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RECEIVE®
426 W. CEDAR ST.
GEOTECHNICAL REPORT
3641 OLD BELFAIR HIGHWAY
BELFAIR, WASHINGTON
PREPARED FOR
ROBERT ROGERS JR.
BY
GEOTECHNICAL TESTING LABORATORY
OLYMPIA, WASHINGTON
MAY 4, 2007
TO BE KEPT IN THE
PARCEL FILE
GEOTECHNICAE TESTING LABORATORY
CONTACT INFORMATION
PREPARER INFORMATION
GTL PROJECT NUMBER: 07-0218
CONTACT: LANCE LEVINE
ADDRESS: 10011 BLOMBERG STREET SOUTHWEST
OLYMPIA,WASHINGTON 98512
TELEPHONE: (360)754-4612
FACSIMILE: 360 754-4848
( )
EMAIL ADDRESS: GEOTESTLAB@COMCAST.NET
CLIENT INFORMATION
CLIENT: ROBERT ROGERS JR.
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TELEPHONE: (360) 710-5310
BILLING ADDRESS: P.O.BOX 41
BELFAIR,WASHINGTON 98528
SITE ADDRESS: 3641 OLD BELFAIR HIGHWAY
BELFAIR,WASHINGTON 98528
PARCEL: 123094100160
GPS LOCATION: N470 29.812' W1220 48.204'
10011 Blomberg Street SW, Olympia, WA 98512 2
Phone#: (360)754-4612 Fax#: (360) 754-4848
GEOTECHNICAE TESTING LABORATORY
TOR
SCOPE OF UNDERSTANDING
ROBERT ROGERS JR.
P.O. Box 41
BELFAIR,WASHINGTON 98528
RE: GEOTECHNICAL REPORT
3641 OLD BELFAIR HIGHWAY
BELFAIR,WASHINGTON 98528
PARCEL123094100160
N470 29.812' W122° 48.204'
Mr. Rogers:
As per your request, we have conducted a soils exploration, foundation evaluation, and slope stability analysis for
the above-mentioned parcel. The results of this investigation,together with our recommendations,are to be found
in the following report. We have provided three copies for your review and distribution.
The data from a collected sample has been carefully analyzed to determine soils bearing capacities, footing
embedment depths and building setback distances. The results of the exploration and analysis indicate that
conventional spread and continuous wall footings appear to be the most suitable type of foundation for the support
of the proposed structure. Some variability was encountered in comparing the soil profiles of the site. Net
allowable soil pressures, embedment depth, and total expected settlements have been presented for the site later in
the report.
We are also a full service laboratory that can meet all your building, testing (compaction, asphalt, concrete), and
special inspection needs. We appreciate this opportunity to be of service to you and we look forward to working
with you in the future. If you have any questions concerning the above items,the procedures used,or if we can be
of any further assistance please call us at the phone number listed below.
Respectfully Submitted,
GEOTECHNICAL TESTING LABORATORY
ga_��w ro_�
Harold Parks, L.G., L.E.G.
Senior Engineering Geologist
10011 Blomberg Street SW, Olympia, WA 98512 3
Phone#: (360) 754-4612 Fax#: (360) 754-4848
GEOTECHNICAL TESTING LABORATORY
TABLE OF CONTENTS
CONTACTINFORMATION................................................................................................................................ 2
SCOPE OF UNDERSTANDING...........................................................................................................................3
INTRODUCTION...................................................................................................................................................
SITECONDITIONS............................................................................................................................................... 6
SURFACE CONDITIONS .......................................................................................................................................... 6
SITEGEOLOGY...................................................................................................................................................... 7
SITESOILS............................................................................................................................................................. 8
SUBSURFACEEXPLORATIONS ............................................................................................................................... 8
SUBSURFACECONDITIONS.................................................................................................................................... 8
SLOPESTABILITY..................................................................................................................................................9
CONCLUSIONS AND RECOMMENDATIONS.............................................................................................. 10
GENERAL............................................................................................................................................................. 10
GEOLOGICALLYHAZARDOUS AREAS...................................................................................................... 1 I
LANDSLIDE HAZARD CLASSIFICATION................................................................................................................ 1 1
SEISMIC HAZARD CLASSIFICATION..................................................................................................................... 11
EROSION HAZARD CLASSIFICATION.................................................................................................................... 12
SLOPESTABILITY................................................................................................................................................ 12
BUILDINGSETBACK ............................................................................................................................................ 13
SEISMIC—LIQUEFACTION HAZARD.................................................................................................................... 15
EROSIONCONTROL............................................................................................................................................. 15
EARTHWORK..................................................................................................................................................... 16
SITEPREPARATION.............................................................................................................................................. 16
STRUCTURALFILL............................................................................................................................................... 16
SUITABILITY OF ONSITE SOILS AS FILL............................................................................................................... 17
CUTAND FILL SLOPES......................................................................................................................................... 17
FOUNDATIONSUPPORT....................................................................................................................................... 18
FLOORSLAB SUPPORT ........................................................................................................................................ 18
RETAINING WALLS.......................................................................................ERROR! BOOKMARK NOT DEFINED.
RETAINING WALL ALTERNATIVES...............................................................ERROR! BOOKMARK NOT DEFINED.
SITEDRAINAGE...................................................................................................................................................20
SEPTICIMPACT....................................................................................................................................................20
LIMITATIONS.....................................................................................................................................................21
FIGURE1 VICINITY MAP..................................................................................................................................... 22
10011 Blomberg Street SW, Olympia, WA 98512 4
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GEOTECHNICAE TESTING LABORATORY
INTRODUCTION
This report summarizes the results of our geotechnical consulting services for the proposed garage and existing
single-family residence. The site is located along the southeast-facing hillside overlooking the Union River
Valley in Mason County. The site is approximately 3.4 miles north of Belfair, Washington. The location of the
site is shown relative to the surrounding area on the Vicinity Map, Figure 1.
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Our understanding of the project is based on our discussions with you and our explorations and review of the site.
We understand that the parcel is to be developed with a garage near the existing single-family residence. The site
will be accessed by an existing driveway from Old Belfair Highway. In general, grading will consist of the
excavation of the foundation and footings. The approximate layout of the site is shown on the Site Plan, Figure 2.
The site slopes toward the southwest, south, and southeast from the proposed building location. The steepest
slope measured onsite was approximately 45 percent. Therefore, Mason County requires that a geotechnical
report be prepared in accordance with the Critical Areas Ordinance.
The purpose of our services is to evaluate the surface and subsurface conditions at the site as a basis for providing
geotechnical recommendations and design criteria for the project and to satisfy the requirements of the Mason
County Critical Areas Ordinance. Geotechnical Testing Laboratory is therefore providing geologic and
hydrogeologic services for the project. Specifically, our scope of services for this project will include the
following:
1. Review the available geologic, hydrogeologic,and geotechnical data for the site area.
2. Conduct a geologic reconnaissance of the site area and surrounding vicinity.
3. Investigate shallow subsurface conditions at the site by observing the exposed soil and reviewing
published well logs.
4. Evaluate the landslide and erosion hazards at the site per the Mason County Critical Areas Ordinance
regulations.
5. Provide geotechnical recommendations for site grading including site preparation, subgrade preparation,
fill placement criteria (including hillside grading), temporary and permanent cut and fill slopes, drainage
and erosion control measures.
10011 Blomberg Street SW, Olympia, WA 98512 5
Phone#: (360) 754-4612 Fax#: (360) 754-4848
GEOTECHNICAL TESTING LABORATORY
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SITE CONDITIONS
SURFACE CONDITIONS
The proposed building site is located in an area of moderate residential development in the Puget Sound glacial
upland along the western hillside overlooking the Union River. The site has a southern and southeastern
exposure. We conducted a reconnaissance of the site area on April 23, 2007. Site elevations range from
approximately 140 to 175 feet.
The subject site has vegetation common to the Northwest. The vegetation includes fir, pine, hemlock, cedar, and
maple trees as well as salal, Oregon grape, huckleberry, bracken fern, sword fern, blackberry, nettles, lilac, and
grasses. PO
At the time of the site visit, we `.. �
observed no evidence of active
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surface erosion. No evidence of
deep-seated slope instability was a
observed onsite. Minor raveling
and sloughing was observed
along the southeastern road cut. 00
Surface water flow was not f .+ f" `r' PAW
observed onsite. The general • �' ' e
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topography of the site area
indicates that drainage flows
toward the southwest south and r. '
southeast from the proposed '��
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building location. •
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10011 Blomberg Street SW, Olympia, WA 98512 6
Phone#: (360) 754-4612 Fax#: (360) 754-4848
GEOTECH ICAL TESTING LABORATORY
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SITE GEOLOGY
The site is generally situated within the Puget Sound glacial upland. The existing topography, as well as the
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surficial and shallow subsurface soils in the area, are the result of the most recent Vashon stade (stage) of the
Fraser glaciation that occurred between about 9,000 and 11,000 years ago, and weathering and erosion that has
occurred since. A description of the surficial soils is included in the"Site Soils"section of this report. In general,
the soils are composed of glacial material.
The Geologic Map of Washington — Northwest Quadrant (2002) has mapped the site geology as glacial till
deposits(Qgt)of continental glacial origin. The report reads:
Till— Unsorted, unstratifted, highly compacted mixture of clay, silt, sand, gravel, and boulders
deposited by glacial ice; may contain interbedded stratified sand, silt, and gravel. Includes part
of the Vashon Drift undivided.
The Geologic Map of Surficial Deposits in the Seattle 30' x 60' Quadrangle, Washington (1993) by Yount
Minard, and Dembroff has mapped the site geology as Vashon recessional outwash deposits (Qvr). The report
reads:
Vashon recessional outwash deposits (Late Pleistocene) —A complex of poorly to moderately
sorted and stratified gravel and sand with minor amounts of silt and clay. Includes kame and
kame terrace deposits, ice contact deposits lacking topographic form, deltaic and lacustrine
deposits, glacial outwash alluvium, minor amounts of ablation till and flowtill. Commonly folded
and faulted due to collapse of sediment into cavities formed by melting ice. Ice contact and kame
deposits generally common ton the flanks of major outwash channel systems such as along West
Valley in the northwest portion of the quadrangle, along Blackjack and Gorst Valleys south and
west of Bremerton (Deeter, 1979), and along the southern shores of Lake Sammamish (Booth and
Minard, in press). Deltaic deposits that built into a succession of meltwater lakes impounded by
retreating and downwasting Vashon ice can be found near Brinnon (Carson, 1976) and Quilcene
(Thorsen, 1980) west of Hood Canal, near Lofall, Kitsap Lake, and McKenna Falls on the Kitsap
Peninsula (Deeter, 1979), and near Redmond and Issaquah at either end of Lake Sammamish
(Minard and Booth, 1988; Booth and Minard, in press). Recessional valley-fill deposits flood
many of the north-trending channels scoured by the advancing Vashon ice including the Leland
and Tarboo Creek Valleys north of Dabob Bay, Big Valley on the Kitsap Peninsula, and the Bear
Creek Valley northeast of Redmond. Recessional deposits overlie the Vashon till (Qvt) and are,
in turn, overlain by marsh and peat deposits (Qm) and Holocene alluvium (Qal). Ice-contact
deposits are usually less than S m thick while valley-fill and deltaic complexes can be as much as
40 m thick.
10011 Blomberg Street SW,Olympia, WA 98512 7
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GEOTECHNYC.AL TESTING U, 130RATORY
SITE SOILS
The Soil Survey of Mason County, Washington, USDA Soil Conservation Service (1960) has mapped the site
soils as Kitsap silt loam, 5 to 15 percent slopes(Kb). The Kitsap soils are described as:
Extensive soil occurs along the eastern edge of the county. The surface soil, 6 to 8 inches thick,
consists of a granular,friable, light brownish-gray (dark grayish-brown when moist) silt loam.
This layer is high in organic matter and contains many small, hard and very hard shot. Below
the surface soil, and down to depths of 16 to 20 inches, there is a firm, light brownish-gray to
very pale brown silt loam to silty clay loam. This material is faintly mottled with brown and
yellowish brown, has a subangular blocky structure, and contains much less shot than the
surface soil. Gravelly glacial till underlies this soil at depths ranging from 3 to 10 feet or more.
Roots and water penetrate the lower parts of the profile slowly. The surface soil and subsoil are
medium acid; the substratum, slightly acid. Surface drainage is well established; internal
drainage is medium. The dense native vegetation controls runoff. The dense vegetation and
highly permeable soil control runoff and erosion in uncleared areas.
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SUBSURFACE EXPLORATIONS
Subsurface conditions at the site were evaluated by observing the exposed building site soil and reviewing
available well logs. Groundwater was not encountered at the proposed building location and is beyond the scope
of this report (approximately 53 feet below ground surface). Depth to competent soil is approximately 14 inches
throughout the proposed building location.
SUBSURFACE CONDITIONS
In general, dense Kitsap silt loam was observed in the undisturbed portions of the site. Vashon Stade glacial
material was observed below the Kitsap material. Groundwater was not observed or encountered. Groundwater
seepage was not observed onsite. Based on the site topography and the fine-grained nature of the near surface
soil, seasonally perched groundwater conditions may be expected during periods of extended wet weather.
10011 Blomberg Street SW, Olympia, WA 98512 g
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GrEOTECHNICAL TESTING LA130RATORY
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SLOPE STABILITY
The Relative Slope Stability of the Southern Hood Canal Area, Washington, (1977)describes the site area as Class
1. Class 1 is expressed as:
Areas believed to be stable. Slopes generally less than 15 percent, but may be greater locally
in areas too small to be shown at the map scale. Largely comprises rolling uplands underlain
by very stable material such as young glacial till, mantled in places by a thin layer of sandy
gravel or other permeable material; also includes flood plains, deltas, alluvial fans, and some
beach deposits. Class 1 areas immediately adjacent to steep slopes of class 3 areas may be
threatened by potential landsliding. Normal, proper engineering practices generally are
adequate to insure stability in these areas.
Slopes approximately 45 percent were observed onsite. Since slopes of 40 percent or greater with 10 feet or more
of vertical relief occur onsite, Mason County requires that a geotechnical report be completed according to the
Critical Areas Ordinance.
The near-surface soils are in a dense to very dense condition except at the ground surface. The surficial soils are
generally in a medium dense condition.
In general,the undisturbed native soils of the site consist of a mixture of variable amounts of sand,silt, and gravel.
These soil materials are in a dense condition except where they have been disturbed by weathering activity. No
evidence of deep-seated landslide activity or significant erosion was observed onsite at the time of our
investigation. Deep-seated landslide activity was observed offsite to the north.,
Weathering, erosion, and the resultant sloughing and shallow landsliding are natural processes that can affect
steep slope areas. Instability of this nature is typically confined to the upper weathered or disturbed zone, which
has been disturbed and has a lower strength. Only minor raveling and sloughing were observed along the
southeastern road cut.
r penetration,Significant weathering typically occurs in the upper 2 to 3 feet and is the result of oxidation, oot e e ,
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wet/dry cycles, and freeze/thaw cycles. Erosion in steep slope areas such as this can be reduced by encouraging
vegetation and discouraging runoff from the steep slopes. Erosion control recommendations for the sloping areas
are provided in the"Erosion Control" section of this report.
10011 Blomberg Street SW, Olympia, WA 98512 9
Phone#: (360) 754-4612 Fax#: (360) 754-4848
i
GEOTECHNICAL TESTING LA130RATORY
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CONCLUSIONS AND RECOMMENDATIONS
GENERAL
Based on the results of our site reconnaissance, subsurface observations, and our experience in the area, it is our
opinion that the site is suitable for the proposed project. The proposed building location is stable relative to deep-
seated instability and will not be affected by the proposed structure. The proposed structure will not undermine
adjacent slopes. Proper drainage control measures will reduce or eliminate the potential for erosion in this area
and improve slope stability. The hazards of the landslide area can be overcome in such a manner as to prevent
harm to property and public health and safety, and the project will cause no significant environmental impact.
In general, the Kitsap soils observed at the site may be suitable for use as structural fill material. Saturated soil
conditions are not associated with these soils during or following extended periods of rainfall. However, to
reduce grading time and construction costs, we recommend that earthwork be undertaken during favorable
weather conditions.
Conventional construction equipment may be utilized for work at the site. Conventional spread footings may be
utilized at the site for support of the structure. We do recommend that roof and footing drains be installed for the
structure with conventional spread footings. A vapor barrier is recommended for all slab-on-grades.
Pertinent conclusions and geotechnical recommendations regarding the design and construction of the proposed
single-family residence are presented below.
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10011 Blomberg Street SW, Olympia, WA 98512 10
Phone#: (360)754-4612 Fax#: (360) 754-4848
i
GEOTECHNICAL TESTING LABORATORY
GEOLOGICALLY HAZARDOUS AREAS
LANDSLIDE HAZARD CLASSIFICATION
The Mason County Critical Areas Ordinance(17.01.100)defines a landslide hazard area as:
The following shall be classified as Landslide Hazard Areas:
a. Areas with any indications of earth movement such as debris slides, earthflows, slumps and rockfalls (see
figure F.100).
b.Areas with artificial oversteepened or unengineered slopes, i.e. cuts or fills.
c.Areas with slopes containing soft or potentially liquefiable soils.
d. Areas oversteepened or otherwise unstable as a result of stream incision, stream bank erosion, and
undercutting by wave action.
e. Slopes greater than 15% (8.5 degrees) and having the following:
i. Hillsides 'intersecting geologic contacts with a relatively permeable sediment overlying a relatively
impermeable sediment or bedrock(e.g. sand overlying clay); and
ii. Springs or groundwater seepage.
f. Any area with a slope of forty percent or steeper and with a vertical relief of ten or more feet except areas
composed of consolidated rock. A slope is delineated by establishing its toe and top and measured by
averaging the inclination over at least ten feet of vertical relief.
SEISMIC HAZARD CLASSIFICATION
The Mason County Critical Areas Ordinance(17.01.102)defines a seismic hazard area as:
1.Areas susceptible to ground failure including the following:
a.Areas with Mapped geologic faults until proven inactive;
b. Deep road fills and areas of poorly compacted artificial fill;
c.Areas with artificially steepened slopes (i.e. old gravel pits);
d. Postglacial stream, lake or beach sediments;
e. River deltas;
f.Areas designated as potential Landslide Hazard Areas;
g. Bluff areas; and
h.Areas underlain by potentially liquefiable soils
2. The following criteria may be used as a guide by the County to indicate areas that have a higher likelihood of
meeting the classification criteria above:
a. Areas identified on the Coastal Zone Atlas of Washington, Volume 9, Mason County as Af, Qal, Qa2, Qvc,
Qls, Qos and Qp.
b.Areas identified on the Mason County Soil Survey Map as having slopes greater than 15 percent.
c. Faults identified on "Map Showing Known or Suspected Faults With Quaternary Displacement in the
Pacific Northwest", A.M. Rogers, T.J. Walsh, W.J. Kockelman and G.R. Priest, US Geologic Survey, 1996;
or described in "Active Faulting Investigations on the Canyon River Fault, Southern Olympic Range,
Washington", T.J. Walsh and KG. Neal, U.S. Geologic Survey, 1997.
d. Areas underlain by potentially liquefiable soils as shown "Liquefaction Susceptibility Map of Mason
County, Washington" by Stephen P. Palmer, Sammantha L. Magsino, James L. Poelstra, Eric L.
Bilderback, Derek S. Folger, and Rebecca A. Niggemann, September 2004
This site does qualify as a seismic hazard area because the site is categorized as, "Lf. Areas designated as
potential Landslide Hazard Areas"
10011 Blomberg Street SW,Olympia, WA 98512 11
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GEOTECHNICAL TESTING LABORATORY
EROSION HAZARD CLASSIFICATION
The purpose of the Erosion Hazard Section(17.01.104) is to identify areas that present potential dangers to public
health and safety, and to prevent the acceleration of natural geological hazards, and to neutralize the risk to the
property owner from development activities.
Areas in Mason County underlain by soils which are subject to severe erosion when
disturbed. Such soils include, but are not limited to, those for which potential for erosion
is identified in the Soil Survey of Mason County, USDA Soil Conservation Service, 1960,
or any subsequent revisions or additions to this source. These soils include, but are not
limited to, any occurrence of River Wash ("Ra') or Coastal Beaches ("Cg') and the
following when they occur on slopes 15%or steeper:
a.Alderwood gravelly sandy loam ("Ac"and"Ad')
b. Cloquallum silt loam ("Cd')
c. Harstine gravelly sandy loam ("Hb')
d. Kitsap silt loam ("Kc')
The soils at the site are mapped as Kitsap silt loam (Kb). This site does not meet the technical criteria of an
erosion hazard area.
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SLOPE STABILITY
Based on our field observations, explorations and our experience with the soil types encountered on the property,
we conclude that although slopes are approximately 45 percent, they are generally stable relative to deep-seated
failure in their present configuration. The proposed building location is in an area where the slope is
approximately 2 percent.
Excavation and back-filling will occur based on appropriate engineering and earthwork recommendations found in
the following"Earthwork" section. Grading in the building portion of the site should be conducted in accordance
with geotechnical recommendations provided herein.
As previously discussed, weathering, erosion, and the resultant surficial sloughing and landsliding are natural
processes that affect slope areas. Significant weathering typically occurs in the upper 2 to 3 feet and is the result
of oxidation, root penetration,wet/dry cycles and freeze/thaw cycles. Over excavation may be necessary to ensure
the removal of deleterious material.
10011 Blomberg Street SW, Olympia, WA 98512 12
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GEOTECHNICAL TE-STING LABORATORY
These processes can be managed and the risk reduced through proper construction of the residence. Erosion
control recommendations in the slope and buffer areas are provided in the `Building Setback" and "Erosion
Control"sections of this report.
BUILDING SETBACK
A building setback (50 feet) from landslide
hazard areas is required unless evaluated and
reduced by an engineering geologist or a
licensed professional engineer. Based on our
geotechnical evaluation of the site and our
experience in the area, a building setback will
be needed for this lot. The building setback
may be measured from the bottom of the
footing to the face of the steep slope in Setback
accordance with the International Building
Code (1805.3.1). The following figure
represents a shear angle for the gravelly sandy
loam. Shear angle and cohesion are variables
used to model the site.
Peak Shear Stress vs. Normal Stress
3000
2500 ----— ----- ----- — -- !.
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Shear
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Ni
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N
N ,
d
1500 _ —
f6
N
t
N
Y
c0
d
a
1000
-f-1/4 ton
500 +-1/2 ton
-�1 ton
Cohesion = ------.__
400 psf
0
0 500 1000 1500 2000 2500 3000
Normal Stress(psf)
10011 Blomberg Street SW, Olympia, WA 98512
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GEOTECHNICAL TESTING LABORATORY
Slope stability was modeled using the GeoStudio 2004 program(version 6.20) in both static and extreme dynamic
conditions (ca = 0.30). Factors of safety were determined using Bishop's, Janbu, and the Morgenstern-Price
methods. The site was modeled using a monolithic layer of cemented silt loam. The material was determined to
have a unit weight of 117 pcf, cohesion of 400 psf, and a shear angle (0) of 31'. Under static conditions, the
slopes remained stable to deep-seated and shallow failure (F.S. = 2.55). Under dynamic loading, the 3328
computations demonstrated that the slope is not susceptible to surficial raveling or large deep-seated failure. The
following figure illustrates the moment factor of safety for slope "A" under the existing conditions. The critical
slip surface factor of safety is equal to 1.51. Mason County code requires a factory of safety to be at least 1.1 at
the proposed building location. This figure is the solution of greatest concern and exhibits the need for a building
setback of 30-feet from the crest of all slopes over 40 percent. The current propose building setback fulfills the
previous requirements. All foundation elements shall be constructed on native material or engineered fill
material.
Rogers Site -- Slope A • y
Proposed
190 p ' • • •
Building ' •
180 Location
170
0 i
160 Description: Kitsap Silt Loam
> Wt: 117
QJ 150
W Cohesion: 400
140 Phi: 31
130
0 20 40 60 80 1C' '120 140 160 180 200
Distance (ft)
As previously discussed, weathering, erosion and the resultant surficial sloughing and shallow landsliding are
natural processes that affect slope areas. Minor surficial raveling and sloughing was observed along the
southeastern road cut. To manage and reduce the potential for these natural processes, we recommend the
following:
➢ No drainage of concentrated surface water or significant sheet flow onto the sloped areas.
➢ No filling within the setback zone unless retained by retaining walls or constructed as an engineered fill.
1001 I Blomberg Street SW,Olympia, WA 98512 14
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GEOTECHNICAL TESTING LABORATORY
SEISMIC—LIQUEFACTION HAZARD
According to the Seismic Zone Map of the United States contained in the 2003 International Building Code(IBC),
the project site is located where the maximum spectral response acceleration is 45 percent of gravity(g).
The Liquefaction Susceptibility Map of Mason County, Washington by Palmer, Magsino, Poelstra, Bilderback,
Folger, and Niggemann(September 2004)maps the site area as having a very low liquefaction potential.
The Site Class Map of Mason County, Washington by Palmer, Magsino, Bilderback, Poelstra, Folger, and
Niggemann(September 2004)maps the site area as site class C. Site class C is a very stiff soil or soft rock.
Based on the subsurface conditions observed at the site,we interpret the site conditions to correspond to a seismic
Soil Profile Type D, for Stiff Soil, as defined by Table 1615.1.1 (IBC). This is based on probing with a 'h-inch
diameter steel probe rod. The shallow soil conditions were assumed to be representative for the site conditions
beyond the depths explored.
Based on our review of the subsurface conditions, we conclude that the site soils are only mildly susceptible to
liquefaction. The near-surface soils are generally in a dense condition and the static water table is located well
below the surface. Shaking of the already dense soil is not apt to produce a denser configuration and subsequently
excess pore water pressures are not likely to be produced.
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EROSION CONTROL
It is our opinion that the potential erosion hazard of the site is not a limiting factor for the proposed development.
Removal of natural vegetation should be minimized and limited to the active construction areas. Yard
landscaping around the home is permissible, but understory growth on the slopes should be encouraged as much
as possible as a deterrent to erosion.
Temporary and permanent erosion control measures should be implemented and maintained during construction
and/or as soon as practical thereafter to limit the additional influx of water to exposed areas and protect potential
receiving waters.
Erosion control measures should include, but not be limited to, silt fences, berms, and swales with ground
cover/protection in exposed areas. A typical silt fence detail is included on Figure 2. Any re-contouring of the
site will create a need for erosion control measures as listed above.
10011 Blomberg Street SW, Olympia, WA 98512 15
Phone#: (360) 754-4612 Fax#: (360) 754-4848
GE- OTECHNICAL TESTING LABORATORY
EARTHWORK
SITE PREPARATION
All areas to be excavated should be cleared of deleterious matter including any existing structures, debris, duff,
and vegetation. Based on our observations, we estimate that stripping on the order of 12 to 20 inches will be
necessary to remove the root zone and surficial soils containing organics. Areas with deeper, unsuitable organics
should be expected in the vicinity of depressions or heavy vegetation. Stripping depths of up to 3 feet may occur
in these areas. These materials may be stockpiled and later used for erosion control and landscaping. Materials
that cannot be used for landscaping or erosion control should be removed from the project site. No foundation
elements shall be constructed on fill material.
Where placement of fill material is required, the exposed subgrade areas should be proof-rolled to a firm and
unyielding surface prior to placement of any fill.
If structural fill is needed, we recommend that a member of our staff evaluate the exposed subgrade conditions
after removal of vegetation and topsoil stripping is completed.
Any soft, loose or otherwise unsuitable areas delineated during foundation preparation or probing should be
compacted, if practical, or over-excavated and replaced with structural fill, based on the recommendations of our
i
report.
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STRUCTURAL FILL
All fill material should be placed as structural fill. The structural fill should be placed in horizontal lifts of
appropriate thickness to allow adequate and uniform compaction of each lift. Fill should be compacted to at least
90 percent of MDD (maximum dry density as determined in accordance with ASTM D-1557) to within 2 feet of
subgrade and 95 percent MDD in the upper 2 feet.
The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. We
recommend that the appropriate lift thickness be evaluated by our field representative during construction.
10011 Blomberg Street SW,Olympia, WA 98512 16
Phone#: (360) 754-4612 Fax#: (360) 754-4848
GEOTECHNICAL TESTING LABORATORY
The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil.
As the amount of fines (material passing No. 200 sieve) increases, soil becomes increasingly sensitive to small
changes in moisture content and adequate compaction becomes more difficult to achieve. During wet weather,we
recommend the use of well-graded sand and gravel with less than 9 percent(by weight)passing the No. 200 sieve
based on that fraction passing the%-inch sieve.
If prolonged dry weather prevails during the earthwork and foundation installation phase of construction, a
somewhat higher(up to 10 percent)fines content will be acceptable.
Material placed for structural fill should be free of debris, organic matter, trash, and cobbles greater than 6 inches
in diameter. The moisture content of the fill material should be adjusted as necessary for proper compaction.
SUITABILITY OF ONSITE SOILS AS FILL
Onsite soils should not be considered for use as structural fill. In general, the native soils (sand, silt, and gravel)
encountered on the site must have less than 10 percent fines(material passing the US No. 200 sieve)to be suitable
for use as structural fill.
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CUT AND FILL SLOPES
All job site safety issues and precautions are the responsibility of the contractor providing services and/or work.
The following cut/fill slope guidelines are provided for planning purposes.
Temporary cut slopes will likely be necessary during grading operations. As a general guide, temporary slopes of
1.5 to 1 (horizontal to vertical) or flatter may be used for temporary cuts in the upper 3 to 4 feet of the glacially
consolidated soils that are weathered to a loose/medium-dense condition. Temporary slopes of 1 to 1 or flatter
may be used in the unweathered dense to very dense sands and gravel.
These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the
cut away from the top of the slope and that significant seepage is not present on the slope face. Flatter cut slopes
will be necessary where significant raveling or seepage occurs.
10011 Blomberg Street SW,Olympia, WA 98512 17
Phone#: (360)754-4612 Fax#: (360) 754-4848
GEOTECHNICAL TESTING LABORATORY
Surface drainage should be directed away from all slope faces. All slopes should be seeded as soon as practical to
facilitate the development of a protective vegetative cover or otherwise protected.
FOUNDATION SUPPORT
We recommend a minimum width for isolated and continuous wall footings to meet IBC 2003. Footings founded
as described above can be designed using an allowable soil bearing capacity of 2,000 psf(pounds per square foot)
for combined dead and long-term live loads in areas of medium dense to dense soils.
The weight of the footing and any overlying backfill may be neglected. The allowable bearing value may be
increased by one-third for transient loads such as those induced by seismic events or wind loads.
Lateral loads may be resisted by friction on the bases of footings and floor slabs and as passive pressure on the
sides of footings. We recommend that an allowable coefficient of friction of 0.40 be used to calculate friction
between the concrete and the underlying soil. Active pressure may be determined using an allowable equivalent
fluid density of 100 pcf(pounds per cubic foot).
We estimate that settlements of footings designed and constructed as recommended will be less than 1 inch, for
the anticipated load conditions, with differential settlements between comparably loaded footings of 'h inch or
less.
Most of the settlements should occur essentially as loads are being applied. However, disturbance of the
foundation subgrade during construction could result in larger settlements than predicted.
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FLOOR SLAB SUPPORT
Slabs-on-grade should be supported on medium dense or dense native soils or on structural fill prepared as
described in the "Structural Fill" section of this report. We recommend that floor slabs be directly underlain by a
minimum 6-inch thickness of coarse sand and/or gravel containing less than 5 percent fines (by weight). The
drainage material should be placed and compacted to an unyielding condition.
10011 Blomberg Street SW,Olympia, WA 98512 18
Phone#: (360)754-4612 Fax#: (360) 754-4848
GEOTEGIINICAL TESTING LABORATORY
A synthetic vapor barrier may be used for the control of moisture migration through the slab, particularly where
adhesives are used to anchor carpet or tile to the slab. A thin layer of sand may be placed over the vapor barrier
and immediately below the slab to protect the liner during steel and/or concrete placement. The lack of a vapor
barrier could result in wet spots on the slab,particularly in storage areas.
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10011 Blomberg Street SW,Olympia, WA 98512 19
Phone#: (360) 754-4612 Fax#: (360)754-4848
GEOTECHNICAL TESTING LABORATORY
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SITE DRAINAGE
All ground surfaces, pavements and sidewalks should be sloped away from the garage and associated structures.
Surface water runoff should be controlled by a system of curbs, berms, drainage swales, and/or catch basins and
tight-lined into the appropriate drainage facilities or to the base of the western slope. We recommend that
conventional roof drains be installed. Footing drains shall be installed for the single-family residence. The roof
drain should not be connected to the footing drain. For footing drains, the drain invert should be below the
bottom of the footing.
We recommend that the collected stormwater runoff be directed into the appropriate drainage facilities by tight-
line. Drainage control measures are included on Figure 3. Onsite irrigation to lawn areas should be closely
monitored. We do not expect any adverse affects on the recharge condition of the groundwater system.
SEPTIC IMPACT
The existing septic drainfield is in the eastern portion of the site. The drainfield location setback is greater than
30 feet from the top of the eastern slope. We conclude the slope stability of the site will not be adversely
impacted by the existing septic drainfield.
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Septic Drainfield
10011 Blomberg Street SW,Olympia, WA 98512 20
Phone#: (360)754-4612 Fax#: (360) 7544848
GEOTECHNICAL TESTING LABORATORY
LIMITATIONS
We have prepared this report for the use of Robert Rogers Jr. and members of his design team,to use in the design
of a portion of this project. The data used in preparing this report, and this report, should be provided to
prospective contractors for their bidding or estimating purposes only. Our report, conclusions and interpretations
are based on data from others and our site reconnaissance, and should not be construed as a warranty of the
subsurface conditions. This report is quantified as a micro-study and not a macro-study. Geotechnical Testing
Laboratory and its personnel cannot be responsible for unforeseen and widespread geologic events (such as
earthquakes, large-scale faulting, and mass wasting)beyond the scope of this project.
Variations in subsurface conditions are possible and may occur with time. A contingency for unanticipated
conditions should be included in the budget and schedule. Sufficient consultation should be made with our firm
during construction to confirm that the conditions encountered are consistent with those indicated by the
recommendations and for design changes should the conditions revealed during the work differ from those
anticipated,and to evaluate whether earthwork and foundation installation activities comply with contract plans.
If our analysis and recommendations are followed, we do not anticipate any on site or off site impact from the
construction. It is our conclusion that potential landslide hazards from the landslide area can be overcome so as
not to cause harm to property,public health and safety, or the environment.
The scope of our services does not include services related to environmental remediation and construction safety
precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or
procedures, except as specifically described in our report for consideration in design.
If there are any changes in the loads, grades, locations, configurations or types of facilities to be constructed, the
conclusions and recommendations presented in this report may not be fully applicable. If such changes are made,
we should be given the opportunity to review our recommendations and provide written modifications or
verifications, as appropriate. Recent changes in the Mason County Code require our firm to revisit the site (after
six months)to ensure the conditions are in agreement with our original report.
1001 1 Blomberg Street SW,Olympia, WA 98512 21
Phone#: (360) 754-4612 Fax#: (360) 754-4848
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FILTER FABRIC MATERAL WIDE ROLL!
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'CHASED IN A CONTINUOUS ROLL CUT TO
QA/QC Services
:TO AVOID USE OF ESPLICOINTS. THERONLYS Testing Services
RII SHALL BE SPLICED TOGETHER ONLY AT
RAUM SaNCH OVERLAP AND SECURELY
I 1 1 { THE POST.
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10011 Blomberg St.SW
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1 I , 1 E OF POSTS AND UPSLOPE FROM THE BARRIER.
1 11 ; 11 1 j FILTER FABRIC IS USED,A WIRE MESH Olympia,WA 98512
ISTENED SECURELY TO THE UPSLOPE SIDE Phone:(360)754-4612
1 { DUTY VARWIE STAPLES AT LEAST I INCH
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1 \ ` ` `1 1 1E3 AND SHALL NOT EXTEND MORE THAN W
GROUXDSURFACE.
1\.TER FABRIC SHALL BE STAPLED OR WIRED
1 OF FABRIC SHALL BE EXTENDED Date: 05/01/2007
`I\ I VC SHALL NOT EXTEND MORE THAN30 Designed by: LL
GROUND SURFACE.FILTER FABRIC SHALL
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:R FABRIC AND CLOSER POST SPACING IS Checked by: LL
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1 1 1 I ISIONS OR ABOVE NOTES APPLYING.
NOT BE REMOVED BEFORE THE UPSLOPE
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\ { \ \ I 'DURING PROLONGED RAINFALL.ANY
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HALL BE W PLACE PRIOR TO THE
THE PROJECT ENGINEER AND THE COUNTY
INSTALUTION OF
PRIOR TO BEGINNING CONSTRUCTION.
1 , \
ARE NOT LIMITED TO THE ITEMS
1 1 I \ \ M IS RESPONSIBLE FOR THE
1 1 1 ` \ 'JCE OF ALL EROSKJN CONTROL MEASURES.
1 \, `\\ `\ L E O
Rfi OSEDD DRAINAGE
FACILITIES
TAKEN TO MIGRATION
111 PROJECT NAME:
\�DAILY SURVEILLANCE OF ALL EROSION
ROGERS SITE
'ANY NECESSARY REPAIRS OR ADDITIONS
\\ \� SURE$ THE CONTRACTOR SHALL PROVIDE
` 3641 OLD BELFAIR HIGHWAY
MEASURESAS DETERMINED NECESSARY BELFAIR,WASHINGTON
1 ♦ OV THEPROJECTENGINEER.FAILURE
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�CIWL PENALTIES BEING LEVIED
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1 ♦\ '/� EMBERTOMARCH)ALL DISTURSEOSOILS
1 , HOURS AFTER STOP OF VA)RK EROSION ,/I�I/�F�
Q :LUDE.BUiNOTBELIMITEDTO, RewSlonS.
•INCLUDING SPOIL PILES WITH
\ \ TING ARE MATTING,STRAW MULCH,
\ ♦♦ HE DISTURBED AREAS SHALL TAKE
I I �\ SHALL BE CHECKED REGULARLY
` � /ERAGE 19 COALLETE,AREAS SHALL BE
I{ `\TIRED AS REQUIRED.
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1 .NOT BE ALLOIWED.IF ANY SOIL IS
% T.IT SHALL BE REMOVED BY THE END
RTHER TRACKING OF MUD WILL THEN
' 1 i WASHING OF THE VEHICLES TIRES
1
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HALLL BE SE DISCHARGED IN A MANNER THAT WILL
IG STREAMS.DRAINAGE SYSTEMS OR
SCALE:tInch=50 feet
/ 1
/ { :IVINO RUNOFF FROM THE PROJECT DURING
\ ECTED SO THAT SEDIMEN_-"WATER
\ :RING THE CONVEYANCE SYSTEM.
`\ IEDIATELY ADJACENT TO THE SITE
DED OR SODDED UPON DCMPLETION FIGURE 2
ILL BE RESPONSIBLE TO ENSURE THAT
ISTURBED AREAS IS PROVIDED S THAT
ESTABLISHED. SITE PLAN
MENT OR FILTER FABRIC MUST BE
OETATION IS ESTABL1311E0.
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1/2 INCH MINIMUM DIAMETER STEEL ROD
I (STRAP)CLAMPED SECURELY TO PIPE
CORRUGATED TIGHTLINE 4 INCH
MINIMUM,6 INCH SUGGESTED
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OR ENERGY ';;:: ? :, .;-: •:A`,`,,w•n
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IGRASS-LINED SWALE SHOULD BE A
MINIMUM ONE FOOT WIDE AT THE
BOTTOM AND ONE FOOT DEEP WITH
IA MAXIMUM SLOPE OF 5 PERCENT,
MINIMUM 4 FEET
I LEVEL SECTION
GEOTEXTILE FABRIC
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IGeotechnical Testing Laboratory
Geotechnical Services 10011 810mbI
QA/QC Services 01ympla•WA 98512 FIGURE 3
I Testing Services F (360)7sea i12 Not to scale DRAINAGE DETAILS
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ROBERT ROGERS JR. _
P.O. Box 41 sl �
BELFAIR,WASHINGTON 98528 � �' 'r
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RE: GEOTECHNICAL REPORT
3641 OLD BELFAIR HIGHWAY
BELFAIR, WASHINGTON 98528
PARCEL 123094100160
N470 29.812' W 1220 48.204'
SEPTEMBER 21,2007
Mr. Rogers:
v Q additional comments to satisfy the
As per the request of the third party reviewer, we are _dm�, requirements providing
of the Mason County Resource Ordinance for Geologically Hazardous Areas.
Item 1 is a statement confirming the need for a geotechnical report.
Item 2 requests a further description of the "Deep-seated landslide activity was observed offsite to the north."
Additional research indicates that no deep-seated landslide activity is present in the area. Surficial sloughing
and raveling was observed along road cuts to the north of the site. We include a portion of the Geologic Map of
the Wildcat Lake 7.5' Quadrangle Kitsap and Mason Counties, Washington by Haeussler and Clark (2000) on
the following page. The publication confirms that no landsliding is mapped near the subject site.
Item 3 requests that we provide the onsite well log if it could be located. The well log for the onsite well
follows this letter.
Item 3 also requests clarification from where the shear sample was collected or if the values were assumed
using similar material. As part of our site inspection, a sample was collected in the existing driveway near the
proposed eastern edge of the proposed garage. That sample was tested for shear angle and cohesion. Soil
density was determined empirically and then raised (made heavier) to ensure that the slope model was more
conservative than existing conditions. Dynamic conditions were modeled using a seismic value (ce) of 0.30;
that value is much higher than the Mason County mandated 0.15.
10011 Blomberg Street SW, Olympia, WA 98512 11
Phone#: (360) 754-4612 Fax#: (360) 754-4848
GEOTECHNICAL TESTING LABORATORY
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We request that a building permit be granted without further delay.
We appreciate this opportunity to be of service to you and we look forward to working with you in the future.
If you have any questions concerning the above items, the procedures used, or if we can be of any further
assistance ple a phone number listed below.
00
O' Respectfully Submitted,
GEOTECHNICAL TESTING LABORATORY
Harold Parks, L.G.,L.E.G.
nearing Geologist Senior Engineering Geologist
827
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cc: Mas ommunity Development, Robert Fink
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10011 Blomberg Street SW,Olympia, WA 98512 2
Phone#: (360)754-4612 Fax#: (360) 754-4848
GEOTECHNICAL TESTING LABORATORY
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Phone#: (360)754-4612 Fax#: (360) 754-4848