93-101972 11 11111/ 9 .4(3'1
Y OF FEDERAL WAY BUILDING P PERIISSUED: 09/15/93IT NO: 94
30 First Way South
ederal Way, WA 98003 Building Inspection Requests 661-4140 BY: FLF
61-4000 EXPIRES: 03/14/94
ADDRESS: 34632 8TH AVE SW
NO. : 192104-9049
PROJECT DESCRIPTION:NSF - WI PLUMBING AND MECHANICAL
CAMPUS HIGHLANDS, DIV 4, LOT 13
ER - CONTRACTOR - LENDER
IIIRDIANT CORPORATION QUADRANT CORPORATION, THE
33309 - 1ST WAY S 33309 1ST WAY S
FEDERAL WAI WA 98003 P.O. BOX 130 (BELLVUE 98009)
FEDERAL WAY WA 98003
924-2532 924-4224 924-2532
QUADRC*2210F
BLD?:X NBC?:X PLM?:/ FLR--EXIST--PROP--- DWELLING UNITS: 1 COMP PLAN 'SR FEES:
TYPE OF WORK:AEW USE:RES 1ST.: 0: 1329:sf STORIES • 2 REQUIRED PARKING..: 2 SPRINKLERS' •' PLAN CHECK DEPOSIT.* $ 577.20
CENSUS CATEGORY •101 2ND.: 0: 1167:sf HEIGHT • 0.00 ft HAZARD CLASS •7 FINAL PLAN CHECK...* $ 0.00
OCCUPANCY GROUP 3RD.: 0: 0:sf VALUATION REQUIRED SETBACKS FIRE FLOW • 0 gpi BUILDING PERMIT....* $ 888.00
:R3 : OTHR: 0: 0:sf EXIST..$: 0 FRONT • 20.00. ft SBCC SURCHARGE * $ 4.50
TYPE OF CONSTRUCTION BSMT: 0: 0:sf PROP...$: 170659 SIDE • 5.00 ft WATER SERVICE..:FED NEC APPLIANCE FEES.* $ 46.50
:5N : DECK: 0: 80:sf REAR • 47.00:ft SEWER SERVICE..:FED PLUMBING FIXT....93* $ 98.00
O CUPAN! LOAD GAR.: 0: 453:sf RECEIVED.:08/04/93 RADON KIT 93 $ 20.00
0: 0: 0: 0: TOTL: 0: 3029:sf IMPERV SURFACE: 0 sf SENSITIVE AREAS?.:! PUB WKS PLCK(SF)..93 $ 40.00
FUEL !YPES.:GAS ? FANS • 6 BOILERS/COMPRESSORS WATER CLOSETS • 3 URINALS • 0 TOTAL FEES $ 1674.20
GAS PIPING.: 45 ft HOOD • 0 0-3 HP • 0 BATH TUBS • 2 DRINKING FOUNT.: 0
FURN<100K..: 1 DUCT WORK • 0 3-15 HP • 0 SHOWERS • 1 SUMPS • 0
GAS HWT • 1 WOOD STOVES...: 0 15-30 HP • 0 LAVATORIES • 5 VAC BREAKERS...: 0
CONY BURNER: 0 FURA>100K • 0 30-50 HP • 0 SINKS • 1 DRAINS • 0
BBQ • 0 MISC • 0 5+ HP • 0 DISH WASHERS • 1 LAWN SPRINKLERS: 0
GAS DRYER..: 0 AIR HANDLING UNITS FUEL TANKS ELEC VTR HEATERS...: 0 OTHER FIXTURES.: 0
RANGE • 0 <=10,000 CFM: 0 ABOVE GROUND: 0 LAUN WSHR OUTLTS...: 1
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 PURAISED BY MK IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND THE APPLICABLE CITY OF FERERAL WAY REQUIREMENTS WILL BE MET.
OWNER OR AGENT '__ ,_= DATE 1 kC57.4771
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SET?AMY & FOOTINGS
Date /OIZ/S'S </
FOUNDATION WALLS
Date )O'f l _Cl.11 Byilky
PLUMBING GROUNDWORK
Date By
UNDERFLOOR FRAMING
Date (f--/45---- �/ 3 By41/3
SHEAR WALLS
Date J Z 41 -(/ By 1//
PLUMBING ROUGH-IN
Date J-if--�3 Bau........_
GAS PIPING
Date l -E /-C By W'. 1--
MECHANICAL
-MECHANICAL ROUGH-INDate I, , --4-/(r J By ktf_i)
MECHANICAL (OTHER)
Date By
FRAMING
Date I ----,-g Bib))
/
INSULATION Lt/,J/S 1 j/.swrcv %L....4.- 4'e-c- ,
Date/Z.hc/(l By
GWB - 1ST LAYER
Date j_o f f B4' _
...................
GWB -'2ND LAYER
Date By
SUSPENDED CEILING
Date By
PLANNING FINAL
Date By
ENGINEERING FINAL
Date By
FIRE FINAL
Date By
BUILDING FINAL//
Date - " g Byl-ke
OTHER
Date By
OTHER
Date By
CDO 193
III AiiiiirwPr
:Mr.1;. '
• City of Federal Way 4
y\I� VED BY APPLICATION 'MOR BUILDING PERMIT
'� MUNTTY DEVWXMENT DE"
• L161993
JUL ., ii
PLEASE PRINT APPLICATION #: 414)13 —079 j
[ ITE LOCATION Address CAMPUS HIGHLANDS DIV 4 3'/ 3 2 s",l,+�,E w ,
Tenant(if known) Lot # 31 4.? Assessor's Tax#
192104-9049-C4-
Building Owner Name Address
QUADRANT CORP. 33309 1ST WAY S
City F E ERAL WAY —iState WA ;gip 99003 Phone 9 2 4-4224
Nature of Wcrk
Name(F.KU �II�
QUADRANT CORP.
Address
33309 1ST WAY S
City FEDERAL WAY 1_ WA State _
1ZP 98003
Contact Person Day Phone !Othar Phone Fax
AXEL ADALSTEINSSON 924-2532 i 924-4224 924-3055
BUILVANG CONTRACTOR
•!Company Name — �-
I QUADRANT CORP.Address —.._.--. ._—.
33309 1ST WAY S
City FET)FRAL dAy. State --4514._—____ 4P
Contact PersonPhone
Fax
.AXELADALSTEINSSON 924•-25.32 924-3055
Contractor's # card m u2 3 e presented) Expiration Date Verified 0 Yes 0 NJ
2QUAD 09 •06-93
AR --_. 1
Name ROBERT f;ALARIV GAU & ASSOCIATES INC.
Address 19529 hTII AVE N.W.
City
.... .7.141=E._ _ State WA zp--98177 -I
Contact Person 1
AXEL ADALSTEINSSON PhoneFax 924-2532 924-3055
'..EGAL DESCRIPTION •
CAMPUS HIGHLANDS DIVOT. t_ar 1)
Please Complete Reverse Side
C00492(Rev 4/93
Existing Use Proposed Use
r'err,it includes: X ilding XX❑ Plumbing echanical ❑ Other
Type of Work: )0(Residential XXO New ❑ Remodel 0 Number of Units_ 0 Deck
0 Commercial 0 Addition ❑ Garage 0 Shed 0 Other
Enter 1st Floor 11/Z1 sq ft 2nd Floor )j;t ( sq ft 3rd Floor ---"' sq ft Existing Floor Area 2 4q(0 sq ft ti
0 Area Basement sq ft Decks t7,, sq ft Garage Irk;5t7 sq ft Proposed Total Area sq ft N.. • i
Water Availability ❑XX Sewer Availabilitvk On-Site Septic System Availability ❑ Project Valuate $
Zoning J Lot Size ei4p 41 Existing Bldg Valuation $
LENDS
Name Address
City State Zip
MECHANICAL CONTRACTOR
Contractor Name Address
rOetZ e
City
PA«..YZ State ki44 Zip
-
ContactPhony Fax
�e �ck%Ocao 1.1 74-1- I(c-1 U
License # Expiration Date Verified 0 Yes 0 No
PLUMBING CONTRACTOR ::
Contractor Name Address c
IAA
IICity t�,) tA)110/4•( State MIS, Zip
I Contact -re-�A N ?• Phot,.. + Fax
License # Expiration Date Verified 0 Yes 0 No
PLUMBING FIXTURE COUNT
Water Closets 42 Sinks r Urinals Lawn Sprinklers
Bathtubs ?j Dish Washers i Drinking Fountains Other
Showers , Electric Water Heaters Sumps
Lavatories 6 Washing Machine Drains Total Fixture`Count
MECHANICAL UNIT COUNT
Fuel Type (electric/other) L 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 t 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 1
41AIMER: 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 o r
.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 re'.nce of the City, including its officers and employees, upon the accuracy of the information supplied to the City as a part of this
application. ........"'"
L
Owner/Agen �r4e -160131C4 •
42(2.)
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� Date: .145
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b PaI ® CATCH BASIN
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W Mir Ss RECEIVED
--i--- sD iIiL 2 9 199
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PEWIT
S I PLAN APP_
Permit Num..r. 41 alba �r` ti - S'w' RECEIVED sY
App . _- : a WV ' - COMMUNITY DEVELOPMENT DEPARTMENT
Date: =`eli;
Comments: i.' ..A « - s
- (6 LJ43)
THE QUADRANT CORPORATION
DOWL. CA , AN
DIVISION 4
Er�P O L
N O I N R 18 S DRAWN BY: V.S. SCALE: 1" = 2O'
500 S. 336th Str„t, Sul. 201, Fsd,rLl Way, WA 98003-6389
See. (206) 682-1771; Tio_ (2061 927-7850; FAX: (208) 838-8516 JOB NO.: F43006TDATE: JAN. 1991
t
•
GE OTEC H
CONSULTANTS, INC.
13256 N.E.20th St.(Northup Way),Suite 16
Bellevue,WA 98005
(206)747-5618
FAX 747-8561
August 19, 1993
0194
( tifi )
JN 90178
The Quadrant Corporation
33309 1st Avenue South
Federal Way, Washington 98003
Attention: Axel Adalsteinsson
Subject: Geotechnical Engineering Reconnaissance
Proposed Single-Family Residences
Lot 1 - 6, Division 4, Campus Highlands
Federal Way, Washington
Dear Mr. Adalsteinsson:
On August 15, 1993, a geotechnical engineer from our staff
visited the site of your proposed single-family residences on
Lots 1 - 6, Division 4 of the Campus Highlands subdivision in
Federal Way. Previously, we performed density tests on
compacted fills throughout Division 4 that were summarized in
a letter dated February 4, 1991. The purpose of this letter
is to detail the existing site conditions, review the February
4 letter, provide recommendations for foundations, and to
evaluate the existing slope stability and subsequent building
setbacks.
Lots 1-6 exist in a continuous row from north to south with
8th Avenue Southwest bordering on the west side and a graded
40 percent slope along the east side. We understand the
residences are proposed within 10 feet of the top of the
slope, which will locate them in a nearly flat area on the
west portion of the lots .
Our personnel performed density tests on compacted fill
throughout Division 4 of Campus Highlands from May 3 through
July 27, 1990, and over 60 tests were performed in the area of
Lots 1 - 6. Up to approximately 12 feet of fill was placed on
the east sides of these lots, and our tests indicate that at
least 95 percent compaction was achieved. (A modified proctor
test, ASTM D1557, was used. ) The fill consisted of on-site
glacial till soils from the Campus Highlands area. We also
bserved the stripping of topsoil throughout the lot, which
;imposed in-place glacial till soils.
• . •
The Quadrant Corporation JN 90178
August 19, 1993 Page 2
During our recent site visit we observed that the graded slope
is covered with grasses and weeds, and we noted no indications
of instability. It appears that either light grading or some
fill soil was placed somewhat recently on the flat areas of
Lots 1 - 3, as there is just thin vegetation on these lots.
It is apparent that 2 to 3 feet of new fill, consisting of
gravelly, silty sand mixed with organics, has recently been
placed in the flat areas of Lots 4 - 6. We understand that
much of this fill will be removed before the residences are
constructed.
CONCLUSIONS AND RECOMMENDATIONS
General
Based on the observations made during our site visit, and from
the density testing performed on the compacted fill, it is our
opinion that the 40 percent, graded slope is stable and should
remain so provided surface water is not allowed to flow onto
the slope and uncontrolled fill soils are not placed on the
slope. In our opinion, a 10-foot building setback from the
top of the graded slope is adequate.
Conventional Foundations
The proposed residences can be supported on conventional
footings bearing directly on competent, native glacial till
soil or on the compacted fill that was tested. The newly
placed fill is not suitable for support of the footings.
Continuous and isolated footings should have minimum widths of
twelve ( 12 ) inches and sixteen ( 16 ) inches, respectively. 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
may be designed for an allowable soil bearing pressure of two
thousand (2, 000) 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 differential
settlement of footings founded on competent, native soils will
be about one-half inch.
• •
The Quadrant Corporation JN 90178
August 19, 1993 Page 3
Lateral loads due to wind or seismic forces may be resisted by
friction between the foundations and the bearing soils. We
recommend that an allowable coefficient of friction equal to
0.40 be used for the foundation' s resistance to lateral
loading.
We recommend that our personnel be on-site prior to the
placement of the footings to ensure that the soil conditions
are as anticipated, and that competent soils are exposed.
Permanent Foundation or 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 350 pcf
Coefficient of Friction 0.40
Soil Unit Weight 135 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.
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.
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
410
The Quadrant Corporation JN 90178
August 19, 1993 Page 4
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 well-compacted, 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. The on-site
soils may not be suitable for retaining wall backfill due
to their high silt contents.
Excavations and Slopes
In no case should excavation slopes be greater than the limits
specified in local, state, and national government safety
regulations or destabilize existing upslope structures. Based
upon Washington Administrative Code (WAC) 296, Part N, the
soil type at the site would be classified as Type A, and
therefore slopes cannot be excavated steeper than 0.75: 1
(Horizontal:Vertical) .
All permanent cuts into native soils should be inclined no
steeper than 2 : 1 (H:V) . All fill soils should be inclined no
steeper than 2 .5: 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. Any disturbance to the existing
slope outside of the building limits may reduce the stability
of the slope.
Drainage Considerations
We recommend the use of footing drains at the base of all
footings and backfilled earth retaining walls. These drains
should be surrounded by at least six (6 ) inches of one-inch-
. S •
•
The Quadrant Corporation JN 90178
August 19, 1993 Page 5
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 sloped
for drainage. All roof and surface water drains must be kept
separate from the foundation drain system.
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 house should be sloped
at least two (2) percent away from the building, except where
the area is paved. Water from roof, stormwater, and
foundation drains should not be discharged onto the slope, but
should be tightlined to a suitable outfall located away from
the slope. The most suitable outfall would be to the street
on the west side of the lots.
LIMITATIONS
The analyses, conclusions and recommendations contained in
this report are based on site conditions as they existed at
the time of our site visit. If the subsurface conditions
encountered during construction are significantly different
from those anticipated, 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.
Such unexpected conditions frequently require that additional
expenditures be made to attain a properly constructed project.
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 recent site observations, the
density tests performed in 1990, 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.
•
The Quadrant Corporation JN 90178
August 19, 1993 Page 6
We trust that this report meets your immediate needs for the
proposed development. Please contact us if we can be of
further service.
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
Qj-LLVA)
D Robert Ward P.E.
Geotechnical Engineer
FI
S4 L
WA4).0t,
/150 4 19660 c +���
.41oNAI,EAG` e/I9193
iron-
EXPIRES 8/ 17/ 475- ,
James R. Finley, Jr. P.E.
Principal
Attachments
MRM/JRF:cka