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A NEW FACILITY FOR
PARAGON TRADE BRANDS INC.
DEVELOPED BY
THE QUADRANT CORPOPATION FEDERAL WAY, WASHINGTON
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IRRIGATION PLAN
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SET BACKS AND FOOTINGS O.K TO POUR FOUNDATION WALLS PLUMBING GROUNDWORK
DATE__ BY DATE BY DATE ____—__ __ _BY
PLUMBING ROUGH IN WATER LINE O.K. MECHANICAL INSPECTION
DATE. ._BY GAS PIPING O.K. _ _—_- DATE -_ ....______.._ .___BY
O.K. TO ENCLOSE FRAMING INSULATION WALL BOARD AND FIRE WALL
DATE_. _BY.. _ DATE _ _BY _ _ DATE _ __.__-_. BY
FINAL O.K. TO OCCUPY DCD R G / RC . 2/1 9c
DATE
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G City of Federal Way
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APP_L.ICATIQN FOR BUu DING PERMIT- ---
PLEASE PRINT APPLICATION#: P 1 I ( 0
t 7<`'•�> Address <>
Tenant(if known) Tax if(Semite) Lot i
2 S,29,30,31 Assessor'sq 241500 0160 02 a zS3`
Building Owner Name Address 4'�0 3° C OZ ° 1
�o�l Truce PMRi4Nz S 20 Z32 7ZNe AU. nouT4
City fKENT 'State I'JA zip `I'B032 (Phone 9Z4 3071
Nature of Work OAFtAVE HEADO0ARWAS FoR oiAPE MMKET►Nti FiEsEArico
Name(F.M.L)
PARAGtoN e-(>i�or I` uvc,3 t - • -
Address Q V Ao f ANT"
CIO IOII WesT RN AV. SuiTE 500 `
city S'EATR-E. State IVA zip 98104- _
Contact Person Day Phone Other Phone Fax
MIKe PSDi'4 . 6)p2-2222 623—II SI
GEo'?G4 SNeltlA t1V
:}}}:p:}:4}:?:•}}]!?•Yi:r'Q?•:f+f}}Yr}:?v}r}::.}:.}}:n:}':.�}}ti•}}... Yr•
Company Name A 4 LovAu youiuti f ,NG.
Address
o Oo)( 6718
city . 6Fuxvu . L. State WA zp `18 00 8
Contact Person - Phone Fax
MAK1W Ho44 Fie/ bo& /R*ViiQ �4S1. 8877 4S3-S0 80
Contractor's #(card must be presented) Expiration Date Verified 0 Yes 0 No
O .'•• ;u! :%, •`rl jai? ;'rfl k.fr.;.`'••.:iiiii-`#f,''•:.^ 4
•
•r
Name ' Asce MUV_LE•8 .4 ASSOC,. .
Address
130 LAka Si0&
City 3l State wA zip q g)ZZ
Contact Person Phone Fax
Micitk I_ Ai..1SttArT1-t 325-2 553 326- ossq-
LEGAL DESCRIPTION
e.E Aim CHEO
•
elease Complete Reverse Side
C00492(Rev 4/931
Use Pr
oposed
0 0 sed s
''� Existing
Use
P
::::i>:E%si:mi::m::iii>> 'i;>>si::>``>E>iig I
Permit includes: g ding 0 Plumbing echanical 0 Other
Type of Work: 0 Residential 0 New 0 Remodel 0 Number of Units_ 0 Deck
A Commercial 0 Addition 0 Garage 0 Shed 0 Other
Enter 1st Floor 44,554 sq ft 2nd Floor 43624o sq ft 3rd Floor sq ft Existing Floor Area N/A sq ft
Area Basement — sq ft Decks sq ft Garage i sq ft Proposed Total Area 80r1130 sq ft
>:aluati n.. S`:<:>:>:i<«t iir>'•. :'•. >::>< r >:'. :`'
System Availability0 's::EPro'ect:y....::.:::.:::: ::::::::•::::::::::::::::::::.�::::::.:.:::;
...........
Water Availability 0 Sewer Availability 0 On-Site Septic :>3: :::...........A.....:........ :.. .,„
''uetio
_ :'ref
zoning OF.- oFRurr PARi�- I Lot Size 5.a Acr(es — 252 �4a sF _ ... ..::a::9:;::::.e..?<?.;:.:;.:.::: �<:.,;.....................................f«_
iiiiiiigingiNiiiiNin
.....::::.Name.. ..:........:...,...,..........
Address
City State I ZP -
1771
:f%f?{j,•%�ri:??{?i'rii:`vi+iii�'��i'} if iiii::if'i :yii:jiii: � ! 1 f
. :.4ONta ?[t>%r` D Es 4 NI 5u t�,D SEPARATE )EK T
Contractor Name Address
M'-DiWALO MIL 12 1717 tyer of T SW
city .3EA State LAM Zip ` slot., .
Contact •
x
Ao4 u tT MLs Phone1(03•9400 a7607-i ' 73
Ucense 0 Expiration Date Verified 0 Yes 0 No
{ . : ?: C/DES1 JU BuiLO EPA IckATE Pe-i4sivi Ill.
Contractor Name .Address
(5AM e AS Metvt ANl f./AC„'
City State Zp
Contact Phone Fax .
Ucense I Expiration Date Verified 0 Yes 0 No
•
l::::lFii:Y.• J.'Y..i:?F::%?r{}.Jr:f.^.i•:i:4}::•:iF•ii%:iri?:ii:•i:::•:'fii::vv::t.n:::..
Water Closets 1 q Sinks 24- Urinals 4 Lawn Sprinklers
Bathtubs ( Dish Washers 1 Drinking Fountains 2 Other 5
Showers (p Electric Water Heaters 4 Sumps 0 .
Lavatories ( q Washing Machine I Drains
I 8 .:::.: :;;....+.�'`w
Fuel Type(electric/other) Gas Dryer Air Handling < = 10.000 CFM 15-30 Tons
Length of Gas Piping Range Air Handling > = 10,000 CFM 30-50 Tons
Furn <100K BTUs Gas Log Unit Heater 50+ Tons
•
Furn >100 BTUs . Fans Miscellaneous Fuel Tanks
Gas Hwt Hood Boilers • Above Ground
Cony Burner Duct Work 0-3 Tons Underground
ount::'•?%%<': i,.. :,:: ?<:::
88Q's Wood Stoves 3-15 Tons `Total�rijiti G;a::::::::::::::.::•:::::::.
DISCLAIMER: I certify under penalty of perjury that the information furnished by me is true and correct to the best of my knowledge and further that I am authorized by the owner
of the above premises to perform the work for which permit application is made.I further agree to save harmless the City of Federal Way as to any claim(including costs,expenses.
and attorneys'fees incurred in investigation and defense of such claim),which may be made by any person,including the undersigned,and filed against the City of Federal Way.
but only where such claim arises out of the • f the City,including its officers and employees,upon the accuracy of the information supplied to the City as a part of this
application. Q f y(�
Owner/Agent: Data: TJ / ` ( ` 4-
•
GEOTECHNICAL ENGINEERING STUDY
FOR
PARAGON TRADE BRANDS, INC.
CORPORATE HEADQUARTERS BUILDING
FEDERAL WAY, WASHINGTON
REVISION DATE
FEB 10 1994
GEOTECHNICAL ENGINEERING STUDY
PROPOSED OFFICE BUILDING
SOUTH 333RD STREET AND 8TH AVENUE SOUTH
FEDERAL WAY, WASHINGTON
This report presents the findings and recommendations of our
geotechnical engineering study for the site of the proposed
office building in Federal Way, Washington . The general
location of the site is illustrated on the Vicinity Map, Plate
1 . We were -provided with a preliminary grading and utility
plan, developed by ESM, Inc. , and dated November 4 , 1992 .
Based on these plans , we anticipate that the building will
consist of a two-story structure with a footprint covering
about 44 ,000 square feet. The finish floor of the building is
to be at elevation 337 feet. Most of the remaining portion of
the site is to be paved parking . Cuts of up to 14 feet are to
be made in the parking area while fills on the order of 7 feet
will be required in the building area .
Development of the property is in the planning stage,
therefore, detailed plans were not made available to us. The
plans provided to us included the property boundaries , located
the proposed building , and provided some topographical
information .
Geotech Consultants , Inc. should be allowed to review the •
final development plans to verify that the recommendations
presented in this report are adequately addressed in the
design . Such a plan review would be additional work beyond
our current scope of work for this study, and may include
revisions to our recommendations to accommodate site,
development, and geotechnical constraints that become more •
evident during the review process .
SITE CONDITIONS
SURFACE
The site is a nearly square parcel covering approximately 5.5
acres in the West Campus Office Park in Federal Way.
Currently undeveloped , the property is vegetated with
scattered evergreen and deciduous trees as well as brush. The
site generally slopes down to a low area on the western
portion of the property with inclinations of up to 25 percent.
The surrounding area consists of office buildings and
undeveloped property.
GEOTECH CONSULTANTS , INC.
The Quadrant Corp. JN 93050
March 4 , 1993 Page 2
SUBSURFACE
The subsurface conditions were explored by seven test pits at
the approximate locations shown on the Site Exploration Plan,
Plate 2 . The field exploration program was based upon the
proposed construction , site topography and access , subsurface
conditions revealed during excavation, the scope of work
outlined in our proposal , and time and budget constraints .
The test pits were excavated on February 19 , 1993 with a
rubber-tired backhoe owned and operated by Evans Brothers
Excavating . A geotechnical engineer from our staff observed
the excavation process , logged the test pits , and obtained
representative samples of the soils encountered . "Grab"
samples of selected subsurface soils were collected from the
backhoe bucket. The Test Pit Logs are attached to this report
as Plates 3 through 6 .
The explorations encountered 1 to 2 feet of loose topsoils
overlying medium-dense, silty sands with some organics . Dense
silty sands were observed at depths of 3 to 4 feet. The dense
silty sands have been glacially consolidated and are referred
to in this report as glacial till .
The final logs represent our interpretations of the field logs
and laboratory tests . The stratification lines on the logs
represent the approximate boundary between soil types at the
exploration locations . The actual transition between soil
types may be gradual and subsurface conditions may vary
between exploration locations . The relative densities and
moisture descriptions indicated on the test pit logs are
interpretive descriptions based on the conditions observed
during excavation . The logs should be reviewed for specific
subsurface information at the locations tested .
GROUNDWATER
No groundwater seepage was observed in the explorations .
However, the test pits were left open only for a short time
period , therefore, the lack of seepage levels on the logs
does not necessarily indicate that groundwater will not be
encountered in the proposed excavations . It should be noted
that groundwater levels vary seasonally with rainfall and
other factors . We anticipate that groundwater could be found
between the near-surface weathered soil and the underlying
glacial till and in more permeable soil layers or pockets
within the till soils .
GEOTECH CONSULTANTS, INC.
The Quadrant Corp. JN 93050
March 4 , 1993 Page 3
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
The proposed office building may be supported on conventional
continuous and spread footings bearing on competent native
soils or on structural fill placed on competent native soils .
The on-site soils are silty making them sensitive to changes
in moisture. Wet-weather grading of moisture sensitive soils
can be difficult. It would be advantageous if grading and
major earthwork is conducted during the typically drier months
when the on-site soils can be aerated and the potential need
to import granular fill would be reduced.
It is recommended that Geotech Consultants, Inc. , review the
final plans to verify that site specific geotechnical
engineering considerations are addressed. We may recommend
changes in the plans or design criteria , based on geotechnical
considerations that become more evident during the review.
CONVENTIONAL FOUNDATIONS
The proposed structure can be supported on conventional
continuous and spread footings bearing on undisturbed , native,
non-organic soils or on structural fill placed above
competent native soils . See the later sub-section entitled
GENERAL EARTHWORK AND STRUCTURAL FILL for recommendations
regarding structural fill placement and compaction beneath
structures . Continuous and individual spread footings should
have minimum widths of sixteen (16) and twenty-four (24)
inches , respectively, and should be bottomed at least eighteen
( 18) inches below the lowest adjacent finish ground surface.
The footing subgrade must be cleaned of loose or disturbed
soil prior to pouring concrete. Depending upon site and
equipment constraints , this may require removing the disturbed
soil by hand .
Footings constructed according to the above recommendations
and bearing on the dense glacial till soils may be designed
for an allowable soil bearing pressure of five thousand (5000)
pounds per square foot (psf ) . Footings bearing on structural
fill or medium-dense native soils may be designed for an
allowable bearing pressure of two thousand (2000) pounds per
square foot (psf ) . A one-third increase in this design
bearing pressure may be used when considering short-term wind
GEOTECH CONSULTANTS , INC.
The Quadrant Corp. JN 93050
March 4 , 1993 Page 4
or seismic loads . For the above design criteria , it is
anticipated that total post-construction settlement of
footings founded on competent, native soils or on structural
fill up to five (5) feet in thickness will be about one-half
inch , with differential settlements on the order of less than
one-half inch .
Lateral loads due to wind or seismic forces may be resisted by
friction between the foundations and the bearing soils , or by
passive earth pressure acting on the vertical , embedded
portions of the foundations . For the latter condition, the
foundations must either be poured directly. against relatively
level , undisturbed soil or level structural fill must be
placed around the outside of the foundation. We recommend
the following design values be used for the foundation's
resistance to lateral loading :
Design
Parameter Value
Coefficient of Friction 0 .4
Passive Earth Pressure 400 pcf
Where:
(1 ) Pcf is pounds per cubic foot
(2) Passive earth pressure is computed
using the equivalent fluid density.
If the ground in front of the foundation is loose or sloping ,
the passive earth pressure given above will not be
appropriate. We recommend that a safety factor of at least
1 .5 be used for design of the foundation's resistance to
lateral loading .
SEISMIC CONSIDERATIONS
The site is located within Seismic Zone 3 as illustrated on
Figure No . 2 of the 1991 Uniform Building Code (UBC) . In
accordance with Table 23-J of the 1991 UBC, the site soil
profile is best represented by Profile Type Si .
GEOTECH CONSULTANTS , INC.
The Quadrant Corp. JN 93050
March 4 , 1993 Page 5
SLABS-ON-GRADE
The building floors may be constructed as slabs-on-grade on
the native sand soils or structural fill following the removal
of the topsoil . The subgrade soils must be in a firm, non-
yielding condition at the time of slab construction . Any
soft areas encountered should be excavated and replaced with
select imported structural fill .
All slabs-on-grade should be underlain by a capillary break
layer consisting of a minimum four (4) inch thickness of free-
draining granular structural fill with a gradation similar to
that discussed later in PERMANENT FOUNDATION AND RETAINING
WALLS . In areas where the passage of moisture through the
slab is undesirable, a vapor barrier such as a 6-mil plastic
membrane should be placed beneath the slab. Additionally,
sand should be used in the fine grading process to reduce
damage to the vapor barrier and to provide uniform support
under the slab.
PERMANENT FOUNDATION AND RETAINING WALLS
Retaining walls backfilled on one side only should be designed
to resist lateral earth pressures imposed by the soils
retained by these structures . The following recommended
design parameters are for walls less than twelve (12) feet in
height which restrain level backfill :
Design
Parameter Value
Active Earth Pressure* 35 pcf
Passive Earth Pressure 400 pcf
Coefficient of Friction 0 .4
Soil Unit Weight 130 pcf
Where:
1 ) Pcf is pounds per cubic foot
2) Active and passive earth pressures are
computed using the equivalent fluid
densities .
GEOTECH CONSULTANTS , INC.
The Quadrant Corp. JN 93050
March 4 , 1993 Page 6
* For restrained walls which cannot deflect at
least 0 .002 times the wall height, a uniform
lateral pressure of one hundred ( 100) psf
should be added to the active equivalent
fluid pressure.
The values given above are to be used for design of permanent
foundation and retaining walls only. The passive pressure
given is appropriate only for the depth of level structural
fill placed in front of a retaining or foundation wall . An
appropriate safety factor should be applied when designing the
walls . We recommend using a factor of safety of at least 1 .5
for overturning and sliding .
The above design values do not include the effects of any
hydrostatic pressures behind the walls and assume that no
surcharge slopes or loads will be placed above the walls . If
these conditions exist, then those pressures should be added
to the above lateral pressures . Also, if sloping backfill is
desired behind the walls , then we will need to be given the
wall dimensions and slope of the backfill in order to provide
the appropriate design earth pressures .
Heavy construction equipment should not be operated behind
retaining and foundation walls within a distance equal to the
height of the wall , unless the walls are designed for the
additional lateral pressures resulting from the equipment.
Placement and compaction of retaining wall backfill should be
accomplished with hand-operated equipment.
Retaining Wall Backfill
Backfill placed behind retaining or foundation walls
should be free-draining structural fill containing no
organics . This backfill should contain no more than five
(5) percent silt or clay particles and have no particles
greater than four (4) inches in diameter. The percentage
of particles passing the No. 4 sieve should be between 25
and 70 percent. Due to their high silt content, if the
native sand soils are used as backfill , a drainage
composite, such as Miradrain or Enkadrain , should be
placed against the retaining walls. The drainage
composites should be hydraulically connected to the
foundation drain system.
The purpose of these backfill requirements is to assure
that the design criteria for the retaining wall are not
exceeded because of a build-up of hydrostatic pressure
GEOTECH CONSULTANTS , INC.
The Quadrant Corp. JN 93050
March 4 , 1993 Page 7
behind the wall . The top foot to eighteen inches of the
backfill should consist of a relatively impermeable soil
or topsoil , or the surface should be paved . The sub-
section entitled GENERAL EARTHWORK AND STRUCTURAL FILL
contains recommendations regarding placement and
compaction of • structural fill behind retaining and
foundation walls .
EXCAVATIONS AND SLOPES
In no case should excavation slopes be greater than the limits
specified in local , state, and national government safety
regulations . Temporary cuts to a depth of about four (4) feet
in unsaturated soils may be attempted vertically. Based upon
Washington Administrative Code (WAC) 296 , Part N , the soil
type at the site would be classified as Type A. Therefore,
temporary cut slopes greater than four feet in height cannot
be excavated at an inclination steeper than 3/4 : 1 (Horizontal :
Vertical ) extending continuously between the top and bottom of
the cut.
The above recommended temporary slope inclination is based on
what has been successful at other sites having similar soil
conditions . Temporary cuts are those that will remain
unsupported for a relatively short duration to allow
construction of foundations , retaining walls , or utilities .
These cut slopes should be backfilled or. retained as soon as
possible.
All permanent cuts into native soils should be inclined no
steeper than 2 : 1 (H :V) . Fill 'slopes should not be constructed
with an inclination greater than 2: 1 (H:V) . Water should not
be allowed to flow uncontrolled over the top of any slope.
Also, all permanently exposed slopes should be seeded with an
appropriate species of vegetation to reduce erosion and
improve stability of the surficial layer of soil .
DRAINAGE CONSIDERATIONS
We recommend the use of footing drains at the base of footings
where the floor is below the outside finish grade and at the
base of earth retaining walls . These drains should be
surrounded by at least six (6) inches of one-inch-minus washed
rock wrapped in non-woven geotextile filter fabric (Mirafi
140N , Supac 4NP, or similar material ) . At the highest point,
the perforated pipe invert should be at least as low as the
GEOTECH CONSULTANTS , INC.
•
•
The Quadrant Corp. JN 93050
March 4 , 1993 Page 8
bottom of the footing and it should be sloped for drainage.
All roof and surface water drains must be kept separate from
the foundation drain system. A typical drain detail is
attached to this report as Plate 7 .
No groundwater was observed during our field work . However ,
seepage into the planned excavation is possible, and if
encountered should be drained away from the site by use of
drainage ditches , perforated pipe or French drains , or by
pumping from sumps interconnected by shallow connector
trenches at the bottom of the excavation .
The excavation and site should be graded so that surface water
is directed off the site and away from the tops of slopes .
Water should not be allowed to stand in any area where
foundations , slabs , or pavements are to be constructed . Final
site grading in areas adjacent to buildings should be sloped
at least two (2) percent away from the building , except where
the area is paved.
PAVEMENT AREAS
All pavement sections may be supported on competent native
soils or structural fill , provided these soils can be
compacted to 95 percent density and are in a stable, non-
yielding condition at the time of paving. Structural fill
and/or fabric may be needed to stabilize soft, wet or unstable
areas . We recommend using Supac 5NP, manufactured by
Phillips Petroleum Company, or a non-woven fabric with
equivalent strength and permeability characteristics . In most
instances where unstable subgrade conditions are encountered ,
twelve ( 12) inches of granular structural fill will stabilize
the subgrade except for very soft areas where additional fill
could be required . The subgrade should be evaluated by
Geotech Consultants , Inc. after the site is stripped and cut
to grade. Recommendations for compaction of structural fill
beneath pavements are given in a later sub-section entitled
GENERAL EARTHWORK AND STRUCTURAL FILL. The performance of
site pavements is directly related to the strength and
stability of the underlying subgrade.
The pavement section for lightly loaded traffic and parking
areas should consist of two (2) inches of asphalt concrete
(AC) over four (4) inches of crushed rock base (CRB) or three
(3) inches of asphalt treated base (ATB) . We recommend that
heavily loaded areas be provided with three (3) inches of AC
GEOTECH CONSULTANTS , INC.
•
The Quadrant Corp. JN 93050
March 4 , 1993 Page 9
over six (6) inches of CRB or four (4) inches of ATB. The
heavily loaded areas are typically main driveways and dumpster
areas .
The pavement section recommendations and guidelines presented
in this report are based on our experience in the area and on
what has been successful in similar situations . We can
provide recommendations based on expected traffic loads and R
value tests , if requested . Some maintenance and repair of
limited areas can be expected . To provide for a design
without the need for any repair would be uneconomical .
GENERAL EARTHWORK AND STRUCTURAL FILL
We recommend that the building and pavement areas be stripped
and cleared of all surface vegetation , all organic matter, and
other deleterious material . The stripped or removed materials
should not be mixed with any materials to be used as
structural fill .
Structural fill is defined as any fill placed under the
building , behind permanent retaining or foundation walls, or
in other areas where the underlying soils need to support
loads . Geotech Consultants , Inc. should observe site.
conditions during and after excavation prior to placement of
any structural fill .
All structural fill should be placed in horizontal lifts with
a moisture content at or near the optimum moisture content.
The optimum moisture content is that moisture content which
results in the greatest compacted dry density. The moisture
content of fill soils is very important and must be closely
controlled during the filling and compaction process .
The allowable thickness of the fill lift will depend on the
material type, compaction equipment used , and the number of
passes made to compact the lift. In no case should the lifts
exceed twelve ( 12) inches in loose thickness . The following
table presents recommended relative compaction for structural
fill :
GEOTECH CONSULTANTS , INC.
The Quadrant Corp. JN 93050
March 4 , 1993 Page 10
Minimum Relative
Location of Fill Placement Compaction
Beneath footings , slabs or 95%
walkways
Behind retaining walls 90%
Beneath pavements 95% for upper 12 inches
of subgrade, 90% below
that level
Where: Minimum Relative Compaction is the ratio,
expressed in percentages , of the compacted
dry density to the maximum dry density, as •
determined in accordance with ASTM Test
Designation D-1557-78 (Modified Proctor) .
Use of On-Site Soils
If grading activities take place during wet weather, or
when the silty, on-site soils are wet, site preparation
costs may be higher because of delays due to rains and
the potential need to import granular fill . The on-site
soils are generally silty and thus are moisture
sensitive. Grading operations will be difficult when the
moisture content of these soils exceeds the optimum
moisture content.
The moisture content of the silty, on-site soils must be
• at or near the optimum moisture content as they cannot • be
consistently compacted to the required density when the
moisture content is greater than optimum. The moisture
content of the near-surface on-site soils at the time of
our explorations was generally above the estimated
optimum moisture content. The on-site sand or gravel
soils underlying the topsoil could be used as structural
fill if grading operations are conducted during dry
weather and when drying of the wet soils by aeration is
possible. During excessively dry weather it may be
necessary to add water to achieve optimum moisture
content.
Moisture sensitive soils may also be susceptible to
excessive softening and "pumping" from construction
equipment traffic when the moisture content is greater
than the optimum moisture content.
GEOTECH CONSULTANTS , INC.
The Quadrant Corp. JN 93050
March 4 , 1993 Page 11
Ideally, structural fill which is to be placed in wet weather
should consist of a granular soil having no more than five (5)
percent silt or clay particles . The percentage of particles
passing the No.200 sieve should be measured from that portion
of the soil passing the three-quarter-inch sieve.
LIMITATIONS
The analyses , conclusions and recommendations contained in
this report are based on site conditions as they existed at
the time of our exploration and assume that the soils
encountered in the test pits are representative of the
subsurface conditions of the site. If the subsurface
conditions encountered during construction are significantly
different from those observed in the explorations , we should
be advised at once so that we can review these conditions and
reconsider our recommendations where necessary. Unanticipated
soil conditions are commonly encountered on construction sites
and cannot be fully anticipated by merely taking soil samples
in test pits. Subsurface conditions can also vary between
exploration locations . Such unexpected conditions frequently
require that additional expenditures be made to attain a
properly constructed project. It is recommended that the
owner consider providing a contingency fund to accommodate
such potential extra costs and risks.
This report has been prepared for the exclusive use of The
Quadrant Corporation and their representatives for specific
application to this project and site. Our recommendations and
conclusions are based on the site materials observed, and
selective laboratory testing and engineering analyses . The
conclusions and recommendations are professional opinions
derived in accordance with current standards of practice
within the scope of our services and within budget and time
constraints . No warranty is expressed or implied . The scope
of our services does not include services related to
construction safety precautions and our recommendations are
GEOTECH CONSULTANTS , INC.
The Quadrant Corp. JN 93050
March 4 , 1993 Page 12
not intended to direct the contractor's methods , techniques ,
sequences or procedures , except as specifically described in
our report for consideration in design. We recommend that
this report, in its entirety, be included in the project
contract documents for the information of the contractor .
ADDITIONAL SERVICES
It is recommended that Geotech Consultants , Inc. provide a
general review of the geotechnical aspects of the final
design and specifications to verifyy that the earthwork and
foundation recommendations have been properly interpreted and
implemented in the design and project specifications .
It is also recommended that Geotech Consultants , Inc. be
retained to provide geotechnical consultation, testing , and
observation services during construction. This is to confirm
that subsurface conditions are consistent with those indicated
by our exploration , to evaluate whether earthwork and
foundation construction activities comply with the intent of
contract plans and specifications , and to provide
recommendations for design changes in the event subsurface
conditions differ from those anticipated prior to the start of
construction . However , our work will not include supervision
or direction of the actual work of the contractor, his
employees or agents . Also, job and site safety, and
dimensional measurements , will be the responsibility of the
contractor .
GEOTECH CONSULTANTS , INC.
The Quadrant Corp. JN 93050
March 4 , 1993 Page 13
The following plates are attached and complete this report:
Plate 1 Vicinity Map
Plate 2 Site Exploration Plan
Plates 3 - 6 Test Pit Logs
Plate 7 Footing Drain Detail
Respectfully submitted,
GEOTECH CONSULTANTS , INC.
174(/
Lloyd J . Reitz
Geotechnical Engineer
4 o Fr
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I EXPIRES 8/ 17/ 93
James R. Finley, Jr . P.E.
Principal
Attachments
LJR/JRF:cka
GEOTECH CONSULTANTS , INC.
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VICINITY MAP
GEOTECH S.333rd ST AT 8th AVE S
4 CONSULTANTS FEDERAL WAY, WASHINGTON
4. Job No.: Dote: Logged By: Mote:
93050 MAR 1993 1
O
S. 333rd STREET ,yo
i 1
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LEGEND:
0 APPROXIMATE TEST PIT LOCATIONS
SITE EXPLORATION PLAN
.44
GEOTECH S.333rd ST AT 8th AVE S
CONSULTANTS
FEDERAL WAY, WASHINGTON
�' 93050 MAR 1993 2
•
•
TEST PIT 1
-
Go USCS Description Elevation
0 Dark brown to black, silty SAND with organics, fine grained,
`moist, loose(topsoil).
5.2 SM Reddish-tan, silty SAND with gravel and organics, fine grained,
moist, loose(mostly fine roots-some larger ones) definite
5 — \ organic layer at 3')
7.3 SM Gray,silty SAND with gravel, fine grained, moist, dense to very
dense(glacial till).
10 _ Test pit terminated at 8' below existing grade on 2-19-93.
_ No groundwater seepage encountered during excavation.
Slight caving from 0 to 4'.
15_
\I1 TEST PIT 2
cr 4e God Elevation
USCS Description
0
_ Black to dark brown, silty SAND with organics, fine grained, very
— ,.,.,.,..moist, loose(topsoil).
ism :
Tan, silty SAND with gravel and some organics, fine grained, very
\moist, medium-dense.
•
5 •SM • Tan to gray, silty SAND with gravel, fine grained, moist,dense.
-becomes gray in color, very dense(difficult to excavate)
Test pit terminated at 7' below existing grade on 2-19-93.
10 — No groundwater seepage encountered during excavation.
15_
TEST PIT LOGS
, ."401 GEOTECH SOUTH 333RD ST & 8TH AVE SOUTH
CONSULTANTS. INC. FEDERAL WAY, WA
Job No: Date: Logged by: Plate:
93050 FEB 1993 LJR 3
TEST PIT 3
J§e
God Elevation
USCS Description
U _ Dark brown to black, silty SAND with organics, fine grained,
very moist, loose(topsoil).
Tan,silty SAND with gravel, fine grained, very
SM moist, medium dense(weathered till).
5 — Gray, silty SAND with gravel, fine grained, moist,dense
SM (glacial till).
10 _ Test pit terminated at 8' below existing grade on 2-19-93.
No groundwater seepage encountered during excavation.
•
15_
11 ��`�� TEST PIT 4
U Qe \`e God USCS Description Elevation
Black to dark brown, silty SAND with organics, fine grained,
_ 3.6 sP moist,loose(topsoil).
SM Reddish-tan, slightly silty SAND with gravel, fine to medium grained,
\moist, loose.
5 SM : Gray, silty SAND with gravel,fine grained, moist,dense.
(glacial till)
10 Test pit terminated at 8' below existing grade on 2-19-93.
No groundwater seepage encountered during excavation.
15
•
TEST PIT LOGS
GEOTECH SOUTH 333RD ST & 8TH AVE SOUTH
CONSULTANTS, INC. FEDERAL WAY, WA
Job No: Date: Logged by: Plate:
93050 FEB 1993 LJR 4
0
TEST PIT 5
is
Elevation
v Go USCS Description
0 Dark brown, silty SAND with organics, fine grained,
9.0 moist, loose(topsoil).
SM Tan, silty SAND with gravel and organics, fine grained,
moist, medium-dense(weathered till)
5 — 8.0
8.1 SM Gray, silty SAND with gravel, fine grained, moist, dense
(glacial till).
10 _ Test pit terminated at 8' below existing grade on 2-19-93.
_ - No groundwater seepage encountered during excavation.
•
1.5•
�r`,�� � e�`wl TEST PIT 6
cp 4o�c f Elevation
0 USCS Description
Dark brown, silty SAND with organics, fine grained,
_ 10.4 "®: loose(topsoil).
•
• Reddish tan to tan, silty SAND with gravel and some organics, fine
7:7— \grained, moist, medium-dense. (weathered till)
5 — 9.8 Gray,silty SAND with gravel, fine grained, moist,dense.
SM (glacial till)
— 6.6
10 —
Test pit terminated at 10.5' below existing grade on 2-19-93.
No groundwater seepage encountered during excavation.
15_
TEST PIT LOGS
4,411, GEOTECH SOUTH 333RD ST & 8TH AVE SOUTH
C ONSU1:1'ANTS. INC. FEDERAL WAY, WA
Job No: Date: Logged5 by: Plate:
93050 FEB 1993 LJR
•
TEST PIT 7
—eck ____ Elevation
Q G° USCS Description
0 Dark brown , silty SAND with organics, fine grained,
_ 9.8 `moist, loose(topsoil).
_ SM Reddish-tan to gray, silty SAND with gravel and organics, fine grained,
moist, loose to medium-dense(weathered till) (tree roots)
5 -
- 7.6 )gam I Gray, silty SAND with gravel, fine grained, moist, dense to very
dense(glacial till).
10 ._ Test pit terminated at 9' below existing grade on 2-19-93.
- No groundwater seepage encountered during excavation.
15
TEST PIT LOGS
_*-401 GEOTECH SOUTH 333RD ST & 8TH AVE SOUTH
CONSULTANTS. INC. FEDERAL WAY, WA
Job No: Date: Logged by: Plate:
93050 FEB 1993 LJR 6
Slope bockfi// away from
foundation. ----
` ‘ \ •T/GHTL/NE ROOF DRAIN
Do not connect to fooling drain.
:c
BACKF/L L
See text for VAPOR BARR/ER
requirements.i
+WASHED ROCK --. ..o •a• `�•:" ` .i.�` ` <., a` ''•'CC A• .. . �. 4 min.
•
T ��
FREE-DRAINING
SAND/GRAVEL
NONWOVEN GEOTEXT/LE
FILTER FABR/C
-- 4"PERFORATED HARD PVC P/PE
Invert at/east as /ow as fooling and/or
crow/ space. Slope to drain. Place
weepho/es downward.
_ FOOTING DRAIN DETAIL
GEOTECH CONSULTANTS S.333rd ST AT 8th AVE S
4FEDERAL WAY, WASHINGTON
,,ram •. - _ — Jot) No.: Dote: Stole: Rote:
93050 MAR 1993 N.T.S. 7
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