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Cor nerstone 17625-130'hAve. NE, C102, Woodinville, WA 98072
Phone: 425 -844-11977
1W.Geotechnical, Inc. Fax: 425-844-1987
January 6, 2005
R E C, F_ 1 E -"� D
MAY 1 7 2005
Ms. Cathy Patterson PERM -IT COUNTER
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Hoover Premier Homes
16300 Mill Creek Boulevard, #108
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Mill Creek, WA 98012
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Geotechnical Engineering Report
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Meadowdale Estates.
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Edmonds, Washington
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CG File No. 1791
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CITY C Upy
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Dear Ms. Patterson:
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INTROD UCTION
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e sults of our geotechnical engineering invcstiga tion for your Meadowdale
This report. presents th re
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Estates residential development in the Meadowdal e arca of Edmonds, Washington. The sile is located at
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6880 -172 Street SW, as shown on the Vicinity Map in Figu . re 1.
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Site development, including grading, road constru ction, and utility placement, has been substantially
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c uilding lots, with the exception of Lot 2,
completed. We understand that you have pur hased all of the b
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for the p urposes of constructing single-family residences. The City of Edmonds has required a
geotechni cal report for the lots with slopes grea ter than 15 percent, and you have requested that we
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evaluate th e subsurface conditions of your lots and provide foun dation recommendations for the propose d
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residences. For our use in preparing this report, w e have been provided with a. copy of a site plan by CHS
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Engineering, dated September. 2003, that shows lot, road, and u tility layout. We have also been provided
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with a Slope Stability Evaluation, prepared by GeoEngineers and dated June 18, 2002, tha t addresses the
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detention facility. Additionally, we have been provided with field reports prepared by Sky Valley Testing
e arthwork phase of the project.
that document compaction testing perfon,n d during the main e
PROJECT DESCRIPTION
The L -shaped project site has maximum dimensions of approxi mately 640 feet north to south and 440 feet
east to west. The development consists of a total of 12 lots. We understand that you intend to construct
Geotechnical Engineering Report
Meadowdale Estates
Edmonds, Washington
January 6, 2005
CG File No. 179 11
Page 2
single-family residences on all of the lots with the exception of Lot 2, which you do not own. The
provided grading.plan indicates cuts totaling 6,000 cubic yards (CY and fills totaling 12,000 CY. The
grading plan also indicates that fills may be at least 12 feet deep in some areas At this point in time, site
grading has been completed and utilities have been installed. A c ompleted storm water detention vault is
located close to the weste m site boundary.
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SCOPE
The purpose of this study is to explore and characterize the subsurface conditions and present
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recommend ations for site development. Specifically, our scope of services as outlined in ur Se ices
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Agreement, dated December 23, 2004, includes the following:
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Review available geologic maps of the area and available proj ect documentation.
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2. Explore the subsurface conditions at the site with backhoe -excavated test pits.
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3. Provide re commendations for building, foundations, including lateral pressures for
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retaining walls.
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or site preparation and grading.
4. Provide recommendations f
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5. Provide general recommendations for site drainage.
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6. Prepare a written report to docume nt our conclusions and recommendations.
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SITE CONDITIONS
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Surface Conditions
At the time of our exploration, the access road (690'PlacO W) was paved. Site grading was also complete
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and grass was growing on all of the lots. The storm Water detention vau It and utilities had all been
completed, but no residences had been constructed yet. A layout of the site is shown on the Site Plan in
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Figure 2.
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Generally, the ground surface slopes downward towards.the west at approximately 3 Horizontal to I
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Vertical (3H: lV). An existing residence borders the southwestem comer of the site and I 72 Street SW
ru h and evergreen
borders the site to the south. The rest of the site is surrounded by a wooded area with b s
trees up to approximately 2 feet in -diameter.
Cornerstone G eotechnical, Inc.
Geotechnical Engineering Report
Meadowdale Estate s
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page 3
Geology
Most of the Puget Sound Region was affected by past intrusion of continental glaciati on. The last period
of glaciation, the Vashon Stade. of the Fraser Glaciation, ended approximately 11,000 years ago. Many of
the geomorphic features seen today are a result of scouring and overriding by glacial ice. During the
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Vashon Stade, much of the Puget Sound region was overridden by over 3,000 feet of ice. Soil layers
overridden by the ice sheet were compacted.to a much greater extent than those that were not. Part of a
typical glacial sequence includes recessional outwash sand underlain by glacial till.
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The site is mapped as being underlain by glacial till relimina[y Surficial Geologic Map of the Edmonds
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East and Edmonds West Quadrangles, Snohomish and King Countie Mackey Smith, 1975). The map
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also indicates the presence of advance and recessional outwash in the general area surrounding the site.
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Our site explorations encountered glacial till, recessional outwash, and fill. Glacial till, conunonly
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referred to as "hardpan," is an unsorted mixture of sand, silt, and gravel that is deposited at the bottom of
a continental glacier. As a result of having been consolidated under the weight of the glacier, glacial till
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exhibits both high strength and low permeability. Alluvial sand and gravel deposited by glacial melt
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water during glacial recession is known as recessional outwash. In contTast to glacial till, recessional
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outwash has not beeri glacially consolidated.
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Explorations
Subsurface conditions were explored at the site on December 28, 2.004, by excavating a total of five test
pits. The test pits were excavated to depths ranging between 0.5 and 11.0 feet below the ground surface.
The explorations were located in the field by a representative from this firm who also examined the soils
and geologic conditions encoun,tered, and maintained logs of the test pits. The approximate locations of
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the test pits are shown'on the Site Plan in Figure 2. The soils were visually classified in -general
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accordance with the Unified Soil Classification System, a copy of which is presented as Figure 3. The
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logs of the test pits are presented in F*igures 4 and 5.
Subsurface Conditions
A brief description of the conditions -encountered in our explorations is included below. For a more
detailed description of the soils encountered, review the, test pit logs in Figures 4 and 5.
Cornerstone Geotechnical, Inc.
G�otechnical Engineering Report
Meadowdale Estates
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page 4
Our explorations encountered glacial till, recessional outwash, and fill. Test Pits, 3, 4 and 5 were
excavated in cut areas and all encountered very dense till within one foot of the surface. Test Pits I and 2
encountered approximately 4.0 and 5.0 feet of fill, respectively. Beneath the fill, Test Pit I encountered
recessional outwash. Test Pit 2 encountered *a layer of topsoil underlying the fill. The topsoil layer was
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underlain by weathered glacial till becoming glacial till. It should be noted that loose soils in the areas of
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Test Pits I and 2 extend at least 4.0 and 6.0 feet below the ground surface, respectively.
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Hydrologic Conditions
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Shallow ground water seepage was encountered in Test Pit 2 at a depth of approximately 1.0 foot. We
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consider this water to be perched, and associated with surface ru noff. The on -site till, in particular, is
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considered poorly draining. During the wetter times of the year, we expect perched water condition's will
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occur as pockets of water on top of the till layer.' Perched water does not represent a regional ground
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water "table within the upper soil horizons. Volumes of perched ground water vary depending upon the
time of year and the upslope recharge conditions.
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Erosion Hazard
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1be erosion hazard criteria used for determination of affected areas includes soil type, slope gradient
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vegetation cover, and ground water conditions. The erosion sensitivity is related to vegeta tive cover and
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the specific surface soil types (group classification), which are related to the underlying geologic soil
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units. The Soil Survey of Snohom ish County Area Washington by the Soil Conservation Service (SCS)
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was reviewed to deterrm* e the erosion hazard of the on -site soils. The site surface soils were classified
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using the SCS classification system as Unit 5 (Alderwood — Urban Land Complex). e corresponding
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geologic unit for these soils is fill,, which is generally in agreement with the soils encountered in our site
explorations. The erosion hazard for the soil is listed as being sliglit.for slopes less than 8 percent. The
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moderately -sloping portions of the site may encounter higher levels of erosion, but not to such a degree
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that the site would be classified an erosion hazard. Best management pract ices (BMPs) and applicable
codes should be followed during site grading to limit potential for erosion. We do not expect this site will
require unusual or extreme erosion management methods. There are no water bodies adjacent to the site.
Cornerstone Geotechnical, Inc.
Geotechnical Engineering Report
Meadowdale Estates'
Edmonds, Washington.
January 6, 2005
CG File No. 1791
Page 5
Seismic Hazard
The site is classified based on its overall soil profile using Table 1615-1.1 of the 2003 International
Building Code (IBC). Site conditions best fit the IBC definition for Site Class C ("Very dense soil and
soft rock"). The IBC provides parameters and coefficients, to be used in seismic design based upon this
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site class.
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Additional seismic considerations include liquefaction potential and amplification of ground motions by
soft soil deposits. The liquefaction potential is highest for loose sand with a high ground water table. The
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underlying dense till is considered to have a very low potential for liquefaction And amplification of
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ground motion.
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CONCLUSIONS AND RECOMMENDATIONS
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General
It is our opinion that the site is compatible with the planned development. The underlying medium dense
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to very dense glacial till deposits are capable of supporting the planned structures an&pavements. We
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recommend that the foundations for the structures extend through any topsoil, fill, loose, or disturbed
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soils, and bear on the underlying medium dense to very dense, native glacial till, or on structural fill
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extending to these soils. Based on. our explorations, we anticipate these soils will generally be
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encountered at typical fo oting depths in the cut areas of the site. Fill encountered in Test Pits I and 2 was
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a r s of fill may need to be over -excavated and properly compacted. Alternatively,
loose. As esult, area
foundations could be constructed to extend through the loose soils.
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The soils likely to be exposed during construction are highly moisture sensitive and will disturb easily
when wet or during wet conditions. We recommend that construction take place during the drier summer
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months; if possible. If construction takes place during the wet season, additional expenses and delays
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should be expected due to the wet conditions.
Site Preparations and Grading
The first step of site preparation should be to strip the vegetation topsoil, or loose soils to expose medium
dense to very dense native soils in pavement and building areas. This material should be removed from
the site, or stockpiled for later use as landscaping fill. The resulting subgrade should.be compacted to a
Cornerstone Geotechnical, Inc.
Geotechnical Engineering Report
Meadowdale Estates
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page 6
firm, non -yielding condition. Areas observed to pump or. weave should be repaired prior to placing hard
surfices.
The on -site glacial till likely to be exposed during construction is considered highly moisture sensitive,
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and the surface will disturb easily when wet. We expect these soils w ould be difficult, if not impossible,
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to compact to structural fill specifications in wet weather. We r ecommend that earthwork be conducted
during the drier months. Additional expenses of wet weather or wint er construction would include extra
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excavation and use of imported fill or rock spalls.
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Structural Fill
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General: All fill placed beneath buildings, pavements or other settlement sensitive features. should be
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placed as structural fill. Structural fill, b definition, is placed in accordance with prescribed methods and
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-essional or soils technician. Field -
standards, and is monitored by an experienced geotechnical prof
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monitoring procedures would include the performance of a repr esentative number of in -place density tests
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to document the attainment of the desired degree of relative compaction.
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Materials:. Imported structural fill should. consist of a good quality, free -draining granular soil, free of
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organics and other dele terious material, and be well graded to a maximum size of'about 3. inches...
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Imported, all-weather structural fill should contain no more than 5 percen t fines (soil finer than a Standard
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U.S. No. 200 sieve), based on that fraction passing the U.S. 3/4-inch sieve.
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The use of on -site soil as structural fi 11 will be dependent on moisture content control. Some drying of the
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native soils may be necessary in order to achieve compaction. During warm, sunny days this could be
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accomplished by spreading the material in thin lifts and.compacting. Some aeration and/or addition of
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moisture may also be necessary. We expect that compaction of the native. soils to structural fill
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specifications would be difficult, if not impossible, during wet weather.
tu I fill may proceed. Fill
Fill Placement: Following subgtade preparation, placement of the struc ra
should be placed in 8- to 10-inch-thick uniform lifts, and each lift should be spread evenly and be
thoroughly compacted prior to placement of subsequent lifts. Al I structural fill underlying building areas,
and within a depth of 2 feet below pavement and sidewalk subgrade, should be compacted to at least 95
percent of its maximum dry density. Maximum dry density, in this report, refers to that density as
Cornerstone Geotechnical, Inc.
Geotechnical Engineering Report
Meadowdale Estates
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page 7
determined by the ASTM D 1557 compaction test procedure. Fill more than 2 feet beneath sidewalks and.
pavement subgrades should be compacted to at least 90 percent of the maximum dry density. The
moisture content of the, soil to be compacted should be within about 2 percent of optimum so that a
readily compactable condition exists. It may be necessary to overexcavate and remove wet surficial soils
in cases where drying to a compactable condition is not feasible. All compaction should be accomplished
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by equipment of a type and size sufficient to attain the desired degree of compaction.
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Temporary and Permanent Slopes
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Temporary cut slope stability is a function of many factors, such* as the type and consistency of soils,
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depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains. open, and the
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presence of surface or ground water. It is exceedingly difficult under these variable conditions to estimate
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a stable temporary cut slope geometry. Therefore, it should be the responsibility of the contractor to
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maintain safe slope configurations, since the contr actor is continuously at the job site, able to observe the
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nature and condition of the cut slopes, and able to monitor the subsurface materials and ground water
conditions encountered.
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We anticipate cuts for the daylight basements of your proposed residences. For planning purposes, we
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recommend that temporary cuts in the near -surface weathered soils be no greater than I H: IV. Cuts in the
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fill should be no greater than I.5H:IV. Cuts in the dense to very dense till may stand at a 0.75H: IV
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inclination or possibly steeper. If ground wa . ter. seepage is encountered, we would expect that flatter
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inclinations would be. necessary.
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We recommend that cut slopes be protected from erosion. -Measures taken may include. covering cut
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slopes with plastic sheeting. and diverting surface runoff away from the top of cut slopes. We do not
recommend vertical slopes for cuts deeper than 4 feet, if worker access is necessary. We recommend that
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cut slope heights and inclinations conform -to local and WISHA/OSHA standards.
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F -ill and the cuts in the native soils should be no steeper than 2H: IV.*
inal slope inclinations for structural f
Lightly compacted fills or common fills should be no steeper than 31-1:IV. Common fills are defined as
rill material with some organics that are "tmckTolled" into place. They would not meet the compaction
specification of structural fill. Final slopes should be vegetated and covered with straw or jute netting.
The vegetation should be maintained until it is established.
Cornerstone Geotechnical, Inc.
Geoteclinical Engineering Report
Meadowdale Estates
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page 8
Foundations
Conventional shallow spread foundations should be founded on undisturbed, medium.dense:to very
dense, glacial till, or be supported on structural fill extending to those soils. If the soil at the planned
bottom of footing elevation is not medium dense to very dense, it should be overexcavated to expose
suitable bearing soil, and the excavation should be filled with structural fill, or the footing may be
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overpoured with extra concrete. For residences planned.to be built on sloping ground, we recommend a
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minimum horizontal distance of 10 feet between th& bottom of the footing and the slope face.
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Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost
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protection and bearing capacity considerations. Minimum foundation widths of 16 and 20 inches should
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be used for continuous and isolated spread footings, respectively. Standing water should. not be allowed
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to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation.
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excavation prior to placing concrete.
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For foundations constructed as outlined above, werecommend an allowable design bearing pressure of
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2,000 pounds per square foot (psf) be used for the footing design. International Building Code (113C)
guidelines should be followed when considering short-term transitory wind or seismic loads. Potential
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foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1-
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inch total and Y2-inch differential between footings! or across a distance. of about 30 feet. Higher soil
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bearing values may be appropriate for footings founded on the unweathered till,and with wider footings.
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These higher values can be determined after a review; of a specific design.
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Lateral loads can be resisted by ffiction between the foundation and subgrade soil, and by passive soil
resistance acting on the below -grade portion of the foundation. For the latter, the foundation must be
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poured "neat" against undisturbed soil or backfilled with clean, free -draining, compacted structural fill.
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Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. We.
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recommend that an equivalent fluid density of 225 pounds per cubic foot (pcf) be used to calculate the
allowable lateral passive resistance for the case of a level ground surface adjacent to the footing. An
allowable coefficient of friction between footings and soil of 0.45 may be used, and should be applied to
the vertical dead load only. A factor of safety of 2.0 has been applied to the passive pressure to account
for required movements to generate these pressures, The ffiction coefficient does not include a factor of
safety.
Cornerstone Geotechnical, Inc.
Geotechnical Engineering Report
Meadowdale Estates
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page 9
Lateral Loads
The lateral earth pressure acting on retaining walls is dependent on the nature and density. of the soil
behind the wall, the amount of lateral wall movement that can occur as, backfi I is placed, and the
inclination of the backfill. Walls that are free to yield at least one -thousandth of the height of the wall are
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in an -"active" condition. Walls restrained from movement by stiffness or bracing are in an "at -rest"
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condition. Active earth pressure and at -rest earth pressure can be calculated based on equivalent fluid
density. Equivalent fluid densities for active and at -rest earth pressure of 35 pounds per cubic foot (pcf)
and 55 pcf, respectively, may be used for design for a level backslope. Equivalent fluid densities for
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active and at -rest earth pressure of 45 pounds per cubic foot (Pcf) and 75 pcf, respectively, may be used
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for design for a 20 degree backslope. These values assume that the on -site soils are used for backfill,
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and that the wall backfill is drained. The preceding values do not include the effects of surcharges due to
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foundation loads, traffic or other surface loads. Surcharge effects should be considered where
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appropriate.
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The above lateral pressures may be resisted -by friction at the base of the wall and passive resistance
against the foundation. A coefficient of friction of 0.45 may be used to determine the base fTiction when
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supported on the above recommended foundation subgrade preparation alternatives. An equivalent fluid
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density of 225 pcf should be used for passive resistance. The friction value. does not incorporate a safety
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factor. A safety factor of 2 is applied to the passive pressure to limit movement.
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All wall backfill should be well compacted. Care should be taken to prevent the buildup of excess lateral
soil pressures due -to overcompaction of the wall backfill. This.can be accomplished by placing wall
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backfill in 8-inch loose lifts and compacting with small, hand -operated compactors.
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Slabs -On -Grade
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Slab -on -grade areas should be prepared as recommended in the Site Preparation And Grading
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subsection. Slabs should be sup orted on medium dense to very dense native soils, or on structural fill
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extending to these soils. Where moisture control is a concern, we recommend that slabs be underlain.by 6
inches of free -draining coarse sand or pea gravel for use as a capillary break. A suitable vapor barrier,
such as heavy plastic sheeting, should be placed over the capillary break.
Cornerstone Geotechnical, Inc.
Geotechnical Engineering Report
Meadowdale Estates
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page 10
Drainage
We recommend that runoff from impervious surfaces, such as roofs, driveway and access roadways, be
collected and routed to an appropriate storm water discharge syst em. Final site grades should allow for
drainage away from any buildings. We suggest that the finished g round surf6ce be sloped at a gradient of
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3 percent minimum for a distance of at least 10 fee t away from the buildings. Surface water should be
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collected by permanent catch basins and drain lines,.and be discharged into a ston-n drain systern.
We recommend that footing drains be used around all of the structures where moisture control is
important. The underlying till will pond water that acc umulates in the crawl space. It is good practice to
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use footing drains installed at least I foo t: below the planned finished floor slab or crawl space elevation to
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provide drainage for the crawl space. At a minimum, the craw I space should be sloped to drain to an
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outl em. If drains are omitted around slab -on -grade floors where moisture
et tied to the drainage syst
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control is important, the slab should be a minimum of I foot above surrounding grades.
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Where used, footing drains should consist of 4-inch-diameter, perforated PVC pipe that is s urrounded by
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free -draining material, such as pea grave 1. Footing drains should discharge into tightlines leading to an
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appropriate. collection and discharge point. Crawl spaces should be sloped to drai and a positive.
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connection should be made into the foundation drainage system. For slabs -on-grade, a drainage path
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should be provided from the capillary break material to the footing drain system. Roof.drains should not
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be connected to wall or footing drains.
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MONITORING
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We should be retained to provide mon itoring and consultation services during construction to con firm that
the conditions encountered. are consistent with tho se indicated by the explorations, and to provide
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recommendations for design changes,. should the conditions revealed during the work differ from those
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anticipated.
USE OF THIS REPORT
We have prepared this report for Hoover Premier Homes and their agents, for use in planning and design
of this project. The data and rep ort should be provided to prospective contractors for their bidding and,
Cornerstone Geotechnical, Inc.
Geotechnical Engineering Report
Meadowdale Estates
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page I I
estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty
of subsurfAce conditions.
Ile scope of our work does not include. services related to construction safety precautions, and our
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recommendations are not intended to direct the contractors' methods, techniques, sequences o r
procedures, except as specifically described in our report, for consideration in design. There are possible.,
variations in subsurface conditions. We recommend that project planning include contingencies in budget
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and schedule, should areas be found with conditions that vary from those described in this report.
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Within the limitations of scope, schedule and budget for our work, we have strived,to take care that our
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Cornerstone Geotechnical, Inc.
Geotechnical Engineering Report
Meadowdale Estates
Edmonds, Washington
-January 6, 2005
CG File No.. 1791
Page 12
We appreciate the op ortu ity to be o
p n f service to you. If there are any questions concerning this report or
if we can provide additional services, please call.
Sincerely,
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Reference: Site Plan based on scanned site plan by CHS Engineering, dated 09/2003.
cornerstone. Phones (425) 8441@1977 RH Hoover Meadowdale Estates
Faxo (425) 844a,1987
I File Number Figure
Geotechn'ca Inc.
r 17625wal 30th Ave NE, Cw`102 9. Woodinville, WA 98072 1791 2
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Unified Soil Classification System
MAJOR DIVISIONS
GROUP
SYMBOL
GROUPNAME
GRAVEL
CLEAN GRAVEL
GW
WFLL-GRADED GRAVEL, FINE TO COARSE GRAVEL
COARSE -
GRAINED
MORE THAN 50% OF
GP
POORLY -GRADED GRAVEL
COARSE FRACTION
SOILS
RETAINED ON NO. 4
GRAVEL
GM
SILTY GRAVEL
SIEVE
WITH FINES
GC
CLAYEY GRAVEL
MORETHAN50%
RETAINED ON
SAND
CLEAN SAND
SW
WELL -GRADED SAND, FINE TO COARSE SAND
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number 200 SIEVE
SP
POORLY -GRADED SAND
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MORE THAN 50% OF
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COARSE FRACTION
SANU
PASSES NO. 4 SIEVE
WITH FINES
SM
SILTY SAND
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CLAYEY SAND
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SILTAND CLAY
INORGANIC
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SILT
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FINE -
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GRAINED
LIQUID LIMIT
LESS THAN 50%
CL
CLAY
JO -4
SOILS
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
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MORE THAN 50%
PASSES NO. 200 SIEVE
SILT AND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY. ELASTIC SILT
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LIQUID LIMIT
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CLAY OF HIGH PLASTICITY, FAT CLAY
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ORGANIC
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ORGANIC CLAY, ORGANIC SILT
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HIGHLY ORGANIC SOILS
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NOTES:
SOIL MOISTURE MODIFIERS
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1) Field classification is based on
Dry- Absence of moisture, dusty, dry
visual examination of soil in general
to the touch
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accordance with ASTM D 2488783.
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Moist- Damp, but no visible water
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2) Soil classification using laboratory
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tests is based on ASTM D 2487-83.
'Wet- Visible free water or saturated,
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usually soil is obtained from
.3) Descriptions of soil density or
below water table
consistency are based on
interpretation of blowcount data,
visual appearance of soils, and/or
test data.
Cornerstone Phone: (425) 84-1977
Unifi.ed Soil Classification System
Fax: (425) 844-1987
gMal Geotechnical, Inc.
Figure 3
17625-130th Ave N E, C-1 02 Woodinville, WA*
98072
LOG OF EXPLORATION
DEPTH
usc
SOIL DESCRIPTION
TEST PIT ONE
0.0-3.0
Sm
GRAY -BROWN SILTY FINE TO COARSE SAND WITH GRAVEL (LOOSE, MOIST) (FILL)
3.0-4.0
SM
DARK GRAY SILTY FINE TO COARSE SAND WITH TRACE GRAVEL AND ORGANICS
(LOOSE, WET) (FILL)
4.0-10.0
SM
GRAY SILTY MEDIUM TO COARSE SAND WITH GRAVEL (LOOSE TO MEDIUM DENSE,
WET) (RECESSIONAL OUTWASH/FILL?)
SAMPLES WERE COLLECTED AT 3.5, 8.0 AND 10.0 FEET
GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
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TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 AND 4.0 FEET
TEST PIT WAS COMPLETED AT 10.0 FEET ON 12/28/04
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TEST PIT TWO
0.0-1.0
SM
DARK BROWN TO BLACK SILTY SAND WITH GRAVE L (LOOSE, WET (TOPSOILJDUFF)
71 Tn-
1.0-5.0
SM
GRAY -BROWN SILTY FINE TO COARSE SAND WITH GRAVEL (LOOSE, WET) (FILL)
m
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5.0-6.0
SM
DARK BROWN TO BLACK SILTY SAND WITH GRAVE L AND ORGANICS (LOOSE, WET)
mo
0
(TOPSOIL)
0
C
6.0-10.0
Sm
RED -BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL AND ROOTS (LOOSE TO
-4
M
MEDIUM DENSE, MOIST) (WEATHERED TILL)
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10.0-11.0
SM
BROWN -GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE, MOIST) (TILL)
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SAMPLES WERE COLLECTED AT 3.0, 5.0. 9.0 AND 11.0 FEET
GROUND WATER SEEPAGE WAS ENCOUNTERED AT APPROXIMATELY 1.0 FEET
SLIGHT TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 AND 6.0 FEET
0 _n
TEST PIT WAS COMPLE TED AT 11.0 FEET ON 12/28/04
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TEST PIT THREE
m
m M
0.0-1.0
SM
BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (LOOSE, MOIST) (FILL)
co
1.0-4.0
Sm
GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (VERY DENSE, MOIST) (TILL)
0 m
c ch
SAMPLE WAS COLLECTED AT 4.0 FEET
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GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
TEST PIT CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 4.0 FEET ON 12/28/04
TEST PIT FOUR
0.0 0.5
SM
GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (VERY DENSE, MOI ST) (TILL)
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NO SAMPLE WAS COLLECTED
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GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
Z.
TEST PIT CAVING WAS NOT ENCOUNTERED
0
TEST PIT WAS COMPLETED AT 0.5 FEET ON 12/28/04
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CORNERSTONE GEOTECHNICAL, INC.
FILE NO 1791
FIGURE 4
LOG OF EXPLORATION
.. .. ........
DEPTH
Usc SOIL DESCRIPTION
TEST PIT FIVE
0.0-1.0
SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (LOOSE, MOIST) (FILL).
1.0-1.5
Sm GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (VERY DENSE, MOIST) (TILL)
NO SAMPLE WAS C OLLECTED
GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
TEST PIT CAVING WA S NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 1.5 FEET ON 12/28/04
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CORNERSTONE GEOTECHNI,CAL, INC.
FILE NO 1791,
FIGURE 5
May. 31. 2005 10 09AM Hoove r P r e m 1 e r Homes N o. 0550 P 3
Rockery Review Letter
Meadowdale Estates — Lot 7
May 24, 2005
CO File No. 1791
Page 2
We should be reta . ined to provide. monitoring and consultation services during construction to
confirm that the conditions encountered are consistent with those indicated. by our surficial
observations, and to provide recommendations for design changes, should the conditions revealed
during the work differ from those anticipated. As part of our services, we would also evaluate
whether or not earthwork activities comply with contact plans an d specifications.
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Within the limitations of sc pe, schedule and budget for our w
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that our work has been. completed in accordance with, generally, accepted practices followed in
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We.appreciate t to you. If there are any. questions concerning is
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report or if we can pro vide additional services, please call.
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Sincerely,
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Cornerstone Geotechnical, Inc.
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Jeff Laub, LG.
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Rick B Powell, PE
President
JPL:RBP:nt
Three Copies Submitted
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Cornerstone Geotechnical, Inc.
Field Report
Cornerstone
Geotechnical, Inc. CG File No. 17q I
17625 - 130th Ave N E i C 102 Project: Date:
Woodinville, WA 98072 Weather: D Report No:
Ph: (425) 844-1977 Page: Of
Purpose of Visit:
Fax: (425) 844-1987 By: Ks
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CORNERSTONEGEOTECHNI N o. 1832 1P, 2 02
iiOct. 28, 2 0 0 5:: 12 06PVI2564Hoover Premier Homes
Field Report
Corner;stwne 'GV
Qeotechn,ical, Inc.
CG File No, 17�
17625 - 1301h Ave NE
C102 Project:��-9
L
Date.
Woodinville, WA 98072. 'Util
Weath
Reporl No:
Ph: (425) 844-1977
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Purpose o page: I Df
Fax: (42S) 8
44-1987
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Received Time Oct.28. 11: 19AM
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1125W, o o v e r P r ml er Homes CORNERSTONEGEOTE—CHNI No. 1832 P. 3 03
t. 28. 2-C 0 5�: 12 0 6 P-V
TO cOMMENCING ANY
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ON-qTE IN ACCORDANCE WI.
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INSTRUCTION ENIAANCE, AND CATCH BASIN PROTECTION ON 172ND A%1E PRIOP TO FACI TATE ROADWAY CON�aMUCTLON.
TRUCTION. t5C FACILITIES SHALL BE UPDATM AND MAPITATN0 AS CONMIIIO�S
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