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I DATE RECEIVED
C1W OF EDMONDS
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Street use Parma Req'd E3
Inspectinn Required E3
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REQUIRED DEDICATION- FT
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METER SIZE
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PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION REQ'D
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VALUATIO
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Description FEE Description FEE
Plan Check q State Surcharge
Building Permit aev�x-1 City Surcharge
Plumbing Base Fee
Mechanical
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CITY COPY,
LIU&ASSOCIATES INC.
Geotechhical Engineering Engineering Geology Earth Science
November 19, 2004
Mr.. Rick Klemm
RECEIVED
North Crest Development Corp.
P. 0. Box 340 NOV .2 4* 2004
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Edmonds, WA 98020
PERMIT COUNTER
Dear Mr. Klemrn:
Subjject: Geotechnical Engineering Study
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Proposed Single -Family Residence
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8014 — 214"' Place SW
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Edmonds, Washington
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L&A Job No. 4A 142
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INTRODUCTION
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We have completed a geotechnical engineering study flor the site of a pi -amily.
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residence located at the above address in Edmonds, Washington. The Ourpo se of this study is to
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characterize the subsurf4ce conditions of the site and provide geotechnical recommendations for
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site grading, surface'and ground water drai nage, control, foundation design and coil. uction, etc.,
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for the proposed development or the site. Presented in this report are our findings, conclusions
and geotechnical recommendations.
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The general location of the site is. shown on Plate I Vicin.it Map. For Our use in this study, you
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provided us with a plot plan of the site.
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PROJECT DESCRIPTION
We understand that the proposed residence will -be a one-story, rarnbler-style, wood -framed
structure with a crawl space underneath. It is to be.supported oil perimeter concrete fo undation
19213 Kenlake Place NE Ken more, WA 98028
Phone (425) 483-9134 Fax -(425) 486-2746
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November 1.9. 2004
-arnily lZesidence
Single-l"
L&A Job No. 4A 142
Page 2
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walls and continuous footings, as well as intei -ior bearing wa s p sts and Tile site is
cUrrentl y Occupied by an existin' house and a detached garage. These existing structures are to
be demolished to make way ffir the new residence which is to be located in tile* middle ofthe. site.
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The site is nearly flat and site grading will requit -e minimal Cut and fill. 'rile residence is to be
accessed by a paved driveway off.'214"' Place SW to an attached garage,located at the northeast
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corner of the house. Ail infiltration trench is planned along eitherAlle. outh or the east bounda
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or the sub e ct property..
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SCOPE OF SERVICES
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To achieve the purpose of this geotechnical engineer ing study,,01.11* scope.of services comprises
specifically. the following:
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Review tile geologic and soil conditions at tile site.based oil a published'geologic map
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2. Explore the subsurface con ditions of tile site. with backhoe test pits excavated to a firm
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soil stratum or to the maxil'111.1111 depth capable of by the backhoe (about 12 f
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excavate the t est pits whichever. occurs first.
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3. Perform oreotechnical engineering analyses as required and pi -ovide recommendations for
site grading, surface and ound water . drainage control. erosion mitigation, and .
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ns encounter
foundation design and construction. based oil subsurface conditio ed i n tile.
test pits.
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.4. Prepare a written report to present our findings, conclusions, and recommendations.
SITE CONDITIONS
SURFACE CONDITIONS
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As shown oil Plate 2, the site is a rectangUlar-shaped lot, with a frontage of 105 f rig. 214"'
Place SW fronting the lot to. the north, and is 95 fi&t deep. 'rile site is adjoined by residential
developments to the south,. east and west.
LIU & ASSOCIATES9 INC.
November 19-2004
Single-Farnily Residence
L&A Job No. 4A 142
Page 3
The site is situated on, a broad,- very gentle, Southerly to southeasterly declining plain. The
le s down to the west. The
ground within the site is. almost flat, generally sloping at 2 percent oi s
-e\v ornamental trees dotting the south
north andwest.side of the, site is lined with shrubs, with f
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and east sides of the site. The unpaved ground around the existing house and detached garage is
mostly covered with lawn grass.
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GEOLOGIC SETTING
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The Geology Map of the Edmonds East and. Part of the Edmonds West Quadrangles.
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Washington, 1983. by James P. Minard, published in 198" by U. S. Geological Survey, was
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referenced for the geologic and soil conditions of the site. According to this publication, the
surficial soil unit at and in'the vicinity of the site is mapped as Vaslion Till (Qvt).
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The geology of the Puget Sound Lowland has been modified by the.a dvance and retreat of
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several glaciers in the past and subsequent deposits and erosion. The latest glacier advanced.to
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the Puget Sound Lowland is refei -red to as the Vashon Stade of the Fraser Glaciation, which has
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occurred during the later sta,,es of the Pleistocene Epoch and retreated from the region some
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14,500years ago.
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The Vashon Till was deposited directly by glacial ice during the most recent glacial period as it
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advanced over an eroded, irreoular surf sediments. It is a very dense
-ace of -older f
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mixture of unsorted clay, silt, sand, gravel, and scattered cobbles and boulders, often referred, to
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as "hard pan". ' lie Vashon Till over the top two to four r
dense state� and is moderately permeable and compressible.- The underlying fresh till is very
dense and is practically iniperviOLIS to stormwater infiltration. Tile fresh till has the strength of.
low-arade concrete and can stand in a steep natural or Cut Slope for a long period. If remains
LIU & ASSOCIATES, INC.
November 19, 2004
Single -Family Residence
L&A Job No. 4A 142
Page 4
undisturbed and well -drained, the rresh till can provide excellent foundation support with little
settlement expected.
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SOIL CONDITIONS
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Subs turface conditions at tile site were explored oil November 13, 2004, with three test pits
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excavated with a tire- mou nted backhoe to depths from 5.0 to 7.5 f
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of the test pits are shown on Plate 2 Site and Exploration Location Plan. The test pits, were
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located with a tape measure with reference to topographic features in the field, and oil th e
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topographic survey map, and their locations should be considered as only acc urate to the.
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nicasurim, method used.
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A geotechnical engineer from. Our office was present during the exploration, who examined the
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soil and . geologic conditions ellboUntered and completed logs of test pits. The soil samples from
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each soil unit obtained from the test pits Were visually classified in general accordance :with
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United Soil Classificatioin System, a copy of which is presented oil Plate Detailed descriptions
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of soils encountered *during site.exploratiori are given in test pit logs presented on Plates 4 and
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The test pits revealed that the site is mantled by a layer of loose, mnic, topsoil about 1.2 to 1.3
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-feet thick, except that Test Pit 2, located near the southeastern corner of the site, encountered
-ine to coarse sand. Underlying the topsoil and
about 1.1 feet of fill consisting of loose gravelly f
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fill i s a layer of weathered soil'of brown, mediuni-dense, silty fine sand, about 1.3 to 2.5 f
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-brown -gray fresh Vashon Till
thick. The weather soil stratum is underlain by a light to light
deposit of very -dense, cemented, silty fine sand with some gi -avel and occasional cobble, about
? .0 to, over 3.2 feet thick. Underneath this. fres] till deposit,is a light -brown to light -gray.. dense,
gravelly, slightly silty,, fine to coarse sand. encountered in Test Pits 2 and 3 to the depths
explored. Tile gravelly sand deposit appears to be of. the Advance Outwash soil unit normally
LIU & ASSOCIATES9 INC.
November 19, 2004
Single -Family Residence
L&A.Iob No. 4A 141)
Page 5
underlying the Vashon Till. The� depth to the gravelly sand deposit is from 5.0 to 6.0. feet below
existing grade..
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The Advance Outwash soil unit is composed of stratified sand and gravel with n inor ai
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e a e,0utwash is of
silt and clay, deposited by the nieltwat r of advancing glacial ice, The Adv � m
birly well. Overrid
iboderately, h.igh permeability, and generally drains ft den by lacier, the
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Advance Outwash deposits are generally dense to very -dense in its natural. undisturbed state. It
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can stand in steep cuts or natural slopes if undisturbed. When exposed on slopes with poor
vegetation cover and subjjected to storrn runoff, the Advance Outwash deposits can be gradually
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eroded and may Slough and re -deposited to a flatter inclination. The Advance Outwash deposits
-bed state cai 'd od foundation support with little settlement
in their native, undiStLH provi e go
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expected -for light to moderat e re�sidentidl structures.
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GROUNDWATER CONDITIONS
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a y of very"dense,
Groundwater seepage was not encountered in r n of the test pits. The layei
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cemented till soils near the surface are of extreplely low permeability and would perch
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storrnwater infiltrating into the more p rrneable. topsoil * rid lo s fill over the site. Thi.
surface perched groundwater may completely dry up in the summer months and' may accumulate.
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and rise in the wet winter months. The perched ground Would flow down-gradieni along the
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Surface of the. underlying till soils. The depth to and amount or the perched groundwater may
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fluctuale.depending on weather, ground vegetation cover, landAlSe. and other factors. At where
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the layer of glacial till discontinues, the perched g170L1ndwatei:Ynay seep and dissipate into* the
more permeable Advance OUtwash deposit underlying the till.
LIU & ASSOCIATES, INC.
November 19. 2004
Single-Farnily Residence
L&A Job No. 4AI42
Page 6
DISCUSSIONS AND RECOMMENDATION S
GENERAL
-ace explorations, it.is our opinion that the
Based on the soil conditions encouptered in Our subSUrf
Torn the geotechnical engineering viewpoint.
site is suitable lbr the proposed development f
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boting foundations placed oil or into the undei -lying, undisturbed, very -dense fi -esh
Conventional f
till or the dense Advance OUtwash deposit or oil structural Fill constructed oil these competent,
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basal soils may be used for supporting the proposed residential building.
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GEOLOGIC �HAZARDS AND MITIGATION
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The site underlain by dense OUtwash soils at shallow depth ca'ped by a layer of very -dense,
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cemented fresh till. These soils.are of high shear strength and have high resistance against slope
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failures. The ,,round within the site is almost level. The above combination make it unlikely for
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such geologic hazards as slope failure. soil erosion, and liquefaction and soil lateral spreading to
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occur on the subjject site.
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EXCAVATION AND FILL SLOPES
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Under no circumstance should excavation slopes be steeper than the limits specified,by local,
state and federal safety regulations if workers have to perform constrUCti011work, in excavated
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areas. Unsupported temporary Cuts greater than 4 feet i n height Should be no steeper than .1 H: IV
in the surficial topsoil. fill and the layer of weathered soils of rnediLtIll-dense, silty fine sand, and
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-'de twash sand soils if the overall depth of.
may be vertical in the very nse fresh till and dense ou
-excavation does not exceeds'8 feet. Permanent cut banks should be no steeper th4n.2H: IV in the
Sffficial� fill topsoil and weathered soils, and no steeper than I /2FI: I V in the underlying fresh*
till and Utwash Soils. Ile Soil units and the stability 01' Cut -slopes Should be observed and
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verified by a geotechnical engineei during excavation.
LIU & ASSOCIATES9 INC.
November 19,
Single -Family Residence
L&A Job No. 4A 142
Page 7
STRUCTURAL FILL
Structural'fill is the fill that Supports structural or traffic load. 'LICtLiral fill should consist of
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clean soils free of organic and other deleterious Substances and with particles not larger than four
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inches. Structural fill should have a moisture content within one percent of its 6 ptimurn moisture
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.content at the time ofplacement. The optimum Moisture cbritent is the water content in the, soils
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that enable the soils to be compacted to the highest dry density for a given compaction effort.
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The outwash s nd soils underlying the site are suitable for use as structural, while the on -site till
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soils contain a high percentage of -fines and may be used as structural fill only under fair weather
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condition when its Moisture content can be controlled to close to its Optimum moisture content.
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Im ported material for structural fill 'should be clean, free -draining, granular soils containing no
more than 5% by weight finer than the No. 200 sieve based on the fractio.n of the material
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passing No. 4 sieve, and should have individual particles not larger than four -inches. Irn orted
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structural fill should be stockpiled and covered se arately from the oil -site soils.
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Structural fill Should be placed in lifts no more than 10 inches thick in loose state, with each lift
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compacted to a minimum percentage of the maximum dry density determined by AST M; D1557
(Modified Proctor Method) as follows:
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Application % of Maximum Dry Density
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Within building pads 05%
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-ade -o -eet and 90% below
Road.way/driveway subgi 95% f r top 2 f
Retaining wall backfill 90%
Utility trench backfill 95% foi- top 4 feet and 90% below
LIU & ASSOCIATES, INC
November 19, 2004
Single -Family Residence*
L&A Job No. 4A 142
Page 8
FOUNDATIONS
Conventional footing f e
-oundations may be used for supportin- th building. Continuous strip
footings i ay be used for supporting bearing walls, and individual footings for columns and
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posts. Tile footing foundations should be placed oil or into undisturbed, native, verY7dense fresh
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t.ill or dense OUtwash sandsoils or on structural fill constructed over these competent basal soils..
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The exposed soils in the footing ti ipacted to a non -yielding state with a
-enches should be con
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vibratory mechanical compactor p rior to concrete pouring. Water should not be allowed to
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accumulate in excavated footing trenches or pits. Disturbed Soils Should be.completely removed
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or thoroughly re -compacted before pouring concrete for the footings.
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For footing foundations COnStrUcted.as recommended above, our recommended desigi criteria for
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footing foundations are as follows:
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The allowable soil bearing pressure fo r rooting foundations, including dead and live
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loads, should be no greater tharliftopsf. The footing bearing soils.should be verified
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on -site by a geotechnical engineer after the footin trenches have been excavated and
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before tile footings are poured.
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The minimum depth to bottorn of perimeter footings below adjacent final exterior grade
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should be no less than 18 inches. The IllininlUrn depth to bottorn of the interior footings
below top of floor slab Should be no less than 12 inches.
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The minimum width should be no. less than 16 inches foi- continuous wall footings, and
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no less than 24 inches for individual footings.
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A one-third increase in the above recommended soil bearing pressures illay be used when
considering short-term, transitory, wind oi- seismic loads. For the. above allowable soil bearing
pressures on mediurn-dense to dense advance outwash sand,we estimate that the maximurn total
post-constrUCti011 settlement of the buildings Should. be 1/2 inch or less and the differential
settlement across building width should be 3/8 inch oi- less.
LIU & ASSOCIATES, INC.
November 19, 2004
Single-Farnily Residence
L&A Job No. 4A 142
Page 9
-orce between tile f6undations and the subgrade soils
Lateral loads can be resisted by tile friction f
or tile passive earth. pressure acting on the. below -grade poi -tion orthe foundations. For tile latter,
the foundations must be poured "neat" against undisturbed soils or. backfilled with. a clean, ftee- .
draining, compacted structural rill. We recommend that an equivalent fluid density (EFD).of 350
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pcf (pounds per cubic foot) foi- the passive earth pressure may be used for lateral resistance. The
above passive pressure assumes that the backfill is level or incl ines L1 ward f6r a horizontal
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distance at least twice the depth of the foundations below final grade. Also,.a coefficient of
am
-orce between the foundations and the
riction of 0.60 may be used for calculating the friction f
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subgrade soils for lateral load resistance. These are unfactored ultimate.values, and a proper
factor of safety should be used in calculating the resistance against lateral loads on the building.
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SLAB -ON -GRADE FLOORS
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Slab -on -grade floors, if used, should be placed on firm subgrade prepared as Outlined in the SITE
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PREPARATION AND GENERAL EARTHWORK and the, STRUCTURAL FILL sections of
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this report. Where moisture control is critical, tile slab-on-grad.e floors should be placed on a
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capillary break which is in turn placed oil tile compacted subgrade. The capillary break should
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consist of a minimum four -inch -thick layer of clean, free -draining, 7/8-inch crushed rock,
containing no more than 5 percent by weight passingthe No. 4 sieve. A vapor barrier, such as a
6-mil plastic membrane, may be placed over the capillary break, as required, to keep moisture
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from migrating upwards.
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ON -SITE STORMWATER DISPOSAL FACILITV
We understand that an infiltration trench. to be located along tile South, Or east boundary of the
site, is being considered foi- oil -site disposal of storrnwater. Tile sand-donlinated Advance
01.4wash deposit underlying the site is of moderately high ermeability and it is feasible to
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disperse stormwater into this SOil unit. We estimate the permeability of the Advance 01.1twa.sh
LIU & ASSOCIATES, INC.
Novernb,er.19,2004
Single-l'apifly Residence
L&A Job No. 4A 142
Page 10
deposit at tile site should be 20.0 iph (inches per hour) or more. For the design ofthe infiltration
trench, we recommend a design infiltration rate* of 4 iph be used for tile design of the proposed
infiltration trench. This design rate should have a Factor of safety or at least 4 to account for such
factors as geometry of tile infiltration ti -ench, plugging potential of infiltration soils, and other
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field factors.
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The bottom of infiltration trench should be excavated at least 6 inches into the Advance Outwash
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depositsi or about 5.5 to 6.5 feet below the existing grade. If silty bedding is encountered at the
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bottom of the trench, the silty soils should be over -excavated and replaced with free -draining'
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sand, pea gravel or washed gravel. The gravel backfill used for backfilling the -trench and for
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a n ize
enclosing the perforated pipe should be wr pped i a la er of non -woven filter. fabric to minim'
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sedimentation in tile pipe. Sufficient cleariouts Should be provided for periodically cleaning the
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pipe to prevent clogging.
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DRIVEWAY PAVEMENT
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Performance of driveway pavement is critically related to the conditions of the underlying
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subgrade soils. We recommend that the SUbgrade soils withinthe driveway be treated and
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prepared as described in the SITE PREPARATION AND GENERAL EARTHWORK section of
this report. Prior to placing base material, the subgrade Soils Should be compacted to a non -
yielding state with a vibratory roller compactor and proof -rolled with heavy construction
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equipment, such as a fully -loaded dump truck. Any areas with excessive weaving or flexing
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-e -eplaced with MrLl -ushed rock to be,
should be over -excavated and i -compacted or i ctural fill or ci
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placed and compacted in accoi -dance with the recommendations provided in tile STRUcTURAL
FILL section of this report. Tile driveway pavement Should be composed of.4-inch-mininlurn
concrete poured over 4 inches ofcornpacted base or 7/8-inch crushed rock.
LIU & ASSOCIATES, INC.
November 19. 2004
Single7l'arnily Residence
L&A Job No. 4A 142
Page I I
DRAINAGE CONTROL
Building Footprint Excavation
Heavy runoff and near-SUITaCC perched groundwater may be encountered during and after heavy
rainstorms. If encountered, the bottom of building footprint excavation should be sloped and
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ditches excavated along the bases, of the cut banks to direc t runoff and groundwater into a sump
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pit from which r or a suitable stormwater disposal facility.
water can be pumped into a storm sewe
11ter sack to keep sediments from entering
The, inlet of the storm sewer should be covered by a.f
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the storm sewer system.. A layer of 2-inch crushed, i -ock should be placed over undisturbed
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sUbgrade soils supporting footings and 'on -grade slabs, as required, to protect the soils from
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disturbance by construction traffic.
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Surface Drainage
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botings. slabs, or pavement is to be
Water should not be allowed to stand in any areas where f
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constructed. Final site grades should allow storm runoff to flow. away from the building. We
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recommend the finish ground be slo at a gradient of 3) percentrninimurn for a distance of at
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least 10 feet away from the building, except in the areas to be pave d.
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Runoff over Impervious Surfaces
Storm runoff over impervious surfaces, such 'as roofs and driveway pavement, should be,
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collected by underground drain line- systerns.connected to downspouts and by catch basins
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installed in the roadway pavement. Stormwater thus collected sh uld be tigh.tlined to discharge
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into a storm sewer. Sufficient numbers of cleanouts at, strategic locations should be provided to
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the underground,drain line systems to allow for periodical cleanini, of the'drai.n lines.
LIU & ASSOCIATES,' INC.
November 19,2004
Sin 'le -Family Residence
9
L&A Job No. 4A 142
Page 12
Footing Drains
A subdrain should be installed around the perimeter footings of the proposed new house. The
subdrains should consist of a 4-iiicii-iiiininiuiii-diaiiietei-, perforated, Hpid. drain* pipe, laid a few
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inches below bottom of tile perimetei Tile trench and drain line should have a
footings.
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sufficient gradient toge he drain line should be embedded in washed
nerate flow by gravity. T
gravel completely wrapped in non -woven Filter fabric to within about 12 inches of Finish grade.
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The ernaining trenches may be backfi soils. Suf icient numbers of
r -illed with clean on -site -F
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cleanouts at strategic locations should be.provided to the footing drain line to allow for their
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periodical cleaning and,maintenance. Water collected by footing drain should be tightlined,
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separately from the roof and Surface storn water drah systems. to discharge into a storin sewer or.
a suitable'storrnwater disposal 11ac i I i ty.
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LIMITATIONS
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This report has been prepared for the specific application to the subjedt project for the exclusive
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use by North Crest Development Co'rp., and their clients, associates, consultants and.
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tives We recommend that, -this ded -i the proj ect
representa report, in its entirety, be inclu n
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'ciors for their estiniatin a d
contract documents for the information of the prospective contra g n
bidding purposes. The conclusions.and interpretations in. this report, however, should not be
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construed as a warranty of.the' subsurface'conditions.: Tile scope of this study does not include
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services related to construction safety precautions and Our recommendations are not intended to
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direct the' contractor's methods., techniques, sequences or procedures, ',except as specifically
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described ii this report f6r.d sign considerations.
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Our recommendations and conclusions are based*on soil'conditions encountered ill 01.11' test Pits,
our.engmeering analyses, and ourexperience and engineering judgment.' The conclusions and
'dations are pr fessional opinions derived. in a manner consistent with tile level of care
recommen 0
LIU & ASSOCIATES9 INC.
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.Ll U & ASSOCtATES9 INCo SIGNI—E—FAMILY RESIDENCE
8014 - 214TH PLACE SW
Geotechnical Engineering Engineering Geology - Earth Science— EDMONDS, WASHINGTON
-JOB NO. 4A142 DATE 11/15/04 1 P
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UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
GROUP NAME
SYMBOL
GRAVEL
CLEAN
GW.
WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL
GP
POORLY -GRADED GRAVEL
COARSE-.
MORE THAN 50% OF
GRAVEL
GRAVEL WITH
GM
SILTY GRAVEL
GRAINED
COARSE FRACTION
SOILS
RETAINED ON NO. 4 SIEVE
FINES
GC
CLAYEY GR I AVEL
SAND
CLEAN
SW
WELL -GRADED SAND, FINE TO COARSE SAND
SP
POORLY -GRADED SAND
MORE THAN 50%
MORE THAN 50% OF
SAND
SAND WITH
SM
SILTY SAND
RETAINED ON THE
COARSE FRACTION
NO. 200 SIEVE
PASSING NO. 4 SIEVE
FINES
SC
CLAYEY SAND
FINE-
SILT AND CLAY
INORGANIC
ML
SILT
CL
CLAY
GRAINED
LIQUID LIMIT
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
SOILS
LESS THAN 50%
MORE THAN 50%
SILTY AND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
PASSING ON THE
LIQUID LIMIT
ORGANIC
OH
ORGANIC SILT, ORGANIC SILT
NO. 200 SIEVE
50% OR MORE
HIGHLY ORGANIC SOILS
PT
PEAT AND OTHER HIGHLY ORGA NIC SOILS
NOTES:
SOIL MOISTURE MODIFIERS:
1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION
OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-83.
DRY, - ABSENCE OF MOISTURE, DUSTY, DRY TO
THETOUCH
2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED
SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY
ON ASTM D2487-83.
MOIST - DAMP, BUT NO VISIBLE WATER
3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE
VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH
BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL
WET - VISIBLE FREE WATER OR SATURATED,
APPEARANCE OF SOILS, AND/OR TEST DATA.
USUALLY SOIL IS OBTAINED FROM BELOW
WATER TABLE
LIU &'ASSOCIATES9 INC*
UNIFIED SOIL CLASSIFICATION SYSTEM
GeoCe___�ical Engineering - Engineering Geology - EarthSclence
ch
PLATE 3
Depth
USCS
Sample
W
Other
ft.
CLASS.
Soil Description
No.
6/0
Test
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Lawn grass on surface
1
Dark -brown, loose, organic, silty. fine SAND, with abundant roots
--\_Io 0.5�-i nc[� diameter, moist (TOPSOIL)
Brown, medium -dense, silty fine SAND, trace gravel, moist
2
sm.
3
Light -brown, very -dense, silty fine S,�N__Dsomj__graveI and
sm
occasional cobble, cementedi slightly moist
4
(fresh VASHON TILL)
5
6
7
8
9
Test pit -terminated at 5.5 ft, groundwater not encountered.
10
Depth
USCS
Sample
W
Other
ft.
CLASS.
Soil Description
No.
%
Test
SW
Lawn.grass on surface
1
Gray, loose, gravelly, fine to coarse SAND, few fine roots, moist (FILL)
sm
2
Brown, loose to medium -dense, silty fine SAND, with roots to
0.5-inch diameter, moist
3
4
sm
Light -gray, very -dense, silty, fine to medium SAND, some gravel
5
and occasional cobble, cementedi slightly moist.
(fresh VASHON TILL)
6
Ligot-:Fr-own to light -gray, i-e-nse, graTelly, -fine to coarse SAND,
SW
7
slightly moist (fresh ADVANCE OUTWASH)
8
9
Test pit terminated at 7.5 ft, groundwater not encountered.
LE
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=i Tn-
Depth
fl
USCS
CLASS.
Soil Description
Sample,
No.
W
%
Other
Test
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Lawn grass on surface
Dark -brown, loose, organic, silty fine SAND, with fine roots to
0.25-inch diamete , moist (TOPSOIL)
SM
2
Brown, medium -dense, silty fine SAND, with two 14-inch boulders
and occasional roots, moist
3
Light -brown to light -gray, very -dense, silty fine SAND, some gravel,
SM
4
weakly cemented, moist (fresh VASHON TILL)
5
Light -gray, densej gravelly, fine to coarse SAND, slightly moist
SW
6
(fresh ADVANCE OUTWASH)
8
Test pit terminated.at 6.5 ft, groundwater not encountered.
9
10
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Height Calculation Worksheet
Address: A6 2-0 x, SO
Date: A - pLg - n-*3,
Inspector(s): X �,Oiqs,
1. Datum Point: CA)
2. Datum Point Elevation:
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3. Average Grade: C�j Ct, -2
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Maximum Elevation Allowed:.Ii,33 (iver-�ig,&gi-ade):.+'.25""--i'�CcL, 3S.-
5. Reference Point Elevation Shot to House:
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--10
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(datum elevation) + 4.4 vel line shot to house) I
(grade to transit le a 4.(.4
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6. Measurements from line shot onto house to kdof ridge:
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Total: -t
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7. Actual Elevation: I a q 4 4 (reference point elevation) + (me sUrem ts
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from #6)
Conclusion:
129,A (actual) is greater /191an -1 Z433 (alloweq); therefore the house b/
is not over the height requirement per ECDC 16.20.30 requirements
FINAL PROJECT APPROVAL FORM
TO:
DATE:
MEMO TO: PERMIT COORDINATOR, BUILDING DIVISION
FROM: FIRE DEPARTMENT DATE
PLEASESIGN
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KONSE SIGN
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PLANNING DIVISION DATE
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PLEASE.SIGN
PROJECT i kjy��Wl ley-
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SITE ADDRESS
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PERMIT # V 7 ADB#-----.DATE INSPECTED
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DESCRIPTION OF WORK TO BE INSPECTED S7�
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A field inspection wa s conducted to determine compliance with -approved plans. Final approval.
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denotes that there are no objections. from the above signed Department 'to the release of
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PERFORMANCE BONDS and the granting of:
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GRANT FINAL PROJECT APPROVAL.
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GRANT PROJECT APPROVAL WITH CONDITIONS NOTED.
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0 Copy.of CONDITIONS given to owner/contractor by ins.. pector
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FAILED FINAL INSPECTION - OUTSTANDING ISSUES
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El Copy of CORRECTION NOTICE given to owner/con.tractor by inpector
2.
.3.
RE -INSPECTED OUTSTANDING ISSUES - GRANT FINAL PROJECT APPROVAL
Date. Signature
1:temp:b1dg:fbM1S:ocaprv1 3/25/04