98-100227 BUILDING DIVISION t
►o' _ 33530 First Way South
EDEIZAi_
• Federal Way,WA 98003
V Il IVED (253)661-4000
_Fax(253)66I-4I29 _
crrY oFo Na* lICATI • 1 F ' ' B ► 4 ING PERMIT 98"Jaa 117
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LEGAL DESCRIPTION
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Permit includes: 1 Building s O-Plumbing 0 Mechanical 0 Other
Type of Work: A Residential 0 New Remodel 0 Number of Units_ 0 Deck
0 Commercial • Addilon Garage 0 Shed 0 Other
Enter 1st Floor $11 sq ft 2nd Floor $8 sq ft 3rd Floor—sq ft Existing Floor Area sq ft
Area Basement sq ft Decks $ sq ft; Garage TS& sq ft Proposed Total Area I sq ft
Water Availability p Sewer Availability $ ti On-Site Se System AXailabili P Project Valuation 887, 000 _
Zoning R S 1. 2. I Lot Size TI si(p sitExisting Bldg Valuation 8
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Water Closets Sinks * I Uri als V Lawn Sprinklers9Bathtubs Dish Washer Drinking FountaiOther
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Showers Electric Water Heaters Sumps
Drains ......::...................................
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Lavatories Washinhine ... ..... . ..........
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•, ffIfi:. : • .* t MECH#N11041. EVA,IATION ONLY $
Fuel Type(electric/other) N A Grit iki Dryer Air Handlin;< i 10(000 CF 15-30 Tons •
Length of Gas Piping r Range Air Handling > = 1 O,000 30-50 Tons
Furn <100K BTUs 1 Gas Log Iii • Iir t Herr w 50+ Tons
Furn >100 BTUs Fans Miscellaneous / Fuel Tanks •
Gas Hwt Hood Boil Above Ground
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Cony Burner Duct Work nsr;• Underground
3- 5 Tons '...O.t>'• >s z ^`w
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BBQ s Wood Stoves .1
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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 laim),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,' ding its officers and employees,upon the accuracy of the information supplied to the city as a part of this application.
Owner/Agent: Al2�121/Y.L "LP. Date: // 3 /98
a wn.n.Arr d
Revise°
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Order No. 301348
A_L.T.A. COMMITMENT
SCHEDULE A
Page 2
The land referred to in this commitment is situated in the county of
King, state of Washington, and described as follows :
The south 35 feet of the following described tract , to-wit :
The west 130 feet of the east 160 feet of the north 75 feet of the
south 225 feet of the north half of the northwest quarter of the
northeast quarter of Section 9, Township 21 North, Range 4 East,
W.M. , in King County, Washington;
TOGETHER WITH an undivided 1/56th interest in the following
described portion of the north half of the northwest quarter of the
northeast quarter of said Section 9, more particularly described as
follows :
Beginning at a point on the west boundary line of said tract from
which point the northwest corner thereof bears north 0°17 ' 23" east a
distance of 330 feet;
thence south 89°00 ' 36" east, parallel with the north boundary line
of said tract, 250 . 02 feet to a point on a line 250 feet east of,
measured at right angles thereto, and parallel with the west
boundary line of said tract ;
thence south 75°54 ' 50" east 308 . 91 feet to a point on a line 550
feet east of, measured at right angles thereto, and parallel with
the said west boundary line of said tract, said point being 400 feet
south, measured along said parallel line, from the north boundary
line of said tract;
thence north 74°14 ' 05" east 208 . 12 feet to a point on a line 750
feet east of, measured at right angles thereto, and parallel with
said west boundary line, said point being 340 feet south, measured
along said parallel line, from the north boundary line of said tract ;
thence north 62°01 ' 09" east 329 . 27 feet to a point on a line 1040
feet east of, measured at right angles thereto, and parallel with
said west boundary line, said point being 180 . 51 feet south,
measured along said parallel line from the north boundary line of
said tract ;
thence south 61°46 '29" east 125 . 81 feet to a point on a line which
is 160 feet west of and parallel with the east boundary line of said
tract, said point being 425 feet north of, measured along said
parallel line, the south boundary line of said tract ;
thence south 0°15 ' 10" west, parallel to said east boundary line 355
feet;
thence south 45°33 ' 05" west 98 .48 feet to a point on the south
boundary line of said tract distant 230 feet west from the southeast
corner of said tract;
thence north 89°08 ' 58" west 1081 .47 feet to the southwest corner of
said tract ;
thence north 0°17 ' 23" east 335 . 90 feet to the place of beginnin ,
which land is covered by water and is a portion of tTileGER
Lake .
END OF SCHEDULE A , ? 3
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July 21, 1998
M.K.Gaviglio King Co.Tax Lot#0921049092
Building Official Permit#BLD98-0034
City of Federal Way
33530 Vt Way South
Federal Way,WA 98003-6221
Ms. Suzanne Wong
P.O.Box 28677
Seattle,WA 98118
(206)723-7826
Dear M.K.Gaviglio:
I am requesting a 180-day extension of the permit application submitted on January 23, 1998. Due to the lot
being lower in elevation than the adjacent lots,I need to determine the flood level of Steel Lake to
detennine final building elevations.As it is the houses on either side of the lot are built higher than my
existing grade.The submitted plans are for building on the existing grade,which I believe may be too low.
I request that an extension be granted so that I may complete the permit process in order that I may build on
the lot.
ortkAi ----,..gypo
incere ,O ii 2 2 1998
ci I r O I-EIJEftetL WAY EUILDING DEpr
Suzanne Wong
CITY OF
dEEI.. _ E.
(253)661-4000
N)� F1.51 33530 1ST WAY SOUTH FEDERAL WAY,WA 98003-6210
July 17, 1998
Suzanne Wong
P.O. Box 28677
Seattle, WA 98118
RE: EXPIRATION OF PERMIT
Our records indicate that on January 23, 1998, an application for permit #BLD98-0034
was submitted to the City of Federal Way. The expiration date of the 180 day period
is July 23, 1998. Applications for which no permit is issued within 180 days following
the date of application shall expire by limitation. The building official may extend the
time for action by the applicant for a period not exceeding 180 days on written
request by the applicant showing that circumstances beyond the control of the
applicant have prevented action from being taken. No application shall be extended
more than once, in accordance with the provisions of the Uniform Building Code,
Section 107.4.
The permit is null and void, effective July 23, 1998, if we do not receive your written
request. Before a permit can be issued, a new permit must be obtained and a new
full permit fee paid. A new permit application is to be filed and must comply with
codes currently in effect. A new plan review may be required and a new plan review
fee paid.
If you have any questions please call 253-661-4115 or 253-661-4117.
Sincerely,
air.-ifi
Building Official
cc: file
wongexpi.doc
CITY OF
33530 1ST WAY SOUTH (253)001- 20
FEDERAL WAY,WA 98003-6210
February 4, 1998
Susan Wong
PO Box 28677
Seattle, WA 98118
Subject: Single Family Residence Permit#BLD98-0034
30521 28th Ave South
Dear Ms. Wong:
The Public Works Department staff has reviewed your permit application for single family
residential construction.
The following items need to be addressed prior to issuance of the building permit:
1. Water and sewer availability letters are required.
2. The storm drain outlets must have rip rap protection. Please provide a detail
sizing the rip rap pad per the King County Surface Water Design Manual
(KCSWDM).
3. Provide a temporary and permanent erosion control plan for the project site.
.-
4. All storm water runoff from the paved areas subject to vehicular use shall be _ -
treated by separate storm drainage facilities. An oil/water separator and
bioswale shall be designed, per the KCSWDM, to treat this runoff. Submit
plans and details for construction of this facility.
The following items are conditions of the building permit:
A. Construction of the storm drainage facility for the storm water runoff from the
paved areas must be installed and inspected by the Public Works Inspector prior
to final building inspection.
B. The 100-year flood elevation of Steel Lake must be determined prior to
constructing the foundation. The finished floor elevation shall be on-foot above
the 100-year flood elevation. Provide a copy of the topography survey
produced to determine the flood elevation, which must be signed and stamped
by a licensed Land Surveyor.
•
Page 2
February 4, 1998
Ms. Wong
C. All electrical utilities shall be placed underground.
D. Temporary erosion and sedimentation control measures must be in place prior to
clearing and grading. The TESC measures must remain in place during the
entire construction period. The permanent control measures must be in place
prior to final building inspection.
E. The tightline roof drainage system must be inspected prior to backfilling the
trench and prior to final building inspection.
F. Section 22-1473 of the FWCC requires street improvements along 28th Ave.
The required improvements are not warranted at this time. The improvement
requirements may be deferred. A no-Protest LID Agreement will need to be
signed and recorded by the applicant.
The Building and Planning Departments may also have comments regarding your permit and
will contact you independently. We hope your experience working with the City is a pleasant
one and if you have any questions please contact me at 661-4125.
Sincerely,
J lie e n
nginee g Plans Reviewer II
c: Stephen Clifton, Development Services Manager
Project File
Day file
LAPRMSYMDOCUMENTABLD98 00.34WW020498.DOC
•
•
NELSON-COUVRETTE & ASSOCIATES INC.
CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS
AND ENVIRONMENTAL SCIENTISTS
17311-135th Avenue NE,A-500 Snohomish County(206)337-1669
Woodinville,WA 98072
(206)486-1669•Fax 481-2510 Wenatchee/Chelan(509)784-2756
October 10, 1996
.611V-oc3ti
Ms. Suzanne Wong
P.O. Box 28677
Seattle, Washington 98118
Geotechnical Engineering Review Report
Proposed Wong Residence
30521 -28th Avenue South(Steel Lake)
Federal Way, Washington
NCA File No. 149896
Dear Ms. Wong:
INTRODUCTION
This report presents the results of our geotechnical engineering review for your proposed residence
development within the above referenced project. The site is located at 30521 - 28th Avenue South, in
the Steel Lake area of Federal Way, Washington. For our use in preparing this report, we reviewed a
previous geotechnical evaluation report, prepared by us (as David L. Nelson & Associates, Inc.), and an
undated site plan titled "Approved Footprint" which was supplied to us by you.
The site is a residential lot situated on the west side of 28th Avenue South, and on the east side of Steel
Lake, measuring approximately 60 feet by 35 feet. An existing sanitary sewer line easement is located
between the proposed residence location and 28th Avenue South.' The residence structure is proposed to
be 10 feet from the surveyed shoreline. You are planning to construct your residence in the west portion,
between the sewer line easement and the 10 foot setback from Steel Lake. The foundation footprint of
the planned residence is approximately 25 feet by 29 feet, with the longer direction facing east to west
south. The adjacent lot to the north has an existing residence approximately 5 feet from the property
line. The adjacent lot to the south has an existing driveway and yard area, with the residence at least 25
feet east of the property line. r ^
A $t Cd NVED
%Mk 3 0 1998
CITY OF FEDEp tl WAY
Geotechnical Engineering Review Report
Proposed Wong Residence- Steel Lake
October 10, 1996
NCA File No. 149896
Page 2
SCOPE
The purpose of this review and report is to evaluate the existing conditions, review the previous report,
characterize the subsurface conditions, and present recommendations for site development. Specifically,
our scope of services includes the following:
1. Review available geologic and soils data for the site, based on published geologic maps.
2. Review the existing geotechnical evaluation report,dated August 6, 1986.
3. Observe the surface conditions at the site to determine if significant surficial changes
have occurred since the preparation of the previous report.
4. Review recommendations for site preparation and grading, recommendations for
subgrade improvement and foundation design.
5. Provide general comments on surface and subsurface ground water conditions, and site
drainage and erosion control recommendations.
6. Prepare a written report to document our review, findings and recommendations.
SITE CONDITIONS
Surface
The original report discusses the site as moderately to gently sloping down to the west from 28th Avenue
South, and covered with grass and a few trees. Our recent site visit indicated similar conditions, with
now larger trees. No changes to the surface conditions are apparent. A wood fence in fair to poor
condition exists around the landward sides of the property.
Soils Conditions
The previous report describes the soils conditions within this site to consist of a basal strata of glacial
drift, shown on the test pits logs,to be encountered at depths below 6 to 9 feet. The glacial drift consists
of blue-gray, medium dense, fine, silty sand/sandy silt with some gravel. Overlying the glacial drift is 2
to 3 feet of light gray, very loose(soft), clayey, sandy silt/silty clay in a very wet state. A strata of dark
brown, very loose(soft),organic peat, in a very wet state overlies the soft clay/silt,and varies from about
1.5 to 2.0 feet thick. The surface soils were found to consist of about 2 to 4 feet of fill. The fill was
found to consist of brown, dark brown and gray, loose, mixed silt, sand, gravel, debris, rocks, rubble,
organics,etc.,of unknown origin. The fill was found to be apparently thicker toward the west.
NELSON-COUVRETTE&ASSOCIATES, INC.
Geotechnical Engineering Review Report
Proposed Wong Residence- Steel Lake
October 10, 1996_
NCA File No. 149896
Page 3
Our recent observations showed no indications of significant changes to the surface. This would lead us
to believe that, the previously encountered subsurface soils conditions could be expected to be similar as
those originally described.
Hydrologic Conditions
In the original report, ground water was found in all test pits, and appeared to be "perched" above the
basal glacial drift deposits. This condition is not expected to have changed from the original findings.
CONCLUSIONS AND RECOMMENDATIONS
General
The conclusions and recommendations presented in the original geotechnical evaluation were presented
in a fashion to allow the original owner to evaluate their potential for site development. The conclusions
discussed the fact that the near-surface fill, organic deposits and soft clay/silts were undesirable for
conventional shallow foundations. The potential for distress to the structure, due to differential
settlements,was presented.
Alternative foundation preparation and support suggestions were made, including removal and
replacement with structural fill or pile/pier support. Because of the difficulty with overexcavation
adjacent to existing structures, pavements and utilities, and the nearby lake, the pile/pier alternative was
discussed and presented as the preferable alternative.
The site is underlain, at a shallow depth, by soft clay/silt, organic deposits of peat covered with fill. The
peat should be expected to settle with time both under its own weight, and also under any new loads.
The thickness of the fill and peat totaled about 6 feet over the building area, with the soft clay/silt being
found to about 9 feet below grade. In our opinion, this condition would cause undesirable differential
settlement if the structure was floated. At depth,the site is underlain by medium dense glacial drift. We
concur with the recommendations that suggest that the foundations be extended down into the glacial
soils.
Deep foundations could consist of drilled piles or piers, or driven "pipe" piles. Also, whenever
foundations such as these are used, in areas where ground surface settlements are expected over time,
additional design is appropriate. We recommend that approach slabs be designed as structural slabs that
hinge to the structure. This allows settlement of the slab without dropping down from the structure.
NELSON-COUVRETTE&ASSOCIATES, INC.
Geotechnical Engineering Review Report
Proposed Wong Residence-Steel Lake
_October 10, 1996 _
NCA File No. 149896
Page 4
Decks may be either floated or founded similar to the structure. We would expect that the performance
of the deck foundations would not be acceptable, if it is floated next to a house that is founded on deep
foundations.
Foundations
General: Fill, peat and soft clay/silt soils were encountered within the proposed building portion of the
site,to total about 9 feet in thickness. Most of the structure is expected to have these undesirable soils to
this depth. Depth of the explorations was limited by the exploration equipment and site conditions to
only 11 feet below grade. Soils conditions below this depth are unknown. However, based on similar
sites and conditions, it is expected that dense glacial deposits should underlie the site for depths
sufficient to support the structure, using the recommended means and techniques.
Piles and Drilled Piers: Piles can be driven or drilled, and/or cast-in-place. Driven piles would consist
of steel pipe. Timber piles would not be considered cost effective because of the relatively shallow depth
to bearing soils. The vibration of the pile driving equipment would also be a concern with respect to the
adjacent residences. Pipe piles can be used if they are shown to be economical. Typically, 2-inch pipes
are driven using a 90-pound jack hammer,to a refusal criteria of less than 1 inch of advancement for one
minute of driving. A 4,000 pound capacity is used for these piles. If desired, larger piles, hammers and
capacities are available and still considered small scale. Most likely the steel piles could be economical
for the structure, since there is a difficulty with access, the small installation area, and the close
proximity of the sewer line. We suggest that you contact a contractor experienced in this method.
Cast-in-place piles can consist of auger-cast piles or open holed drilled piers. The auger-cast piles are
drilled with a hollow stem continuous flight auger, and grout is pumped into the hole as the auger is
withdrawn. This method is the most reliable cast-in-place pile, as the auger keeps the hole from caving
as the grout is placed. •The open hole pier is the least expensive method. The risk involved with this
method is whether or not the hole will stay open. The piles will have to penetrate the underlying glacial
deposits. If significant ground water is present, the holes could cave in both the peat and the underlying
sand. The risk in this method would be that only a portion of the piles could be drilled open hole, and
then some other type of system would have to be used to finish the rest.
Whenever piles or piers are used, a grade beam needs to be designed to span between the piles and
support the structure. A structural engineer would be required to provide the design of pile
NELSON-COUVRETTE&ASSOCIATES, INC.
Geotechnical Engineering Review Report
Proposed Wong Residence- Steel Lake
October 10, 1996
NCA File No. 149896
Page 5
reinforcement and the grade beam system. Additional geotechnical support would be necessary for the
installation of the foundation. Typical pile loads for this type of condition are 10 tons, with a minimum
of 3 feet of penetration into the underlying glacial deposits,using 12-inch diameter piles.
Erosion Control Measures
Erosion control methods should be undertaken to prevent surface runoff from flowing into nearby Steel
Lake or adjacent properties. We recommend that surface runoff be diverted to controlled drainage and
siltation areas. We recommend that a silt fence be erected around the disturbed portion of the site. Hay
bales may be substituted for a silt fence, provided that they form a continuous line. Excavation spoils
should not be placed outside of the erosion control area. Erosion control measures should conform to
applicable local and county requirements.
Site Preparation and Grading
Excavation around the structure will unearth fill, peat and clay/silt soils, which are highly moisture
sensitive and nearly impossible to work with. We recommend that any excavated soils be immediately
removed, placed into trucks and removed from the site. The on-site soils, likely to be exposed during
construction, are considered highly moisture sensitive. We recommend that earthwork be conducted
during the drier summer months. Even during the summer months, construction activity may disturb the
existing surface. We recommend that a blanket of rock spalls be placed in the planned access roadway,
or where construction equipment will be working. The thickness of the spalls should be based on soil
conditions at the time that the site is developed, and their performance under heavy equipment. For
estimating purposes,we recommend using a minimum of 1 foot thickness of spalls in traffic areas.
Drainage
We recommend that runoff from impervious surfaces, such as roofs, driveway and access roadways, be
collected and routed to an appropriate storm water discharge system. The roof drains should be
tightlined separate of the footing drains, until the tightline is a minimum of 1 foot vertically down
gradient from the footing drains.
We recommend that the ground surface in crawl spaces be sloped to drain to an appropriate discharge
point. A drainage path from the crawl space and capillary break material, to the footing drain system
should be maintained. The ground surface adjacent to the building should be sloped to divert surface
water away from the structure.
NELSON-COUVRETTE&ASSOCIATES, INC.
Geotechnical Engineering Review Report
Proposed Wong Residence- Steel Lake
October 10, 1996
NCA File No. 149896
Page 6
We recommend that footing drains be installed along the outside of the planned exterior wall footings.
Footing drains should be installed at least 1 foot below planned finished slab or crawl space elevations.
Footing drains should be constructed of 4-inch perforated PVC pipe. We recommend that footing drains
be surrounded in free draining material such as pea gravel. The footing drains should be sloped to drain,
and routed to an appropriate discharge point.
Slabs
Any slab not structurally supported on piles or piers should be expected to settle. If these slabs are
approaches to the pile supported structures, a break and differential settlement should be expected at the
connection. A common practice is to design transition slabs for these conditions. The transition slab is a
structural slab that is hinged into the structure. The hinges usually consist of rebar that extend from the
slab into the adjacent foundation. This allows the unsupported end of the slab to settle with the
surrounding ground surface, while the other end stays attached to the structure, but is allowed to rotate.
This eliminates the vertical offsetting at the connection,which is typically undesirable.
Slabs where moisture control is critical should be underlain by a 6-inch capillary break, consisting of a
free draining sand and gravel. A plastic vapor barrier should be placed over the capillary break material.
The capillary break should be designed so that it can drain into the foundation drain system.
Monitoring
We recommend that the geotechnical engineer be on site during installation of the driven pile or drilled
pier installations. Depths of penetration for each should be verified, with logs of each pile maintained.
A subsequent letter detailing the site observations, pile depths, recommended loads per pile, and any
other geotechnically related findings should be presented.
•
USE OF THIS REPORT
We have prepared this report for Ms. Suzanne Wong, and her agents, for use in planning and design of
this project, and as a geotechnical engineering follow-up to the original geotechnical evaluation report.
The data and report should be provided to prospective contractors for their bidding and estimating
purposes, but our report, conclusions and interpretations should not be construed as a warranty of
subgrade conditions. If conditions observed during construction are different than that described in this
NELSON-COUVRETTE&ASSOCIATES, INC.
w
Geotechnical Engineering Review Report
Proposed Wong Residence- Steel Lake
October 10, 1996
NCA File No. 149896
Page 7
report, we should be retained to review these conditions and provide additional recommendations, as
necessary.
The scope of our work does not include services related to construction safety precautions, and our
recommendations are not intended to direct the contractors' methods, techniques, sequences or
procedures, except as specifically described in our report for consideration in design. There are possible
variations in subsurface conditions. We recommend that project planning include contingencies in
budget and schedule, should areas be found with conditions that vary from those described in this report.
We should be retained to provide monitoring and consultation services during construction, to confirm
that the conditions encountered are consistent with those indicated by the explorations, to provide
recommendations for design changes should the conditions revealed during the work differ from those
anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with
contract plans and specifications.
Within the limitations of scope, schedule and budget for our work, we have strived to take care that our
work has been completed in accordance with generally accepted practices followed in this area at the
time this report was prepared. No other conditions,expressed or implied,should be understood.
We appreciate the opportunity to be of service to you. If there are any questions concerning this report
or if we can provide additional services,please call.
Sincerely, I$ I2 W SD� ,�►�
NELSON-COUVRETTE& ASSOCIATES, INC. �4 4vcA,
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I EXPIRES 11g• 40• A•418 I
David L.Nelson, PG Charles P. Couvrette, PE
Professional Engineering Geologist Principal Engineer
Three Copies Submitted
NELSON-COUVRETTE&ASSOCIATES, INC.
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• S. DAVID L. NELSON AND ASSOCIATES, INC.
_ Consulting Engineering Geology
206/788-5612
13424 Chain Lake Road Monroe,Washington 98272 206/794-4332
14;1,V1 .6)63
August 6, 1986 1
Project No. 9086 j ‘ :,
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Mr. R. Greg Otto
8240 So. 122nd
Seattle, Washington 98178
Reference: Geotechnical Evaluation
Proposed Otto Residence
30521 - 28th Avenue South
King County, Washington
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Dear Sir;
This is to serve as a report of geotechnical exploration and evaluation
within the above referenced project site, per your request.
Introduction
The purpose of this report is to present information relative to construction
of the, proposed residence within the site area. We understand that the const-
ruction is to consist of a three story wood frame structure, located about in
the area shown on the enclosed location map.
The scope of services included performance of three backhoe test pits around
the site area. The locations of the test pits are approximately shown on the
enclosed location map.
All elevations mentioned in this report refer to existing grade.
The intent of this report is to outline soils and hydrologic conditions as
encountered during our explorations and observations, and to provide infor-
mation for development and design considerations. RECEIVED
JA N 3 s 1998
GI I OF FEDERAL WAY
BUILDING DEPT.
DAVID L.NELSON AND ASSOCIATES,INC.
Consulting Engineering GcvIugy
August 6, 1986
Project No. 9086
Page two
Location & Site Description
The investigated site area consists of an undeveloped lot, located at 30521
28th Avenue South, in the Federal Way area of King County, Washington. The
site lies between existing residences, along the east shore of Steele Lake.
Topographically, the site slopes moderately to gently toward the west, down
from 28th Avenue South. Vegetation consists of grass covering, and a few trees.
Soils Conditions
The subsurface soils strati'graphy can best be seen on the enclosed test pit logs.
In general, the site was found to be underlain across the area by blue-grey,
medium dense fine silty sand/sandy silt, with some gravel. This material was
observed to be glacial in origin, and appears to be glacial drift. Overlying
the basal glacial drift is a strata of light grey, very loose, clayey sandy silt/
silty clay, in a very wet state. This strata was generally found_to.te 2' to
3' thick, at elevations below 4' to 6' below grade. Overlying the light grey
clay soils is 1.5' to 2' of dark brown very loose organic peat, considered the
old surface soils prior to subsequent artificial fill placement. The artificial
fill was found surficially across the entire site area explored, and generally
consists of brown, dark brown and grey, loose, mixed silt, sand, gravel , debris,
rocks, rubble, organics, etc. , of unknown origin. The fill ranges in thickness
from 2' to 4' , with the thickest portions apparently within the western (lake)
portion of the site. The area of the existing sewer line is understood to
occur about as shown on the location map. Backfill within the trench is also
unknown, since exploration was not performed.
Hydrologic Conditions
The ground water table was encountered in all test pits performed. This ground
water table appears to be 'perched' , where saturation of the soils occurs above
a relatively impermeable underlying strata. It appears that the basal glacial
drift soils impede water movements downward, creating an upper saturated zone
within the clay, peat and fill soils, particularly near the lake.
This condition appears chronic, and probably becomes greater during the wetter
months of the year.
DAVID L.NELSON AND ASSOCIATES, INC.
_---- Consulting€ngtneering Geology
August 6, 1986
Project No. 9086
Page three
Conclusions
Based upon the explorations and observations performed, and general analysis
of the so&ls and hydrologic conditions, it appears that the proposed residence
construction will require foundation support other than normal shallow footings
placed upon the existing soils. The surficial soils above the basal glacial
drift are not expected to be suitable for proper footing placement, without
potentially distressful differential settlements in the structure.
We believe that alternative foundation preparation be anticipated, consisting
of removal and replacement with structural fill , or pile/pier support, or other
methods where potential settlements are minimized.
Recommendations
Alternative foundation support recommendations generally consist of those where
foundations are supported by suitable backfill or deeper foundations, such as
piles, piers or extended footings.
Within this site area, the alternative for removal of the unsuitable surficial
soils down to the firm glacial , and replacement using suitable granular soils
is available, but may not be appropriate, due to the close proximity of the
neighboring houses, driveways and utilities. Shoring of these excavations
would probably be required if excavated. These nearby areas may be quite
sensistive to undercutting, and failure of these may occur. If this method is
desired, we could transmit all required shoring recommendations, backfilling
procedures and compaction/material requirements.
Extended footings also may not be advantageous, since the excavations may not
hold open during the footing construction phase. The footings would require
placement into the basal glacial drift soils, which may mean extensive dewatering
and possible shoring as discussed above.
Piling or piers appear to be a suitable alternative for foundation support.
We would suggest the use of piling/piers which are not driven, since vibration
may damage the nearby structures. Drilled piles/piers, of concrete or grout
consistancy, appear to be the most feasible and appropriate for the site area.
DAVID L.NELSON AND ASSOCIATES,INC.
Consulting Engineering Geology
August 6, 1986
Project No. 9086
Page four
We would anticipate that drilled piling/piers require at least 5' of penetration
into the underlying medium dense glacial drift soils, to achieve an anticipated
maximum allowable load per pile of 10 tons, using a minimum 12" diameter pile.
We expect that these installations should be cased, where an auger-cast type
pile is installed. Open-hole type piers may not be capable of standing open
adequately to allow placement of concrete within a properly drilled hole. The
auger-cast type pile seems most reasonable, and several contractors and methods
of placement are available.
We suggest that at least two test piles be installed before production piles
are performed, to determine if the basal glacial material is adequately thick.
All test piles and production piles should be monitored by the geotechnical
consultant.
Since the structure will be pile supported, all attached portions of the
building should also be pile supported, or completely and structurally indepen-
dant from the structure. This includes slabs, decks, walkways, retaining walls,
etc. , which maybe placed around the site area. The surficial soils are ex-
pected to settle over time, so any structure placed upon these soils should be
expected to settle, and perhaps show distress or failure, unless properly
supported.
Adequate drainage should be provided around the site area. We suggest the use
of foundation and roof drain systems, independantly directed into control areas.
Although we do expect site soil types, conditions and distributions to reflect
our findings, some variations could occur. Should conditions other than those
discussed herein be encountered, the geotechnical consultant should be notified
for review and comment. Additional or alternative recommendations may be required.
Thank you for the opportunity to be of service. If you have any questions,
feel free to call on us at any time.
Sincer ,
DA L. & ATES, INC.
D vid L. Nelson, PG
Professional Engineering Geologist
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SCALE �� PROJ.NO. o
DATE eA/B6 SHEET ��
TEST PIT LOGS
TP-1 0-4.0 Brown, dark brown & blue-grey, loose, mixed silt, sand
& gravel with organics, debris, rocks, etc. FILL Wet
4.0-6.0 Dark brown very loose organic peat Very Wet
6.0-9.0 Light grey, very loose, clayey silty fine sand/silty clay Very Wet
9.0-11.0 Blue-grey medium dense poorly sorted silty sand and
sandy silt, with gravel
TP-2 0-2.5 Brown loose mixed organic silty sand, gravel with
debris, logs, rocks, etc. FILL Wet
2.5-4.5 Gtey poorly sorted sand and sand/gravel FILL H 0 Flow
4.5-6.0 Dark brown very loose organic peat Very Wet
6.0-9.0 Light grey, very loose clayey silt/silty sandy clay Very Wet
9.0-11.0 Blue-grey, medium dense, poorly sorted silty sand/
sandy silt with gravel
TP-3 0-2.0 Brown loose mixed silt, sand, gravel, organics, debris,
rubble, concrete, etc. FILL
2.0-4.0 Dark brown very loose organic peat Very Wet
4.0-6.0 Light grey, very loose, clayey silt/silty sandy clay Very Wet
6.0-9.0 Blue-grey, medium dense poorly sorted silty sand/
sandy silt with gravel
DAVID L.NELSONAND ASSOCIATES,INC.
Consulting Geology206PU.S612
13424 Quin Lake Road .` NA 9E272• 206/7944332
Greg Otto Residence
King Co., Washington
SCALE — PROJ.NO. 9086
DATE 8/5/86 SHEET 1 of 1