20040171.pdfEIVID
CITY OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
OWNER NAMEINAME OF BUSINESS
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REQUIRED DEDICATION
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METER SIZE
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NO. OF FIXTURES
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REMARKS
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE
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PLAN CHECK NO: VESTED DATE
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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.
cc PERMIT APPLICATION: 180 DAYS
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cl. PERMIT LIMIT: 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
En "APPLICANT, ON BEHALF OF HIS OR HER SPOUSE. HEIRS, ASSIGNS AND SUCCESORS
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LU IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
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m EDMONDS. WASHINGTON, ITS OFFICIALS. EMPLOYEES, AND AGENTS FROM ANY AND
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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 PROVISION.'
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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
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC.
TION, AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S 50WP\NSATION INSURANCE AND RCW 18.27,
SIGNATUR VWN�
�Olcl AGE T1 DAI. E SIGNED
REMARKS
PROGRESS INSPECTIONS PER UBC 108/171NAL INSPECTION REO'D
VALUATION
FEE
PLAN CHECK cEE
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BUILDING
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PLUMBING
MECHANICAL
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STATE SURCHARGl)i
ENG. REVIEW FEES
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PLAN CHECK DEPOSIT
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RECEIPT
A17ENTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
'OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
TOTAL AMOUNT DUE
CALL
FOR INSPECTION
(425)
771-02220
EXT 1333
771-0221
FAX
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APPLICATION APPROVAL
This application is not a permit until signed by the
BUilding Official or his/her Deputy: and Fees are paid. and
receipt is acknowledged in space provided.
OFFICIALS SIGNATURE DATE
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REL� DAT E
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Height Calculation Worksheet
Address: ['CA(�s set
Date:
hWector(s):
1. Datum Point:
2. Datum Point Elevation: (L' 3
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RECEIVED
MAR 16 2004
pEVELOPMENT SERVICES CTR- e
CITY OF EDMONDS
J'RjNC-'.l'AL
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P-miect No.
Dale Proizct S;,,-.,c
3!10;T4 Avenue N%M Proverly KE03706A
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Wa�hinup?n 9611S-�
Kirkland, 18103 841' Avenue West d -sun LLI-
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0!1�zillc early this ninminp to check on recommended additional foundation excavation. The comTactur had 0 C
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bad bf j. as reco
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partially but vas, limited by the. stacks of 'footing form panels. Carl informed me that ihey ould slope Llit�
cut Nack -ilere wele IninOt
ftirther once. the panels liad beein removed. 1, �;aid that would be. impo)-tanc sin-�e I
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cut Nv(,)uld help improve
aroulld "v"ate-, daylighting at tile base of thc fill material and sioping the 0 -n
slabillity. Tht� south-w-,,�t corner of t1if,- e%cavatiori apparently imericepted the rock at the base Of the silt
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eand into the excavation.
fz�nce. -whic'h provided a oath for last nighOs rainwater to drain onto the cut stop M M
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Th;,, camed Onuohing, to occar, 'I'bf, contractor will need to prev,--nt surface w-ater fro f o ing Lo
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"vit", ti -tekl soil prohe. Informed Cal
were in-nlace Ot t�e f00tiDq corner� staked. This ,vould alloIA, us to ctieck for loose of diSlul-bed 50ils
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Conditions in the. aenial 1,16-undation areas and also to verify that footings were not LOO to the LOP of" tile
culs, Cad that Nve could return later in the day. kc said that. would be cokay.
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FIELD IREPC ,,T
Ass*Qiated itiarth Scieiices, I n c Fipld Repon 3 page I of
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Prcqcw-,l Nurntior
911 F111h Avenue, Suitu 100 Kirkland. WashIngton 98033
425-82-1-7701 FAY .125-827-5424
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-71ON EQUIPMENT
FIC (40MPAC.
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AREAS OF ADDITIONAL CONCERN:
R EjC�E_1_V_E.D_
ADDITIONAL TESTS REQUIRED:
YES
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NO WHEREI___ DEVELOPMENT SERVICES ' C ' T13.
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civ, I)EV CITY OF EDMONDS._ .
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CITY OF EDMONDS
121 STH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 * FAX (425) 771-0221
Website: www.dedrnondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning* Building- Engineering
June 11, 2004
GARY HAAKENSON
MAYOR
C C Construction
Attn: Carl Clapp
8415 192nd St SW
Edmonds, WA 98026
Building Permit: 2004-0171
Site Address: 18103 84th Ave W
Expiration Date: 3/2/05
Dear Carl Clapp:
The purpose of this letter is to inform you that the last remaining inspection on your
project is a final inspection(s). The final inspection(s) determines that there are no
outstanding life -safety issues and approval allows the City to close your permit file.
Th e City considers the final inspection to be one of the most important inspections
conducted on a project. In order to grant final approval the following must be complete:
smoke detectors, house numbers, guardrails, handrails, self -close doors between garage
and residence, egress from sleeping rooms, safety glazing, weather-stripping, any
Engineering department requirements etc. Of course not all of these things may
specifically apply to your project but it does give you an idea about the kinds of things
that must be complete as well as some items that do not need to be installed such as:
paint, carpet, moldings, wallpaper, etc. Please be advised permits expire one year from
the date of issuance. if you will need more time to complete the work, permits can be
renewedprior to expiration for one half fees. If the permit expires without a final
approval granted by the Building Inspector, full fees are required in order to renew the
permit. This can be very costly to you and we strongly encourage you to check your
permit expiration date and call for the required final inspection(s). Note: If more than
one department is required to final your project, this is noted on your Job Card.
Please feel free to contact me at 425-771-0220 if you have any questions.
Sincerely,
Permi oordinator
Incorporated August 11, 1890
Si0pr Citu - Hpkinan. Jaoan
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Associated Earth Sciences, Inc.
FIN
December 5, 2003
Project No. KE03706A
CC Construction
8415 192" Street SW
Edmonds, Washington 98026
Attention: Mr. Carl Clapp
Subject: Geotechnical Evaluation
18103 84thAvenue West
Edmonds, Washington
RECEIVED
DEC - 8 2003
PERMIT COUNTER
Wil
Dear Mr. Clapp:
senting the results of
Associated Earth Sciences Inc. (AESI). is pleased to provide this letter pre This letter is
-referenced address.
our geotechnical evaluation of Lot 2 located at the above
based I on our previous work at the site, the completion of three exploration pits, and our
single-family residential construction. . This
discussions with you regarding the proposed new
for the exclusive use Of CC Construction, Mr. Carl Clapp, and his
letter has been prepared
atio to this project. Within the limitations of scope, schedule, and
ic applic n
agents for specif ted aeotechnical
In h generally accep
budget, our services have been performed in accordance wit
s area at the time our letter was
engineering and engineering geology practicesin effect in thi
express or implied, is, made. it must be understood that no
repdred: No other warranty,
p f stable slopes. Our
re ornmendations or engineering design can yield a guarantee o
It I c identify and reduce the inherent risks to the
Observations, findings, and opinions are a means to
owner.
The subject site was Lot 2 of a four -lot plat originally subdivided by Ivir. Orlo Fuller. Lot 2
cleared and graded for construction
0 square feet in area and had been I
was approximately -14,00 s not built. The southeast quarter of the lot is graded
of a previously planned house that wa
ely down to the west and steeply
relativeiy flat while the remainder of the lot slopes moderat
down to the north. A 6- to 8-foOE-high cut into native soils occurs along the ea-st side of the lot
tural fill. Current plans are to
1-.4 While the moTth-half of the lot has been graded with struc. portio , n - of the lot with a garage
construct a house with a daylight basement on the central
1 3
constructed at the northwest corner of the lot.
911 Fifth Avenue, Suite 100 Kirkland, WA98033 Phone 125 827-7701. Fax -425 827-5,12,
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P 1. , -
AESI completed a geotechnical evaluation of the lot for the previous owner, Mr, Tom Pinkum,
entitled "Geotechnical Evaluation, 18103 84" Ayenue West, Edmonds, Washington" dated
May 22, 2002. AES1 also performed part-time construction observation of site grading
activities as documented in our field reports numbers- 1. through 7 frorrijanuary 3, 2002 to May
1, 2002. These documents are attached to this letter.
The current evaluation involved the completion of three exploration pits (EP-1 through EP-3)
at the approximate locations shown on Figure 1 - Logs of the exploration pits are attached to
this letter. The purpose -of the exploration pits was to evaluate the consistency f.jhq fj 1
11 or
native soils exposed at the approximate foundation subgrade elevation for the new structure.
Exploration EP-1 encountered native soil consisting of dense to very dense, moist, brown to
gray silty sand at depth of about 6 inches below I existing site grade. Explorations EP-2 and
EP-3 encountered previously placed structural fill to the full depths explored of 41/2 and 2 feet,
respectively. Subgrade at the foundation elevation was evaluated at each location by hand
probing with a 1/2-inch-diameter steel rod. Penetrations into the subgrade soils were less than 3
inches'"'under the full body weight of the observer. In our opinion, the subgrade soi . Is are
suitable for support of the planned house foundation.
The stope on the north side of the lot is approximately 10 to 12 feet high and primarily
placed during the previous grading activities. The unprotected
composed of structural fi
slope has experienced erosion as evidenced by the occurrence of several I- to 2-foot-deep ruts
However,
on the slope face and the accumulation of transported soil at the base of the slope.
the slope appedrs to be stable and we did not observe evidenc ' e of slumping or sliding
indicative of slope failure. In our opinion, construction of tne new house will not impact the
rovided the recommendations for erosion control presented in our
stability of the slope p
previous letter and good construction practices are implemented.
Our explorations and previous site observations indicate that, from a geotechnical standpoint,
the parcel is suitable for the p�6posed development provided the recommendations containe . d
9
herein and in our previous May 22, 2002 letter are properly followed. The bearin stratum is
relatively shallow and spread.footiftg foundations may be utilized. We understand thatthe
distribution of foundation loads of the two-story, wood -frame building will be typical; . no
concentrated loads are anticipated. Consequently, foundations bearing on the dense native
soils or structural fill bearimi on the dl-nse native soils are capable of providing suitable
buildin- suppqrt. We recommend that an allowable bearing pressure of 2,000 pounds per
square foot (pst) be utilized for design purposes, including both dead and live loads. An
increase of one-third may be.used for short-term wind or seismic loading. Perimeter footines
should be buried at least 18 inches into the surrounding soil for frost protection. However, all
founded in
footings must penetra-te to the prescribed bearin.- stratum and no footing should be
or above loose, organic, or, existing fill soils. We recommend that AESI be allowed to observe
tile fouiidation subgrade conditio - ns once the foo . tirig trenches have been excavated,'but prior to
placing reinforcing steel, in order to -confirm that actual conditions are consistent with those
observed in the exploration pits.
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We are available to provide additional geotechnical consultation as the project design. develops
and possibly changes from that upon which this letter is based. 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. This plan review is not part of the current scope of work and budget.
We are also available to provide geotechnical engineering and monitoring services during
and,
construction. The integrity of the foundation depends on proper site preparation
construction procedures. In addition, engineering decisions may have to be made in the field
that variations in subsurface conditions become apparent. Construction monitoring
in the event
services are not part of this current scope of work. If these services are desired, please let us
know and we will prepare a cost proposal.
We have enjoyed working with you'on this study and are confident that these recommendations
will aid in the successful completion of your project. Should you have any questions, or
require ftirther assistance, please call us at your earliest convenience.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
Jor�k. So�nde aard, P.G., P.E.G.
Aidociate Geologist
a
JEXPIRES 2iZ7/?;��S�-
G. Aaron McMichael, P.E., P.E.G.
Senior Geotechnical Engineer
Attachments: Figure 1 - Site and Exploration Plan
Field Reports
Exploration Logs
Geotechnical Evaluation, 18103 84" Avenue West, Edmonds, Washington
(Dated May 22, 2002)
KE03700AI
Projects\21003706IXEMT WZK
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LEGEND
EP-1 N
Approximate location of exploration pit
A
NOT TO SCALE
REFERENCE: BASE MAP PROVIDED BY CLIENT.
FIGURE 1
Associated Earth Sciences, Inc. SITE AND EXPLORATION MAP
DATE 12/03
64TH AVENUE PROPERTY PROJ. NO. KE03706A
K2J EDMONDS, WASHINGTON
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0 0 G = Grain Size
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K0 0 000 Very Dense >50
little to no fines
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6 00.00.
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.A 0 0 Grained Soils Medium Stiff 4 to 8 K = Permeability
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Clayey gravel and Very Stiff 151o30
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All GC clayey gravel with sand Hard
-0 Component Definitions
..... Well -graded sand and Descriptive Term Size Range and Sieve Number
Larger than 124
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.... SW sand with gravel. little Boulders
ca to no fines Cobbles 3" to 120
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2 Silty sand and Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm)
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'd Smaller than No. 200 (0.075 mm)
0 gravel Silt and Clay
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Ln Clayey sand and (3) Estimated Percentage Moisture Content
sc Dry - Absence of moisture,
ta clayey sand with gravel affgt!Lt�
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Com 3onent dusty, dry to
Trace <5 Slightly Moist - Perceptible
Silt - sandy silt, gravelly silt, Few 51010 moisture
4) ML silt with sand or gravel Little 15 to 25 Moist - Damp but no visible
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Fines content between
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Sampler portion of 6*
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0 Elastic silt. clayey silt, silt 00 OD Sampler Type Bentonite
2. Description seal
with micaceous or Split -Spoon
MH
diatomaceous fine sand or Sampler 3.0" 00 Split -Spoon Sampler Filter pack with
LO 0
n 2 silt (SPI) blank casing
3.25" OD Split -Spoon Ring Sampler
section
0 Clay of high plasticity,
ch 0 c) Bulk sample Screened casing
-0 Ctj sandy or gravelly clay, fat 3.0" OD Thin -Wall Tube Sampler or Hydrotip
m E clay with sand or gravel (including Shelby tube) with filter pack
Grab Sample End cap
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Portion not recovered
Organic clay or silt of
(4
OH medium to high (1) Percentage by dry weight Depth of groundwater
plasticity (2) (SPT) Standard Penetration Test ATD = At time of drilling
(ASTM D-1 586) Static water level (date)
Peat, muck and other (3) in General Accordance with
M PT highly organic soils Standard Practice for Description (5) Combined USCS symbols used for
R) M D-2488) fines between 5% and 15%
0 and Identification of Soils (AST
Classifications of soils in this report are based on visual field and/or laboratory observations. which include density/consistency, moisture condition, 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 Unifed soil classirication System.
Associated Earth Sciences, Inc.
ion Log Key
Explorat
FIGURE
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LOG OF EXPLORATION PIT NO. EP-1
the named oject and should be
This log Is part of the ire re Ion of this trench at the
f pared by Associated Earth Sciences, Inc. (AESI) fc�,r
a epo omp e interpretation. This summary y to the locap
read together with th t r por'iT Ilets tiles on
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time of excavation. Subsurface condi ion may change at this location wit he passage of time. The data presented are
a simplfication of actual conditions encou ntered.
DESCRIPTION
Wediurn dense, moist to wet, brown, SILTY SAND. Y
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Advance Outwash
Dense, moist, brown to gray, SILTY SAND. Probe <1/2".
2
Bottom of exploration pit at depth 2 feet
3
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13
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16
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19
84th Avenue Property
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Edmonds, WA
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Associated Earth Sciences, Inc. Project No. KE03706A
Logged by: JNS
November 2003
Approved by: ILVI IEJ
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This log is part of
read together with
CL time of excavatio
a simplfication of
1
2
3
4
5
6
7
8
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10
11
12
13
14
15
16
17
18
19
LOG OF EXPLORATION PIT NO. EP-2
the report repared by Associated Earth Sciences, Inc. (AESI) for the named project and should be
that repoxfor corglete interpretation. This summary agplies only to the location of this trench at the
n. Subsurface condi ilons may change at this location wit the passage of time. The data presented are
actual conditions encountered.
DESCRIPTION
Loose, moist to wet, brown, SILTY SAND.
Medium dense to dense, moist, brown, SILTY SAND (Fill). Probes <2".
Bottom of exploration pit at depth 4.5 feet
------ —20
N
84th Avenue Property
E
Edmonds, WA
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Associated Earth Sciences, Inc. Project No. KE03706A
Logged by: JNS
November 2003
Approved by:
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LOG OF EXPLORATION PIT NO. EP-3,
Nssociated Earth Sciences, Inc. (AESI) for the named ect and should be
This log is part of the report repared by j Roni of this trench at the
:S read together with that repoxfor complete interpretation. This summary %plies only to the loca
CL time of excavation. Subsurface condi ions may change at this location wit the passage of time. The data presented are
a simplfication of actual conditions encountered.
DESCRIPTION
Medium dense, moist, brown, SILTY SAND. Probe <3".
2 Bottom of exploration pit at depth 1.5 feet
3
4
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12 -
13 -
14 -
15 -
16 -
17 -
18
19
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84th Avenue Property
E
W
Edmonds, WA
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Associated Earth Sciences, Inc. Project No. KE03706A
Logged by: JNS
C1 November 2003
0 Approved by:
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Assotiatdd Earth Sclences, Inc.
May 22, 2002
Project go. KE01732A'
Lighthouse Cottages and Homes
55,4 Seamont Way -
Edmonds, Wdshington 98020
Attention: Mr.. Tom Pinkum
Subject: Geotechnical Evaluation
18103 84thAvenue West
Edmonds, Washington
Dear Mr. Pinkum:
letter in
As- requested, Associated Earth Sciences, Inc. (AESI) is pleased to provide this
er is
response to the City of Edmonds Plan Review #02-138 dated April 29, 2002.. This lett
onitoring activities as
visits to. the site -to perform �arthwork m
based on our previous
referenced in our Field Report Numbers .1 through 7, review of available geologic information,
and an undated site plan, for the new home (Sheet No. 3) prepared by. Me lor & Associates.
and Homes, Mr.
use'Cottages
This letter has been prepared for the exclusive use of Lightho
cific application to this project. Within the limitations of
Tom Pinkum, and his agents, for spe
scope, schedule, and budget, our services have been. performed in accordance with generally
ffect in this area at the
accepted geotechnical engineering and engineering geology practices in e
red. No other warranty, expressed or implied, is made. it must be
thhe our letter was prepa
understood that no recorrimendkions or engineering -design can yield a guarantee of stable
slopes. Our bbservations, findings, and opinions are a means to -identify and reduce the
inherent risks to the owner.
9
The project consists of.constructing a new single-family residence with gara e on a sloping lot,
ashington. The approximately 14,000-square-
located east of 84' Avenue West in Edmonds, W
foot lot sloped down to the north at a pre -development. inclination of about 23 to 28 percent.
ge of the
Plans are to -construct a daylight basement on the north part of the lot to take advanta..,
ion* of the lot. Site grading during the early
the flatter, south port
slope.with a garage on
develop . ment of the lot removed existing., topsoil and vegetation to expose native, dense, brown,
slightly silty sand with Some grave! over the entire lot. This material is interpreted to be
911 Fifth Avenue, Suite 100 - Kirkland, WA 98033 Phone 425 827-7701 -Fax 425 827-5424
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Vashon advance outwash, which is consistent with the geologic mapping of the site as shown in
the Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles,
Washington by J.P. Minard dated 1983.
Foundations for the house will typically be placed upon the dense native sand with the
exception of the northwest corner of the house. At this location, previous grading activities
exposed minor ground water seepage that resulted in pumping and soft subgrade in this area.
Based upon the recommendation of AESI, this area around the northwest corner of the new
house was overexcavated and replaced with 2 to 21/2 feet of structural fill consisting of 2-inch-
diameter crushed rock. This material was compacted to a firm and unyielding condition
suitable for support of the proposed house. Foundations founded on the dense native sand or
soil bearing of 2,000 pounds per -
structural fill can be designed using an allowable foundation
square foot (psf). All foundations should be provided with a footing drain consisting of �-iiich-
diameter, rigid, perforated, PVC pipe placed approximately 2 inches below the bottom of the
footing and bedded in 4 inches of pea gravel wrapped in filter fabric. These drains should be
separate from the roof drains.
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All roof drains should be tightlined to an appropriate and approved stor water conveyance
facility. Storm water should not be allowed to discharge directly onto the site slopes as this
may cause slope instability and erosion. To mitigate and reduce the erosion hazard potential
and off -site sediment transport during construction, we recommend the following:
1. A rocked construction entrance should be provided.
2. Surface water should not be allowed to flow across the site over unprotected
surfaces.
3. All storm water from impermeable surfaces, including driveways and roofs,
should be tightlined to a suitable temporary storm water collection system and
tightlined to an appropriate discharge point.
4. Silt fences should be placed and maintained around the perimeter of the
downslope side of the proposed construction area throughout the entire
construction phase of the project until permanent landscaping and permanent
storm water collections facilities have been installed.
5. Soils that are to be reused around the site should be stored in such a manner as
to reduce erosion from the stockpile. Protective measures may include, but are
not necessarily limited to, covering with plastic sheeting,, the use of low
stockpiles in flat areas, or the use of hay bales and/or additional silt fences
around pile perimeters.
6. Areas stripped of natural vegetation during, construction should be replanted as
soon as possible or otherwise protected.
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Structural fill placed to date on the site has been tested by AESI and either meet the minimum
95 percent compaction when compared to ASTM:D 1556 or the material was removed and
replaced with crushed rock structural fill. If fill is to be placed on slopes steeper than 5H:IV
(Horizontal: Vertical), the base of the fill should be tied to firm, stable subsoil by appropriate
keying and benching, which would be established in the field to suit the particular soil
conditions at the time of grading. The keyway will act as a shear key to embed the toe of the
new fill into the hillside. Generally, the keyway for hillside fills should be at least 8 feet wide
and cut into the lower, dense sand or stiff silt. Level benches would then be cut horizontally
across the hill, following the contours of the slope. No specific width is required for the
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benches, although they are usually a few feet wider than the dozer being used to cut them. All
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fills proposed over a slope should be reviewed by our office prior to construction.
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After overexcavation/stripping has been performed to the satisfaction of the geotechnical
engineer/engineering geologist, the upper 12 inches of exposed ground should be recompacted
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to at least 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the
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standard or approved by the geotechni cal engineer or his representative by hand probing if the
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subgrade consist of native soil. If the subgrade contains too much moisture, adequate
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In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry
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spalls to act as a capillary break between the- new fill and the wet subgrade. Where the
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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
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layer by silt migration from below.
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After the recompacted, exposed ground is tested and approved, or a free -draining rock course
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is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non-
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ganic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts
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with each lift being compacted to at least 95 percent of the modified Proctor maximu rn density
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using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the
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backfill should be placed and compacted in accordance with current City of Edmonds
standards. The top of the compacted fill should extend horizontally outward a minimum
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distance of 3 feet beyond the location of the perimeter footings or roadway edge before sloping
down at an angle of 2H: IV.
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Based on our observation of the previously performed site grading and review of the proposed
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site plan for the new structure, in our opinion, construction of the house will not decrease the
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stability of the existing slope provided the recommendations in this letter are followed and,
good construction practices are used. The house may be supported on shallow foundations that
bear either on the dense native soils or properly prepared structural fill. Site grading activities
to date have been completed in accordance with recommendations made by AESI at the time
the work was being performed.
A representative from our firm should inspect the stripped subgrade and be present during
placement of structural fill to observe the work and perform a representative number of in-
3
place density tests. In this way, the adequacy of the earthwork may be e valuated as filling
time. it is important to understand
progresses and any problem areas may be corrected at that
uniformity or
that taking random compact ion tests on a part-time basis will not ensure
As ch, we are available to aid the owner in developing a
acceptable performance of a fill. su
suitab le monitoring and testing frequency.
We appreciate the opportunity to be of service to y ou on this project. Should you have any
ques tions regarding this lett er or other geotechnical aspects of the project, please call us at
your earliest convenience.
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Sincerely,
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ASSOCIATED EARTH SCIENCES9 INC.
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Kirkland, Washington
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G. Aaron M
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KE01732AI
PROJECTSU2001732 \KE\WP - W1K
4
FIELD REPORT
ASSOCIATED EARTH SCIENCES, INC.
911 Fifth Avenue, Suite 100 179 Madrone Lane North
Kirkland, Washington 98033 Bainbridge Island, WA981 10
425-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438
TO: Tom Pinkum
5 GLi �J'L;l
Edmonds, WA 98020 425/774-6767
ATTN: Tom Pinkum
AS REQUESTED BY: Ron Den Adel
I THE FOLLOWING WAS NOTED:
Date
Project N-ame
Project No. 2
1/03/02
Soundview/Pinkurn
KE01732
Location
Weather
th
No. end of 84 Ave W. No of 184 ST
Sw -ir 7--
Prtly cIdy 55
Municipality
Report No.
Edmonds
1
Engineer/Architect
Bldg. Permit No.
Client/Owner
C6 4
L �314 +;,i4,-uc uy
General Contractor/Superintendent
Soundview/Ron Den Adel
Grading Contractor/Superintendent
Soundview/ Ron Den Adel
AESI was on site part time today at the request of the client, Tom Pinkum.
We inspected and located bearing material beneath the soil zone on the north side of the building lot which
is located on the NE quadrant of the project area. A portion of north end of the building site had been
a excavated to an elevation of approximately 196' in elevation, which is 10 to 12 feet below the final sub
grade of the home site. A orancye tan very sandy, slightly silty till with little gravel was exposed directly
beneath the soil horizon. The contact between the dark gray topsoil and the till zone is very distinct and this
contact was clarified for the operator who will continue to excavate the lot for the remainder of the day.
A V2" 0 stainless steel hand probe was used to verify the bearing material in the one I O'x 10' area exposed
during the site visit and penetration depths of approximately I inch 47firm. and unyielding material, referred
to in the preceding paragraph was noted. This fill material is also being excavated from the SE quadrant of
the project (SE building lot) and will be used as structural fill on the NE lot. The Contractor should have
this lot excavated by early tomorrow morning (1/4/02) and we will make a site visit to verify bearing
material on the complete excavation. We have established a Proctor value for this material earlier in the year
(124.1).
We recommended that the Contractor cover the excavated fill material in the event of rain. Loose material
on the project needs to be tarped and/or Mulched . Silt fences need to be maintained along the perimeter of
the project.
Test # Location Elev. (ft) % IVIC ---T-Proctor % Compaction Pas;'/Fail
CONCERNS: SLOPE GRADE ON NORTH END OF NE BUILDING LOT. A SIGNED CONTRACT WITH Tom PINKUM
ADDITIONAL TESTS REQUIRED: YES, NE BUILDING LOT LIFTS
COPIES TO:
FIELD REP.:
R M Hall
DATE MAILED:
PRINCIPAL / PM:
JNS
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FIELD REPORT
ASSOCIATED EARTH SCIENCES, INC.
911 Fifth Avenue, Suite 100 179 Madrone Lane North
Kirkland, Washington 98033 Bainbridge Island, WA981 10
425-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438
TO: Tom Pinkum
Edmonds, WA 98020 425/774-6767
ATTN* Tom Pinkum
LAS REQLIESTE`DBY-.Ron Den Adel
THE FOLLOWING WAS NOTED:
Psoe 1 of 1
Date
Project Name
Project No.
1/04102
Soundview/Pinkurn
KE01732
Location th
No. end of 84 Ave W. No of 184 ST
Weather
Sw
Pirtly cIdy SS
Municipality
Report No.
Edmonds
2
Engineer/Architect
Bldg. Permit No.
Client/Owner
General Contractor/Superinten dent
Soundview/Ron Den Adel
Grading Contractor/Superintendent
Soundview/ Ron Den Adel
AESI was on site part time for two visits today at the request of the Client.
We monitored the excavation of the Client's lot beneath the garage area. The Contractor had not completed
the excavation to bearing sandy material at the time of the first visit. We noted a seeping spring area on the
west side of the excavation during this visit.
During the second site visit the Contractor had still not completed the complete excavation down to bearing
material. A 1/2"0 stainless steel hand probe was used to verify those areas excavated below the soil horizon
and into the sandy bearing material. Several areas of soft material were noted in the vicinity of the spring
area, which probed easily to depths of twelve inches. We recommended the Contractor excavate this
saturated material and backfill with 2 inch crushed material. Several other soft spots were noted that probe
eight to 12 inches and were brought to the attention of the Contractor while we were on site.
Jon Sonderaaard will inspect the final excavation for bearincy material durina his site visit with the Client
later today.
CONCERNS: SOFT BEARING MATERIAL IN NUMEROUS SPOTS.
ADDITIONAL TESTS REQUIRED: YES, NE BUILDING LOT LIFTS
:3 P, lZ
COPIES TO: FIELD REP.: R M Hall
DATE MAILED: PRINCIPAL / PM:
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FIELD REPORT
ASSOCIATED EARTH SCIENCES9 INC. Field Repod #:?r. Page of
Project Name P Project Number
911 Fifth Avenue, Suite 100 Y-j�7 0I '+ 32- A
Kirkland, Washington 98033 50LkAA4ke1J L-V 4 Weather
4 -827-7701 FAX 827-5424 L a on
25 e '4 !w A"w
Bldg. Permit Number
Municipality
TO: -to vx L*,t�AA AA Engineer/Architect
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Earthwork Contractor/Superintendent
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AS REQUESTED BY: LL&"'
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THE FOLLOWING WAS NOTED:
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FIELD COMPACTION EQUIPMENT UTILIZED:
AREAS OF ADDITIONAL CONCERN: -
ADDITIONAL TESTS REQUIRED: 17YES F-1 NO WHERE?
FIELD REP: "Cup --
COPIES TO:
DATE MAILED: *PROJECT MGR:
*Field Report subject to review by AESI Project Manager
FIELD REPORT
ASSOCIATED EARTH SCIENCES, INC. Field Report# Page z- of -L
' Project Name Project Number
Dale
911 Fifth Avenue, Suite 100 3 Z-A
Kirkland, Washington 98033
Loc Weather
425-827-7701 FAX 827-5424 Location
TO: Engineer/Architect
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Client/Owner
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ATTN:
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arthwork ontractor/Supenntendent
AS REQUESTED BY:
THE FOLLOWING WAS NOTED:
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FIELD COMPACTION EQUIPMENT UTILIZED:
AREAS OF ADDITIONAL CONCERN:
lncr% 17yr_-, FINO WHERE?
ADDITIONAL TES 15 REQUI
COPIES TO: FIELD REP:
DATE MAILED: *PROJECT MGR
*Field Report subject to review by AESI Project Manager
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ASSOCIATED EARTH IN(;.
911 Fifth Avenue, Suite 100 179 Madrone Lane North
Kirkland, Washington 98033 Bainbridge Island, WA98110
425-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438
Date
Project Name
Project No.
1/05/02
Soundview/Pinkum
KE01732
Location
Weather
th
No. end of 84 Ave W. No of 184 ST
Sw
Prtly cIdy 55
Municipality
Report No.
Edmonds
4
Engineer/Architect
Bldg. Permit No.
Client/Owner
General Contractor/Superintendent
Soundview/Ron Den Adel
Grading ContractorlSuperintendent
Soundview/ Ron Den Adel
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FHL VULLUVVINU VVAO NU I MU:
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Test #
1 pass 2
2 pass 4
3 pass 5
4 pass 6
Location DD
Center 108.6
Center 107.9
-Center 107.1
Center 106.9
_-Eley. (ft)
-11,
-11,
-11,
-11,
%IVIC
20.2
21.4
21.6
22.6
Proctor
124.1
124.1
124.1
124.1
% compaction—
87.5 —
86.9
86.3
86.1 —
Pass/Fail
— F
F
F
F
CONCERNS: CONDITIONS TOO WET, MATERIAL TOO WET.
D1557
ADDITIONAL TESTS REQUIRED: YES, LIFTS ON NORTH END OF PROPERTY
COPIES TO: FIELD REP.: R M Hall
JNS �k
DATE MAILED: PRINCIPAL / PM: __4 YO
ASTIVI
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ASSOCIATED EARTH SCIENCES, INC.
911 Fifth Avenue, Suite 100 179 Madrone Lane North
Kirkland, Washington 98033 Bainbridge Island, WA981 IQ
425-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438
4
-4
TO: Tom Pinkum
S'5� !S--�o4c,4 LJ&--i
Edmonds, WA 98020 425/774-6767
ATTN: Tom Pinkum
AS REQUESTED BY: Ron Den Adel
THE FOLLOWING WAS NOTED:
Pnnp 1 nf 1
Date
2roject No.
1115/02
<EO1732
Location th
No. end of 84 Ave W. No of 184 ST
Weather
Sw
Prtly cIdy 55
Municipality
Report No.
Edmonds
5
Engineer/Architect
Bldg. Permit No.
ClienlJOwner
General Contractor/Superintendent
Soundview/Ron Den Adel
Grading Contractor/Superintendent
Soundview/ Ron Den Adel
AESI was on site part time today at the request of the Client to inspect the site and check the onsite backfill
material for moisture content.
We observed that the excavation area had been drained of all water from last weeks rains from a sump
located on the NW quadrant of the excavation to drain standing water on the west side of the excavation.
The initial lift, which failed compaction tests was very muddy and should be removed prior to any further lift
activity and brought down to the gravel base on the west side and the excavated base on the east side.
Moisture readings were taken of the stockpiled material and moisture readings of 21-23 )% were noted. In
our opinion this material is currently too wet to properly compact without further drying.
CONCERNS:
ADDITIONAL TESTS REQUIRED:
COPIES TO: FIELD REP.: R M Hall
DATE MAILED: PRINCIPAL/ PM: _JLNS�
ASTIVI D 1557
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FIELD REPORT
4SSOCIATED EARTH SCIENCES, INC
911 Fifth Avenue, Suite 100 179 Madrone Lane North
"<irkland, Washington 98033 Bainbridge Island, WA981 10
125-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438
TO: Tom Pinkum
5Sq '�e4ea,,t- Qc%,�J
Edmonds, WA 98020 4251774-6767
ATTN: Tom Plinkum
AS REQUESTED BY: Ron Den Adel
,THE FOLLOWING WAS NOTED:
4
Pacie I of 1
Date T—Projectirsiame
Project No,
1/16/02
Soundview/Pinkum
KIE011732
Location
ST
Weather
No. end of 84 Ave W. No of 18 4th
Sw
Ovrcst 40
Municipality
Report No.
Edmonds
6
Engineer/Architect
Bldg. Permit No.
Client/Owner
L4,,1hu,64 14&-1-S �- '--
-d'e--neral Contractor/Superintendent
Soundview/Ron Den Adel
Grading Contractoribupennienuent
L Soundviewl Ron Den Adel
AES1 was on site part time for two visits today at the request of the Client.
We were called to inspect backfill material located in downtown Edmonds for use on the property. The
material in question was a brown gravelly, silty till with some cobbles. A Troxler '440 was used to take
moisture readings on the material, which was running from 12-14 percent moisture content.
The Contractor was currently hauling in several loads of this material on to the building site. We
recommended doing a test strip of the import material over a 24 inch gravel layer of 2 to 4 inch material. A
strip of material was backfilled to approximately 12 inches in thickness and test rolled with a smooth
vibratory roller. Excessive pumping was noted after* 3 passes and it was determined that the material was too
wet by a few percentage points. The material is acceptable if it is dry enough. The Contractor is considering
stockpiling some of this material on site for later use.
COMPACTION EQUIPMENT: SMOOTH VIBRATORY ROLLER (SMV) ASTM
D 1557
ADDITIONAL TESTS REQUIRED:
COPIES TO: FIELD REP.: R M Hall 4
PRINCIPAL / PM: JNS r d1l � 11,11
DATE MAILED: 4---42; :1
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FIELD REPORT
--SSOCIATED EARTH SCIENCES, INC.
911 Fifth Avenue, Suite 100 179 Madrone Lane North
V-irkland, Washington 98033 Bainbridge Island, WA981 10
1 5-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438
TO: Tom Pinkum
604"2,L% �� (41�
5 5%t Se--, m-,. 1, W"
.J
Edmonds, WA 98020 425/774-6767
--ATTN: Tom Pinkurn
AS REQUESTED BY: Ron Den Adel
,4E FOLLOWING WAS NOTED:
I
Pane I of 1
Date
T—Project Name
Project No.
5/1102
Soundview/Pinkurn
KE01732
Location
Weather
1h
No. end of 84 Ave W. No of 184 ST
Sw
prtly c1dy 55
Municipality
Report No.
Edmonds
7
Engineer/Architect
Bldg. Permit No.
Client/Owner
General Contractor/Superintendent
Soundview/Ron Den Adel
Grading Contractor/Superintendent
Soundviewl Ron Den Adel
AESI was on site part time today at the request of the Client. We were asked to do a footing check the
.-zxcavation base, which had sat dormant for the winter due to wet weather conditions. The client had
I originally intended to place about 12 feet of structural backfill in this area located on the north side of the
'property lot. The client has determined to place a daylight basement in this location in lieu of the lifts
originally intended. The area measures, by pace approximately -3 ) 7 � x -3 ) 7' in both N/S and E/W directions
and is at the grade level desired by the client to place the structure.
' The NW portion of this excavation had a spring head and an area of about 20' NS x 20' E/W was mucked
out last winter and about 2-3 feet of quarry spall was placed in this area. The remainder of the excavation
exposed very sandy tills and was, at that time, firm and unyielding.
"' We hand probed the complete excavation base exposure with a 1/2" Ostainless steel hand probe and
"penetration depths of .5 to 1.5" to firm and unyielding material were noted in all locations. No standing
water was noted anywhere in the excavated area. A 'minor amount of excavation is necessary around the SE
i 4 corner of the basement footing area of less than 12" which is already in the sandy tills and we would
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'anticipated similar bearing conditions here.
We recommended approximately 61' of 5/8" crushed material be backfilled and then rolled on this basement
slab footing area prior to installation of the slab and basement footings durina a conversation with -the client
�Jlast week. inQ material.
Jn our opinion the excavation base at it!S Current level has passed inspection as bear _
Test #
Location
Elev. (ft) T
% IVIC 1
Proctor 1
% Compaction Pass/Fail
r-ONCERNSMINOR EXCAVATION REQ. AROUND SW CORNER.
DDITIONAL TESTS REQUIRED:
FIELD REP.: R M Hall
COPIES TO:
DATE MAILED: (�Jp -2- PRINCIPAL / PM: J N S
ASTIVI D 1557
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Associated Earth Sciences, Inc.
4
January 23, 2004
Project No. KE03706A
Cy poxpq7
CC Construction
8415 192"' Street SW
Edmonds, Washington 98026 z
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Attention: Mr. Carl Clapp
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Subject: Response to City of Edmonds Review Conu-nents M 0
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18103 84hAvenue West 0
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Edmonds, Washington
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Reference: City of Edmonds
Plan Review Comments
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December,17, 2003 -n
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Associated Earth Sciences, Inc. 0
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Geotechnical Evaluation
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December 5, 2003' M
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Dear Mr. Clapp:
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As requested, Associated Earth Sciences, Inc. (AESI) presents this letter in response to the
ESI has addressed the
above -referenced City of Edmonds review comments. Specifically, A C/)
bject comment shown z
ueotechnical issues. contained in Comment No. 4. Please see the su G
below in italics, followed by our responses.
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4. "Soils R!eport: Provide reconimendations for retaining ivall1rock-en? design with sloped
backfill, expected total and differential settlements for footings bearing (it one end on native
soils and at the other end on structural fill, especially during a seisinic, event as defined in
UBC Division IV, and lique/iiciion potential due to the presence of water.
827-7701 - Fax 125 827-5424
911 Fifth Avenue, Suite 100 - Kirkland WA 98033 Phone 125
"Rockery installation niust comp�y with the requirements of the City of Edmonds Handout # 21.
Special inspection is required for rockeries. See tiered rock-ery section of handout including
details.
Review of the proposed site grading plan indicates that a 2-foot-deep cut will be required to
achieve the proposed crawl space elevation within the southeast section of the house. Two 4-
foot-high, tiered rockeries are proposed for the small (6- to 8-foot-high) cut slope located along
the east side of the lot. The southeast corner of the house will be within 4 feet of the lower
rockery, and the upper rockery will be approximately 6 feet back from the lower rockery.
Further, the back slope behind the rockeries will be nearly level. See the attached Rockery
Sketch. Given this foundation/rockery geometry, it does not appear that any significant
surcharge loads will be induced on either the lower rockery or the perimeter foundation wall of
the house. Thus, no special design criteria are required other than use of standard -rockery
construction techniques as shown in the City.of Edmonds "Rockery and Retaining Wall Permit
Requirements".
The foundation excavation for the proposed house will expose natural, dense, outwash silty
sand within the southeast section, -and approximately 2 to 4 feet of dense, silty,sand structural
fill within the northwest section of the foundation. As discussed in the above -referenced letter,
AESI recently completed 3 test pit excavations on the site to evaluate the consistency of the
fill. The fill soils exhibited medium dense to dense conditions and were firm and' unyielding
when probed with a steel rod under full body weight of the observer. Thus, it is our opinion
that the structural fill is suitable for support of the planned house, foundation. We recommend
that AESI be allowed to observe the foundation subgrade conditions once the footing trenches
have been excavated and prior to placement of forms and steel in order to confirm that the
actual conditions are consistent with those observed in the exploration pits. Total and
differential settlements, for foundation elements designed using the recommended 2,000
pounds per square foot soil bearing capacity, are anticipated to be less than I inch and 1/2 inch,
respectively. Seismic events should not induce significant settlement within the site's dense
natural soils or compacted structural fill.
Some seepage was encountered \�ithin the lower southwest corner of the lot. This area was
cleared of unsuitable woody debris and soft soils, and filled with compacted, 4- to 6-inch
quarry rock. Silty sand structural fill was then placed above the rock. Due to the dense
consistency of the natural site soils and compacted structural fill, the presence of the observed
seepage does not present a liquefaction hazard for this lot.
The proposed rockery walls are being placed against dense cut soils, and are spaced far enough
apart to avoid surcharging the proposed house foundation and the lower rockery. In our
opinion the proposed rockeries meet the requirements of the City of Edmonds Handout # 21.
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