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`41TY cury 11BUILDING DEPARTMENT
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Cornerstone 17625-1301h Ave. NE, C102, Woodinville, WA 98072
Phone: 425-844-1977
Geotochnica''l, MO. Fax: 425-844-1987
January 6, 2005
Ms. Cathy Patterson
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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 P. E C,; E N! E D
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CG File No. 1791
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MAY 17 2005
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Dear Ms. Patterson: PERMIT COUNTER
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INTRODUCTION
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This report presents the.results of our geotechnical engineerin g investigation for your Meadowdale;
Estates residential development in the Meadowdale area of Edmon ds, Wasbingtom The site is located at
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6880 -172"d Street SW, as shown on the Vicinity Map in Figure 1.
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Site development, including grading, road construction, and utility placement, has been substantially
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in g lots, with the exception of Lot 2,
completed.. We understand that you have purchased a1l.of the buildi
for. the purp oses of constructing single-family residences. The City of Edmonds has required a
geoiechnical report for the lots with slopes greater than 15 percent, and you hav e requested that we
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evaluate the subsurface c onditions of your lots and provide foundation recomin endations for the proposed
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residences. For our use in preparing this report,,we have been provided with a copy of a sit plan by CHS
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Engineering, dated September 2003, that shows lot, road, and utility laypu t. We have also been provided
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with a Slope Stability Evaluation, prepare d by GeoEngineers and dated June 18, 2002, that addresses the
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detention facility. Addit ionally, we have been provided with field reports prepared by Sky Valley Testing
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that document compaction testing performed during the, main earthwork phase of the project.
PROJECT DESCRIPTION
'Me L-shaped project site has maximum dimensions of approximately 640feet 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. 1791
Page 2
single-fan-dly residences on all of the lots with the exception of Lot 2, which you do notown. 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 completed stonn water detention vault is
located close to the western 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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recommendations for site development. Specifically, our scope of services as outlined in our Services
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Agreement, dated December 23, 2004, includes the following:
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1 Review available geologic maps of the area and available project documentation.
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*th backhoe-excavated test pits.
2. Ex lore the subsurface. conditions at the site wi
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3. Provide recommendations for building foundations, including lateral pressures for
retaining walls.
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4. Provide recommendations for site preparation and grading.
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5. Provide general recommendations for site drainage.
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6. Prepare a written report to document our conclusions and recommendations.
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SITE CONDITIONS
Surface Conditions
At the time of our exploratioh the access road (69h Place 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 vault 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 groundsurface slopes downward towards the west at approximately 3 Horizontal to I
Vertical (3H: IV). An existing residence borders the southwestem comer of the site and 172 nd Street SW
borders the site to the south. The rest of the site is surrounded by a wooded area With brush and evergreen
trees up to approximately 2 feet in diameter.
Cornerstone Geotechnical, Inc.
Geotechnical Engineering Report
Mendowdale Estates'
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page 3
Geology
Most of th e Puget Sound Region was affected by past intrusion of continental glaciation. The last period
of glaciation, the Vashon Stade of the Fraser Glaciation, ended approximately 11,000 years ago. Many of
the gcomorphic 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
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overridden by the ice sheet were compacted to a much greater extent than those that were not. Part of a
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typical glacial sequence includes recessional. outwash sand underlain by glacial till.
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(Preliminga S
T'he site is mapped as being underlain by glacial till urficial Geologic Map of the Edmonds
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East and Edmonds West Quadrangles, Snohomish and King Counties, Mackey Sm ith, 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 acial till, recessional outwash, and fill. Glacial till, commonly
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referred to as "hardpan," is an unsorted mixture of sand, silt, and gravel that is deposited at the bottom of
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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 pen-neability. Alluvial sand and gravel deposited b y glacial melt
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water during glacial recession is known as recessional outwash. In contrast to glacial till, recessional
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outwash has not beerf glacially consolidated.
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Explorations
Subsurface conditions were explored at the site on December 28,.2004, by excavating a total of five test
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pits. Ile test pits were excavated to depths ranging between 0.5 and 11.0 feet below the ground surface.
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The explorations were located*in the field by a representative -from this firm who also examined the soils.
and geologic conditions encountered, 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 cop of which is. presented as Figure 3. The
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logs of the test pits are presented in Figures 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.
Geotechnical 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
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 runoff. 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 conditions will
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occur as po ckets 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
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time of year and the upslo e recharge conditions.
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Erosion Hazard
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Ile 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 vegetative 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 Snohomish County Area Washington by the Soil Conservation Service(SCS),
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was reviewed to determine the erosion hazard of the on -site soils. The site surface soils were classified
using the SCS classification system as Unit 5 (Alderwood — Urban Land Complex). The corresponding.
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geologic unit for these soils is till, which is generally in agreement With the soils encountered in our site
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explorations. The erosion.hazard for the soil is listed as being slight 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 practices (BNTs) and applicable
codes should be f6llowed 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, Wa:shington
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
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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
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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 amplificati 'on of
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ground motion.
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CONCLUSIONS AND RECOMMENDATIONS
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General
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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 and pavements. We
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recommend that the foundations f6r 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 footing depths in the cutareas of the site. Fill encountered in Test Pits I and 2 was
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result, areas of fill may need to be over
loose. Asa -excavated and properly compacted. Alternatively,.
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
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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 landsedping 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
surfaces.
-site glacial till likely to be e osed during construction is considered highly moisture sensitive,
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icult, if not impossible,
and the surface will disturb easily when wet. We expect these soils wou Id be diffi
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to compact to structural fill specifications in wet weather. We recornmend th at earthwork be conducted
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during the drier months. Additional expenses of wet weather or winter construction would include extra
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excavation and. use of imported fill or ro ck spalls.
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Structural Fill
General: All fill placed beneath buildings, pavements or other settlement sensitive features should be
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placed as stru ctural fill. Structural fill, by defiriftion, is placed in accordance with prescribed methods and
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standards, and is monitored by an experienced geotechnical professional or soils technician. Field-.
monitoring p rocedures would include -the performance of a representative number of in -place density tests
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to document the attainment of, the desir ed degree of relative compaction.
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Materials: imported structural fill should consist of a good quality, free -draining granular soili free of
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organics and other deleterious material, and be well graded to. a maximum siz.e of I about 3 inches.
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imported, all-weather structural fill should contain no more than 5 percent 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.
The use of on -site soil as structural fill will be dependent on moisture content control. Some drying of the
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native soils may be necessary in order jo achieve compaction. During wann s unny days this could be
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 nati ve soils to* structural fill
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specifications would be difficult, if not impossible, during wet weather.
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Fill Placement: Following subgrade preparation, placement of the structu ral fill may proceed. Fill
should be placed in 8- to 10-inch-thick uniform lifts, and ca ch lift should be spread evenly and be
thoroughly compacted prior to placement of subsequent lifts. All 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 repo rt, 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
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on should be acco lished
in cases where drying to a compactable condition is not feasible. All compacti mp
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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, o pen, 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 contractor 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 subs ace materials and ground w
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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: 1 V. Cuts in the
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fill should be no 'greater than I.5H:lV. Cuts in the dense to very -dense till may stand at a. 0.7511:1V
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inclination or. possibly steeper. If ground water seepage is encountered, we would expect that flatter
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
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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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Final slope inclinations for structural fill and the cuts in the native soils should be no steeper than 2H: IV.
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Lightly compacted fills or common fills should be no steeper than 3H: IV. Common fills are def
fill material with some org anics that are "trackrolled" 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.
Geotechnical 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 tovery dense, it should be overexcavated. to expose
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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 the bottom of the footing and the slope face.
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Footings should extend at kast 18 inches below the lowest adjacent finished ground surface for.. frost
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protection and bearing capacity considerations. Minimum f6undation widdis 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, we recommend an allowable design bearing pressure of
2,000 pounds per square foot (psf) be used for the footing design. International Building Code (IBC)
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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 V2.-inch differential between footings or across a distance of about 30 fdet. '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 friction between the foundation and subgrade soil, and by passive soil
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resistance acting on the below -grade portion of the foundation. For the latter, the foundation must be
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'poured "neaf' 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
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 fliction 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 friction coefficient does not include a factor of
s afety.
Cornerstone Geotechnical, Inc.
Geo.technical. 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 backfill 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
in an "active" condition. Walls restrained from movement by stiffness or bracing are in An "at -rest"
condition.- Active earth pressure and at -rest earth pressure can be calculated based on equivalent fluid
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density. I Equivalent fluid.densities for active and at -rest earth pressure of 35 pounds per cubic foot (pef)
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 cf, respectively, may be used
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for design fo r 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
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against the foundation. A coefficient of friction of 0.45 may be used to determine the base friction 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
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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-ope'rated. compactors.
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Slabs -On -Grade
Slab -on -grade areas should be prepared as recommended in the Site Preparation and Grading
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subsection. Slabs should be supported on medium dense to very dense native soils, or on struct -ural fill
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.
Geotecbnical 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 roadway . s, be
collected and routed to an approprilate storm water discharge system. Final site grades should allow for
drainage away from any buildings. We suggest that the finished ground surface be sloped at a gradient.of
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rom the buildings. Surface water should be
3 percent minimum for a distance of at least 10 feet away f
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collected by permanent catch basins and drain lines, and be dischar ged into a stonn drain system..
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We recommend that footing drains be used around all. of the structures where rnoistur e control is
important. The underlying till will pond water that accumulates in the crawl s pace. it is good practice to
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use footing drains installed at least 1 foot below the planned finished floor slab or crawl space elevationto
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provide drainage for the crawl space At a minimum, the crawl space should b e sloped to drain to an
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outlet tied to the drainage system. If drains are on-iitted around slab -on -grade floors where moisture
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control is i the slab should be a minimum of I foot above surrounding grad es.
mportant
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Where used, fo oting drains should consist of 4-inch-diameter, perforated PVC pipe that is surrounded by
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free -draining material, such as pea gravel. Footing dra ns should discharge.int o tigbtlines leading to an
appropriate collection and discharge point.' Crawl spaces should be sloped to drain, and a positive
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connection should be in ade into the foundation drainage system. For slabs -on -grade, a drainage path.
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pillary br n drain system. Roof drains should not
should be provided from the ca eak material to. the footi g
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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 monitoring and consultation services during construction to confirm that
the conditions encountered are consistent with those indicated by the e xplorations, and to provide
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recommen dations for design changes, should the conditions reve aled during the work differ from those
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anticipated.
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USE OF THIS REPORT
We have prepared this report for Hoover Premi Homes and their agents, for us . e in plann ing and design
er
of this pr oject. The data and report should be provided to prospective co n tractors 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.
'Me 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 or
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ically described in our report, for consideration in design. There are possible
procedures, except as speeif
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vanations in subsurface conditions. We recommend that proje ct planning include confingencies in budget
and schedule, should areas be found wi th conditions that vary from those described in this report
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Within the limitations of scope, schedule and budget f6r our work, we, have strived to take care that our
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work has been completed in accordance with generally accepted practices followed in.this area at tbetime
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this report was prepared. No other conditions, expressed or implied, should be understood.
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Cornerstone Geotechnical, Inc.
Geotechnical En gineering Report
Meadowdale Estates
E dmonds, Washington
January 6, 2005
CG File -No. 1791
Page 12
We appreciate the opportunity to be of service to you. If there are any questions conceming this report or
if we can provide: additional services, please call. -
Sincerely,
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Cornerstone Geotechnical, Inc.
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Jeff Laub, LG
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Pr oject Geologist
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Rick B. Powell, PE
Principal
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Reference: Site Plan based on scanned site plan by CHS Engineering, dated 09/2003.
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Corners Phones (425) 844N@1977 RH Hoover stiff Meadowdale Estates
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Ge echnical, Inc. File Number Figure
17625o"130th Ave NE, C,V1 02 Woodinville, WA 98072 1 1791 1 2
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Unified Soil Classification System
MAJOR DIVISIONS
GROUP
SYMBOL
GROUPNAME
GRAVEL
CLEAN GRAVEL
GW
WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL
COARSE -
GRAINED
MORE . THAN 50% OF
GP
POORLY -GRADED GRAVEL
COARSE FRACTION
GRAVEL
WITH FINES
GM
S I LTY G RAVE L
SOILS
RETAINED ON NO. 4
SIEVE
GC
CLAYEY GRAVEL
MORETHAN50%
RETAINED ON
number 200 SIEVE
SAND
CLEAN SAND
sw
WELL -GRADED SAND, FINE TO COARSE SAND
SP
POORLY -GRADED SAND
MORE THAN 50% OF
SAND
VATH FINES
SM
SILTY . SAND
COARSE FRACTION
PASSES NO. 4 SIEVE
SC
CLAYEY SAND
'SILT AND CLAY
INORGANIC
ML
SILT
FINE -
GRAINED
LIQUID LIMIT
LESS THAN 50%
CL
CLAY
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
SOILS
MORETHAN50%
PASSES NO. 200 SIEVE
SILT AND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY,.ELASTIC SILT
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
LIQUID LIMIT
50% OR MORE
ORGANIC
OH
ORGANIC CLAY, ORGANIC SILT
HIGHLY ORGANIC SOILS
PT
PEAT
NOTES:
SOIL MOISTURE MODIFIERS
1) Field classification is based on Dry- Absence of m.oisture, dusty, dry
visual *examination of soil in general to the touch
accordance with ASTM D 2488-83.
Moist-! Damp, but no visible water
2) Soil classification using laboratory
tests is based on ASTM D 2487-83. Wet- Visible free water or saturated,
3) Descriptions of soil density or usually soil is obtained from
consistency are based on below water. table
interpretation of blowcount data,
visual appearance of Soils, and/or
test data.
cornerstone Phone: (425) 844-1977
Unified Soil Classification System
Fax: (425) 844-1987
Geotechnical, Inc.
17625-1301h Ave NE, C-1 02 Woodinville, WAO 98072
Figure 3
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LOG OF EXPLORATION
DEPTH
usc SOIL DESCRIPTION
TEST PIT ONE
SM GRAY -BROWN SILTY FINE TO COARSE SAND WITH GRAVEL (LOOSE, MOIST) (FILL)
0.0-3.0
sm DARK GRAY SILTY FINE TO COARSE SAND WITH TRACE GRAVEL AND ORGANICS
�3.0 - 4.0
(LOOSE, WET) (FILL)
sm GRAY S ILTY MEDIUM To COARSE SAND WITH GRAVEL (LOOSE TO MEDIUM DENSE,
4.0 - 10.0'
WET) (RECESSIONAL oUTWASHIFILL?)
SAMPLES WERE COLLECTED AT 3.5. 8.0 AND 10.0 FEET
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GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
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TEST. PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 AND 4.0 FEET
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TEST PIT WAS COMPLETED AT 10.0 FEET ON 12128/04
IT!
TEST PIT TWO
sm DARK BROWN TO BLACK SILTY SAND WITH GRAVEL (LOOSE, WET) (TOPSOI,UDUFF)
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GROUND WATER SEEPAG E WAS ENCOUNTERED AT APPROXIMATELY 1.0 FEET
0
SLIGHT TESf PIT CAVING WAS ENCOUNTERED B ETWEEN 0.0 AND 6.0 FEET
AT 11.0 FEET ON 12/28/ 04
TEST PIT WAS COMPLETED
IT! m
TEST PIT THREE
SM BROWN SILTY FINE TO MEDIUM.SAND WITH GRAVEL (LOOSE, MOIST) (FILL)
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0.0-1.0
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SAMPLE WAS COLLECTED AT 4.0 FEET
WAS NOT ENCOUNTERED
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GROUND WATER SEEPAGE
TEST PIT CAVING WAS NOT ENCOUNTEREQ
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TEST PIT WAS COMPLETED AT 4.0 FEET ON 12/28/04
TEST PIT FOUR'
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NO SAMPLE WAS C EEPAGE WAS NOT ENCOUNTERED.
GROUND WATER S
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TEST PIT WAS COMPLETED AT 0.5 FEET ON 12/28/.04
0.
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CORNERSTONE GEO,TECHNICAL, INC.
FILE NO '1791
FIGURE 4
LOG OF EXPLORATION
DEPTH
Usc SOIL DESCRIPTION
TEST PIT FIVE
SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (LOOS E, MOIST) (FILL)
0.0-1.0
GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (VERY DENSE, MOIST) (TILL)
1.0-1.5
SM
NO SAMPLE WAS COLLECTED
GROUND WATER SEEPAGE WAS- NOT ENCOUNTERED
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TEST PIT WAS COMPLET ED AT 1.5 FEET ON 12/28/04
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CORNERSTONE GEOTECHNICAL, INC.
FILE NO 1791
FIGURE 5
Cornerstone
17625-1301h Ave. NE, C102, Woodinville, WA 98072
Geotechh'ical, Inc. Phone: 425-844-1977
Fax: 425-844-1987
41rry COPV
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May 6, 2005
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Ms. Cathy Patterson
Hoover Premier Homes*
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16300 Mill Creek Boulevard, #108
Mill Creek, WA 9801.2
3:
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Rockery Design Review Letter
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Meadowdale Estates - Lot 8
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Edmonds, Washington
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CG File No. 1791
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Dear Ms. Patterson:
CO.
This letter presents our review of the proposed. rockery design. located on Lot 8 at the
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Meadowdale Estates development at 6880 — 172"' Street SW, in Edmonds, Washington. We have
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previously prepared a Geotechnical Engineering Report for.the site, dated January 6, 2005. For
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our use in preparing this letter, we have been provided with a copy of the Lot 8 site plan that
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shows th elevations of the proposed rockeries, and the City of Edmond's handout
e locations and
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#B63 regarding rockeries. This handout includes.the City of Edmond's detail sheets for single
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and tiered rockeries.
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Lot 8 is located along the east side of the Meadowdale Estates plat. The lot generally slopes up
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from the roadway to the east property line. Based on our previous explorations, we expect that
the material coring this slope is dense glacial till.
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The provided site plan shows several low rockeries surrounding the planned residence ranging up
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to 4.2 feet in height. We have reviewed the provided Rockery Detail an d Tiered Rockeries
Detail, dated April 1, 2003 an d October 6, 2003,. respectively, and prepared by the City of
Edmonds. Based on this review of the Edmonds details, the provided plans, and our previous
explorations, we expect that the detail in the city of Edmonds should be a suitable design for the
planned rockery system at Lot 8.
Rackery Review Letter
Meadowdale Estates — Lot 8
May 16, 2005
CG File No. 1791
Page 2
We should be retained to provide monitoring and consultation services during construction to
confirm that the conditions encountered are consistent with those indicated b our surficial
y
observations, and to provide recommendations for design changes, should the conditions revealed
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during the work. differ from those anticipated. As part of our services, we. would also evaluate
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whether or not earthwork activities comply with contract plans and specifications.
Within the limitations of scope, schedule and budget for our work, we have strived to take care
that o as been completed in accordance with �generally accepted practices followed -in
ur work h
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this area at the time this report was prepared. No other conditions, expressed or implied, should
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be understood.
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We appreciate the opportunity to be of service to you. If there are any questions concerning this
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report or if we can provide additional services, please call.
Sincerely,
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Cornerstone Geotechnical, Inc.
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Jeff La G
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Project Geologist
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Rick B. Powell, PE
President
JPL:kBP:nt
One Copy Submitted
Cornerstone Geotechnical, Inc.
eih�, 19, M`5�-.11:45AX2584HOOver Premier Homes CORNERSTONEGEOTECHNI No. 115 9 P 2/3v
0
Field Report
Corners one
ko'Geotechnical, Inc.
CG Fills NO. 17 q
.17625 - 13ft Ave NE, C 102 Piroject /46vt'r- —MT-qCPOwaVJ1Q
Date: J�
Woodinville, WA 98072 Weather. e- 10.0(� �W-i - uvtk,-"-
Report No:
Ph: (425) 844-1977 PurposeofVisit.
Page: of
Fax: (425) W. 1987
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FR70R To coljuEINJC71,1� ANY 7. STABILIZE ALL SOILS EXPOSED BY LAND
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MINIMUM. PROVIDE A WATER TRUCK FOF
'RUCTI ON.
ON-511C IN ACCORDANCE WITH ESC STANDARD NOTE 8 PRIOR gro COMMENCING a. UTILITY CONSTRUCTION SHALL IMPItZHEI
9. INSTALL TEmPORARY PIPING AT TEMPOF
AND CATCH BASIN PROTECTION ON 172ND ANVE PRIOP TO FACILITAIE ROADWAY CONSTRIJCTION- .
INSTIRUCTION ENTRANCE INED AS CONDITIONS
TRUCTION. ESC PACILITIER 94ALL OC UPDATED AND MAINTA 10. REMOVE EROSION AND SEDIMENTATION
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p. 12
CORNERSTONEO-EOTECHNI No. 1162
'Aug. 22. 2005-. 8:29AVI"`�"Hoover Premier Homes
'Field Report
Cornerstone
Geotlacfin,ical, Inc. CG File No.
17625 - 130th Ave NE, C 102 Project: Date:
Woodinville, WA 98072 Weather Report No:
Ph: (425) 844-1977 Purpose of Visit: Page: of 2
F ax: (426) 844-1967 1145-
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-to C.OMMENCING ANY
,-ES FRIOR 7. STABILIZE ALL SOILS EXpovEO BY LANr
CONSTRUCTION PLANS PRIOR 70 2 ANI) 7, ENSURE ADEQUATE DUST CON
INTROL SENEINCr. STANDARD N07FS. AND VINIMUM,. PROVIDE A WATER TRucK FOP
swALL WX90
ON -SITE IN ACCORDANCE WIV M STANOAFjO, I,401t 8 PRIOR To commENCINZ; A, UTIL37Y CON51RUCTION
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INSTRUCTION ENTRANCE, AND CA7CH, BA%,N ;iR E�JI N ON 172NO AVE PRIOR TO FACILITATE ROADWAY CONSTRUCTION-.
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TRUCTION. ESC FACILITIES SHALL BE UPOA A MAINTAINED AS CONDITIONS AND SEDNEII17ATION
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Field Report
Cornerstone
Geotechnical, Inc.
CG Fil"' No.
Date: �-�-A
17625 - 130th Ave NE, CI 02 Project'.
Woodinville, WA 98072 Weather:
Repo A No:
Ph: (425) 84A-1977 Purpose of Visit*.
Page* of
Fax: (425) 844-1987
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Field Report
Come rsitone
Geotechnical, Inc.
CG Pile No.
17625 - 13Dth Ave NE, C102 Project:
Woodinville, WA 98072 Weather
R I oport No:
Ph: (42S) 844-1977 -LA
Purposo of Visit: 54iA/z;�I
page:-. of. �2
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V.S PRIOR 70 COMMet4CING ANY L AND e I ONSTRUCTION PLANS PRIOR TO 7, STABILIZE ALI. SOILS EXPOSED 6'Y LAND
)NTROL SECUEN,CE, STANDARD NOTES, 2 AND 7. ENSURE ADEQUATE DUST COl't
'RUCTION. MINIMUM, PRO\nDE A WAIIER TRUCK FOF
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Ci5l*4 Field Report
Cornerptone
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I % CG File No, 7c-i
17625 - 1310th Ave NE, C102 Project: 13G -r- , JM C.r.—
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Woodinville, WA 98072. "'1 -
WeathFEM� �;.( T Report No:
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RECORD OF INSPECTIONS
INSPECTOR DATE APPROVED
"A. SETBACKS .....................
FOUNDATION:
Footing ..... 11 ................ ov)
ms .
Wall ..........................
Pier/Porch ................. z
.0
Retaining Wall ...........
0
M
Slab Insulation ..........
PLUMBING:
ca x
Underground ............. M
C
M
Rough -in ................... 0
00
Commercial Final ...... C
3: M
HEATING: M Z
--I
v
Gas Test .................... z
Gas Piping ......... I ....... 3:
0
Equipmenj.. -n
............. .
-4
Commercial Final ....... x
MITI
EXTERIOR SHEATHING 0 55
NAILING .......................... (S 0
0 M
C
FRAMING ........................ vn% C)7 0 C/)
M 0
Z
FIRST FLOOR FRAMING...
INSULATION ...................
3:
Floor Insulation .........
>
z
Wall Insulation ...........
Ceiling Insulation .......
z
SHEETROCK NAILING ... L 0
0
SPECIAL INSPECTION ... M
MISCELLANEOUS ..........
FINAL APPROVAL FOR 4-3-
OCCUPANCY ..................
S1deSewer#,___
t PaM $ geCelpt
.,imieissu Orcs.
WaterMetersiz-,
Amo=t P,,:.10
Rcc-C".1.
DatePare!,=_1
rZOW a
qu
Amount P,,:�,_'