1'5?HEF
1523 TENTH ':�TFEET F, 0. DO'X 31 1
M40YW I L-L-E, WA'�)H, q6270 FT. 6AMDL-E, V/A. 9636,4 STREh I FILE
(425)33q-1302 -425-33q-1302
017.0'
100.0' 101,0'
c�)HOF D
100.0,
101.0,
MAX HE16HT
"rJ
'CTUA[-
If 16HT
AV6.
1005
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