93-101075 1401111
3-ia 167CITY
3353O0F FEDERAL WAY Firstt Way South BUILDING P EI�:M I T PERMIT
ISSUED: 02/25/9475
Federal Way, WA 98003 Building Inspection Requests 661-4140 BY: FC
661-4000 EXPIRES : / /
** REVISED PERMIT **
ADDRESS: 1805 S 316TH ST
NO. : 092104-9304
PROJECT DESCRIPTION;Building 'A' of a 19,258 SF retail center comprised of toxo buildings, one having partial basement storage of 3,383 SF.
= OWNER — CONTRACTOR — LENDER
.
HU & KIM PARTNERSHIP GOLDCO DEVELOPMENT INC CHU & KIM PARTNERSHIP
2710 - 5TH AVE SW P 0 BOX 6074 32710 - 5TH AVE SW
FEDERAL WAY WA 98023 FEDERAL NAY NA 98063 FEDERAL NAY WA 98023
661-9517 946-6188 469-0027 661-9517
GOLDCDI081L8
BLD?:X NEC?: PLM?:X FLR--EXIST--PROP--- DWELLING UNITS: 0 COMP PLANFEES:
TYPE OF WORK:NEN USE:COM IST,: 0: 19258:sf STORIES 2 REQUIRED PARKING..: 0 SPRINKLERS Y PLAN CHECK DEPOSIT.* $ 663.00
CENSUS CATEGORY •327 2ND.: 0: 0:sf HEIGHT - 0.00 ft ( HAZARD CLASS...:ORD PLAN CHECK DEPOSIT.* $ 291.85
OCCUPANCY GROUP 3RD.: 0: 0:sf VALUATION ( REQUIRED SETBACKS FIRE FLOW • 3047 gpi TRAFFIC MITIGATION $ 1500.00
:82 :82 : OTHR: 0: 0-sf EXIST..$: 0 FRONT - 0.00 ft FINAL PLAN CHECK...* $ -47.77
TYPE OF CONSTRUCTION BSMT: 0: 3383:sf PROP...$: 315105 SIDE • 0.00 ft WATER SERVICE..:FED BUILDING PERMIT....* $ 1395.50
•5N •5N DECK: 0: 0:sf REAR 0.00:ft SEWER SERVICE..:FED SBCC SURCHARGE * $ 4.50
OCCUPANT LOAD GAR.: 0: 0:sf RECEIVED.:05/03/93 GRADING PERMIT $ 171.00
364: 5: 0: 0: TOIL: 0: 22641:sf IMPERV SURFACE: 0 sf SENSITIVE AREAS?.:? PUB WORKS-PLAN CHECK $ 1120.00
Additional fees not shown here...
FUEL TYPES.: FANS • 0 BOILERS/COMPRESSORS WATER CLOSETS • 5 URINALS • 0 TOTAL FEES $108070.08
GAS PIPING.: 0 ft HOOD - 0 0-3 HP • 0 BATH TUBS • 0 DRINKING FOUNT.: 0
FURN<100K..: 0 DUCT WORK - 0 3-15 HP . 0 SHOWERS 0 SUMPS. • 0
GAS HNT • 0 MOOD SiOVES...: 0 15-30 HP....: 0 LAVATORIES - 5 VAC BREAKERS...: 0
CONV BURNER: 0 FURN>1OOK • 0 30-50 HP • 0 SINKS - 0 DRAINS • 0
BBQ • 0 MISC • 0 5+ HP • 0 DISH WASHERS • 0 LAWN SPRINKLERS: 0
GAS DRYER..: 0 AIR HANDLING UNITS FUEL TANKS ELEC WTR HEATERS...: 0 OTHER FIXTURES.: 0
RANGE • 0 <:10,000 CFM: 0 ABOVE GROUND: 0 LAUN MSHR OUTLTS...: 0
GAS LOGS...: 0 > 10,000 CFM: 0 UNDERGROUND.: 0
PERMITS EXPIRE 180 DAYS AFTER ISSUANCE IF NO WORK IS STARTED. RESIDENTIAL AND GRADING PERMITS EXPIRE ONE YEAR AFTER DATE OF ISSUANCE.
I CERTIFY THAT THE INFORMATION FURNISED BY ME IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND THE APPLICABLE CITY OF FERERALFEWAY REQUIREMENTS WILL BE MET.
OWNER OR AGENT __-- (� �
3-^ ! , . DATE _,, . _f f_1/
FILE COPY
C
• City of Federal Way ill -\) 'C (6 Ck‘-.S
._...____Attf-,,,-,
w , LION DATE
LICATION FOR BUILDING PERMIT Ijt--Pt" '+
MAR 0 3 1994
F', L ?q3 _. c) y 7.5-
PLEASE PRINT APPLICATION #:
SITE LOCATION Address 1 gO`5 s 366t" ST
Tenant (if known) Lot # Assessor's Tax #
Building Owner Name Address
�.Uwt s k,� A C11LA 32.-7) 6 51-ti AV .5(U•-
City T:Ap.ra` State W r4 Zip rZ p�3 [Phone CS L ,,,L. ---i -1
Nature of Work
kLICANT..
Name (F,M,L)
47(Lt 2e --of /n6-
Address
T- � �
City r�P1ri1,.\ (.�A.4. State 1,6,A Zip `t $OO-
Contact Person C Day Phone Other Phone Fax
S P_c,.v\ Tc,rk-. 4 6— 7 B 8
Company Name//�� // /
C37o/J pPue.(0rirfEvl� (n L_
Address
,..3re�/—_9/ - --rte .P ffie__ Nw Y 'S ,
City t- Pri` Ls.) r 1$ State k) A- Zip 9.G�4 dL
Contact Person Phone p Fax
(c'Un -c.r iC GI 46-6/(0
Contractor's # (card must be presented) Expiration Date Verified ❑ Yes ❑ No
4 L— DT n II _ n
ARCffiTECT
Name
Address
i60,5 zit,-/ ..r .54() q
City //6GLl1t/.�_. red-M-62- State ),t/A Zip fk cfs.3
Contact Person Phone Fax
/7_6/rt Jeu5 -77l— 2.3aa
LEGAL DESCRIPTION
Please Complete Reverse Side
CD0492(Rev 4/93)
: Lting Use Ooposed Use
`ermit includes: ❑ Building ❑ Plumbing O Mechanical ❑ Other
Type of Work: ❑ Residential ❑ New ❑ Remodel ❑ Number of Units ❑ Deck
1 ❑ Commercial ❑ Addition ❑ Garage O Shed _ ❑ Other
I Enter 1st Floor sq ft 2nd Floor sq ft 3rd Floor sq ft Existing Floor Area sq ft
Area Basement sq ft Decks sq ft Garage sq ft Proposed Total Area_ sq ft
Water Availability ❑ Sewer Availability ❑ On-Site Septic System Availability ❑ Project Valuation S
Zoning Lot Size Existing Bldg Valuation
TENDER
Name � Address
City State Zip
MECHANICAL CONTRACTOR
Contractor Name Address
City State Zip
Contact Phone Fax
License # Expiration Date Verified ❑ Yes O No
PLUMBING CONTRACTOR
........................................................................... ............ .
Contractor Name Address
City State Zip
Contact Phone Fax
License # Expiration Date Verified O Yes ❑ No
PLUMBING FIXTURE COUNT
Water Closets Sinks Urinals Lawn Sprinklers
Bathtubs Dish Washers Drinking Fountains Other
Showers Electric Water Heaters Sumps
' ...,,
Lavatories Washing Machine Drains
Total Fixture;:Coui)t:::... .... ;
MECI A NICAI 'UNIT; COUN::
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
BBQ's Wood Stoves 3-15 Tons Total Unit Count
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 em 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 reliance of the City,including its officers and employees,upon the accuracy of the information supplied to the City as a part of this
::::nt:
--, J
z-- -1 Date: -y-z•�-i-' 2 r_1`
•
GF. ® 'FE C �-I
CONSULTANTS, INC.
13256 N.E.20th St.(Northup Way).Suite 16 June 3 , 1 9 9 3
Bellevue. WA 98005
(206)747-5618 JN 9 3 1 5 3
FAX-747-8561— Development , Inc .
31205-K , Pacific Highway South [ s ^
Federal Way , Washington 98003 1 t `(114 at`' �`
Attention : John W . Kim JAW 1 1994
Subject : Geotechnical Engineering Study 9
Two Proposed Retail Buildings
Southwest of 20th Avenue South and
South 316th Street L c/a 0i7c,
Federal Way , Washington
Gentlemen :
We are pleased to present this geotechnical engineering report
for the two proposed retail buildings to be located on the
south side of South 316th Street and west of 20th Avenue South
in Federal Way , Washington . The purpose of our work was to
explore site surface and subsurface conditions and to provide
general earthwork recommendations and design criteria for
foundations , retaining walls , and pavements . The work was
authorized by your acceptance of our proposal , P-3019 dated
April 22 , 1993 .
In the eastern portion of the site our explorations
encountered up to 4 feet of fill and old topsoil overlying
medium-dense to dense silty , gravelly sand (weathered to
unweathered glacial till ) . In the western portion of the site
we found 10 to 15 feet of fill overlying weathered glacial
till . The proposed structures can be supported on conventional
spread or continuous footings extending through the fill and
bearing on the native medium-dense , glacial till soils or on
structural fill placed on these competent native soils . To
reduce the amount of foundation overexcavation required in
Building " B" , we recommend that the proposed basement under
the southern portion of the building be extended to encompass
the entire building footprint .
Please contact us if there are any questions regarding this
report , or if we can be of further assistance during the
design phase of this project .
Respectfully submitted ,
GEOTECH CONSULTANTS , INC .
:^!'sBurton R . Holt , P . E .
Geotechnical Engineer
fi
GEOTECHNICAL ENGINEERING STUDY
TWO PROPOSED RETAIL BUILDINGS
SOUTHWEST OF 20TH AVENUE SOUTH AND SOUTH 316TH STREET
FEDERAL WAY , WASHINGTON
This report presents the findings and recommendations of our
geotechnical engineering study for the site of the proposed
retail buildings to be constructed in Federal Way , Washington .
The general location of the site is illustrated on the
Vicinity Map , Plate 1 . We were provided with preliminary
plans , prepared by CDA Architects , Inc . , dated May 19 , 1993 ,
which included a site plan , building floor plans , a site
survey , and a grading plan . These plans provided the location
of the lot and proposed buildings , site topography , finish
floor elevations , and site grading . Based on these preliminary
plans , we anticipate that two single-story buildings (A and B)
are to be constructed with partial basements , concrete slab-
on-grade floors , and adjacent , asphalt-paved parking . We
further anticipate foundation cuts of up to 18 feet associated
with the proposed development .
SITE CONDITIONS
SURFACE
The approximately 65 , 000-square-foot lot ( K .C . S . P . # 281023R)
is located south of South 316th Street and west of 20th Avenue
South in Federal Way , Washington . It is bordered on the north
by South 316th Street , on the east by an undeveloped lot
( K .C . S . P . # 286028 ) , on the south by South 316th Place , and on
the west by the RB Furniture Store parking lot . The site is
currently vacant and covered with native grasses and weeds ,
blackberry bushes , and one mature deciduous tree . Concrete
rubble , trash , and other debris were observed in the western
portion of the site .
With the exception of the far western portion of the lot , the
site is essentially flat . The western portion of the site has
been altered by the addition of fill which extends 8 to 10
feet above the adjacent native ground surface and slopes
steeply to the west along the western property line . Surface
water drainage is to the south and west . Small areas of
standing water were noted in the western portion of the site .
GEOTECH CONSULTANTS , INC .
Goldco Development , Inc . JN 93153
June 3 , 1993 Page 2
SUBSURFACE
The subsurface conditions were explored with 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 and required design criteria , 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 May 10 , 1993 , with a rubber-
tired backhoe owned and operated by Evans Brothers Excavating .
A geotechnical engineer from our staff observed the excavation
process , lcgged the test pits , and obtained representative
samples of the soils encountered . The Test Pit Logs are
attached to this report as Plates 3 through 6 .
Test Pits 1 , 2 , 6 , and 7 , excavated in the vicinity of proposed
Building "B" , encountered from 10 . 5 to 15 feet of fill and old
topsoil overlying medium-dense to dense , silty , gravelly sand
(weathered glacial till ) . Test Pits 3 , 4 , and 5 , excavated in
the vicinity of Building "A" , encountered from 1 . 5 to 4 feet
of fill and old topsoil overlying medium-dense , weathered
glacial till and dense to very dense 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
Perched groundwater seepage was encountered in Test Pits 1 , 2 ,
and 6 at depths ranging from 4 to 13 feet during excavation .
The groundwater seepage encountered is perched groundwater
located in the fill soils overlying the relatively impermeable
glacial till . It should be noted that groundwater levels vary
seasonally with rainfall and other factors . We anticipate
that perched groundwater could continue to be found between
GEOTECH CONSULTANTS , INC .
Goldco Development , Inc . JN 93153
June 3 , 1993 Page 3
the fill and the underlying glacial till or in more permeable
layers within the fill soils especially in the normally wet
months .
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
It is our opinion that the construction of the two proposed
retail buildings is feasible from a geotechnical engineering
standpoint . The buildings can be founded on conventional
spread and continuous footings extending through the fill and
old topsoil and bearing on the underlying medium-dense ,
glacial till soils . This could require foundation
overexcavations of up to 3 feet for Building "A" .
Based on the preliminary plans provided , we understand that
the southern portion of Building " B" will be constructed over
a basement at elevation 444 feet . Our test pits indicate that
this elevation is w.i thin 2 or 3 feet from the base of the
existing fill soils . The northern portion of the building ,
however , will be at an elevation of 454 feet , which could
require foundation overexcavations of up to 14 feet to reach
competent , native soils . Therefore , to reduce the amount of
required overexcavation , we recommend that the proposed
basement be extended under the entire building at the
proposed finish floor elevation of 444 feet . Alternatively ,
the existing fill soils should be removed and replaced with
compacted structural fill or the entire building should be
founded on drilled piers . The existing fill soils could be
reused under the building as structural fill if placed in the
drier summer months (July-September) . Due to their silt
content , the existing fill soils are not suitable for use as
structural fill in wet weather .
We anticipate foundation cuts of up to 18 feet associated with
the proposed development . We recommend that temporary cut
slope inclinations in the existing fill soils be at a maximum
of 1 : 1 ( Horizontal : Vertical ) , and in the glacial till soils ,
at a maximum of 0 . 75 : 1 ( Horizontal : Vertical ) .
Slab-on-grade floors and asphalt pavement sections in the
fill areas should be placed on a minimum of 12 inches of
compacted structural fill following removal of the surface
organics . Once the site has been stripped of the surface
organics and debris in the fill areas , we recommend that we
observe the subgrade . In wet weather or where soils are
GEOTECH CONSULTANTS , INC .
Goldco Development , Inc . JN 93153
June 3 , 1993 Page 4
excessively soft, a layer of Mirafi 500X , Exxon GTF/ 155 , or
similar geotextile fabric should be placed on the subgrade
prior to the structural fill in the pavement areas . We
further recommend , in the slab and pavement areas , that
construction traffic be kept off the prepared subgrade until
placement of the structural fill and/or fabric .
It is important to design for the adequate control of
surface and subsurface groundwater flows . Control measures
must be in place both during and after construction of the
residence . The site soils are highly moisture sensitive . For
this reason , we recommend that the earthwork on this site be
accomplished during the normally dry summer months . We further
recommend that all footing drains be installed around
perimeter footings .
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 .
CONVENTIONAL FOUNDATIONS
The proposed structures can be supported on conventional
continuous and spread footings bearing on undisturbed , medium-
dense , native silts or on structural fill placed above these
medium-dense , 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 twelve ( 12 ) 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 .
It is anticipated that overexcavations will be required below
footings to expose competent native soils . Unless lean
concrete is used to fill the overexcavated hole , the
overexcavatlon must be at least as wide at the bottom as the
GEOTECH CONSULTANTS , INC .
( Goldco Development , Inc . JN 93153
June 3 , 1993 Page 5
sum of the depth of the overexcavation and the footing width .
For example , an overexcavation extending 2 feet below the
bottom of a 3-foot-wide footing must be at least 5 feet wide
at the base of the excavation .
Footings constructed according to the above recommendations
may be designed for an allowable soil bearing pressure of two
thousand five hundred ( 2500 ) pounds per square foot ( psf ) . A
one-third increase in this design bearing pressure may be used
when considering short-term wind 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 ten ( 10 ) feet in
thickness wall 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 . 40
Passive Earth Pressure 350 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 .
GEOTECH CONSULTANTS , INC .
( Goldco Development , Inc . JN 93153
June 3 , 1993 Page 6
SLABS-ON-GRADE
Slab-on-grade floors should be placed either on native soils
or on a minimum of 12 inches of compacted structural fill over
the existing fill soils following removal of the surface
organics . The subgrade soils must be in a firm , non-yielding
condition at the time of slab construction . Excessively soft
or yielding areas should be overexcavated and replaced
additional imported structural fill . The structural fill
should have 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 up to twelve ( 12 ) feet in
height which restrain level backfill :
Design
Parameter Value
Active Earth Pressure* 35 pcf
Passive Earth Pressure 350 pcf
Coefficient of Friction 0 . 40
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 .
* 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 .
GEOTECH CONSULTANTS , INC .
Goldco Development , Inc . JN 93153
June 3 , 1993 Page 7
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 . We further recommend that a 2-
foot surcharge be added to the height of basement walls where
there is adjacent parking .
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
on-site silty , sand fill or glacial till soils are used
as backfill , then 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 ensure
that the design criteria for the retaining wall are not
exceeded because of a build-up of hydrostatic pressure
behind the wall . The top foot to eighteen inches of the
backfill should consist of a relatively impermeable soil
GEOTECH CONSULTANTS , INC .
Goldco Development , Inc . JN 93153
June 3 , 1993 Page 8
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 of the glacial till at the site would be classified as
Type A . Therefore , temporary cut slopes greater than (4 ) four
feet in height cannot be excavated at an inclination steeper
than 0 . 75 : 1 ( Horizontal :Vertical ) extending continuously
between the top and bottom of the cut . Temporary cut slopes in
the existing fill should not be excavated at an inclination
steeper than 1 : 1 ( H : V) .
The above recommended temporary slope inclinations are 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 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 all
footings , grade beams , and backfilled 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 bottom of the footing and it should be
GEOTECH CONSULTANTS , INC .
Goldco Development , Inc . JN 93153
June 3 , 1993 Page 9
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 9 .
Perched groundwater was observed at shallow depths during our
field work . Therefore , seepage into the planned excavations
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 the building should be
sloped at least two ( 2 ) percent away from the building , except
where the area is paved .
GENERAL EARTHWORK AND STRUCTURAL FILL
We recommend that the building 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 .
Goldco Development , Inc . JN 93153
June 3 , 1993 Page 10
Minimum Relative
Location of Fill Placement Compaction
Beneath footings , slabs or 950
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) .
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 . Due to their
high silt content , the onsite soils will not be suitable for
use as structural fill during wet weather .
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 , or assumed
to exist in the excavations , 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 .
GEOTECH CONSULTANTS , INC .
( Goldco Development , Inc . JN 93153
June 3 , 1993 Page 11
This report has been prepared for the exclusive use of Goldco
Development , Inc . , CDA Architects , Inc . , 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
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 verify 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 .
Goldco Development , Inc . JN 93153
June 3 , 1993 Page 12
The following plates are attached and complete this report :
Plate 1 Vicinity Map
Plate 2 Site Exploration Plan
Plates 3 through 6 Test Pit Logs
Plates 7 and 8 Grain Size Analysis
Plate 9 Footing Drain Detail
Respectfully submitted ,-
GEOTECH CONSULTANTS , INC .
Burton R . Holt , P . E .
Geotechnical Engineer
• FI L
�-a o�
WA , �'�
•cv
co'U
. /• . /.
est 19660 9 4w
£CISTE '5'
�s`slONAL EAG ,/3/413
[EXPIRES 8/ 17/ 93 1
James R . Finley , Jr . , P . E .
Principal
Attachments
BRH/JRF : cka
GEOTECH CONSULTANTS , INC .
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' VICINITY MAP
-I4 GEOTECH 2OXX SOUTH 316TH STREET
CONSULTANTS
FEDERAL WAY, WASHINGTON
.d
krt Job No., Dole, Plate,
''� 93153 MAY 1993 1
CD
� G
SITE EXPLORATION PLAN
L
2OXX SOUTH 316TH STREET
FEDERAL WAY, WASHINGTON
No.+ Oolr Sco/rP/a/r
3153 MAY 1993 N.T.S. 2
TEST PIT 1
'0- USC'S Desc•ri!»i,»r
0 Elerrrnn»
Gray, silty, gravelly, medium SAND, very moist, loose
(glacial till lill).
6.6 -becomes wet
5
Fill -becomes medium-dense
-occasional wood debris
10 _
old topsoil
7.5 St, Brown, slightly silty, gravelly, medium to coarse SAND, very
moist to wet, dense.
15 Test pit terminated at 13' below existing grade on 5-10-93.
Groundwater seepage encountered at 13' during excavation.
TEST PIT 2
O . C` USS Description Elevation
( 0
Gray, silty, gravelly, medium SAND, loose, wet (fill).
-becomes very moist and medium-dense
5 6.3
fill
10 — -wood debris, i.e. logs, roots, boards, etc. scattererd throughout
bottom 5 feet.
— 12.5
15 _ / Brown to gray, silty, gravelly, medium SAND, moist, dense
:SM (glacial till).
Test pit terminated at 16' below existing grade on 5-10-93.
Groundwater seepage encountered at 4' during excavation.
TEST PIT LOGS
GEOTECH TWO PROPOSED RETAIL BUILDINGS
SW OF 20TH AVE S & S 316TH ST
CONSULTANTS. INC. FEDERAL WAY, WA
_ Job No: Date: Logged by: Plate:
• t 93153 MAY 1993 BRH 3
TEST PIT 3
Elevation
(JSCS D('scrtpiton
0
— Brown to gray, silty, gravelly SAND, moist, medium-dense
fill (fill).
r old topsoil
5 — 9.6
Bluish-gray to gray, silty, gravelly, medium SAND, moist,
SN
dense (glacial till).
-to very dense
— 6.5
l0
Test pit terminated at 9.0' below existing grade on 5-10-93.
— No groundwater seepage encountered during excavation.
I5
TEST PIT 4
•
vQ C
Elevation
USCS Description
0
Brown and gray, slightly silty to silty, gravelly, medium
— �snt j SAND, moist to very moist, medium-dense (weathered till).
5 7.3
Gray, silty, gravelly, medium SAND, moist, dense (glacial till).
ASN
10 ,__ Test pit terminated at 8.0' below existing grade on 5-10-93.
No groundwater seepage encountered during excavation.
IS
TEST PIT LOGS
.440 GEOTECH TWO PROPOSED RETAIL BUILDINGS
CONSULTANTS. INC. SW OF 20TH AVE S & S 316TH ST
FEDERAL WAY, WA
Job No: Date: Logged by: Plate:
' ' 93153 MAY 1993 BRH 4
TEST PIT 5
•
L USC'S Dr.vc•riinion Elevation
0 — rill Gray. silty, gravelly SAND, very moist, loose (fill).
— j \old topsoil
SM
Brown and gray, silty, gravelly, medium SAND, moist,
5 — \medium-dense (weathered till).
SM Gray, silty, gravelly, medium SAND, moist, dense to very
dense (till).
Test pit terminated at 7.0' below existing grade on 5-10-93.
I0 _ No groundwater seepage encountered during excavation.
I5 —
TEST PIT 6
z� ` `z
,S c Elevauicur
0 O G° U.SC'S Desc Description
Gray, silty, gravelly, medium SAND, wet, very loose (fill).
-becomes loose and very moist
8.0
5 _ fill
-becomes medium-dense
10 _ /old topsoil
Bluish-gray, silty, gravelly, medium SAND, very moist,
STA medium-dense (weathered till).
15 `_ Test pit terminated at 13.0' below existing grade on 5-10-93.
Groundwater seepage encountered at 4.0' during excavation.
TEST PIT LOGS
GEOTECH TWO PROPOSED RETAIL BUILDINGS
CONSULTANTS. INC. SW OF 20TH AVE S & S 316TH ST
FEDERAL WAY, WA
Job No: Date: Logged by: Plate:
• 93153 MAY 1993 BRH 5
•
TEST PIT 7
Elerotilm
' Com USCS De.veri1,fi1,f1
0
Gray, silty, gravelly, medium SAND, moist to very moist,
Dose (fill).
-becomes medium-dense
5
till -becomes wet
10 3.8
old topsoil
15 _ SM Bluish-gray, silty, gravelly, medium SAND, very moist, medium-
\dense to dense (weathered till).
Test pit terminated at 15.0' below existing grade on 5-10-93.
No groundwater seepage encountered during excavation.
Caving from 8-10'.
TEST PIT LOGS
WO
SED
L
GEOTECH T SW OF020TTH AVE S & 1S 316TH ST BUILDINGS
CONSULTANTS. INC. FEDERAL WAY, WA
Job No: Date: Logged by: Plate:
93153 MAY 1993 BRH 6
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PLANTING NOTES
1. CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING HIMSELF WIl H
ALL OTHER SITE IMPROVEMENTS PRIOR TO STARTING LANDSCAPE WORK.
2. CONTRACTOR SHALL USE CAUTION WHILE EXCAVATING TO AVOID D13 -
TUBBING ANY EXISTING UTILITIES. IF ANY ARE ENCOUNTERED, CONTRAC-
TOR IS TO PROMPTLY ADVISE GENERAL CONTRACTOR AND OWNER.
3. CONTRACTOR SHALL MAINTAIN AND WATER PLANT MATERIAL UNTIL
OWNER'S FINAL ACCEPTANCE.
4. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE QUANTITY OF
PLANT MATERIAL REPRESENTED BY SYMBOLS ON THE DRAWING AND/OR
COMPUTING SPECIFIC QUANTITIES OF PLANTS UTILIZING AN EQUILATERAL_
TRIANGULAR SPACING PATTERN AT THE ON -CENTER DISTANCES SHOWN.
WI IERE GROUNDCOVER ABUTS CURBING, SIGNS, WALKWAYS, OR POLES,
MINIMUM PLANTING DISTANCE SHALL BE 12" FROM CENTER OF PLANT TO
CURBING, WALKS, ETC. MINIMUM PLANTING DISTANCES SHALL BE 14"
FROM CENTER OF ALL TREES.
5. SLIBGRADE TO WITHIN 1110TH FOOT PROVIDED BY GENERAL CONTRACTOR
UNLESS OTHERWISE NOTED.
S. MIN. 4" DEPTH 5 -WAY TOPSOIL IN ALL LAWN AREAS. MIN. 2" DEPTH
OF 5 -WAY TOPSOIL IN ALL PLANTING AREAS.
7. MINIMUM 2" DEPTH BARK MULCH IN ALL PLANTING BEDS. MULCH TO BE
"GROCO" OR "FERTIL-MULCH".
8. ALL PLANT MATERIAL AND GRASS AREAS SHALL BE FERTILIZED (SEE
SPECIFICATIONS FOR TYPE AND APPLICATION RATE).
9. ALL PLANT MATERIAL SHALL CONFORM TO AAN STANDARD FOR NURSERY
STOCK, LATEST EDITION.
10. PLANT SHRUBS AND TREES A MINIMUM OF 36" FROM CURBS TO ALLOW
FOR CAR OVERHANG, UNLESS WHEELSTOPS ARE PROVIDE6.
11. CONTRACTOR TO PROVIDE A DESIGN/BUILD AUTOMATIC IRRIGATION
SYSTEM (OR INSTALL THE DESIGNED AUTOMATIC IRRIGATION SYSTEM, IF
PROVIDED) FOR ALL PLANTING AREAS. POP-UP SPRAY SPRINKLER; TO BE
USED WHEN LOCATED ADJACENT TO WALKWAYS.
12. ASPHALT OVERHANG IN PLANTING BEDS SHALL BE 12" OR LESS. GENERAL
CONTRACTOR RESPONSIBLE TO CUT AND REMOVE ANY EXCESS ASPHALT.
PLANT SCHEDULE
1�7)
PLANTING DETAILS
(KILN IC — VIP^p 641RP AR! D/ -Ip
WISr I ON INSIP& of <JjAMe-
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4. PAPER 14u1c1t 71+ICK1irY1 _- NT 1�P'
a1' } /�� i W WN *TO •Tor OF' PmT I VEh 1i_ .e _ x1111 P oA%OAN (r1Y0H
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LAWN PLANTED BED
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21irldl, R.co1eA1_t —� _ ------------- — S0 — -------------------------
Olt- P, °AL r'L11S ySo . 316TH S 7' -- -
. ��" 452__ _ _ -- . -- -- — -- -- ._— --- -- ----- --- - -- —
TREE STAKING DETAIL nts 454 456
—� 458
450 �---------------------------------------- -------------------
- — —
-448--
2"X4"
148'
SYMBOL PLANT NAME (BOTANICAL/COMMON) SIZE/COMMENTS
° Acer rubrum'Red Sunset'/ Red Sunset Maple 2" -ai., Specimen quality
branched @ 51
+ Fraxinus oxycarpa 'Raywood'/ 211 cal., Specimen quality
'Raywood' ash branched @ 51
Pinus contorta/Shore pine 5-61, Specimen quality
Pyrus calleryana 'Redspire'/ 2" cal. , Specimen quality
'Redspire' pear branched @ 51
Thuja plicata/Western red cedar 5-61, Specimen quality
Oo Berberis julianae/Wintergreen 5 gal. cont., min 2411 ht.
barberrry
°0 Daphne odora/Winter daphne 18-2111 ht., B&B
Mohonia acquilifolium 'nana'/ 5 gal. cont., 15-181 ht.
Dwarf Oregon grape
Nandina domestica 'nana'/Dwarf 5 gal. cont., 15-1811 ht.
Heavenly bamboo
® Osmarea burkwoodii/osmarea 18-2111 ht., B&B
Pieris 'Forest Flame'/'Flame of 21-2411, B&H, Specimen quality
the Forest' andromedia
Pinus mugo mugo/Mugho pine 12-1511, B&B
Rhododendron 'Coral Bells'/ 12-15'', B&B
'Coral Bells' azalea
ORhododendron 'Nova Zembla' 21-2411 sprd., Specl.men quality
OSkimmia japonica 'nana'/Dwarf 2 gal., min ht. 1.511
Dwarf japanese skimmia
Viburnum tomentosum 'Cascade'/ 2 gal., min. ht.. 1511
'Cascade' Double file viburnum
W Viburnum davidii/Davidii's 15-1811 ht., B&B
viburnum
Hypericum calycinum/St. John's wort 411 pots, plant @ 2411 o.c.
—I Sod Lawn - J.B. Sod Washington Grown
Seasonal color 411 pots @ 911 0.C•
446
2"X4" WOOD rid
444
v
I/ �{" L. 1- I 1 r 18" BERM
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444 L--- HYDROSEEDED "GRASSROAD SUPPORT SYSTEM"
446 448
450
NOTE: ALL LANDSCAPE AREAS (PLANING BEDS 8, GRASS AREAS) ARE
TO RE IRRIGATED WITII AN Ali rOMATIC TIME CLOCK SYSTEM.
PROPOSED
BUILDING A
18" BERM (TYPICAL)
s.
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D SCALE: 1" - 20'-0"
N
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