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December 18, 2002
HWA Project No. 2002000-21 Task 17
NorWes Construction Inc.
123 - 4'h Avenue North, Suite 2
Edmonds, Washington 98020
Attention: Mr. Lee McArthur
MWI I
HWAGEOSCIENCES INC.
19730-64TI-I AVE.. W., :;Ullf. 200
LYNNWOOD. WA 911026-5957
TEL. 425-774-0106
FAX. A25-77/9-2414
www.flwitfitlt)!.ciatic,c-!;.(:c)tln
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RECEIVED
DEC 19 2002
PERMIT COUNTER
Subject: GEOTECHNICAL REPoRT
Proposed Residence, Lot 2 of City of Edmonds Short Plat No. 5-15-80
which is portion of Lot 1, Block 3 Admiralty Acres
18001 - 76th Avenue West, Edmonds, Washington
Dear Mr. McArthur;
This report presents the results of a geotechnical investigation for a proposed residence on
76h Avenue West at 180'h Street in Edmonds, Washington. Our work included site
reconnaissance, profiling a previously excavated test pit, engineering analyses, and
preparation of this' letter report.
PROJECT DESCRIPTION
The plans show the project consists of a 2-story, timber -framed, house with triple garage, and
footprint dimensions of about 49 feet by 45 feet (total area of 2,169 square feet). The house
is planned with a crawlspace and 16-inch wide strip footings designed for an allowable
bearing pressure of 2,000 psf. To accommodate the house, excavation to 'about 5 feet below
existing ground is required on the north and east of the footprint, while on the southwest,
garage floor level will be set lower than I" floor level in the house to reduce the need for
structural fill. A low (approximately 5.5-foot high) rockery wall is planned to support the cut
slope on the northeast of the property..
A sanitary sewer connecting to the existing municipal sewer along 180'h Street SW will be
provided, and stormwater will discharge through a detention pipe to a ditch along the eastern
side of 76th Avenue W.
SITE DESCRIPTION AND OBSERVATIONS
The property is situated on the eastern side of 76h Avenue W and the southern side of 180
Street SW. Established single-family dwellings surround the property with undeveloped land
(part of the Snohomish County Park) to the northwest. Ground slopes are from northeast to
southwest resulting in an elevation difference of 17 feet. On the property immediately to the
south, a series of small dams have been constructed to provide ornamental ponds.
Large trees with average trunk diameters of I to 2 feet are present. The understory
C41TY COPY -
A.
GEM. OGY
GEOUNVIRONMI NIAI, SER41CUS
I IYDROG 1'01 OGY
GrnrECIINWAI FiNGINFERING
TESTING & I NSIT0 ION
December 18, 2002
A
HWA Project No. 2002000-21 Task 17
7A
vegetation consists mainly of ivy. We observed several trees with curved trunks, which is
typically indicative of surficial soil creep. However, the apparently random. distribution of
trees with curved trunks indicates that general slope movements are not occurring.
SUBSURFACE CONDITIONS
The geological map by Smith, M (1975), "Preliminary Surficial Geological Map ofthe
Edmonds East and Edmonds West Quadrangles " shows that the property is underlain by
Esperance Sand and is located immediately below the contact with the overlying glacial till.
A later geologic map by Minard, J-P (1983), "Geologic Map ofthe E dmonds East and Part
ofthe Edmonds West Quadrangles" identifies the sand as advance outwash.
The soil profile encountered in a test pit excavated near the center of the planned footprint is
as follows:
Depth (feet Soil Description
2
.0
0 to 2 Loose to medium dense, brown, fine to medium SAND.
2 to 3 Soft, dark brown, peaty SILT to organic SILT.
3 to 5 Medium dense to dense, fine to medium
sand with
some silt and scattered gravel (Advance Outwash).
Slow seepage was observed at the base of the test pit, and after 4 days, the ground water had
risen to 3 feet below ground.
It should be noted that the stratigraphic contacts described represent the approximate
boundaries between soil types; actual transitions may be more gradual. Moreover, the soil
and ground water conditions are only for the specific dates and locations reported and,
d
therefore, are not necessarily representative of other locations and times. It is anticipated that
water conditions will vary depending on seasonal precipitation, local subsurface conditions
and other factors.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
0
Based on the investigation, we conclude that the lot is suitable for the planned developmed,
and slope stability will not be detrimentally influenced by the development. An important
component of ensuring stability is the provision of adequate surface and subsurface drainage.
Footing drains should be installed around the perimeter of exterior walls and behind the heel
of retaining walls.
The house should be supported on conventional spread footings bearing on undisturbed
advance outwash sand below the peaty silt layer.
200200-21 Norwcs construction 2 HWA GEOSCIENCES INC.
SLOPE STABILITY
According to the site plan, the steepest slopes on the site are about 20% (measured over a
vertical drop of 10 feet). The soil conditions encountered in the test pit consist of advance
outwash sands below a capping of sand (probably recessional outwash) over a peaty layer.
Seepage is present within the advance outwash.
The only evidence of potential slope movement is the bent trunks of some trees. However,
inspection of the trees in relation to soil profile and general- site topography indicates that any
movement is likely surficial and probably related to the peaty layer.
We consider that if building foundations are extended below the peaty layer onto advance
outwash, and adequate drainage is provided to discharge seepage occurring near the contact
with peaty silt, then the risk of slope instability will be very low.
STRUCTURAL FILL MATERIALS AND COMPACTION
For the purposes of this report, material used to raise grades or placed under structures is
classified as structural fill. Imported structural fill should consist of clean, free -draining,
granular soils free from organic matter or other deleterious materials. Such materials should
comprise particles of less than 4-inch maximum dimension, with less than 7% fines (portion
passing US Standard No. 200 sieve), as specified for "Gravel Borrow' in Section 9-03.14(l)
of the WSDOT Standard Specifications (WSDOT 2002). The fine-grained portion of
structural fill soils should be noin-plastic.
Structural fill soils should be moisture conditioned, placed in loose horizontal lifts less than
8-inches thick, and compacted to at least 95% of the maximum dry density as determined
using ASTM D 1557 (Modified Proctor). Achievement of proper density of a compacted fill
depends on the size and type of compaction equipment, the number of passes, thickness of
the layer being compacted, and soil moisture -density properties. In areas where limited
space restricts the use of heavy equipment, smaller equipment can be used, but the soil must
be placed in thin enough layers to achieve the required relative compaction. Generally,
loosely compacted soils result from poor construction technique or improper moisture
content. Soils with high fines contents are particularly susceptible to becoming too wet, and
coarse -grained materials easily become too dry, for proper compaction.
Although the sandy materials encountered in the test pit have some fines content, they are
likely a suitable backfill provided they are placed in dry weather and compacted to at least
95% of maximum.dry density as determined using ASTM D 1557.
SEISMIC CONSIDERATIONS
The project site lies within Seismic Zone 3 as defined in the 1997 Uniform Building Code
(UBC). Zone 3 includes the western portion of Washington and represents an area of
200200-21 Nor Wes Constniction
December 18, 2002
HWA Project No. 2002000-21 Task 17
relatively high seismic risk. We recommend that a soil profile type SD be used for design.
0-
FOUNDATION DESIGN CONSIDERATIONS
Spread and strip footings should extend through the upper sandy material and peaty silt to
bear on medium dense to dense advance outwash below the peaty silt. All exterior footings
should be founded at least 18 inches below the lowest adjacent finished grade;* interior
footings should be founded a minimum of 12 inches below the top of adjacent slabs or floors.
Footings should designed for a maximum allowable bearing pressure of 2,000 psf, subject to
minimum footing widths of 16 and 24 inches for continuous strip and isolated column
footings, respectively. The- recommended maximum allowable bearing pressure may be
increased by 1/3 for short-term transient conditions such as wind and seismic loading.
Provided construction is accomplished as recommended herein, and for the anticipated
foundation loads anticipated, we estimate differential settlements between adjacent load -
bearing foundations to be less than I- inch.
We recommend that the peaty layer be removed from below the entire building footprint to
prevent the potential for decomposition odor and the possible accumulation of methane gas
in the crawlspace. Alternatively, A 20-mil thick polyethylene membrane with sealed joints
should be provided to seal the ground surface in the crawlspace, and sufficient crawlspace
ventilation should be provided to vent any odor and gases that may accumulate.
FOOTING CONSTRUCTION CONSIDERATIONS
All footing excavations should be trimmed neat and the excavation bottoms should be
carefully pre ared such that disturbance and the need for over -excavation of native soils is
P
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avoided. All loose or softened soil should be removed from the footing excavation prior to
placing reinforcing steel. We recommend that HWA should observe footing excavations
prior to pouring concrete, to verify that the recommendations of this report have been
3!" -
followed and that an appropriate bearing stratum has been exposed.
If footing excavations are open during the winter or periods of wet weather, we recommend
that a lean concrete mat or mud -slab, be placed to help protect the subgrade from disturbance
until the footings are poured. Furthermore, if localized ground water seepage occurs into
open footing excavations, dewatering from appropriately placed sumps may be required.
RoCKERY WALL
We understand that the planned rockery retaining wall will have a maximum height of about
5.5 feet. We understand that the wall is exempt from City of Edmonds permit requirements,
because the wall is less than 8 feet high, retains a cut slope, and -does not support a surcharg(l A
and/or impound flammable liquid. We recommend that wall construction should follow the
200200-21 Nor Wes Construction
4 HWA GHOSCIENCES INC.
December 18, 2002
HWA Project No. 2002000-21 Task 17
requirements outlined in the City of Edmonds Development Information document "Rockery
and Retaining Wall Permit Submittal Requirements ". Positive drainage should be provided
behind the heel of the wall to prevent the buildup of hydrostatic pressures.
SITE DRAINAGE
Roof drains should carry all runoff via a tightline to the storm drain.
Perimeter footing drains should be provided behind all foundation walls and retaining wal Is
as shown. Roof downspouts and footing drains should not be connected to reduce the
potential for clogging and back flooding of the perimeter drains.
EROSION CONSIDERATIONS
Erosion during construction can be minimized by careful grading practices, the appropriate
use of silt fences and/or straw bales. 'Me site should be seeded and growth of vegetation
should be encouraged as soon as possible after grading.
Surface runoff control during construction should be the respon . sibility of the contractor. All
collected water should be directed under control to a positive and permanent discharge
system. Permanent control of surface water should be incorporated in the final grading
design. Water should not be allowed to pond immediately adjacent to foundations or paved
areas. Grading measures, slope protection, ditching, sumps, dewatering, and other measures
should be employed as necessary to permit proper completion of the work.
WET WEATHER EARTHWORK
The on -site soils are moisture sensitive and may be difficult to handle or traverse with
construction equipment during periods of wet weather. General recommendations relative to
earthwork performed in wet weather or in wet conditions are presented below. Th I ese
recommendations should be incorporated into the contract specifications and should be
required when earthwork is performed in wet conditions.
1) Earthwork should be performed in small areas to minimize exposure to wet
weather. Excavation or the removal of unsuitable soil should be followed
promptly by the placement and compaction of clean structural fill. The size and
type of construction equipment used may have to be limited to prevent soil
disturbance.
2) Material used as structural fill should consist of clean granular soil with less than
5% passing the No. 200 sieve, based on wet sieving the fraction passing the
%-inch sieve. The fine-grained portion of the structural fill soils should be non -
plastic. These are additional restrictions on the structural fill materials described
above.
200200-21 Nor Wes Construction
5
HWA GEOSCIENCES TNC.
. .
. . . . . . . . . . .
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3) The ground surface within the construction area should be graded to promote run-
off of surface water and. to prevent the ponding of water.
4) Excavation and placement of structural fill material should be monitored by
someone experienced in wet weather earthwork to determine that the work is
being accomplished in accordance with the project specifications and the
recommendations contained herein.
CONDITIONS AND LUMTATIONS
We have prepared this letter report for use by Nor Wes Construction, Inc. for use in the
design and construction of a single-family residence on the above lot. This report should be
provided to prospective contractors for their bidding or estimating purposes, but conclusions
and interpretations included in this letter report should not be construed as our warranty of
the subsurface conditions. Experience has shown that soil and ground water conditions can
vary significantly over small distances. Inconsistent conditions can occur between
explorations and may not be detected by a geotechnical study. If, during future site
operations, subsurface conditions are encountered which vary appreciably from those
described herein, HWA should be notified for review of the recommendations of this letter
report, and revision of such if necessary.
This report is issued with the understanding that it is the responsibility of the owner to ensure
that the information and recommendations contained herein are brought to theattention of
the appropriate design team personnel and incorporated into the project plans and
specifications. It is also the owner's responsibility to see that the necessary steps are taken to
verify that the contractor and subcontractors carry out these recommendations in the field. In
this regard, we recommend that HWA be retained to review the plans and specifications. We
also recommend that HWA be retained to monitor the geotechnical aspects of construction,
The scope of work did not include environmental assessments or evaluations regarding the
presence or absence of wetlands or hazardous substances in the soil, surface water., or ground
water at this, site. This firm does not practice or consult in the field of safety engineering.
We do not direct the contractor's operations and we cannot be responsible for the safety of
personnel other than our own on the site; the safety of others is the responsibility of the
contractor. The contractor should notify the owner if any of the recornmended actions
presented herein are considered unsafe.
200200-21 Nor Wes Construction 6
HWA GEOSCIENCTS INC.
52
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Height Calculation/Grading Verlification Worksheet
Address" Permit #j oo? flop, 0 0
Date.
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A. Datum Point:
B. Datum Point Elevations. 0,3 %0 0
C. Average Grade, re 0
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4. Reference Point Elevation Shot to House.
(datum elevation)+ 10il grade to transit level line shot to house)
lurements from Iffie shot onto house to roof fidgee
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a
Conclusion.
(actual) is greatei( ess n (allowed); therefore the house is/
is not over the height requirement per ECDC 16.20.30 requirements
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PAT& RECEIVED
PERMIT EXPIRES
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USE PERMIT
ZONE 15 NUMBER
CITY OF EDMONDS
JOB SUITE/APT#
CONSTRUCTION PERMIT APPLICATION ADDRESS ��/ :� 1�
OWNER NAMEIN E OF BU INESS AW bu
PLAT NAME/SUBDIVISION NO. LOT NO. LID NO.
/V an LID FEE $
15 MAILING ADDRESS I - TESCP Approved
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP RW Permit RoquWwed
Strom Use Permit Roq'd
CITY ZIP ELEPHONE EXISTING — PROPOSED Inspection Required
SIdevrOk Required
REQUIRED DEDICATION— FT Underground
775 -55�ti uired
NAME METER SIZE LINE SIZE NO. OF FIXTURES PPV R9001)
0 YE013' NO 13 z
ADDRESS REMARKS
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE
CITY ZIP ITELEPHONE ,nJ Io
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NAME CBL#
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STATE LICENSE NUMBER EXPIRATION DATE CHECKED Ely REQ'D POSTED M
76 i�W SEPA REVIEW SIGN AREA OYES )K $ HEIGHT
PROPOS 9
PROPERTY TAX ACCOUNT PARCEL NO. EXEMPT ALLOWED PROPOSED ALLOWED ED
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RESIDENTIAL LOT COVERAGE OEQUIRED SETBACKS (FT.) PROPOSED SETBACKS (Fr.) 0
NEW ta-15LUMBING MECH ALLOWED PROPOSED FRONT SIDE 419VII- FRONT LIRSIDE REAR— M
COMPLIANCE OR of 2 0
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DESCRIBE WORK TO BE DONE 0 Fn
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GLAZiN LOT SLOPE_ Building Permit City Surc�!�
-AS I /I/ - 0
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PLAN CHECK NO: VESTED I1kTE Plumbing
Mechanical'
THIS PERMIIT AUTHORUIES OkLY THE WORK NOTED. THIS PERMIT COVERS W RK TO
I= BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC Grading
2 DOMAIN (CURBS, SIDEWALKS. DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
SEPARATE PERMISSION.
Engr. Review
PERMITAPPILICATIOWASdDA4S ': I I .
IL PERMIT LlMrr I YEAR - PROVIDED WORK 18 STARTED WITHIN 180 DAYS Epgr. Inspection
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
Fire Review Plan Chk. Deposit
S
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS. ASSIGNS AND SUCCESOR'
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IN INTEREST, AGREES TO INDEMNIFY. DEFEND AND HOLD HARMLESS THE C17Y OF
EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Ins.pection Receipt #
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ArdsING DIRECTLY OR INDIRECTLY /07
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 Landscapeinsp- Total Arnt. Due -1, -T
NOR UMIT.IN WAY THE ClT.Y`S ABILITY TO ENFORCE ANY ORDINANCE PROVISION. -
Recording Fee Receipt # Z;K _/1
I HEREBY. ACKNOWLEDGE THAT I'HAVt�EAD THIS APPLICATION: THAT THE INFORMATION
GIVEN IS CORRECT; AND THAT I AM E OWNER, OR THE DULY AUTHORIZED AGENT OF APPUCATION APPROVAL
THE OWNER. I AGREE To COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC' CALL This application Is not a permit until signed by the
TION; AND IN DOING THE WORK AUTHOR12ED THEREBY. NO PERSON WILL BE EMPLOYED Building Official or his/her Deputy: and roes are paid, and
IN VIOLATION OF BOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt Is acknowledged in space provided.
�NORKMENS N.iNSURANCE AND RCW 18.27. OFFIC14P)SIGOI
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BIG RE N M DATE SIG�ED 2-
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771-0220 1-; 1 IDATE M
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ATTENTION,�4Z EXT 1333 -7 -71
IT IS UNLAWFUL TO US1EARR`0qC4UY A BUILDING OR STRUCTURE UNTIL
A OINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- ORIGINAL - FILE YELLOW - INSPECTO
OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK - OWNER GOUD - ASSESSOR
04/02 .0 GREEN - ACCOUNTING
PRESS HARD -YOU AAE MAKING 5 COPIES