6917 MEADOWDALE BEACH RD.PDF11111111111111
12296
6917 MEADOWDALE
BEACH RD
ADDRESS:
TAX ACCOUNTIPARCEL NUMBER: 7,,Tls - 4 e d , ()d 6 -6rd
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED) FOR:
CRITICAL AREAS: DETERMINATION: n Conditional Waiver Xstudy Required E] Waiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR: —
PERMITS (OTHER):
PLANNING DATA CHECKLIST DATED-/ &M-
SCALED PLOT PLAN DATED:
SEWER LID FEE
SHORT PLAT FILE: LOT:
SIDE SEWER AS BUILT DATED: —
SIDE SEWER PERMIT(S),#:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
WATER METER TAP CARD DATED.
OTHER:
6
LID #:
BLOCK:
LATEMP\DS'l`s\Fonns\Street File Checklist.doc
CAWE NO.
Critical'Areas Checklist
Site Information (soils/topography/hydrology/vegetation)
1. Site AddressfLocation:
. RECEIVE:0
1�pk 4 N2 2 1994
2. Property Tax Account Number: -75"/ 5— 0,�D<o (nn PERMIT COUNTER
3. Approximate Site Size (acres or square feet): — )4, no RECEIVED
4. Is this site currendv develoned? Y ves-- no
Tf U MAY 2 3.1994
yr.02 0 S StEc GPM Prou., - IF 'C�A I
5. Describe the Lyeneral site tonoffraphv Check all that apply rtmml I GOUNTER
X Flat: less than 5-feet elevation change over entire site.
Y Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a
horizontal distance of 66-feet).
/X Hilly: slopes present on site of more than 15% and less than 30% a vertical rise
of 10-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: N0 Approx. Depth:
7. Site contains areas of seasonal standing water: —;Approx. Depth:
What season(s) of the year?
8. Site is in the floodway /VO. - floodplain of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? NO - Flows are seasonal? _ (What time of year?
10. Site is primarily: forested meadow ;shrubs mixed
urban landscaped (lawn,shrubs etc)
11. Obvious wedand is present on site:
Rev 0110V94
90 .19.9
eity�d Edmonds
C I :
r,itical Areas Checklist
The Critical Areas Checklist contained on
this form is to be filled out by any person
preparing a Development Permit
Application for the City of Edmonds prior
to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable
City staff to determine whether any
potential Critical Areas are or may be
present on the subject property. The
information needed to complete the
Checklist should be easily available from
observations of the site or data available at
City Hall (Critical Areas inventories, maps,
or soil surveys).
An applicant, or his/her representative,
must fill out the checklist, sign and date it,
and submit it to the City. The City will
review the checklist, make a precursory site
visit, and make a determination of the
subsequent steps necessaryto complete a
development permit application.
With a signed copy of this form, the
applicant should also submit a vicinity map
or plot plan for individual lots of the parcel
with enough detail that City staff can find
and identify the subject parcel(s). In
addition, the applicant shall include
other pertinent information (e.g. site
plan, topography map, etc.) or studies in
conjunction with this Checklist to assist
staff in completing their preliminary
assessment of the site.
I have completed the attached Critical Area Checklist and attest that the answers provided are
factual, to the best of my knowledge (fill out the appropriate column below).
Owner Applicant: Applicant Represe
sentative..
—%-)
�SRM44k- (20QG--J� 0 C-Do
Name
01 L4 YYN D* C- Vic- 0 -h(-.
Street Address Street Address
1'(3a '!!ET
City, State, ZIP Phone
Signature
Date
City, State, ZIP Phone
44r'�
1& 4-6
Signature 'Date
City of Edmonds
Critical Areas Determination
Applicant: Donald & Jane Helminiak Determination CA-94-103
Project Name: Permit Number:
S it e Location: 6917 Meadowdale Bch Rd Property Tax Acct #: 1 7515-000-006-00
Project Description:
non-project.specific
A site inspection of the property has revealed a lot located on a hill. The hill,slopes up to the
north, away from the road. It appears that portions of the hill may have slopes greater than 30%
with a vertical gain of 2 0 feet or more. A ' slope which fits this description is considered a critical
area and requires a 50 foot buffer and a 15 foot setback.
Based onthe above findings, a Critical Areas Study is required to delineate the boundaries of the
potential critical area, its buffers and setbacks. The critical area study shall be performed by a
licensed land surveyor. The study shall locate all slopes greater than 30% with a,vertical elevation
gain of 20 feet or more. The map shall indicate the location of the buffers and setbacks from.
these slopes. In addition, the surveyor shall create legal descriptions for any critical areas, buffers
and setbacks shown on the map. All critical areas studies shall be performed as three party
agreements with thecity selecting the consultant and the property owner of -applicant paying the
fees.
If the property owner wishes to apply for a sppcific development permit which they feel would not,
impact the Critical Areas located ' on the 'site ., they may submit their proposal to the Planning
Department for review. If the Planning Department finds that the proposed development permit
will not adversely impact a Critical Areas or its buffers, a conditional waiver May be issued on a
project by project basis.
Name
Signature
June 22, 1994
Date
FILE.NO.
Critical Areas Checklist
Site Information (soils/topography/hydrology/vegetation)
1. Site Address/Location: 'Be-a4ck
2. Property Tax Account Number: o -o,�D - nn r, -
3. Approximate Site Size (acres.or square feet): 14,6o RECEIVED
4. Is this site currently developed? --)(—yes; _ no.
If yes; how is site developed? qccm I Le, MAY 2 3 1994
k OERMIT COUNTER
5. Describe the general site topography., Check all that apply.
X Flat: less than 5-feet elevation change over entire site.
Y Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% a vertical rise
of 10-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: Approx. Depth:
7. Site contains areas of seasonal standing. water: Approx. Depth:
What season(s) of the year?
8. Site is in the floodway &/0 - -floodplain /V() of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? NO - Flows are seasonal? (What time of year?
10. Site is primarily: forested
; meadow ; shrubs
urban landscaped (lawn,shrubs etc)
11. Obvious wetland is present on site:
; mixed
RcV 01/04/94
6.90 -195-
City 6f Edmonds
�'Qri.tical Areas Chedkfist
The Critical Areas Checklist contained on
this form is to be filled out by any person
preparing a Development Permit
Application for the City of Edmonds prior
to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable
City staff to determine whether any
potential Critical Areas are or may be
present on the subject property. The
information needed to complete the
Checklist should be easily available from
observations of the site or data available at
City Hall (Critical Areas inventories, maps,
or soil surveys).
An applicant, or his/her representative,
must fill out the checklist, sign and date it,
and submit it to the City. The City will
review the checklist, make a precursory site
visit, and make a determination of the
subsequent steps necessary to complete a
development permit application.
With a signed copy of this form, the
applicant should also submit a vicinity map
or plot plan for individual lots of the parcel
with enough detail that City staff can find
and identify the subject parcel(s). In
addition, the applicant shaH include
other pertinent information (e.g. site
plan, topogmphy map, etc.) or studies in
conjunction with this Checklist to assist
staff in completing their preliminary
assessment of the site.
I have completed the attached Critical Area Checklist and attest that the answers provided are
factual, to the best of my knowledge (fill out the appropriate column below).
Owner / Applicant:
��- �A- J �11 M
�ICF!4 Is( I =07—A
Applicant Representative:
Name
Street Address Street Address
City, State, ZIP Phone
Signature Date
2AYV10
City, State, ZIP Phone
A
Signature "Date
1� 0
City of Edmonds
Critical Areas Determination
Applicant: Donald & lane Helminiak Determination CA-94-103.
Project Name: Permit Number: F
Site Location: 6917 Meadowdale Bch Rd Property Tax Acct 7515-0,00-006-00
Project Description:
non -project specific
A site inspection of the property has revealed a lot located on a hill. The hill slopes up to the
north, away from the road. It appears that portions of the hill may have slopes greater than 30%
with a vertical gain of 20 feet or more. - A slope which fits this description is considered a critical
area and requires a 50 foot buffer and a 15 foot setback.
Based on the above findings, a Critical Areas Study is required to delineate the boundaries of the
potential critical area, its buffers and setbacks. The critical area study shall be performed by a
licensed land surveyor. The study shall locate all slopes greater than 30% with a vertical elevation
gain of 20 feet or more. The map shall indicate the location of the buffers and setbacks from
these slopes. In addition, the surveyor shall create legal descriptions for any critical areas, buffers
and setbacks shown on the map. All critical areas studies shall be performed as three party
agreements with.the city selecting the consultant and the property owner or applicant paying the
fees.
If the property owner wishes to apply for a specific development permit which they feel would not
impact the Critical Areas located on the site, they may submit their proposal to the Planning
Department for review. If the Planning Dep * artment finds that the. proposed development permit
will not adversely impact a Critical Areas or its buffers, a conditional waiver may be issued on a
project by project basis.
Name
Signature
June 22, 1994
Date
PLANNING DATA
SITE ADDRESS:-(9qj:7 Z/2,, DATE:
ZONING: PERMIT#:
PROJECT DESCRIPTION: A-17,7 t 7-7 or\)
SETBACKS:
Required Setbacks:
Front: �2jj Left Side:_
Actual Setbacks:
Front: 1; J� Left Side:
,�FL66A �A:REA:
Right Side: Rear: '!M-- Is
I( Right Side: 15 Rear: j&* j
LOT 66VERAdt:."
Maki�'Wlowed: ctual: -,2 'S -2
BUILDING HEIGHT:
Maximum Allowed: Actual Height:
S UBDIVISION: P- 2 - 86
CRITICAL AREAS #:
SEPA DETERMINATION:
LOT AREA:
OTHER: Al,&Vh6 dlmol�- Wwq�-/Yj
STREET FILE
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CA
CITY of EDNA, DS PE SEWER P E R M I T
W
For Inspection Call 771-3202 STREET FIL PERMIT NO. 07719
Address of Construction: 6 ? 17 ni ev do , � --i /-e �o4
Property �egal Des cription (Include all easements): /)MCP7
Ale�2 t(_ 7- 5
Owner and/or Builder: A),Uckols 6Dkt5-rr&,C-fi0r1__
Contractor & License No:
Single Family Residence V_�'
Multi -Family (No. of Units
Commercial (No. of fixture Units
Invasion into City Right -of- . Way: No Yes (If Yes, Right' -of -Way
Construction Permit required. Call One -Call -Center (1-800-424-5555) before any
excavation.)
Cross other Private Property: No &__" Yes (If Yes, easement required,
attach legal description and county easement number.)
PLEA/SEEAD THE ITE LISTED ON THE BACK
17 ?X1611
that I have read and shall comply Date
with the items listed on the back.
Permit Fee: 3D
Trunk Charge:
Assessment Fee:
Partial Inspection:
Issued By: I W 6--_
;bate Issued:
Receipt No.:
Comments Date Initial
Final Inspection Approved: 13 J,/
'Date Initial
Rejected:
Reason Initial-
** PERMIT MUST BE POSTED ON JOB SITE **
Wh.ite Copy - File Green Copy - Inspector
Buff Copy - Applicant 4
The City of Edmonds Side Sewer Drawing EASEMENT NO - ------------------------------------------
NEW CONSTRUCTION REPAIRS [3 LID NO - ------------------ ASMT. NO - ------------------
OWNER ........ QXAAS79�-�?�7.v-'
..... CONTRACTOR .��.AkVIA -------------------------------------------------------------- PERMIT NO.
JO ADDRESS _VkAl ------ LEGAL DESCRIPTION: LOT NO - ------- (P --------------------------- BLOCK NO - ------------------------------------
. ........... .... . ...................................................................
NAMEOF ADDITION ----------------------------------------------------------------------- ----------------------------------- -----------
N —_7
NV,'00D UN
Att T'D
PWW-0001 -11/75 (REV. 11/78)
?-V-e- '13
P�V-f— Its
Approved:
— 13- �7
DATE .�:71 ...................... ............ By
?1-1,9177
0
61b t0gc ;tlDv-cp
890 - 194
CITY OF EDMONDS LAURA M. HALL
250 - 5TH AVE. N. - EDMONDS. WA 98020 - (206)771-0220 - PAX (206) 771-0221 MAYOR
COMMUNITY SERVICES DEPARTMENT
Public Works a Planning * Parks and Recreation,.o Engineering
J uly 5, 1994
Don Helminiak
6917 Meadowdale Beach Road
Edmonds, WA 98026
RE: CA-94-103
Dear Mr. Helminiak:
coz
This letter is, in response to your request for a Critical Areas Review conditiotial
waiver. .1 have reviewed the proposed project to do an addition an already developed
lot located at 6917 Meadowdale BeachRoad. Since the proposed project does not
increase the impact to the critical area or its buffer, pursuant to Section 20.15B.040(A)
of the Edmonds Community Development Code, it is exempt from the requirement to
obtain a critical areas variance. Therefore a waiver is issued on the proposed project
referred to as Plan Check #94-126.
Please be advised that work in addition to -that which is described for this project may
require further review to determine if a study is required.
Sincerely,
John Bissell, AICP
Planning'Division
cc: Street File
CA-94-10'
11
Incorporated August 11, 1890
Sister Cities International Hekinan, Japan
8 -%-AN0005W,- () Z)
9 0 - 19
0 0
CITY OF EDMONDS
250 - 5TH AVE. N. . EDMONDS, WA 98020 - (206) 771-0220 - FAX (206) 771-0221
COMMUNITY SERVICES DEPARTMENT
Public Works * Planning * Parks and Recreation. * Engineering
July 5, 1994
Don Helminiak
6917 Meadowdale Beach Road
Edmonds, WA 98026
RE: CA-94-103
Dear Mr. Helminiak:
LAURA M. HALL
MAYOR
This letter is in response to your request for a Critical Areas Review conditional
waiver. I have reviewed the proposed project to do an addition an already developed
lot located at 6917 * Meadowdale Beach Road. Since the proposed project does not
increase the impact to the critical area or its buffer, pursuant to Section 20.15B.040(A)
of the Edmonds Community Development Code, it is exempt from the requirement to
obtain a critical areas variance. Therefore a waiver is issued on the proposed project
referred to as Plan Check #94-126.
Please be advised that work in addition to that which is described for this project may
require further review to determine if a study is' required.
Sincerely,
John Bissell, AICP
Planning Division
cc: Street File
CA-94-103
0 Incorporated August 11, 1890 0
Sister Cities International — Hekinan, Japan
41 �-v
CITY OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
NAME (OR NAME OF BUSINESS)
MAILING ADDRESS
Ll N� C—
CITY TELEPHONE NUMBER
9,
NAME
ADDRESS I \_j
aaaq Jac__K5.0r_1\
CITY TELEPHONE NUMBER
P-\/-c C-e_� 1 -3 a 01
NAME 9 C 4 C',Q- ouQ_ K o
DRESS
,)0, 0-
o u-) a E
CITY TELEPHONE NUMBER
STATE LICENSE NUMBER
1� �_k C k. 0 C �V_ Z
Legal Description of Property - Include all easements
(show below or attach four copies)
�eAmo_nIA5
i�kk
ct�ts
L.J 6-
.S\� YLA
Sec.c8 U
TOP. -1
E
UJ NEW
RESIDENTIAL
PLUMBING
11 ADDIALTER
COMMERCIAL
F� MECHANICAL
1:1 REPAIR
E]
RETAINING WALL
SIGN
DEMOLISH
REMODEL
EXCAVATE
OR FILL
PRE -MOVE INSPJ
COMPLIANCE INSP.
FENCE
I x _FT)
[:-j swim
PQ9L
WOOD STOVEI
INSERT
APT. BLDG
RENEWAL
IT FIL
USE 'OWAWPERMIT-
ZONE
NUMBER
JOB
ADDRESS / V7
4enlyholze- Brw//
_EGAL DESCRIPTION CHECKI
/6'r
SUBDIVISION
NO.
111-2-*6
LID NO.
1 A��
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
EXISTING REQUIRED DEDICATION
PROPOSED , !:F)
RIGHT OF WAY CONSTRUCTION PERMIT REQUIRED 0
STREET USE PERMIT REQUIRED 0
SEE ENGINEERING MEMO DATED jP--_1,_e7
METER S71 tj
rILDING SUPPLY SIZE FIXTURr UNITS
REMARKS
SIGN AREA ENV. REVIEW ADA NO
ALLOWED I PROPOSED COMPLETE I EXEMPT
IVARIANCE OR CU PLANNING REVIEW BY I DATE
YARDS —_ FHEIGHT I LOT COVERAGE
FRONT SIDE REAR
5 NUMBER OF ORIES NUMBEROF
DWELLING
UNITS I
NATURE OF WORK TO BE DONE (ATTACH PLOT PLAN) I
CHECKED BY PE OF CONSTRUCTION CODE HEIGHT
A119 . F y —/V I / y5— 25- /
SPECIAL INSPECTOR AREA OCCUPANCY OCCUPANT
REQUIRED GROUP g_3 LOAD
0 YES
REMARKS
1-;Vq1n,4L ZI-Y-K111- &9- leMig W51 fivVyLlo
/;?`� 41W
PLAN CHECK FEE
BUILDING
PLUMBING
MECHANICAL
This Permit covers work to be done on private property ONLY.
GRADINGIFILL
Any construction on the public domain (curbs, sidewalks,
STATE SURCHARGE
driveways, marquees, etc.) will require separate permission.
Permit Application: 180 Days
Permit Limit: 1 Year - Provided Work Is Started Within 180 Days
ENERGY CODE
"Applicant, on behalf of his or her spouse, heirs, assigns and
successors In interest, agrees to Indemnify, defend and hold
harmless the City of Edmonds, Washington, its officials
x
employees, and agents from any and 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
PLAN CHECK DEPOSIT
_j
modify,. waive or reduce any requirement of any city ordinance
TOTAL AMOUNT DUE
0
nor limit In any way the City's ability to enforce any ordinance
provision."
I hereby acknowledge that I have read this application; that the
Information given Is correct; and that I am the owner, or the duly
ATTENTION
authorized agent of the owner. I agree to comply with city and
state laws regulating construction; and In doing the work authoriz-
THIS PERMIT
AUTHORIZES
ed thereby, no person will be employed In violation of the Labor
ONLY THE
Code of the State of Washington relating to Workmen's Compensa-
WORK NOTED
_tiQRl1rIsuTgnc9,,_
INSPECTION
SIGNATRE IOWNER OR AGENT) DATE SIGNED
DEPARTMENT
-2(
CITY OF
EDMONDS
ATTENTION
771-3202
—/00.00
APPLICATION APPROVAL
This application is not a permit until
signed by the Building Official or his
Deputy; and fees are paid, and receipt Is
acknowledged In space provided.
OFFICIAL'S SIGNATURE DATE
RELEASED BY:
DATE
cc
W
Z
Z
5
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE
UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR ORIGINAL — File YELLOW — Inspector
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC
CHAPTER 3.
PINK Owner GOLD — Assessor
'77,
f 1,0
t:e
RECEM
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7
WIWI
(Circle One) A
=,77
CHECKED pmu�ning iW11111
FISACK ADJ.,� 777TRT17
7777777
1"717 2
00NDITXONAL USE PERUT TrI
3
A6i CHECKED 7TIT111
4
arHER zcNiNG RBMIREMM
5
ERVIRONMERrAL tES 77777777 (((1///// 6
ACCESS SLDPE VFIiICIJE- ACCESS /////////
TfTrfM7 TM797 �7 7
.E PLAN (On Site) ... ///////// /////////
DRAINAC 7Tf7T= 77MM 7TRI111 8
------- 11M111
SvjjuMT FILE
111T 7777 9
VFRIFICATION
LWAL DESCRI YPICN 7T77U 7TI177TTR77 ///,///77
QUIT CLAIM/ I DMICATIMS 10
EASEMM - 77777 77TT7777T 777777777
//////// //////// 12
CALCULATE SEWER CONNMTICN IF NO LIDO ////// -/
13
pLhT/SUBDTVISTCN MQUIREMENTS
7 TIT7777T 14
n,rmvp-.e%v—WAV t-IMSTRUCTMN PERMIT REM 4/50/n —
7FM/// 7TR1111
7TT97 15
FjOND REOD FOR PMLIC IMPROVEMM 7TI777 16
SOILS CONDITI S & GROUND
WATER FIEjD 01ECKED 77TI-117 17
STREET REQUIRED
M/1 7M= 18
CURB AND GjprER REQUIRED /////////
7M7= 77777TR7 19
SIDEWALX IRED ///////// ///////// - /I- 77777T1111
77� 77� 777T� 6 20
CURB CUr FOR DPX%FEVAY REQD 77777TM
7777777 7777= 21
STREET NAME SIGN REOD
22
arm SIGNING�'RBQD
7r/77M7 77T/77P7 23
SIDE SEWER AVAILABILITY 77777T/7
24
.XIST= WATER MAIN SIZE 77
25
WATER MErM SIZE Tfl M 7 7 7 TTTfr17 7
//////// 26
SIZE 77M777 7T77771111 '
//////// 27
HYDRWr REQUIRED 7TmTff 77TTIMM
7TTTTITff 28
--,row VVTQrF-ING M 7T/77='
777777 7T7=
sPECTICN REM ////// //// //////// 29
CROSS C04NECTICN IN '77T8T 7TF17 TR 30
WATER
FM LINE CHARGE REQD SPRINKLER
32
r cur �77777 7MV77T 33
'OPEN 3rICH EXISTING 77177rM
'7= 7ZI711111 34
RMD -M 777 77=7 35
RT
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SIZE 7n777777
37
CATCH MSIN REM 7777= 7, TffrTrfl 3 . 8
INDICATED CN SITE PtM 7�7�
MbUffER MaNAGE MAIMMIN 39.
SHALE Opr-N RUNOFF 771=
40
MISC:
REVIEWED BY: PUBLIVWORKS MGR.
PLANNIO MGR. NG R.
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MEMO TO: Building Division
FROM: Engineering Division
SUBJECT:
After review of the subject building permit application, we have the
following comments:
1) Connection to City water system required.
2) Connection to City sanitary sewer system required.
3) Right-of-way permit required for any work on City property.
4) Driveway slope not to exceed 14%.
5) Back water valve required if downstairs plumbing is below
elevation of upstream manhole.
6) Water and sewer lines to be separated by 10 foot minimum.
7) Ouilder/owner responsible for containing all temporary runoff And
erosion on site and may not impact neighboring properties in any
way.
8) Construction hours from 7:00 a.m. to 10:00p.m. on weekdays'and
10:00 a.m. to 6:00 p.m. on,weekends and holidays. . 1 1,
XIL
CATCH BA.51k:
0
Pj.&-7) 1530jok Tkr.NCW Lrrl'4C--rH
WOUA.L)
-r?%rNCH C0VWq
........................... . ...... . ..........
r ki—
,� r E PF P I P 9 -1,
'rF- E Vv/ 4"LoNG Lr--rs
SYSTEM CROSS—SECTION
7z—
MIRAff I 500X
/--. 0 F`17-� " I\ / r- I r= L f --r'
T0 L,,kyED �
TP,F_It�C14 COVER
WAWE:C)
GRAVEt
4-oiAm FERF P
TRENCH CROSS—SECTION
01
CAP
1
F-4 1
AELSTANDARD DRAINAGE PLAN
INFILTRATION SYSTEM
PAGE I OF 2
for Loj-
location- F_- I V-�.o mr;r
.
plan by t/-Lvx vy--e-
phone - (I
da te �O *--7
NOTES
1. Call Engineering Division (771-3202)
for prebackfill and final inspections.
2. Responsibility for operation and
maintenance of drainage systems on
private property is the responsibility
of the property owner(s). Preventive
maintenance consists of preventing
soil and other materials from entering
trench during construction as well as
after construction. Catch basins should
be cleaned of floating material and
sedimen.t.at regular intervals (at least
twice per year).
15 5-
.... ... . .. ......
CITY OF EON10N oS
I
IX
SITE PLAN, SCALE: 1 90
NOTE: DO NOT USE INFILTRATION SYSTEM
ON SLOPES OVER 15 PERCENT (15
FOOT RIq PCR 100 FEET HORIZONTAL)
C. �
STANDARD DRAINAGE PLAN
INFILTRATION SYSTEM
PAGE 2 OF 2
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CITY OF. EDMONDS
CONSTRUCTION PERMIT APPLICATION
OWNER NAME/NAME OF BUSINESS'
ITAILING ADDRESS
c 77 Y ZIP I I=Lt:PHONE NUMBER
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STATE LICqNSE NUMBER EXPIRATION DATE
Legal Description of Property - include all easements
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Property
T x Account
P:rcel No.
0 NEW RESIDENTIAL LOJ PLUMBING
ADDITION COMMERCIAL MECHANICAL
0 REMODEL APT. BLDG. SIGN
GRADING FENCE
El REPAIR — CYDS. (_ X_ FT)
wOODSTOVE SWIM POOL
DEMOLISH INSERT HOT TUB/SPA
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CARPORT ROCKERY RENEWAL
(TYPE OF USE. BUSINESS 7R ACTIVITY) EXPLAIN-
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NUMBER NUMBER OF CRITICAL
OF DWELLING AREAS
STORIES UNITS . I I N U M B E, -W-110
:1 DESCRIBE WORK TO BE DONE (ATTACH PLOT PLAN)
PERMIT U 14 U 4 og 1.,!5
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10 NUM13ER
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JOB UITE/APT #
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LEGAL DESCRIPTION CHECK[
SUBDIVISION NO
LID NO,
PUBLIC'MIGHT OF WAY PER OFFICIAL STREET MAP.
TESCP Approved
RW Permit Required E3
EXISTING -REQUIRED DEDICATION
Street Use Permit Req'd E3
Inspection Required C3
0
Sidewalk Required
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METER SIZE
LINE SIZE
NO. OF FIXTURES
PRV REQUIRED
YES 13 NO 0
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REMARKS
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SIGN AREA
ALLOWED PROPOSED
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COMPLETE
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HEIGHT I LOT
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I TYPE OF CONSTRUCTION CODE
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SPECIAL INSPECTOR, AREA
REQUIRED O;Yis,. 1, 239'.4-
REMARKS ......
PROGRESS INSPECTIONS7.PER UBC�,30.1
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FINAL INSPECTION
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VALUATION
FEE
PLAN CHECK FEE
BUILDING
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MECHANICAL
GRADING/FILIL
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.
STATE SURCHARGE
Permit Application: 180 Days
Permit Limit: 1 Year - Provided Work Is Started Within 180 Days .
STORM DRAINAGE FEE
ENG. INSPECTION FEE
"Applicant, on behalf of his or her spouse, heirs, assigns and
o successors in interest, agrees to indemnify, defend' and hold
20 harmless the City of Edmonds, Washington, its officials,
2 employees, and agents from any and 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
01 nor limit in any way the City's ability to enforce any ordinance
x
PLAN CHECK DEPOSIT
TOTAL AMOUNT DUE
7 1
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I hereby acknowledge thdt, I have read this application; that the
ATTENTION
APPLICATION APPROVAL
information given is correct;land that I am the owner, or the duly
authorized agent of the owner. I agree to comply with city and
THIS PERMIT
This application Is hot a permit until
state laws regulating construction; and in doing the work authoriz-
AUTHORIZES
THE
signed by the Building Official or his/her
ed thereby, no person will be employed in violation bf the Labor
ONLY
WORK NOTED
Deputy; and fees are paid, and receipt is
Code of the State of Washington relating to Workmen's Compensa-
acknowledged in space provided.
tion Insurance and RCW 18.27.
INSPECTION
NA 0 ER OR AGE T) DATE SIGNED
L
DEPARTMENT
CITY OF
0 IA 'S SIG ATURE DATE
EDMONDS
CALL FOR
DATE
ELEAr;r
ATTENTION
INSPECTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE
HAS BEEN MADE AND APPROVAL OR
771-0220
ORIGINAL — File YELLOW — Inspe Nt/)
UNTIL A FINAL INSPECTION
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC
CHAPTER 3.
PINK — Owner GOLD — Assessor
b 47 Aw6we'Ak /01k"/v
ConverseWard Davis Dixon
Geotechnical Consultants
January 30, 1980
Whiteley Jacobsen and Associates
2118 Third Avenue
Seattle,'Washington 98121
Attention: Mr. Robert McClendon
Subject: GEOTECHNICAL INVESTIGATION
Edmonds View Property, Phase I
Meadowdale Beach Road
Edmonds, Washington
Gentlemen:
80-5251-02
This report presents the results of our subsurface investigation con-
ducted at the Edmonds View Property, a planned residential development.
The site is located near 172nd Street and Meadowdale Beach Road in
Edmonds, Washington. The site encompasses approximately 12.5 acres. It
is our understanding that project plans are to subdivide the property
into residential lots, and construct roadways and associated utilities.
Present plans call for the site to be developed in two phases. Phase I
would consist of development of the southern approximate 5 acres and
Phase II the northern 7.5 acres. At the present time, preliminary lay-
outs for both Phase I and II areas have been provided. This layout
dated January 25, 1981 consists of 12 building areas in the Phase I area
and 16 building areas in the Phase II area. In general, the building
areas are clustered on the higher elevations. It is understood that the
remainder of the area will be left in a natural state. Access into the
Phase I area is presently planned via 172nd Street, while the access to
the Phase 11 area would be via Meadowdale Beach Road.
Converse Ward Davis Dixon. Inc
300 Elliott Avenue West
Suite 150
Seattle, Washington 96119
Teleph- 22OG 235-5200
It is our understanding that the proposed structures will be wood -frame
and be both one and two stories in height. In general, the foundations
.reportedly will consist of poles based in drilled holes on the downhill
side and some conventional wall footings for the uphill areas.
The purpose of this study was to. obtain subsurface information and
develop geotechnical design and construction recommendations. The scope
of services for this investigation was outlined in our letter of confir-
mation dated January 20, 1981. Verbal authorization was given by Mr.
Robert McClendon on January 13, 1981. The primary effort during this
investigation has been directed toward the Phase I area; however, a
limited 'overview of the entire development has been completed. Our
scope of services in the Phase I area consisted..& the following:
1. excavation of approximately 18 hand -excavated test pits,
2. continuous logging of subsurface conditions,
3. obtaining. samples of representative soils encountered in
the test pits,
4. visual classification of the soils encountered)
5.. engineering evaluation of field exploration results,
6. preparation of a geotechnical report.
A preliminary geotechnical evaluation of the site has been completed by
our firm. The results of this evaluation were summarized in a letter
report dated December 29, 1980. For completeness, this report includes
the basic information.and findings developed in this previous report.
Site Conditions
The Phase I area is irregular in plan, approximately 700 feet in width
in an east -west direction and approximately 700 to 900 feet in a north -
south direction. The property is characterized by moderate to moderate-
ly steep slopes. The steeper slopes are approximately 2H:1V (horizontal
to vertical). The maximum amount of relief across the site is approxi-
mately 180 feet. A maximum elevation of 380 feet occurs in the southern
oortion of the Phase I area and the minimum elevation of approximately
200 feet occurs in the extreme northwest corner of the Phase II area.
Converse Ward Davis Dixon, Inc.
-3-
With the exception of an old logging road near the central portion of
the site, there are no roads into the si te. The higher portions of the
site are covered by a moderately thick growth of second-orowth evergre en
trees while the lower portions of the site are dominated by -deciduous
trees and low brush.
Geol oqv
The subject area is located on an upland surface in the Puget Lowland.
The Puget Lowland was invaded by continental glaciers during at least
four separate periods during the Pleistocene Epoch. During these
glacial and accompanying non -glacial periods, a thick sequence of soils
was deposited. It is estimated that these sQ--*s reach thicknesses on
the order of a thousand feet..
The present surface characteristics and near -surface soils are the re-
sult of the last period of continental glaciation which occurred between
15,000 and 13,500 years ago. It is assumed that these sediments are
underlain by older glacially -related soils.
Field Exploration
The subsurface conditions in the area of proposed development in the
Phase I area were explored by means of excavating 18 test pits on Janu-
ary 16 and 18, 1981. The test pits were excavated by hand, as the
moderately dense growth of trees and irregular terrain prohibited the
use of power -operated equipment. The depth of the test pits rar.ged 'in
depth from a few feet to 6.5 feet. The locations of the test pits were
concentrated in the building and roadway areas at approximate locations
shown on Drawing 1. The test pits were excavated by a engineering geo-
logist from our office who maintained a continuous log of the subsurface
conditions encountered. Representative bag samples were secured for
visual examination and classification. Summary field logs arle presented
at the end of this report. All soils have been classified according to
the Unified Soil Classification System.
Converse Ward Davis Dixon, Inc.
-4-
Subsurface Conditions
The near -surface soils which underlie the site were deposited during the
last period of glaciation, the Vashon Stade of the Fraser Glaciation.
These soils (from oldest to youngest) are referred to as the Whidbey
Formation, the Esperance Sand, and the Vashon Drift. The Vashon Drift
is composed of three separate units: advance stratified drift, glacial
till, and recessional stratified drift. It appears that the only drift
unit present at the site is the glacial till. Glacial till consists of
a homogeneous mixture of silt, sand and gravel and was deposited direct-
J ly beneath the glacial ice.
The subsurface conditions encountered at the teslk pit locations consist
of a thin dark brown organic layer of forest duff which ranges up to a
few inches in thickness. This surface layer is underlain by a -layer of
silty sand or sand which represents either a residual soil layer and/or
slopewash. This layer ranges in thickness between approximately one to
four feet and ranges between loose to medium dense. Underlying these
soils is either a mediun to very dense silty sand or medium dense to
dense. sand. The denser silty sand unit represents glacial till and,
based on our explorations, is restricted to the upper elevations of the
site. The glacial till forms a thin cap over the underlying sand and is
estimated to be on the order of ten feet in thickness. The underlying
sand represents the Esperance Sand unit. The sand unit generally under-
lies the steeper sloping portio-ns of the site.
The sand is underlain by the oldest unit, the Whidbey Formation, which
is exposed in the lower slopes, along the extreme north property line of
the Phase I area below approximate elevation 280 feet. The Whidbey For-
mation consists of silt and clay with some interbeds of fine sand.
With the exception of the, near -surface soils, all of the soils which
underlie the site have been overconsolidated by glacial ice. Weathering
of the near -surface soils ha.s resulted in loosening of these soils.
J Converse Ward Davis Dixon, Inc.
-5-
The soils encountered in the test pits ranged from slightly moist to dry
and no oroundwater was encountered. The static proundwater table at the
site is anticipated to be in older granular soils which underlie tfhe
Whidbey Form-ation. However, there is a perched qroundwater table which
exists within the Esperance Sand. Because of the clean nature of the
sand, surface water infiltrates rapidly, percolatina downward 4L, o t h e
boundary- of the Whidbey Formation. The Whidbey Formation is sufficient-
ly fined -grained so as to greatly reduce the downward percolation of the
water. The resul t i s a general downsl ope movement of the water above
the sand -clay contact. Springs or areas of seepage generally occur
where this contact intersects a slope. -The approximate locations of the
geologic boundaries are shown on Drawinq 1.
No areas of instability were noted during our investigations of the
site. On the steeper slopes there was evidence of a general down -
slope creep of the n'ear-surface soils as evidenced by the bowing of tree
trunks. Creep of these looser surface soils is a nomal occurrence on
steeperislopes.
DISCUSSION AND RECOMMENDATIONS
The.following conclusion.s and recommendations apply specifically to the
Phase I area. Somewhat different subsurface conditions are anticipated
in the Phase II area and should be examined in detail.
On the basis of the information obtained durinq this investigation and
our preliminary qeotechnical evaluation, it is our opinion that the
proposed development is feasible from a qeotechAcal standpoint. The
steepness of some of the terrain will restrict development without
extensive grading.
The major portion of the proposed struct'
ures will be founded on slooina
around and excavations into the hillside are anticipated. Footinqs and
lower floor slabs should be supported on competent, uneisturbed moder-
ately dense to dense native soils where exposed in the excavations. In
areas where the lower floor will be above the existing ground surfMe,
I
Converse Ward Davis Dixon, Inc.
-6-
it will be necessary to install footings well below the ground surface
on a relatively steep slope. A pole -type footing would be suitable at
these locations. At locations where the ground is not steeply sloping,
it should be possible to place compacted structural fill which would be
suitable for support of spread footings and slabs-on-arade.
Our following recommendations are general. We have reviewed the planned
lower floor elevations for the proposed structures relative to the
existing ground surface as.shown on the topographic drawing. In our
opinion, our recommentions are adequately complete to cover foundation
design and construction of the proposed structures; however, if design
changes are made such as changing structure locations or floor eleva-
tions, it would be prudent to review our recoTaU%Ldations and their ap-
plications.
For each structure, it will be necessary to determine the required exca-
vation and5fillin,3,, and the foundation system.
Site Preparation
All areas within the limits of excavations or where fill is to be placed
should be stripped to remove vegetation and debris. The vegetation and
debris should be removed from the site or placed in non -building areas.
No material should be placed on the hillside downslope from the proposed
houses. It is important that the slopes not be disturbed by the con-
struction. Surface water must be controlled so that it is not allowed
to become channelized and spill down the slope.
The preliminary plans indicate that the maximum depth of excavation will
be approximately 17 feet. Based on our explorations, the soils in the
excavations will generally be silty sands with some gravel. The upper
two to four feet of soil is loose to medium dense an d grades to dense to
very dense below. We recommend that the contractor be made responsible
for the stability of temporary excavations. He is continually at the
site and can evaluate the stability of the soils as they are exposed.
Converse Ward Davis Dixon, Inc.
-7-
Structural fill to support floor slabs or footings should not be placed
on the moderately to steeply sloping ground. Fills may be constructed
on flatter slopes provided the areas to receive the fill area benched to
provide a level surface to support the fill. A bench should be at least
six feet wide and the difference in elevation between adjacent benchs
should be two feet or less. All structural fill should be placed in
layers approximately eight inches in thickness, conditioned to a mois--
ture content suitable for compaction, and compacted to at least 95
percent of the modified Proctor maximum dry density as determined by the
ASTM D1557 compaction test. Fill slopes should be inclined at 2.5H:lV
(horizontal to vertical) or less.
Soil for structural fill should be free from QR�anic matter and debris
and should have a granular texture free from clay lumps. There are
on -site soils that are suitable and we recommend that soils containing a
minimum of silt or clay be utilized as they will be easier to compact
and less sensitive to moisture content.
Foundation Support
The proposed structures may be supported on conventional shallow spread
footings or a combination of spread footings and pole -type foundations.
We recommend that the foundation system be designed so that all hori-
zontal forces, such a's those due to earthquakes, are resisted by the
shallow spread footing portion of the foundation system.
Shallow footings founded on undisturbed medium dense to dense soils may
be designed for an allowable net bearing pressure of 3,000 psf (pounds
per square foot) Suitable bearing soils were observed at shallow
depths across the site in our explorations, generally two to four feet
below the existing ground surface. Wall footings should have a minimum
width of 16 inches and individual column footings should be a minimum of
18 inches wide. All footings should be founded at least 18 inches below
the lowest adjacent grade.
a
Converse Ward Davis Dixon, Inc.
A ( + —+T-.T6F) 0
d= Y A
where A = 2.34P
Slb
I
P = applied horizontal force in pounds
S, = allowable lateral soil hearing pressure
h, = diameter of pole
h = distance in feet from ground surface to point
of application of P
d = depth of embedment of pole in feet
A value of 300 pounds per square foot may be used for the allowable
lateral soil bearing pressure (Sj). The diameter of the pole (bl)
may be increased to the effective diameter of the hole provided the
annulus is backfilled with low -shrink concrete.
Shal low footings can resist horizontal forces through the horizontal
passive pressure of backfill adjacent to the footing and by friction
across the base of the foundation. Horizontal passive pressure may be
calculated using an equivalent fluid weight (triangular distribution) of
250 pcf (pounds per cubic foot). This assumes the backfill is drained
and compacted to at least 95 percent of the ASTM D1557 maximum dry
densi' Resistance t o sliding may be calculated using a base friction
ty
factor of 0.45. Thp- above values do not include a safety factor. A
minimum safety factor of 1.5 should be used to design for resistance to
sliding and overturning.
Basement Walls
All subsurface walls should be backfilled with a free -draining granular
soil and foundation subdrains installed behind the walls to minimize the
potential for hydrostatic pressure to develop. The walls must be sup-
ported on dense undisturbed soil.
I
Converse Ward Davis Dixon, Inc.
Our recommended criteria for footings founded in areas of sloping ground
are that the outside edge of the footing on the downhill side should be
at least eight feet back from the face of the slope measured in a hori-
zontal direction.
Footings founded on structural fill ma be designed for an allowable net
y
bearing pressure of 2,000 psf. Minimum size and depth of embedment are
the same as recommended above. The outside edge of the footings founded
on fill should be at least five feet back from the face of the fill
measured in a horizontal direction.
Pole -type footings may be utilized on sloping ground where it is not
feasible to cons truct shallow footings. A pol !*footing would be con-
structed by 'drilling a hole with a power auger, inserting the pole and
then backfilling the annulus area. We recommend the annulus. area be
backfilled with low -shrink Portland cement concrete. Our recommended
minimum depth of pole embedment below the ground surface is six feet.
The base of the poles should have a minimum diameter of eight inches.
Our recommended allowabl.e bearing capacity for a pole embedded six feet
is 18,000 psf. For a pole embedded eight feet, the allowable bearing
capacity may be increased to 24,000 psf. The effecti've area of the
foundation is equal to that of the base of the pole. The effective area
of the foundation could be increased to the area at the bottom of the
hole if a concrete footing was poured in the bottom of the hole to sup-
port the pole. Such a concrete footing should be at least 12 inches
thick.
The foundation systems for the proposed structures will generally con-
sist of a combination of shallow footings and pole -type footings. We
recommend that the horizontal loads be resisted by the shallow footings.
However, if pole -type footings are required to resist horizontal loads,
it may be necessary to deepen the footings to greater than the minimum
six-foot embedment depth.' The following formula may be used to deter -
nine embedment depth to resist horizontal loads:
Converse Ward Davis Dixon, Inc.
_10-
The on -site sandy soils described as the Esperance Sand unit would gen-
erally be suitable for backfill behind walls. The silty glacial till
soils present in the southern portions of the site should not be used
for backfill behind walls.
Backfill behind walls should be placed in layers not exceeding eight
inches loose thickness and compacted with relatively light vibratory
equipment to at least 90 percent of its maximum ASMT D1557 dry density.
An 18-inch thick layer of impermeable soil should be placed on the
ground surface and compacted to prevent surface water from seeping down-
ward into the granular backfill. The ground surface should be sloped to
drain away from the wall.
Four -inch diameter perforated footing drains must be placed behind base-
ment walls. The invert of footing drains should be at least 12 inches
below finished interior floor grades and sloped to drain at a grade of
at least 0.5 percent. Convenient cleanouts should also be provided.
All footing drains should be protected by a filter of drain-
age sand and gravel. There should be at least four inches of this mate-
rial below the drains, six inches along the sides, and 12 inches above
the drains. In addition, the filter material should extend upward,
adjacent to the wall so that it is a minimum of 12 inches thick measured
perpendicular to the wall. Our recommended gradation for filter mate-
rial is:
U.S. Standard
Percent
Passing,
Sieve Size
by Dry
Weight
1 1/2 inch
100
3/4 inch
70
- 90
No. 4
30
60
No. 8
20
50
No. 30
8
30
No. 50,
3
12
No. 200
0
1.5
Converse Ward Davis Dixon, Inc.
We recommend that subsurface or retaining walls up to approximately 12
feet high be designed for horizontal pressures equivalent to that of a
fluid weighing 40 pcf (triangular distribution).
Surface Water
The exterior ground surface should be sloped to drain away from the
building and surface should either be paved or covered with at least 18
inches of imperviouls soil to inhibit surface water from infiltrating
into the subdrains.
It is our understanding that it is desirable to dispose of roof drainage
in dry wells. We anticipate that this scheme .011-1 work satisfactorily
based on certain requirements. These requirements are as follows: 1)
the dry wells be located in the Esperance Sand unit, 2) the wells should
not be located on the very steep slopes, and 3) they should not be
located in the proximity of the basement wall perforated drains. The
use of dry wells will be somewhat restricted. in the Phase II area, these
are anticipated to generally be those areas underlain by the Whidbey
Formation.
We understand that the storm drain system, relative to the roadways,
will be designed to flow into a retention system. We recommend that the
retention systern have a controlled orifice and be tight lined away from
the slopes.
Summary
This report has been prepared to aid in the evaluation and development
of this site for its intended use. The discussion of site development
is conceptual in nature and must be refined to take into account final
roadwa grades, slope locations, and construction sequencing. It is
y
recommended that we continue our involvement with the design engineers
to assure that final site development plans and specifications are con-
sistent with the findings of our investigation.
a
Converse Ward Davis Dixon, Inc.
-12-
We recommend that site preparation, foundation excavations, fill place-
ment and drainage installations be observed by personnel aualified by
training and experience to see that the work is perfomed in accordance
with these recommendations, the plans and specifications, and good engi-
neering practice.
The findings and conclusions of this report were prepared in accordance
with generally accepted professional engineering principles and prac-
tice. We make no other warranty, either express or implied. Please do
not hesitate to call us if there are any questions regarding the conclu-
sions and recommendations contained herein.
Respectfully submitted,
CONVERSE WARD DAVIS DIXON, INC.
William S. Bliton'
Senior Geologist
Jjack M. Hogan
Senior Engineer
I
0 ot! �Y' M - H 0-.^N-
-90�" - - 4 " -
t
Converse Ward Davis Dixon, Inc.
SUMMARY LOGS OF TEST PITS
Tact Pit I
0.0'-0.2' SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
1 Cle coarse sand and fine to medium gravel, organics,
i tt
numerous roots; slightly moist, loose.
0.2--1.5- SM/SP RESIDUAL TILL SOIL, SILTY SAND, gray -brown, with orange
oxidized layers, fine to medium, with some coarse sand
and fine to medium gravel, occasional cobble, trace organ-
ics, few roots; slightly moist, loose to medium dense.
1.51-1.91 SM GLACIAL TILL,.SILTY SAND, gray -brown, fine to medium, with
some coarse sand and fine to medium gravel, occasional
cobble to 6" diameter; dry, very dq,�.se.
--------------------------------------------- ---------------------
Test Pit 2
0.0.-0.1, SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.11-2.51 SM/SP RESIDUAL TILL SOIL/SLOPEWASH, SILTY SAND., gray -brown, with
orange oxidized layers, fine -to medium, with some coarse
sand and fine to medium gravel, occasional cobbles, trace
organics, few roots; slightly moistj looseto medium dense.
2.5'-2.7' SM GLACIAL TILL, SILTY SAND., gray -brown, fine to medium, with
some coarse sand and fine to medium gravel, occasional
cobble; dry, very dense.
-------------------------------------------------------------------
Tact Pit I
0.01-0.21 SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.2-1.2' SM/SP SLOPE WASH, SILTY SAND, brown, fine to medium, with some
coarse sand and fine to medium gravel, occasional cobble,
trace organics,some roots; slightly moist, loose to medium
dense.
1. 21-3.51 SP SAND. brown to reddish brown, with mottled gray streaks,
fine to medium, with some coarse sand and fine to medium
gravel, little silt; slightly moist, medium dense to dense.
-------------------------------------------------------------------
11
eage 4
Test Pit 4
0.0'-0.3' SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.31-3.21 SM/SP RESIDUAL TILL SOIL/SLOPE WASH, SILTY SAND, gray -brown, fine
to medium, with some coarse sand and fine to medium gravel,
occasional cobble, trace organics, some roots; slightly
moist, loose to medium dense.
3.2'-3.6' SM GLACIAL TILL (moderately weathered), S ILTY SAND, gray -brown,
fine to medium, with some coarse sand and fine to medium
gravel, occasional cobbles; dry, medium dense to dense.
------------------------------------------------ 11 -----------------
Test Pit 5
0.0'-0.1' SM
O.V-2.8' SP/SM
FOREST DUFF, SILTY SAND -, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
SLOPE WASH, SAND, brow . n, fine to n;dlum, with some silt, -
coarse sand, and fine to medium gravel, occasional cobble,
trace organics, some roots; slightly moist, loose to medium
dense.
2.81-4.01 SP SAND, brown, fine to medium, with little coase sand and
gravel, trace.silt; dry, medium dense to dense.
---------------------------------------------------------------------
Test Pit 6-
0.01-0.11 SM FOREST DUFF, SILTY.SAND, dark brown, fine to medium, with
little coarse.sand and —fine to medium gravel, organics,
numerous roots; slightly moist, loose.
O.V-2.7' SP/SM SLOPE WASH, SAND, brown,.fine to medium, with some silt,
coarse sand, and fine to medium gravel, occasional cobble,
trace organics, some roots; slightly moist, loose to medium
dense.
2.7'-3.1' SP SAND, brown, fine to medium, with little coarse sand and
gravel, occasional cobble, trace silt; dry, medium dense to
dense.
--------------------------------------------------------------------
Tact Pit 7
0.01-0.21 SM
0.2'-3.4' Sp/SM
FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
SLOPE WASH/WEATHERED SAND, SAND, reddish brown, fine to
medium, with some silt, little fine to coarse gravel, some
roots, trace organics; slightly moist, loose.
3.4'-6.5' SP SAND, brown to gray -brown, fine, with little silt and medium
to coarse sand, trace fine to medium gravel- slightly moist,
medium dense to dense.
Page 3
Test Pit 8.
0. 0'-0. 2' SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little.coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.21-2.51 SP/SM SLOPE WASH/WEATHERED SAND, SAND, reddish brown, fine to
medium, with some silt, coarse sand, and fine to coarse
gravel, some roots, trace organics; slightly moist, loose
to medium dense.
2.51-4.01 SP SAND, gray -brown, fine to medium, with some coarse sand and
Tine to coarse gravel, trace silt, occasional cobble
slightly moist, medium dense to dense.
--------------------------------------------------------------- I
Tact Pit Q
0.01-0.31 SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to med�pm gravel, organics,
numerous roots; slightly moist, 166se.
0.31-4.51 SP/SM SLOPE WASH/WEATHERED SAND, SAND, reddish brown to brown,
fine to medium, with some silt, coarse sand, and fine to
coarse gravel, some roots, trace organics; slightly moist,
loose to medium dense. (Includes zone of moderately cemented
sand at 1.5'-2.5'. possible Till layer.)
4.51-5.ol SP SAND,. gray -brown, fine to medium, with some coarse sand
and fine to coarse gravel, trace silt, occasional cobble;
slightly moist, medium dense to dense.
---------------------------------------------------------------------
Test Pit 10
0. 0'-0. 2' SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel., organics,
numerous roots; slightly moist, loose.
0.3'-4.2' SP/SM SLOPE WASH/WEATHERED SAND, SAND, reddish brown to brown,
fine to medium, with some silt, coarse sand, and fine to
coarse gravel, some roots, trace organics; slightly moist,
loose to medium dense.
4.21-5.11 SP SAND, gray -brown, fine to medium, with some coarse sand and
fine to coarse gravel, trace silt, occasional cobble;
slightly Rgist, medium dense to dense.
--------------------------------------------------------------------
p
Page 4
Test Pit 11
0.01-0-11 SM
FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine. to medium gravel, organics,
numerous roots;, slightly moist, loose.
0.1'-3.0' SP/SM
SLOPE WASH/WEATHERED SAND, SAND, reddish brown to brown,
fine to medium, with some silt, coarse sand, and fine to
coarse gravel, some roots, trace organics; slightly moist,
loose to medium dense.
3.0'-4.0' SP
SAND, gray -brown, fine to medium, with some coarse sand and.
fine to coarse gravel, trace silt, occasional cobble;
--------------------------------------------------------------------
slightly moist, medium dense to dense.
Test Pit 12
0.0'-0.3' SM
FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand,, fine to medium gravel, organics, numerous
roots; slightly moist, loose.
OF
0.3'-3.3' SP/SM
SLOPE WASH/WEATHERED SAND, SAND, reddish brown to brown, fine
to medium, with some silt, coarse sand, and fine to coarse
gravel, some roots, trace organics; slightly moist, loose to
medium dense.
3.3'-4.1' SP
SAND, gray -brown, fine to medium, with some coarse sand,
and -fine to coarse gravel, trace silt, occasional cobble;
----------------------------------------------------------
slightly moist,'medium dense to dense.
Test Pit 13
0.01-0.11
FOREST DUFF, SILTY SAND , dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.11-1.01 SM/ML
SANDY SILT, light gray, very fine to fine, with trace medium
to coarse sand and fine gravel, organics and roots; slightly
moist,, soft.
1.0'-3.1- SP/SM
RESIDUAL TILL SOIL, SAND, brown, fine, with little medium to
coarse sand, gravel, and silt, trace organics, some roots,
occasional chunks of weathered hard till; slightly moist,
medium dense.
3.11-3.41 SP/SM GLACIAL TILL, SAND, gray -brown, fine, with some silt, little
medium to coarse sand, and fine to coarse gravel, occasional
cobble, slightly moist to dry, very dense.
---------------------------------------------------------------------
6
Page 5
Test Pit 14
0.0'-0.3' SM FOREST DUFF, SILTY SAND dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.31-3.51 SM/SP SLOPE WASH/RESIDUAL TILL SOIL, SILTY SAND, brown, fine to
medium, with some coarse sand, and fine to medium gravel,
trace organics, some roots; slightly moist, loose to medium
dense.
3.5'-3.6' SM/SP (As above, but harder, with chunks of till. Possibly top of
till but not sure because could not dig further.)
--------------------------------------------------------------------
Test Pit 15
ON-0.2' SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.2'-3.0' SM/SP SLOPE WASH/RESIDUAL TILL SOIL, SILTIX SAND
,J. SAND, brown, fine to
medium, with some coarse sand, and fine to medium gravel,
trace organics, some roots; slightly moist, loose to medium
dense.
3.01-3.31 SM GLACIAL TILL, SILTY SAND, dark brown, fine to medium, with
some coarse sand and fine to medium gravel, occasional cobble;
dry, very dense.
--------------------------------------------------------------------
Test Pit 16
0.0'-0.3' SM FOREST DUFF, SILTY SAND, dark brown, f ine to medium, with
little coarse sand And fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.31-3.51 SP/SM SLOPE WASH/RESIDUAL TILL SOIL, SAND, brown, fine to medium,
with little to some silt, little coarse sand, fine to coarse
gravel, occasional cobble, trace organics, some roots, (with
chunks of hard till); slightly moist, loose to medium dense.
--------------------------------------------------------------------
Tact Pit 17
0.01-0.11 SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and One to medium gravel, organics,
numerous roots; slightly moist, loose.
0.1'-3.4' SM/SP SLOPE WASh/RESIDUAL TILL SOIL, SILTY SAND, gray -brown, fine
to medium, with some coarse sand and fine to coarse gravel,
occasional cobble, trace organics, some roots; slightly
moist, loose to medium dense.
3.4'-3.5' SM (Harder, probably till.)
--------------------------------------------------------------------
Test Pit 18
Road Cut SM GLACIAL TILL, SILTY SAND, gray -brown, fine to medium, with
Surface Sample some coarse sand, and fine to coarse gravel; dry, very dense.
--------------------------------------------------------------------
CITY OF EDMONDS
E�KNEW
ADDITION
RETIREMENT
ASSET INFORMATION SHEET
STREET FILE 5�
ASSET NO. 9= �
ADDITION TO ASSET NO.
DESCRIPTION
SERIAL NO.
LOCATION
,jjEPT
D NO
* * PURCHASE ORDER NO.
PURCHASE ORDER DATE
COST
PROJECT NUMBER
PROJECT COMPLETION DATE
COST
B.A.R.S. ACCOUNT NO. -'A/- 06-0 - 6? /V 6,A5
ESTIMATED LIFE 0:5L�
INITIATED BY DATE APPROVED BY
"SUBMIT ASSET INFORMATION SHEET WITH FINAL PAYMENT REQUEST
*SUBMIT ASSET INFORMATION SHEET UPON CLOSE OF PROJECT
ACCOUNTING ONLY
O/DEPRECIATE
MONTHLY DEPRECIATION AMOUNT
ANNUAL DEPRECIATION AMOUNT
G.L. ENTRY
REFERENCE
ttnp INITIAL
DATE
VERIFIED BY
PROCESSED
BATCH NO.
DEPARTMENT FILE
L 0
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Approxii-nate Geologic
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T 2/ C o r; ct
DQ A <2 dcAlej vihere inferred
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'bLORJN
GIFOLOGY AND, EX,1
EDMONDS VIEW PROPERTY1
Edmonds, Washington
for Northwe st Enginc�ers
3es, P;1
T 10 N! ID
80-5152-02
1 -D 1
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