18108 76TH AVE W.PDF111111111111
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18108 76TH AVE W
ADDRESS: 7/
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TAX ACCOUNT/PARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTURE): -Z0015-C)Zq�
COVENANTS (RECORDED)
CRITICAL AREAS:% -Z5 (p � 0!57 DETERMINATION: El Conditional Waiver NstupfA Wie []Waiver
DISCRETIONARY PERMIT #'S: LL - 0 q-,l A
DRAINAGE PLAN DATED: I ltololt—)
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PERMITS (OTHER.):
PLANNING DATA CHECKLIST DATED: I
. I
SCALED PLOT PLAN DATED:- C)!5
SEWER LID FEE $: LID #:
SHORT PLAT FILE: LOT: BLOCK:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S)
GEOTECH REPORT DATED:
-- STREET USE / ENCROACHMENT PERMIT #:
WATER METER TAP CARD DATED:
O�
LATEMP\DST's\Fomis\Street File Checklist.doc
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PLANNING DATA
SINGLE FAMILY RESIDENTIAL
STREETF=ILE
Name: cc
Date: q ZLOG
SiteAddress:
04� AVe J,% LA�� We
Plan Check #:
Project Description: b- 6' 4-4 cedtr -b- 3' A -&\I eAo,\e, -6c-e—.
Reduced Site Plan Provided: NO)
Zoning:
Map Page:
Corner Lot: (YES 0
Flag Lot:, (YES 0
Critical Areas Determination #: 1995Z- 0257
t (r= an rCA�e-4 properAry. -Cc_,ce 'r, \acAAed
Study Required - We-A-&no(A
waiver O(Ake;,de� 66,
SEPA Determination: Exeap�
Exempt
0 Needed (for 500 cubic yards of grading or site within 200 feet of Puget Sound or Lake Ballinger) - NIA
0 Fee 0 Checklist 0 APO List with notarized form
'(.44; �_k �O
R�quired 5&9ack5,__ A�,
Strept: W44% Ave.\d
E)i, 25,
Side-.(,,) to/
Side-
'(S) 10
15rkreek:
M Q6.0
V,, 17
et&al
Street:
Fe.nee— 1Q. -aA1ok.-.>ed
Side�,
kc;, koc,-%�a�
S i d
44DI A\01=
R ar:
1�
Does street map require additional setbacks? (YES / NO / DNA)
0 Detached Structures: koe\e.� 4oczt\ or\ I�V&neb.
El Rockeries: Atoe%e, a6we\ cw\ �Nwvs.
Fences/Trellises: PC-Oeosed _(��Ce 4WXZr, Of\
Bay Windows/ Projecting Modulation: sVOZc\ cn 1?61�_
Stairs/Deck: Not\e. e.\moczn oe\ p6n%.
Buildina -Heiqlit
Datum Point:
Datum Elevation: NIA
Maximum Height Allowed:
Actual Height:
31ther
Parking Required:
Parking Provided:
Lot Area: AG I— (g2. sgQ
Maximum Allowed Lot Covera\g�: 35%, Proposed:Ab Cjrv�
Lot Coverage Calculations. NO
ADU Created: (YES /0
Subdivision: LL - C)q - j rAq
Legal Nonconforming Land Use Determination Issued: (YES NO)
ments�
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Planning Data Form 2-7-06.doc
0 0
PLANNING DATA
NAME: L DATE: /Z ?-/ 0 &
SITE ADDRESS: lRlog - 7&r' Ave, �J, PLAN CHK#: o 99k
PROJECT DESCRIPTION: 16-(4 `�
V S5-eg) V
V
REDUCED SITE PLAN PROVIDED?: (Yes / No I I " 1,7 / t � 2'0 S ,.A(
MAP PAGE: 3 5 & CORNER LOT: (Yes FLAG LOT: ( .-rKrj,� 1, /- wl -�&' Aut W 4 0 VOr,
ZONING:. RS - 1-2- - CRITICAL AREAS DETERMINATION #: 39- 25-t, 1 19- 257
La Study Required S�rt*� X wv-f" -,-PAAf" 4D �Lvoy- �,A( // 7),,. &-,k
Ll Waiver A,�- e� Im &; rvj --c i P'o ;4-, fo -ff- Pe F
L3 Conditional Waiver 100 14 6 (,4-
SEPA DETERMINATION:
Ll Fee
LJ Checklist
0 APO list w/ notarized form 4-
LJ(Needed for 500 cubic yards of grading, Shoreline �rra- site within 200 ft. of Puget Sound or Lake Ballinger)
Ll Exempt
SETBACKS: 'k F-':i I, - 4, 9, 0-6..!'05 e- k �P. M -V)
Required Setbacks:
Street: 15, Left Side: 10' Right Side: 10' Rear:
ActualSetbacks: .6 p-11spA.,
Street: Left Side: Right Side: Rear:
Street map checked for additional setback required? (Yes /ko-)/ DNA)
U DETACHED STRUCTURES: Y-t �6-- P,.A —(k'-4U
Ll ROCKERIES:
Ll FENCES/TRELLISES:
LJ BAY WINDOWS I PROJECTING MODULATION: 1*1
L3 STAIRS I DECKS:
PARKING: Required: Actual:
LOTAREA: &45*10
LOT COVERAGE
Calculations -
BUILDING HEIGHT:
Datum Point:
Elevation:
Maximum Allowed: Actual Height:
A.D.U. CREATED?: Qrd)/ Yes)
qz:�
SUBDIVISION:
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: aes; /fi-j)
OTHER:
Plan Review By:
NewBPP1anningDataForm.D0C
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18108 76
garage
garage
76TH AVE W
CITY OF EDMONDS WATERLINE AS- BUILT
6 ADDRESS HOMEOWNER
ta 18108 76TH AVE W CC CONSTRUCTION
CONTRACTOR SCALE
CC CONSTRUCTION N TS
DATE DRAWN WATERLINE
1 0X5X05 IBY 1. ABILA NO, 2005-0244
0
'PERMIT N.O: 0106
City of Edm 6 nds.
PERMIT EXPIRES (1)1nA(1W
.7v "W-
� W.9Z
"Ic .:SIDE SEWER PERMIT
Address of Construction: 461,�)45 - LH)#
Property Tax -Account Parcel No. ?2 7 0 y '00 2
Attach copies of all access and utility easements Verified and Approved b
Owner and/or Contractor: C 6ryt 5 rylAOltl I, --
Contractor License Or co - I n ieP B uilding Permit
110, 0.
C+
-_)R]00S0`ingle Family Invasion into City *Right -of Way: 0 Yes
Fj Multi -Family (No. of Units
F] Commercial (No. of Units
R Public.
*RW Construction Permit #
Cross other "Private Property: Yes 5��
"Attach'Iegal description and copy of recorded easement.
Owner or- contractor signature and ackno�yledgement statement:
By signing for this permit I certify that I have read the City's public handout entitled
ide -Sewer Specifications, and shall comply with all City requirements outlined therein.
Date
9 CALL DIAL-A-DIG,(1-800-41,-,'q,-5555)- BEFORE ANYEXCAVATION �W
W FOR INSPECTION CALL 4-25-771-0220 extomsion-Tim
24 HOUR NOTICE REOUIRED FOR ALL INSPECTION REOUESTS
NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN.
INSPECTOR ARRIVES'A $45 RE -INSPECTION FEE WILL -BE CHARGED.
job Site Ready YES NO -Date: Initial:*
Partial Inspection: 0 x -1-0 a e F�i i L EMb Vj- /A _Date: VZ4ZA:� Initial: .I
Partial Inspec (g�_ fz L NW ate
tion?OAMN C V, I Nk D Initial:
FINAL INSPECTION APPROVED: Date: -4/ Initial As -built to Str ee t File:
t� PERMIT MUST BE, POSTED ON JOB SITE t�
White Copy' File Green Copy: Inspector Buff Copy: Applicant
L;temp;bldg;forms;ssperTnitjlg4/00
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Note:
— This house is connected to city of .'Lynnwood sewer trunk line
— Grinder pump and on —site SSMH are required for connection
to trunk line
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13.5'
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0
D/W EDC
NCO TO ABS
/--- 4` C. 0.
3'
5.5'—
GRINDER PUMP
CHAMBER
2.5'
DEEP
0 1 k
,z
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P,y
22' BE
SSMH
SS LINE FOR
NEIGHBORING
PROPERTY
WYE,
3.75' DEEP---\,,
WM—M
/-AGGREGATE
EDGE
10'
4 49 4v
/ (D A
40
1.5'
kz? 8,5'
4.5'
WYE,
4.25' DEEP
LLJ
Q0
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i OF E.D �_ko CITY OF EDMONDS SIDE SEWER AS— BUILT
ell
ADDRESS: PERMI
18108 76TH AVE W NO. 10106
CONTRACTOR: HOMEOWNER: S ALE:
SAME AS OWNER CC CONSTRUCTION NTS
DATEINSPECTED: INSPECTED BY: DATE DRAWN: DRAWN BY:
&t. 1890 1/11/06 J. HAWKINS 8/08/06 1. ABILA
I I I � I
M-
I
Aid,
DATE RECEIVED
FPERMIT
EXPIRES
CITY OF E;MONDS
USE PERMIT
ZONE NUMBER
CONSTRUCTION PERMIT APPLICATION
JOB j7h
ADDRESS
surrE/Apf#
OWNER NAMEINAME OF BUSINESS
C, C. r- -0 WI-Clir C 7'-1 �i
PLAT NAME/SUBDIVISION NO.
LOT NO.
LID NO.
LID FEE $
MAILING ADDRESS
17d AW' 5
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
TESCP Approved
RW Permit Required
EXISTING 000� PROPOSED
Street Use Permit Req'd
Inspection Required
CITY ZIP
TELEPHONE i�,�Z ;774"/ f'-T3
4;
1969 71V,
ff"02f
REQUIRED DEDICATION �0� FT
Sid"alk Required
Underground
Wiring required
NAME
ME
LINE SIZE
tir
I NO FIXTURES
PRV REQUIRED
YES E3 NO C3
3
ADDRESS
REMARKS
ZZ
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION
CONTROL/DRAINAGE
a
/I,— . �
vvaug&
-
CITY ZIP
TELEPHONE
-35-3
,,�,e_l
A- c,531
NAME
CC
0
18
I
Cepi
IMIL491 IT-11111111V rL"it l,,jjLtwn
YNGINEERI I G EWED BY DATE
I N� REVI.
ADDRESS
FIRE...REVIEWED BY I.-, DATE
UJI
0
CITY
TELEPHONE
6' 74"', F
08 CU.,,
SHORELINE OR ADI�#
—1
INSPECTION
RE
YES J*O 1
BOND
POSTED
s
STATE LICENSE NUMBER EXPIRATION DATE
ctcc CAI, /n//2/0�
Y
SEPA REVIEW,
COMPLETE EXEMPT
F XP
-,.�SIGN:AREA
ALLOWED � PROPOSED
14 HEIGHT
---ALLOWED I PROPOSED
3
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a
Qj
PROPERTY TAX ACCOUNT PARCELi.NO.
C203 ',70 3 0 0 ;Z 0 0 S-0 0
NEW RESIDENTIAL PLUMBING MECH
COMPLIANCE OR
0 ADDITION �A COMMERCIAL
CHANGE OF USE
REMODEL- MULTIFAMILY SIGN
REPAIR CYDS FENCE
X FT)
LOT COVERAGE
ALLOWED PROPOSED
REQUIRED SETBACKS .4�.-'PliOPOSED
FRONT SIDE. R&Wj%
cZ Is, 10 2SI
SETBACKS (Fr.)
FRONT., URSIDE REAR
. "ItA
0 1
PARKING
'D PROVI,
REO 3ED
LOT AREA
I PLANNING, REVIEWEDIBY DATk
S
Eon h
DEMOLISH 0171ER
TANK
u 1_4 z i o,-,,-4 L-64
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0
�eARAGE El RETAINING WALL FIRE SPRINKLER
CARPORT ROCKERY, E] FIRE ALARM
17-k- IA
0A4 _z_ 4*_r---r
QA Lgkpg_,<�
r -ftF USE
YP kjj�PlNua OtAc�T1VftEXP1LAjN:
CWHEK BY
Pi OF
sTRuPTION",.
OCCUT,,��
GROUP
re
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_
0
0'
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NUM13ER
OF
STORIES C�_
t-UNITS
NUMBER OF
DWELLING
CRITICA1
AREAS
NUMBER
SPECIAL INSPECTION jA5EA
REQ,UIRED-rit YES IKLI-*-
OCCUPANT
LOAD
DESCRIBE WORK TO BE DONE
REMARKS
PROGRESSINSPECTIONS PER UBC 108/jBC109'1IRC109 FINALINSPECTiON
z
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16V70
VALUATION mew
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37
6aiscription, �FEE Description FEE
omPlan
Check
State Surcharge
HEAT SOURCE
GLAZING %
'LOT SLOPE %
�Buildinop"�rrnit
City Surcharge
HECK NO:
cy-5WO
VESTED DATE
' )Plumbing'
Base Fee
Mechanical
It
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.
Grading
Engr. Review
PERMIT APPLICATION: 160DAYS
PERMIT LIMIT I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
Engr. Inspection
'APPLICANT ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS Fire Review Plan Chk. Deposit
IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt #
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
DEEMED TO MODIFY: WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscapelnsp. Total Amt. Due
0 NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.*
ZI _ Recording Fee Receipt #
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
GIVEN. IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF APPLICATION APPMUVJAL
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- This application Is not a permit until signed by the
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED CALL Building Official or his/her Deputy: and Fees are paid, and
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt Is acknowiedged in space provided.
WORKME N'S C9,MkeNRATION INSURANCE AND RCW 18.27.
I DATE
I — S SIGNATU
SIGNA_TLMIE R 9R AGE DATE SIGNED (425) .111ol,
771-0220 'WVS19
ED D4TEV
ATTENTION Off 1333
IT IS UNLAWFULTO USE OR OCCUPYABUILDING OR STRUCTURE UNTILAFINAL
INSPECTION HAS BEEN MADE AND APPROVALOR A CERTIFICATE OF OCCU-
PANCY HAS BEEN GRANTED. UBC109/IBC110/IRC110. ORIGINAL-R Y�
171.9/ftst PINK -OWNER GOLD -ASSESSOR
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APPROVED AS NOTED
BY EN�)bEKRING
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By PLANNING
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WATEn & sEWER
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PERMIT UNTFP
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PLAYFIELDS MEADOW"LE 1697� P
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4. 189TH PL SW, , .
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193RD ST SW LIS
194tH ST S_W- 194 ST
2 195TK ST C
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1, 12 JAMES
IT ; n SW
196TH
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7
19[TH ST SW
HEINZ
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NOTES TO PLAN REVIEWER
1
ST wA
LYNALUOD SW
198TH
i�
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CENTER
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4 om
1G!V* ST SW
'DIST ST EaND'W
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MIST
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1.
Design attempt was made to drain impervious areas to City storm, drain
?0^1
SW
SIT: r- SW_ :CMNITY
T' 75z
ST
2N S SW
D
system by gravity, but this was not possible, so infil tration system was
203k. 7 SW
COLLEGE
F - WX . L
220
203RD S SW PL SW
204TH
20M
SW
I SW
------
ALL
chosen.
_r'ST
2.
Roof and driveway impervious areas flow into infiltration trench "A", and
KID
ST SW
foundation. drains flow into smaller trench "B" due to difference in grades
20M PL ai
Z09M
across lot.
A 4 fl,
6" 54W
HALL
209TH ST SW
3.
Note elevation equation on plans fbir site elevations.
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ST SW
za - - LAKE am
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4
Note existing possible sewer stub location to west of existing sewer manhole.
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IMPERVIOUS SUFACE AREA
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1.
Pre -construction meeting.
1.
CONSTRUCTION ACCEPTANCE: WILL BE SUBJECT TO A WELL ESTABLISHED
GROUND COVER THAT FULFILLS THE REQUIREMENT OF THE APPROVED
2.
Install siltation fence as indicated on TESC plan.
CONSTRUCTION PLANS
3.
Install-Mirafi 140 CB protection on all existing catch
2.
ALL DISTURBED AREAS SUCH AS RETENTION FACILITIES, ROADWAY 'BACK
basins and manholes.
SLOPES, ETC. SHALL BE SEEDED WITH A PERENNIAL GROUND COVER GRASS
TO MINIMIZE EROSION.. GRASS SEEDING WILL BE DONE USING AN APPROVED
4.
Install gravel construction entrance.
HYDROSEEDER OR AS OTHERWISE APPROVED BY -CITY OF gpt-log p!�
5.
Remove any vegetation -or undesirable material.
3.
PREPARATION OF SURFACE: ALL AREAS TO BE SEtDED SHALL BE CULTIVATED
TO THE SATISFACTION OF THE CITY INSPECTOR. THIS MAY BE ACCOMPLISHED
6.
Place fill material and rough grade.
BY DISCING, RAKING, HARROWING OR OTHER ACCEPTABLE MEANS.
7.
Install storm drain system, and install Mirafi 140 catch
4.
IMMEDIATELY FOLLOWING FINISH GRADING, PERMANENT VEGETATION
basin protection on new catch basins and manholes in
(CONSISTING OF RAPID, PERSISTENT AND LEGUME) WILL_.BE APPLIED.
.project area or as indicated by the City Engineer.
HYDROSEED REQUIRED: SEE SPECIFICATIONS
8.
Final grade.
HYDROSE15DING SPECIFICATIONS
9.
Inspection of final grades by City Engineer for
APPLICATION RATE: 150 POUNDS PER ACRE
conformance with stormwater system desi�g n.
MIX CONSISTENCY: 10% HIGHLAND COLONIAL BENT
40% PERENNIAL RYE
10.
Pave.
40% PENNLAWN RED FESCUE
10% WHITE CLOVER
11.
Remove silt fences.
12.
Clean silt, dirt and debris from A/C paving area.
MIX VARIANT: WHEN APPLICATION ADJOINS EXISTING
LAWNS, DELETE THE WHITE CLOVER AND
13.
Remove Mirafi 140 siltation protection from all new and
INCREASE THE PERENNIAL RYE
ACCORDINGLY.
existing catch basins and manholes.
14.
Prepare and submit as -built drawings.
MULCH: 2,000 POUNDS PER ACRE
FERTILIZER: 600 POUNDS PER ACRE OF 10-20-20 OR
15-
If the grades do not prove to slope to the head of the
22.5-10-10.
IN EITHER CASE, 70% OF THE POTASH
swale and/or catch basins so that the water drains
freely, then the
SHALL'BE SLOW FEEDING.
deficient section of A/C paving must be
removed and replaced.
GROUND
CHARACTERISTICS: ON SLOPES OF 2:1 OR GREATER, A BINDER
0
SHALL BE USED AT 40 POUNDS PER ACRE.
J-TACK OR EQUIVALENT.
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1100, SQUARE FEET) OR EQUIVALENT.
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8.
ALL HYDROSEEDING FIRMS SHALL HAVE A PRINTOUT OF THE APPLICATION RATE
T7f6-
FORI EACH JOB READILY AVAILABLE FOR INSPECTION BY THE ENGINEERING
DEPARTMENT.
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*CITY OF EDMONDS
RECEIVED
AGREEMENT FOR CONSULTANT SERVICES FOR PREPARATION
OF A CRITICAL AREA STUDY . NOV 2 2 2004
FEWT C5U TER
Carl Clgpp hereinafter referred to as "Proponent," Wetland Resources, Inc. , hereinafter referred
to as "Consultant�" and the City of Edmonds, Washington, hereinafter referred to as "the City," for and in
consideration of mutual promises contained herein agree and contract as follows:
1. The City's Planning Official has determined that a Critical Area may exist on or near the
subject property, pursuant to Edmonds Community Development Code (ECDC) Section
20.15.13.
The City is to direct and supervise preparation and finalization of a critical area study to
describe the items in accordance with ECDC Section 20.15.13. 150.
HB. Paragraph 1113 shall be applicable only during the life of this contract. The work of the
Consultant and the critical area study are for the purpose of'providing the City with
information and analysis, independent from -the Proponent and the owner of the subject
property. To that end, the Consultant shall, during the life of this agreement., perform no other
services for Proponent with respect to the subject property. In addition, the Consultant shall
not perform services for the Proponent with respect to other property or proposed
developments without full disclosure thereof to the City. Proponent specifically agrees not to
comrnunicate with the Consultant, except for such communication as may be necessary for the
Consultant -to- carry out the pezformance of this agreement. 'Any such communication between.
the Propoinent and Consultant shall be carried on only in the presence of or with the prior
approval of the City.
Proponent agrees to pay to Consultant in the manner set forth in Section VII below the
reasonable costs of having the critical area study prepared. The Consultant has been
recommended and selected by the City. Proponent understands and agrees to. pay Consultant
for actual time and materials expended in accordance with the scope of smices set forth in
Attachment "A" hereto, provided, however, that the total to be received by the Consultant for
preparation of the criticil area study shall not exceed the* sum of S 2 , 5 0 0 . 0 0
. Progress payments are to be issued to Consultant in accordance with the provisions of
Sections VII and IX in this agreement.
51 The Proponent agrees to cooperate reasonably with both Consultant and the City so as to
cause the efficient and prompt preparation of the critical area study. The City agrees to make
available to the Consultant all relevant information in the City's fil-les.
V. The scope of services contemplated by this agreement shall include aration of a critical
area study which shall be delivered to the City ==bmike within 6 ys of receipt.
of the signed notice to proceed.
V1. Consultant shall prepare aiid deliver to the City up to 5 copies of the critical area study.
vu. Proponent shall, within ten (10) days of the signing of this agreement:
(a) Deposit with the City of Edmonds funds sufficient to pay_for the cost of preparation of
the entical area study, but not less than S 2, 500. 00 subject to the
provisions of subparagraph (b) beldw;
Palo I of4
JUN-18-2004 14:40
P. 10112
(b) Agee t: * u-sement from time to time of funds o I nfeposit in said account to pay for
Consultant services covered by the Agreement.
((OPTIONAL - shall post a letter o credit in a form acceptable to the City in an amount equal to the
!f
sum of the guaranteed maximum for having the critical area study prepared and the
guaranteed maximum for having the critical area study prepared as. set forth in this
Agreement. ff the Proponent fails to post a letter of credit within 10 working days of
the.date of this Agreement. the City may terthinaie INY Agreement. *-The Consultant
shall not begin work on the critical area study until notified toproceed by the City))
Vill, if the Proponent fails to deposit funds with the City as specified in Section V11 of this
agreement within the required ten days, this agreement shall terminate.
IX. Consultant agrees to submit invoices for services and costs to date on a monthly basis along
with a description of services rendered and a project progress report, The Consultant shall
submit the original invoice to the City and a copy to the Proponent. The City shall pay the
invoiced amount from the assigned account described in paragraph VIT of this agreement
within thirty (30) days of receipt if the work.covered by the invoice has been satisfactorily
completed.
((OPTIONAL - Upon receipt of a monthly invoice, the Proponent shall promptly submit to
the City the necessary funds to pay said invoice. Should the Proponent fail io submit
sufficientfunds in a manner timely enough to ensure payment of invoice amounts within thirty-
(30). days of the Do's approval of the billing, the City shall draw on the letter of credit to pay
invoice amounts and provide the Consultant and the Proponent with a copy of the payment -
Consultant agrees that the City's obligation for payment is limited to the amount actually
authorized by the Proponent's letter of credit as setforih in this Agreement. For any charge S
over and above the amounts obtained by the Cityfrom the letter of credit, Consultant agrees
Cit
to. seek remedysolelyfi-om the Proponent, and not the Y.))
X In the event the City, in its sole opinion determines there is a need for changes in the scope of
work in Attachment 'A" the City shall obtain from the Consultant an estimate of the total
.added charges and shall seek the Proponent's written approval, which shall . not be
unreasonably withheld. This Agreement shall then be amended to cover these changes, and
the funds deposited ((OPTIONAL - line of credit increased)) accordingly to cover the
changed scope of work. Failure to obtain such approval from the Proponent and to obtain an
increase in the funds deposited ((OPTIONAL - line of credit)) to cover the proposed changes
at the time of amendment, shall be grounds for suspension of work- until agreement is reached.
Xi. The parties hereto agree that the critical area study and all supporting matefial therein
submitted by the Consultant in the course, of performing services under this agreement shall
be, in the ' hands of the City of Edmonds, as public records and not subject to copyright.
Consultant further agrees to make research notes and any other work products produced in
perfanning this agreement available to the City for reproduction, upon completion: of the
critical area study, or sooner upon request by the City.
x1l. Unless otherwise specified within this Agreement, this proposal shall be governed by the laws
of the City of Edmonds and the State of Washington.
X111. (a) The parties intend that an independent Consultant/City relationship will be created by
this Agreemect. No agent, employee, or representative of the Consultant shall be
decincd to be an employee, agent, or representative of the City or Proponent for any
purpose. Employees of the Consultant are not entitled to any of the benefits the City
provides for City employees. The Consultant will be responsible for the acts of its
employees, agents, and subcontractors during the performance of this Agreement. The
Page 2 of 4
JUN-18-2004 15:15
P. 02/03
Consultanter agrees to testify at any hearing coucerning the project or the critical
area study only if requested to do so by the City, unless pursuant to court order.
(b) Consultant covenants and agrees to indemnify, defend and hold harmless the City, its
officers, agents and employees from and against 'any and all claims, actions, damages,
liability, cost and expense, including reasonable attorneys fees, in connection with or
occasioned, in whole or in part by any act or omission of Consultant, its officers,
agents, employees, customers, or licensers, or ansin g from or out of Consultant's
failure to comply with any provision of this Agreement, regardless of whether it is
alleged or proven that the acts or omissions of City, it officers, agents or employees
caused or contributed thereto. With respect to the performance of this Agreement, and
as to claims against City� its officers, agents and employees the Consultant expressly
waives its immunity under Title 51 of the Revised Code of �iashington for injuries to
its employees and agrees that the obligation to indemnify, defend and hold harmless'
provided for in this puagraph extends to any claim brought by or on behalf of any
employee of the Consultant. This waiver was mutually negotiated by the parties. This
indemnity provision shall not apply in the event any acts or omissions of the City were
the sole cause of any such damage or injury. To the extent any -of the damages
referenced by this paragraph- were caused by or resulted ftorn the concurrent
negligence of the City, its agents or employees and the Consultant, its officcrsi agents
and employees, this obligation to indemnify, defend and hold harmless is valid and
enforceable only to the extent of the negligence of the Consultant, its officers, agents
and employees.
In the performance of the services herein contemplated, the Consultant is an
independent contractor with. the authority to control and direct the performance of the
details of the work, subject to applicable regulations. However, the results of the work
contemplated herein must meet the approval of the City, and shall be subject tothe
City's general rights of inspection and review to secure the satisfactory completion
thereof, as required by ECDC Chapter 20.15.B.
XIV. Proponent agrees to indemnify, defend, and hold harmless the City from any and all claims for
breach of.contract or other claim for damages brought by Consultant on account of any act or
failure to act by the Proponent to pay the sums due under the tems of this Agreement.
Xv. The Consultant shall not discriminate against any employee or applicant for employment
because of race, color, religion, sex, or national origin.
XV1. The City reserves.the right to suspend or terminate this agreement on ten (10) days written
notice to the Consultant and Proponent. If terminated or suspended, Consultant shall be
entitled to receive reasonable compensation for services rendered to the date of termination or
suspension. The Consultant shall then invoice the City for all work performed in a
satisfactory mamer through the effective date of termination, and shall be paid by the City,
subject to the limitations on liability contained in Paragraph IX; provided that if the
termination is due to the fault of the Consultant., no payment shall be due�
XVU, The Proponent reserves the right to suspend or terminate this Agreement on ten (10) days
written notice to -the Consultant and City, and withdrawal of all related building, zoning
subdivision, and/or shoreline permit applications. If terminated or suspended, Consultant'
shall be entitled to receive reasonable compensation for services rendered to the date of
termination or suspension.
XVIR. In the event that any legal action is necessary to enforce the terms of the Agreement, the
provMing party shall be entitled to recover from the other party a sum for reasonable
attorneys fees, including reasonable attorneys fees incurred prior to the filing of the action -
Page 3 of 4
JUN-18-2004 15:16 P.03/03
XIK Consultant agrees to report to the City any situation that might involve a possible conflict of
interest in connection with the performance of the Agreement The Consultant sl-iall not have
a financial interest in the proposal other than fees due under this Agreement. The Consultant
will not perform any work or provide any services to any person in connection with or related
to the Proposal, except as provided in this Agreement. The Consultant has listed in
Attachment "B" all present contracts or work for the Proponent.
Xx. The Proponent agrees to provide the Consultant with a legal description of the project site,
reproducible site plan or plans, copies of ariy relevant site studies produced by other
consultants ' and such other information as required by the Consultant. The proponent agrees
to cooperate reasonably with both the City and Consultant so as to facilitate the efficient and
prompt preparation of the critical area study.
xxi. This Agreement, including the Attachments bereto, represent the entire agreement and
understanding between the parties,- and any negotiations, proposals, or agreements are
intended to be integrated herein and to be superseded by this written Agr�ement.
EXECUTED by the parties.hereto this day of 200.4.
CITY OF EDMONDS: CONSULTANT,
By Ely
G', 7-Haake n name: Scott Brainard
Mayor title: Principai Wetland Ecolug-ist
ATTEST/AUTHENTICATED:
l3
Sandy Chase
City Clerk
APPROVE �&FOR�4�
By
W. Scott Snyder
City Attomey
PROPONENT,
By
name; Carl Cl@pp
title:- P=ejU Owner
PLANNING MANAGER:
13Y 4: 211,1%,
Rob Chave, Manager
Planning Division
Attachments: "A" - Scope of Services
"B" - Consultant/Proponent Contracts/Relationships
TOTAL P.03
.Wetlawo�e
4kowoees
Ar
Delineation Mitigation Restoration Habitat Creation Permit Assistance 9505 19th Avenue S.E.
Suite 106
Everett, Washington 98208
March 30, 2004 (425) 337-3174
Fax (425) 337-3045
City of Edmonds Development Services Dept.
Attn. Meg Gruwell
1215 1h Ave. N.
Edmonds, WA 98020
Re: Proposal for Wetland Delineation, Critical Area Study and Wetland Mitigation Plan — Clapp/CA-98-
256 and CA-98-257
Attachment A — Scope of Services
Wetland Resources, Inc. agrees to perform the following scope of work for the approximate 2.5-acre site
located at 18104 76' Avenue W in the city of Edmonds, WA. The site is located within a portion of
Section 18, Township 27N, Range 4E, W.M.
Scope
• Perform a Wetland Delineation
• Prepare a Critical Area Study
• Prepare a Wetland Mitigation Plan
Wedand Resources, Inc. charges $105.004120,00 per hour for a Principal Ecologist, $95.00 per hour
for a Senior Ecologist and $75.00-$85.00 per hour for an Associate Ecologist. We estimate the total cost
related to the above scope of services to be $2,500.00. We will not exceed this estimate without
informing you as to why additional time is necessary and the projected costs associated with the
additional time.
We invoice monthly with payment due upon receipt. We will supply you with a draft copy of the plan for
your review and comments along with, a final invoice. Plans will not be finalized or signed until full
payment of any balance due has been collected. Interest will be charged on accounts thirty days past due
at the rate of 1.5% per month for the unpaid balance. In the event this account is sent to collections, the
client will pay reasonable attorney fees and cost of collection, whether or not a lawsuit is commenced.
The work considered for this proposal will conform to the prevailing standard of -care employed by
wetland ecologists in western Washington. No other representation or warranty is made concerning the
work or the report considered by this proposal and any implied representation or warranty is disclaimed.
If you are in agreement with this proposal, please sign and return a copy by July 5, 2004. We will
schedule this project upon receipt of the signed proposal. This project will be completed w*ithin 60 days of
receipt of the signed notice to proceed. We look forward to working with you on this project.
Wetland Resources, Inc.
Scott Brainard:
Principal Wetland Ecolct
Agreed to.
City of Edmonds Development Services Dept. Date:
SB:le
Attachment B - Consultant/Propenent RelationsW
1, Scott Brainard, had no prior contact with Mr. Clapp prior to contact by the City of Edmonds.
Scott n d
0 ogist
Principal Wetland Ecologist
Wetland Resources, Inc.
SB: sb
Associate
t: a rth
Ge6technical Engineerin-a
Science's
Inc.
Subsurface Exploration, Geologic Hdzard, and
Water Resources
Preliminary Geotechnical Engineering Report
-r 'J,
1h AVE
1810476 NUE WEST
Edmonds, Washington
-Prepared for
Solid and'Hazardoui Waste
CC Construction, Inc.
Project No. KE05Of9A
February 8, 2005
RECEIVED
Ecol ogi cal/Bio logical Sciences
FEB 2, 2 2005
PERMIT -COUNTER
Geologic Assessments
T P, 1� , E. HU
Asso.ciated,'Ear'th, Sciences, Inc*.
0 A, Ni
Pebruary 8, 2005
Project No. KE05019A
CC Construction, Inc.
8415-192 n1' Street SW
Edmonds; Washington 98026
Attention: .'Mr. Carl Clapp.
Subject: Subsurfacelxplo'raiion; Geologic Hazard, and'
Preliminary Geotechnical-Enginieering Report
18104 16' Avenue West
Edmonds, Washington
Dear Mr. Clapp:
We are . pleased to, pies. ent the enclosed copies of. the above -referenced report. This report
summarizes * the- results� of our subsurface exploration, -geologic, haz a*r'd, and -geotechnical
-dies and offers recommendations for the preliminary design And development of
.''6nginee'ring',stu,
the proposed project. Our recommendations, are preliminary' in that construction'd6tails have
not been finalized at the time of this report.
We have enjoyed working -with you ofi. this study -and are co-nfident that the, rec'ornmendat'lons,
presented in this report will aid -in the successful completion of your project.. If you should-
have.any questions.or. if we can be of additional help to you, pleas& do not hesitate to call.
Sincerely,
7
ASSOCIATED EARTH SCIENCES, INC..
Kirkland,. Washington
G.'Aaron McMichael-,.P.E., P.E.G..
-Associate Engineer
GAM/sn'
KE05019A2
Prqjects\2005019\KE\WP
91 1 Fifth Avenue, Suit,e 100 - Kirkland, WA 98033 Phone 425 827-�7�O 1 Fax 425 827-�424
SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
1810476 1h AVENUE WEST
Edmonds, Washington
Preparedfor:
CC Construction, Inc.
8415 192 nd Street Sw
Edmonds, Washington 98026
Prepared by:
Associated Earth Sciences, Inc.
9115' Avenue, Suite 100
Kirkland, Washington 98033
425-827-7701
Fax: 425-827-5424
February 8, 2005
Project No. KE05019A
0 0
Subsurface Exploration, Geologic Hazard, and
18104 7&' Avenue West Preliminary Geotechnical Engineering Report
Edmonds, Washington Project and Site Conditions
1. PROJECT AND SITE CONDITIONS
1.0 INTRODUCTION
This report presents the results of our subsurface exploration, geologic hazard, and preliminary
geotechnical engineering study for the subject project. Our recommendations are preliminary
in that construction details have not been finalized at the time of this report. The location of
the subject site is shown on the Vicinity Map, Figure 1. Topographic contours, the locations
of the proposed home, and the approximate locations of the explorations accomplished for this
study are presented on the Site Sketch, Figure 2. In the event that any changes in the nature or
design of the proposed lot layout is planned, the conclusions and recommendations contained
in this report should be reviewed and modified, or verified, as necessary.
1. 1 Purpose and Scope
The purpose of this study was to provide subsurface data to be used in the preliminary design
and development of the subject project. Our study included a review of available geologic
literature, excavating two exploration pits, drilling two exploration borings, and performing
geologic studies to assess the type, thickness, distribution, and physical properties of the
subsurface sediments and shallow ground water conditions. Geotechnical engineering studies
were also conducted to assess the type of suitable foundations, allowable foundation soil
bearing * pressures, pile capacities, anticipated settlements, cut slope recommendations,
basement/retaining wall lateral pressures, floor support recommendations, and drainage
considerations. This report summarizes our current fieldwork and offers development
recommendations based on our present understanding of the project.
1.2 Authorization
Authorization to proceed with this study was granted by Mr. Carl Clapp of CC Construction,
Inc. (CC Construction). Our study was accomplished in general accordance with our scope of
work letter dated January 7, 2005, and our subsequent conversations. This report has been
prepared for the exclusive use of CC Construction 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 report was prepared. No other warranty,
express or implied, is made.
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2.0 PROJECT AND SITE DESCRIPTION
Our understanding of the proposed project is based on review of a topographic site sketch
provided by CC Construction and on discussions with Mr. Carl Clapp of CC Construction. It
is our understanding that current plans call for construction of a single-family residence on the
site. The residence will consist of a two-story structure with an attached garage.
The subject site is located at 18104 76' Avenue West in Edmonds, Washington (Figure 1).
The proposed building area consists of an undeveloped, relatively flat -lying, grass -covered
area. Approximately 25 to 30 feet west and south of the proposed home, the topography
slopes steeply downward toward the west and south. The gradient of this slope was visually
estimated to be approximately 1.511:1V (Horizontal: Vertical) over a vertical height of
approximately 20 feet. A small stream is located at the toe of the slope south of the home.
The area at the toe of the steep slope west of the home consists of wetland, beyond which lies
Talbot Creek. The slope is vegetated by young, second -growth forest with thick brush. An
existing detached garage and residence is located on the north side of the subject site.
3.0 SUBSURFACE EXPLORATION
Our field study included excavating two exploration pits with a track -mounted excavator. This
exploration was supplemented by two exploration borings drilled using a limited access, track -
mounted drill rig to gain additional subsurface information about the site. The various types of
sediments, as well as the depths where characteristics of the sediments changed, are indicated
on the exploration logs presented in the Appendix. The depths indicated on the logs where
conditions changed may represent gradational variations between sediment types in the field.
If changes occurred between sample intervals in our borings, they were interpreted.
The conclusions and recommendations presented in this report are based on the two exploration
pits and two exploration borings completed for this study. The number, locations, and depths
of the explorations were completed within site and budgetary constraints.
Because of the nature of exploratory work below ground, interpolation of subsurface
conditions between field explorations is necessary. It should be noted that differing subsurface
conditions may sometimes be present due to the random nature of deposition and the alteration
of topography by past grading and/or filling. The nature and extent of any variations between
the field explorations may not become fully evident until construction. If variations are
observed at that time, it may be necessary to re-evaluate specific recommendations in this
report and make appropriate changes.
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3.1 Exploration Pits
The exploration pits EP-1 and EP-2 were excavated with a track -mounted excavator. The pits
permitted direct, visual observation of subsurface conditions. Materials encountered in the
exploration pits were studied and classified in the field by an engineering geologist from our
firm. All exploration pits were backfilled immediately after examination and logging.
Selected samples were then transported to our laboratory for further visual classification and
testing, as necessary.
3.2 Exploration Borings
Exploration borings EB-1 and EB-2 were completed by advancing a hollow -stem auger with a
limited access, track -mounted drill rig. During the drilling process, samples were generally
obtained at 2.5- or 5-foot-depth intervals. The borings were continuously observed and logged
by an engineering geologist from our firm. The exploration logs presented in the Appendix
are based on the field logs, drilling action, and inspection of the secured samples.
Disturbed but representative samples were obtained by using the Standard Penetration Test
(SPT) procedure in accordance with American Society for Testing and Materials (ASTM):D
1586. This test and sampling method consists of driving a standard 2-inch, outside -diameter,
split -barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free -falling
a distance of 30 inches. The number of blows for each 6-inch interval is recorded and the
number of blows required to drive the sampler the final 12 inches is known as the Standard
Penetration Resistance ("N") or blow count. If a total of 50 blows are recorded within one 6-
inch interval, the blow count is recorded as the number of blows for the corresponding number
of inches of penetration. The resistance, or N-value, provides a measure of the relative density
of granular soils or the relative consistency of cohesive soils; these values are plotted on the
attached boring logs.
The samples obtained from the split -barrel sampler were classified in the field and
representative portions placed in.watertight containers. The samples were then transported to
our laboratory for further visual classification and laboratory testing, as necessary.
1 4.0 SUBSURFACE CONDITIONS
Subsurface conditions at the project site were inferred from the field explorations accomplished
for this study, visual reconnaissance of the site, and review of applicable geologic literature.
As shown on the field logs, the exploration borings generally encountered fill soils underlain
by a thin layer of organic wetland sediments that were in turn underlain by granular, glacial
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sediments. The following section presents more detailed subsurface information organized
from the upper (youngest) to the lower (oldest) sediment types.
4. 1 Stratigraphy
Fill
Fill soils (those not naturally placed) were encountered at all four exploration locations. The
fill generally consisted of loose, very moist to wet, silty sand with scattered to abundant debris
(predominantly wood and asphalt). The fill extended beyond the maximum depths explored in
exploration pits EP-1 and EP-2 of approximately 10 to 11.5 feet, respectively. The fill
extended to depths of approximately 12 feet and 11 feet in exploration borings EB- 1 and EB-2,
respectively. The existing fill is not. considered suitable for foundation support.
Wetland Sediments
Sediments encountered directly below the existing fill soils in exploration borings EB-1 and
EB-2 generally consisted of soft peat with lenses of silt and fine sand. We interpret these
sediments to have been deposited in a low -energy wetland environment subsequent to the most
recent glaciation of the region. At the locations of exploration borings EB-1 and EB-2, the
wetland sediments extended to depths of approximately 14.5 to 12.5 feet, respectively. Due to
their high organic content and low relative density, the wetland sediments are not considered
suitable for foundation support.
Vashon Advance Outwash
Sediments encountered directly below the wetland sediments in exploration borings EB-1 and
EB-2 generally consisted of dense to very dense sand with variable silt and gravel content. We
interpret these sediments to be representative of Vashon advance outwash. The Vashon
advance outwash sediments were deposited by meltwater streams that emanated from the
advancing glacial ice during the Vashon Stade of the Fraser Glaciation approximately 12,500
to 15,000 years ago. The high relative density characteristic. of the Vashon advance outwash is
due to its consolidation by the massive weight of the glacial ice which overran these sediments
subsequent to their deposition. At the locations of exploration borings EB-1 and EB-2, the
Vashon advance outwash sediments extended beyond the maximum depths explored of
approximately 31 to 31.5 feet.
Copies of the exploration logs are included in the Appendix. The approximate locations of the
explorations are shown on the Site Sketch, Figure 2.
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Review of the regional geologic map titled Composite Geologic Map of the Sno-King Area,
Central Puget Lowland, Washington by Derek Booth, Brett Cox, Kathy Troost, and Scott
Schimel (January 2004) indicates that the subject site is underlain by Vashon advance outwash.
Our interpretation of the sediments encountered in our explorations is in general agreement
with the regional geologic map.
4.2 Hydrology
Thin zones of slow, spotty seepage were encountered within the fill at the locations of
exploration pits EP-1 and EP-2 at depths of approximately 1.5 and 7 feet, respectively.
Additional seepage was encountered in exploration borings EB-1 and EB-2 within the alluvium
and underlying Vashon advance outwash sediments below a depth of approximately 12 feet.
Due to the very limited thickness of the seepage zone within the fill and the variable depth at
which it occurred, it is our opinion that it is representative of perched ground water. It is
unclear whether the seepage observed in the underlying native sediments in exploration borings
EB-1 and EB-2 is representative of perched ground water or the regional aquifer. It should be
noted that the occurrence and depth of ground water seepage below the site may vary in
response to changes in such factors and season, precipitation, and site use.
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Edmonds, Washington Geologic Hazards and Mitigations
H. GEOLOGIC HAZARDS AND MITIGATIONS
The following discussion of potential geologic hazards is based on the geologic, slope, and
shallow ground water conditions as observed and discussed herein.
5.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION
Earthquakes occur in the Puget Lowland with great regularity. The vast majority of these
events are small and are usually not felt by people. However, large earthquakes do occur.as
evidenced by the 1949, 7.2-magnitude event; the 2001, 6.8-magnitude event; and the 1965,
6.5-magnitude event. The 1949 earthquake appears to have been the largest in this region
during recorded history and was centered in the Olympia area. Evaluation of earthquake
return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within
a given 20- to 40-year period.
Generally, there are four types of potential geologic hazards associated with large seismic
events: 1) surficial ground rupture; 2) seismically induced landslides; 3) liquefaction; and 4)
ground motion. The potential for each of these hazards to adversely impact the proposed
project is discussed below.
5.1 Surficial Ground Rupture
The nearest known fault trace to the project site is the South Whidbey Island - Lake Alice
Fault located approximately 1 to 2 miles northeast of the site. No surficial ground rupture
associated with the South Whidbey Island - Lake Alice Fault has been documented in the
Snohomish County region.
5.2 Seismically Induced Landslides,
As previously discussed, a steep slope with a visually estimated gradient of 1.5H:lV over a
vertical height of approximately 20 feet is located approximately 25 to 30 feet west and south
of the proposed building location. Based on the subsurface conditions encountered in our
explorations, it appears likely that the upper portion of this slope, and possibly the entire steep
slope face, consists of fill. Given the gradient of this slope and the loose, debris -laden
condition of the fill encountered in our explorations, some potential risk of landsliding on this
slope exists. However, given the slope gradient and its relatively low height (approximately
20 feet), it is our opinion that the risk of damage to the proposed structure is low under both
static and seismic conditions, provided that the proposed building setback of 25 to 30 feet from
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the top of the steep slope is maintained. It should be noted that discharge of water onto or
above steeply sloping areas can cause erosion and reduce slope stability. Accordingly,
discharge of water onto or above the steep slope must be avoided.
5.3 Liquefaction
Liquefaction is a process through which unconsolidated soil loses strength as a result of
vibratory shaking, such as occurs during a seismic event. During normal conditions, the
weight of the soil is supported by both grain -to -grain contacts, and by the pressure within the
pore spaces of the soil below the water table. Extreme vibratory shaking can disrupt the grain -
to -grain contact, increase the pore pressure, and result in a decrease in soil shear strength.
The soil is said to be liquefied when nearly all of the weight of the soil is supported by pore
pressure alone. Liquefaction can result in deformation of the sediment and settlement of
overlying structures. Areas most susceptible to liquefaction include those areas underlain by
loose, clean sand accompanied by a shallow water table. The proposed structure will be
founded upon pilings driven into the Vashon advance outwash sediments. The Vashon advance
outwash has a low potential for liquefaction due to its high relative density. No mitigation of
liquefaction hazards is warranted.
5.4 Ground Motion
It is our opinion that any earthquake damage to the proposed structure when founded on piling
driven into the Vashon advance outwash sediments in accordance with the recommendations
contained herein will be caused by the intensity and acceleration associated with the event and
not any of the above -discussed impacts. Structural design of the building should follow the
1997 Uniform Building Code (UBC) standards for -Seismic Zone 3 (Z factor = 0.3) and anSD
soil type.
Alternatively, guidelines presented in the 2003 International Building Code (IBC) Section 1615
may be used. Information presented by the United States Geological Survey (USGS)
Earthquake Hazards Program indicates a spectral acceleration for the project area for short
periods (0.2 seconds) of Ss = 1.26 and for a 1 second period of Si = 0.42. Based on the
results of subsurface exploration and on an estimation of soil properties at depth utilizing
available geologic data, Site Class "D" in conformance with Table 1615. 1.1 of the IBC may be
used.
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6.0 EROSION HAZARDS AND MITIGATIONS
The existing fill and natural sediments underlying the site contain a high percentage of silt and
fine sand and are highly sensitive to erosion. In order to control erosion and reduce the
amount of sediment transport off the site during construction, the following recommendations
should be followed.
1. Silt fencing should be placed around the lower perimeter of the cleared area(s). The
fencing should be properly embedded and periodically inspected and maintained as
necessary to ensure proper function.
2. If possible, construction should proceed during the drier periods of the year.
3. Areas stripped of vegetation during construction should be mulched and hydroseeded,
replanted as soon as possible, or otherwise protected. During winter construction,
hydroseeded areas should be covered with clear plastic to facilitate grass growth.
4. If excavated soils are to be stockpiled on the site for reuse, measures should be taken to
reduce the potential for erosion from the stockpile. These could include, but are not
limited to, covering the pile with plastic sheeting and the use of straw bales/silt fences
around pile perimeters.
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III. PRELIMINARY DESIGN RECOMMENDATIONS
7.0 INTRODUCTION
Our exploration indicates that, from a geotechnical standpoint, the parcel is suitable for the
proposed development provided the recommendations contained herein are properly followed.
The proposed building area is underlain by substantial thicknesses of existing fill and wetland
sediments that are unsuitable for foundation support. Consequently, some sort of deep
foundation system is recommended for foundation support. Based on our discussions, it is our
understanding the CC Construction would like to use a driven pipe pile foundation to transfer
building loads through the fill and wetland sediments into the underlying Vashon advance
outwash. Geotechnical design recommendations for the proposed home, including
recommendations for a driven pipe pile foundation are provided below.
8.0 SITE PREPARATION
Site preparation of the planned building area should include removal of all sod, brush, surface
debris, and any other deleterious materials. These unsuitable materials should be properly
disposed of off -site. Any buried utilities should be removed or relocated if they are under
building areas.
The proposed building area is relatively flat -lying, and we do not anticipate that the
construction will involve extensive excavation. However, some minor excavation will likely
be required to achieve building subgrade elevations. Significant new fill should not be placed
on site to prevent inducing settlement of the existing fill. In our opinion, stable temporary
construction slopes should be the responsibility of the contractor and should be determined
during construction. For estimating purposes, however, we anticipate that temporary,
unsupporte . d cut slopes, or utility trenches greater than 4 feet in height or depth, completed
within the unsaturated, loose to medium dense fill or native sediments can be planned at a
maximum slope of I.5H:1V. Temporary cut slopes in areas of ground water seepage will
likely require flatter slopes to remain stable. As is typical with earthwork operations, some
sloughing and raveling may occur and cut slopes may have to be adjusted in the field. In
addition, WISHA/OSHA regulations should be followed at all times. Permanent, unsupported
cut or structural fill slopes should not exceed a gradient of 2H: 1V.
The on -site soils contain a high percentage of fine-grained material which makes them
extremely moisture -sensitive and subject to disturbance when wet. Consideration should be
given to protecting access and staging areas with an appropriate section of crushed rock or
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asphalt treated base (ATB). If crushed rock is considered for the access and staging areas, it
should be underlain by engineering stabilization fabric to reduce the potential of fine-grained
materials pumping up through the rock during wet weather and turning the area to mud. The
fabric will also aid in supporting construction equipment, thus reducing the amount of crushed
rock required. We recommend that at least 10 inches of rock be placed over the fabric.
9.0 STRUCTURAL FILL
We anticipate that structural fill placement for this project will be relatively minor and will be
primarily limited to backfilling around foundation elements and backfilling utility trenches.
All references to structural fill in this report refer to subgrade preparation, fill type, placement,
and compaction of materials as discussed in this section. If a percentage of compaction is
specified under another section of this report, the value given in that section should be used.
After stripping, planned excavation, and any required overexcavation have been performed to
the satisfaction of the geotechnical engineer/engineering geologist, the surface of the exposed
ground should be recompacted to at least 90 percent of the modified Proctor maximum density
using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate
recompaction may be difficult or impossible to obtain and should probably not be attempted.
In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry
spalls to act as a capillary break between the new fill and the wet subgrade. Where the
exposed ground remains soft and further overexcavation is impractical, placement of an
engineering stabilization fabric may be necessary to prevent contamination of the free -draining
Ilayer by silt migrationfrom below.
After recompaction of the exposed ground is tested and approved, or a free -draining rock
course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as
non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts
with each lift being compacted to at least 95 percent of the modified Proctor maximum density
using ASTM:D 1557 as the standard. The existing fill soils and underlying wetland sediments
are not suitable for use as structural fill. In the case of roadway and utility trench backfill, the
structural fill should be placed and compacted in accordance with current local or county codes
and standards.
The contractor should note that any proposed fill soils must be evaluated by Associated Earth
Sciences, Inc. (AESI) prior to their use in fills. This would require that we have a sample of
the material at least 3 business days in advance to perform a Proctor test and determine its field
compaction standard. Soils in which the amount of fine-grained material (smaller than the No.
200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size)
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should be considered moisture -sensitive. Use of moisture -sensitive soils in structural fills
should be limited to favorable dry weather conditions. In addition, construction equipment
traversing the site when the soils are wet can cause considerabl,e disturbance. If fill is placed
during wet weather, or if proper compaction cannot be obtained, a select on -site and/or import
material consisting of a clean, free -draining gravel and/or sand should be used. Free -draining
fill consists of non -organic soil with the amount of fine-grained material limited to 5 percent by
weight when measured on the minus No. 4 sieve fraction.
1, A representative from our firm should observe the stripped subgrade and be present during
placement of structural fill to observe the work and perform a representative number of in -
place density tests. In this way, the adequacy of the earthwork may be evaluated as filling
progresses and any problem areas may be corrected at that time. It is important to understand
that taking random compaction tests on a part-time basis will not assure uniformity or
acceptable performance of a fill. As such, we are available to aid the owner in developing a
suitable monitoring and testing frequency..
10.0 FOUNDATIONS
Driven pipe piles may be used to transfer building foundation loads through the existing fill
I ;I A 1 —A A; _+ A ; f A, A I ; At 1k -Irl a r-A niltill'ach A 11nivahle- avi-Al
6L) � all Wt--L a 3v, jun, a an- 1JL V %, ULI %'L Y 11r, "a V11 V 11
capacities for driven pipe piles are provided in the table below.
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Nominal
Allowable
Pipe
Hammer
Vertical Pile
Driving Time
Diameter
Wall Thickness*
Energy
Capacity
(Seconds Per Inch)
3"
Schedule 40
650 lbs.
10 kips
14-16
4"
Schedule 40
850 lbs.
20 kips
14-16
*Galvanized pipe is recommended for corrosion resistance.
In order for the stated pile capacities to apply, the pipe piles should be driven to refusal, which
is defined as less than 1 inch of penetration during the specified period of continuous driving.
No lateral capacity would be provided by vertically installed, small -diameter pipe piles.
Lateral capacity could be achieved by the installation of batter piles. Alternatively, passive
soil resistance acting against the embedded portions of the pile caps and grade beams may be
used. An AESI representative must observe installation of all pipe piling.
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The existing fill soils contain substantial quantities 'of debris. Although the debris consists
predominantly of fairly small pieces of asphalt and wood debris, some fairly large pieces of
wood were encountered in our exploration pits. The contractor should be prepared to excavate
and remove any obstructions that prohibit proper pile installation. Use of a high energy
hammer would likely reduce the potential for debris obstructing pile installation.
Perimeter footing drains should be provided at the base of all grade beams as discussed in the
Drainage Considerations section of this report.
11.0 LATERAL WALL PRESSURES
All backfill behind walls or around foundation units should be placed as per our
recommendations for structural fill and as described in this section of the report. Horizontally
backfilled walls that are ftee.to yield laterally at least 0.1 percent of their height may be
designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained,
horizontally backfilled rigid walls that cannot yield should be designed for an equivalent fluid
of 50 pcf. If roadways, parking areas, or other areas subject to vehicular traffic are adjacent to
walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining
lateral design forces. Walls that retain sloping backfill at a maximum angle of 211: 1V should
be designed using an equivalent fluid pressure of 55 pcf for yielding conditions or 75 pcf for
fully restrained conditions.
The lateral pressures presented above are based on the conditions of a uniform horizontal
backfill consisting of imported sand and gravel compacted to 90 percent of ASTM:D 1557. A
higher degree of compaction is not recommended as this will increase the pressure acting on
the walls.
Footing drains must be provided for all retaining walls as discussed under the section on
Drainage Considerations. It is imperative that proper drainage be provided so that hydrostatic
pressures do not develop against the walls. This would involve installation of a minimum 1-
foot-wide blanket drain to within 1 foot of the ground surface using imported, washed gravel
against the walls placed to be continuous with the footing drain.
11. 1 Passive Resistance
Lateral loads can be resisted by the use of batter piles and/or by passive earth pressure acting
on the buried portions of the pile caps and grade beams. Lateral loading provided by batter
piles should be equal to the horizontal component of the allowable vertical axial capacity of the
pile. The maximum recommended pile batter is 1H:5V. The pile caps and grade beams must
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be backfilled with compacted structural fill (minimum compaction of 95 percent of ASTM:D
1557) to achieve the passive resistance provided below. We recommend the following design
parameter.
0 Passive equivalent fluid = 200 pcf
The above value is allowable and includes a factor of safety of at least 1.5.
12.0 FLOOR SUPPORT
Support of building and garage slab -on -grade floors directly atop the existing fill soils could
result in excessive total and differential settlement and cracking of the floor slabs. For this
reason, we recommend that the slab -on -grade floors be supported on driven pipe piles. The
pipe piles should be constructed as discussed under the Foundations section of this report. The
spacing of the piles should be determined by a structural engineer based on the amount of
reinforcement included in the floor slab design and the amount of acceptable deflection of the
slab.
If moisture intrusion through slab -on -grade floors is to be limited, the floors should be
constructed atop a capillary break consisting of a minimum thickness of 4 inches of washed pea
gravel. The pea gravel should be overlain by a 10-mil (minimum thickness) plastic vapor
retarder.
To mitigate settlement of exterior driveway and walkway slabs, we recommend overexcavation
of the upper 2 feet of subgrade soil and replacement with compacted structural fill. Further,
we recommend use of steel -mesh reinforcement and crack control joints to minimize potential
settlement damage.
1 13.0 DRAINAGE CONSIDERATIONS
All retaining and perimeter footing walls should be provided with a drain at the base of the
grade beam elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVQ
pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set
at or slightly below the bottom of the footing or grade beam and the drains should be
constructed with sufficient gradient to allow gravity discharge away from the building. In
addition, all retaining walls should be lined with a minimum 12-inch-thick washed gravel
blanket that extends to within 1 foot of the surface and is continuous with the footing drain.
Roof and surface runoff should not discharge into the footing drain system but should be
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handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls
should be sloped downward away from the structure to achieve surface drainage.
14.0 PROJECT DESIGN AND CONSTRUCTION MONITORING
We are available to provide additional geotechnical consultation as the project design develops
and possibly changes from that upon which this report is based. If significant changes in
grading are made, we recommend that AESI perform a geotechnical review of the plans prior
to final design completion. In this way, our earthwork and foundation recommendations may
be properly interpreted and implemented in the design.
We are also available to provide geotechnical engineering and monitoring services during
construction. The integrity of the foundations depends on proper site preparation and
construction procedures. In addition, engineering decisions may have to be made in the field
in the event that variations in subsurface conditions become apparent. Construction monitoring
services are not part of this current scope of work. If these services are desired, please let us
know and we will prepare a proposal.
We have enjoyed working with you on this study and are confident that these recommendations
will aid in the successftil completion of your project. If you should have any questions or
require further assistance, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
I P.G., P.E.G.
Project
Attachments: Figure 1: Vicinity Map
Figure 2: Site Sketch
Appendix: Exploration Logs
Mc
,V WASI
3 22 19
GISTS
1EXPIRES 2/2Z4g225-- I
I
G. Aaron McMichael, P.E., P.E.G.
Associate Engineer
February 8, 2005 ASSOCIATED EARTH SCIENCES, INC.
TJPlsn - KE05019A2 - Projects120050191KEMP Page 14
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187111
187T4. ST S14
L
NO SCALE
FIGURE 1
Associated Earth Sciences, Inc.
VICINITY MAP
DATE 01/05
18104 76th AVENUE WEST
EDMONDS, WASHINGTON
PROJ. NO. KE05019A
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11
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A
7,
A,c
7-14, �J
1 V�
�6
Ni
\J
EB
E
4�
?7.
EP-2_
a WE P 2,f
..........
n r,:;" ...... ...
LEGEND
EP-1 0 Approximate location of exploraton pit
EB-1 0 Approximate location of exploration boring
EMS
0 40
SCALE IN FEET
IAssociated Earth Sciences, Inc. SITE SKETCH FIGURE 2
18104 76th AVENUE WEST DATE 01/05
EDMONDS, WASHINGTON PROJ. NO. KE05019A
m m m m m m m m m m m m m m m m m m m
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11
I
-
0
Well -graded 9 W., and
Terms Describing Rell Density and Consistency
3
C, 0
o;
GW
gravel with sand, little to
Density SPT(2Tblows/foot
no fines
Very Loose 0 to 4
-S
(n LL
Coarse- Loose 4 to 10
0)
>
W > 00000
0 a) 00000
Poorly -graded gravel
Grained Soils Medium Dense 10 to 30 Test Symbols
.cu
(n
0 i5 14 0.0.0
GP
and gravel with sand,
Dense 30 to 50
00000
't
00000
00000
little to no fines
Very Dense >50 G = Grain Size
04
6
Z
0 0 0- 0?1
1
(2 M = Moisture Content
)blows/foot
6
a c:
-
Consistency SPT A = Atterberg Limits
Z
to 0
C: -03
Silty gravel and silty
Very Soft 0 to 2 C = Chemical
(a (U
c:
C
C
GM
gravel With sand
Fine- 2 to 4 DD = Dry Density
Soft
_C=
Grained Soils Medium Stiff 4 to 8 K Permeability
0
stiff 8 to 15
V
Clayey gravel and
Very Stiff 15 to 30
/4'1
G C
clayey gravel with sand
Hard >30
Component Definitions
LO
Well -graded sand and
Descriptive Term Size Range and Sieve Number
M
C
0
= 3
.....
SW
sand with gravel, little
Boulders Larger than 12"
0
co
to no fines
Cobbles 3" to 12"
:2
Gravel 3"to No. 4 (4.75 mm)
In
' ... '-. '. .
Poorly -graded sand
Coarse Gravel 3" to 3/4"
(n
'0
0
C) 2 MI.,-.
W
SP
and sand with gravel,
Fine Gravel 3/4" to No. 4 (4.75 mm)
(D
16 '�r
*. --.:. -
little to no fines
Sand No. 4 (4.75 mm) to No. 200 (0.075 mm)
C:
E2
6
0 Z
Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm)
Silty sand and
Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm)
�2
U)
SrA
silty sand with
Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm)
ca
0
M 0
r_
.
gravel
Silt and Clay Smaller than No. 200 (0.075 mm)
0
. .
Clayey sand and
(3) Estimated Percentage Moisture Content
_0 /YI
C
SC
clayey sand with gravel
Percentage by Dry - Absence of moisture,
M
Component dusty, dry to the touch
Trace <5 Slightly Moist - Perceptible
sandy silt, gravelly silt,
Few 5 to 10 moisture
(D
C)
Lo
ML
I
ISilt,
silt with sand or gravel
Little 15 to 25 Moist - Damp but no visible
>
c:
Co
With Non -primary coarse water
C)
a
>' LZ;
ca
Clay of low to medium
constituents: > 15% Very Moist - Water Visible but
C-4
6
5
.1
plasticity; silty, sandy, or
Fines content between not free draining
Z
c:
CIL
gravelly clay, lean clay
5% and 15% Wet - Visible free water, usually
W
U)
E
from below water table
Y)
co
-0
Organic clay or silt of low
Symbols
M
2
.9
_j
OL
plasticity
Blows/6" or
0
:2
Sampler portion of 6" Cement grout
Type surface seal
Elastic silt, clayey silt, silt
2.0"OD Sampler Type
MH
with micaceous or
Bentonite
Split -Spoon Description (4) seal
olon 2D
C)
Ln
CD
0
diatomaceous fine sand or
Sampler 3.0"OD Split -Spoon Sampler - Filter pack with
Isilt
(SPT) 3.25"CD Split -Spoon Ring Sampler (4) blank casing
0
W
0
0 C)
Clay of high plasticity,
section
Bulk sample
'a
CD
-0 LO
CH
sandy or gravelly clay, fat
3.0" OD Thin -Wall Tube Sampler Z Screened casing
.0
C: :t�
m E
clay with sand or gravel
(including Shelby tube) Z..-: or Hydrotip
with filter pack
1!
Grab Sample
H
rganic clay or silt of
End cap
Portion not recovered
.c:
ILL
_j
OH
medium to high
10
(1) Percentage by dry weight (4) Depth of ground water
plasticity
(2) (SPT) Standard Penetration Test X ATD = At time of drilling
Peat, muck and other
(ASTM D-1 586) a Static water level (date)
(3) In General Accordance
0)
cy) 0
PT
highly organic soils
with
Standard Practice for Description (9) Combined USCS symbols used for
- Ch
0
and Identification of Soils (ASTM 0-2488) fines between 5% and 15%
Classifications of soils in this report are based on visual field and/or laboratory observaftons, which include density/consistency, moisture condifion, grain size, and
plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification
methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System.
Associated Earth Sciences, Inc. FIGURE
Exploratio'n. Log Key
A-1
U
I
LOG OF EXPLORATION PIT NO. EP-1
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'or 0 ared
This a he e ep b
leytA�sociated Earth Sciences, Inc. (AESI) for Ithe n:mel roject and should be
This summary oi th 'p n of this trench at the
to t' rw t 0 1 r com elner 'y 0 loc io
read log eis e r' 0it1h t tha r rep II
Z,
ic pretation. %plies
r
time ofgexcavation S u bsurf e condi ions rn aydchange at this location wit the passage of time. The data presented are
a simplfication of actual conditions encountere
DESCRIPTION
Sod
Fill
Medium dense, very moist, brown to gray, silty SAND with gravel with scattered asphalt and wood
debris (SM)
2
Wet at approximately 1 1/2', abundant wood, asphalt and some wire below 5' including stumps and
asphalt chunks up to approximately 2'across; broken concrete pipe at base.
3
4
5
6
7
8
9
10
11
12 —
Bottom of exploration pit at depth 11. 5 feet
Moderate caving. Slow, spotty seepage at approximately 1 1/2'.
13 —
14 —
15 —
16 —
17 —
18 —
19 —
18104 76th Avenue West
Edmonds, WA
Associated Earth Sciences, Inc.
Project No. KE05019A
Logged by: TJP
1/17/05
IMP
Approved by:
I
LOG OF EXPLORATION PIT NO.
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11
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This a he e epared b tA so iated Earth Sciences, Inc. (AESI) for the named project and should be
og p
I iest h e rt oitfh t tha ep
read por
to 'E le' This to the location this trench the
or comF esintecrpretation. summary p of at
xc r v� 0 S u Sur ic n wltg�lies only
y change at this locat
time ofge a at n b f e condi ions ma io he passage of time. The data presented are
a simplfication of actual conditions encountered.
DESCRIPTION
Sod
Fill
Medium dense, very moist, grayish brown, silty SAND with gravel (SM); contains scattered debris.
2
3
4
Loose to medium dense, moist, tan, fine SAND, few silt (SP).
5
6
7
Medium dense, very moist to wet, gray, silty SAND with gravel (SM); contains scattered wood and
8
asphalt debris.
9
10
11 —
Bottom of explorati on pit at depth 10 feet
Moderate caving. Slow, spotty seepage at 7'.
12 —
13 —
14 —
15 —
16 —
17 —
18
19
18104 76th Avenue West
Edmonds, WA
Associated Earth Sciences, Inc.
Project No. KE05019A
Logged by: TJP
Approved lby- 1/17105
d�
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Associated Earth Sciences, Inc.
ExploratidkL
OF,
N 9 P N
Project Number
Exploration NWW15er
Sheet
��'
KE05019A
EB-1
1 of 1
Project Name 18104 76th Avenue West Ground Surface Elevation (ft) 96'
Location Edmonds WA Datum iinknnwn
Driller/Equipment Boretec / kSA, SPT Date Start/Finish 11211()9 1/21/().9
Hammer Weight/Drop 140# 130" Hole Diameter (in) 71,
a
.2-6
cL E
C
a)
QM
(1)
>
_J
ED
Blows/Foot
S E
T ca
I?
0 u)
E
0
�j
M
U)
DESCRIPTION
10 20 30 40
0
Sod
Fill
5
Very moist, gray and brown, silty SAND with gravel (SM); contains
11
S-1
abundant debris (wood, asphalt).
8
&11
3
S-2
2
1
A3
Becomes very moist to wet.
---------------------------------
2
Wetland Sediments
S-3
(Drilling stiffens at 12')
Very moist to wet, brown, PEAT, with thin (<I" thick) lenses of silt and fine
9
6
A23
--
17
15
—sand
— — — — — — — — — — — — — — — — — — — — — — — — — — — — —
Vashon Advance Outwash
S-4
Wet, gray, SAND, with gravel, few silt (SW).
16
A43
21
22
20
S-5
29
19
A
t8
Becomes fine to medium grained with pebbly lenses (SP).
29
25
S-6
Becomes silty (SM); no gravel.
18
32
34
A
L66
30
S-7
Silt present in tip of sampler.
7
16
A
39
23
Bottom of exploration boring at 31.5 feet
35
Sampler Type (ST):
2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: TJP
3' OD Split Spoon Sampler (D & M) Ring Sample Water Level Approved by: oy)
Grab Sample Shelby Tube Sample Water Level at time of drilling (ATD)
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11
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Associated Earth Sciences, Inc.
ExploratiiWoa
Project Number
Exploration N`W.Ber
Sheet
KE05019A
EB-2
1 of 1
Project Name 18104 76th Avenue West Ground Surface Elevation (ft) 97.5'
Location Edmonds WA Datum iinknown
Driller/Equipment Boretec / HSA, SPT Date Start/Finish 1/21/05 1/21105
Hammer Weight/Drop 140# 130" Hole Diameter (in) 71,
c'
E
>
Blows/Foot
S E
T
12
3: E
�5
—
M
�:
.2
DESCRIPTION
0
0
37
M
10 20 30 40
0
Sod
Fill
5
S-i
Very moist, gray and brown, silty SAND, with gravel (SM); contains
3
scattered wood and asphalt debris.
2
A 4
2
10
S-2
2
1
A 2
Wetland Sediments
1
Very moist to wet, brown, PEAT, with lenses of fine sand.
S-3
— — — — — — — — — — — Va-i-h o—n—Advainc—e -6 �Wash — — — — — — — — — — —
Wet, gray, SAND, little silt, few gravel (SM).
16
22
A17
25
15
S-4
Trace wood (probable slough from overlying fill).
12
a
A38
---------------------------------
30
20
S-5
Wet, gray, fine SAND, trace silt, trace gravel (SP).
40
A
17
150/T
25
S-6
(No recovery)
6
13
A33
23
30
Heave in auger at 30'; driller flushed out prior to sampling.
S-7
Silt in tip of sampler.
17
1150/1"
Bottom of exploration boring at 31 feet
35
Sampler Type (ST):
2" OD Split Spoon Sampler (SPT) r] No Recovery M - Moisture Logged by: TJP
3" OD Split Spoon Sampler (D & M) Ring Sample -7 Water Level Approved by: . T�A
Grab Sample Shelby Tube Sample -T Water Level at time of drilling (ATD)
PLANNING DATA
NAME: 0jr
&%.- DATE: 1- -1 -
SITEADDRESS: 19)10q -71ol-" E�o PLAN CHK#: OLI-SQ(j
PROJECT DESCRIPTION: 1%1_�
REDUCED SITE PLAN PROVIDED?: (Yes / No)
MAP PAGE: CORNER LOT: (Yes / No) FLAG LOT: (Yes / No
ZONING:. t?-G - CRITICAL AREAS DETERMINATION #:
Study Required: Co , Q
LJ Waiver So ")C)"4-4-1
LlConditional Waiver e LL- - e)L4 - I --i- L-1 j o c,
SEPA DETERMINATION:
Ll Fee
_0 Checklist
Ll APO list w/ notarized form
Ll (Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger)
,.4 Exempt l --) 0 (?,,. L�) - 15 �_e_ j I' 176�?
SETBACKS:
Required Setbacks:
Street: 2-:51 Left Side: i o Right Side: 10 Rear: n-s
Actual Setbacks: tp.'a
Street: LeftSide:>�- RightSide: �O Rear: Cg,'-'N
Street map checked for additional setback required? (Yes / No / DNA)
L3 DETACHED STRUCTURES:
LJ ROCKERIES:
LJ FIENCES/TRELLISES:
U BAY WINDOWS / PROJECTING MODULATION:
0 STAIRS/ DECKS:
PARKING: Required: ZL-Actual:
LOTAREA:&2502 1�7
LOT CO RAGE L4
Calculations: "O's)
BUILDING HEIGHT:
Datum Point:!E�� I 'd-
"^ -1 C07-r-n Datum Elevation+- 10 0
Maximum Allowed: --t:;9- �-� ( _2LS Actual Height: 1 .2 r CL -7.
A.D.U. CREATED?: (No / Yes 1-2 / . -.): C"
SUBDIVISION: !�i6ls LL - OL4 - I --L- t4 ve-
Ci CL,
CQNFORMING LAND
-4o a
OTH "tj
P I Aeo yo:" q��Q Plo"
-+—I -rv)e- J-'e- P441 CE"
'i� rM
New13 P-11a I inkDataformbSO�I�Vy
644-2ee- 9
AINATION ISSUED: (Yes / No)
c' C�_+_R
vy-e-
"4'. 'SL '0�e 4 1 t-j—. A ull�
X-Lo0se 4--n 4-he G;+e- pkxn.i--:� -6�n <2-s
P:51'n ':E3�� CLS 'bol 10jr-
0 1�-- _W-nei's I V" GO-A--s -
At
PROVED AS NOTED
Alt". NOT VBY ENGINEERIN ,
41 -0 �T,
WATER & SEWER,
INSPECTIONS Up.
1326 � \ --__ '_-'.'._-___'
Al
STREET FILE/
d.
WATER & SEWER
CALL 425-771-0220 M., 1p OU-30
lb
»+
�
wnSPECT
_-_ /
At
.OWED SLOPE
oil
.f./ov, I
Fx , 5 44��
Ck 2s
�F-a c�afJI-oms —
z- x L"
f'rr 5 1 A
3
7 Tr&�
Ha,
k /
7o-A,
3/
lex
p, T,
De c
L3
--7�IA'
/I, V.
'7
y 41 e-
6- a- r- 6- 5 e
euer r- O'� rl
L-id
0 r i Vc Lt" 7
RECEIVED
FEB 2 12006
PERMIT COUNTER
1Z-1Z-'0b IbAb I�HUM-flollabaugh Bros. zb:�86'tbwbb T-637 P03/05 U-532
01.1'..,
FW940
,V114Z1r,- /7M089 1004
Supersedes
Prod ucl information presented
here reflects conditions at time 0394
of publication. Consult factory
regarding discrepancies or kjLF11"i019 eaff.
inconsistencies.
MAIL TO: P. Q SOX 18347 - Louisville, KY 402*0347 visit out web site:
SHIP TO: 3649 Cane Run Road - Louisviffe, KY 40211-461 www.zoeller.com
(502) 778-2731-1 (800) 928-PUMP - RX (502) 714-3624
ENGINEERING SPECIFICATIONS SHEET
"EMBER
SUBMERSIBLE SEWAGE*/EFFLUENT PUMP
AND WWASE
PWAOR3.4M. 267 SERIES
MATERIAL SPECIFICATIONS:
Durable cast iron switch case, and pump housing,
Engineered plastic impeller with metal inserts, Available with cast iron impeller option.
(Cast iron impeller standard on 3 PH models).
Cast Iron Base
Motor - V2 HP, 60 cycle, 1725 RPM, 1 or 3 PH oil filled, hermetically sealed, automatic
reset, thermal ovedoad protected (1 PH),
Cord - UL listed 3-wire neoprene cord and plug.
10'cord standard for automatic/l 5' cord standard for non -automatic.
Shaft seal - Stainless steel, carbon & ceramic rotary.
. wainiess steel screws, bolts, handle, guard-, and arm and seal assembly.
- Square Ring & Gasket - Neoprene.
. Bearings - Upper & lower oil fed cast iron,
. Corrosion resistant powder coated epoxy finish,
ENGINEERING FEATURES:
Passes 2-inch spheftal solids.
�'Not effected by matedals normally found in drainage and sewage sumps,
Temperature to 130* F (54' C.).
2" NPT female vertical discharge,
Non -Clogging Vodex Impeller Design.
Variable level control syslems available,
May be uzed in [hose states where codes do not restrict solids ske in effluent systems.
See below to( UL & CSA liSlings.
207 MODELS
Control 691oction
Mods
I AISp5
$lMpl$x__
DWpIqX
C3A
UL
W67
SN20
115
A410
A410
10.4
10.4
1
11
4
4
Y
Y
Y
y
N267
i15
Non
10.4
Tor _3
-ior _4
7—
y
0?07
230
Auto
Y
Y
E267
230
5.5
20r3
.4
-
Y
Y
BE257"
230
1
5.9
Y
Y
H267
200-208
Auto
62
N
N
1267
Non
6.2
3
N
N
72-67
2002-06
Non
2.8
3
4
N
7-
757—
230
3
Non
3
T_
7__
7—
G207 1460
3
Non
3
4 IN
I
N I
61n9fe PiggYbaa Switch included.
SELECTION GUIDE
Integral &)at operated mechanical switch, no ektamal control required.
2. For automatic usi� single piggyback variable level float switch or double pigow* variable level
float switch. Refer to Fl"77,
3. See FMI 22,B to(corred model of simplex control panel.
4. See FM0712 for coned model of duplex control panel or FM1883 fOr a residential altemelor
system.
43/4
_F6 65110
13/32
43/4
615/32
t4 1132 1j U I
63132
8"75
@0 _'
UL
&
C (111104 to CSA
%� to I&
Almodr4C22,2W.108
tit-Imid vt.'na
11.
PUMP PERFORMANCE CURVE
267 MODELS
LITERS
I'Low;.s.F.EB 2 T
0 Copyright 2004 Zoeller Go. All rights reserved, FEW I
SEWAGE DUPLEX SYSTEM WITH ELECTRICAL ALTERNAT
(S4NGLE OR THREE-PHASE)
&Qhi U04
01JECrRICA- &IIERHATIO
CONTROL PANEL
RIMAIM LAWS
NOTE: A minimum cf 4' of pea
TOGGLE SWICHL5
gravel around the cutside of
0
Wk thtoughcut Ifie depth aM
0
undemeath the tAnk is
0
requited.
GATC, VA-V1
FLOAT SuF'cRr
FADWATED
FROM FW
OR S.S- PIPE
C2
N
'M
2* OR
DIS(WRCE APE
--- -------
JR
RILET HUB
—AUPRM L
VD -
(BOTH P
R.IPS ACTIVATED)
ON LEVE
ID
BASIN
ZOELLER
VAMAS.E LEVEL
z
OONTROL
SWCH
M
FL
3/16 VENT HOLE
ZOELLER ROtKITUMATIC
SENWE PUMP
OFF Lf
,4* OF
SK444
cr.
SEWAGE DUPLEX SYSTEM WrTH ELECTRJCAL ALTERNATOR
W
C.0
ILL
(SINGLE OR THREE PHASE) 1OP VIEW
>
C=
C=
c"I
F—
U
w
M
LLJ
M
cc
ILL.
Uj
CL
CORDS FOR YARV
LEVEL FLOAT SY111
INLET
HUB
kL
cnom PLATE
CGRO
SEAL
PLATE
I ONER
X VALVE
VALVE
r.HARGE PIPE
SK493
iz—iz—m lo:,4o rmn—moiiamugn 15ros. Zb38b'1b0bb T-1537 PO4/05 U-532
SECTION: 4.10.01c
FW466
j 0704
Product information presented 0 Supersedes
here reflects conditions at tims
of publication. Consull fac- 0803
bry regarding discrepancies or
inconsistencies. MAIL to: PO. BOX 16347 - Loulavilk, KY 40256-0347 visit our web site:
SHIP TO., 3649 Cans Run Road - Louisville, KY 40211-1961 www.zoeiler.COM
(502) 778-2731 - 1 (800) 928-PUMP - FAX (502) 774-3V4
ELECTRICAL. ALYERNAroi� cot%, i',*,ot. PANEI -- FOR DUPLEX IW'611' U-1-ATION0
An Electrical Alternator is used on a Duplex pump application where automatic alternation of [he pumps is desired for added protection In residential or commercial
applications. With one pump operating to handle normal flow, a s000nd pump becomes operational in the event the water level continues to rise. The built-in
alarm system, a standard feature, can be connected to sound when the second pump becomes operational (3-float switch system) or independently (4-floal switch
system). All electrical systems must be installed by a qualified electrician and according to the National Electrical Code. (See Section 430-71 though 430-113, plus
any others that apply.)
Control Panel FOafttres': N P M A F N C 1,,0 S IJ R, f
Hand -Off -Auto Toggle Switch for each pump.
Green pump run pilot light for each pump.
Alarm test and silence switches.
Red pilot light (Nema I Only) and audible alarm with 83 to 85 decibel rating for
a high water condition,
Red Alarm Beacon included with Nema 4X enclosure,
Auxiliary Dry Contact,
High Water Ajarm.
On Single Phase - Circuit breaker for each pump.
On Three Phase - Motor protective switch with overload protection,
Alternating mechanism,
Numbered terminal strip for connecting pumps and variable level float switches.
Noma 1 - general purpose or
,!qqma 41X - Watertight enclosures available.
Integral auxiliary terminal board connections (dry contact) for remote alarm
devices.
3 or 4 variable level float switch control operation.
Three 20' float switches included with single phase panels.
UL Lisled. -110-0092
2 Year Warranty
Theuseof off -the -shelf components provide for relatively easy field maintenance
and repair.
Float switches not included with.three phase panels (See FMO526).
CONTROL PANEI USED WITI, i PHASE
NEMA
I ENCLOSURE WITH 20' FLOAT SWITCH
Order
Dimensions
No.
HxWxD
V0113
Amp Range
10-1039
12"X 10' X 6'
115
1-15
10-104D
17 x 10' x 6'
115
15-20
W-0092'
12'x 10'm 6"
115/200/230
0-20
NEMA 4X ENCLOSURE WITH 20' OAT SWITCH
Order
Dimensions -
F—
No.
NXW1D
Volts
Amp Range
M-1041
12"X 10,X6*
115
7-15
M1042
6-
15-20
10-ID43
12'x 10'x 6*
11 W001230
G-7
ID-1044
12'x 10'x 6'
1151200/230
7-15
10-7045
12" X 10"X 6'
115001230
15-20
a1046 I
12"x 10'x6'
I 15/200/230
20-30
LID-0093' I
12'x IV x V ,
11SW1230 1
0-2U----]
* Smnch cimuit protection provided by installing electrician,
'10-0093
NEIVIlk 4X
Products may not be exactly as
NOTE: 600 and 700 Bari" Single phase pumps require apecial panels that inrll4de
start components. See Selection Guide FM071 2 for correct panel selection.
0 Copyright 2004 Zoeller Co. All rights reserved.
1E
FEB 2 12006
PERWAIT ro
, �j lh;Tr:P
1Z-1Z`0b lb:4b PHUM-flollabaugn Liros. Zb:56b'IbUbb
T-W7 FlIlb/116b U-b3Z
%, I
141jZ17-Y /7
Product information presented
,,,og�
here reflects condi , at time
of publicafion. Consult fac-
(ory regardN clLwepancies or
incmsistericies.
.4 Aw
'4V7
MAIL TO.' PO, BOX 16347 - Louisville. KY 40256-OS47
SHIP TO: 3649 Cans Run Road - Louievills, KY 40211-1961
(sq n6-M I - I (WO) 928-PUMP - FAX (502) 774-3624
SECTION: 4,10.100
FMO217
1104
Supersedes
0903
visit our web site:
WwWzoaller.com
Uk"ICHEC"J"'
I IJ �11
j V/4" CAST IRON N.P.T.
1'/t" CAST IRON N.P.T.
POWDER
COATED
TOUGH-
Z013 Oulaida Qfrnws"
30-0152
Vertcal or Horizontal Installation. 30-0160
Full flow design - no restrictions.
Stops backfiow of water,
Standard, 1'/4", 1 W, 2", 3" female N.P.1 pipe
Neoprene polyester reinforced flapper - smooth edge
design, with cast iron and noncorrosive metal backing
plates & stainless steel fastener.
Corrosion resistant powder coated epoxy finish.
Rated at 50 PSI (I IS feet of head) at 130'F
Stainless steel bolts.
I per carton.
Weight. 30-0163, 7.5 lbs., 30-0164, 7.5 lbs.,
30-0152, 10 lbs., 30-0160, 18 lbs.
2" PLASTIC SLIP X SLIP UNIONS
2" CAST IRON SLIP X SLIP UNIONS
Full 2' flow design - meets BOCA (P.604.2)
2" Full Flow Pump Code.
Checks backflow of water and sewer gas.
Simple to install, (no threading of pipe
required.) Save time & material costs.
Neoprene gasket and flapper, weighted with
heavy stainless steel metal backing plates and
stainless steel rivet.
Can be installed on vertical or horizontal
line.
Slips over ABS, PVC, steel pipe or copper
piping.
Reduces motorand pumpnoise from plumbing
system,
Meets requirements of Wisconsin Uniform
Plumbing Code.
Flexible neoprene slip x slip union includes stain-
less steel clamps for low pressure systems, Avoid
more than 10 ft. static head above the check valve.
4.3 PSI at 130'F.
Stainless steel screws.
Extra wide hinge to reduce hinge stress.
Plastic check has PVC body and can be installed
with solvent welded couplings for pressure systems
to 25 PSI (57 ft. of Head). (P/N 30-0023)
Model 30-0151 has corrosion resistant powder
coated epoxy finish.
Stainless Steel sleeves available to meet Illinois
plumbing code. C.I. 30-0201 / PVC 30-0202.
Plastic check individual rack pack Mdl. 30-0022
6 per carton
V/2" or 1%1' SLIP X SLIP UNION
Flapper bends over a radius, no sharp 90" edges —lengthens life of flapper hinge,
PVC plastic check body, bolted together and can be solvent welded for rigid pressure rated piping
systems to 25 PSI - (57 ft. of Head) at 130'F. (30-0182)
Vertical or Horizontal Installation
Available in individual packages for pegboard display (30-0191).
All stainless steel screws, nuts and clamps on model 30-0200 only.
Slip x Slip for 4.3 PSI (10 ft. of Head) at 130'F. Avoid more than 10 ft. static head above the
check valve.
10 per carton
(0 Copyright 2004 Zoeller Co. All rights reserved.
"60
"91
CAUTIRON
2" CAST IRON N.RT,
3- CAST IRON N.P.1
cumWe durfensols
3.
qli
PVC PLkno
-n!!NTER
Pump Sizing Made Easy
HWP-81 covers the steps that need to be taken to accurately
select the correct sump pump, sewage pump, effluent pump
and applicable systems for use in:
Basement sumps e Septic tank effluent * Waste water
* Flooded basements * Sewage ejectors
The system is selected first, and in sizing a system, you need to
work through five steps to determine:
1 . System Capacity (GPM required)
2. Total Dynamic Head (TDH)
3. Solid Size
4. Basin Size
5. Type (Simplex or Duplex)
In sizing a pump, you need to determine:
1. Solid Size Required
2. Pump Capacity (GPM available)
3. Total Dynamic Head (TDH)
SIZING THE SYSTEM
B. Referring to Figure B, locate the total Fixture Unit amount
along the horizontal axis of the graph and follow vertically
until intersecting one of the two plotted lines. Select the
correct line as a function of using flush valves or flushtanks.
Read the SYSTEM CAPACITY in GPM along the vertical
axis.
-`-,,�Figure B — SYSTEM CAPACITY BASED ON TOTAL VALUE OF FIXTURE ITS
��= ME
STEP 1: System Capacity refers to the rate of flow in gallons
per minute (GPM) necessary to efficiently maintain the system.
The "Fixture Unit" method is suggested for determining this
figure. This approach assigns a relative value to each fixture or
group of fixtures normally encountered. Determination of the
required SYSTEM CAPACITY is as follows:
W
W
Z
L)
LU
cn
CID
200
90
80
70
60
0
v
P
11
NN111111
I
1
11
,41111
1
oil
P-1
114
mom
MEMO
M
mom
Mill
M1
No
I
A. List all fixtures involved in the installation, and using Figure 20 30 43 50 60 70 80 " 100 200 300 400
A assign a Fi; to obtain total. TOTAL FIXTURE UNITS
' : T'u to
�7figure A FIXTURE LIN13T OVA�LUES
Fixture Description
unit
Value
Bathroom group, consisting of lavatory, bathtub
or shower and (direct flush) water closet.
r4 t
Bathroom group, consisting of lavatory, bathtub
or shower and (flush tank) water closet.
6
—,Oathtub,withj,-I/T,.trap---..-.—.--�
2
1
3 1
8,d;t!w4b,*,vviPf2'tfap
h, -1/2"trap 4 4
3
Dedtal unit or -cuspidor.,
1
Drinking founiain f
1/2
*Dishw5sherAorfii
2
�ttcheiV�in�k, Ornestic 0 4
2
1 Kitchefl sidk, domestic With waste,grindbt,'
3
�Lavatory With 1-1/2 'Waste Phi
Lavato ' ' - r pr'. r beauty�shbp
2
AaundJtrdy,2-compaU,mehff'
2
-Showdistdll Y� .'1 0
2
r �Shovve`( WouR) eerhebd I
3
-Sink IdRect fluitfival e'
)L
8
..
Sink (sbrvite t4pp vvth,1E—.r diain)
3
'Sink (s4ullery)# 4
Sink (sOrqdon§) 9 a ii�
4
3
Urinal (Witli fltrsq-valve)
8
-Urinal wit flushtan
!t 4
fflater tloset
(flush vaNe) P
�4
Swimminq-,pools1l Der 1000 oaf! capaciryL.'�.,
Unliste—dfi5argWith 1114"tra� size
A —size
Unlisted fiiturd with I- 1/2Trap
2-
hthTt,ap;.siio_ . .....
_ . �� �.
.3
_5 t Fktu vv4h 2-1/2"trao size
---Unlisted —fixture
4
Mt—h3-1-tra-p.��ize______
5
Unhshi—dfi�fii—re v-44" trap size___
—6
Water softener (dcnestio
2
--T
Washin a4c—huii-
P. 2: Total Dynamic Head (TDH) is a combination
Head'and Friction Head and is expressed in feet ,
5006DO goo 1000
A. 'Static Head is the actual vertical distance ("lift" 'measured
roNhe minimum water level in the BAS] the highest
poin inthe discharge piping. (Fig. D)
LIFT
12,
ure 0 - LAYOUT SKJETC"
IMPLEX
PI
,
'Ast
I
LENGTH
PL
1VO
LTS =
OF PIPE
DIA.
243'
_�ASIN
24"
PIPE
MATERIAL
PVC
PIPE ]A.
LOCATE
11- 2-
?
0
LAI
DEPTH
SOLIDS SIZE
1-1/4"
DEPARTMENT
vimmw
APPROVEDDATE 3 -ko `0(dz'
BLDG.OFFICIAL VV-X-Kr,=-
11:2 Ail,
City of Edmonds Building Department
APIPRUVEJO PLAN
RECEIVED
STREET FILE FEB 2- 12006
PERMIT COUNTER
J Any request for modification, variance or other
administrative deviation (hereinafter "variance")
must be specifically called out and identified.
wid?�rrlo not c
4 . OmPI Aith'tkyl'� ode and for which a
1C210 /variance has not
16cen?ypecifically identifidd,
requested and cons der'e$ b ,the appropriate city
64A -709,00 11 1-
official in accordanc Wit t b ppropriate provision
'c
rdan
3 Of city cO e or state not approve any items
not to co ica i9jic
7
,!�
�'pecif
PI A
I Ot !6
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A , / ;� / -
41'e t �-e o, e-
CI F EDMONDS 13
TMENT APPROVED AS OTED
BUILDI G ID
BY ENGINEERI G
WORK
ADDRESS
OWNER
Date:
APPROVE ATE
BLDG. OF ICIAL
R
Zone U__ Comer &UL,_ A
APPRO
Se6gal Leg4red E
KT By PLAAIIVIIVG
Front
Sides 10 %4
e t,%
..................
Other- 'QMJ 14" W.4 so
Hei htll�l
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06
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ERM T CoU ER
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IN
Wilt
L
Per
Wetlaed , keso, m roes
her
Delineation / Mitigation / Restoration / Habitat Creation / Permit Assistance
Critical Area Study
for
Master Pools - C1
Wettand Resources, Inc. Project #06378
Prepared By:
Wetiand Resources, Inc.
9505 19th Ave. SE
Suite 106
Everett, WA 98208
(425) 337-3174
For:
Master Pools
Attn. Buck Wartand
6608 220t" St. SW
Mountlake Terrace, WA 98043
August 8, 2006
9505 19th Avenue S.E.
Suite 106
Everett, Washington 98208
(425) 337-3174
Fax (425) 337-3045
RECEIVED
AUG 3 0 2006
BUILDING DEPT.
0
TABLE OF CONTENTS
SITE DESCRIPTION
1
WETLAND CLASSIFICATION - COWARDIN SYSTEM
1
WETLAND CLASSIFICATION - CITY OF EDMONDS
1
BUILDING SETBACK
1
WETLAND DETERMINATION REPORT
2
BOUNDARY DETERMINATION FINDINGS
3
WETLAND FUNCTIONS AND VALUES ASSESSMENT
4
WILDLIFE
5
USE OF THIS REPORT
5
REFERENCES
6
FIELD DATA
7
CRITICAL AREA STUDY MAP
1/1
SITE DESCRIPTION
Wetland Resources, Inc. conducted a wetLand delineation in September of 2004 to
locate jurisdictional wetlands and streams on the approximate 2.5 acre site located
at 18104 76th Avenue W in the city of Edmonds, Washington. The site is located as a
portion of Section 18, Township 27N, Range 4E, W.M.
This property is bounded by Olympic View Drive in the west and 76 1h Avenue West
in the east; access is via 761h Avenue West. This site slopes from both the west and
east to a depression in the central portion. The central and western parts of the
property are forested and contain a large Category 1 wetland and an associated
Type F stream, both of which extend off -site to the north and south. This stream is
the main channel of Perrinville Creek and is known to support salmonids. Category 1
wetlands in the city of Edmonds typically receive 200-foot protective buffers while
Type F streams receive 100-foot protective buffers.
WETLAND CLASSIFICATION - COWARDIN SYSTEM
According to the Cowardin System, as described in Classification of Wetlands and
Deepwater Habitats of the United States, the on -site wetLand and stream are
classified as follows:
Wetland: PaLustrine, Forested WetLand, Semi- permanently flooded.
Stream: Riverine, Upper Perennial, Streambed.
WETLAND CLASSIFICATION - CITY OF EDMONDS
Under ECDC, chapter 23.50.010 and 23.90.010, the on -site wetLand and stream are
classified as follows:
Category 1 Wettand: This riparian wettand associated with PerrinvilLe Creek
performs many functions well as indicated by a score of 75 on the City of Edmonds
wetland field data form. Category 1 wetlands in the city of Edmonds typically
receive 200-foot protective buffers.
PerrinviLle Creek Type F Stream: This stream is the main channel of Perrinville Creek
and is known to support salmonids. Type F streams in the city of Edmonds typically
receive 100 -foot protective buffers.
BuILDING SETBACK
Pursuant to ECDC 23.40.280: Unless otherwise provided, buildings and other
structures shall be set back a distance of fifteen (15) feet from the edges of all
critical areas, if no buffers are required. The following may be allowed in the
building setback area:
• Landscaping
• Uncovered Decks
Master Pools - Clapp WRI Project # 06378
Critical Area Study August 8, 2006
Building overhangs, if such overhangs do not exceed more than eighteen (18)
inches into the setback area; and
Impervious ground surfaces, such as driveways and patios, provided that such
improvements may be subject to water quality regulations as adopted in the
current editions of the International Residential Code and International
Building Code, as adopted in ECDC Title 19. [Ord. 3527 S 2, 2004].
WETLAND DETERMINATION REPORT
Methodology
On site, routine methodology as described in the Washington State Wetlands
Identification and Delineation Manual (Washington State Department of Ecology
Publication #96-94, March 1997), was used for this determination, as required by
the City of Edmonds during the permitting process. Under this method, the
process for making a wettand determination is based on three sequential steps:
1) Examination of the site for hydrophytic vegetation (species present and
percentage cover).
2) If hydrophytic vegetation is found, then the presence of hydric soils is
determined.
3) Determination of the presence of wetland hydrology in the area examined
under the first two steps.
Vegetation Criteria
The Washington State Wetlands Identification and Delineation Manual, 1997 edition,
defines hydrophytic vegetation as the sum total of macrophytic plant Life that
occurs in areas where the frequency and duration of inundation or soil saturation
produce permanently or periodically saturated soils of sufficient duration to exert
a controlling influence on the plant species present. One of the most common
indicators for hydrophytic vegetation is when more than 50 percent of a plant
community consists of species rated "Facultative" and wetter on lists of plant
species that occur in wetlands.
Soil Criteria and Mapped Description
The Washinp
,ton State Wetlands Identification and Delineation Manual. 1997 edition,
defines hydric soils as those that formed under conditions of saturation, flooding,
or ponding long enough during the growing season to develop anaerobic conditions
in the upper part. Field indicators are used for determining whether a given soil
meets the definition and criteria for hydric soils.
The soils underlying the site are mapped in the Soil Survey of Snohomish Count
Area Washington as Alderwood- Everett gravelly sandy loams, 25-75 percent slopes
and A[derwood-Urban land complex, 8 to 15 percent slopes.
Alderwood- Everett gravelly sandy loams, 25-75 percent slopes is on till plains,
terraces, and outwash plains. This unit is about 60 percent Alderwood gravelly
sandy loam and about 25 percent Everett gravelly sandy Loam. Included in this unit
Master Pools - Clapp 2 WRI Project # 06378
Critical Area Study Au3ust 8, 2006
are small areas of Ragnar, Indianola, McKenna,, and Norma soils and Terric
Medisaprists in depressionat areas and drainage ways on plains. Also included are
colLuviat soils, slump areas, and escarpments. Included areas make up about 15
percent of the total acreage.
The ALderwood soil is moderately deep over a hardpan and is moderately well
drained. It formed in glacial till. Typically, the surface layer is very dark grayish
brown gravelly sandy loam about 7 inches thick. The upper part of the subsoil is
dark yellowish brown and dark brown very gravelly sandy loam about 23 inches
thick. A weakly cemented hardpan is at a depth of about 35 inches. Depth to the
hardpan ranges from 20 to 40 inches. Permeability of the ALderwood soil is
moderately rapid above the hardpan and very slow through it. Available water
capacity is low. A seasonal perched water table is at a depth of 18 to 36 inches
from January to March. Springs or seep areas are common.
The Everett soil is very deep and somewhat excessively drained. It formed in glacial
outwash. Typically, the surface layer, where mixed to a depth of about 6 inches, is
very dark grayish brown gravelly sandy loam. The subsoil is dark brown very sandy
gravelly loam about 12 inches thick. The lower part to a depth of 60 inches or more
is dark brown extremely gravelly sand. Permeability of the Everett soil is rapid.
Available water capacity is low.
Alderwood- Urban land complex, 8 to 15
percent slopes:
This map unit
is on till
plains. This unit is about 60 percent Atderwood
gravelly sandy
Loam and
about 25
percent urban land. Included in this unit
are small areas
of Everett and
Indianola
soils on terraces and outwash plains,
Kitsap soils on
terraces and
terrace
escarpments, and Ragnar soils on outwash
plains. Included
areas make up
about 15
percent of the total acreage.
Urban Land consists of areas that are covered by streets, buildings, parking Lots,
and other structures that obscure or alter the soils so that identification is not
possible.
Hydrology Criteria
The Washington State Wetlands Identification and Delineation Manua[, 1997 edition,
states that "areas which are seasonally inundated and/or saturated to the surface
for a consecutive number of days greater than or equal to 12.5% of the growing
season are wetlands, provided the soil and vegetation parameters are met. Areas
inundated or saturated between 5 and 12.5% of the growing season in most years
may or may not, be wetlands. Areas saturated to the surface for less than 5% of the
growing season are non -wetlands." Field indicators are used for determining
whether wetland hydrology parameters are met.
BOUNDARY DETERMINATION FINDINGS
Category 2 Wetland: This relatively large wetland occupies the central and western
part of this site and extends off -site to the north and south. Vegetation in this
Master Pools - Clapp 3 WRI Project # 06378
Critical Area Study August 8, 2006
wetland is represented by: a canopy of red alder (Alnus rubra, Fac) and Western
red cedar (Thuja plicata, Fac), with scattered Black cottonwood (Populus
balsamifera, Fac). Understory vegetation is comprised of saLmonberry (Rubus
spectabilis, Fac+), Devil's club (Oplopanax horridus, Fac+), red elderberry
(Sambucus racemosa, FacU), skunk cabbage (Lysichiton americanum, ON), lady fern
(Athyrium filix-femina, Fac), and stinging nettle (Urtica dioica, Fac+). Typical soils
in this wetland have a MunseLl color of black (10 YR 2/1) and a texture of muck
from 0 to 18 inches below the surface. Soils were saturated from the surface to 8
inches below during our September 2004 site investigation.
Non-Wettand Areas: Vegetation in the non -wetland portions of the site is
dominated by maintained lawn. Species include colonial bentgrass (Agrostis tenuis,
Fac), velvetgrass (Holcus lanatus, Fac), common dandelion (Taraxacum officinale,
FacU), Lamb's quarters (Chenopodium album, Fac), California poppy (Eschscholzia
californica, NoL/UpL), red clover (Trifolium pratense, FacU), and bull thistle
(Cirsium vulgare, FacU). Typical soils in the portions of the property mapped as
non -wet have a MunseLl color of very dark grayish brown (10 YR 3/2) and a texture
of gravelly sandy loam from 0 to 18 inches below the surface. Soils sampled in the
upland areas of the site were dry during our September 2004 site visit.
WETLAND FUNCTIONS AND VALUES ASSESSMENT
METHODOLOGY .
The methodology for this functions and values assessment is based on professional
opinion developed through past field analyses and interpretation. This assessment
pertains specifically to this site, but is typical for assessments of similar systems
common to western Washington.
FUNCTIONS AND VALUES COMPONENTS
Wetlands in western Washington perform a variety of ecosystem functions.
Included among the most important functions provided by wetlands are stormwater
control, water quality improvement, fish and wildlife habitat, aesthetic value,
recreational opportunities, and education. The most commonly assessed functions
are discussed. Assessments of these functions for the project site are provided
below.
EXISTING CONDITIONS
The on -site wetland is a portion of a large riparian wetland system that extends off -
site to the north and south and is associated with PerrinvilLe Creek. The Large size
of the wettand, the deep absorbent organic soil and the dense native vegetation all
allow this wetLand to store stormwater and moderate stream flows. This wetland
stores water during periods of high precipitation and releases it during times of low
flow, helping to maintain consistent stream flows. The presence of organic soil and
dense vegetation contribute to water quality improvements by filtering sediment
and pollutants from overland flows and trapping nutrients. This is an especially
valuable function as this wettand is bordered on two sides by roads and is
Master Pools - Clapp 4 WRI Project # 06378
Critical Area Study August 8, 2006
downstream of developed areas. This wetLand and stream system provides a
valuable natural oasis in an increasingly urban area. This system provides wildlife
with a protected movement corridor as well as high quality forage and cover
opportunities. Overall, this wettand and stream system provides a high level of
functions and values. The main Limitations to these values are the constraints of
development and the degraded nature of the on -site buffers which are comprised
of Olympic View Drive in the west and mowed lawn in the east.
WILDLIFE
During our site investigation several species of birds were noted. These include
winter wren, American robin, northern Flicker, bushtit, and btack-capped
chickadee. Given this wetlands' association with Lake Ballinger, other resident and
migratory species would be expected to utilize the site during some portion of
their lives. No herpetofauna were noted.
USE OF THIS REPORT
This Critical Area Study is supplied to Master Pools as a means of describing
jurisdictional wetland conditions, as required by the City of Edmonds during the
permitting process. This report is based largely on readily observable conditions
and to a Lesser extent, on readily ascertainable conditions. No attempt has been
made to determine hidden or concealed conditions. Reports may be adversely
affected due to the physical condition of the site and the difficulty of access
which may lead to observation or probing difficulties.
The laws applicable to wetlands are subject to varying interpretations and may be
changed at any time by the courts or legislative bodies. This report is intended to
provide information deemed relevant in the applicant's attempt to comply with the
Laws now in effect.
The work for this report has conformed to the standard of care employed by
wetland ecologists. No other representation or warranty is made concerning the
work or this report and any implied representation or warranty is disclaimed.
Wetland Resources, Inc.
Louis Emenhiser
Senior Wetland Ecologist
Master Pools - Clapp 5 WRI Project # 06378
Critical Area Study August 8, 2006
REFERENCES
City of Edmonds Code Chapter 23 Natural Resources.
Classification of Wetlands and Deepwater Habitats of the United States. FWS/OBS-
79/31. December 1979. U.S. Department of the Interior, Fish and Wildlife
Service. Washington, D.C.
Corps of Engineers Wetlands Delineation Manual, 1987. Technical Report Y-87-1.
Environmental Laboratory. U.S. Army Engineer Waterway Experiment Station.
Vicksburg, MS.
Soil Survey of Snohomish County Area Washington United States Department of
Agriculture, Soil Conservation Service (1978).
National List of Plant Species that Occur in Wetlands, Northwest Region. 1996.
U.S. Department of the Interior, Fish and Wildlife Service. Washington, D.C.
Washing
,ton State Wetlands Identification and Delineation Manual. Washington
State Department of Ecology. Publication #96-94. March 1997.
Master Pools - Clapp 6 WRI Project # 06378
Critical Area Study August 8, 2006
Field Data
Master Pools (Clapp) - Edmonds - WRI# 06378
Investigation Date: September 14, 2004
Pit Depth Texture Color Moisture Species
%
Status
Strata
S1 0-18" Muck 10YR 2/1 sat Alnus rubra
30
Fac
Tree
Wetland at surface Thuja plicato
20
Fac
Tree
Rubus spectabilis
60
Fac+
Shrub
Oploponax horridus
20
Fac+
Shrub
Athyrium filix-femina
20
Fac
Herb
Urtica dioica
10
Fac+
Herb
Conclusion: Wettand - Parameters for hvdrODhvtic veeetation. hvdric soils. and wettand hvdroloev are met.
S2 0-18" Muck 10YR 2/1
sat Alnus rubra
60
Fac
Tree
Wetland
at 8" Thuja plicato
20
Fac
Tree
Rubus spectabilis
70
Fac+
Shrub
Sambucus racemosa
10
FacU
Shrub
Lysichiton americanurn
30
ON
Herb
Athyriurn filix-femina
30
Fac
Herb
Conclusion: Wettand - Parameters for hydrophytic vegetation,
hydric soils, and wetland hydrology
are met.
S3 0-18" Gravelly Sandy Loam 10YR 3/2
dry A3rostis tenuis
40
Fac
Herb
Upland
Holcus lonatus
40
Fac
Herb
Taroxacurn officinale
5
FacU
Herb
Chenopodium album
5
Fac
Herb
Eschscholzia californica
5
Not/Upt
Herb
Trifolium pratense
5
FacU
Herb
Cirsium vul3are
tr
FacU+
Herb
Conclusion: Upland - Parameters for hydrophytic vegetation, hydric soils, and wetland hydrology are not met.
VA
CRITICAL AREA STUDY
WETLAND MASTER POOLS - CLAPP
PORTION OF SECTION 18, TOWNSHIP 27N, RANGE 4E, W.M.
DATA SITES
CATEGORY 1
WETLAND
200'BUFFER
TYPE F
STREAM
Scale 1 60'
0 30 60 90 120
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-!.kr -t6:�vtL- -tL- -�L- -±6- -4- -�L- -�i- -�L- -:tk- -�L- -t.- -N.- -- ---L,- -�L- ---L- -.zL- -ek- -
-A- -*k- -tit- -4- -4- -!6- --tL-
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0
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rn
-�L- -eL- -tL- -A- -4- -tL- 4--
�2]
APPROXIMATE LOCATION
— EXISTING HOUSE
TYPE F
- STREAM
100' BUFFER
I welam
9505 19th Avenue 5— Suite 106 E�erett,ivasn-2,,on 98208
Phone: (42511 337-3174
Fax: (425) 337-3G45 I
Email: mailbox@wettandr,es.:)urces.com
CRITICAL AREA STUDY
MASTER POOLS - CLAPP
EDMONDS, WASHINGTON
Master Pools Sheet 1 /1
Attn. Buck WarLand WRI Job #06378
6608 220th Street SW Drawn by: L. Emenhiser
Mountlake Terrace, WA 98043 Date: 08/8/2006
�-4ineation Mitigation Restoration Habitat Creation Permit Assistance 9505 19th Avenue S.E.
Suite 106
Everett, Washington 98208
(425) 337-3174
Fax (425) 337-3045
Critical Area Study
for
Master Pools - OaDD
Wetland Resources, Inc. Project #06378
Prepared By:
Wettand Resources, Inc.
9505 19th Ave. SE
Suite 106
Everett, WA 98208
(425) 337-3174
RECEIVED
For: AUG 3.0 2006
Master Poots BUILDING DEPT.
Attn. Buck Wartand
66082201h St. SW
Mounttake Terrace, WA 98043
August 8, 2006
OAO Ili *J1 Z11 46 M12 MOM
'11 11, wm L\ YA
TABLE OF CONTENTS
SITE DESCRIPTION
1
WETLAND CLASSIFICATION - COWARDIN SYSTEM
1
WETLAND CLASSIFICATION - CITY OF EDMONDS
1
BUILDING SETBACK
1
WETLAND DETERMINATION REPORT
2
BOUNDARY DETERMINATION FINDINGS
3
WETLAND FUNCTIONS AND VALUES ASSESSMENT
4
WILDLIFE
5
USE OF THIS REPORT
5
REFERENCES
6
FIELD DATA
7
CRITICAL AREA STUDY MAP
1/1
SITE DESCRIPTION
Wetland Resources, Inc. conducted a wetland delineation in September of 2004 to
locate- jurisdictional wetlands and streams on the approximate 2.5 acre site located
at 18104 76th Avenue W in the city of Edmonds, Washington. The site is located as a
portion of Section 18, Township 27N, Range 4E, W.M.
This property is bounded by Olympic View Drive in the west and 76 th Avenue West
in the east; access is via 76th Avenue West. This site slopes from both the west and
east to a depression in the central portion. The central and western parts of the
property are forested and contain a large Category 1 wettand and an associated
Type F stream, both of which extend off -site to the north and south. This stream is
the main channel of Perrinville Creek and is known to support salmonids. Category 1
wetlands in the city of Edmonds typically receive 200-foot protective buffers while
Type F streams receive 100-foot protective buffers.
WETLAND CLASSIFICATION - COWARDIN SYSTEM '
According to the Cowardin System, as described in Classification of Wetlands and
Deepwater Habitats of the United States, the on -site wettand and stream are
classified as follows:
Wetland: Patustrine, Forested Wetland, Semi- permanently flooded.
Stream: Riverine, Upper Perennial, Streambed.
WETLAND CLASSIFICATION - CITY OF EDMONDS
Under ECDC, chapter 23.50.010 and 23.90.010, the on -site wettand and stream are
classified as follows:
Category 1 Wetland: This riparian wetland associated with Perrinville Creek
performs many functions well as indicated by a score of 75 on the City of Edmonds
wetland field data form. Category 1 wetlands in the city of Edmonds typically
receive 200-foot protective buffers.
PerrinvilLe Creek Type F Stream: This stream is the main channel of Perrinville Creek
and is known to support salmonids. Type F streams in the city of Edmonds typically
receive 100 -foot protective buffers.
BuILDING SETBACK
Pursuant to ECDC 23.40.280: Unless otherwise provided, buildings and other
structures shall be set back a distance of fifteen (15) feet from the edges of all
critical areas, if no buffers are required. The following may be allowed in the
building setback area:
• Landscaping
• Uncovered Decks
Master Pools - Clapp WRI Project # 06378
Critical Area Study August 8, 2006
• Building overhangs, if such overhangs do not exceed more than eighteen (18)
inches into the setback area; and
• Impervious ground surfaces, such as driveways and patios, provided that such
improvements may be subject to water quality regulations as adopted in the
current editions of the International Residential Code and International
Building Code, as adopted in ECDC Title 19. (Ord. 3527 9 2, 2004].
WETLAND DETERMINATION REPORT
Methodology
On site, routine methodology as described in the Washington State Wetlands
Identification and Delineation Manual (Washington State Department of Ecology
Publication #96-94, March 1997), was used for this determination, as required by
the City of Edmonds during the permitting process. Under this method, the
process for making a wettand determination is based on three sequential steps:
1) Examination of the site for hydrophytic vegetation. (species present and
percentage cover).
2) If hydrophytic vegetation is found, then the presence of hydric soils is
determined.
3) Determination of the presence of wetland hydrology in the area examined
under the first two steps.
Vegetation Criteria
The Washington State Wetlands Identification and Delineation Manual, 1997 edition,
defines hydrophytic vegetation as the sum total of macrophytic plant life that
occurs in areas where the frequency and duration of inundation or soil saturation
produce permanently or periodically saturated soils of sufficient duration to exert
a controlling influence on the plant species present. One of the most common
indicators for hydrophytic vegetation is when more than 50 percent of a plant
community consists of species rated "Facultative" and wetter on lists of plant
species that occur in wetlands.
Soil Criteria and Mapped Description
The Washington State Wetlands Identification and Delineation Manual, 1997 edition,
defines hydric soils as those that formed under conditions of saturation, flooding,
or ponding long enough during the growing season to develop anaerobic conditions
in the upper part. Field indicators are used for determining whether a given soil
meets the definition and criteria for hydric soils.
The soils underlying the site are mapped in the Soil Survey of Snohomish Count
Area Washing
,ton as Alderwood- Everett gravelly sandy toams, 25-75 percent slopes
and Alderwood-Urban land complex, 8 to 15 percent slopes.
ALderwoodw Everett gravelly sandy loams, 25-75 percent slopes is on tilL plains,
terraces, and outwash plains. This unit is about 60 percent Alderwood gravelly
sandy loam and about 25 percent Everett gravelly sandy loam. Included in this unit
Master Pools - Clapp 2 WRI Project # 06378
Critical Area Study August 8, 2006
are small areas of Ragnar, Indianola, McKenna, and Norma soils and Terric
Medisaprists in depressionaL areas and drainage ways on plains. Also included are
coltuvial soils, stump areas, and escarpments. Included areas make up about 15
percent of the total acreage.
The A(derwood soil is moderately deep over a hardpan and is moderately well
drained. It formed in glacial till. Typically, the surface Layer is very dark grayish
brown gravelly sandy loam about 7 inches thick. The upper part of the subsoil is
dark yellowish brown and dark brown very gravelly sandy loam about 23 inches
thick. A weakly cemented hardpan is at a depth of about 35 inches. Depth to the
hardpan ranges from 20 to 40 inches. Permeability of the A[derwood soil is
moderately rapid above the hardpan and very slow through it. Available water
capacity is low. A seasonal perched water table is at a depth of 18 to 36 inches
from January to March. Springs or seep areas are common.
The Everett soil is very deep and somewhat excessively drained. It formed in glacial
outwash. Typically, the surface layer, where mixed to a depth of about 6 inches, is
very dark grayish brown gravelly sandy Loam. The subsoil is dark brown very sandy
gravelly loam about 12 inches thick. The tower part to a depth of 60 inches or more
is dark brown extremely gravelly sand. Permeability of the Everett soil is rapid.
Available water capacity is low.
Alderwood- Urban land complex, 8 to 15
percent slopes: This map
unit
is on till
plains. This unit is about 60 percent Alderwood
gravelly sandy loam
and
about 25
percent urban land. Included in this unit
are small areas of Everett
and
Indianola
soils on terraces and outwash plains,
Kitsap soils on terraces
and
terrace
escarpments, and Ragnar soils on outwash
plains. Included areas make up
about 15
percent of the total acreage.
Urban [and consists of areas that are covered by streets, buildings, parking tots,
and other structures that obscure or alter the soils so that identification is not
possible.
Hydrology Criteria
The Washington State Wetlands Identification and Delineation Manua[, 1997 edition,
states that "areas which are seasonally inundated and/or saturated.to the surface
for a consecutive number of days greater than or equal to 12.5% of the growing
season are wetlands, provided the soil and vegetation parameters are met. Areas
inundated or saturated between 5 and 12.5% of the growing season in most years
may or may not be wetlands. Areas saturated to the surface for Less than 5% of the
growing season are non-wettands." Field indicators are used for determining
whether wettand hydrology parameters are met.
BOUNDARY DETERMINATION FINDINGS
Catep,ory 2 Wettand: This reLativety large wettand occupies the central and western
.part of this site and extends off -site to the north and south. Vegetation in this
Master Pools - Clapp 3 WRI Project # 06378
Critical Area Study August 8, 2006
wettand is represented by: a canopy of red alder (Alnus rubra, Fac) and Western
red cedar (Thuja plicata, Fac), with scattered Black cottonwood (Populus
balsamifera, Fac). Understory vegetation is comprised of salmonberry (Rubus
spectabilis, Fac+), Devil's club (Oplopanax horridus, Fac+), red elderberry
(Sambucus racemosa, FacU), skunk cabbage (Lysichiton americanum, Obl), lady fern
(Athyrium filix-femina, Fac), and stinging nettle (Urtica dioica, Fac+). Typical soils
in this wettand have a Munsell color of black (10 YR 2/1) and a texture of muck
from 0 to 18 inches below the surface. Soils were saturated from the surface to 8
inches below during our September 2004 site investigation.
Non-Wettand Areas: Vegetation in the non-wettand portions of the site is
dominated by maintained lawn. Species include colonial bentgrass (Agrostis tenuis,
Fac), velvetgrass (Holcus lanatus, Fac), common dandelion (Taraxacum officinale,
FacU), Lamb's quarters (Chenopodium album, Fac), California poppy (Eschscholzia
californica, Not/Up[), red clover (Trifolium pratense, FacU), and bull thistle
(Cirsium vulgare, FacU). Typical soils in the portions of the property mapped as
non -wet have a Munselt color of very dark grayish brown (10 YR 3/2) and a texture
of gravelly sandy loam from 0 to 18 inches below the surface. Soils sampled in the
upland areas of the site were dry during our September 2004 site visit.
WETLAND FUNCTIONS AND VALUES ASSESSMENT
METHODOLOGY
The methodology for this functions and values assessment is based on professional
opinion developed through past field analyses and interpretation. This assessment
pertains specifically to this site, but is typical for assessments of similar systems
common to western Washington.
FUNCTIONS AND VALUES COMPONENTS
Wetlands in western Washington perform a variety of ecosystem functions.
Included among the most important functions provided by wetlands are stormwater
control, water quality improvement, fish and wildlife habitat, aesthetic value,
recreational opportunities, and education. The most com'monly assessed functions
are discussed. Assessments of these functions for the project site are provided
below.
EXISTING CONDITIONS
The on -site wettand is a portion of a large riparian wettand system that extends off -
site to the north and south and is associated with Perrinvitle Creek. The large size
of the wetland, the ' deep absorbent organic soil and the dense native vegetation all
allow this wettand to store stormwater and moderate stream flows. This wettand
stores water during periods of high precipitation and releases it during times of low
flow, helping to maintain consistent stream flows. The presence of organic soil and
dense vegetation contribute to water quality improvements by filtering sediment
and pollutants from overland flows and trapping nutrients. This is an especially
valuable function as this wettand is bordered on two sides by roads and is
Master Pools - Clapp 4 WRI Project # 06378
Critical Area Study August 8, 2006
downstream of developed areas. This wetland and stream system provides a
valuable natural oasis in an increasingly urban area. This system provides wildlife
with a protected movement corridor as well as high quality forage' and cover
opportunities. Overall, this wettand and stream system provides a high level of
functions and values. The main limitations to these values are the constraints of
development and the degraded nature of the on -site buffers which are comprised
of Olympic View Drive in the west and mowed lawn in the east.
WILDLIFE
During o ' ur site investigation several species of birds were noted. These include
winter wren, American robin, northern Flicker, bushtit, and black -capped
chickadee. Given this wetlands' association with Lake Ballinger, other resident and
migratory species would be expected to utilize the site during some portion of
their lives. No herpetofauna were noted.
USE OF THIS REPORT
This Critical Area.Study is supplied to Master Pools as a means of describing
jurisdictional wettand conditions, as required by the City of Edmonds during the
permitting process. This report is based largely on readily observable conditions
and to a lesser extent, on readily ascertainable conditions. No attempt has.been
made to determine hidden or concealed conditions. Reports may be adversely
affected due to the physical condition of the site and the difficulty of access
which may lead to observation or probing difficulties.
The laws applicable to wetlands are subject to varying interpretations and may be
changed at any time by the courts or legislative bodies. This report is intended to
provide information deemed relevant in the applicant's attempt to comply with the
laws now in effect.
The work for this report has conformed to the standard of care employed by
wetland ecologists. No other representation or warranty is made concerning the
work or this report and any implied representation or warranty is disclaimed.
Wetiand Resources, Inc.
Louis Emenhiser �
Senior Wetland Ecologist
Master Pools - Clapp 5 WRI Project # 06378
Critical Area Study August 8, 2006
REFERENCES
City of Edmonds Code Chapter 23 Natural Resources.
Classification of Wetlands and Deepwater Habitats of the United States. FWS/OBS-
79/31. December 1979. U.S. Department of the Interior, Fish and Wildlife
Service. Washington, D.C.
Corps of Engineers Wetlands Delineation Manua[, 1987. Technical Report Y-87-1.
Environmental Laboratory. U.S. Army Engineer Waterway Experiment Station.
Vicksburg, MS.
Soil Survey of Snohomish County Area Washington United States Department of
Agriculture, Soil Conservation Service (1978).
National List of Plant Species that Occur in Wetlands, Northwest Region. 1996.
U.S. Department of the Interior, Fish and Wildlife Service. Washington, D.C.
Washington State Wetlands Identification and Delineation Manual. Washington
State Department of Ecology. Publication #96-94. March 1997.
Master Pools - Clapp 6 WRI Project # 06378
Critical Area Study Au3ust 8, 2006
Field Data
Master Pools (Clapp) - Edmonds - WRI# 06378
Investigation Date: September 14, 2004
Pit Depth Texture Color Moisture Species
%
Status
Strata
S1 0- 18" Muck 10YR 2/1 sat Alnus rubra
30
Fac
Tree
Wetland at surface Thuja plicata
20
Fac
Tree
Rubus spectabilis
60
Fac+
Shrub
Oplopanax horridus
20
Fac+
Shrub
Athyrium filix-femina
20
Fac
Herb
Urtica dioica
10
Fac+
Herb
Conclusion: Wetland - Parameters for hydrophytic vegetation, hydric soils, and wetland hydrology are met.
S2
0-18" Muck 10YR 2/1 sat Alnus rubra
60
Fac
Tree
Wetland
at 8" Thuja plicata
20
Fac
Tree
Rubus spectabilis
70
Fac+
Shrub
Sambucus racemosa
10
FacU
Shrub
Lysichiton americanurn
30
Obt
Herb
Athyrium filix-femina
30
Fac
Herb
Conclusion:
Wettand - Parameters for hydrophytic vegetation, hydric soils, and wetland hydrology
are met.
S3
0-18" Gravelly Sandy Loam 10YR 3/2 dry A3rostis ienuis
40
Fac
Herb
Upland
Holcus lanatus
40
Fac
Herb
Taraxacum officinale
5
FacU
Herb
Chenopodium album
5
Fac
Herb
Eschscholzia californica
5
Not/Up[
Herb
Trifolium pratense
5
FacU
Herb
Cirsium vulgare
tr
FacU+
Herb
Conclusion: Upland - Parameters for hydrophytic vegetation, hydric soils, and wettand hydrology are not met.
7
WETLAND
DATA SITES
CATEGORY1
WETLAND
200'BUFFER
TYPE F
STREAM
Scale 1 60'
30 60 90 120
CRITICAL AREA STUDY
MASTER POOLS - CLAPP
PORTION OF SECTION 18, TOWNSHIP 27N, RANGE 4E, W.M.
-�L- -�L- 4--
-!i-- -AL- -tk- -!it- -tL- -tL- -A- -itL -t6-
-tit- -�L-
-tL- -tL- -tL.- --A- -A- --ak- -A- --tk- -aL -A:�L-vL- -e6- --ik- -A- -A- -�L- — -4- -A- -�:L- -!k- --tL- -A- -�L- -tk- -A- -A- -
-�L— -�L— -4— -!L— -A— -ek- -eL— -*L— -A:�L—v -tit- -tL— -tit- -�L— — -eL— -4-
-tit A-
-tit- -!L- -!i- -tL- -!L- -!i- -t=- -!L- -!i-
I -tL-� -�L- -!L- —
-.tL- -A- -ti-
0
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-4t-
;0
rn
-�L— -tit-
-tit- -2i- -!it-
-ek- -a![-
-t�L-
E3
APPROXIMATE LOCATION
— EXISTING HOUSE
TYPE F
- STREAM
100' BUFFER
Welwd&—gogrpes, kc—
Mo. I �Ubital Ct
9505 19th Avenue S.E. Suite 106 Everett. �vashjn2=n 9820a
Phone: (42511 337-3174
Fax: (425) 337-3045
Email: mailbox@wettand resources -corn
I
CRITICAL AREA STUDY
MASTER POOLS - CLAPP
EDMONDS, WASHINGTON
Master Pools 'he "l
Attn. Buck Wartand WRI Job Lt6378
6608 220th Street SW Drawn by: L. Emenhiser
Mountlake Terrace, WA 98043 Date: 08/8/2006
1 7
Wetlaed I e4 904 WO 91 IM
Delineation / Mitigation / Restoration / Habitat Creation i Permit Assistance
Critical Area Study
for
Master Pools - Clam.7
Wetland Resources, Inc. Project #06378
Prepared By:
Wetland Resources, Inc.
9505 19th Ave. SE
Suite 106
Everett, WA 98208
(425) 337-3174
For:
Master Pools
Attn. Buck Wartand
6608220th St. SW
Mountlake Terrace, WA 98043
August 8, 2006
9505 19th Avenue S.E.
Suite 106
Everett, Washington 98208
(425) 337-3174
Fax (425) 337-3045
RECEIVED
AUG 3 0 2006
BUILDING DEPT.
STREET FILE
TABLE OF CONTENTS
SITE DESCRIPTION
WETLAND CLASSIFICATION - COWARDIN SYSTEM
WETLAND CLASSIFICATION - CITY OF EDMONDS
BUILDING SETBACK
WETLAND DETERMINATION REPORT
2
BOUNDARY DETERMINATION FINDINGS
3
WETLAND FUNCTIONS AND VALUES ASSESSMENT
4
WILDLIFE
-5
USE OF THIS REPORT
5
REFERENCES
6
FIELD DATA
7
CRITICAL AREA STUDY MAP
1/1
SITE DESCRIPTION
Wettand Resources, Inc. conducted a wetland delineation in September of 2004 to
locate jurisdictional wetlands and streams on the approximate 2.5 acre site located
at 18104 76t�' Avenue W in the city of Edmonds, Washington. "The site is located as a
portion of Section 18, Township 27N, Range 4E, W.M.
This property is bounded by Olympic View Drive in the west and V, Avenue West
in the east; access is via 70h Avenue West. This site slopes from both the west and
east to a depression in the central portion. The central and western parts of the
property are forested and contain a large Category 1 wettand and an associated
Type F stream, both of which extend off -site to the north and south. This stream is
the main channel of PerrinviRe Creek and is known to support salmonids. Category 1
wetlands in the city of Edmonds typically receive 200-foot protective buffers while
Type F streams receive 100-foot protective buffers. -
WETLAND CLASSIFICATION - COWARDIN SYSTEM
According to the Cowardin System, as described in Classification of Wetlands and
Deepwater Habitats of the United States, the on -site wettand and stream are
classified as follows:
Wettand: Palustrine, Forested Wetland, Semi- permanently flooded.
Stream: Riverine, Upper Perennial, Streambed.
WETLAND CLASSIFICATION - CITY OF EDMONDS
Under ECDC, chapter 23.50.010 and 23.90.010, the on -site wetland and stream are
classified as follows:
Catey
,ory 1 Wettand: This riparian wettand associated with Perrinvitte Creek
performs many functions well as indicated by a score of 75 on the City of Edmonds
wettand field data form. Category 1 wetlands in the city of Edmonds typically
receive 200-foot protective buffers.
Perrinville Creek Type F Stream: This stream is the main channel of Perrinville Creek
and is known to support salmonids. Type F streams in the city of Edmonds typically
receive 100 -foot protective buffers.
BUILDING SETBACK
Pursuant to ECDC 23.40.280: Unless otherwise provided, buildings and other
structures shall be set back a distance of fifteen (15) feet from the edges of all
critical areas, if no buffers are required. The following may be allowed in the
building setback area:
• Landscaping
• Uncovered Decks
Master Pools - Clapp WRI Project # 06378
Critical Area Study August 8, 2006
• Building overhangs, if such overhangs do not exceed more than eighteen (18)
inches into the setback area; and
• Impervious ground surfaces, such as driveways and patios, provided that such
improvements may be subject to water quality regulations as adopted in the
current editions of the International Residential. Code and International
Building Code, as adopted in ECDC Title 19. [Ord. 3527 S 2, 2004].
WETLAND DETERMINATION REPORT
Methodology
On site, routine methodology as described in the Washing
,ton State Wetlands
Identification and Delineation Manual (Washington State Department of Ecology
Publication #96- ' 94, March 1997), was used for this determination, as required by
the City of Edmonds during the permitting process. Under this method, the
process for making a wetland determination is based on three sequential steps:
1) Examination of the site for hydrophytic vegetation (species present and
percentage cover).
2) If hydrophytic vegetation is found, then the presence of hydric soils is
determined.
3) Determination of the presence of wetland hydrology in the area examined
under the first two steps.
Vegetation Criteria
The Washington State Wetlands Identification and Delineation Manual, 1997 edition,
defines hydrophytic vegetation as the sum total of macrophytic plant life that
occurs in areas where the frequency and duration of inundation or soil saturation
produce permanently or periodically saturated soils of sufficient duration to exert
a controlling influence on the plant species present. One of the most common
indicators for hydrophytic vegetation is when more than 50 percent of a plant
community consists of species rated "Facultative" and wetter on lists of plant
species that occur in wetlands.
Soil Criteria and Mapped Description
The Washington State Wetlands Identification and Delineation Manual, 1997 edition,
defines hydric soils as those that formed under conditions of saturation, flooding,
or ponding long enough during the growing season to develop anaerobic conditions
in the upper part. Field indicators are used for determining whether a given soil
meets the definition and criteria for hydric soils.
The soils underlying the site are mapped in the Soil Survey of Snohomish Count
Area Washington as Alderwood- Everett gravelly sandy loams, 25-75 percent slopes
and Alderwood-Urban land complex, 8 to 15 percent slopes.
Alderwood- Everett gravelly sandy loams, 25-75 percent slopes is on tilt plains,
terraces, and outwash plains. This unit is about 60 percent Alderwood gravelly
sandy loam and about 25 percent Everett gravelly sandy loam. Included in this unit
Master Pools - Clapp 2 WRI Project # 06378
Critical Area Study August 8, 2006
are small areas of Ragnar, Indianola, McKenna, and Norma soils and Terric
Medisaprists in depressional areas and drainage ways on plains. Also included are
colluviat soils, slump areas, and escarpments. Included areas make up about 15
percent of the total acreage.
The Alderwood soil is moderately deep over a hardpan and is moderately well
drained. It formed in glacial titI.. Typically, the surface layer is very dark grayish
brown gravelly sandy loam about 7 inches thick. The upper part of -the subsoil is
dark yellowish brown and dark brown very gravelly sandy loam about 23 inches
thick. A weakly cemented hardpan is at a depth of about 35 inches. Depth to the
hardpan ranges from 20 to 40 inches. Permeability of the Alderwood soil is
moderately rapid above the hardpan and very slow through it. Available water
capacity is low. A seasonal perched water table is at a depth of 18 to 36 inches
from January to March. Springs or seep areas are common.
The Everett soil is very deep and somewhat excessively drained. It formed in glacial
outwash. Typically, the surface tayer, where mixed to a depth of about 6 inches, is
very dark grayish brown gravelly sandy toam. The subsoil is dark brown very sandy
gravelly loam about 12 inches thick. The lower part to a depth of 60 inches or more
is dark brown extremely gravetty sand. Permeability of the Everett soil is rapid.
Available water capacity is low.
Alderwood- Urban land complex, 8 to 15
percent slopes:
This map unit
is on tit[
plains. This unit is about 60 percent A[derwood
gravelly sandy
loam and
about 25
percent urban land. Included in this unit
are small areas
of Everett and
Indianola
soils on terraces and outwash plains,
Kitsap soils on
terraces and
terrace
escarpments, and Ragnar soils on outwash
plains. Included
areas make up
about 15
percent of the total acreage.
Urban land consists of areas that are covered by streets, buildings, parking Lots,
and other structures that obscure or alter the soils so that identification is not
possible.
Hydrology Criteria
The Washington State Wetlands Identification and Delineation Manual, 1997 edition,
states that."areas which are seasonally inundated and/or saturated to the surface
for a consecutive number of days greater than or equal to 12.5% of the growing
season are wetlands, provided the soil and vegetation parameters are met. Areas
inundated or saturated between 5 and 12.5% of the growing season in most years
may or may not be wetlands. Areas saturated to the surface for less than 5% of the
growing season are non -wetlands." Field indicators are used for determining
whether wettand hydrology parameters are met.
BOUNDARY DETERMINATION FINDINGS
Catep,ory 2 Wetland: This relatively large wettand occupies the central and western
part of this site and extends off -site to the north and south. Vegetation in this
Master Pools - Clapp 3 WRI Project # 06378
Critical Area Study August 8, 2006
wetLand is represented by: a canopy of red alder (Alnus rubra, Fac) and Western
red cedar (Thuja plicata, Fac), with scattered Black cottonwood (Populus
balsamifera, Fac). Understory vegetation is comprised of salmonberry (Rubus
spectabilis, Fac+), - Devil's club (Oplopanax horridus, Fac+), red elderberry
(Sambucus racemosa, FacU), skunk cabbage (Lysichiton americanum, Obt)', lady fern
(Athyrium filix-femina, Fac), and stinging nettle (Urtica dioica, Fac+). Typical soils
in this wetland have a Munselt color of black (10 YR 2/1) and a texture of muck
from 0 to 18 inches below the surface. Soils were saturated from the surface to 8
inches below during our September 2004 site investigation.
Non-Wettand Areas: Vegetation in the non -wetland portions of the site is
dominated by maintained lawn. Species include colonial bentgrass (Agrostis tenuis,
Fac), velvetgrass (Holcus lanatus, Fac), common dandelion (Taraxacum officinale,
FacU), lamb's quarters (Chenopodium album, Fac), California poppy (Eschscholzia
californica, Not/Up[), red clover (Trifolium pratense, FacU), and bull thistle
(Cirsium vulgare, FacU). Typical soils in the portions of the property mapped as
non -wet have a Munsett color of very dark grayish brown (10 YR 3/2) and a texture
of gravelly sandy loam from 0 to 18 inches below the surface. Soils sampled in the.
upland areas of the site were &y during our September 2004 site visit.
WETLAND FUNCTIONS AND VALUES ASSESSMENT
METHODOLOGY
The methodology for this functions and values assessment is based on professional
opinion developed through past field analyses and interpretation. This assessment
pertains specifically to this site, but is typical for assessments of similar systems
common to western Washington.
FUNCTIONS AND VALUES COMPONENTS
Wetlands in western Washington perform a variety of ecosystem functions.
Included among the most important functions provided by wetlands are stormwater
control, water quality improvement, fish and wildlife habitat, aesthetic value,
recreational opportunities, and education. The most commonly assessed functions
are discussed. Assessments of these functions for the project site are provided
below.
EXISTING CONDITIONS
The on -site wetland is a portion of a large riparian wetland system that extends off -
site to the north and south and is associated with Perrinville Creek. The large size
of the wetland, the deep absorbent organic soil and the dense native vegetation aR
allow this wetland to store stormwater and moderate stream flows. This wetland
stores water during periods of high precipitation and releases it during times of low
flow, helping to maintain consistent stream flows. The presence of organic soil and
dense vegetation contribute to water quality improvements by filtering sediment
and pollutants from overland flows and trapping nutrients. This is an especially
valuable function as this wettand is bordered on two sides by roads and is
Master Pools - Clapp 4 WRI Project # 06378
Critical Area Study August 8, 2006
downstream of developed areas. This wetland and stream system provides a
valuable natural oasis in an increasingly urban area. This system provides wildlife
with a protected movement corridor as well as high quality forage and cover
opportunities. Overall, this wetland and stream system provides a high level of
functions and values. The main limitations to these'values are the constraints of
development and the degraded nature of the on -site buffers which are comprised
of Olympic View Drive in the west and mowed lawn in the east.
WILDLIFE
During our site investigation several species of birds were noted. These include
winter wren, American robin, northern Flicker, bushtit, and black -capped
chickadee. Given this wetlands' association with Lake Ballinger, other resident and
migratory species would be expected to utilize the site during some portion of
their lives. No herpetofauna were noted.
USE OF THIS REPORT
This Critical Area Study is supphed to Master Pools as a means of describing
jurisdictional wetland conditions, as required by the City of Edmonds during the
permitting process. This report is based largely on readily observable conditions
and to a lesser extent, on readily ascertainable conditions. No attempt has been
made to determine hidden or concealed conditions. Reports may be adversely
affected due to the physical condition of the site and the difficulty of access
which may lead to observation or probing difficulties.
The laws applicable to wetlands are subject to varying interpretations and may be
changed at any time by the courts or legislative bodies. This report is intended to
provide information deemed relevant in the applicant's attempt to comply with the
laws now in effect.
The work for this report has conformed to the standard of care employed by
wettand ecologists. No other representation or warranty is made concerning the
work or this report and any implied representation or warranty is disclaimed.
Wetland Resources, Inc.
Louis Emenhiser
Senior Wettand Ecologist
Master Pools - Clapp 5 WRI Project # 06378
Critical Area Study August 8, 2006
REFERENCES
City of Edmonds Code Chapter 23 Natural Resources.
Classification of Wetlands and Deepwater Habitats of the United States. FWS/OBS-
79/31. December 1979. U.S. Department of the Interior, Fish and Wildlife
Service. Washington, D.C.
Corps of Engineers Wetlands Delineation Manual, 1987. Technical Report Y-87-1.
Environmental Laboratory. U.S. Army Engineer Waterway Experiment Station.
Vicksburg, MS.
Soil Survey of Snohomish County Area ashing
W ton United States Department of
Agriculture, Soil Conservation Service (1978).
National List of Plant Species that Occur in Wetlands, Northwest Region. 1996.
U.S. Department of the Interior, Fish and Wildlife Service. Washington, D.C.
Washington State Wetlands Identification and Delineation Manual. Washington
State Department of Ecology. Publication #96-94. March 1997.
Master Pools - Clapp 6 WRI Project # 06378
Critical Area Study August 8, 2006
Field Data
Master Pools (Clapp) - Edmonds - WRI# 06378
Investigation Date: September 14, 2004
Pit Depth Texture Color Moisture Species
%
Status
Strata
S1 0-18" Muck 10YR 2/1 sat Alnus rubra
30
Fac
Tree
Wetland at surface Thuja plicato
20
Fac
Tree
Rubus spectabilis
60
Fac+
Shrub
Oplopanax horridui
20
Fac+
Shrub
Athyrium filix-femina
20
Fac
Herb
Urtica dioica
10
Fac+
Herb
Conclusion: Wetland - Parameters for hvdrODhvtic vegetation. hvdric soils. and wetland hvc1roiogv are met.
S2 0-18" Muck 10YR 2/1 sat Alnus rubra
60
Fac
Tree
Wetland at 8" Thuja plicata
20
Fac
Tree
Rubus spectabilis
70
Fac+
Shrub
Sambucus racemosa
10
FacU
Shrub
Lysichiton americanum,
30
Obt
Herb
Athyrium filix-femina
30
Fac
Herb
Conclusion: Wetland - Parameters for hydrophytic vegetation, hydric soils, and wetland hydrology are met.
S3 0-18" Gravelly Sandy Loam 10YR 3/2 dry Agrostis tenuis
40
Fac
Herb
Upland Holcus tanatus
40
Fac
Herb
Taraxacurn officinate
5
FacU
Herb
Chenopodium album
5
Fac
Herb
Eschschotzia californica
5
Not/Up[
Herb
Trifolium protense
5
FacU
Herb
Cirsium vulgare
tr
FacU+
Herb
Conclusion: Upland - Parameters for hydrophytic vegetation, hydric soils, and wettand hydrology are not met.
7
CRITICAL A, REA STUDY
WETLAND MASTER -EMS _-CLAPP
PORTION OF SECTION 18, TO?WNSHIP 27N, RANGE 4E, W.M.
QDQD DATA SITES
CATEGORY1
WETLAND
200'BUFFER
TYPE F
STREAM
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Scale 1 60'
0 30 60 90 120
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APPROXIMATE LOCATION
EXISTING HOUSE
TYPE F
- STREAM
100'BUFFER
I
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9505 19th Avenue S. E. Suite 106 Everett.WashinRtOn 98208
Phone: (425) 337-3174
Fax: (425) 337-3045
Emait: mai lbox@wet land reso u rces - com
E
CRITICAL AREA STUDY
MASTER POOLS - CLAPP
EDMONDS, WASHINGTON
Master Poots Sheet 1 /1
Attn. Buck Wartand WRI Job #06378
6608 220th Street SW Drawn by: L. Emenhiser
Mountlake Terrace, WA 98043 Date: 08/8/2006
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FOR
ALL EXPOSED SURFACES
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;7
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PERMIT COUNTER 4,/
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C. 19
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website: www.d.edmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
April 25, 2007
Carl Clapp
C.C. Construction
8415 192nl St SW
Edmonds, WA 98026
SUBJECT: Relocation of Power Pole and Extension of Sidewalk
Adjacent to 18108 76 1h Ave W
Carl,
GARY HAAKENSON
MAYOR
L IL
Thank you for meeting with Dave Gebert, City Engineer, Bob Kakaley, PUD
Representative, and me yesterday. th As the contractor/developer of the single family
residence constructed at 18108 76 Ave W, you have some outstanding obligations to
fulfill and we appreciate your cooperative efforts toward this.
During construction of the single family residence you opted to construct sidewalks, curb
and gutter along the frontage of 76 1h Ave W abutting this property. A creek daylightsat
the south end of the property making it unfeasible to construct sidewalks per City of
Edmonds standard details through this section. Therefore, the sidewalk, curb and gutter
installed during construction of the home, were terminated just north of this area and an
asphalt ramp was constructed to tie the sidewalk back into the asphalt roadway.
You submitted a letter to the City March 22, 2006 requesting a waiver from the
requirement to construct the remaining 35 foot section of sidewalk that crosses over the
creek. While the City agrees it is not reasonable to require you to construct this,
remaining section of sidewalk, we also recognize there are other site concems that do not
allow us to approve elimination of the 35 foot section all together.
As you are aware, there is an existing PUD pole in what used to be the unimproved
shoulder along 76" Ave W. Since the construction of sidewalk, curb and gutter along the
property frontage at 18108 76 th Ave W, the PUD pole now appears to be located in the
travel way which is a public safety hazard. Also, the surface water runoff that flows
along the new curb and gutter drains over the edge of the right-of-way and down to the
creek below. This. is causing considerable erosion of the slope, and deterioration of the
asphalt ramp at the end of the new sidewalk is already visible. If this concern is not
h
addressed, the 76' Ave roadway will soon be affected.
Incorporated August 11, 1890
4;k
. tp.r Cifw -Hp.kinAn TAnan
Please review each outstanding item below and take action as required.
RELOCATION OF PUD POLE
• As previously agreed, the cost associated with the pole relocation will be shared 1/3 each by
the City of Edmonds, PUD and C.C. Construction. Please remit payment to Snohomish
County PUD for your 1/3 share in the cost to relocate the pole.
• PUD has not been able to secure an easement with the current property owner of 18108 76 th
Ave W to locate the down guy on this property. You have offered to follow up with the
currentproperty owner in an effort to assist the PUD in obtaining an easement, which is
greatly appreciated. We will also make contact with the property owner to assist the PUD in
obtaining an easement.
SURFACE WATER FLOWS ALONG CURB AND GUTTER
A catch basin shall be set in the flow line of the gutter and connected to the City storm
system to prevent surface runoff from flowing down the ravine. An onsite meeting shall be
scheduled to further review current conditions and sel6ct the most appropriate location for
the catch basin. Following this meeting you shall proceed with the installation of the CB and
storm connection. Please contact the Engineering inspection, line at 425-771-0220, ext. 13�6
for all required inspections.
The'remaining section of curb and gutter shall be installed to connect the existing curb/gutter
to the south with the newer section of curb/gutter abutting this property.
If it is not feasible to construct the curb and gutter at this time, then a temporary asphalt berm
may be required to further direct surface water flows to the new CB.
DESIGN & CONSTRUCTION OF SIDEWALK SECTION ACROSS CREEK
• City of Edmonds standards for sidewalk construction cannot be applied at this location. This
section of sidewalk will need to be constructed as a pedestrian bridge. Please submit a copy
of the plans previously prepared by your Engineer.
• The City will review your design and provide you with what we find to be a reasonable and,
agreeable solution to move forward with the construction of the remaining sidewalk section.
Please feel free to call me with any questions you may have at 425-771-0220, ext 1338. Again,
we greatly appreciate your cooperation in resolving these issues.
Sincerely,
q 14
Jeanie &McC!
Engineering Technician
Attachments
.-!5- street file
Dave Gebert, City Engineer
Noel Miller, PW Director
Bob Kakaley, PUD .
I
RIECEIVED
MAR 2 2 2006
ENGINEERING DIVISION C.C. Construction
YY15 -"�- .5&1'
March 22, 2006 6ell ,,2,96 -71
Dave Gebert
City Engineer
City of Edmonds
Edmonds, WA 98020
Dear Mr. Gebert:
I am writing in regards to our single family new construction project at 18108 76 th Ave W.
would like to request an exemption for requirement of thirty-five feet of sidewalk.
There is a thirty-five foot length of sidewalk that runs over the area where a creek runs under 76'
Ave. The edge of the right of way drops off extremely steep; about fifteen feet to twenty feet
down to the creek, and this area is also in the wetland buffer. In order to construct a proper side
walk at this location, it would require extensive grading and retaining walls constructed in this
wetland area, and/or a very expensive bridge and guard rail system.
In lieu of the infeasible financial costs, the public safety concerns, the wetland issue, and the fact
that there is already a continuous sidewalk on the east side of 76hAve, we request a waiver for
this thirty-five foot section of sidewalk. We have already completed sidewalks in front of the
rest of 18108 76thAve W.
Thank you for your consideration.
Sincerely,
Carl Clapp
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GARY HAAKENSON
CITY OF EDMONDS . MAYOR
121 5TH AVENUE NORTH * EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website: wwwdedmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning * Building - Engineering
August 30, 2006
MEMO TO:
Snohomish County Assessor's Office
This letter is to inform you of an address correction. Please change the following Street
(Situs) Address:
From To
18108 Olympic View DR 1810876 th Ave W, Edmonds, WA 98026
We apologize for the inconvenience this may cause you and greatly appreciate your
cooperation.
Occupancy: Residential Tax ID Number: 00370800200500
Subdivision: NE Admiralty Acres, please see attached.
If you have any questions regarding this letter, please contact me at 425-771-0220 or
Harrison@ci.edmonds.wa.us.
Respectfully,
A A--'tion
Senior Permit Coordinator
Edmonds Building Department
106�6
0
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Is 18602 w605 18604 1:604
606
18607
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18627 0. IL
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11814701*18704 18710
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18703 18714 18707 -
79251 W14
18715 18714 18720
18715 18719
18718 16717
187TH sw.,
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18730
168TH ST Sv%"-
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IAQM I
. Snohomish County, WA Asseo Parcel Data 0 Page 1 of 2
P- - 1- --Immomm
Snohomishftline Government Information & Services
County4*
Washington
* R E A. 1, * Property Information
Coun�y Home Assessor Home Treasurer Home Information on which Department to contact
Please view Disclaimer If you have questions, comments or suggestions, please Contact Us.
Date/Time:8/30/20062:18:08PM Answers to Frequently Asked Questions about Parcel Data (opens as new window)
Return to Propenty Information Ent!y page
Parcel Number 00370800200500 Prev Parcel Reference 37080020050000
iew MaD of this parcel (opens as new window)
J1
General Information
Taxpayer Name 11 Address (contact the Treasurer if you have questions)
PRITCHETT BECKY L 1118108 76TH AVE W --- EDMONDS, WA 98026
If the above mailing address is incorrect and you want to make a change, see the information on Name and
Address Changes
Owner Name 11 Address (contact the Assessor if you have questions)
PRITCHETT BECKY L 1118108 76TH AVE W --- EDMONDS, WA 98026
If the above name and address is incorrect due to a recent sale, please see the infon-nation on Name and
Address Changes After a Sale
Street (Situs) Address (contact the Assessor if you have questions)
: 108 OLYMPI - C VIEW DR --- EDMONDS, WA 98020
Parcel Legal Description
Section 18 Township 27 Range 04 Quarter NE ADMIRALTY ACRES BLK 002 D-00 ALL LOT 5 BLK 2
SD PLAT TGW TH PTN LOT 4 SD PLAT DAF - BEG NE COR SD LOT 4 TH S I I * 14 20W 8 7FT ALG
E LN LOT 4 TO TRUE POB TH N78*45 40W 75FT TH N90*00 OOW 78.64FT TH SOO*00 OOW 66.60FT
TO S LN LOT 4 TH S90*00 OOE ALG S LN LOT 4 DIST 141.88FT TO E LN LOT 4 TH N I I * 14 20E
53FT ALG E LN LOT 4 TO TRUE POB AKA PAR A CITY OF ED BLA NO LL-04-124 REC UND AFN
200501205212
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Treasurer's Tax Information
Taxes For answers to questions about Taxes, please contact the Treasurer's office (opens as
new window)
2006 Taxes for this parcel $3,317.46
(Taxes may include Surface Water Management and/or State Forest Fire Patrol fees. LID charges, if any, are not
included.)
To obtain a duplicate tax statement, either download our Tax Statement Request form or call 425-388-3366 to
request it by phone.
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Assessor's Property Data Characteristics and Value Data below are for 2006 tax year.
Please contact the Treasurer's office for answers to questions about Taxes (opens as new window)
For questions ONLY about property characteristics or property values (NOT taxes),
please contact the Assessor's Office (opens as new window)
http://web5.co.snohomish.wa.us/propsys/Asr-Tr-Propinq/PrpinqO2-ParcelData.asp?PN=00... 8/30/2006
A Slichornish County, WA Ass W Parcel Data 9 Page 2 of 2
Property Values do not reflect adjustments rnade due to an exemption, such as a senior or disabled persons
Values exemption.
Reductions for exemptions are rnade on the property tax bill.
Tax Year 2006 Market Land $187,6001 Market improvement $142,4001 Market Total $330,0001
Pending Property Values
Tax Year 2007 Market Land $271,100 Market Improvement $306,9001 Market Total $578,0001
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Property Characteristics
Tax Code Area (TCA) 00217 View Taxing Districts for this Parcel (opens as new window)
UseCode 111 Single Family Residence -Detached
SizeBasis ACRE Size 1.44 (Size may include undivided interest in common tracts and road parcels)
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Property Structures
Type Yr.Built Structure Description
Dwelling 2005 2 Story View Structure Data (opens as new window)
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Property Sales since 7/3111999
Explanation of Sales Information (opens as new window)
Sales data is based solely upon excise affidavits processed by the Assessor.
Transfer Receipt Sales Excise Deed Grantor (Seller) Grantee (Buyer Other
Date Date Price Number Type Parcels
4/13/2006 4/14/2006 $743,963 486783 W CLAPP CARL W & DEBRA A PRITCHETT BECKY L No
3/14/2005 3/22/2005 $200,000 193660 W CARPINE NICOLAS A CLAPP CARL W & No
DEBRA A
7/27/2001 7/30/2001 $0 460727 QC HALL LAURA WIFE OF CARPINE NICOLAS A No
NICHOLAS A CA4607
7/19/2001 7/30/2001 $379,900 460726 W PONTIOUS WILLIAM R & CARPINE NICOLAS A Yes
MICHELE M H4607
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Property Maps Town ship/Range/Secti on/Quarter, links to maps
Neighborhood 1504000 Explanation of Neighborhood Code (ovens as new window)
Township 27 Range 04 Section 18 Quarter NE Find parcel maps for this Township/Range/Section
View Map of this parcel (opens as new window)
http://web5.co.snohomish.wa.uslpropsyslAsr-Tr-PropinqlPrpinqO2-ParcelData.asp?PN=00... 8/30/2006
City of Edmonds
Plan Review Corrections
Plan Check#: BLD20060996 Date: September 25, 2006
Project Name/Address: Becky L. Pritchett / 18108 — 76 th Ave. W.
Contact Person/Address: Buck Worland, Master Pools of WA / Fax: (425) 670-8008; e-mail:
buck(a-)masterpoolsofwa.com
Reviewer: Meg Gruwell —Department: Planning
I have reviewed the above building permit application for the Planning Division. Before I can sign off on
it I need the following:
1. Environmentally Critical Areas: The updated critical areas study by Wetland Resources Inc. dated
August 8, 2006, shows the edges of the wetland and stream and provides their classification from our
current codes. It does not, however, show the required buffers or building setbacks on the map, and
neither do the site plans. The report states that the Category 1 wetland requires a 200-foot buffer,
and the type F stream requires a 100-foot buffer. Note that these have at least doubled since the
house was constructed. Buffers uses are given in ECDC 23.50.040.F.8. and are restricted to
conservation and restoration activities, passive recreation, and some storm water management
facilities. Existing structures can continue to exist and be repaired per ECDC 23.40.220.C.3, but their
footprint cannot be enlarged and the impact to wetlands cannot be increased except in accordance
with the development standards in 23.50.040 and 23.90.040. Therefore, the pool, spa, equipment pad,
and patio/stone walkway can only be allowed if a critical areas variance is approved. This can only be
approved if the proposal meets the development standards for wetlands and streams. Variances
typically take three to four months to process, and cost $1,320. The fee is not refundable if the
variance is not approved. If you want to continue with the pro*ect, please consult with your
wetlands/streams consultant to determine if it is possible to meet the standards. At minimum we will
require the following:
a. Application for a critical areas variance. Please talk to me, or the plan ner-on-d uty, for forms and
handouts. The Planning Division cannot sign off on your proposal unless the variance is
approved.
b. Show the correct wetland boundary — the one shown on this lot appears to be the configuration for
the lot to the north (18104 — 76 th Avenue W.);
c. Show buffers and building setbacks on both the critical areas map and site plan;
d. Show the stream and its buffer and building setback;
2. Fence: The site plan shows a fence within the critical area buffer that was not shown on the site plan
for the original house. Fences within a critical area require a fence permit.
3. Plans: Plans shown are not to a standard scale. Please provide plans that meet the I inch = 20 feet
scale.
DATEFAXED (Attach fax transmittal) PAGE OF
4. Equipment Pad: Please state Ilat equipment is to be associated withRe pool, its height and
setbacks. No equipment will be allowed within the critical areas buffer unless the variance is
approved. All equipment over three feet must meet setbacks to the lot lines.
5. Patios: Patios are also not allowed within the critical areas buffer unless a critical areas variance is
approved. The approved site plans for the original house showed only a patio that did not extend
past the western or southern ends of the house.
If you have any questions, please call me at (425) 771-0220, extension 1330.
Please make all submittals to the Development Services Permit Coordinator, and provide two copies of
any revised plans or elevations and three copies of any site plans. Your existing plans and elevations may
also be red -lined.
Thank you.
DATEFAXED (Attach fax transmittal) PAGE OF
-COMM. JORL- DATE SEP-25-200 0 *** TIME 16:31 *** P.01
MODE = MEMORY TRANSMISSION
FILE NO.= 042
STN NO. COM ABBR NO.
001 634
STATION NAME/TEL.NO
96708008
START=SEP-25 18:30
PAGES DURATION
(! �or 002 00:00'00"
City of Edmonds
Plan Review Corrections
Plan Check#: BLD20060996 Date: September 25, 2006
END=SEP-25 18:31
Project Name/Address: Bec!g L. Pritchett 118108 - 76" Ave..W.
Contact Person/Address: Buck Worland, Master Pools of WA / Fax: (425) 670-8008: e-mail:
buck(a)masterpoolsofwa.com - -
Reviewer: Meg Gruwell Department: Planni a
I have reviewed the above building permit application for the Planning Division. Before I can sign off on
it I need the following:
Environmentally Critical Areas: The updated critical areas study by Wetland Resources Inc. dated
August 8, 2006, shows the edges of the wetland and stream and provides their classification from our
current codes. It does not, however, show the required buffers or building setbacks on the map, and
neither do the site plans. The report states that the Category I wetland requires a 200-foot buffer,
and the type F stream requires a 100-foot buffer. Note that these have at least doubled since the
house was constructed. Buffers uses are given in ECDC 23.50.040.F.S. and are restricted to
conservation and restoration activities, passive recreation, and some storm water management
facilities. Existing structures can continue to exist and be repaired per ECDC 23.40.220.C.3, but their
footprint cannot be enlarged and the impact to wetlands cannot be increased except in accordance
with the development standards in 23.50.040 and 23.90.040. Therefore. the pool, spa, equipment pad
and patio/stone walkway can only be allowed if a critical areas variance is approved. This can only be
approved if the proposal meets the development standards for wetlands and streams. Variances
typically take three to four months to process, and cost $1,320. The fee is not refundable if the
variance is not approved. if you want to continue with the project, please consult with you
wetlands/streams consultant to determine if it is possible to meet the standards. At minimum we will
require the following:
a. Application for a critical areas variance. Please talk to me, or the planner -on -duty, for forms and
handouts. The Planning Division cannot sign off on your proposal unless the variance is
approved.
b. Show the correct wetland boundary - the one shown on this lot appears to be the configuration for
the lot to the north (18104 - 76'h Avenue W.);
c. Show buffers and building setbacks on both the critical areas map and site plan;
d. Show the stream and its buffer and building setback;
2. Fence: The site plan shows a fence within the critical area buffer that was not shown on the site plan
for the original house. Fences within a critical area require a fence permit.
3. Plans: Plans shown are not to a standard scale. Please provide plans that meet the 1 inch = 20 feet
scale.
DATE FAXED_ (Attach fax transmittal) PAGE OF
-COMM. JOAL- DATE SEP-25-20010*** TIME 18:32 *** P.01
MODE = MEMORY TRANSMISSION
FILE NO.= 044
STN NO. COM ABER NO.
001 STOP
STATION NAME/TEL.NO
84256708008
I 6W -,4�
START=SEP-25 19:31
PAGES DURATION
City of Edmonds
Plan Review Corrections
END=SEP-25 19:32
Plan Cheek#: BLD2 �060996 Date: September 25, 2006 -
Project Name/Address- Becky L. Pritchett / 18108 - 76'11 Ave. W.
Contact PersontAddress: Buck Worland, Master Pools of WA / Fax: -(425) 670-8008; e-mail:
buckno,masterpoolsofwa.com
Reviewer: Mea Gruwell — Department: Planning
I . have reviewed the above building permit application for the Planning Division. Before I can sign off on
it I need the following:
1. EnvironmentallY Critical Areas: The updated critical areas study by Wetland Resources Inc. dated
August 8, 2006, shows the edges of the wetland and stream and provides their classification from our
current codes. It does not, however, show the required buffers or building setbacks on the map, and
neither do the site plans. The report states that the Category I wedand requires a 200-foot buffer,
and the type F stream requires a 100-foot buffer. Note that these have at least doubled since the
house was constructed. Buffers uses are given in ECDC 23.50.040.F.8. and are restricted to
conservation and restoration activities, passive recreation, and some storm water management
facilities. Existing structures can continue to exist and be repaired per ECDC 23.40.220.C.3, but their
footprint cannot be enlarged and the impact to wetlands cannot be increased except in accordance
with the development standards in 23.50.040 and 23.90.040. Therefore, the pool, spa, equipment pad�
and patio/stone walkway can only be allowed if a critical areas variance is approved. This can only be
approved if the proposal meets the developmeni-standards for wetlands and streams. Variances
typically take three to four months to process, and cost $1,320. The fee is not refundable if the
variance is not approved. If you want to continue with the project, please consult with your
wetlands/streams consultant to determine if it is possible to meet the standards. At minimum we will
require the following:
a. Application for a critical areas variance. Please talk to me, or the pla aner-on -duty, for forms and
handouts. The Planning Division cannot sign off on your proposal unless the variance is
approved.
b. Show the correct wetland boundary - the one shown oil this lot appears to be the configuration for
the lot to the north (18104 - 76'h Avenue W.);
c. Show buffers and building setbacks on both the critical areas map and site plan;
d. Show the stream and its buffer and building setback;
2. Fencg: The site plan shows a fence within the critical area buffer that was not shown on the site plan
for the original house. Fences within a critical area require a fence permit.
3. Plans: Plans shown are not to a standard scale. Please provide plans that meet the I inch = 20 feet
scale.
DATE FAXED_ (Attach fax transmittal) PAGE_017
C C, Com drac //,04
M -65 -M7-7
7,41yi' 14ve-
1\ 'I"";loodlights sholl be provided to mark flogger stations at night.
G20-2a 2. If entire work area is visible from one station, one flogger may
be used, otherwise two floggers and signing will be required each
direction.
3:'./ Sign sequence -is the some for both directions of travel.
1.0 See Buffer Data Table. Use of buffer vehicle is recommended,
it may be a work vehicle. If buffer vehicle is used. minimum
from end of toper to work area shol I be total of R" (rol I aheod
distance) plus length of vehicle, plus "B" (buffer space). If bufft
e vehicle is not used, minimum distance Shol I b,e "B".
11P 5. Steady burning warning I . ights (Type C. MUTCO) should be used to
e
mark channelizing devices'o+ night as needed.
CP 4P
e
Ko 6. Either reverse cone toper or sign G20-2o may be used to show end
i of work area.
APPROVED AS NOTED
+M- 7 a
CHANNELIZING
DEVICE SPACING (FT)
MPH I'Toper
ITongent
35/50
30
.60
25/30
20
40
LE�END
coo Chonnelizing Devices
F I ogger
Type A Flashing Warning Light
SIGN SPACING TABLE
Speed
x
45/SO MPH
SOO,±
35/40 MPH
350't
�2S/30 MPH
200't
Typical application of traffic control devtf -on
c two -lone highway where one lone is cl.as , id aiid
flogging is provided.
BE
PREPARED
70�
STOP
4 optional
W20- 7b
(opt i and I I
ONE LAN
ROAD'
AHEAD
4W210- 4
(opt I ono I
ROAD
WORK
AHEAD
W20- 1
BUFFER DATA
Buffer Space
Speed (MPH)i
25 1
30 1
35
1 40
1 45
1 50
0 (FT)
'S5 1
85 1
120
1 170
1 220
280
Buffer Vehicle Roll
Ahead
Distance
4 Yard Dump Truck
24,000 LBS
Stationary
Operation
R (FT)
106
or! MEET FILE
0 r- �-A�aMEERING
Date� 20
OnShLAM
CY UVE
MR11:801IN
R E &ERVE D
JAN 2 8 2005
PERMIT COUNTER
TRAFFIC CONTROL PL
At"o
STANPARD PLAN K—:
APPROVED FOR PUBLICATION
.4, -1-,- -0 CA 1—_/,
f4
A*KWT1 MESIGN 0
OLYWIA. WASKINOTCh
46 I'll" 01 In, -1o,
0
STREET FILE
CITY OF EDMONDS
TRAFFIC IMPACT ANALYSIS
WORK SHEET !��- W-
Recerver)
Name of Proposed Project: JAN 2 a 2005
PEHMIT COUNTE)3
Owner/Applicant-
Car-/ e"*Vos��aclnw
Name f t
,W15 / f
Street/Mailing Address
city State zip
Telephone: 20 416" ;71�1 jP�IP2 f
Applicant Contact Person:
Name
Street/Mailing Address
J�t,A-v 4f
city State Zip
Telephone: 5*.< 0" 4f
Traffic Engineer who prepared the Traffic Impact Analysis:
Finn Name
1. PROJECT DESCRIPTION
a. Street address (if known):
Contact Name
Telephone
b. Location: Zloe-41 , A&- 0 -7"- 0r 0-1�le
(Attach a vicinity map and siteplan.)
c. Specify existing land use: Lla e 1-d j4 le- '7-/4' fi-I i
Ze-
d. Specify proposed type and size of development: i 1,V C.,,4 f n e i-- e2,:P,0 4
e. When will the project begin construction and when will it be completed? /---eL� -�f — J7"111 6-5-
f. Define proposed access locations: �Am e 7t'� 6-e
g. . Define proposed sight distance at site egress locations: �C leat 5 f .2,06 14 -4
4 - -'�4 .1
4� A &"/ 5 ' -
Page I
Five Years After Opening LOS:
With Project:
Without Project:
Note any assumptions/variations to standard analysis default values and justifications:
7. MITIGATION RECOMMENDATIONS
State recommended measures and fees required to mitigate project specific traffic impacts. Traffic impact
fee shall be calculated from the Edmonds Road Impact Fee Rate Study Table 4 (attached) and as identified
in ECDC 18.82.120, except as otherwise provided for independent fee calculations in ECDC 18.82.130.
SAENGMandhCity Projem\nA Guidc1incs\TraflffipAnaJyWork 9-04.&c Page 5