HomeMy WebLinkAboutPermit 86-56-DR - DT AND C BUILDING - DESIGN REVIEW
interurban avenue south
86-62-ss
86-64-dr
Permit 86-56-DR - DT AND C BUILDING - DESIGN REVIEW
e
:k'%5Ti3?i:.�'rl�.�i'�sSit�t1 isF' lta�l�='.; Ci .,`�?,iii`w;".ik?�1.^�'"..: Sew";" a' �.. Rfi' �C: h° �i} 3: �i3tf' 'e`i'Spa➢xYimt+assn!u�±a+ae�ee+ tail '�kJ1��r.R1NN% \'tw'�" �.uISi`'�
June 11, 1987
Dear Mr. Sandler,
Sincerely,
/
Vernon M. Umetsu
Associate Planner
AL
City of Tukwila
6200 Southcenter Boulevard
Tukwila Washington 98188
12061 433-1800
Gary L. VanDusen, Mayor
M. N. Sandler and Associates
200 112th Avenue N.E.
Bellevue, WA 98004
RE: D T & C /Six Star Buildings
I have just reviewed and approved your plans for a foundation and
retaining wall. I would hasten to recommend that any such work
recognize the need for some type of landscape irrigation system.
As we discussed earlier, an acceptable irrigation system would be
characterized by an automatic irrigation system, a three year
maintenance contract with the firm which installed the plantings,
or some other equivalent. An automatic irrigation system would
require a utility permit, but does qualify for a no -fee, exempt
water meter. An approved irrigation system will be required
prior to issuing a certificate of pccupancy.
Please do not hesitate to contact me at 433 -1858 if I can be of
any assistance.
. iNt`.' :r .47.:4 :niLrSiL .;t:. ?±tit:rVeA 2taTr IAVZ, hfiL'.ifiW44: *Nwsw
xx�.+xiw a wsuraIsvias rvx mar rtaArrtl n�rnmaorsMI.Vi7110nrua7.111Z rfat:1r., %1MSZ S ls.'r'i?: i',5-
��ILq
NIC4,
•1908
City of Tukwila
6200 Southcenter Boulevard
Tukwila Washington 98188
1206) 433.1800
Gary L. VanDusen, Mayor
CITY OF TUKWILA
Notice of Public Meeting of the
Board of Architectural Review
NOTICE IS HEREBY GIVEN that the Board of Architectural Review has fixed the
18th day of December, 1986, at 8:00 p.m., in the Council Chambers of
Tukwila City Hall, 6200 Southcenter Blvd., Tukwila, Washington, as the time
and place for the public meeting to review the following:
86- 64 -DR: Six Star Building - M. N. Sandler and Associates is requesting
approval of a two -story building containing approximately 12,000 square
feet of office space. The building site is located south of 144th Street
and on the west side of Interurban Avenue South.
86- 56 -DR: DT &C Building - M. N. Sandler and Associates requesting approval
for one office building containing approximately 10,000 square feet of
space. The building site is located south of 144th Street and on the west
side of Interurban Avenue South.
86- 53 -SMP: Segale Office Park Building #861 - Mario Segale is requesting
approval to construct a three -story office building containing
approximately 64,500 square feet of space. The building site is located
south of 180th, on the west side of Andover Park West.
Any and all interested persons are invited to attend.
Published: Record Chronicle - December 7, 1986
Distribution: Mayor, City Clerk, Property Owners /Applicants,
Adjacent Property Owners, File
LRB /sjn
City of Tukwila
6200 Southcenter Boulevard
Tukwila Washington 98188
(206) 433 -1800
Gary 1. VanDusen, Mayor
TO: Planning Commission
FROM: Planning Department
DATE: December 11, 1986
SUBJECT: 86- 56 -DR:. DT &C BUILDING
ur rti ∎.. caust smtato ama5 a,mata rmuc matOrgimttgrA :rRsJ3�fi'LX+Ct'Cott'.Tl�'isY: Rarr✓ elag Al 'JA`t :7it at43°'¢aixIATA"4°;.SyM
MEMORANDUM
Because the environmental review was completed after your previous decision
on this matter, you must again decide this application. The only action
needed is for you to affirm your previous action by motion and adopt those
same Findings and Conclusions.
CITY OF TUKWILA
PLANNING DIVISION
PLANNING COMMISSION
STAFF REPORT
AGENDA ITEM 86- 56 -DR: DT &C Bui l di no
..
INTRODUCTION
The applicant is proposing the phased development of two office buildings total-
ling 22,000 square feet. The applicant will also be donating land to the City
for open space use west of the proposed building. Phase I is currently under
review; it consists of the DT &C Building, a one -story office building, and its
accessory parking and landscape areas. The site is located at approximately
14500 Interurban Avenue South and is zoned C2. It is located within the Inter-
urban Special Review District.
FINDINGS
1. The second phase of the project will be reviewed by the BAR at a later date.
It will include the Six Star Building, a 12,000 square foot building also to
be used as a food brokerage headquarters. Exhibit A shows the proposal for
both phases and the bold line through the center of the site demarks the
Phase I and Phase II areas.
2. In a separate application process, the applicant proposes to short plat the
3.87 -acre property into three lots. 1.99 acres of steeply - sloped land on
the western portion of the lot will be donated to the City of Tukwila. The
remaining 1.88 acres will be divided to accommodate each office building on
a separate lot. The DT &C Building lot will be approximately 40,000 square
feet; the Six Star Building's lot will be 37,400 square feet. An easement
will be granted to Tukwila along the northernmost portion of the Six Star
Building's lot to enable public access between the donated property to the
west and Interurban Avenue (Exhibit A).
3. Plans show the DT &C Building, located on what will become the southeastern
lot, to be a one - story, wood frame octagonal building with grey stucco fin-
ish. At its highest point the marine blue enameled metal roof rises 25 feet
above the floor. The roof shall contain a 16 -foot wide octagonal skylight
over the apex, with a strip skylight extending down the roof toward the
entrance (Exhibits B and C).
4. The building meets minimum parking requirements for office buildings and
includes one handicapped stall located near the main entrance per Code. It
provides one loading space as required by code. All the spaces are for
full -sized cars.
'.'ir..i..... a.
.l, rtl�}y nJ):C, v.' 1LYnf: f> T.'• �h'. l2J. ilt �Gi. 1! t;,: 2'<} Yi: t.: 2: M�She.f! Y1Y. AR-• S. a+ N::: 1YCL; N� ti:' 2 1v.:.: • ) n 'NFI'f�i r I: 1 "L'WY.'f �'i+.Jt."tChRYT °.a'ir��.*
lrZ. .w r
E ..
86- 56 -DR: DT &C Building
Staff Report Page 2
BOARD OF ARCHITECTURAL REVIEW
5. Tukwila Pump Station #4 is located on the site of the DT &C Building. The
pump station is scheduled to be replaced at some future time but until this
occurs City crews will require access to the area on a regular basis. The
plans show a 10 -foot by 40 -foot grasscrete drive area which provides this
needed access.
6. Plans show that a fire hydrant and light standard now are located in the
proposed driveway between the two buildings and must be relocated several
feet to the north to enable site development to occur.
7. The landscape planting area between Interurban and the sidewalk is seven
feet wide in front of the proposed Six Star Building but only five feet wide
in front of the DT &C Building due to a jog in the property line (and side-
walk) just south of the proposed joint driveway. The sidewalk is a consis-
tent six feet all along Interurban.
8. Plans show that fire access to the DT &C Building will be provided via a 12
by 40 -foot grasscrete drive. The Fire Department indicates that fire
access must be at least 20 feet wide with a curb cut to Interurban Avenue.
No sprinkler systems are being provided for the 9,900 square foot building.
Tukwila requires sprinklers for buildings 10,000 square feet and larger.
Installation of the grasscrete will require removal of a 36" Cottonwood
tree.
9. Both buildings must meet the requirements of the Interurban Avenue Improve-
ment Plan including street trees and drainage. The plans show that the
developer will provide slotted drains. Red Oak and Kwanzan Cherry will be
used as street trees in the planting strip along Interurban per the Inter-
urban Plan's requirements.
10. The applicant has agreed to all the recommendations of the staff.
CONCLUSIONS
Tukwila Municipal Code (TMC) Review Guidelines
1. TMC 18.60.050(1) - Relationship of Structure to Site
The building is oriented to take advantage of the relatively flat portion of
the lot. The entrance is on what would be considered the side yard, with
the wooded donation area comprising the "rear yard ". The height and slope
of the roof compliments this rising hillscape to the west. While minimum
side yard landscaping has been provided, twice the required landscaping has
been provided for the front yard which is visible from Interurban Avenue.
The service area of the building is blocked with fences or other screening.
No detail is given regarding the fence or screen height or its materials.
The grasscrete fire access should be at least 20 feet in width to accommo-
date the fire trucks and should have a curb cut to Interurban Avenue.
BOARD OF ARCHITECTURAL REVIEW
Staff Report
L .-
86- 56 -DR: DT &C Building
Page 3
2. TMC 18.60.050(2) - Relationship of Structure and Site to Adjoining Area
The proposed structure is generally in harmony with its surroundings. The
plans provide little landscape transition between the proposed lot and the
adjacent properties along Interurban. The transition between the DT &C
Building and the Plaza One Building is accomplished through a driveway
easement with approximately a five -foot strip of grass. Some type of land-
scaping, perhaps trees, is needed to buffer and delineate the transition.
3. TMC 18.60.050(3) - Landscaping and Site Treatment
Overall, the landscaping plan provides a good transition to the sloping
wooded are to be donated to Tukwila. The landscaping appears to be a good
mixture of plant types with a varied appearance (Exhibit D). The use of red
maple in the planting area compliments the red oak used on the Interurban
Avenue planting area. The use of additional red maples near the picnic
table, and at the southeast corner of the DT &C parking lot would strengthen
the overall landscaping plan by extending the red maple theme. A 36 -inch
cottonwood will be removed to accommodate the grasscrete fire access for the
DT &C Building. Due to its size, it is unlikely that it could be success-
fully moved.
No details are given on the materials to be used to access the service area,
or to the design of the parking lot luminaires.
The applicant should provide a grassy strip planted with red maple to separ-
ate the DT &C lot from the Plaza One lot and compensate for the cottonwood.
Additionally, red maples should be planted at the southwest corner of the
property to delineate the edge and strengthen the visual impact of the red
maple.
4. TMC 18.60.050(4) - Building Design
The DT &C Building will house a brokerage firm in 9,900 square feet of area.
It is a slab on grade, one -story configuration which is octagonal in plan to
provide more peripheral exposure for office use. The construction shall be
wood frame using glu -lam beams. The faceted exterior also adds interest and
softens the visual impact of the building. An earth berm surround rises to
window level and repeats the roof slope to make a gentle transition from
garden to building. The walls shall be a "warm grey" stucco finish matching
the exposed concrete foundations and walks. The roof shall be the major
design element, with a 3 -in -12 slope; it rises some 25 feet above the floor
with a 16 -foot wide octagonal skylight at the apex over a central work area.
Another strip skylight extends down the roof to dramatize the entrance. The
roofing shall be sheet metal with a "marine blue" acrylic enamel finish with
standing seams 19 inches on center. Nine windows in groupings of three
establish a horizontal pattern on seven of the building's sides. This is
broken by two vertical pieces on each side. The standing seams of the metal
enamel roof further establish a vertical pattern in 19 -inch intervals, while
overhang reestablishes the horizontal line.
...:.
86- 56 -DR: DT &C Building
Staff Report Page 4
BOARD OF ARCHITECTURAL REVIEW
The mechanical equipment and dumpster are enclosed in a screened service
area on the southeast side of the building. The applicant should provide
information on the screen material and design for BAR approval.
Although the SEPA checklist mentions "hooded light standards" with sodium
vapor lamps, no further information is given regarding their design. The
developer should submit lamp designs for staff approval. The developer
should also consider the addition of another luminaire in the parking lot
of each building to provide additional illumination to provide safety for
building tenants and visitors against the dark backdrop of the undeveloped
hillside area.
5. TMC 18.60.050(5) - Miscellaneous Structures and Street Furniture
The plans show that a picnic table will be placed on a landscaped area at
the south edge of the proposed Six Star Building's retaining wall. Once the
second phase of the project is developed, an additional table may be needed
as well as more trees.
6. TMC 18.60.060(4) - Special Review Guidelines Applicable to All Proposed
Developments
The developer has shown sensitivity to the area's natural wooded amenity
through seeking to donate 1.99 acres to the City for open space. This
donation will add future options to Tukwila's trail system and ensures the
natural wooded setting for the two buildings.
The provision of a picnic table to serve the buildings' tenants indicates a
certain sensitivity to public recreational needs, as does the "trail" access
easement running through the northern portion of the Six Star Building prop-
erty.
7. TMC 18.60.060(5) - Special Review Guidelines for Authorization of Develop-
ment Incentives
The developer has not sought to utilize these incentives in the project.
RECOMMENDATIONS
Based on the above Findings and Conclusions, the staff recommends that the BAR
approve the Phase I application subject to:
1. Revised landscaping plan showing:
A. four red maples placed at the southwest corner of the parking lot to
delineate the lot's edge.
B. a five -foot wide grassy planting area with three red maples along the
south boundary landscape yard.
fT CA•)O
y 1 )1
.•Arta
2N.O I M0
CB
1ir11 v
1
NS:
r 3 ;r
:. - s• iu ma
•
LEGAL DESCRIPTION
1000*. 4. S. • •14 7. 410• IS of 21R••• *AMU MM
tract•.
•• ear plot r00N• 11 ...toe II of Plata. ea ••• • •
)y . pumas of l.7 [usu. =COM the Yn..aI.t17 N feat
•Nl. cordwood by a1Y Mutr for cud p.r0••• Ism
twos •. lsmrasMS •.,real Is al. Meaty SuatIer Meat
Cameo Y. [4010 10 •lta•Y a Ma Sae. 1f T1*11.. O••wtp If
RIM. Smm of YYl*1Y.
LESS W follealr by C..bea•tlr Y. IS47f1 a• tY
r•al•tol
Eta Wt pottiest of at• SMea 40.001ate Tracts 11144 Wtat1I •
•f a fir 6•.00!014 ea loll.... W411.7 •0 • UM. 797..10•
Ashur lYm•.r•• p.e.7. H•9 .a1 ahead yYa P.0.7.
9447..46 Y.1 ma • 0 1 of 4 feat ....sly. 0 14
p fear .0•er
at rlt 1.711•, team. Il el Y Ill. death Oaq•- ••
u t.alu of 1.1.14 a ea tester al•tt0•10a1 throw . . 7'
pa 44 0*. atu 010 Motet [lea to the Son. ea Il •f 70.0* 00 7 7 '. •
114 tea W of this Ilea due •
•
I*1007 TO •• 00 1 far x1..07 peter• our w bta•17•
S feat of Me .•10.17 11S feet of at 4. UMW tea MtYt17
40 feat, Wreaf. 4• alrloeaa by Ml 0.007114 apt/1 14.'1740. -
meet a141ar•• III. Y. 4004071. earn 1• alto fume a
code ter hrtear Mtale•1•ta.
• 'a r•GNwar CN6
STA.95.31.69 4140
•dS.4i Mcn
42V
PtASnc AP
USRO S ATE
CAL +) PLACES)
CASED MON.
P
A 10 0 A .• 40 10
NORIEONTAL M[RIOIAN I'PLAT
N ELE✓. 3t
C 5 Ca•N 0.
s0
r sC 605E
C Ss. 1 ,srwnARa oN
. SI r / rERUTttAN Ave . � SO'S oat s,
(car as WOW,* 03)
PI/1{5e
FE � F
f- n
tit
11'OV ' l0 1985
1� F
t ai. t t = .�
fi hl i'. _�-t-
_ - 1
EPi R# T1: A
g
i f
•
VESTIBULE
ITT
SOUTH EAST
.RECEPTOR
C AAAAA L FILES WORK AREA
SECTION A-A 118 :
WAREHOUSE
1111116, 411111111.1110...4111111161111i116.
III
EAST. NORTH EAST
EXTENDED ELEVATION :
WORTH
t i l t
• 1 - 2 "-RIX
T B
- ,
.71 - E /7 rErri
..1
! r- H. ,
i1
tiL Li
•
H Ov O1985 o goi
;
c 3
W O.
././
pLANNiNc. DP;.
Id
410
•
t
;
irrvawore
JOS WY SIDS
O* L 11 •10 -911
FLOOR PLAN
011111.01
M . �L, 8 A ASSOC; NC, HHWAR� A'KN�NNEY AJ.A.
12th I:e N.E. , 6220 Highland Drive
"ern , 311 $1194 ' i Ilelevue, Washington 96006
.x.66- 206)644 -0294
MAC?:
A NEW pULDINU'
F .O.T.& 3TNER8HIP
1 ;,Bloc . urban Ave. 8.
�. Wa t on
•
0.
'tti i / i t I-- "N" 1 .- , - , • \ I I i r t ., . <
--, . 1 ill li I 1 1. 1 , ; \ writ, \ •,..
.-...,. \ 1 i )I), I i 1
• \ 1 loll 1 1
i is \.---- ---- - L-.. ‘,...,
. .
,
;
\ ,
111/1' \ • ...
1 till t i 1
-- , ....__. \ .....\.• :.....\ i 1 . . I ■
il 11 1: \ •\. \ \
111 ' : ■ 1
I 1 e t
.... ---
____. _
: . . . .....— ...
: :
\% 1110 III
.--e— \ 1
e' ........ 1, % 1
-.." \ I \
I I
I I
I \ ' Il
\ I 11\ ---■----...
-.■
"..— ...‘
.0'... ... -----
,..
............... '.........
-
( \ \ . \\
I ' 1\ \ \ II 1 I Os:
1 1 ...
I I '........ .......... '......... ...
I % \ 1 0 ‘ • ‘ I \ I I 1 ..... S .. t ■ •■• .... .... .... ....
r \ • 0
/ 1 \ % \ I \ \ \ 1 \ 1
k
. ...., \ , % \ . t , ‘ . _ 1 1
\
) \ \ • 1 1 % \ T . 1 i
'
------.... '
".. ‘ ‘1‘ • % \ ‘ \‘‘ • 1 ...
• 1 . \ \ .
\ \ \ \
" \\\\\\ \ ■
\ • .
\
I
M` gitnatiaM-:_
1
i ■.*-1.1_ '.N8'.-
... -
818iii*G4118 He &IMAM MISER
4 8V8 i Fa::, ifilicaiMartr'=:" Mir; =Yew IN
- grow II/iP
; =7
•
' ... 7 ; •••;‘ .)
,• :.;41
b . It
ftl 4fli!)11: 'r n
• "•••
g
• ‘` \:■•\.•
• • \\ ••` \ • hb
`. • • ••:..,■` \•• 1 ‘ \ • • -•
•
•
\ • • •
‘ •
‘‘• \\‘‘‘ \
\\ • \\ 0,1\ \ • • •
.%.,•\‘‘\‘‘ •\\\• s s,•• s . • \ •
\‘‘• \ \ I \ __ _
___
••■ • \•
• •
__ ‘. • \ 1
_________ • \ • \ •
\
\ I
\ -.
I
•N‘ \\
•••• •
�::
City of Tukwila
6200 Southcenter Boulevard
Tukwila Washington 98188
(206) 433 -1800
Gary L. VanDusen, Mayor
CITY OF TUKWILA
Notice of Public Meeting of the
Board of Architectural Review
NOTICE IS HEREBY GIVEN that the Board of Architectural Review has fixed the
20th day of November, 1986, at 8:00 p.m., in the Council Chambers of
Tukwila City Hall, 6200 Southcenter Blvd., Tukwila, Washington, as the time
and place for the public meeting to review the following:
86 -49 -SMP: Bicentennial Park - The City Parks and Recreation Department is
requesting approval of a public restroom and 17 -space parking lot at
Bicentennial Park, located at 555 Strander Boulevard.
86- 56: -DR: DT /C:..Bui - M. N. Sandler and Associates is requesting
approval for two office buildings containing approximately 21,000 square
feet of office space. The building site is located south of 144th Street
and on the west side of Interurban Avenue South, with an address of 14601
Interurban Avenue South.
86- 52 -DR: Tukwila Estates - S & M Investments is requesting approval to
build 66 apartment units on 3.05 acres. The building site is located on
southwest Tukwila Hill with an Accessors Map # Lot 2, Tukwila Short Plat
No. 83 -17 -55 in the SW } of Section 23, Township 23, Range 4.
86 -55 -SMP: National Health Labs - Croonquist Architects is requesting
approval to expand the existing 7,500 square foot National Health Labs
building to 15,000 square feet, located at 18251 Cascade Avenue South.
Any and all interested persons are invited to attend.
Published: Record Chronicle - November 9, 1986
Distribution: Mayor, City Clerk, Property Owners /Applicants,
Adjacent Property Owners, File
1f+K�dri?K.n��..Kx.....a��: ih Yl::. ro:. SYi '.i14L3':S'Y:Mkri:.1'"::d1 ii ?.vL > 2111 SrtY 975 OA.intr.'ati **11:T! ^✓rP=:%1:@Vi :S.?S :iW.r.: fAx
' N' �' T2�` �' .^at�d<.Yt1WVTi.'TiG1ViJ.d'l
November 9, 1986
A narrative description of two new office buildings to
be constructed at the 14400 Block on the west side of
Interurban Avenue in Tukwila Washington.
Developer: M. N. Sandler and Associates, Inc.
Architect: Howard A. Kinney, A.I.A.
The site rises gently to the west from Interurban to the
toe of steep wooded slopes which have been declared to
be stable by geotechnical investigation. The building site
was previously used as a borrow pit and will require
drilled pier foundations.
The "D,T, and C, Building" will house a food brokerage
firm in 9,900 square feet in area. It is a slab on grade,
one story configuration which is octagonal in plan to
provide more peripheral exposure for office use. The
construction shall be wood frame using glu -lam beams.
The faceted exterior also adds interest and softens the
visual impact of the building. An earth berm surround
rises to window level and repeats the roof slope to make
a gentle transition from garden to building. The walls
shall be a " Warm Gray " stucco finish matching the
exposed concrete foundations and walks. The roof shall
be the major design element with a 3 in 12 slope, it rises
some 25 feet above the floor with a 16ft wide octagonal
skylight at the apex over a central work area. Another
strip skylight extends down the roof to dramatize the
entrance. The roofing shall be sheet metal with a " Marine
Blue " acrylic enamel finish with standing seams 19 inches
N:KadSf' !fxxeap,'Dt L'3iS.."9 vintsw∎vrtorit iix=st1YtR! iShttl.''
on center.
V axv:axruak rww+.m atiactrea,M3u mr.: 2x:asa tOr4r.L.tri MI
The " Six -Star Building " shall office a food brokerage
which requires 12,000 square feet in a two -story con -
figuration. It is also a faceted building form constructed
with long span wood trusses. It shall otherwise be
similar to it's neighbor with the same roof slope and
overhang, in the same color and pattern; the exterior
walls shall also match the adjacent D T and C Building.
Both buildings are designed to provide an intergrated
and harmonious development with a park -like setting in
keeping with the quality and appearance being established
along this important sector of Tukwila.
.lu3Yti8d'5YtenAY8.a':L iY3.`.Mri3 t�'
22 October 1986
Project No. 840301.2
McCabe -Damon Company
5950 - 6th Avenue 5, P.O. Box 81247
Seattle, Washington 98108
Subject: Subsurface Exploration and Geotechnical Engineering Addendum
Interurban Property
14500 Block of Interurban Avenue
Tukwila, Washington
Gentlemen:
In reply to the request of your developer, M. N. Sandler & Associates, Inc., we
have completed additional subsurface explorations on the subject site.
These additional explorations were requested to better define the
subsurface conditions at the actual corners of the recently planned building.
This report summarizes our current field work and offers development
recommendations based on our present understanding of the project.
1.0 PROJECT DESCRIPTION
This additional report was completed with an understanding of the project
based on design qt4wings deveAgg by Howard A. Kinney, Architect. Present
plans call for a Wfoot high, square -foot building in the shape of an
octagon. The approximate diameter of the building will be 108 feet. We
understand that conventional wood -frame and concrete column construction
will be used with slab -on -grade floors. No basement is planned; finish floor
grades were shown at aproximately 24.5 feet (4.5 foot above street grade).
10480 NE 201 ST /BOTHELL, WA (200) 488 -7884
G T LOBDELL
GEOTECHNICAL CONSULTANTS
flip &- S(0 - PR
D au.,Idurij
2.1 Hydrology
�`,('f.Y�7y:
2.0 SUBSURFACE CONDITIONS
3.0 DESIGN RECOMMENDATIONS
:3Y3726 : aSfY.fa+v.A:7i';e/AT: G'a!NVIX. , OTX .".G3C1�:.IV:Y:T!AL'+.VIVin'x
r
Subsurface conditions at the building location were infered from 9
exploration pits dug with a backhoe at each building corner and in the
center. Logs of these explorations are presented in the Appendix and
approximately located on the attached Site and Exploration Plan, Figure 1.
As shown on the field logs, the exploration holes generally encountered fill
and topsoil overlying natural deposits. Fill soils (those not naturally
placed) were encountered in all of our explorations pits except EP -11. The
fill ranged in thickness from 6 to 12 feet and was highly variable in both
thickness and material type. Reportedly, this site was used as a former
sand borrow source, and upon removal of the sand, was backfllled with
various fill materials from unknown sources. This is confirmed by the wide
range of colors, textures, and soil types. In addition, other debris
consisting of wood, metal, brick, and glass were also encountered.
Natural soils beneath the fill materials consisted of topsoil in EP -13, EP-
14, and EP -15. This material consisted of black, organic silt and fine sand
with roots. The topsoil was 1/2 to 1 foot thick. Underlying the fill and
topsoil, our exploration pits encountered medium dense sands, medium stiff
silts, or sandstone (EP -11). These materials typically became denser with
depth.
Ground water seepage was encountered only in exploration pits EP -10, EP-
11, and EP -17 at the time of our field study. This seepage occurred at
random depths and locations in the non - uniform fill soils. Seepage was also
noted within the top of the very dense sandstone encountered in exploration
pit EP-11.
The new information from the additional exploration pits confirms that the
near-surface site soils consist of highly variable fill materials. These
.,
3.1 Drilled Piers
soils are not suitable for direct support of footings and are too deep in most
areas to consider removal and replacement with a structural fill. Thus,
some form of deep foundation will be required to support the building. We
recommend the use of drilled piers in lieu of Augercast -type piles because
they are typically less expensive. Drilled piers will have less total load
carrying capacity, but we understand from the Structural Engineer, Joe Maw,
that two piers will be used at each column to handle lateral seismic loads.
As planned, interior column loads are expected to be 38 kips while
perimeter column loads will be only 15 kips. Capacities in this range can be
economically obtained using drilled piers.
Drilled piers differ from Augercast piling in that the pier is drilled and the
auger withdrawn prior to concrete placement. Augercast piles are formed
by pumping structural grout down the center of a hollow -stem auger while
It is still at the bottom of the hole. Grout is continuously pumped as the
auger is slowly withdrawn. This type of proceedure requires specialized
equipment and a crane to support the full - length auger.
We recommend that the placement of an piers be accomplished by a
contractor experienced in their installation. Because of the quarry spalls
encountered in exploration pits EP -15 and EP -16 a backhoe may be required
to dig out the rock and backfill the excavation prior to drilling the piers.
The actual total length of each pier will be adjusted in the field based on
required capacity and conditions encountered during drilling. Since
completion of the pier takes place below ground, the judgement and
experience of a Geotechnical Engineer must be used as a basis for
determining the required depth and acceptability of each pier. Consequently,
use of the presented pier capacities in the design requires that all piers be
inspected by a qualified Geotechnical Engineer who can interpret and collect
the installation data and examine the contractors operations. The
Geotechnical Engineer, acting as the owner's full -time field representative,
would determine the required lengths of piles and keep a record of the same.
Drilled piers with a minimum diameter of 16 inches will be capable of
supporting loads in the range of 20 to 25 kips (including the weight of the
pier) when embedded an average of 20 to 25 feet below the ground surface.
The required lengths would be less if very dense sand or sandstone is
encountered, however, all piers must have a minimum seating embedment of
3 feet. We must stress that the subsurface soils are highly variable; for
example, exploration pit log EP -17 indicates that the total pier length may
be 35 to 40 feet to reach capacity whereas EP -11 shows sandstone at 6.5
feet.
Allowable design loads may be increased by 1/3 for short -term wind or
seismic loading. Anticipated settlements of pier- supported structures will
typically be on the order of 3/4 inch.
3.2 Floor Support
A slab -on -grade floor may be "floated" over a 3 toot thick structural fill.
After . the structural fill is completed, the slab should be cast atop a
minimum of 4 inches of clean, free - draining sand or pea gravel to act as a
capillary break. It should also be protected from dampness by an impervious
moisture barrier.
The floor slab should not be tied into the building's foundation but should be
free to settle independently. Floating floor slabs should contain bar
reinforcement to minimize differential movement across any cracks which
might develop.
3.3 Other Considerations
Present plans call for parking behind the building. The proposed grades
show that the toe of the hillside would be cut into to construct the parking.
We strongly recommend that the toe pQ, be cut into as this could destabilize
the slope above. Instead, we suggest that the parking area be filled to
construct a level area. This would increase the weight at the toe of the
slope and help to stabilize it.
■
We have enjoyed working with you on this additional study and are confident
that these recommendations will aid in the successful completion of your
project. If you should have any questions, please do not hesitate to call.
Sincerely,
G T LOBDELL, Geotechnical Consultants
tT.
OQ �C`
e9 bo
0 EP -18
L. FEP -8
66' to South
Property Line
SITE AND EXPLORATION PLAN
New Office Building for D. & T.
Investments
Tukwila, Washington
- LEGEND
Number of exploration pit and
approximate location
Number of former exploration
pit (Northwest Soil Engineering
30 March 1986)
1 " =20'
45' to
Ea
Property
Line
FIGURE 1
'Project No. 840301.2
October 1986
G T LOBDELL
GEOTECHNICAL CONSULTANTS
—
—
�____�with
Loose to medium dense, moist, dark brown, silty, fine sand
organics (fill).
—
Medium dense, moist, tan, silty, fine sand (fill).
Contains chunks of black, rust, dark brown, and white silt.
Very dense, wet, gray, sandstone.
Medium stiff, moist, gray with brown, black, and white silt
with minor wood chunks and minor organics (fill).
Wpt _At 12 feet.
—
Medium dense to dense, moist to saturated, tan and rust,
fine to medium sand, with trace silt (weathered sandstone).'
Contains chunks of fresh, gray, sandstone from 5 to 6 feet..
—
Very dense, wet, gray, sandstone.
Free water in gray sandstone.
katv
i
1
1
Depth
l
5
10
15
Depth
(ft) 0
5
10
15
Interurban Property
Tukwila, Washington
LOG OF TEST HOLE NO. 10
Soil Description
LOG OF TEST HOLE NO. 11
Soil Description
G T LOBDELL
GEOTECHNICAL CONSULTANTS
840301.2 I October 1986 1
.. uw«.. nuw ..w.wmaawrsmfe.0 °.'MCGGZ.Yi��:
Notes
Notes
laaaw
Depth
(ft) 0
5
10
15
C Depth
(ft)
10
15
•
•
•
."EuNitr wnrN' ,ss:.<rox --n'ui :c.i ti..wati aka t..twice';.+aurowar.mrw oskir eazimmi? atitdttssamuou>ir tss.^A ttuarar^sict 7rru:sx rp4t3'C�•rrr.Fl
Interurban Property
Tukwila, Washington
LOG OF TEST HOLE NO, 12
Soil Description
LOG OF TEST HOLE NO. 13
Soil Description
840301.2
G T LOBDELL
GEOTECHNICAL CONSULTANTS
October 1886 I
Notes
Notes
WWI
OEN
Medium dense, dry, tan with . red and black, fine sand with
some silt with chunks of sandstone and wood debris (fill).
•
•
Topsoil.
•
Very stiff, damp, blue -gray, silt.
No seepage.
Medium stiff, moist, tan, rust, pink, white, black, silt
with chunks of sand and wood debris. Swirled colors inside'
of pit (fill).
•
•
•
Medium stiff, moist, gray with chunks of blue, white, •
and purple silt, minor charcoal chunks (fill). '
•
Nn SPP(1r'3DP _
laaaw
Depth
(ft) 0
5
10
15
C Depth
(ft)
10
15
•
•
•
."EuNitr wnrN' ,ss:.<rox --n'ui :c.i ti..wati aka t..twice';.+aurowar.mrw oskir eazimmi? atitdttssamuou>ir tss.^A ttuarar^sict 7rru:sx rp4t3'C�•rrr.Fl
Interurban Property
Tukwila, Washington
LOG OF TEST HOLE NO, 12
Soil Description
LOG OF TEST HOLE NO. 13
Soil Description
840301.2
G T LOBDELL
GEOTECHNICAL CONSULTANTS
October 1886 I
Notes
Notes
WWI
OEN
Medium dense, dry, tan with . red and black, fine sand with
some silt with chunks of sandstone and wood debris (fill).
•
•
Topsoil.
•
Very stiff, damp, blue -gray, silt.
No seepage.
' ''i `-'l '`' ° ; +4r �' 1 ' !=" T" . , „ x + - -".:v 1� 'ii-=: �7u'+ r1 e'.4�YtckS3iwdM+`.t'fStkT 1;:HSi 1Ci: db"!t*t51F'b:!,Rfi�Y;Siha ^,'.'3
• ..._,.�': ii�s:: �w' fi: t., ry.. ..���ua`:.S'�':�'.�ir,�e7��'}Z. __;: s�, �xrsn�tsrs ;w:Gnrc�?,us�rxnx. ^a�.rnsrm. +:s^r�s s•
i
i
De p th
0
5
10
15
Depth
(ft) O
5
10
15
Medium dense, dry, tan -gray, fine sand.
Topsoil with roots.
Very stiff, damp, gray -tan, silt.
No seepage.
Interurban Property
Tukwila, Washington
LOG OF TEST HOLE NO. 14
Soil Description
Medium dense, dry, tan, with chunks of red and black, fine
sand with some silt (fill).
LOG OF TEST HOLE NO. 15
Soil Description
ONO
-
Medium dense, moist, tan, black, gray, silt, fine sand
with quarry spalls (fill).
Topsoil with roots.
Medium dense to dense, dry, tan, fine sand with some silt.'
•
•
No seepage.
G T LOBDELL
GEOTECHNICAL CONSULTANTS
840301.2 I October 1986 '
Notes
Notes
"'
Loose to medium dense, dry, tan, black, gray, silty, fine ,
sand with quarry spalls (fill).
Medium dense to dense, dry, tan., fine sand with some silt. '
_
No seepage.
a�,r.,... u.....,,,,... �. r..,. r....... r.,....,., r. nv, s�wrw.... m.,..,...... v,....,..—. w.......,.:.. �.. ................. v.._.....,...........,....+..., w,. e.. w,«. o.,.«,.... e..... r. n«,..........,, v.......... ew. �:. uve. �e«... w. � �«.. wuswurhx�.^ uv. Y«.-.. w..... r. wrxuxxm :mW:aems�R'r.YG:�"+C ' "'gin..
i
Depth
0
5
10
15
Depth
(ft) O
5
10
17
LOG OF TEST HOLE NO. 16
Soil Description
LOG OF TEST MOLE NO. 17
Soil Description
1
Medium dense, dry, tan, fine sand with some silt with white
rust, black, green, silt chunks and some sandstone chunks
(fill).
Medium stiff, wet, gray, green, fine sandy, silt with
chunks of hard silt and sandstone (fill).
Soft, saturated, gray and black, peaty, silt with logs.
Slnw seepage at 16 feel,
G T LOBDELL
GEOTECHNICAL CONSULTANTS
840301.2
October, 1986 I
Notes
Notes
Interurban Property
Tukwila, Washington
_
—
—
Medium dense, moist, tan, fine to medium sand with some ,
silt with some chunks of rust, weathered sandstone (fill),
with minor organics.
Medium dense to dense, moist, tan, fine to medium sand with
some silt (fill). .
—
No seepage. '
Notes
LOG OF TEST HOLE NO.
Soil Description
INN
—
G T LOBDE LL
GEOTECHNICAL CONSULTANTS
840301.2 ,October 1986
Notes
' �
March 30, 1986
Project No. 840301.2
McCabe -Damon Company
5950 - 6th Avenue S, P.O. Box 81247
Seattle, Washington 98108
Subject: Preliminary Subsurface Exploration and Geotechnical Engineering
Report - Interurban Property
14500 Block of Interurban Avenue
Tukwila, Washington
Gentlemen:
We are pleased to present a copy of the above referenced report. This report
summarizes the results of our subsurface exploration and geotechnical
engineering studies and offers recommendations for the preliminary design
and development of the site. Our recommendations are preliminary in that
definite building locations and construction details have not been finalized
at the time of this report.
Based on design concepts provided by your developer, Martin Sandler, we
understand that the proposed development will consist of one or two,
single -story buildings. Our field exploration disclosed that the soils
generally consisted of varying amounts of fill overlying medium dense to
dense sands. The medium dense sands will provide suitable foundation
support.
We have enjoyed working with you on this study and are confident that the
recommendations presented in this report will aid in the successful
completion of your development. If you should have any questions or if we
can be of additional help to you, please do not hesitate to call.
Sincerely,
NORTHWEST SOIL ENGINEERING
Gary T. Lobdell, P.E., P.G.
Trait
10480 NE 201 ST /BOTHELL, WA (206) 486 -7884
Ar
NORTHWEST
AEI SOIL
ENGINEERING
/1� -,�� -per
SUBSURFACE EXPLORATION AND PRELIMINARY
GEOTECHNICAL ENGINEERING REPORT
INTERURBAN PROPERTY; TUKWILA, WASHINGTON
I. PROJECT AND SITE CONDITIONS
1.0 INTRODUCTION
This report presents the results of our preliminary subsurface exploration
and geotechnical engineering study for the proposed development in Tukwila,
Washington. The approximate locations of the explorations accomplished
for this study are presented on the Site and Exploration Plan, Figure 1. In
the event that any changes in the nature of the structures are planned, the
conclusions and recommendations contained in this report should be
reviewed and modified or verified as necessary.
1.1 Purpose and Scope
The purpose of this study was to 1) determine if the property was suitable
for the proposed development, and 2) to provide subsurface data to be
utilized in the preliminary design and development of the site. Our field
study included excavation of exploration pits and performing geologic
studies to assess the type, thickness, distribution and physical properties
of the subsurface soils. Engineering studies were also conducted to
determine the type of suitable foundation, allowable bearing pressures,
anticipated settlements, pile capacities, floor support recommendations,
slope stability considerations, and drainage recommendations. This report
summarizes our current field work and offers development recom-
mendations based on our present understanding of the project.
1.2 Authorization
Written authorization to proceed with this study was granted by Mr. Herbert
DeBoer of McCabe -Damon Company, Inc. on March 12, 1986. This report has
been prepared for the exclusive use of McCabe -Damon Company, Inc., and
their agents, for specific application to this project, to accordance with
generally accepted geotechnical engineering and engineering geology
practices. No other warranty, expressed or implied is made. Our
observations, findings, and conclusions are a means to identify and reduce
risks. Such risks are inherent to development on or near slopes; it should be
understood that no recommendations or engineering design can yield a
guarantee of slope stability.
2.0 PROJECT AND SITE DESCRIPTION
This report was completed with an understanding of the project based on
design concepts presented by M. N. Sandler & Associates, Inc. Present plans
call for one or two, one -story buildings with the lowest level to be near the
grade of Interurban Avenue.
The property studied was situated on the west side of the 14500 block of
Interurban Avenue In Tukwila, Washington. The 3.8 acre parcel was
generally level along Interurban Avenue; however, the western portion
sloped upward to the west. Total elevation change across the property was
on the order of 148 feet. Vegetation consisted of stands of decidous trees
and scattered evergreen trees with thin undergrowth. Water was visible
along the base of the slope in several areas but no defined drainage channels
existed.
3.0 SUBSURFACE EXPLORATION
Our field study included excavating a series of 9 exploration pits to gain
information about the site. The exploration pits were limited to the low,
relatively level area where the proposed development Is planned. With the
exception of the exposed slopes, no sampling was planned or performed on
the higher areas. The surf icial soils forming the steep slopes on the western
portion of the property were sampled by hand to develop engineering
characteristics used in the slope stability analysis.
The various types of soils as well as the depths where the soils or
characteristics of the soils changed are indicated on the exploration logs
presented in the Appendix. The depths indicated on the logs where soil
conditions changed may represent gradational changes between soil types in
the field. Our exploration pits were approximately located in the field by
pacing from known site features shown on a topographic survey prepared by
Jones Associates, Inc. and dated 28 December 1978. It is our opinion that
some of the slide activity indicated on Figure 1 post -date the above ment-
ioned survey.
The conclusions and recommendations presented in this report are based on
the 9 exploration pits completed for this study. The number, location, and
depth of the explorations were completed within site and proposal
constraints. Because of the nature of exploratory work below ground,
extrapolation of subsurface conditions between field explorations is
necessary. It should be noted that differing subsurface conditions may
sometimes be present due to. the random nature of deposition and the
alteration of topography by past grading and /or filling. This is especially
true on this property which was previously used as a borrow site. The
nature and extent of any variations between the field explorations may not
become fully evident until construction. if variations are observed at that
time, it may be necessary to reevaluate specific recommendations in this
report and make appropriate changes.
3.1 Exploration Pits
Part of the field study included excavating a series of exploration pits with
a tractor - mounted, extendable backhoe. Each of the pits penetrated between
6 and 18 feet below present ground surface and permitted direct, visual
observation of subsurface conditions. The materials encountered in the
exploration pits were studied and classified in the field by a geotechnical
engineer. All exploration pits were backfilled immediately after
examination and logging. Selected samples were then transported to our
laboratory for further evaluation as necessary.
4.0 SUBSURFACE CONDITIONS
Subsurface conditions on the parcel were inferred from field explorations
accomplished for this study, visual reconnaissance of the site and its
topography, and applicable geologic literature. As shown on the field logs,
the exploration pits generally encountered fill materials overlying natural
deposits in the low areas. The higher elevations were characterized by
dense deposits overlain by loose weathered materials and slide debris.
4.1 Stratlgraphy
Fill soils (those not naturally placed) were encountered in all of the
exploration pits. The fill ranged in thickness from 4 to 15 feet. As noted on
the exploration logs, the fill consisted of loose, silty, fine to medium sand
with organics and minor amounts of rubble and debris. The fill was deepest
in the northern and eastern portions of the level area. Because the property
was once used as a borrow site, the depths and uniformity of the fill soils
are expected to be quite variable.
Natural soils beneath the till materials consisted for the most part of
medium dense to dense, rusty -tan, silty, fine to medium sands. These sands
were underlain by dense to very dense, rusty -tan, silty, fine to medium sand
or sandstone known geologically as the Renton Formation. This same
sandstone is visible in the steep exposed slope faces which can be seen at
the higher elevations. A gray sandstone also appears to underly the entire
site and was encountered in many of the exploration pits.
The steep slopes consisted of a rusty -tan sandstone which is typically
weathered to sand in a relatively short period of time. As the steep
sandstone face weathers, sand falls away and forms a second, flatter slope
(termed slide debris) which usually extends to the base of the hillside.
4.2 Hydrology
Ground water seepage was encountered in several of our exploration pits at
the time of our field study. The depth of seepage ranged from 5 feet to 15
feet and probably indicated a perched condition. Perched water occurs when
surface or rain water infiltrates down through relatively permeable soils
and becomes trapped or "perched" atop a comparatively impermeable barrier
such as the dense sand or sandstone. Seepage In the low areas was noted
atop the dense stratum. Ground water flow was also observed emaninating
from the toe of the slide debris at several locations around the base of the
hillside.
It should be noted that seepage may also occur at random depths and
locations in fill soils. In addition, fluctuations in the level of the ground
water may occur due to variations in rainfall and time of the year.
'., �:�.�:.':
II. DE51611 RECOMMENDATIONS
5.0 INTRODUCTION
Our exploration indicates that. the parcel appears to be suitable for the
proposed development. The bearing stratum is overlain by a layer of fill in
the southern portions of the low area and spread footings may be used if the
fill is removed. The northern portion of the low area is underlain by a
considerably thicker sequence of fill and a deep foundation system bearing
on the lower dense sands will be required for this area. The slopes on the
upper areas are steep and have undergone sliding in the recent past;
however, proper setbacks will provide a safety factor for the buildings.
0,0 SITE PREPARATION
Site preparation of planned building and parking areas for the southern
portion of the low area should include removal of all trees, brush, debris and
any other deleterious material. Additionally, the upper organic topsoil
should be removed and the remaining roots grubbed. if the thickness of the
fill is such that removal and replacement is ecomonical, then spread
footings may be planned. In this case, all fill under the building area should
be stripped down to the underlying medium dense sands found at 4 to 10 feet
in depth. Loose sands which do not contain organics may be reused in fills.
The planned parking areas should be overexcavated to a depth of 3 feet
below the bottom of the proposed pavement grades. Since the density of
the fill is variable, random soft pockets may exist and the depth and extent
of stripping can best be determined in the field by the Geotechnical Engineer
or Engineering Geologist.
Site preparation of planned building and parking areas for the northern
portion of the low area should consist of overexcavating to a depth of . 3 feet
below the bottom of the proposed floor or pavement grades. If areas of soft
subgrade remain after overexcavation, these areas should be further
overexcavated and backf filed with structural fill as discussed under Section
7.0, Structural Fill. Following overexcavation, the surface of the exposed
soils should be rolled with a vibratory roller compactor.
............,...,.. -....
7.0 STRUCTURAL FILL
The Contractor should note that in areas where soft or loose soils are to be
removed and replaced, a perched water table may develop in the excavation
or stripped areas. If it is not possible to achieve gravity drainage, the
water table can build in the granular f111 material and prevent compaction
from being achieved. Therefore, prior to earthwork, the Contractor should
be prepared to provide drainage as needed.
After overexcavation /stripping has been performed to the satisfaction of
the Geotechnical Engineer /Engineering Geologist, the upper 12 inches of
exposed ground should be compacted to 90 percent of the Modified Proctor
Maximum Density using ASTM:D 1557 as the standard. If the subgrade
contains too much moisture, adequate recompaction may be difficult or
impossible to obtain and should probably not be attempted. In lieu of
recompaction, the area to receive fill should be blanketed with free -
draining gravel, washed rock, or quarry spans to act as a capillary break
between the new fill and the wet subgrade.
After recompaction of the exposed ground is tested and approved or a free -
draining base course is laid, structural fill may be placed to attain desired
grades. Structural fill is defined as soil acceptable to the Geotechnical
Engineer, placed in 8 -inch loose lifts with each lift being compacted to 90
percent of the Modified Proctor Maximum Density using ASTM :D 1557 as the
standard. The bottom of the compacted fill body should extend outward a
minimum distance equal to the depth of the fill plus 3 feet beyond the
location of perimeter footings or edge of parking.
The contractor should note that soils in which the amount of fine- grained
material (smaller than No. 200 sieve) is greater than approximately 5
percent are considered moisture - sensitive. Use of moisture-sensitive soil
in structural fills should be limited to favorable dry weather conditions. If
fill is placed during wet weather or if proper compaction cannot be
obtained, a select import material consisting of a clean, free - draining
gravel and /or sand should be used. Free - draining fill consists of non-
organic soil with the amount of fine - grained material limited to 5 percent
by weight when measured on . the minus No. 4 sieve fraction. If fill is to be
placed on slopes steeper than 5H :1V (horizontal:vertical), the base of the fill
should be tied to firm, stable subsoil by appropriate keying and benching.
A qualified geotechnical engineer or his field representative should inspect
the stripped subgrade and be present during placement of structural fill to
observe the work and perform a representative number of in -place density
tests. In this way, the adequacy of the earthwork may be evaluated as
filling progresses and any problem areas may be corrected at that time.
8.0 FOUNDATIONS
Spread Footings -
Spread footings may be used for building suppport when founded on medium
dense natural soils or structural fill placed as discussed under Section 7.0,
Structural Fill. An allowable bearing pressure of 2500 pounds per square
foot (psf) may be utilized for design purposes, including both dead and live
loads. An increase of one -third may be used for short -term wind or seismic
loading. Perimeter footings should be burled at least 18 inches into the
surrounding soil for frost protection. Interior footings need only extend 12
inches below adjacent grade. However, all footings must penetrate to the
prescribed bearing stratum and no footing should be founded in or above
loose, organic, or existing fill soils. In addition, all footings should have a
minimum width of 15 inches.
Anticipated settlement of footings founded on medium dense sand or
approved structural fill should be on the order of 1 inch. However, disturbed
soil not removed from footing excavations prior to footing placement, could
result in increased settlements. All footing areas should be inspected by a
qualified geotechnical engineer prior to pouring concrete, to verify that the
bearing soils are undisturbed and consistent with the recommendations
contained in this report. Such inspections may be required by the governing
municipality. Perimeter footing drains should be provided as discussed
under Section 11.0, Drainage Considerations.
Piling -
For foundation support on the northern portion of the level area and as an
alternative to placement of structural fill on the southern portion, cast-in-
place concrete piling (Augercast'") or drilled piers may be used. We
recommend that the placement of all piles be accomplished by a contractor
experienced in their installation. The actual total length of each pile will
be adjusted in the field based on required capacity and conditions
encountered during drilling. Since completion of the pile takes place below
ground, the judgement and experience of the Geotechnical Engineer must be
used as a basis for determining the required depth and acceptability of each
pile. Consequently, use of the presented pile capacities in the design
requires that all piles be inspected by a qualified Geotechnical Engineer or
Engineering Geologist who can interpret and collect the installation data
and examine the contractors operations.
Augercast' piles or drilled piers with a minimum diameter of 16 inches
will be capable of supporting the loads on the order of 70 tons when
embedded a minimum distance of 5 feet into the very dense sand or
sandstone which underlies the site. Allowable design loads may be
increased by 1/3 for short -term wind or seismic loading. Anticipated
settlements of pile- supported structures will typically be on the order of
1/2 inch.
9.0 FLOOR SUPPORT
After removal of the existing variable fill is planned, a slab - on-grade floor
may be used over structural fill or pre-rol led medium dense natural ground.
The floor should be cast atop a minimum of 4 inches of clean, free- draining
sand or pea gravel to act as a capillary break. It should also be protected
from dampness by an impervious moisture barrier.
If the existing fill will not be removed, two options would be to use a
structural floor supported by piling or to "float" the slab on a thin
structural fill. After overexcavating at least 3 feet below finish floor
grade, a structural fill would be placed. After the fill is completed and
approved, the moisture barrier and free- draining layer may be placed. The
floor slab can then be cast on top of the free - draining layer. The floor slab
should not be tied into the building's foundation but should be free to settle
Independent of footings. Floating floor slabs should contain bar reinforce-
ment to minimize differential movement across any cracks which might
develop.
10.0 SLOPE STABILITY
Our field study indicated that the higher portions of the site have been
affected by previous slope stability, problems. The recommendations
presented in this section are a means to identify and reduce the inherent
risks to the owner. I t should be understood that no recommendations or
engineering design can yield a guarantee of slope stability.
The approximate extent of previous slide activity is shown on Figure 1, Site
and Exploration Plan. As can be seen from Figure 1, the majority of the
upslope areas have slid in the past and scarp faces are currently visible
near the top of the slopes where the rusty -brown sandstone is exposed.
Figures 2 and 3 show interpreted geologic cross - sections through the two
slide areas indicated on Figure 1. The cross - sections reveal similar
geometries with the dense sandstone standing in exposed faces at
approximately 55 degrees and debris slides below the faces resting at 35 to
40 degrees. The bottom extent of slide movement is characterized by toes
with ground water seepage emaninating from the base of the toe. The slide
debris was stable at the time of our field exploration; however, we do
expect some minor readjustments of the toes and slide debris to bring them
down to their angle of repose at 28 to 35 degrees.
Because of this possibility for slope readjustment, we recommend that the
buildings be preliminarily sited using a minimum setback of 30 feet from
the base of the slopes. We also recommend that the existing, old
topographic survey be updated to reflect the new slope geometries.
Following completion of that survey, the stability of the hillside should be
.». .......... ��,......,,..,.. ............................. �.`........._,.... �...........+..._.... %.,... ,
re- evaluated and setback recommendations verified or modified as
necessary.
Parking may be planned with 15 foot setbacks if the toe of the slopes are
regraded to angles not exceeding 211:1 V (horizontal:vertical) along the edge
of the parking areas.
We recommend that all vegetation existing on slopes be left intact. Woody
plants with root systems not only use considerable amounts of water but
also tend to bind the soil together and minimize surface erosion. If
vegetation is removed, increased setbacks would be appropriate.
11.0 DRAINAGE CONSIDERATIONS
At the site, the surficial sands accept water quite readily and naturally
disperse it downslope. The underlying glacially compacted soils are
relatively Impermeable and water will tend to perch atop these strata. For
this reason, seepage will occur along the toe of the slopes during most of
the year. Additionally, rain water entering the slide debris will tend to
destabilize the toes of the slopes. Therefore, prior to site work and
construction, curtain drains should be installed at the top and the bottom of
the slope toes to provide drainage. Drains should be tightlined into the
storm water system.
All footing walls should be provided with a drain at the footing elevation.
The purpose of the drain is to 1) prevent the loss in strength of the bearing
soils due to saturation, and 2) to reduce the chances of a wet floor slab or
crawlspace. Drains should consist of perforated pipe enclosed in a pea
gravel, sand -free trench. They should be constructed with sufficient
gradient to allow gravity discharge away from the building. Roof and
surface runoff should not discharge into the footing drain system but should
be handled by a separate tightline drain. In planning, exterior grades
adjacent to walls should be sloped downward away from the structure to
achieve surface drainage.
12.0 PROJECT DESIGN AND CONSTRUCTION MQNITORING
At the time of this report, site grading, structural plans, and construction
methods have not been finalized. As the project design develops, we are
available to provide additional geotechnical consultation regarding various
aspects of the project. Because the Plans and concepts upon which this
report is based may change. proper use of all recommendations presented
tierein should be verified by the geotechnical engineer prior to final design
or construction. In this way, our earthwork and foundation
recommendations may be properly interpreted and implemented, in the
design. As . discussed, building setbacks should be re- evaluated after an
updated topographic survey is completed.
We are also available to provide geotechnical engineering and monitoring
services during construction. The integrity of the foundation depends on
proper site preparation and construction procedures and engineering
decisions may have to be made in the field in the event that localized
variations in subsurface conditions become apparent.
We have enjoyed working with you on this study and are confident that these
recommendations will aid in the successful completion of your project. If
you should have any questions, or wish to schedule monitoring services,
please do not hesitate to call.
Sincerely,
NORTHWEST SOIL ENGINEERING
rfide/(
Gary T. Cobdeil, P.E., P.G.
—
Loose, moist, mottled tan, silty, fine to medium sand
with minor organics (Fill).
,
,
r
_,
Medium dense, moist, mottled rusty -tan, silty, fine to
medium sand (Fill).
Dense, moist, rusty- tan,-silty, fine to medium sand.
—
Dense to very dense, moist, rusty -tan, silty, fine to
% medium sand (Renton formation).
—
Very dense, moist, gray and rust, medium sandstone.
.
_.
Moderate seepage at 5 feet.
.
•
Depth
(ft) 0
5
10
15
Depth
(ft) 0
5
10
15
OMNI
Loose, moist, mottled tan, silty, fine to medium sand with
organics (Fill).
Medium dense, moist, dark tan and rust, silty, fine to
medium sand with organics (Fill).
Medium dense, damp, light rusty -tan, silty, fine to
medium sand (weathered Renton formation).
Very dense, damp, tan, rust and gray, medium sand.
No seepage.
Interurban Property
Tukwila, Washington
LOG OF TEST HOLE NO. 1
Soil Description
LOG OF TEST HOLE NO.
Soil Description
2
NORTHWEST
Ar WAIF SOIL
ENGINEERING
840301.2 I March 1986 I
Notes
Notes
—
Loose, moist, mottled tan, silty, fine to medium sand
(slide debris).
.
.
—
Dense, damp, rusty -tan, fine to medium sand.
—
Very dense,.damp, dark gray, medium sandstone.
Very dense, moist, dark gray, medium sandstone.
No seepage.
'
No seepage.
•
—
—
Loose, moist, mottled tan, silty, fine to medium sand
(slide debris).
.
.
Dense, damp, rusty -tan, fine to medium sand.
Very dense,.damp, dark gray, medium sandstone.
'
—
No seepage.
•
.
“
Depth
04)
5
10
15
Depth
(ft) 0
5
10
15
Interurban Property
Tukwila, Washington
LOG OF TEST HOLE NO.
Soil Description
LOG OF TEST HOLE NO.
Soil Description
3
4
Notes
Notes
NORTHWEST
4r WAIN, BOIL
ENGINEERING
840301.2
March 1986
i
Depth
(ft) 0
5
1 5
20
Depth
(ft) 0
10
18
OMNI
WWI
Z
WWI
Loose, moist, mottled tan, silty, fine to medium sand
(Fill).
J' Loose to medium dense, moist, mottled tan and black, silty,
fine to medium sand with organics and wood debris (Fill).
8" stump at 10' and 12'. •
Loose, saturated,. gray and black, silty, fine to medium
sand with roots and glass (topsoil).
Medium dense, saturated, gray, silty, fine to medium sand.
1 M0cate seepage at 12', rapid seepage at 15'.
Interurban Property
Tukwila, Washington
LOG OF TEST HOLE NO.
Soil Description
LOG OF TEST HOLE NO. 6
Soil Description
Loose, moist, mottled tan and rust, silty, fine to
medium sand with organics (Fill).
Small concrete rubble at 4'.
Soft, wet, black, topsoil.
Medium dense, moist, tan, silt and fine to medium sand.
4 Medium stiff, wet, tan, fine sandy, silt.
Rapid seepage at 12'.
840301.2 March 1986 I
Notes
Notes
AM NORTHWEST
SOIL
ENGINEERING
—
Loose, moist, mottled tan, silty, fine to medium sand with
roots and minor organics (Fill).
.
,
—
—
Medium dense, moist, gray, black and tan, silty, medium
sand with organics and silt chunks (Fill).
Medium dense, moist, rusty -tan, silty, fine to medium
sand (weathered Renton formation).
_
_
Dense, wet, rusty -tan, silty, fine to' medium sand
(Renton formation).
'
Moderate seepage at 12'.
Depth
(ft)
5
10
15
Depth
(It) 0
5
10
15
Interurban Property
Tukwila,' Washington
LOG OF TEST HOLE NO.
Soil Description
LOG OF TEST MOLE NO.
Soil Description
7
8
Notes
Notes
MEM
OMI
Loose, moist, dark tan and black, silty, fine to medium
sand with organics (Fill).
Medium dense to dense, moist, mottled tan and gray, silty,
fine to medium sand and medium sand chunks (Fill).
Dense, wet, rusty -tan, silty, fine to medium sand (Renton
formation).
Dense, wet, gray, silty, medium sandstone.
No seepage.
NORTHWEST
Iiiftw SOIL
ENGINEERING
840301.2
March 1986 .
De p th
0
10
15
Depth
(ft) 0
5
I0
15
LOG OF TEST HOLE NO.
Soil Description
Notes
LOG OF TEST. HOLE NO.
Soil Description
Notes
amol
ANN
VON
ONE
Interurban Property
Tukwila, Washington.
Ar e, NORTHWEST
SOIL
ENGINEERING
840301.2 1 March 1986
Loose, moist, tan, silty, fine to medium sand (Fill). ,
.
Medium dense to dense, mottled rusty -tan, silty, fine to
medium sand (weathered Renton formation).
Dense, moist, rusty -tan and gray, silty, fine to medium
sand (Renton formation). • .
—
No seepage.
De p th
0
10
15
Depth
(ft) 0
5
I0
15
LOG OF TEST HOLE NO.
Soil Description
Notes
LOG OF TEST. HOLE NO.
Soil Description
Notes
amol
ANN
VON
ONE
Interurban Property
Tukwila, Washington.
Ar e, NORTHWEST
SOIL
ENGINEERING
840301.2 1 March 1986
ROOFING
SOFFITS
ALLS
D T &C BUILDING SIX - STAR_.. BUILDING
M N SANDLER & ASSOC DEVELOPMENT
D. T. & C. BUILDING IN TUKWILA, WASHINGTON HOME OF McCABE DAMON CO.. INC.
DEVELOPER : M. N. SANDLER & ASSOCIATES
ARCHITECT : HOWARD ALLEN KINNEY. A.I.A.
CONTRACTOR : BARRY J. LAMB. INC.
ace NO: ace aR ONO
MK .
b
m= "� ��+'i
ape./rasldwaa
1
t
•
I
I
/
/
/
/
/
/
i
/
/
/
MAIM Orlys'..t
1S i .4 ;t.:. ;;w4ftl•T H " %j.=an MOOS
A MI _...���..__.
FOR D.T.r<C. PARTNERSHIP
14400 Stock, kMarurban An. S.
Tukwila. WeahInoton
LUX
Ammo •••s
M16' 11•111-U
nNn a1 am nlur
IIOWMD £•'KMNiEY Ak : • A NE W oFPIC' SOL01110
200./fIIM wires $210 $p $sIIQONw', •, POR O.T.AO. PARTNERSHIPi
WM14:4 a,. w1 N00 Meok. MNrrurb�n Aw.
0011146.9810. • i ! >: 0011)014-41114 M �vk!rw, w.•nr!ylon
et::8
K
` Silos .
MA 11.1o.1111
"It • •
E
M. N. iOLER 1 Astor.; NQ'
200 -112W: Avenue NE
�yy� o hYgt0n NO04. i
120Q)46 . -
?, .
r
.,
fi AAINNEY A.IJ1. '.
I 5220lMliond Orly,: ' ,
�� WoNiglon E�00e
i. (ROI)M4-02114 .
A NW OFF BUILDING ..
POR•O.T.EC. PARTNERSHIP
14400 !lock, Marathon Art a
Tukwila, WuMngton'
.iv .T &e �i Y1 wow
• .
F8
tra: is.22
f our)
4,
//,'
0 E 10 1E 20 40 10 SO 100 • 1011
scale: one Inch . I. WountS 11.1
747
cu.�l'�...•t
L.xiti1t+Yrx .
t'^' err•¢, ",
•Y'�1.'it1.T ` r ,;',.,
llo'Yu
E, _•_ •.tt: '4t EC�S.;. '�l �'i tt.. ,:l/ .: 41:: !!C.:
1011e 0101
am 10 -14 -00
DEVELOPER:
M. N. SANDLER
& ASSOC., INC.
HOWARD A. KINNEY
ARCHITECTURE . PLANNING. INTERIORS
0220 HIGHLAND DRIVE SELLS VU! WA t1011E44 -0114
fi
PROPOSED BITE PLAN
FOR THE DI SC BUILDING
14400 0LOCN, INT[NU110AN AVE 1
TUNWILA,WASHINOTON . .
I
•••
•
•
• • /
1 ,
•
1 •
! 01 I I ii /
'v I O
I tl t I I is t 1
ts I I II I
I ' .: i i I III I I 1 1 I
It I l i I I I is
1 I
\" z
I 1 ' f
c..—._... 1 I , t I I 111"411/1/1111 t
I /
I I I i I I 1 1/ I
,/
/ 1 •
1 I 1 I
I I 1 1 1 1 /fri I /
I
I
1 : / ,/ I
/ / I 1 1 li , 1 11 1 , 1 , 1 1 1 ,I , ,
_____-• 1 /
......--- • • /
- .0 „..
.. / I, I
, , : /
/ / / / / ,///////"Prir
,t / r s., r4 z•A
,------ .„." .. 7 / ,./ , /,,,I /,. • 1 .1,11/„' Ti
, / / / ,- /
/ / „, I 1, , i,
/____ --/ .1 ,,
/ / •,/
_.. _ -
-
/ i ,•< , / // i I/17
-_, /'
• /
- // / • /A. ank4
- / , :m;i5, Yo id/ / /
- - ., ■ ...,
- ...- 7
--,.
.-- , ---- -- ..- ..,
.- .---......--, .- ....,
..
// .....--...• ..
/
• ...
/ / / / ... •- ...- . /,.. ,
...
'',;,// ; . : • % . 7 ' . -
r4p wc.
......... • ....■ . -- '
..• ......... ....-....--" / 41 // ..--"'Z' ;..
., - ...- _ _ .:... .......... : ...........••• ;—
........,..--• ..-----,./A10-4 t
•.-- - • . - ,..-- / ..". o• /
/
. - ... • / / z • I
I •
•••- . ,/ • I!
t • . --- / ' ,•
I - - -•• / / i i /
/ •
...-.."-- --•-. I. I // ' I ; ■ 1 /
. 1
---- ... i I i . : 4z
-- - - - ,• II 1 I • 1 1
_ . . , , I f • ;
1 1 ,
• % i I i t '
I 'A.
t'•%iq, 1 1 I
•
1 11‘1% 1 I I I
- 1iit i , I I
• ...• • /./ t , 1 t .
....-......._- __- - _ - :1- . -- - . ..-'..• , ..--- ; I j 1
— _ ._ ..,./ ....-.' _.•'' P. / / / i o:
„....., ....- „...
— — -. _„!...::■::•77 . ..,- . S. -% .S.:=::-.. -- " ." :,: " _I / 4,, /
... .. „, ....- r ... \
r — : • - —_,.: :-.: - ,--- --:.---2-:-;=:11141611 / 4. t
*- - ...- .......... ..,.•
- .4 c...... 1
4itati5C1b
•
1
,,
g
;,,
,,'
1 , 1 .
1 1 1 r, 1 � ,// „ , ,•
1 1 I ' y 1 .
\;. \1111
\ \ \ III 1 1
1
■ \
1 1 11 1 11
s. \ \ \• 1 V I II 1 1 1
\\1j 1 1; i11
-• 11111 il 1 l II
I
.' \III I Il
IIIII; III II�
1 1 1 I I I I I
1 1 ( 1 1 1
-. \I �:i� l 11 I l I I I I i 1 t \\ \\ i I
IIIII 11 1 I I 1 1 I; '\ \ " X t I I I
III 111111\ 1 1 111 1 \\ \ 1 1 I 1
1 1 1111 1 I '� \\ ` \\, C --'
\ i i ! I I ( ' -\ \ 1 1 1 1 1 1 \ 1 • 1Ij1I I \\ \ \\ \ \ r ' : 1 1; � 1 \ 1 \ I \ t \ 1 1 1 1 1 \ \ 1 \ \
1 1111 11 1 1 1 1 \ \\`�` . . - - •
1 \\ \ 111 \ ` \ \
\ \ 1 1\i 1 1 t 1 \ \ \ \` \ \ \�:�:\� ; �5� % % -- - \ \ � , ii \ \\ `.'. \
\ \� \ \ \ \\ \ \ \ \ �� \ 1 \ N. \ \ \
\ \ \\\ \ \ \ ■ \Z--_ _ - \ 11 1
\1 \1 \ _ �� \\ 1 \ \ \ 1 \ 1 I \
X11 \ _ _ • ' 1 ~; \ \ \ \1 \ \ \ \ \ 1 I \
11111111 _ . \ \ \1 \\\ \ \ I I 1 1 I
X
III X _ ... � \ ' \\, \.
..- • \ \\ \ \ \ ` \ ' \ \
•
:\ \\ \\ .�\
1111 1 \V! 7� \ ' ,
1 ' � \\ \ \ \\ \ \� .-
` \ \ \ \ \\ 1 \ \ \ \1 I I ` \ \ . ` �� .
11 1 . 1 \ \
�� 1 \ \ 1 \ 1 1
Y {�
\
I -- 1 I 1 1 I IIIII I
I '� 1 I I 1 ► (fit
N.
\_, /- \ \ 1 1 t I X I I 1 \ \\ 101
II
\ 1 I I I i . \ 1
1 \ 1
I I I I►\
��, \ 1 \ 1 I rl \ I U {I \ \
t 1
I i \� I I \1 \ I { I
1 \
1 I 1 :
■ 1
1 I
I I
•�� �� '�
•
a
ly
•
N
•
L•• •
• • A
L•• 1•
LOT M
.•• A
LOT Al
•4A-
• Lay t•
••• A-
LoT 1•
♦T A.
L•T 1•
.L• A•
LOT 14
LOT At
M A-
LOT •A '
..7 A.
L•T 11
►•T •T
••• A•
LOT ••
f.t
LMT ••
' rl•I A.r In
.Y
LOT 11
I. • A-
M.W AUDIT,
n Nr
• L.
L;TI
L.. •
•s ••
L•• 7
• • A-
LOT
•OA-
Li WA
w.
S.
•
•
•
•
I.
4j1• •
•
Jo.. 40.,..
LOT 11
1•.•• Ass
4411b4 its Se �.
r'��� •cl��i Ti rietS
LOT 14
1•.7 A-
VOUIE lOaF Pun PAGE 5
RECORDS OF KING COtMT E
I1tc lastCJ u4rIwt . 7atIition
TO
SEATTLE
Vert
VOLUME 11 OF FLATS PAGE 24
RECOROS OF KING COUNTY
, tom *auig
t./. J../ /I. -
M.N., SANDLER & ASSOC., INC.
200 • 112th AVENUE N.E.
BELLEVUE, WASIIING'TON 4■".^.
r
013.iEC.i n2
w into
3l/U T .
Or S)3 r
.TA✓ : 4�....•
4- /
1-14120 E62 ROM
4A-.b I T100 SE -TT L€
I /'
MASTER LAND DEVELOPMENT APPLICATION FORM
PLEASE WRITE LEGIBLY OR TYPE ALL REQUESTED INFORMATION -- INCOMPLETE APPLICATIONS WILL NOT BE
ACCEPTED FOR PROCESSING.
SECTION I: GENERAL DATA
TYPE OF APPLICATION: O BSIP
APPLICANT: NAME M.
NOTARY PURL 1 ':
RESIDING AT
CITY OF TUKWILA
Central Permit System
[' SHORT D SUBDIVISION
PLAT
D CONDITIONAL DUNCLASS.
USE USE
PROP. OWNER: NAME D T & C Partnership
DATE /ej X
SUBSCRIBED ANL SWORN BEFORE ME //
TH I S /G DAY OF D c. , 19 F �o.
0 VARIANCE
PROJECT LOCATION: (STREET ADDRESS, GEOGRAPHIC, LOT /BLOCK)
SECTION 111: APPLICANT'S AFFIDAVIT
I . V i V/ AP ! / C o E I3 , BEING DULY SWORN ,
CONTRACT PURCHASER OR OWNER OF THE PROPERTY INVOLVED IN THIS
GOING STATEMENTS AND ANSWERS HEREIN CONTAINED AND THE I
ALL RESPECTS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE
IN AND FOR E STATE OF WASHINGTON
(SIGNA
D CHG. OF
ZONING
Control #
File #(s) Q� --
Fee(s) $ /GD•
Receipt # WI/ID
O SH PERM I T E 0,„4. OPMUD ® INTERURBAN
O COMP. PLAN
AMENDMENT
N. Sandler & Associates TELEPHONE (206 ) 455 -9616
ADDRESS 200 112th Avenue N.E. Bellevue, Wa. ZIP 98004
TELEPHONE (206 ) 767 -6250
ADDRESS 5950 6th Ave. South, PO Box 81247 Seatti IP 98108
SECTION II: PROJECT INFORMATION
4) DESCRIBE BRIEFLY THE PROJECT YOU PROPOSER ten thousand square . foot office
5)
building to be utilized by its owner as its
ANTICIPATED PERIOD OF CONSTRUCTION: FROM 19/15/R6 TO 8/1/87
food brokerage headquarters
6 ) WILL PROJECT BE DEVELOPED IN PHASES? BYES ONO IF YES, DESCRIBE: Short plating
of site in process to accomodate second
7 ) PROJECT STATISTICS:
A)
SITE UTILIZATION:
ACREAGE OF PROJECT SITE: NET 3.86 GROSS 3.87
EXISTING PROPOSED
offi.re hui l ding_
B) FLOORS OF CONSTRUCTION: TOTALIFLOORS one INCLUDES:
TOTAL GROSS 19,960 INCLUDES:
FLOOR AREA
EASEMENTS 0.0132
El BASEMENT El MEZZANINE
El BASEMENT El MEZZANINE
NOTES
ZONING DESIGNATION (. -9 C -7
COMP. PLAN DESIGNATION R o mm P ' r r i a 1
BUILDING FOOTPRINT AREA 19,860 Oft ❑
LANDSCAPE AREA 10,000 ❑ ❑
PAVING AREA 15,840 ❑ ❑
TOTAL PARKING STALLS:
- STANDARD SIZE 64
- COMPACT SIZE
- HANDICAPPED SIZE 1
TOTAL LOADING SPACES
AVER. SLOPE OF PARKING AREA
AVER. SLOPE OF SITE
8) IS THIS SITE DESIGNATED FOR SPECIAL CONSIDERATION ON THE CITY'S
MAP? OYES ONO
EN.'IROPMENTAL BASE
DECLARE THAT I AM THE
(CATION AND THAT THE FORE -
HEREWITH SUBMITTED ARE IN
E OF CONTRACT PURCHASER OR OWNER
' 77.77"!,
H i ! 1. }i ! C'
II1III111111II1III111111II1III1IIIIIIIIIIIIIIIIIIh IIl 4 I I II I_ II III.I1111111 -I 1111111_ 11111 11111111` J111111111P_ IIIIIIIIIIIIIIIIH111111111111111111111111111111111
0 ISTHSINCH 1 2 3- .. -4` -- ., .:g-- . 6 8 9 10 • 11 IS 12
IF HI CROFILMED DOCUMENT IS LESS •
. \. CLEAR THAN'THIS:NOTICE, IT IS-DUE TO
0£ T , az Lz 9z ez 1 7 z szi zz L THE' QUALITY OF THE ORIGINAL DOCUMENT InnlinIIII IIIIInhI11IIIIIIIIIIInIIhIIIIIIIIIII�IIIIIIIIIIIIIiIIhdil�I ndiln IIII l iil 1111 Ilil iili IIII Ilil inn I0 nil Illi inihlli ilii 111 Iill Im iiu IIII i mi Ii1iIIIIIIIn1hIII inihIIIIIIIIIIIIIIIIIIIuII z IIIIhIIIIIIIIilnthinhlnl
150
100
50
•
1'.
exposed Renton
Formation
existing
slope
•
557 38'0 send'-
Figure 2 - Geologic Cross - Section A- g
28'
A' 1
building
setback
line
150
100
50
•
B
Scale of Feet
0 50 100
exposed Renton
Formation
GEOLOGIC CROSS - SECTIONS -- INTERURBAN PROPERTY
Tukwila, Washington
t„. e'? YM. M( w Ynt . +un•�W+iw!fl«- *tM±Y!1TjMv!r9 ` t.Ne 1^,t..`'R:•Y^`NnC.'.`p.'?n ` n
Interurban Property
Tukwila, Washington
// ,existing slope
sand
3g .� } toe
Figure 3 - Geologic Cross - Section B -B'
28 building
setback line
Ae r NORTHWEST
B OIL
E NGINEERING
840301.2 I I
- INTERURBAN PROPERTY -
Tukwila, Washington
1
A NORTHWEST
Ni BOIL
ENGINEERING
1 8403012 1
:
•i■
r • •
-• ISM N €9 35' 06' E 395.34
-.6•Lara••••••••■...a.r.•••,...•••1•*titkt•OZt...kad.... •
•
,`-`, • 's 1 l4 6 t1r `'' « e" '" " •
0 " MS INCH 1 3 - , 5_ .
0€ se 8 h sz GZ 4 7Z CZ I ZE LZ
I . 1 . . 1 . 1 . 1
- LEGEND -
EP-9 NUMBER OF EXPLORATION PIT AND APPROXIMATE LOCATION
e „..0 0 / BUILDING SETBACK LINE
AREAS OF VISIBLE SLIDE ACTIVITY
1 4 1 1 1 1 1 1 1 1 1 1 1 1- 1 -11iipiliii.1 1 1 1 1 1 1 1 1illillitt11111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1IIIIIIIIIIIIIIIII1 1 111111111111111
,6 7 9 10 11 MACM 12
IF THIS MICROFILMED DOCUMENT IS LESS
CLEAR THAN THIS NOTICE, IT IS DUE TO
THE' UALITY OF THE ORIGINAL DOCUMENT
• '
• I
•
.......
". •-• •••: 17.
• L. ''' .
. . •
'JAI ' MN
1 .. .
'111.""Q.04••• I
, • / 0......
•0
•••. ws•
13 at s•••
8 1, 9 •S» 1 7 .8 Z VOI
I I I I
IT
IN
\ CA
0
NORTH
SCALE OF FEET
50 100
fl)
SITE AND EXPLOFATION PLAN
FIGURE 1
•
if:44th
-
” • I 47, yr;: " '7; . 17; ”041..
• • • • '
• • • • ..;14•
•
V WAIN IAN
\ ! . •
\ \
L.T.
.. A-
LOT 1+
O.. A-
LOT II
LOT& •
... A,
LOT •O
Y A-
LOT 1*
�J A-
N.1L AUDIT.*
•• n wr
4 ••
.,
41.7a A •
LOT SO
1.• M
LOT O
sea-
LOT 11
LOT 7
spar
L•T Is
10.•• AT
LOT IA
IA., A -
M.N., SANDLER & ASSOC., INC.
200 - Ilith AVENUE N.E.
BELLEVUE, WASHINGTON 91; ?C:
["
• \
? +p7it' A fA 61 Vii! 4',?
•
TOWN 11 Or FIATS FACE 24
RICORDI OR KUNO COUNTY
van
vows 1000 PLATS PPM ss •
RIOORDS OR KQG awn,
• 0,*
TITLE IN , III ?AN; E l7(MI)AN.,
`r e..1`_rrE0 izi3Ati
+A_D 17160 1T ScArr1
I
•
MP 1 W-66-PK
u se InteiY rbwt •,Qazut'on
SEATTLE
111111111111111111111111111111111111111111111IIIllilllll _I WI IIbtalI I I I I III 1- 411111IIIII111IIIIIIIf III I IIII11111111111111II1IIIIIIIIIIIIIII111111IIIIIIIIIIII1I1IIII111111
0 I.THINCH 1 2 _. 6 . - 7 ......_ 8 9 10 • 11 Iuc"UNWilr 12
•
IF THIS MICROFILMED DOCUMENT IS LESS
CLEAR THAN THIS,NOTICE, IT IS-DUE TO
OE 6z Be IZ 9Z S 4 7Z CZ I Be 1.? THE 1UAI:ITY OF THE ORIGINAL DOCUMENT °t s e c 9 s e z ww p
•
0 5 101620 40 80 80 100 feet
scale: one Inch equals twenty feet
362..69 '
•
•
■
CC
............... ................."..".......".."........"........"........"..".".."..".mx""""vmm
REVISIONS
MIRO' 8603
OATS: , o',^'oo
HOWARD A. KINNEY
ARCHITECTURE PLANNING INTERIORS
PROPOSED SITE PLAN
FOR THE oTmoBUILDING
14400 BLOCK, INTERURBAN AVE 8
TUKWILA,WASHINGTON
.�\�"��
��\����|
WI Of VIISHINGION
.• IIONARO■,
DEVELOPER:
M. N. SANDLER
& ASSOC., INC.
ovvo HIGHLAND DRIVE BELLEVUE WA mowo^^,v,v*,
�
r
\r V
I
/
/ /./ i'
Y .
.
'
6° /y
/. / i
I :, '41'4 : :/ , /:/'):; IP
.1, , /: V '; I / 4#
*,,,
: / I //,'. /, / 4+:
/ i '''// /// / / 4 1 '•
.:,-
I' it'
, 1 •
b 11
I: le
,
li ' I 1
I
i
I I 4
t
A,
ii/t/
1 /:.
I / •
1 /,' ‘,
/ /,
i
Gt.l 0704. f...;A
N.
I i '
170
/ /
/
/
— /
7
/
....' .../ „....-- ....-- , /
... / - ......
I' ....-.-
....-- ...- .......
..,' .... ......
/ / --- /'
/ -- .---- .....- .....- ...-- / /
I / / ,..---
..- ----- ........"
.../ ....
V / //
/ .
/ / / / . / /
/
i y --- - -- ' /
1 1 ( \ I /
\\ \ --
\ ■ I ,/ / / /
I \
\ \\ \. \\\\\ \N \ / I /
I I
I \
\ ..., \ 1
I I \
1
■ i
\1
I / 0,0 \
/ ./ , \\ \ \i' \ ir
\\■ \\■■,\\:
. • I
\\\ \\\
. \\\\\ \,, \ I
/ /*- \ 1 \ 1 \ 1 1 11 II j
/ c.z.
/ ///1 I il 1
(..../ / • 1 (
...... /// /,// 1
..„... - /// / •
--- I
...... --- / /// I \
- /
...- _., - - --, '' // / /
/ I
r .... --
/ --- . ....„. /
--. _ _ -- ,..
. / ,
/ -.
-.."--- - _ __ _ ___ _.....- „.,.........
.. ... .......-
V .
...„. -___----- ----_-_—_-_-_-_-_-- "--.- "2„--
-
--- ...-
/ / - . ..,. ............-7: --- -
-- -- -
/ / .-- -. - - -------
...._ - - - ___-____ -__ _ ...... --- -
- ---- --'
-- - ---_, ,............ --
/ , / / - .......-_,- _....
_
/ • 1 il /
...... -- _.. -- _. - - _..-. —
T7 — = _ ..______— —......3:- ...„-- ----- -- - — — —
/
/
7.
oe 6Z EIG 12 9Z
. J 1 0 11 240 1 , 41 0 1 1 1 0
1‘
1
I I
I
i 1 i
111 : " 'IcT74 1 0: " eroG i i i c.4.› . ,/ •: „
1...v--rr.411- • /
/
trans/ ,
1
I I
eaect VAIZA1 Mb
1
1 1
1 111
I
I\ I I
■ . i.
.11 / I I 1-
1 I / /
-- le° 41 , 1 A1 ---- WPINIAW, *r
/ //
/ /
/ / 0 /
///„
, //
1
///„/
/
zz
/ / ,
../ / 7
,
,„ , ,
/ ,- ./' /-' / /
/ ., , /
_-- / /1,
, / __-- /
... ..„. , /
/ I ,
ek „...
v....0
/, . ,
,„
,,,
,/,
/
/ ,
.-- ,....
,
_ ---,,/,
..„ , „---------',---/
/,-....._-
, .
„ , „
, „ , - .....- ,
7 ,, _ -- _
„, , „ ...-
„„--
_.-- . ,
„
.
I
r\—
TaLtellres //
I 4r
.4111111
, • , • • • , • ,
4'5 1 \ .. '' M 7 10 11 12
D IS LESSalk
9
,
sz
CLEAR THAN THIS NOTICE, IT IS DUE TO
ez1 THE IUALITY OF THE ORIGINAL DOCUMENT 1: a 9 4 9 .' C Z "" 0
norm fraiiiihrolgriiii
MIR
. - -
f Ilr"
•
•
::: • (' f
43
e$41144.40k16:44441g- WIlti16104.
4321.401431.1 '
- • 3 ALIETIet At! rite-
Obil253■411..1 .
X
Ofewmall=10 up
• , I
a-
yviF gb-vo.
1171-A4iTI kl& colkutry
OCT 10 1986\
c
PLANNtNG DEPT.
I
\
N. N.
1 1: 1 1
\ \ \ \ \
I r I''I, _\\ \ \ \
■ 1 11 '1 \ \ \ �∎
r I I r,1 I I \\ \. \\ `.
/ 1 II I I I \,\ \\
/ l ill 1 1 1 \ \ \ I ■
/ :I' 11
\ \ \ \ \ \ /
I I l i \ \\ \ /
I , I \ \ \\ v'v \\ /
\ ,\
I , \ \ \ \ \ \
\ \ \ \
\ \ \
I
/
I • I ' \
\ \
) . 1 1 '
5 1 I
/
l /
J / P
p / /
1
/ /
/
/
/ /
I I I . /' / / // • /� /, /
I I I ! 1 , i // ! / / / / �I 1
I I 11 I! : ' j , •
I !/ / / /' / / / // //
1 / / /
I 1 I I I I 1 11 I � I I I i ` / / / %// //
I / I I 1 j I i nil) 11
l i j j II 1 // %/ ���/ /
I 1 1 1 I I► III ,/ /
I I I I I I 111 11 Il 1 I /
1 I I I I I I II I II I I 1 1 11/11111/. 1 i
\ I I. I i i i i l 1 ; ; 1 ,1 1 /, l 1 I I I I
I I I / ;
1 I l l/ l rr I I /
I I l l I 1 I I // � i 1'i / // I ; i
// / / / / / I 4 /l lI ! / // / / /
/ /
/ l / / l / l /// 1 10////////./
l //j / / /
/ / / / / / / / / , / 2
/
• /
i ' / �i / � -- , / / /
/ / - - / / / /
�`" // /
If / /
I 1 I // /
1 \ \ /
I \ \\ \\ i I I ` / I /
\ 1 I f /
_ I' /
I \ \ \ \ N__ _ _ - - I, 1 I 1 1 I 42
1 ` - _ .- \ I I I I I \
. 1
\ \ \ \',1 I\ I I I I \ \ \
I \ \ \1 \ \ I I 1 \ 1
i \ ∎ \ \ \ \ \\ \\ \ \ 1 I
\\ I 1
\\\ \ \ \ \\ \ \ \ \ \\\\ 1 1 I
\ \ \\ \ I \11 I
.1 / - 1 11111 1 II 1 1
/ L hi) I I
I / / /j/
/; I `re1
/ // I f
'. i/ I j \ \ \ . \ I 1 /
i , - I \ I 1 / / / / /
/ , / ° 74
/ �_/_ / /,J �sg � AA.1- Z / $O //
/ /' I / � - - - - - -
1 I I I I I' • /' --
r /• /�
i 1 I I / /
/ / / / / // /
/ //� ��/ / // /// i / / / / �'Q / / l l / / ��
/ / , / / / // // .7 er� 1r�7
/ / / / /� / / /// / / /0'
/ ... - / /// -T!C! (v /
/ msh / j// /� /� / / .,
// /'/ -- / / / / /// // / I Z
/ i/ /i / l
j / / /� - ,, ,, /jr I ,fir
- /
- / / / "L – •
\I \ \\ \ \\ \\ \ 1 / I I i / // i / I I
I i
! \\ \\ \\ \\\\\ \ /' / /' " / i , , I I I I
I / 1 \ \\ \` \\ I/ /// / /,/ / I I I
/ 1 1 I\ \\\\ II /// / // / / / / I I
/ / I / / // � I I
/ � / l ; )I 1 i Ii i / // / //• . / / I
/ / .- / /, 1,1/,,I;,, l / / I / I
/ ////0// / 'l ! r l J / I
�` • / // , /. / / I
/ / „,,///// / / ! r � I 1 / l I I
/ / I I / II
ii / -, / / I / // II
/ � / / / I / / I 1
/
/ / /// / // I
/ // / / / / / / / / � / / / / � /� / / / I �i// / �/
/ __,�' / / / / � / / / /
I/ / / / / / // / /l / ll /j
/
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII !IIILi!! 111 ! IIIIMIIIIIIIJ! hll1111I1I111 III1I111IIIII11111111! I1Iii11iiiI11i1111I1I1IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
• *�•�•� 3 .4 ,. S . .. . 6 7 \ 8 9 10 11 W. 12
IF THIS MICROFILMED DOCUMENT IS LESS \ •
CLEAR THAN THIS NOTICE, IT IS DUE TO
ee C.2 92 SE oz ez1 ' zz Iz ! THE •UALITY OF THE ORIGINAL DOCUME . 1 e e L
Iii I I I IIIIIII IIII II illli I I III NH IIII�III IIII IIIII�iu6llllnl iriiiiiii InnII1111II111In1riI11in1111II III IIII II I won'
IIIooIIin'
K k P' . .
. +xt•.... M o.. NI v, I . E : ., ;L.w,.r �. ...�.; .., l ,,._�.: � I Y W ,,,„ .., , ' Le, "1 'h i” Y �
' S•v
04
0
11111111111111111111I 11)111 I I 1 1111111111.11111111111111111111 •
' ' CULV 7'- t
eilslirigGe i
Yn� va -%-bR
IUEdL
OCT 16 19861
CITY UI TUI.,nLA
PLANNING DEPT.
•ENOINEERINO•.TREETB• WATER. BEWER•PARKB• BUILDING •
ENVIRONMENTAL AND TRANSPORTATION CONSULTANTS
STATION 74.00 TO STATION 80 +00
PLAN AND PROFILE
OCT 1C 19861
� CITY OI Nrivv,,J1
PLANNINC DEPT.
- -- F. L. • 12.06 —
EXTE40 STORM SEWER
70 MANHOLE .»
_ T.OP_ OF.:CURLR7._
1
STJ7.761 /6.2387
!INSTALLCB TYPE/
le /793
I STA. 38'RT.
` ' AD ✓UST HYDRANT 7b
".' I F/N /SHED GRADE
701 20 49
Mi /755
KING CO
,P/9RA
!. '-J
ADJUST CB TO F/N /SHED GRADE
INSTALL SOLID METAL COVER
ABANDON /REMOVE /2" STORM SEWER
FR. NORTH
INK /6.68 /8"
6" FM `.
FL .DRAIN RT
STA. 79/97 /6. 3 'RT.
INSTALL MDO /F /EO CB TYPE 2 -fa
_DIN /1.29
REPLACE /8 "STORM SEWER P /PE 7D EAST
W /TH 24 SEWER P /PE
STA.79f9T 27W7
77)1? /262
ADJUST CB 70 F /N /SHEO
'GRADE. INSTALL SOL /O Q�
METAL COl/ER
57A.79/97 32'RT.
AD✓OST CB TO F/N /SHED GRADE
III II I I I I 161 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I1I I I i I I I I I IahIllllu.I l l l l l l 11 1 1 11 11 1 1 lU 1 l I I I I I I Iil I I I I I I I I I I I I I I I I I I I I l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
0 •• •_• 1 2 3 4 _ C _ 5 6 7 8 9 10 11 �••+• 12
IF TH LEAR T HMICAN THIS ROFILMNOTED ICE DOCUMENT IS LE TOflfi'
ESS� •
, IT IS D
Oc 6e s
se se oz ee ee Iz� OTHE UALITY OF THE ORIGINAL DOCUMENT k 68 L 9G ' CZ T �» 0
IIIIIIIIII 111111 6111,� 111 IIIIII11111 II IIIIIIIIIIIIIIIIIIIII 111II,1_11_111II�CI1 - 1 IIIII 11111111 lilt 1111 pl yn6iulnulnniludull uli imlm�llinliiniiilifinlliuT liii nli lllllilllllllllilllllllllillllllflllllllllllliltllllillilllllllll 'rIIIIIIII�IIIIIIIIIiIIIII,
.�; iii� ; ^i
•