HomeMy WebLinkAboutPermit D97-0320 - THE PEAKS AT TUKWILA - RETIANING WALLSCity of Tukwila L
Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188
Parcel No:
Address:
Suite No:
Location:
Category:
Type:
Zoning:
Const Type:
Gas /Elec.:
Units:
Setbacks:
Water:
Wetlands:
WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES,
APPLICANT IS PROCEEDING AT THEIR OWN RISK.
115720 -0222
15340 MACADAM RD S
BUILDING B
AAPT
DEVPERM
HDR
V -1 HR
000
North:
N/A
Contractor License No:
Signature:
Print Name:_
DEVELOPMENT PERMIT
.0 South: .0
Sewer: •N/A
Slopes: y
Permit Center Authorized Signature:
Occupancy:
UBC: 1994
Fire Protection: N/A
East: .0 West: .0
OCCUPANT THE PEAKS AT 'TUKWILA
15340 MACADAM RD S, TUKWILA, WA 98188"
OWNER R S A ASSOCIATES
C /O. MARK GOLDBERG, 4038 NE. 58TH ST, SEATTLE WA
CONTACT JOHN PATRICK KANE, JR. Phone 206 -938 -1373
3422 BELVIDERE SW,, SEATTLE, WA 98126
CONTRACTOR J KANE & CO INC Phone: 206-246-8642
. 3422 BELVIDERE SW, SEATTLE WA 98126
k**************************************************** ** * * * * * * * * * * * * * * * * * ** * * * * * ****
Permit Description:
CONSTRUCTION OF RETAINING WALLS
PUBLIC: WORKS: BACKFILL FOR THE RETAINING WALLS
AND ASSOCIATED STORM DRAINAGE.
k************* k********************* * * * * * * * * ** * * * * * * * * * * * * * * * * * * *k *fit * * * ** * * * * * * *•k ***
Construction Valuation: $ 200,000.00
PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng..Appr: SAL
Curb Cut/Access/Sidewalk/CSS: N
Fire Loop Hydrant: N No Size(in): .00
Flood Control Zone: N
Hauling: N Start Time:
Land Altering: Y Cut:
Landscape Irrigation: N
Moving Oversized Load: N Start Time:
Sanitary Side Sewer: N No:
Sewer Main Extension: N Private:
Storm Drainage: Y
Street Use: N
Water Main Extension: N Private: N Public: N
k**************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
TOTAL DEVELOPMENT PERMIT FEES: $ 2,333.46
k******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
PIO _1 �?YRitx�J�✓_L�_�'
Permit No:
Status:
Issued:
Expires:
Streams:
(206) 431 -3670
D97 -0320
ISSUED
12/29/1997
06/27/1998
End Time:
24 Fill: 24
End Time:
Public: N
Date t z.2r
I hereby certify that I have read and examined this permit and know the same
to be true and correct. All provisions of law and ordinances governing this
work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or
cancel the provision of any other state or local laws regulating construction
or the performance of work. I am authorized to sign for and obtain this
development permit.
Dat 7.,'2-9 i ~etg'
This permit shall become null and void if the work is not commenced within
180 days from the date of issuance, or if the work is suspended or abandoned
for a period of 180 days from the last inspection.
Address 15340. MACADAM .RCf . - Permit No
S u`i to
Tenant Status: ISSUED:
Tvpe DEVPERM ,Applied:. 09/23/1997
Parcel.4.'115720 0222 Issued: 12/29/1997
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PerMtt Conditions:
1 No changes: "Will be, Made.. to : plans unless approved by the
Architect or:Engineer: and the Ttikw,i,la Building Division
A ll permits, inspect: iota ; approved plans , ha 11
avai 1ab+1 : 6 at the jio #.'.te Ji5r' tor to the st"ar t of anv Con
s truct lOn. .The3e documents are to 'be ma in,taif ed :.and avail =
able- until fina'1 l: h speutiori approva is ;granted
p,1.1 :tructural c oncrete' sha.l l b'e`spe`cia] in pectel WB.0
Sec 306(aM) f
W4 en special inspection ,is required eithe.r the owner
arch i tec;ta ;or ,eng i ne'er sha i i ,.:not;i f y, the Tukw.i" a Bu 11 d!i n
oivrsinn :af appolntme'nt "af the i`n'spection agencies: pr�:i°or
tie fir��t kruilding" inspectlor. cop-as of all special ;,,.•.
i rispect,i orb:: r-epor is shal'l: be `submi tted to the Bu ild i ng:
Division in a timely manner. 'T'Re.ports shall contain eddres
rt rt •. c�• +'
pro.j.e.c.;t name,: permit number and type "..of inspection be`1ng:
pe` r#'ot; me +
They .a'pecial. inspector sha] 1 'submit a .t i:'nal )signed report;;;,,
sta'ti :whe.t the war t , requ iring spec `inspection was
to fthe bes.t of ' the ins :pe:etor ", ; knowl edge i.n conformane
wit ,iapproved. :plans` and specifications : and :the applicabl.e,
wor t`p provisions of the, UBC . .
Al l.,constr t ct1on t o : : ;be _done' in conformanc:e with approved
p l ans�� and requ.i r ements of 'the Un i t,or'rn . Bu l d Tn,g Code ; y`(1994
Editio,n)',asamended, Uniform Mechanical "Code (1994 .Edit)Vn)
and Washingt State Energy Code: C19_94:E"d i tion) .
Notify54he..,,Cit_y Of Tukwila Bui ld,ing:'Division' to
p1acing any: concrete. This procedure . is in to an
requirements for Special inspection:
L VaTidity ` of Permit. •,The issuance of a'permitor ; appr• oval
plans, speeific;a..tl;ons,and computations shall not'.;b"e con
strueci to :,bey, a permit for, — or ; an . approval of, any "violat;ion
of any of the ,provisions of the' bu i l d,i ng code or of ar y'
other ordinance: of the juris.di,et.ion No permit p,res•timing.to .
give author;ity'`t.o violate on cancel danCet provisions of this
code Shall vat i
9. Temporary erosion . e. ont: r o -j ";measur.es..,,ha.11",�.,be �impleniented as
the f i r s t order of bur. i ness to .,p "revent - sedimentation off
site or into existing storm drainage f acilities.
10. The site shall have permanent erosion control measurers in
place as soon as p o s s i b l e after final grading has been
completed and prior to the Final inspection.
11 FILTER FABRIC I5 REQUIRED AROUND THE FREE DRAIi'JING GRANULAR
:SACKFUL TO KEEP IT FREE DRAIrNING.
]2. The southeast retaining wall (next to the fire hydrant)
shall have a brown coior integrated (e.g., dye mixed) into
the concrete. Thi :s condition shall be entered on the
first sheet of construction drawings. vu
13. ALL RETAINING WALL FOOTING DRAINS SHALL BE TIGHTLINED
AND CONNECTED TO THE EXISTING STORM DRAINAGE SYSTEM
ON SITE, WEEP HOLES ARE NOT ALLOWED:
14. PRIOR TO FINAL SIGN OFF APPLICANT SHALL SUBMIT AN "AS- BUILT"
SITE PLAN FOR THE 'RETAINING WALLS ROCKERIE'S AND. ASSOCIATED
Project Name/Tenant:
44s-4s.. 4 '//)� 04Q-Av.b t -iv) 1716 A /r >'u4'i.i42
Value of Construction:
IPA r 0, Dan. &V V.
Site Address: City State /Zip:
/-T5/0 i 45 /f4e4DAH AVM' 74 411)9 -si,'&8'
Tax Parcel Number:
i/6 - 72A — O
Will there be a change of use? El yes J9 no
Property Owner:
v« - 40 , 7' ,6 Ley a�
Phone:
j . 232 - 3J7
Building Square Feet: ,VA, existing r'5 new
Street Add ess: City tats /Zip:
�7� � 5-4..- .30 /`7B Cee —i - i
Fax #:
• ,23 z . 9F7y
❑ yes ® no
quantities & Material Safety Data Sheets
Contractor:
Phone:
ad t -- .Zw - c VL
<7 lifiqic/ / _ ,
Street Ad ress: City State /Zip:
V' 04Z A QG t )7: ) /1L k/
Fax #:
otog -- . s- d aeo
Architect:
i1 a. S.Y►94/ hkrDei4r :
Phone:
9 - p / - 72-0 o
Street City State/Zip:
/o " I 7DA - ,) or/jF - /f. 9,'fvy/
Fax #:
yeti (.I.s : /3a z_
Engineer:
,bra& > 1 d o f p . /1 l MA t tgoi sired / 61 7gc4 ate Elul
Phone:
Street Address: / City State /Zip: ■
Fax it:
Contact Pelson: A
<.1 ran / '7 ck /4 1/•
Phone:
0 "9 i 673
Street Address: City State /Zip:
( 3 1 I7'2- 7APIA c( z/'S_ ''t S n`r. Q10 -
Fax #:
(zo60 '?3 3? 3 .Asos g
-fie
Description of work to be done: ,4 /2eff! iAj M.)G Lug; u� d
Existing use: ❑ Retail ❑ Restaurant Multi- family ❑ Warehouse Hospital
El Church ❑ Manufacturing Motel /Hotel ❑ Office
❑ School /College /University Other
Proposed use: ❑ Retail ❑Restaurant Multi family ❑ Warehouse Hospital
El Church ❑ Manufacturing Motel /Hotel ❑ Office
❑ School /College /University ❑ Other
Will there be a change of use? El yes J9 no
If yes, extent of change:
Existing fire protection features: 51, sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify)
Building Square Feet: ,VA, existing r'5 new
Area of Construction:
Will there be storage of flammable /combustible hazardous material in the bulding?
Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating
❑ yes ® no
quantities & Material Safety Data Sheets
Date application accepted:
CITY OF TUK
Permit Center
6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188
(206) 431 -3670
New Commercial / Addition / Multi - Family Permit Application
Application and plans must be complete In order to be accepted for plan review.
Applications will not be accepted through the mall or facsimile.
❑ Channelization /Striping
❑ Flood Control Zone
❑ Moving an Oversized Load: Start Time:
in Sanitary Side Sewer #:
❑ Storm Drainage ❑ Street Use
❑ Water Meter /Exempt #:
❑ Water Meter /Permanent #
❑ Water Meter Temp #
❑ Miscellaneous
Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be
reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall
expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180
days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No
application shall be extended more than once.
NCPERMIT.DOC 1/29/97
APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING:
(Additional reviews may be determined by the Public Works Department)
❑ Curb cut/Access /Sidewalk % Fire Loop /Hydrant (main to vault) #:
❑ Hauling ❑ Land Altering 0 Cut
Siz
S
S
Date application a Mies:
Size(s):
cubic yds. 0 Fill cubic yds.
End Time:
❑ Sewer Main Extension 0 Private 0 Public
❑ Water Main Extension 0 Private 0 Public
e(s): 0 Deduct 0 Water Only
e(s):
e(s): Est. quantity: gal Schedule:
Application taken by: (initials)
e
PLEASE SIGN BACK OF APPLICATION. FORM
BUILDING OWNER O AUTHORIZED AGENT: ,-)
Signature:
, ,
,%r
7, �, �
Date: c, 2.3 /c
Print name:
`
Pho e: r?,'
Fax #�
1
r
Address:
,,2 ,
/i2 /
„
s ��
City /State /Zip :..; xj'ry 4 c 444 ;:
�?,ry�e
ALL NEW COMMERCIAUADDITION /ILA
TI- FAMILY PERMIT APPLICATIONS M
E SUBMITTED WITH THE FOLLOWING:
• ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL
ENGINEER
• ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN
❑ BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED
N/A SUBMITTED
❑ ❑ Copy of recorded Legal Description from King County
❑ ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433-
0179 for servicing district.
❑ ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433-0179 for
servicing district.
❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures
(Form H -13). Business Declaration required (Form H -10).
Five (5) sets of working drawings, which include :
❑ ❑ Site Plan
1. North arrow and scale.
2. Existing and proposed utilities and existing hydrant location(s).
3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements.
4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions.
5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump -
ster recycling screening.
6. Location and screening of outdoor storage.
7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's
boundaries, erosion control measures & three buffer protection measures.
8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC
18.45.040).
9. Identify location and size of existing trees, note by size and species those to be maintained and those to be
removed.
10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size,
species, location and spacing. Location of service areas and vault with proposed screening.
�.�p „�., um . . ..
"`I'i t.o$�dtion oT tiig pia er 'artt'alfiLt4Ver/Duwamish River if site is located within 200' of 140ig1ter mark.
12. Lowest finished floor elevation (if flood control zon ifnif u`Ttrar''
13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply
line will meet or exceed sprinkler system design criteria as identified by the Fire Department.
14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9).
❑ ❑ Vicinity Map showing location of site
❑ ❑ Building Elevations (Include dimensions of all building facades and major architectural elements)
❑ ❑ Mechanical Drawings
❑ ❑ Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure)
❑ ❑ Architectural drawings
❑ ❑ Specifications (if separate document)
❑ ❑ Structural Calculations
❑ ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping
❑ ❑ Height Analysis
❑ ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer
❑ ❑ Topographical and Boundary Survey
❑ ❑ Tree Coverage Analysis (Multifamily only )
❑ ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7
❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or
Tree permit)
❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other
land use or SEPA decisions .
❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County
Department of Public Health prior to submitting for building permit application. The Department of Pub-
lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5)
❑ ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no
contractor has been selected at time of application a copy of this license will be required before the
permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ".
Building Owner /Authorized Agent if the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a
notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal.
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
NCPERMIT.DOC 1/29/97
d
RD 5
Tot,al ;. Fees:
2,293 4S
T his Payment, 9.0. :71 Total ALL Pmts 901.71
Balance: / ' 1 1 '391.75
iv•* * , , * * * * ** * * * * * * * * * * ** ****** r***; iele** * * * * * * * * *x *3:4* * * * * * * * * * 40
•
Account Code ,De.hcr� i pt ion Amount
:000/345.830 sPL,AN CHECK - NONRES 901.71
�c3,Y,vi
tv ;1 �"�4''�
4i * * * * * * * * ** * * * ** * * * ** *** ***;******** * * * *k * * * * ** * * * * * * * * * * * ** tk * **
CITY O TUK lILA A ' , , --, ,TRANSMIT
*;**** r ********** • ****:**** * * * * * * * * * * * * * * * * * * * * * * * * * * * *4 !. .
TRANSMIT Number: 89700647 :Amo. nit: 901 09/23/97;:,14 :39.
:P iyment; Method: CHECK' NNatatiar► J. KANE AND CO. Init;: WAD
ermit :No: D97 032() "H Type DEVPERM DEVELOPMENT PERMIT:.
Parcel ; No : 115720-02,22
site <: Address -: - 15340 MACADAM
INSPECTION RECORD j -
Retain a copy with permit - G ;v
INSPE ION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
Approved per,applicable codes.
��.J � 206 431 -3670:
Type of inspec ion:
Project:
Address.
/,S3iO' rte. •-•,
Special instructions:
Date called:
Date wan a.m.
/
19 � p.m.
Requester:
Phone No.:
Corrections required prior to approval.
Date:
4 . _ i s /./�
F 1 $42.00 REINSPECTION F REQUIRED. Prior to inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
I Receipt No.:
Date:
Project:
!'#
S
Type off '
ction:
' 11 I
)'7C6,,/
Address: ' _
called: " Date
Special instructions:
Date wanted:
a.m.
p.m.
Requester:
Phone No.:
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300. Southcenter Blvd., #100, Tukwila, WA 98188
Approved per applicable codes.
Inspector:, / d z a v 0 " . T
INSPECTION RECORD
Retain a copy with perms._
ERMIT NO.
(206) 431 -3670
COMMENTS:
$ €E_ 't ? C" ro/Q, Cp A-t
Corrections required prior to approval.
Date 7 463
1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, tee must
be paid at 6300 Southcenter Blvd,, Suite 100. Call to schedule reinspection.
Receipt No.:
Date:
:INSPECTION RECORD
Retain copy with perms
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100;' Tukwila, WA 98188
Project:
Address: .
Special instructions: •
COMMENTS:
Date wanted:
Requester:
Phone No.:
Approved per applicable codes. Corrections required prior to approval.
ERMIT NO.
(206) 431 -3670
a.m.
P.m.
l Inspector:
esitACCW eitkr
Dater /b /a
i $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
f Receipt No.:
Date:
Approved per applicable codes.
INSPECTION RECORD
Retain a copy with permi
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98181
Project: Type of inspection:
r ��
`Address:' Date called:
Special instructions: Date wanted: a.m.
r'7 t. Requester:
K�( Phone No.:
Corrections required prior to approval.
Date:
awn
(206) 431 -3670
T;(
.., l ,
$42,00 INSPECTIO , FEE • EQUIRED. Prior to inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection.
I Receipt No.:
Inspector:
Date:
/ „
Approved per applicable codes.
INSPECTION RECORD
Retain a copy with permi
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98181
Project: Type of inspection:
r ��
`Address:' Date called:
Special instructions: Date wanted: a.m.
r'7 t. Requester:
K�( Phone No.:
Corrections required prior to approval.
Date:
awn
(206) 431 -3670
T;(
.., l ,
$42,00 INSPECTIO , FEE • EQUIRED. Prior to inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection.
I Receipt No.:
Inspector:
Date:
INSPECTION REc ^RD
Retain a copy with .:rm
INSPECTION NO.
CITY: OF`TUKWILA BUILDING DIVISION
• 6300, Southcenter Blvd., #100, Tukwila, WA 98188
Project: ..
14//11
Special
m r4c Aug
Special . instructions:
Type of inspection: L A
Date called:
Date wanted:thi
a.m.
p.m.
Requester
Phone No.:
Approved per applicable codes.
Corrections required prior to approval.
COMMENTS
lielfg %JAW /./A-
/�►di� ,dac t45
Inspector:
Date: / 1 i //
[ � $42.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No.:
Date:
cow ENTS:
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Project: ?ea k , s al( .. /7,0<w . da
Type of inspection: z i
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Address: 15. mo co ril F
Date called: 2. _ q ..... q e
,:..
Special instruetions:
.: ,.
Date wanted:
/0" 98
're
'Requester:
"nit 1, Kane,
Phone No.:
' INSPECTION NO.
)
' INSPECTION RECORD
Retain a copy with permi
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 9818
CD -..
Approved per applicable codes.
Inssector:
[Receipt No.:
NiaCtIrsPIS. MUM=
PERMIT NO.
ear
6) 431-3670
Corrections required prior to approval.
Date:
1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Date:
Special, instructions:
INSPECTION: RECORD
Retain a copy with pernii O
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION $
6300 Southcenter Blvd:, #100, Tukwila, WA 98188
Type of inspection:
Date called: 4G/qt&
Date ?-1(vig
•.
Requester:
431 -3670
a.m.
I Inspector:
Approved per applicable codes.
Receipt No.:
?hone No.:
Corrections required prior to approval.
COMMENTS:
LEI A.4..Q-k
Date: 1 / (a /
$42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection.
Date:
project:17w s @ - ,
• tOil:WIL0.-
Type of inspection,
Address: • - ' - ... n
15 mata.44, ra
Date called: .
. i-24--elb
Special instructions . • ,
r kta il k ,
. CO (.t It-
Date wante • - 1 1 -`""
Requester: c .. .• . ..i .
Phone No.: 44 . .
2 --•
Receipt No.:
. • •
INSPECTION RECORD
Retain attopy with permiL T1 Oi
CTION N. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 :Southcenter Blvd., #100, Tukwila, WA 98188
r7 Approved per applicable codes.
Corrections required prior to approval.
(206) 431.4670
Inspector: Date'
ow-
$42.00 EINSPECTIO EE REQUIRED. Prior to inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection".`
Date:
•
• , ,
COMMENTS: L
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Type of inspec I on:
i Cm ch
Ad
Date called:
Special instructions: '
ff'' c T` ` /t
/
Date wanted: _
a.m.
Requester:
Phone No.:
4JI *j
Inspector:
Date:
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd.; #100, Tukwila, WA 98188
Approved per applicable codes.
INSPECTION RECORD
Retain a copy with perm'
(206) 431 -3670
Corrections required prior to approval.
$42.00 REINSPECTION FEE REQUIRED!. Prior to inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No.:
Date:
44
COMMENTS:
i .Se.._ ,e G1d/i „'.5ed ?4,e--
c,0 /-7)j 4 6.4V--. i1Y1 p �,e4 7
7
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,4' r"Vb.s /6/ /tvvAA/Cg,
Type S old/. r
Address: Date called:(, J
Special instructions: // Date wanted: ! G6��
fit',* S - P.m.
�')'� Requester:
0 /�� H `
` e * Phone No.:
INSPECTION RECORD
Retain a copy with perm,
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
/
7 -0320
PERMIT NO.
(206) 431 -3670
Inspector:
Approved per applicable codes.
Corrections required prior to approval.
Date:
■ /,
$42.00 REINSPECT' • N FEE REQUIRED. Prior to inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No.:
Date:
INSPECTION RECORD
Retain a copy with perm,
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
/
7 -0320
PERMIT NO.
(206) 431 -3670
Inspector:
Approved per applicable codes.
Corrections required prior to approval.
Date:
■ /,
$42.00 REINSPECT' • N FEE REQUIRED. Prior to inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No.:
Date:
Project:
s ' em/f1AlC.R lb 6e.CvnlAo
Type of inspec
kTA,ni
c,.> 4 L. i. SGTPKC
Address : .I S ?±O ": CIACAbrft 2..),
Date called:
: I 72.6 (2"S
Special instructions:
Date nted:
I (226 (
a.m.
p.m.
Requester:
SeFF
Phone No.:
-6
86 Z
Approved per applicable codes.
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
Inspector: L/ U M 6 —fv
G�liydnr
I
Receipt No.:
INSPECTION RECORD
Retain a copy with perm
/2j i Ai n/ //v C c✓�4C
Corrections required prior to approval.
COMME TS:
o M
SG T,1CXS '(‹. X S-.-) O.V
A / ( 4 7- p Po P 7-"r : C
s=r%G V Y 7 £ (c(-/.
?7
PERMIT NO.
(206) 431 -3670
Date: ( 2.. G F8
$42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Date:
itt
PERMIT NO. . . .
•
p
INSPECTION RECORD
Retain a copy with perm;
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
Receipt No.:
Date:
(206) 431-3670'.
Project:
Address:
} 0 / Art, )/ J) -i ?d S
Special instructions:
Type ofjnspection:
Date called:
Date wanted:
Requester:
Phone No.:
Approved per.applicable codes.
Corrections required prior to approval.
COMMENTS:
.P 44- (�- S — Z‘ Ct L-
sri N v t , P b
Inspector:
Date:
)1
I I $42.00 REINSP 'gCTION FEE REQUIRED. Prior to ins ectIon fee must
be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION NO.
ITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
Proj ct: _ Type of inspe do :
Address: Date called: •
t k. J � 1 Cu Joni
• I � 1
15
Specs instructions Date wanted: _ . 1.-.9g .
Requester: n
I 11�
Phone No.: f�L1 l0 %�t�J �'iQ
Approved per applicable codes.
COMMENTS:
INSPECTION RECORD
Retain a copy with permi
PERMIT NO:' •
(206) 431- 3670
Corrections required prior to approval.
Inspector: S Datei z4 j6F
1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
[Receipt No.: Date: -
Project .
a '�+ NSI�RI E &c �
Type inspection:
rft 1.1i rKW., W rru.�
Address:.
,V7Acn -w ^-.. at).
Date called:.
\, /- / S
Special instructions:
• W , cog-A -161 --
� :___
Date wanted:
/. - /Co - q
.m:-,
Requester d
Phone Noj.- 810 2A 4 -
•
INSPECTION NO.
CITY TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
INSPECTION: RECORD
Retain a copy with `pe nn
Approved per applicable codes.
COMMENTS: A / ft l et. 0, (
$42. REINSPECTION FEE REQUIRED. Prior to inspection, fee must
be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No,:
(206) 431 -3670
Corrections required prior to approval.
Date:
FEB 27 '98 12 :34 FR PSI SEATTLE
• Environmental
Oeotechnicol
,Construction
Consulting • Engineering • Testing
Mr. Duane Griffin
City.of Tukwila Building Department..
6300 Soulhcenter Boulevard, Suite 100
Tukwila, WA 98 188
Project Name The Peaks at Tukwila
Project Address . 15300 Macadam Road SW
Permit No. 097 -0320
• We hive 'completed the requested special inspections on the subject project. Our final report, dated`.
:February 26, 1998. is numbered FR257536.
'WORK REQUIRED
Reinforced concrete (cast in place)
WORK INSPECTED
Reinforced concrete (cast in place)
Waterproofing for east wall of unit A102 Waterproofing for east wall of unit A102
• To the best of our knowledge, all work inspected conformed to approved plans, specifications, UBC, and
related codes, and /or verbal or written instructions from the Engineer of Record.
Reviewed by: John F. Vicente, E.1.T., Project Manager, Seattle Construction Services "I
Sincerely,
PROFESSIONAL SERVICE INDUSTRIES, INC.
Rill Kilpatrick, Ph.D., P.E., Vice President
BK/jfv
cc; John Kane
J. KANE AND CO..
3422 Belvidere SW
Sealllc. WA 98126
I n fin'inat1 on lb 13111111 On
Professional Service Industilos, Ina. • 3257 16th Avenue West • Seattle. WA 98118 • Phone POR!PAP -onm • Far 2nAl2Aa•A71r
SEATTLE DIVISION
(206) 282.0666 • FAX (206) 282.0710
•
A
W4
ASTM TEST METHOD (AS APPLICABLE)
L.3 f LL
EQUIPMENT IDENTIFICATION AND S/N (AS APPLICABLE)
A Division o
PACIFIC 'f
JAN 22 rob
•
LABORATORIES
ONffiwdr.wn s
•
Construction
• s••.M..•M. • Tooth.
REPORT NUMBER FR 119 7 5
PREVIOUS RPT. NO
PORTLAND OS ey, t'i SPOKANE DIVISION
(503) 2548418 • FAX (503) 252.5608 (509) 535.3571 • FAX (509) 535.1267
EASTSIDE DIVISION TACOMA DIVISION PORTLAND FORENSICS ON, ISIONj N - I PENINSULA DIVISION
(425) 4854244 • FAX (425) 4854611 (253) 5891804 • FAX (253) 589.2138 (503) 232.7852' FAX (5031 2327e89 h „ L41) 297.8821 • FAX (360) 297.8828
'This report is provided for the information of the client Only. The reproduction of this report, by any method, and its transmit-
tal to a third party, by any means, except in lull, without the written permission of Pacific Testing Laboratories, is prohibited.'
'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made
within the defined scope of the work. Certification shall not be construed to represent in • , Lion, approval or acceptance of
other associated work or a warranty of design or workability of the specrfi T a
Certified Report by /�/�
Pacific Testing Laborato /i�
FIELD CONTACT: di ... — / D E
J </N D ■0 BY
PORT ; ,. <.Z /�ZZ/
ADDRESS S ( 3 jot", Su) BYVI Lr �/' / ?� 27_9 PERMIT
, a .�' : i ______.2.140 NUMBE N MBERATE -7Iz "7/ 1
ATTENTION: .30 4 KA I
PROJECT h)51- F.
PURCH. ORD,
LOCATION L ACArblt NUMBER
ARCHITECT
ENGINEER
CONTRACTOR
Attn-
J • 1.3 c�
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LL- [ A- ST WALL
I // Li )#/c._
MODIFIED YES = NO ` EXPLAIN:
COST CODE
Contract Min.
d95 44.1 ere
WORK CONFORMS YES'.. O
HOURS
ON
:ov
OFF
3:oo
TOTAL HOURS
Chargeable Hours
ST
OT
MILE-
AGE
FR 89.2
- • "FIELD. REPORT (... - 'T
144,41:, ve_1. e . s te-'-: • ... tA,i: V f. ame.44.4,)-, ,
it I /el- .- . 4 „/ eAN w - / / ...., t) • , 4
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PACIFIC TESTING LABORATORIES
EQUIPMENT IDENTIFICATION AND •SIN•(ASAPPUCASIE):.'
AI A-•
COPIES TO . ., '; .
'MAILED: .•-'
INSPECTOR::
r! A A /
-, k.
pyi.4A 4.) , ”-711 ot
r --
ALC,ORFOAMANCEOPNORKty
ALL ITEMS.INSPECTED ARE:
• • . .
.
— OWNER:,.. , .. ,—
—
—
ENGINEER
AR
CONTRACTOR ,••:'.
BUILDING DEPT: .
SUPPLIER :,) ',, '.• .:
FIELD CONTAC_ DATE
- I ..„, i
i • 11,011,"
P
:-.:,: • • •'''CONFORMING
•• NON CONFORMING
TO APPROVED PLANS
'This report is provided for the information of the client only. The reproduction of • is r • •rt, by any method, and its Iran al
to a third party, by any means, except in full, without the written permission of Prof . sional Service Industries, Inc., is prohibited."
This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made
within the defined scope of the work Certification shall not be construed to represent inspection, approval or accoptance
HOURS
MILES
NAME
ON
OFF
ST
OT
A 114.11a......,4,
1.# Da
4 /1 1
of other associated work or a warranty of design or workability of the specification requirements." TOTAL HRS.
- 174=17 Information
LIZZ.V.To Build On
Engineering • Consulting • Testing
SEATTLE DIVISION
(206)2132.0666 FAX (206)28243710
ADDRESS
ATTENTION
PONb
EASTSIDE OMSION
TACOMA DIVISION
(425) 485.4244 FAX (425)485-4611 (253) 589-1804 FAX (253)5892136
ka-r, e._
q , 8etti 4: tis Sa.4)
k)4
P 4.. ka-
'A PeA,Ks rit,k4A14,
PORTLAND CS DIVISION
(503) 2544418 FAX (503) 252-5609
PORTLAND FORENSICS DIVISION
(503) 232•7852 FAX (503 232.7886
Certified Report by
Professional Service Industries
FR-98-1
3145 -
FILE-NO:',1 -
PERMIT:NO: ..', 0
d EN ITY 'GNEEIt'1" , ;: , '', a
ARCHITECT .: .:, 4
CONTRACTOR'.:. NT 1-{ai, e.__A___dp ,
PRO'SADDRES:: /53 LID, esist.71.
DATE
SPOKANE DIVISION
(509)535-3571 FAX (509)535.1287
PENINSULA DIVISION
(330) 297-8821 FAX (340) 297-8928
ki-toL
DATE ..21 g
FOS:NO.;
• • ,, ''.• • • • • . ,
DARROLD E. BOLTON
Consulting Engin.er
1
0
.
• ar as
P4100LC'207•Il SW 7O6I?TW1 Gam li nolII I.NO.,RIOYITOUIPL!I700.775wO
..�-" ¢... is 4 W. 71 e
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CI.
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JOS $2.6vs. ,/.�/g
•&HEET,NO. . Of
- CALCULATED BY PGA DATE .. /a /J 7
CHECKED BY DATE RATA / 9,
SCALE
� ?( 9 a T/ 7 R0 /fib p 4/
. Apo xJ Ep .1'v /S /.c/AS'a Al f
/ ' OGINDA t //N M4L I /WOW' /fr /c,4 T/o/l
kYe s'T .1/61 -LL ��' Hd/742d3
SAMPLE I.D.
SIZE
AREA (SQ. IN.)
DATE TESTED
AGE AT
TEST
ULTIMATE STRENGTH
CHECKED
LBS . P.S.I.
. , o•
1
2,5oo
80
•
R.
vg . S
gIz
98
/445
533
,AI
C•.
7: 00
loon
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.
HOURS
MILE -
AGE
COST CODE
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PACIFIC TESTING LABORATORIES
(206)282 -0666• FAX (206) 282.0710
•
(425) 485.4244 • FAX (425) 485.4611
ADDRESS 3Lta� t`.vl OE_�� S.W.
ADDRESS
E.1 cc., t,4.1 om
ATTENTION• tN r12 -• 1 —t C:N1fta KA •ac_.
PROJECT - 7 1 4*-PE RK� CU K W:`IA
LOCATION 11"3 `{O C{>.
A Division of Environmental
o ns trMlon,
�� Construction
CwmWtM • /M UM•Mg • Ttserq
G LABORATORIES PORTLAND CS DIVISION • SPOKANE DIVISION •
(503) 254.8418 • FAX (503) 252.5608 (509) 5353571 • FAX (509) 535.1267
EASTSIDE DIVISION TACOMA DIVISION PORTLAND FORENSICS DIVISION PENINSULA DIVISION
(253) 589.1804 • FAX (253) 589.2136 (503) 232.7852 • FAX (503) 232-7886 (36 j 21 • FAX (360) 297.8828
PURCH. ORD. *1
NUMBER CONTRACTOR ` ;�� t E GO
TU tc■W 1 L ¢1 1A1 1
COMPRESSION TEST RESULTS
TEMP.& an' S CONCRETE
WEATHER { J (� W TEMP. :SG,
CEMENT ( 5K C'SE G FINE GG.
PROPORTIONS LJlbs. ��UoSacks /Cu. Yd. tide Lbs. L<)n. Max. Ll7Lbs ••ONL•
(Not Certified by P. T. Lab) ` ` L, 19,00 -T/
SAMPLING IN ACCORDANCE WITH
APPLICABLE CODE AND SPEC ?
PLANT - J1 0N � v`/ 1.
I3t
TYPE OF CEMENT Z• `= • SLUMP
TRUCK 3 a1 TICKET # X 301 (( SUPER PLASTICIZED SLUMP
MIX PROPORTIONS VERIFIED
BY BATCHING SUPERVISION?
ENGINEER
NIA
POUR LOCATION AND NOTES* £.T tJ110(ti Vs./ lLL LL+ •11 Z1Z L) \T - a
�Sc s ► • E.L LAC._ \ Cc • <-1 ih N - `-.3 -1 • • Pt) V LL.O R ` 11J
L
iO c i AL P f v t o ., S C i f _ T o cULL S c.y L C .
ASTM TEST METHOD (AS APPLICABLE)
EQUIPMENT IDENTIFICATION AND S/N (AS APPLICABLE)
'This report is provided for the information of the client only. The reproduction ol this report, by any method, and its transmit-
tal to a third party, by any means. except in lull. without the written permission of Pacific Testing Laboratories, is prohibited.'
This certification attests to the accuracy of the results obtained Irom the actual test performed and/or observations made
within the defined scope of the work. Certification shall not be construed to represent inspection, approval or acceptance of
other associaled work or a warranty of design or wor. • • y• if cation requirements.'
Certified Report by
Pacific Testing Laboratori
FIELD CONTACT: DATE
CR 89.2
DATE . 116/
MODIFIED YES NO. EXPLAIN:
REPORT NUMBER CR 257536
PREVIOUS.RPT: NO
•
BY CAST a-laLgs
BY VIEWED Sy DATE GqT V/47/ 9 r^�
NUM i ��' o3 2 NU
C1 MBER { 5q
ARCHITECT W V SSM %SZ`. C .
aft RRoLO - &C•T C N
DESIGN W/C
STRENGTH Ic ZOO C\ RATIO
ADMIX #1 ADMIX #2 ADMIX #3
L✓'"fer SeeK I 1 Per Sack Li Per Sack
er SO 14 A
ins AIR N 1 °o' QUANTITY l CF Q8 Cu Yd
MIX #
CGOO. t
C DATE SAMPLE
RECEIVED
WORK CONFORMS YES 40 _
Contract Min. I TOTAL HOURS
Chargeable Hours
tfr.7M*e.t:'Y VHhU
• 211998 16:15
i .
i •
•
1 •
• •M _• •
i•
f ' .1
i .
•
T ; ..
i i �i :• •
maw amoid was, MD. NnL Sew AM AuAUtepees
FEB 11 '98 10:3?
•
•• . if
4255621173 1A14 ILL) E. bULIUt! roa. , YJ1
ae ,S/ 1 /SW / R /D6e
DARROLD E. BOLTON
Consulting Eniinsor
•
•
<•
• • •.
.1 .... .. .
•
SHEET NO / a / e
CA AMFQ � OATE 1/•�C, JQ
OIECAED BY °AYE
SCALE
• (/J4 .//Nrir 4 O.S.
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•
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• • •••• ••• •• ; • ,•
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1'
•. • • • • •
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.
PAGE.01
SAMPLE I.D.
SIZE
AREA (SO. IN.)
DATE TESTED
EST AT
STRENGTH
CHECKED I
LBSU�IMATE
SI
A�
-(;q
AR,a)
o et
- 1
112.5oo I 3°i 8o
�..
I I
Convect Min.
TOTAL HOURS 3 .;J
3 t Z
p
,......V-
I
.
HOURS MILE.
I
COST CODE
ON I OFF I RT
OT AGE
III
I I
I I
I
/I d if,
DI I to
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15 I
1 1 1
1
I
I I
Convect Min.
TOTAL HOURS 3 .;J
PACIFIC TESTING LABORATORIES
SEATTLE C%SION EASTSOE ONtSION
(2011 212 46 61 • FAX gee) 2M2.071 D (Alp 4A5 +2 • FAA 142S1415•41
MAILING
ADDRESS
PROJECT
LOCATION
** TX CONFIRMATIOL,.:PORT **
DATE TIME TO /FROM
10 02/11 11:08 2410080
TYPE OF CEMENT
kfm.it
3yaV, c €R_ S. w.
SE•NRt.c. WIN
ATTENTION' M• �10N
TEMP. n' u CONCRETE
WEATHER E S I�Wa TEMP.
SL-)
TRUCK :"T TICKET • (a3O1. I I
AST*i TE sT ME THOD fA APFL 04 act, tied ``fir
EQUIPMENT IDENTIFICATION AND SIN (AS APPLICABLE)
A Division of W: Gil fJl l
Conserved..
e_rrA • .r••••• • I..
TACOMA DIVISION
IS71 519•1104 • FAX (2571 Sa3.a 7a
COMPRESSION TEST RESULTS
MIXING
PLANT . 1 QKt t1V 14.,
CEEMMENT ( CSE14GG. F ).40.
PROPORTIONS I►�Lbs. Ii0 5adc0ICu. YC.
(Not Certified by P. T. LAb) JLl
lbs MAX. LDS. 4 " C N E : -
SUPER PLASTICIZED SLUMP
•Tlwrs•.enn pr0woe01:r;nA ■eIAm'we,DIweeMmany TN* oer0aeCIOnel Inc tows, Dy y mtm40.We In snuw•
13143 a Inn party. Dy any r•0•n11. InCt131 d1 lull ••Inaw :ns ..p1131 parmmswn 01 Padie Tseln9 Lauerau:r.et. iX 0ron4r40 •
'T N4 CMI cation gears el Ta accuracy d 0.s r.n,M 00:a0e0lion lee ACtuel toil NRCrm10 aDOOD( ODt9NIDaN mace
mVln Ns Od•nee :CO;t W DIa wCfl.CltflbCil.0. Shan Cl n DC eenseueO N IIISeasane nto.CDOn, 303 Or 34:34 ArA: DI
OIMr S333e1301•4^r ar a oamNy $l 431134 m roDIAA.ty Al INS 10ACaga1Cn WW1 *Merin
Certified Report by
Pacific Testing Laboratories DATE
FIELD CONTACT: DATE
CFI 194
AS OF FEB 11 '98 ( d9 PAGE. 01:
PSI SEATTLE
MODE MIN /SEC PGS CMDtt STATUS
G3 - -S 00'50" 001 150 OK
PORTLAND CS OIVIS CN
(5071254.1+11 • FAX ISO7) 2s2-5 O/
PORTUJC FORENSICS CIVISION
1S03127b7152 • FAX (S031232.7006
BYPO �btA . Lc _ R CAST a �a���
REVIEWED
BY OAT
NUMBERCRl ` C C-. 5UMB 1 I'A' i t Sgy
ARCHITECT USS611-(4.1 > SSZ f- •
ENGINEER
REPORT NUMBER Lai L O I O J
PREVIOUS RPT. NO CZ-
SPOKANE ONMSICrr
(5091 5754571 • FAX IS0715)5.
PENINSULA DIVISION
(7101297.1221 • FAX (7 217.1121
1■1
� p� NUMBER RD CONTRACTOR J % \<- t C4
Tv v.1 A , ' `
SLUMP ' ~ , C ins AIR til`T
t.LIA
DESIGN p W RATIO
STRENGTH lc O
ADMIX at ADMIX .a ADMIX .3
Qer Sack ib 3 Per Sack_ -. Per Sack
\ 1i1 O•SO A
•r.: QUANTITY
MIX I
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SEATTLE DIVISION
C TING LABORATORIES
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EASTSIDE DIVISION
(206) 282.0666 • FAX (206) 282.0710 (425) 485.4244 • FAX (425) 485.4611 (253) 589.1804 • FAX (253) 589.2136
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TYPE OF CEMENT - 1 i•
ASTM TEST METHOD (AS APPLICABLE)
CONCRETE
TEMP.
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EQUIPMENT IDENTIFICATION AND S/N (AS APPLICABLE)
A Division of 'p V
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TACOMA DIVISION
rvr
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ins AIR
'This report is provided for the information of the client only. The reproduction of this report, by any method. and as transmit•
tal to a third party, by any means. except in full. without the written permission of Pacific Testing Laboratories. is prohibited
This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made
within the defined scope of the work Cennccation shall not be construed to represent inspection, approval or acceptance of
other associated work or a warranty of design or workability of the specification requirements'
Certified Report by
Pacific Testing Laboratories DATE
FIELD CONTACT: DATE
PORTLAND CS DIVISION
(503) 254.8418 • FAX (503) 252.5608 ; •„
PORTLAND FORENSICS DIVISION
(503) 232.7852 " FAX (503) 232.7886
REP MARL4...�'
BY
PER
NUM
ARCHITECT
ENGINEER
tit►
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aEPORT NUMBER CR 2 5 7 5 3 6
PREVIOUS RPT, NO
MODIFIED YES NO EXPLAIN:
°• QUANTITY
Contract Min. l I TOTAL HOURS
SPOKANE DIVISION
(509) 535.3571 • FAX (509) 535.1267
PENINSULA DIVISION
(360) 297.8821 • FAX (360) 297.8828
DATE
CAST
a •
REVIEWED
BY - DATE
NEFTIEIG4TFrl "1 l S
NUMBER 1 � r•l
V ANA 1A:'(
0 IN CZtt L : LT G1�
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MIXING DESIGN W/C
PLANT •) tV � W 1 •\1 STRENGTH fc ^ RATIO
,C- EMMENT ( C'SE GG. FgGG. ADMIX #1 ADMIX N2 ADMIX #3
PROPORTIONS lJ Lbs. tia S ry acks /Cu. Yd. . 12 Max. abs u7 L t - ONC 7.11 SacK D Per Sack ill Per Sack
(Not Certified by P T. Lab) ` I
cF $
TRUCK 2 al TICKET M 30 1 i ( SUPER PLASYICIZED SLUMP M I IN
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ASTM TEST METHOD (AS APPLICABLE)
•I•u•pe.4••■14•
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ATTENTION: m t a,. 7-pH tv K A t� v.
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NUMBER
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EQUIPMENT IDENTIFICATION AND S/N (AS APPLICABLE)
A Division of �� a otechn c:
Con struction
QHnHrMNg • [n/Nw•Np • THIN/
- This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmit•
tat to a third party, by any means, except in full, without the written permission of Pacific Testing Laboratories, is prohibited.'
This certification attests to the accuracy of the results ob
within the defined scope of the work. Certification
other associated work or a warranty of desig
Certified Report by
Pacific Testing Laborat
FIELD CONTACT:
FR 89.2
d from the actual test performed and/or observations made
not be con� • d to represent inspection, approval or acceptance of
r worhabihty . - pacification requirements."
i
DATE
ARCHITECT
ENGINEER
DATE /
PORTLAND CS DIVISION
(503) 254.8418 • FAX (503) 252.5608
EASTSIDE DIVISION
(206) 282.0666 • FAX (206) 282.0710 (425) 485.4244 • FAX (425) 485.4611 (253) 891604 • FAX,(253) 48972f36-•—• (503) 232.7852 • FAX (503) 232.7886
TACOMA DIVISION PORTLAND FORENSICS DIVISION
t
. hAta� C F (s c? in;SYPOIRDkMvk2l£.2
REVIEWED
1�a �3E�vlo mow. ....... B
StA W A °;..` >r 9 L_t 7 %V�G.NUMB=
MODIFIED YES NO v EXPLAIN:
REPORT NUMBER FR 12 7 5 9
PREVIOUS RPT. NO.
SPOKANE DIVISION
(509) 535.3571 • FAX (509) 535.1267
PENINSULA DIVISION
(360) 297.8821 • FAX (360) 297.8029
DATE
CONTRACTOR —5- K A -3
Contract Min. I TOTAL HOURS
Chargeable Hours
astmrcniarat b!A7irg ieleffebtifeCli '
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MAR — 31998
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ASTM TEST METHOD (AS APPLICABLE)
G LABORATORIES
v-
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(Not Certified by P. T. Lab)
Cr 3�`t
EQUIPMENT IDENTIFICATION AND SIN (AS APPLICABLE)
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TACOMA DIVISION
(206) 282.0666 • FAX (206) 282 -0710 (425) 485.4244 • FAX (425) 485.4611 (253) 589.1804 • FAX (253) 589.2136
Co .
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FIELD CONTACT: DATE
CR 89.2
REVIEWED
BY
,PER
NU
COMPRESSION TEST RESULTS
MODIFIED YES NO _
'This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmit-
tal to a third party, by any means, except in full, without the written perm,ssion of Pacific Testing Laboratories, is prohibited.'
'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made
within the defined scope of the work. Certification sh. • •e construed to represent inspection, approval or acceptance of
other associated work or a warranty of design o orkability o ff• pecul cation requirements."
Certified Report by
Pacific Testing Laborato
DATE oP/M/Y
PORTLAND CS DIVISION
(503) 254.8418 • FAX (503) 252-5608
PORTLAND FORENSICS DIVISION
REPORT NUMBER CR 2 5 7 5 3 0
PREVIOUS RPT. NO
SPOKANE DIVISION
(509) 535.3571 • FAX (509) 535.1267
PENINSULA DIVISION
(503) 232.7852 • FAX (503) 232.7886 (360) 297.8821 • FAX (360) 297-8828
BY -�
CERTIFICA9 N
NUMBER [� l
ARCHITECT V S�I - s5m
ENGINEER No mzR
CONTRACTOR • ' \'A'�C Lo •
DESIGN W/C
TEMPRETE C� PLAN ��N�-v � i 2 - STRENGTH lc t .. RATIO
��/ C'SE AGG. FINE AGG. ADMIX #1 ADMIX I#2 ADMIX $3
PROPORTIONS ❑ Lbs. SO SacksICu. Yd. ❑ Lbs. Min. Max. ❑ Lbs. ❑ Per Sack LI Per Sack ❑ Per Sack
i p
TYPE OF CEMENT • SLUMP ins AIR ) T % QUANTITY 1 OF 7 Cu Yd
TRUCK v.JL TICKET ;7g9 c,Q� Li SUPER PLASTICIZED SLUMP P MIX # O
SAMPLING IN ACCORDANCE WITH MIX PROPORTIONS VERIFIED . DATE SAMPLE J �` �/
APPLICABLE CODE AND SPEC.? L BY B�ATCHING SUPERVISION RECEIVED r o
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EXPLAIN:
Contract Mir. 1 I TOTAL HOURS
Chargeable Hours
WORK CONFORMS YES VNO _.
9 - C)
SAMPLE I.D.
SIZE
AREA (SQ. IN.)
DATE TESTED
AGE AT
TEST
TE
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(206)282.0666 • FAX 12061282.0710 (425) 485.4244 • FAX (4251385.4611 (2531589.1804 • FAX (253) 589.2136
MAILING
ADDRESS
PROJECT
LOCATION
TEMP. &
WEATHER
SEATTLE DIVISION
TYPE OF CEMENT
TRUCK C e'
a
24 a &L./ I b S :1ry
ATTENTION' OAR SOOLIkikt•1
I (-1 �� 1.4c% Q 14J. itA
[53 4.o An NUMBER RD,
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v G LABORATORIES
EASTSIDE DIVISION
TICKET ;7S `( LI
EQUIPMENT IDENTIFICATION AND SIN (AS APPLICABLE)
A Division of !M a l
crM..nsv • r1"•r• • ?Ming
I
COMPRESSION TEST RESULTS
o
• SLUMP ins AIR
SUPER PLASTICIZED SLUMP
ASTM TEST METHOD (AS APPLICABLE) MODIFIED YES
'This report is provided for true information of the client only. The reproduction of this report. oy any method. and its transmit•
tal to a third party, by arty means, except in tull, without the written permission of Pacific Testing Laboratories, is prohibdea.
"This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made
within the defined stop) of tha work Certification shall not be ccnstruec to represent inspec:An approval or acceptance of
other associated work or a warranty of design or workability of me soeOil cation requirements '
Certified Report by
Pacific Testing Laboratories DATE
FIELD CONTACT: DATE
CR 89.2
ARCHITEC
ENGINEER
( REPORT NUMBER CR 2 5 7 5 3 0
PREVIOUS RPT, NO
PORTLAND CS DIVISION
(503) 254.6418 • FAX (503) 252.5608
PORTLAND FORENSICS DIVISION
(503) 232.7852 • FAX (503) 232.7886
BY h k% RA -1-R- CAST V 1 ■� t
REVIEWED �-->< \\
BY ATE
PERMI ' • RTIFICA -p
NUMB : gni O c UMBER 1 ( � -- 1 1T ` '
CONTRACTOR 'S = PA r r LO •
TEMP. E S� MIXING LL` DI 1 flt t2. STRENGTH IC `-a C) RATIO DESIGN WIC
CEMENT C'SE AGG. FINE AGG. ADMIX #1 ADMIX 02 ADMIX 03
PROPORTIONS ❑Lbs, Sacks /Cu. Yd. ❑ Lbs. L - In, Max. ❑ Lbs. Per Sack Per Sack ^ Per Sack
(Not Certified by P. T. Lab) 3/1/4i"
Nl
SAMPLING IN ACCORDANCE WITH MIX PROPORTIONS VERIFIED DATE SAMPLE I J 7 c./
APPLICABLE CODE AND SPEC ? Q BY BATCHING SUPERVISION? RECEIVED r o
POUR LOCATION AND NOTES: F c T (1.3 Sc _-r kJ. 5; 1 Ng C F V ,
� ► 'S F ** `�� 3�t C1 U� = " TV ��W�.`� Ce Kull? 2 ---c
0.5 Qi t '� A-t-�� Nktc N'f�N�C 1��� v' V I vsIZ�T''c.L� •
NO EXPLAIN:
Chargeable Hours
SPOKA P ON
(509) 535.3571 • FAX (509) 535.1267
PENINSULA DIVISION
(360) 297.8821 • FAX (360) 297.8323
C,
°o• QUANTITY 1 Cu Yd
WORK CONFORMS YES NO ..
Contract Min. I TOTAL HOURS a . ej
SAMPLE I.D.
SIZE
AREA (SQ. IN.)
DATE TESTED
AGE AT
TEST
ULTIMATE STRENGTH
CHECKED
LBS. P.S.I.
4
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PACIFIC
FEB 23MEI
SEATTLE DIVISION
(206) 282.0666 • FAX (206)282.0710
MAILING
ADDRESS
65x
CEMENT
PROPORTIONS ❑ Lbs. Sacks /Cu.Yd.
(Not Certified by P T. Lab)
.TLCAu £ Co.
34 22 'BeLV IPERE SA, J.
ATTENTION JAR • 70'K► IZ Al-St
G LABORATORIES
EASTSIDE DIVISION
(425) 485.4244 • FAX (425) 485.4611 (253) 589.1804 • FAX (253) 589.2136
PROJECT K w I L 1 ENGINEER :13 eot.L> Ta3
PURCH. ORD. ''j�� ��
LOCATION MAC. AW 1 NUMBER CONTRACTOR _ti.!! C11t NE �' at?
•
TEMP. & WEATHER Oi►FST TEMP. RETE
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A Division of
•I
MIXING
PLANT
0331 Enrioirn.nta►
1 a bchnlcal
Construction
Consulting • .Mrn•oNM • Tooting
TACOMA DIVISION , , FORENSICS DIVISION PENINSULA DIVISION
(503) 232-7852 • FAX (503) 232.7886 (360) 297.8821 • FAX (360) 297.8828
COMPRESSION TEST RESULTS
TRUCK 40 TICKET # 73 11°, 5 SUPER PLASTICIZED SLUMP
PORTLAND CS DIVISION
(503) 254-8418 • FAX (503) 252.5608
i REPOR DATE _ __
BY' .'
REVIEWED
BY
NUMBE PERMITo� r rD1 CERTIFICAT%,* _ - =q �
ME
Sl.
REPORT NUMBER CR 255711
PREVIOUS RPT. NO.
DESIGN
STRENGTH is 3047)
SPOKANE DIVISION
(509) 535.3571 • FAX (509) 535.1267
W/C
RATIO
C'SE AGG. FINE AGG. ADMIX #1 ADMIX #2 ADMIX $3
❑ Lbs. ❑ In. Max. ❑ Lbs. Li Per Sack Per Sack Per Sack
+46x4
TYPE OF CEMENT / • SLUMP 3 'I ins AIR N T,
%' QUANTITY
MIX #
SAMPLING IN ACCORDANCE WITH MIX PROPORTIONS VERIFIED DATE SAMPLE
APPLICABLE CODE AND SPEC.? yes BY BATCHING SUPERVISION? 64.0 RECEIVED
3
Cu Yd
POUR LOCATION AND NOTES: 1-0Ci T( .i ; Co RETA 4 WALL. Nio'rf % ' RE-77,,4 /.0 &
F0,77 1)G Q S/D &Jr4i I _ .4107ES : dzyJCPfe Ta Le) 4 P[A - Aey PUkp ,41u D
ittEariora /C.4cd4., Co.1.. 1� f?Esreet, ' /A Qe),O G1i' .A4AA)CE wt7'N
G rrY off `7V1 (A)/CA 4PPPoVVD 3o4,ToN SieBTC.i/E.-5 ?M 2' 7/18/97 £
9N5
ASTM TEST METHOD (AS APPLICABLE) / e../40.3 44 / es 1Z, Cia MODIFIED YES NON( EXPLAIN:
EQUIPMENT IDENTIFICATION AND S/N (AS APPLICABLE) 144 £/4 373
- This report is prowoed for the information of the client only. The reproduction 01 this report, by any method. and its transmit-
tal to a third party, by any means, except in full, without the written permission of Paoli:: Testing Laboratories, is prohibited.'
'This certification attests to the accuracy of the results Obtained from the actual lest performed and.'or observations made
within the del ned scope of the work Certification shall not be construed to represent .nspe :ton, approval or acceptance of
other associated work or a warranty of design or workabilit of the . ihcation requirements -
Certified Report by
Pacific Testing Laboratories
FIELD CONTACT: DATE
CR892
DATE 21 4/
Contract Min.
WORK CONFORMS YES ✓NO
TOTAL HOURS
Chargeable Hours
SAMPLE ID.
SIZE
AREA (SO. IN)
DKfE TESTED '" .
AGE AT
TEST
- �- ULTIMATE STRENGTH ,
OT
LBS ' P,S.I. ;
4
G "uia„
- 21 ; 2
r - PV -911
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(208) 282-0666 • FAX (206) 282 -0710 (425) 465.4244 • FAX (425) 485.4611
MAILING
ADDRESS
PROJECT
LOCATION
SEATTLE DIVISION
IAC 4 CA 1
34ZZ ='Baa.V t7>etE 4->a•W4
SE4tgTT-LE 6.104. c181?6
ATTENTION: KR • I'Drt►/ 14 �►tJ�
IWO PE.AIACS ,prr 110 K wI« PURCH. MAa ADM s NUMBER ORD.
(Not Certified by P. T. Lab) / 5 K
EASTSIDE DIVISION
TACOMA DIVISION
(253) 589-1804 • FAX (253) 589.2136
PERM
NUMB
'This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmit-
tal to a third party, by any means, except in full, without the written permission of Pacific Testing Laboratories, is prohibited'
Ibis certification attests to the accuracy of the results obtained from the actual test performed and/or observations made
within the defined scope of the work Certification shall not be construed to represent inspection, approval or acceptance of
other associated work or a warranty of design or workability of the specification requirements.'
Certified Report by
Pacific Testing Laboratories DATE
FIELD CONTACT: DATE
CR 89-2
PORTLAND CS DIVISION
(503) 254-8416 • FAX (503) 252.5608
PORTLAND FORENSICS DIVISION
(503) 232.7852 • FAX (503) 232.7886
COMPRESSION TEST RESULTS t - '
REPORT NUMBER UK L O D Ill
PREVIOUS RPT. NO
Contract Min. I TOTAL HOURS
Chargeable Hours
SPOKANE DIVISION
(509) 535.3571 • FAX (509) 535.1267
PENINSULA DIVISION
(360) 297-8821 • FAX (360)2974828
REPORii�i I��.. - -is
,.
BY. `/
REVIEWED
BY DATE
CERTIFICATi� - 7/ 5k
NUMBER r 7
ARCHITECT D SSMAII JJ�� —
ENGINEER C.
&OD 851.11
CONTRACTOR v 4 MA N6.
TEMP. ER imp CONCRETE ST TEMP.R d MIXING LO ESTrAl2 STRENGTH fc 3000 RATIO
CEMENT CSE AGG. FINE AGG. ADMIX 61 ADMIX 82 ADMIX 83
PROPORTIONS ❑ Lbs. Ot Sacks /Cu. Yd. ❑ Lbs. ❑ In. Max. ❑ Lbs Cl Per Sack 0 Per Sack ❑ Per Sack
0
4E4
TYPE OF CEMENT /4/ : SLUMP f3 ins AIR N . T. % QUANTITY Cu Yd
TRUCK S TICKET IM 75 V SUPER PLASTICIZED SLUMP /40 MIX * 3310
SAMPLING IN ACCORDANCE WITH MIX PROPORTIONS VERIFIED DATE SAMPLE
APPLICABLE CODE AND SPEC.? Yeg BY BATCHING SUPERVISION? -� RECEIVED
POUR LOCATION AND NOTES: LCCAT108 i i ( R E T 4 � IN dIt G&A Nf r i g J7 . gerothow r
FcOT/sJG & 5 _ Alo7ES : a 1CReTE LJAS p4,044sp 8%' po»P �}N
htEoi114 J it..ir4fL.c e 044.tShcdt 47 . REsTF.EL. /S /A.) QDAVeveKA4t)CS Lo ail
C/t'Y of •rjgwnr4 1q11wRoVED 2301.. .SS TTGNES 'Ab 7//9 97 £
ciA /97
ASTM TEST METHOD (AS APPLICABLE) e1/, ei41.3 d41 G/i MODIFIED YES _ NON( EXPLAIN:
EQUIPMENT IDENTIFICATION AND SIN (AS APPLICABLE) RA 4
WORK CONFORMS YES = NO
SAMPLE I.D.
SIZE
AREA (SQ. IN.)
DATE TESTED
AGE AT
TEST
ULTIMATE STRENGTH
CHECKED
LBS. P.S.I.
A
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OFF
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FEB 2 3 1998
,1 r
PACIAL-1' sI N
SEATTLE DIVISION
(206) 282.0666 • FAX (206) 282.0710
MAILING
ADDRESS
PROJECT
LOCATION
3 as Lv .CZ-f S W.
S�r� - 1L t („\ `
ATTENTION m 2 • J N� 1� N'N
1 N4-W O . AM kuKvsni
I S 3,4 0 mAc.At Awlvb•S PURCH. ORD.
NUMBER
TEMP. CONCRETE
WEATHER S Vl/ < TEMP.
CEMENT SK
PROPORTIONS 1=1Lbs. OSacks /Cu. Yd.
(Not Certified by P. T. Lab)
5
TYPE OF CEMENT
SAMPLING IN ACCORDANCE WITH
APPLICABLE CODE AND SPEC ?
ASTM TEST METHOD (AS APPLICABLE)
LABORATORIES
EASTSIDE DIVISION
(425) 485.4244 • FAX (4251 465.4611 (253) 589.1804 • FAX (253) 589.2136 (503) 232.7852 • FAX (503) 232.7886
7 .
C•SE AGG. FINE AGG.
ADMIX Ni ADMIX #2 ADMIX k3
Lbs
Q. Catrmax. Ef � Lb Fc -b(-s. t EFer Seek V 1) El Per Sack Li Per Sack
Ii aO 21 -t" 1Co s 5-64 NE,A-
33/y
i ns AIR �T
;SLUMP
EQUIPMENT IDENTIFICATION AND S/N (AS APPLICABLE)
A Division of � f G•o E"""°' ':
Construction
Consulting • [MI ,w n • 11.1M/
- This report is provided for the information of the client only. The reproduction of this report, by arty method, and its transmit.
tal to a third party, by any means, except in full, without the written permission of Pacific Testing Laboratories. i5 prohibited.'
This certification attests to the accuracy of the results fined from the actual test performed and/or observations made
within the defined scope of the work. Certihcatio not be construed to represent inspection. approval or acceptance of
other associated work or a warranty of desi r workability of • . •: cibcation requirements'
Certified Report b
Pacific Testing Laborat
FIELD CONTACT: DATE
CR 89.2
PORTLAND CS DIVISION
(503) 254-8418 • FAX (503) 252.5608
TACOMA DIVISION PORTLAND FORENSICS DIVISION
PER
NUM
COMPRESSION TEST RESULTS
DATE 21 :2/9
BY y \ AST
C
REVIEWED
RV L.J q
MODIFIED YES NO EXPLAIN:
Contract Min.
REPORT NUMBER CR 2 5 715 0
PREVIOUS APT. NO
�.k A►.IF ,
SPOKANE DIVISION
(509) 535.3571 • FAX (509) 535.1267
PENINSULA DIVISION
(360) 297.8821 • FAX (360) 297.8828
►J ASS
DATE
CERTIFICAi�yla� 71s 9Y
NUMBER ( l/
ARCHITECT
ENGINEER U (ERR OL'COt,1
CONTRACTOR
MIXING LO S
PLANT ST YAK— STRENGTH lc 3°C RATIO
%. QUANTITY 9 , 0 F Cu Yd
TRUCK _ ____ TICKET # ' 1 S e l 10 SUPER PLASTICIZED SLUMP MIX # S 1 6
MIX PROPORTIONS VERIFIED DATE SAMPLE
BY BATCHING SUPERVISIONS , RECEIVED
POUR LOCATION AflIOTES• R9 1 A 1 N L W LL `W / cOCLNc cz- Zk1 37" l V
."6LflL 4`�S 1 ��L 1�1 LIP '4 k- \tom CbW\. L Av.) r 4 5l�
� � � �� L - t 3 c �,� � �� Z_') v -T
`\ C ( p
WORK CONFORMS YES NO _
TOTAL HOURS
Chargeable Hours
SAMPLE I.D.
SIZE
AREA (SQ. IN.)
DATE TESTED
AGE AT
TEST
ULTIMATE STRENGTH
CHECKED
LBS. P.S.I.
A „'
24 . E
t 1 a3
e l
/
3 3 t o
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LABORATORIES
MAILING
ADDRESS
PROJECT
LOCATION
SEATTLE DIVISION
EASTSIDE DIVISION
Sw.
u N ik
ATTENTION: A '■ 3 L`
kiC ?MKS 0 ‘UK111►t. A
IS 3' M
C+ ! I1r1LAD AWlVp„S PURCH. ORD.
'TtJK�tL_1>, 6NUMBER
TEMP.B CONCRETE
WEATHER S N Wiz TEMP.
ASTM TEST METHOD (AS APPLICABLE)
EQUIPMENT IDENTIFICATION AND S/N (AS APPLICABLE)
A Division of ffEl
Conatimetion
____ _ • Meen...q • TIMM.
MIXING
PLANT
TACOMA DIVISION
(206) 282-0666 • FAX (206) 282 -0710 (425) 485-4244 • FAX (425) 485-4611 (253) 589-1804 • FAX (253) 589.2136
PORTLAND CS DIVISION
(503) 254-8118 • FAX (503) 252.5608
PORTLAND FORENSICS DIVISION
(503) 232-7852 • FAX (503) 232.7886
REPO matt tR g
REVIEWED
BY
- COMPRESSION TEST RESULTS
Loutst
'This report is provided for the information of the client only. The reproduction of this report, by any method. and its transmit-
tal to a third party, by any means. except in full, without the written permission of Pacific Testing Laboratories. is prohibited.'
'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made
wMn the defined scope of Ma work. Certification shall not be construed to represent inspection. approval or acceptance of
other associated work or • warranty at design or workability of the spoof cation requirements'
Certified Report by
Pacific Testing Laboratories DATE
FIELD CONTACT: DATE
CR 89-2
REPORT NUMBER CR 2 5 715 0
. RPT. NO
SPOKANE DIVISION
(509) 535-3571 • FAX (509) 535 -1267
PENINSULA DIVISION
(360) 297-8821 • FAX (360) 297-8828
DATE
NUM: R • CERTIFICATV IS 9 y
PERM
NIiMBER
ARCHITECT LSS1\A aTSSOC.
ENGINEER A'ttRc u Lo
CONTRACTOR kiiha t' Co 7
DESIGN
STRENGTH Ic
'3000 RA-no
, CEMENT (o SK CSE AGG. FII ADMIX 61 ADMIX 12 ADMIX 63
PROPORTIONS CJLbs. gSacks /Cu. Yd. 2ttbs. ax. [Th g _ t O (I Eimer Seek' v 6 ❑ Per Sack ❑ Per Sack
(Not Certified by R T. Lab)
5�� 11 '34 4 13(0S 5 t.P
6.
TYPE OF CEMENT `.1 ; SLUMP 3 34.4 s ins AIR V.111— %; QUANTITY 9 'O F 14 1 Cu Yd.
TRUCK 6 ( TICKET / .5 1 0-3 SUPER PLASTICIZED SLUMP l IN' MIX # 331 b
SAMPLING IN ACCORDANCE WITH L P- MIX PROPORTIONS VERIFIED DATE SAMPLE
APPLICABLE CODE AND SPEC ? BY BATCHING SUPERVISION? , RECEIVED
POUR LOCATION A OTES• R % A \ 1 --.1 N h (x > L.L G.. WI,/ COrt ?_ INC- Zk cZt -r 10 LI
\D6. ti (ST L2 -1,._ lN ?lrPCt ' tJZ) \N' (bvV■ isb L1 1Ati1c.0 wv
Z t.7). tAl!- V►. S , C_Dt- LI -1 Tt._ u \,J L 1A C•C- pr.,ci)
\tt v,Ik C 1 V 'tc( 1LV , 5 &At 1-6o peetb au -1A.- -yn �•,AD
MODIFIED YES ._ NO _ EXPLAIN:
WORK CONFORMS YES = NO
Contract Min.
TOTAL HOURS
Chargeable Hours
.0
SAMPLE I.U.
SIZE
AREA (SQ. IN.)
DATE TESTED
AGE AT
TEST
ULTIMATE STRENGTH
CHECKED
LBS. P.S.I.
N
CXVa_
2 g,z- i
I lac. 19
10
Jvzro
3e,o
3
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28 )
4 30
a to
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tti
LOCATION
SEATTLE DIVISION
CEMENT
TYPE OF CEMENT
NG LABO
rP T'
I ' ABORATORIF.S
EASTSIDE DIVISION
Yud
(206) 282.0666 • FAX (206) 282 -0710 (425) 485.4244 • FAX (425) 485.4611
A Division of
.S, k>a...1t Co .
ADDRE 3 ?ILL - S
SEPhTCl4 wA. RQ(c
ATTENTION: (V 9.. 4 E
RCTIAnr.�t,N
PROJECT �E P f fait ,AT w..s �W AL'— r (
( y MALE>Dratk C S RD.
BER
C'SE AGG.
PROPORTIONS ' Lbs. arsacks /Cu. Yd. 0 bs. Dir. Max.
(Not Certified by P. T. Lab) S(° `{
EQUIPMENT IDENTIFICATION AND SIN (AS APPLICABLE)
'SLUMP
FIELD CONTACT: / DATE
CR 89.2
• EnvMtoerrrnb
Gaotachnical
Construction
Consulting • Engineering • Testing
i. I ._
PORTLAND CS DIVISION
(503) 254.8418 • FAX (503) 252.5608
Ir, r
TACOMA DIVISION r', . .PORTLAND FORENSICS DIVISION
(253) 589.1804 • FAX (253) 589.2136 (503) 232.7852 • FAX (503) 232.7886
l93c1 i y l:Sp
ins AIR
FINE AGG.
c�Lbs. 3Lb ( l
REVIEWED
BY
PERMI
NUMB)
COMPRESSION TEST RESULTS
ASTM TEST METHOD (AS APPLICABLE) MODIFIED YES
'This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmit-
tal to a third party. by any means, except in lull, without the written remission of Pacific Testing Laboratories, is prohibited.'
- This certification attests to the accuracy of the results obtameo lr :n the actual test performed ancl'Or observations made
within me defined scope of the work. Certification shall r- : ccnstr represent ■nspe:tion, approval or acceptance of
other associated work or a warranty of design or w ability Of in i ication reeuirem ts'
Certified Report by
Pacific Testing Laboratori
DATE ____ _8
,+r +•.'I �vM't4M1lMMriM1 aY'1rfl�k_
BY
8 691 NUMBERAIta - 7/59
S
NV-3 c . Pce o C •
ENGINEER Altiz•oL.') F��frT� IJ
ARCHITECT
U
CONTRACTOR V
. k PA.35 C� .
t0..'A *vx <••rcagP sX ,rtx- R'.w ;r•;:.!ri ^i+aJ?3Ttlii;V tliillir ,"
DATE
CAS
�( I
DA AO/
REPORT NUMBER CR 257143
-I PREVIOUS RPT. NO.
SPOKANE DIVISION
(509) 535.3571 • FAX (509) 535.1267
PENINSULA DIVISION
(360) 297.8821 • FAX (360) 297.8828
DESIGN
TEMP. & {� , S W\AI IZSTEMpBETE /_S ' MIXING
PLANT ST �� STRENGTH fc � RATIO
WEATHER (O'S NT
ADMIX Al
LI Per Sack
N�W
NO EXPLAIN:
ADMIX #2
LI Per Sack
'6 QUANTITY
9
TRUCK C'g TICKET # 7 ( (7 -aD SUPER PLASTICIZED SLUMP `tPt MIX # 300
Ccnlract Min. TOTAL HOURS 3,
Chargeable Hours
ADMIX #3
L! Per Sack
SAMPLING IN ACCORDANCE WITH MIX PROPORTIONS VERIFIED DATE MPLE
APPLICABLE CODE AND SPEC o y t� BY BATCHING SUPERVISION? RECEIVED
POUR LOCATION AND NOTES' t1f---t-MA--) i 1-% l Lx-) ILL ST Al'itk•v k..t -L W P LL FT LZ (�J v ,,(
cmt_otcL of LX SIST tw_,L -, ZLDr,> 'Rt's —r i2L tN'- Pt..i>c.0 iinst, tv, co,%P�tviNc. E_
W t T 0 • T I P t -OV t_n RAC i 3 Ls . (0 ► J C.CL.'t_Tt p,, w...�n C,O 1' .% ‘D , 44.1_ 44.1 D
Fr_ mafta ic..�- ∎,I..../ v ∎bCt-1(a- S . l
WORK CONFORMS YES". NO
Cu Yd
SAMPLE I.D.
SIZE
AREA (SQ. IN.)
DATE TESTED
AGE AT
TEST
LTIMATE STRENGTH
CHECKED
LBSU. P.S.I.
A
Coxa
2- 8•2",
1 1 i'1
'to
/oz
34, / 0
10
t2)
a ho
d
t.
i
C.
1
0
afro o
a ia
3S
�6
10 R
HOURS
MILE.
AGE
COST CODE
ON
OFF
RT
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o
t.
i
o
!
0
i1 :3C
3S
�6
�u
(206) 282 -0666 • FAX (206) 282 -0710 (425)485-4244* FAX (425) 485.4611
MAILING
ADDRESS
PROJECT
S PURCH. ORD.
LOCATION I • bA ' . ` .NUMBER
TRUCK
SEATTLE DIVISION
k ay.s t` i Co .
3'-4Q s t�s:Lv,, z L SW
ATTENTION. Mit. 7.)cAkw 4t
1 NE.Pf Nak �TTU -�IL 1 `W
TEMP.& L {s ' ` CONCRETE
WEATHER
�w1ZSTEMP.
r� C'SE AGG. FINE AGG.
PROPORTIONS ErLbs. �.1Sacks /Cu. Yd. �s. 01 Erbs. �
(Not Certified by P. T. Lab) S( ` 1
CEMENT
1 1 "
TYPE OF CEMENT • SLUMP a ins AIR
C a C I TICKET N 7(0 l °D-
SAMPLING IN ACCORDANCE WITH MIX PROPORTIONS VERIFIED t . _
APPLICABLE CODE AND SPEC ? BY BATCHING SUPERVISION? [�
POUR LOCATION AND NOTES _ tTPA t t>; 6 Lo LL ST Al (mo 1,1w
• I,.)t(— 6F- LMT %J LIP L t TEt.L tN - • LACC
W
IT N A f) P toV t ) RAC \N bS
ASTM TEST METHOD (AS APPLICABLE)
EQUIPMENT IDENTIFICATION AND SIN (AS APPLICABLE)
'This report is provided for the information of the client only. The reproduction of this report, by any method. and its transmit-
tal to a third party, by any means, except in full, without the wrinen permission of Pacific Testing Laboratories, is prohibited.'
'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made
within the defined scope of the work. Certification shall . • constr represent inspection, approval or acceptance of
n 0.�
other associated work or a warranty of design or w• ability of I cation requiem ts.
Certified Report by
Pacific Testing Laboratori • - � /w���� DATE
FIELD CONTACT:
CR 89-2
LABORATORIES
EASTSIOE DIVISION
(9S
19 39 3i ti s 13a S
SUPER PLASTICIZED SLUMP
A Division of Ma..t.chnical
a.n.f.rac8ten
c•owmg•I L 't •TM•k".
TACOMA DIVISION
(253) 589.1804 • FAX (253) 589.2136
COMPRESSION TEST RESULTS
MIXING Lo ST Mt-
PLANT
DATE
PORTLAND CS DIVISION ;
(503) 254.8418 • FAX (503) 252.56011
PORTLAND FORENSICS DIVISION
(503) 232.7852 • FAX (503) 232.7886
REPORT NUMBER CR 257143
PREVIOUS RPT. NO
..SPOKANE DIVISION
509) 535.3571 • FAX (509) 535.1267
PENINSULA DIVISION
297.8821 • FAX (360) 297.6828
BY \' ► 0044M S AT 1 f 11118
REVIEWED
BY DATE X
CERTIEICATE 79 5/ / %
NUMBER , (a ! /
PERMIT
NUMBE \ '
ARCHITECT t<V SS MAID . rtgS0 C •
ENGINEER b AR•VC)Lb Nt)LTCt N
CONTRACTOR V •
ADMIX N1 ADMIX 62 ADMIX 63
0 Per Sack 0 Per Sack ❑ Per Sack '
DESIGN WIC
STRENGTH fc row RATIO
MODIFIED YES ._ NO _ EXPLAIN:
%. QUANTITY
MIX it
300
Cu Yd
DATE SAMPLE
RECEIVED
(a !J C tL-t_n t u vet cif 1-►.1 44-lb
L C E.
WORK CONFORMS YES _ NO
Contract Min. TOTAL HOURS L 3,
Chargeable Hours
C
...
'/02/1990 16:15
/?
•
• ‘; , r• : 0 '' ''• 4 .
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42556211(:
••:•t
DARROLD E. BOLTON
Consulting Engineer
•
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DARROLD E BOLTOr
jos 511A/SWALe 1 </DIS.0
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NECAID
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STRUCTURAL NOTES
Governing Code: Uniform Building Code, 1994. Edition
3. Concrete:
Concrete shall have ultimate 28 day strength as follows:
Slab on grade - F'c = 2,000 PSI
14" and 12" Round Columns - F'c = 4,000 PSI
All other concrete - F'c = 3,000 PSI
EIV ,`'DEC ► 1 7997
?ME PEAKS AT EUKWILA
MAIMING WALLS
1. Design Loads:
Apt. Floors 40 PSF
Recreation Area 100 PSF
Stairways 100 PSF
Corridors 100 PSF
Parking Level 50 PSF or 2,000 Lb. Concentrated load
Snow 25 PSF
Basic Wind Speed 80 MPH Exposure B
Equiv. Fluid Pressure 35 LBS /CF + 100 PSF
Seismic Zone 3
2. Soil and Founds ' Qn� Data:
A. o tfoundation is based on the Geotechnical Engineering Study
performed' by OeoTech :Consultants dated May 13; .1994, report number
.3N94076. All construction to be made in accordance with this report and is
• ' a part of the construction requirements. Ats. SufPLEMEM7AL
Re.f•xra. �Areu.. aor.. ;4,►9gt4:..N.a: - 2c. zz, i1.95
•
All footings shall bear on original firm undisturbed native soil.
Prior to construction, the adequacy of all foundation soils, shall be verified
by a soils engineer. Unsuitable material, including debris, vegetation,
existing fill, organic matter or deleterious materials shall be removed from
all area which support foundations, floor slabs, sidewalks, driveways and
parking areas.
D. Exterior footings shall extend to a minimum depth of 18" below finish
grade. Allowable soil bearing pressure = 3,000 PSF.
CITY OF TUKWNILA
P,"; 7'('VED
LIL 1 199'
, LI)
•
. '(VISION
All concrete exposed to weather shall be air - entrained with an air - entraining agent
conforming to U.B.C. Standard 26 -9. The amount shall be 5% by volume for 3/4"
max. aggregate size.
4. Reinforcing Steel:
ASTM A615, No. 4 bars and larger to be grade 60; No. 3 bars to be grade 40. Lap
bars 30 diameters Min. Reinforcing shall be continuous around all corners and
intersections.
5. Special inspection coslosaing to Section 1701.5, 1994 USC shall
be provided by the owner for coscsete and placement of reinforcing
steel.
4.,
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PAGE 5 OF
COMP -.1i 0 DATE
,,, ....... .....
DARROLD E. BOLTON ( 44//46i 1441-4
CONSULTING ENGINEER
7 CKD
DATE
DARROLD E. BOL
Consulting Engine&
RECEIVED NOV 2 5 1997
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SCALE
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61-/A RD AP4IL
DIMES 49 /2 7
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SEP 2 3 1997
_ • PERMIT CENTER
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DMA /,c/ /ive;
/5 4G, /cit L - 7 ,vD
To ii4L4 /Y7 ?(75
- "O 1'►!g�P f>�. s
........ ...............................
RECEIVED
CITY OF TUKWILA.....
t I
DARROLD E. BOLTr'
CONSULTING ENGINE c
. " %,4' 'e ``TA /.</ /�c%. �il//4LL
jos 5crovs�' .P.
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COMP. 4' DATE CKD DATE
PAGE 33c OF
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G EOTEC I'•I
CONSULTANTS, INC.
13256 N.E. 20th St. iNortimp Way), Suite 16
E, , .I c11wuR, WA 11$003
(200) 747a010
PAX 7478501
RSA Associates Limited Partnership
Go M.S. Cavoad Company, Inc.
4739 University Way Northeast, Suite 1607
Seattle, Washington 96105
Attention: Mark Goldberg
Dear Mr. Goldberg:
1.111116•111111111111•11211 r ..- ....,
RECEIVE, :: z 194'4--
Subject: Geotechnical Engineering Considerations
Proposed Sunshine Ridge Condominiums
Macadam Road
Tukwila, Washington /6340 f' cw
December 22, 1996
11
JN 94078
On May 13, 1994, we completed a geotechnical engineering report, which included six test pits,
for the proposed project. However, the project plans changed after the test pits were excavated,
and excavation depths for the project now exceed the maximum depths of the six original test pits.
Our report recommends additional explorations if deep project excavations are proposed.
Recently, the City of Tukwila required additional explorations, and shortly thereafter we returned to
the site to observe the excavation of additional test pits. This letter mostly addresses geotechnlcal
engineering considerations for temporary cut slopes based on soil Information from all of the test
pits. Other geotechnical information is also Included In this letter. In addition to this letter and our
geotechnical engineering report, we also provided a letter dated November 14, 1995 that
addresses the concerns the City of Tukwila raised.
On December 4, 1995, a senior engineer from our office met with you on the site to observe the
excavation of three additional test pits. The test pits were excavated with a track -hoe near the
site's southeastern corner, northeastern corner, and about 120 feet west of the northeastern
corner. The proposed excavation depth in the northeastern corner is approximately 18 feet, and
the test pit In that area was excavated to about 17 feet. The other two test pits were excavated to
about 10 feet, as the excavation depths In these areas are less than the excavation depth in the
northeastern corner. In the southeastern corner, the test pit revealed approximately 1 foot of
loose fill over medium - dense, native, gravelly, silty sand. In the northeastern test pit, the
uppermost soil consisted of 2 feet of loose fill over gravelly, silty sand that was medium -dense at
the top and became dense with depth. Under the gravelly, silty sand, sandy silt was found at a
depth of about 12 feet. Heavy groundwater seepage was encountered at the silty sand and sandy
slit interface. In the test pit on the northern side of the site, we encountered loose fill over
medium -dense to dense, gravelly, silty sand.
17.-Z3Z
RBA Associates Limited Pemrship
December 22, 1995
JN 94070
Page 2
Following our exploration, we had numerous conversations with Mr. Goldberg and the project
Architect, Lyle Kussman, regarding the temporary cut slopes. Based on our conversations, Mr.
Kussman designed the project to avoid shoring on the eastern side of the project. We reviewed
Sheets Al, A18, and A19 of the project plans dated December 15, 1995. These plans Include
numerous cross sections of the proposed excavation.
CONCLUSIONS 6ND RECOMMENDATIONa
In general, the soil conditions we observed in the recent test pits were very similar to conditions In
our earlier test pits. Temporary cuts of 1:1 (Horizontal:Vertical) are suitable for the project. Each
1:1 (H:V) cut should extend continuously between Its top and bottom; no near - vertical cut should
be made at the base. Based on the December 15 plans, It appears that temporary cuts of 1:1
(H:V) can be made within the property lines.
Significant groundwater was observed in one of the recent test pits, and therefore seepage from
the temporary cut slopes Is likely. If any caving occurs due to the seepage, the caving area
should be armored using 2- to 4 -Inch quarry spells. In addition, we recommend that at least four
concrete ecology blocks be available on the site during excavation in case some Instability occurs
In the Cut slopes. Additional blocks may be needed, and they should be available within eight
working hours.
We understand that on -site soil wilt be used as backfill where possible. Most of the soil
encountered in the test pits consisted of silty and slightly silty sand. Because of the silt content,
we recommend that the backfill within at least 18 inches of the building foundation walls consist of
washed rock. The washed rock should be separated from the silty backfill with a non - woven,
geotextlle filter fabric, as noted in the Drainage section of our geotechnical engineering report.
The silty and slightly silty sand was generally above its optimum moisture content during our
recent test pit excavation, although some of the less silty material was near Its optimum moisture
level. Soil used as structural fill should be at, or near, its optimum moisture condition in order to
be adequately compacted. We understand that the owner wishes to utilize structural fill beneath
footings on the building's southem edge, and that the use of the on -site sand as structural fill is
desired. It is our opinion that unless most of the sand can be dried somewhat, it will likely be too
wet to achieve compaction recommendations under footings. (These recommendations are given
in the OeneraI earthwork and Structgr F111 section of our geotechnical engineering report.)
Drying could be done by aeration during warm weather or by the addition of kiln dust. The on -site
sand is likely suitable to use as fill beneath the slab, but some drying may be needed If the sand Is
very wet.
01.:OT iCIl CONSULTANTS, INC.
1:
DRWAIRFicv
cc: au !loch Construction - George Bu lloch
Kussman and Associates - Lyle Kussman
. Roben P.E.
Senior Geotechnical Engineer
ixo)
4 ".r ' viaafi
riireincs 6 / 17 /41-4 I
James A. Finley, R., ir.E:
Principal
KAsidelatet Limited po....
‘iioarobir 22,11905 ,
If you have any questions gd' the recommendations presented in this letter or If we can be
o f further service, please do not hesitate to contact us.
Respectfully submitted,
• . •
GE. CONSULT t1TS, INC.
L.
`.
OgOTZCIICONSI/1.TANTS, INC.
I
." .
•
GEOTECH
CONSULTANTS, INC.
• )13256 N.E. 20th St. (No,thup Way), Suite 16
Bellevue, WA 98005
(206) 7475618
FAX 747.8561
Attention: Mark Goldberg
Dear Mr. Goldberg:
c
RSA Associates Limited Partnership
c/o M.S. Cavoad Company Incorporated
4739 University Way Northeast, Suite 1607
Seattle, Washington 98105
Subject Response to City of Tukwila Memorandum 11 -4 =94
Proposed Sunshine Ridge Condominiums
Tukwila, Washington .
Project Number L94 -0077
RECEIVED DEC 1 1 1897
FkCEIVED NOV 1 6 199i
November 14, 1994
JN 94076
FILE
/31/-0 nuete-daiwgi-J
This letter Is In response to a memorandum from Phil Fraser of the City of Tukwila, dated
November 4, 1994, that requested additional geotechnical information regarding the
Sunshine Ridge site.
On November 10,:•1994,.the project architect, Kussman and Associates, provided us with
preliminary plans for the project. . We were provided with Sheet A1, dated November 7,
1994, and site grading and cross section plans, dated November 9, 1994. Most of the
questions contained In the City of Tukwila memorandum are answered by the plans recently
provided to us. In response to the city's letter, the following comments are made.
1. The architectural plan and profile indicated the proposed cuts and fills to be
made on the project.
2. Rockeries of 4 feet or less are planned for the project, consistent with the city's
4-foot maximum criteria.
3. As illustrated on Section G -2, maximum cuts will be on the order of 18 to 20 feet.
The plans show the proposed cuts.
4. The plans depict project profiles from McAdam Road to the top of the
development.
5. Soldier pile wail construction Is not required. Based on the plans available to us,
it Is apparent that a 1:1 (Horizontal:Vertical) slope can be excavated within the
property lines.
Dev-outo
•
6. It Is our understanding that OSHA and VVISHA regulations allow a 4-foot vertical
• cut without bracing.
7. No significant groundwater is anticipated during this project, as there Is no
• seepage along McAdam 'Road, which is lower than the proposed development.
However, foundation drains are required and should discharge Into the storm
•water system.
IL Standard temporary erosion techniques may be utilized on this project. These
• techniques Include covering all cut slopes with plastic in wet weather,
constructing a silt fence along the base of the slope near McAdam Road;
providing an entrance apron. of quarry spells to reduce siltation on the roadway;
and utilizing a temporary detention system as determined by the project civil
engineer. The proposed construction schedule remains unknown, but it is our
opinion that the site may be developed in any weather conditions, If the
mentioned erosion control procedures are followed. In very wet weather, it may
be necessary to also protect the foundation bearing surfaces by placing a layer
of lean mix concrete or crushed rock in the bottom of the excavation. It is
•Impractical and unnecessary to phase the project construction.
The project design has changed since the preparation of our report, dated May 13, 1994,
eliminating the need for large cuts near the property Inc. l It is our opinion that the cuts may
now be made at a 1:1 (Horizontal:Vertical) inclination. It may be necessary to rebuild the
existing rockery on the eastern side of the project where it encroaches on the property line
and a retaining wail Is below it (see Section G-2).
The preliminary plans we reviewed are in conformance with our recommendations. If you
have any additional questions, or if we can be of further service, please do not hesitate to
contact us.
RSA ASSOciatel. Unified Partnership.
November 14, 1994
JRF:jcv
•
cc: Kussman and Associates Architects
GEOTECH CONSULTANTS. INC.
Respectfully Submitted,
GEOTECH CONSULTANTS, INC.
Aod
James R. Finley, Jr., P.E.
Principal
JN 94076
Page 2
t. RECEIVED DEC 1 11
GEOTECH
.... CONSULTANTS, INC.
13256 N.E. 20th St. (Northup Way), Suite 16
Bellevue, WA 98005
(206) 7475618
FAX 747.8561
RSA Associates Umited Partnership
c/o The M.S. Cavoad Company, Inc.
4739 University Way Northeast, Suite 1607
Seattle, Washington 98105
.iKV'��
t ylliri
Subject: Geotechnical Engineering Study
Proposed Sunshine Ridge Condominiums
Macadam Road near 57th Avenue South .. _. • •'
• Tukwila, Washington ) t / '
Dear Mr. Goldberg:
Attention: Mark Goldberg
Respectfully submitted,
TECH C • NS ' LTANTS, INC.
D. • obert Ward, P.E.
Senior Engineer
RECEIVED MAY 1 8 1994
May 13, 1994
•
JN 94076
We are pleased to present this geotechnicai engineering report for the proposed apartment
development to be constructed in Tukwila, Washington. The scope of our work consisted
of exploring site surface and subsurface conditions and then developing this report to
provide design criteria for foundations, retaining walls, and temporary shoring and
recommendations for general earthwork. You authorized our work by accepting our •
proposal, P -3226, dated February 8, 1994. We had earlier provided a summary memoranda
on our preliminary findings and recommendations dated March 17, 1994.
The subsurface conditions of the proposed building site were explored with six test pits that
encountered some surficial, unenglneered fill soils, underlain by native sand soils that
became medium -dense to dense at depths of approximately 3 to 7 feet. These sand soils
are suitable to support the proposed building loads using conventional footings. Cuts up to
approximately 22 feet are proposed on the north and east sides of the site. Because of
developments on the adjacent property near these areas, we recommend that temporary
cuts no steeper than 1.25:1 (H:V) be made in those areas. It appears that some temporary
shoring may be required.
The attached report contains a discussion of the study and our recommendations. Please
contact us if there are any questions regarding this report, or if we can be of further
assistance during the design and construction phases of this project.
A
D6r7-0526
• Surface
GEOTECHNICAL ENGINEERING STUDY
PROPOSED SUNSHINE RIDGE CONDOMINIUMS
MACADAM ROAD
TUKWILA, WASHINGTON
This report presents the findings and recommendations of our geotechnical engineering
study for the site of the proposed condominiums in Tukwila, Washington. The general
location of the site Is illustrated on the Vicinity Map, Plate 1.
Following our explorations, we were provided with a topography map and site plan, dated
April 29, 1994 and developed by Kussman Associates. Based on these plans and conver-
sations with Lyle Kussman, we anticipate that the development will consist of two, three -
story, condominium buildings constructed over a parking garage. The parking garage will
be located approximately 20 feet from the north and east property lines, and approximately
30 feet from the south and west property lines. The finish floor elevation of the garage varies
from approximately 107.3 feet to 118.2 feet, and thus cuts for the garage vary from
approximately 4 to 22 feet. Some small rockeries are proposed on the southern slope of the
site below the buildings. A driveway will extend along the west edge of the building from
Macadam Road. Cuts up to 6 feet and fills of a few feet are proposed for it.
Development of the property is in the planning stage, and detailed plans were not made
available to us. The plans provided to us indicated the topography and directly adjacent
features, and the proposed driveway and first floor building locations.
SITE CONDITIONS
The 1 -acre, nearly rectangular tract is located on the north side of Macadam Road in
Tukwila. It is just north of Southcenter Mall, near the intersection of Interstate 5 and Inter-
state 405. The topography of the site and surrounding area slopes moderately downward to
the south and west; the area is the southwest corner of a large hillside. The north and east
edges of the site are flat, and it is apparent that this is due to past grading for an adjacent
apartment complex. We did not observe any surficial indication of soil instability on the site
slopes.
The construction of Macadam road has resulted In relatively steep cuts In the road
right -of -way adjacent to the south side of the site. Near the southwest corner of the site,
however, the road grade Is near the grade of the site. Blackberry vines generally cover the
undeveloped property. In addition to the noted apartments on the north and east sides of
the site, a condominium complex is located on the west side.
GROUCH CONSULTANTS, INC.
RSA Associates Limited Partnership
May 13, 1994
Subsurface
Groundwater
OBO1ECII CONSUI: PAMs, INC.
JN 94076
Page 2
The subsurface conditions were explored by excavating six test pits at the approximate
locations shown on the Site Exploration Plan, Plate 2. The field exploration program was
based upon the proposed construction and required design criteria, the site topography and
access, the subsurface conditions revealed during excavation, the scope of work outlined in
our proposal, and the time and budget constraints: In addition, we had not received a
detailed site plan prior to our explorations, and it was not apparent where the northern and
eastern property lines were located because of the apartment building development. Once
we received the detailed plan, we realized that our test pits were only excavated to within
about 50 feet of the north and east property lines.
The test pits were excavated on March 2, 1994 with a rubber -tired backhoe. A geotechnical
engineer from our staff observed the excavation process, logged the test pits, and obtained
representative samples of the soils encountered. 'Grab' samples of selected subsurface
soils were collected from the backhoe bucket. The Test Pit Logs are attached to this report
as Plates 3 through 5.
The uppermost soil unit in a portion of the test pits consists of a relatively shallow layer of
unengineered fill. It is probable that fill soil is on the north and east sides of the site due to
the apartment complex grading. The native soils generally consist of a loose to. medium-
dense, gravelly silty sand that becomes denser and less silty with depth. We encountered
the sand to a maximum explored depth of 13 feet.
The final logs represent our interpretations of the field logs and laboratory tests. The stratifi-
cation lines on the logs represent the approximate boundaries between soil types at the ex-
ploration locations. The actual transition between soil types may be gradual, and subsurface
conditions can vary between exploration locations. The logs provide specific subsurface
information only at the locations tested. The relative densities and moisture descriptions
Indicated on the test pit logs are interpretive descriptions based on the conditions observed
during excavation.
Compaction of backfill was not In the scope of our services. Loose soils will therefore be
found in the area of the test pits. If this presents a problem, the backfill will need to be
removed and replaced with structural fill during construction.
Groundwater seepage was observed at a depth of 5 to 10 feet in two of the test pits. The
test pits were left open for only a short time period, and therefore the seepage levels on the
logs represent the location of transient water seepage and may not indicate the static
General
RSA Associates Limited Partnership
May 13, 1994
groundwater level. It should be noted that groundwater levels vary seasonally with rainfall
and other factors.
CONCLUSIONS ANDEGQMMENDAUQNS
The test pits encountered sand soils that became medium -dense to dense at depths of
approximately 3 to 7 feet below the ground surface. The building loads can be supported
on these soils with the use of conventional footings. However, a major geotechnical engi-
neering consideration for this project are the large cuts on the north and east sides of the
site. Because of adjacent buildings and rockeries in these areas, we recommend that any
temporary cuts be sloped no steeper than 1.25:1 (Horizontal:Vertical). A temporary cut
slope would encroach on the property lines. Where temporary cut slopes cannot be made
within the property lines, it will be necessary to obtain slope easements from the adjacent
property owners. If these easements cannot be obtained or if there are utilities or structures
that would be affected, we recommend the temporary slopes be retained with wood - lagged,
steel - column shoring. In addition, we recommend that the footings of the northern and
eastern foundation walls be L- shaped so they will not widen the cut area outside the
6uildlna envelope. — If temporary shoring is required, we recommend that further exploration
be conducted, including drilling two test borings to the anticipated depth of the soldier piles.
We understand that some rockeries are proposed on the slope at the south portion of the
site, If fill soils are used in conjunction with the rockeries, they should be compacted in level
lifts. However, if the rockeries are greater than 4 feet in height, the fill should be reinforced
with a geogrid material as the compaction proceeds.
Some moderately steep slopes presently exist on the site. Some of these slopes were
created by unengineered fill soils, and there is thus a small potential for shallow soil
movement. However, the fill areas will be retained with foundation walls or regraded during
construction, and thus the post - construction potential for soil movement will be lessened.
Also, the potential for any shallow soil movement on the post - construction, southern portion
of the site will be small if the recommendations in this report are followed.
When we provided our proposal for this geotechnical engineering study, Geotech Consult-
ants, Inc. was not aware that cuts on the order of 22 feet would be proposed and that tem-
porary shoring would be needed for this project. We excavated test pits to 13 feet and found
competent soils at relatively shallow depths and only a small amount of groundwater. We
anticipate that competent soils continue below the depth of our test pits, but we cannot
predict the amount of groundwater below our test pit depths without any deeper
CEO 113 1 1 CONSULTANTS, INC.
JN 94076'
Page 3
•
RSA Associates Limited Partnership
May 13, 1994
JN 94076
Page 4
explorations such as borings. Our personnel would be available to provide a proposal for
deeper explorations if it Is desirable to the owner. Groundwater could potentially increase
the amount of caving in the sand soils in the excavation and shoring pile holes.
Geotech Consultants, Inc. should be allowed to review the final development plans to verify
that the recommendations presented in this report are adequately addressed in the design.
Such a plan review would be additional work beyond the current scope of work for this
study, and may include revisions to our recommendations to accommodate site,
development, and geotechnical constraints that become more evident during the review
process.
Conventional Foundations
The proposed structure can be supported on conventional continuous and spread footings
bearing on undisturbed, medium -dense or denser, native sand soils. We recommend that
continuous and Individual spread footings have minimum widths of 16 and 24 inches,
respectively, and be bottomed at least 12 inches below the lowest adjacent finish ground
surface for frost protection. 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.
We recommend that an allowable bearing pressure of 3000 pounds per square foot (psf) be
used to design footings bearing on the competent, sand soils. 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 the total post - construction settlement of
footings founded on competent, native soils will be about one -half inch, with differential
settlements on the order of less than 1 inch in a distance of 100 feet along a continuous
footing.
Lateral loads due to wind or seismic forces may be resisted by friction between the
foundations and the bearing soils, or by passive earth pressure acting on the vertical,
embedded portions of the foundations. For the latter condition, the foundations must be
either poured directly against relatively level, undisturbed soil, or surrounded by level
structural fill. We recommend the following design values be used for the foundation's
resistance to lateral loading:
Parameter
Coefficient of Friction
Passive Earth Pressure
Design
Value
0.5
350 pcf
GRO711CI1 CONSULTANTS, INC,
RSA Associates Umited Partnership
May 13, 1994
Where:
(1) pcf is pounds per cubic foot.
(2) Passive earth pressure is computed using the equivalent fluid density.
JN 94076
Page 5
if the ground in front of the foundation is loose or sloping, the passive earth pressure given
above will not be appropriate. We recommend that a safety factor of at least 1.5 be
maintained for the foundation's resistance to lateral loading when using the above design
values.
Seismic Considerations
The site is located within Seismic Zone 3 as illustrated on Figure No. 23 -2 of the 1991
Uniform Building Code (UBC). In accordance with Table 23-J of the 1991 UBC, the site soil
profile is best represented by Profile Type S2.
Slabs -on -Grade
The building floors may be constructed as slabs -on -grade atop competent, native sand
soils. The subgrade soils must be in a firm, non - yielding condition at the time of slab
construction. Any soft areas encountered should be excavated and replaced with select
imported structural fill.
All slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a
minimum 4 -inch thickness of coarse, free - draining structural fill with a gradation similar to
that discussed later in Permanent Foundation and Retaining Walls. in areas where
the passage of moisture through the slab is undesirable, a vapor barrier such as a 6-mil
plastic membrane should be placed beneath the slab. Additionally, sand should be used in
the fine - grading process to reduce damage to the vapor barrier, to provide uniform support
under the slab, and to reduce shrinkage cracking by improving the concrete curing process.
We recommend that concrete slabs be placed over at least 1 foot of structural fill to provide
more uniform support for the slab where the subgrade Is soft or settles more rapidly than the
surrounding ground. Isolation joints should be provided where the slabs Intersect columns
and walls. Control and expansion joints should also be used to control cracking from
expansion and contraction. Saw cuts or preformed strip joints used to control shrinkage
cracking should extend through the upper one - fourth of the slab. The spacing of control or
expansion joints depends on the slab shape and the amount of steel placed in it.
Reducing the water to cement ratio of the concrete and curing the concrete, by preventing
the evaporation of free water until cement hydration occurs, will also reduce shrinkage
cracking.
C CONSULTANTS, rS, INC.
RSA Associates Umited Partnership
May 13, 1994
JN 94076
Page 6
We recommend that the slab areas be proof - rolled with a heavy truck or a large piece of
construction equipment prior to slab construction. Any soft areas encountered during
proof- rolling should be excavated and replaced with select imported structural fill.
Permanent Foundation and Retaining.Walla
Retaining walls backfilled on only one side should be designed to resist the lateral earth
pressures imposed by the soils they retain. The following recommended design parameters
are for walls less than 15 feet in height:
Parameter Design Value
Active Earth Pressure* 35 pcf
- level backflli
Active Earth Pressure 45 pcf
- backfill sloped between
2:1 and 3:1 (H:V)
Passive Earth Pressure 350 pcf
Coefficient of Friction 0.50
Soil Unit Weight 130 pcf
Where:
(1) pcf is pounds per cubic foot.
(2) Active and passive earth pressures are computed using
the equivalent fluid densities.
* For restrained walls which cannot deflect at least 0.002
times the wall height, a uniform lateral pressure of 100
psf should be added to the above active equivalent
fluid pressure.
For the foundation walls on the north and east sides of the building, an additional 5 pcf
should be added to the active earth pressure due to the adjacent buildings. The values
given above are to be used to design permanent foundation and retaining walls only. The
passive pressure given above is appropriate only for the depth of level structural fill placed
In front of a retaining or foundation wall. We recommend a safety factor of at least 1.5 for
overturning and sliding, when using the above recommended values to design the walls.
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. The compaction of backfill near
GL'OT13CH CONSULTANTS, INC.
RSA Associates Umited Partnership
May 13, 1994
the wall should be accomplished with hand- operated equipment to prevent the wall from
being. overloaded by the higher soil forces that occur during compaction.
Retaining Wall Backfill
Backfill placed behind retaining or foundation walls should be coarse,
free - draining structural fill containing no organics. This backfill should
contain no more than 5 percent silt or clay particles and have no gravel
greater than 4 inches in diameter. The percentage of particles passing the
No. 4 sieve should be between 25 and 70 percent. The less silty, native
soils are suitable as backfill; these soils were generally encountered below a
depth of about 8 feet In the test pits. A drainage composite similar to
Miradrain 6000 should be placed between the shoring wall and permanent
#wrideition wall. The dieinage composites should be hydraulically connected
to the foundation drain system.
The purpose of these backfill requirements is to assure that the design
criteria for the retaining wall are not exceeded because of a build -up of
hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill
should consist of a relatively Impermeable soil or topsoil, or the surface
should be paved. The sub - section entitled General Earthwork and
Structural Fill contains recommendations regarding the placement and
compaction of structural fill behind retaining and foundation walls. The above
recommendations are not intended to waterproof the below -grade walls. If
moist conditions or some seepage through the wails Is not acceptable, then
damp - proofing or waterproofing should be provided. This could include
limiting cold - joints and wall penetrations, and possibly using bentonite
panels or membranes on the outside of the walls. Applying a thin coat of
asphalt emulsion Is not considered waterproofing, but it will help to prevent
moisture, generated from water vapor or capillary action, from seeping
through the concrete.
IampQrary Shoring - Cantilevered Soldier ilea
g$dier Pile Installation
Soldier pile walls would be constructed prior to commencing the excavation by
setting steel H -beams in a drilled hole and grouting the space between the beam
and the soil with concrete for the entire height of the drilled hole. We anticipate that
the holes could be drilled without casing, but the contractor should be prepared to
case the holes or use a slurry method if caving soils are encountered. Concrete
OEOTECI I CONSULTANTS, INC
JN 94076
Page 7
(1)
RSA Associates Umited Partnership
May 13, 1994
should be poured into the holes as quickly as possible to avoid the need for casing
or slurrying. Excessive ground loss in the drilled holes must be avoided to reduce
the potential for settlement on adjacent properties. If water Is present in the hole at
the time the soldier piles are poured, concrete must be tremied to the bottom of the
hole.
As excavation proceeds downward, the space between the piles should be lagged
with treated timber, and any voids behind the timbers should be filled with pea
gravel or a sand and flyash slurry. Prompt and careful installation of lagging is
important, particularly in loose or caving soils, to maintain the Integrity of the
excavation and provide safer working conditions. Additionally,care must be taken by
the excavator to remove no more soil between the soldier piles than is necessary to
install the lagging. Caving or overexcavation during lagging placement could result
in loss -of- ground on neighboring properties.
For the excavation depths anticipated and with pile spacings of about 6
feet, nominal 4 -inch lagging can be used.
(2) Timber lagging should be designed for an applied lateral pressure of 30
percent of the design wall pressure if the pile spacing is less than three
pile diameters. For pile spacings larger than this, the lagging should be
designed for 50 percent of the design load.
If permanent building walls are to be constructed against shoring walls, drainage
should be provided by attaching a geotextile drainage composite with a solid plastic
backing, similar to Miradrain 6000, to the face of the lagging, prior to pouring the
foundation wall. These drainage composites should be hydraulically connected to
the foundation drainage system by weep holes placed in the foundation walls.
Soldier Pile Wall Design
Temporary cantilevered shoring with a level backslope should be designed for an
active soil pressure equal to that pressure exerted by an equivalent fluid having a
unit weight of 35 pcf. The active soil pressure should be increased to 50 pcf where
the slope above the wall is sloped at 1.25 :1 (H:V).
Lateral movement of the soldier piles below the excavation level will be resisted by
an allowable passive soil pressure equal to that exerted by a fluid having a density
of 400 pcf. This soli pressure is valid only for a level excavation in front of the soldier
pile; it acts on two times the grouted pile diameter. The minimum embedment
below the floor of the excavation for cantilever soldier piles should be equal to the
height of the "stick -up." The maximum bending moment in the soldier pile will occur
OEOTECN CONSULTANTS, INC.
JN 94076
Page 8
Rockeries
RSA Associates Limited Partnership
May 13, 1994
OEOTECII CONSULTANTS, INC
JN 94076
Page 9
at the point of zero shear, where the active and passive soil forces are equivalent.
The depth of embedment below the bottom of the excavation can be calculated by
determining the embedment that will satisfy moment equilibrium about the bottom of
the pile and then adding 20 percent to that length to satisfy force equilibrium.
We anticipate that rockeries will be used in the site development. A rockery is not intended
to function as an engineered structure to resist lateral earth pressures, as a retaining wall
would do. The primary function of a rockery is to cover the exposed excavated surface and
thereby retard the erosion process. We recommend that rockeries be limited to a height of
8 feet and that they be placed only against dense, competent, native soils.
The construction of rockeries is to a large extent an art not entirely controllable by
engineering methods and standards. It is imperative that rockeries, if used, be constructed
with care and in a proper manner by an experienced contractor with proven ability In rockery
construction. The rockeries should be constructed with hard, sound, durable rock in
accordance with accepted local practice and City of Tukwila standards. Soft rock, or rock
with a significant number of fractures or inclusions, should not be used in order to limit the
amount of maintenance and repair needed over time. Provisions for maintenance, such as
access to the rockery, should be considered in the design. In general, we recommend that
the bases of rockeries have a minimum dimension of one -third the height of the slopes cut
behind them. Tiered rockeries are not recommended unless there is sufficient space to
construct upper tiers that do not exert lateral pressure on the lower tiers. The base of the
upper wall of a tiered rockery should be set back from the rear of the lower rocks an amount
equal to the height of the lower tiers.
Excavations and Slopes
in no case should excavation slopes be greater than the limits specified in local, state, and
national government safety regulations. Temporary cuts to a depth of about 4 feet in
unsaturated soils may be attempted vertically. Based upon Washington Administrative
Code (WAC) 296, Part N, the soil type at the subject site would be classified as Type B.
Therefore, temporary cut slopes greater than 4 feet in height cannot be excavated at an
inclination steeper 1:1 (Horizontal:Vertical) extending continuously between the top and the
bottom of the cut. This temporary cut slope assumes that there are no structures near the
cut area. On the north and east sides of the site, temporary cut slopes should be sloped no
steeper than 1.25:1 (H:V).
RSA Associates Limited Partnership
May 13, 1994
The above recommended temporary slope inclinations are based on what has been
successful at other sites having similar soil conditions. Temporary cuts are those that will
remain unsupported for a relatively short duration to allow for the construction of founda-
tions, retaining walls, or utilities. Temporary cut slopes should be protected with plastic
sheeting during wet weather. The cut slopes should also be backfilled or retained as soon
as possible to reduce the potential for instability. Please note that sands can cave suddenly
and without warning. Contractors should be made especially aware of this potential danger.
All permanent cuts into native soils should be inclined no steeper than 2 :1 (H:V).
Compacted, engineered fill slopes should also not be constructed with an inclination greater
than 2:1 (H:V). Water should not be allowed to flow uncontrolled over the top of any
temporary or permanent slope. Also, all permanently exposed slopes should be seeded
with an appropriate species of vegetation to reduce erosion and improve stability of the
surficial layer of soil.
Drainage Considerations
JN 94076
Page 10
We anticipate that the foundation walls will be constructed against the shoring walls. As
discussed in Permanent Foundation and Retaining Walls, 'a drainage composite
would be placed against the lagging prior to pouring the foundation wall. Weep pipes
located no more than 6- feet -on- center should be connected to the drainage composite and
poured into the foundation walls or the perimeter footing. A footing drain installed along the
inside of the perimeter footing will be used to collect and carry the water discharged by the
weep pipes to the storm system. We also recommend the use of footing drains at the base
of footings and backfilled earth - retaining walls. These drains should be surrounded by at
Least 6 inches of 1 -inch -minus washed rock, wrapped in non -woven geotextile filter fabric
(Mirafi 140N, Supac 4NP, or similar material). At the highest point, the perforated pipe Invert
should 'be =at least.&s 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. A
typical drain detail is attached to this report as Plate 7. For the best long -term performance,
perforated PVC pipe is recommended for the footing drains.
Groundwater was observed during our field work. If seepage is encountered in the
excavations, it should be drained from the site by directing it through drainage ditches,
perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow
connector trenches at the bottom of the excavation.
The excavation and site should be graded so that surface water is directed oft the site and
away from the tops of slopes. Water should not be allowed to stand in any area where
foundations, slabs, or pavements are to be constructed. Final site grading In areas adjacent
to buildings should slope away at least 2 percent, except where the area is paved.
QEOTECII CONSULTANTS. INC
RSA Associates Limited Partnership
May 13, 1994
Additionally, a drainage swell) should be provided upslope of the buildings to intercept
surface run -off and direct it into the storm drains. 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.
PavemeniAreas
JN 94076
Page 11
All pavement sections may be supported on competent, native soils or structural fill,
provided these soils can be compacted to a 95 percent density and are in a stable,
non- yielding condition at the time of paving. Structural fill or fabric may be needed to
stabilize soft, wet, or unstable areas. We recommend using Supac 5NP, manufactured by
Phillips Petroleum Company, or a non -woven fabric with equivalent strength and
permeability characteristics. In most instances where unstable subgrade conditions are
encountered, 12 inches of granular structural fill will stabilize the subgrade, except for very
soft areas where additional fill could be required. The subgrade should be evaluated by
Geotech Consultants, Inc. after the site Is stripped and cut to grade. Recommendations for
compaction of structural fill beneath pavements are given in a later sub - section entitled
General Earthwork and Structural Fill. The performance of site pavements Is directly
related to the strength and stability of the underlying subgrade.
The pavement section should be provided with 3 inches of AC over 6 Inches of CRB or 4
inches of ATB. The pavement section recommendation and guidelines presented In this
report are based on our experience in the area and on what has been successful In similar
situations. We can provide recommendations based on expected traffic loads and R -value
tests, if requested. Some maintenance and repair of limited areas can be expected. To
provide a design without the need for any repair would be uneconomical.
General Earthwork and Structural Fill
All building and pavement areas should be stripped of surface vegetation, topsoil, organic
soils, and other deleterious material. The stripped or removed materials should not be
mixed with any materials to be used as structural fill, but could be used in non - structural
areas such as landscape beds.
Structural fill is defined as any fill placed under the building, behind permanent retaining or
foundation walls, or in other areas where the underlying soils need to support loads. All
structural fill should be placed In horizontal lifts with a moisture content at, or near, the
optimum moisture content. The optimum moisture content is that moisture content which
results in the greatest compacted dry density. The moisture content of fill soils is very
important and must be closely controlled during the filling and compaction process.
OfOTECIl CONSULTANTS, INC.
"� �:
RSA Associates Umited Partnership
May 13, 1994
The allowable thickness of the fill lift will depend on the material type selected, . the
compaction equipment used, and the number of passes made to compact the lift. In no
case should the loose lift thickness exceed 12 inches. The following table presents
recommended relative compaction for structural fill:
Where:
Minimum Relative
Location of Fill Placement Compaction --
Beneath footings, slabs or 95%
walkways
Behind retaining walls 90%
Beneath pavements
Minimum Relative Compaction is the ratio, expressed in
percentages, of the compacted dry density to the
maximum dry density, as determined in accordance
with ASTM Test Designation D- 1557 -78 (Modified
Proctor).
We do not anticipate that any structural fill will be needed beneath the building. It will be
needed only in a portion of the driveway area and in the landscape area on the south end of
the site. Provided the on -site sand soils are not excessively wet, they should be suitable to
use as structural fill. Ideally, structural fill which is to be placed in wet weather or at the top
foot of pavement subgrade should consist of a coarse, granular soil having a sift or clay
content of no more than 5 percent. The percentage of particles passing the No. 200 sieve
should be measured from that portion of the soil passing the 3 /4 -inch sieve.
LIMITATIONS
The analyses, conclusions, and recommendations contained in this report are based on
site conditions as they existed at the time of our exploration and assume that the soils en-
countered in the test pits are representative of the subsurface conditions of the site. If the
subsurface conditions encountered during construction are significantly different from those
observed in our explorations, we should be advised at once so that we can review these
conditions and reconsider our recommendations where necessary. Unanticipated soil condi-
tions are commonly encountered on construction sites and cannot be fully anticipated by
merely taking soil samples in test pits. Subsurface conditions can also vary between explor-
OUO'n:CII CONSULTANTS, INC
95% for upper 12 inches of
subgrade, 90% below that
level
JN 94076
Page 12
0
RSA Associates Limited Partnership
May 13, 1994
JN 94076
Page 13
ation locations. Such unexpected conditions frequently require that additional expenditures
be made to attain a properly constructed project. It is recommended that the owner con -
sider providing a contingency fund to accommodate such potential extra costs and risks.
This is a standard recommendation for all projects.
This report has been prepared for the exclusive use of RSA Associates and their represent-
atives for specific application to this project and site. Our recommendations and conclusions
are based on observed site materials, and selective laboratory testing and engineering
analyses. Our 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 rec-
ommendations are not Intended to direct the contractor's methods, techniques, sequences,
or procedures, except as specifically described in our report for consideration In design.
We recommend that this report, in its entirety, be included in the project contract docu-
• ments so the contractor may be aware of our findings.
ADDITIONAL SERVICES
In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to
provide geotechnical consultation, testing, and observation services during construction.
This Is to confirm that subsurface conditions are consistent with those indicated by our
exploration, to evaluate whether earthwork and foundation construction activities comply
with the intent of contract plans and specifications, and to provide recommendations for
design changes in the event subsurface conditions differ from those anticipated prior to the
start of construction. However, our work will not include supervision or direction of the
actual work of the contractor and his or her employees or agents. Also, job and site safety,
and dimensional measurements, will be the responsibility of the contractor.
The following plates are attached and complete this report:
Plate 1 Vicinity Map
Plate 2 Site Exploration Plan
Plates 3 - 5 Test Pit Logs
Plates 6 - 7 Grain Size Analysis
Plate 8 Footing Drain Detail
OEOTECH CONSULTANTS, INC
James R. Finley, Jr., P.E.
Principal
/■.'ASSOCIateaUrnited
layl3, 1994 Page 14
. .
'..• .•. ,'„ • :
eappreolata the opportunity to be of service on this project. if you have any questions, or
If we may be of further service, please do not hesitate to contact Ott:•
• ,
Respectfully submitted,
GEOTECH CONSULTANTS, INC:
GROUCH CONSULTANTS, INC • -
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TUKWILA, WA
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I MAY 1994
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APPROXIMATE TEST PIT LOCATIONS
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SITE EXPLORATION PLAN
MACADAM ROAD
TUKWILA, WA
10
10.1
15—
10
MNO
15_
19.0
USCS
Uscs
Topsoil
Topsoil
TEST PIT 1
TEST PIT 2
GEOTECH
CONSULTANTS, INC.
l ymgc•--=semE,.•■
Description
Reddish brown, silty SAND with gravel, some organics, medium -
grained, very moist, loose
- becomes grayish, less silty, no organics, medium -dense
- becomes denser
Gray, slightly silty SAND, course - grained, moist, medium -dense
to dense
Test pit terminated at 12 feet below grade on 3 -2 -94.
No groundwater seepage encountered during excavation.
No caving.
Description
Reddish brown/tan, silty SAND with gravel, organics, medium -
grained, very moist, loose
- becomes grayish, less silty, no organics, medium -dense
- becomes denser
Gray, slightly silty' SAND with some gravel, course - grained, moist,
medium -dense to dense
Test pit terminated at 12 feet below grade on 3 -2 -94.
No groundwater seepage encountered during excavation.
No caving.
TEST PIT LOGS
MACADAM ROAD
TUKWILA, WA
Job No:
94071
I MAR 1994 1LOg%dbY: � 0/►►
•
10
15
10
15
t %‘" tt
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10.9
USCS Description
FILL Gray, gravelly, silty SAND, wet, loose (FILL)
USCS
GP
SP
Old topsoil
TEST PIT 3
-few boulders encountered
becomes gray, less silty, dense
Topsoil
TEST PIT 4
�,.. GEOTECH
CONSUI ;VANTS, INC.
Brown, gravelly, silty SAND, some organics, very moist, loose
to medium -dense
Test pit terminated at 13 feet below grade on 3 -2 -94,
No groundwater seepage encountered during excavation.
Caving above 4 feet.
Description
Brown, very gravelly, silty SAND, many cobbles, wet, loose
to medium -dense
- becomes tan/orange, dense
-some boulders encountered
- becomes grayish, less gravelly, less dense
Gray, slightly silty SAND with gravel, medium - grained, wet,
medium -dense to dense
Test pit terminated at 11.5 feet below grade on 3 -2 -94.
Slight groundwater seepage encountered at 5 feet during excavation.
No caving.
TEST PIT LOGS
MACADAM ROAD
TUKWILA, WA
Job No:
94078
Dote:
MAR 1994
Loyd by:
4
10
15_
10
15
. 0.47,1,0
9.5
USCS
USCS
•
M
TEST PIT 5
Topsoil & old FILL
�.._ GEOTECH
CONSULTANTS, INC.
Description
Reddish brown, gravelly, silty SAND, some organics, very moist,
loose
- becomes grayish, no organics, wet, loose to medium -dense
-becomes intermixed with rust color, some boulders, medium -dense
Gray, slightly silty SAND, medium- grained, very wet, medium -dense
Test pit terminated at 11 feet below grade on 3 -2 -94.
Groundwater seepage encountered 7.5 & 10 feet during excavation.
Slight caving below 10 feet.
Topsoil
TEST PIT 6
Descri ' lion
Reddish brown/tan, gravelly, silty SAND, few organics, some boulders,
fine to medium - grained, moist, loose to medium -dense
- becomes gray, very moist, medium -dense
Gray, slightly silty SAND, fine to medium - grained, moist,
medium -dense
Test pit terminated at 11 feet below grade on 3 -2 -94.
No groundwater seepage encountered during excavation.
No caving.
TEST PIT LOGS
MACADAM ROAD
TUKWILA, WA
Job No:
94076
I Da MAR 1994 IiPI.t.:s
0
100
90
90
"V 70
m
Z 60
Z30
m
CD
'•C 40
m
2 30
20
10
SIEVE ANALYSIS
SIZE OF OPENING IN INCHES J NUNSER OF MESH PER INCH US STD
HYDROMETER ANALYSIS
GRAIN SIZE IN MILUMETERS
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GRAIN SIZE IN MILLIMETERS
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MACADAM ROAD
TUKWILA, WA
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REVIEWERS INITIAL
REVIEWERS INITIAL
Per mg+ CoYci COP y
PLAN REVIEW / ROUTING SLIP
ACTIVITY NUMBER b7 O3 a O DATE :2y7�
PROJECT NAME flealliS 0 V ilwi
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DETERMINATION OF COMPLETENESS: (T,Th)
COMPLETE Ei NOT COMPLETE 0
COMMENTS
APPROVALS OR CORRECTIONS: (ten days)
CORRECTION DETERMINATION:
DATE
DATE
DATE
DUE DATE t /pasei 97
NOT APPLICABLE 0
TUES /THURS ROUTING: PLEASE ROUTE El NO FURTHER REVIEW REQUIRED El
ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.)
I
i
DUE DATE it•±17
APPROVED n APPROVED W/ CONDITIONS fl NOT APPROVED (attach comments) 0
DUE DATE
APPROVED I 1 APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) 0
REVIEWERS INITIAL
C:ROUTE -F
(Ccrdficadon of occupancy required. )
ACTIVITY NUMBER
PROJECT NAME
DEPARTMENT:
BUILDING DIVISION •
PUBLIC WORKS ❑
REVIEWERS INITIAL
` REVIEWERS INITIAL
PLAN REVIEW / ROUTING SLIP
b97o3ao DATE ibrt.97
APPROVALS OR CORRECTIONS: (ten days)
APPROVED n APPROVED W/ CONDITIONS
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FIRE PREVENTION ❑
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TUES /THURS ROUTING: PLEASE ROUTE C
ROUTED BY STAFF ri (If r ted by staff, make copy to master file & enter Sierra.)
CORRECTION DETERMINATION:
APPROVED ❑ APPROVED W/ CONDITIONS
REVIEWERS INITIAL
C:ROUTE -F
DATE
•
PLANNING DIVISION
(Certification of occupancy required.
PERMIT COORDINATOR ❑
DUE DATE �,• 5. 97
NOT APPLICABLE ❑
NO FURTHER REVIEW REQUIRED.
DUE DATE I Q • 1-.97
NOT PR VED (attach comments) ❑
(/" DATE ( 1,
DUE DATE
NOT APPROVED (attach comments) ❑
ACTIVITY NUMBER
PROJECT NAME
DEPARTMENT:
BUILDING DIVISION J_)
PUBLIC WORKS
DETERMINATION OF COMPLETENESS: (T,Th)
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DATE
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DATE
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DUE DATE - as . 97
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ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.)
DUE DATE !� • Cr . • 9 7
NOT APPROVED (attach comments)
DUE DATE
NOT APPROVED (attach comments) 0
(Cettifcatioa of occupancy required.
1
•
;
,
ACTIVITY NUMBER
PROJECT NAME
DEPARTMENT:
BUILDING DIVISION
PUBLIC WORKS
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NOT COMPLETE ❑ •
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TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED El
ROUTED BY STAFF I l (If routed by staff, make copy to master file & enter Sierra.)
DATE
PLANNING DIVISION' ' ❑
PERMIT COORDINATOR ❑
DUE DATE 11-45"97
NOT APPLICABLE ❑
APPROVALS OR CORRECTIONS: (ten days)
APPROVED APPROVED W/ CONDITION
REVIEWERS INITIAL
APPROVED
CORRECTION DETERMINATION:
APPROVED W/ CONDITIONS
-d 516 DATE 1 Zl
r
I
REVIEWERS INITIAL DATE
C :ROUTE -F
DUE DATE IQ • 1•• 9 7
NOT APPROVED (attach comments) ❑
DUE DATE
NOT APPROVED (attach comments) ❑
(Ccnuficadoa of occupancy required.
g'li'�'��11i**
PLAN REVIEW / ROUTING SLIP
ACTIVITY NUMBER b97O DAM 21797
PROJECT NAME f a+ TuIWI lo..
PteMmt
BUILDING DIVISION FIRE PREVENTION El PLANNING DIVISION ' s '
DEPARTMENT:
PUBLIC WORKS STRUCTURAL [J PERMIT COORDINATOR Q
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DUE DATE II 5-97
COMPLETE [ NOT COMPLETE Q NOT APPLICABLE 0
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DETERMINATION OF COMPLETENESS: (T,Th)
TUES /THURS ROUTING: PLEASE ROUTE U NO FURTHER REVIEW REQUIRED Ej
ROUTED BY STAFF f1 (If routed by staff, make copy to master file & enter Sierra.)
REVIEWERS INITIAL
APPROVALS OR CORRECTIONS: (ten days)
APPROVED El APPROVED W/ CONDITIONS
REVIEWERS INITIAL VC/t
CORRECTION DETERMINATION:
APPROVED
REVIEWERS INITIAL
C:ROUTE -F
DATE
DATE
DATE
DUE DATE IQ • 01•• 97
NOT APPROVED (attach comments) 0
4)A
DUE DATE
APPROVED W/ CONDITIONS NOT APPROVED (attach comments) 0
(Certification of occupancy required. )
ACTIVITY NUMBER
PROJECT NAME
DF4PARTMENT:
'LTG DIVISION El
PUBLIC WO
Mel l0 C n
COMPLETE
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REVIEWERS INITIAL
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FIRE PREVENTION
2qI
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DETERMINATION OF COMPLETENESS: (T,Th)
TUES /THURS ROUTING: PLEASE ROUTE p
ROUTED BY STAFF l ! (If routed by staff, make copy to master file & enter Sierra.)
DATE
APPROVALS OR CORRECTIONS: (ten days) DUE DATE 10 /09/97 Oa Wi 9
APPROVED APPROVED WI CONDITIONS p . NOT APPROVED (attach comments) EY
CbuechoRLkke( I (.a I Lb-d . iz,/p
REVIEWERS INITIAL DATE
CORRECTION DETERMINATION:
APPROVED D APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) 0
REVIEWERS INITIAL DATE
C:ROUTE -F
DATE 9/23/97
e.rna
r1
ANNIN IVISION
nt�ec to ai
RMIT COORDINATOR
DUE DATE 9/25/97
NOT COMPLETE p NOT APPLICABLE p
NO FURTHER REVIEW REQUIRED p
DUE DATE
(Certification of occupancy required. )
4
ACTIVITY. NUMBER
'PROJECT NAME
DEPARTMENT:
BUILDING DIVISION 11
PUBLIC WORKS
DETERMINATION OF COMPLETENESS: (T,Th)
COMPLETE
COMMENTS
PLAN REVIEW / ROUTING SLIP
LJ
D97 -0320
SUNSHINE RIDGE CONDOMINIUMS
TUES /THURS ROUTING: PLEASE ROUTE n NO FURTHER REVIEW REQU
ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.)
REVIEWERS INITIAL
l
I
APPROVALS OR CORRECTIONS: (ten days)
APPROVED n APPROVED W/ CONDITION
REVIEWERS INITIAL
CORRECTION. DETERMINATION:
REVIEWERS INITIAL
C:ROUTE -F
NOT COMPLETE L __. I ' NOT APPLICABLE
DATE 4(
DATE
DATE
ci/
DATE 9/23/97
FIRE PREVENTION Q PLANNING DIVISION. a
STRUCTURAL PERMIT COORDINATOR 0
DUE DATE 9/25/97
DUE DATE 10/09/97
NOT APPROVED (attach comments) Q
DUE DATE.
APPROVED I 1 APPROVED W/ CONDITIONS 4l 'NOT APPROVED (attach comments) Q
(Certificadon of occupancy required. _
ci
PLAN REVIEW I. ROUTING SLIP
ACTIVITY NUMBER
D97 -0320
PROJECT . NAME • SUNSHINE RIDGE CONDOMINIUMS
DEPARTMENT:
BUILDING DIVISION C FIRE PREVENTION X PLANNING DIVISION'
PUBLIC WORKS ❑ STRUCTURAL ❑ PERMIT COORDINATOR ❑
4
DETERMINATION OF COMPLETENESS: (T,Th)
COMPLETE ❑ NOT COMPLETE ❑
COMMENTS
TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUll ED-❑}-
ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra.)
REVIEWERS INITIAL
APPROVALS OR CORRECTIONS: (ten days)
APPROVED n APPROVED W/ CONDITIONS 17 NOT APPROVED (attach comments) Q
REVIEWERS INITIAL
CORRECTION. DETERMINATION:
C:ROUTE -F
DATE �
DATE
DUE DATE
DUE DATE
APPROVED ' ❑ APPROVED WI CONDITIONS ❑ NOT APPROVED (attach comments)
REVIEWERS INITIAL DATE
DATE 9/23/97
9/25/97
NOT APPLICABLE.Q
10/09/97
DUE DATE
(Certification of occupancy required. )
34,
U
PROJECT • NAME •
REVIEWERS INITIAL
PLAN REVIEW / ROUTING SLIP
ACTIVITY NUMBER
DEPARTMENT:
BUILDING DIVISION El
PUBLIC WORKS L
D97 -0320
SUNSHINE RIDGE CONDOMINIUMS
FIRE PREVENTION
STRUCTURAL Ej
DETERMINATION OF COMPLETENESS: (T,Th)
COMPLETE n • NOT COMPLETE El ' NOT APPLICABLE a
COMMENTS
TUES /THURS ROUTING: PLEASE ROUTE fl
ROUTED BY STAFF ri (If routed by staff, make copy to master file & enter Sierra.)
DATE
I
I
APPROVALS OR CORRECTIONS: (ten days)
APPROVED n APPROVED W/ CONDITIONS E
REVIEWERS INITIAL VA
DATE
CORRECTION. DETERMINATION:
APPROVED ' APPROVED W/ CONDITIONS
REVIEWERS INITIAL
C:ROUTE -F
DATE
PLANNING DIVISION
PERMIT COORDINATOR Q
DUE DATE .
NO FURTHER REVIEW REQUIRED
DUE DATE
iolal?
DATE 9/23/97
9/25/97
•
10/09/97
NOT APPROVED (attach comments
DUE DATE
NOT APPROVED (attach comments)
(Cerdficadon of occupancy required. )
ACTIVITY NUMBER
: PROJECT • NAME SUNSHINE RIDGE CONDOMINIUMS
DEPARTMENT:
BUILDING DIVISION El FIRE PREVENTION PLANNING DIVISION El
PUBLIC WORKS STRUCTURAL PERMIT COORDINATOR Q
1
DETERMINATION OF COMPLETENESS: (T,Th)
COMPLETE El
COMMENTS
TUES /THURS ROUTING: PLEASE ROUTE $ NO REVIEW REQUIRED E
ROUTED BY STAFF El (If routed by staff, make copy to master file, 8c enter Sierra.)
REVIEWERS INITIAL
I
1
APPROVALS OR CORRECTIONS: (ten days)
APPROVED n APPROVED WI CONDITIONS tgl. NOT APPROVED (attach comments) 0
REVIEWERS INITIAL
PLAN REVIEW / ROUTING SLIP
D97 -0320
CORRECTION. DETERMINATION:
APPROVED I 1 APPROVED WI CONDITIONS 111 NOT APPROVED (attach comments) Q
REVIEWERS INITIAL
C:ROUTE -F
NOT COMPLETE U
o..E'gs/ai
DATE
DATE
DUE DATE
DUE DATE
DATE 9/23/97
NOT APPLICABLE
1
ion 0n14
9/25/97
10/09/97
DUE DATE
(Certification of occupancy required, )
FROM:
DATE:
City of Tukwila John W. Rants, Mayor
Department of Public Works Ross A. Earnst, P E, Director
THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR
ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON DECEMBER 19, 1997.
Permit Center
Public Works Engineering
December 19, 1997
SUBJECT: Peaks at Tukwila
Retaining Walls (4 total)
15340 Macadam Road South
Permit Number: D97 -0320
Contact Person: John Kane
Phone: 206- 938 -1373
JJH /jh
Storm Drainage
Land Altering
Two copies of the confirmed Utility Permit Application and plans are attached for inclusion in the
permit file.
CF: Development File (with copy of application and plans)
Public Works File (with copy of application and plans)
PERMIT FEE
$25.00
$15.00
TOTAL: $40.00
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 4313665
A PROFESSIONAL 2030 FIRST AVENUE TELEPHONE: (200) 256-1803
SERVICES SUITE 203 EV: (200) 258.0197
CORITRATION SEATTLE, WASHINGTON 98121
.. '"1 - SSOCIATES
CONSUMING ENGINEF,ES
: 1997
. , Mr. Duane Griffin
City of Tukwila
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
Regarding: 97-T-23 The Peaks at Tukwila Retaining Walls (D97-0320)
•
• Dear Mr. Griffin:
We have reviewed additional information for, the proposed retaining walls with the structural
provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City
of Tulcwila. We have no additional comments.
Enclosed are the originally submitted drawings, including the attached 8-1/2" x 11" sheets
containing structural information. We are also forwarding a revised Sheet S8, structural notes, and
the geotechnical report with supplemental letters.
We have forwarded a copy of this letter to J. Kane & Co., Inc. and Kussman Associates for your
convenience. If you have any questions or require any additional clarification, please call me
directly at (425) 255-3099.
ROBERT FOSSATTI ASSOCIATES, INC., P.S.
Ciystdl Kolke
Senior Plan Reviewer
B
FOSS \Ill
Sincerely,
E 'R
c:\Fossatti\Tukwila\97t23^1.doc
cc: Mr. Jefferey J. Rich, J. Kane & Co., Inc
Kussman Associates
RFA #97102-23
R 0 B
FOSS ' NTT!
l
A S S O C I A T E S .
CONSUCrING ENGINEERS
December 8, 1997
Crystal Kolke
Senior Plan Reviewer
a:11 ossutti \TukwiIaW7123 "1.doe
f‘fe,c.
A PROFESSIONAL.
SERVICES
CORPORATION
cc: Mr. Jefferey J. Rich, J. Kane & Co., Inc
Kussman Associates
• 2030 FIRST AVENUE
SUITE 203 •
SEATTLIi, %VASIIINGTON 90121
Mr. Duane Griffin
City of Tukwila
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
Regarding: 97 -T -23 The Peaks at Tukwila Retaining Walls (D97 -0320)
Dear Mr. Griffin:
• TELEI'IIONE: (200) 250.1003
FAX: (206) 256.0107
RECFAVED
DEC 0 9 1997
COMMUN i•Y
DEVELOPMENT
RFA #97102 -23
We have reviewed information for the proposed retaining walls with the structural provisions of the
1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The
following comments should be addressed by the permit applicant:
1. The information we received did not include Structural Notes. This information needs to be
provided on the drawings to verify that the retaining walls will be constructed as the Engineer
of Record has assumed in the calculations. Complete information needs to be provided for our
review.
2. Required special inspections must be called out on the drawings. Refer to UBC
Section 1701.5 for requirements.
3. The geotechnical report must be submitted for our review. The geotechnical report, along
with the recommended design values, must be referenced on the drawings. Refer to UBC
Section 1804.
4. The 12 -inch retaining wall in Section 1 /S8 does not contain minimum reinforcing as required
in UBC Section 1914.3.
The above listed review comments should be responded in itemized letter form. We, therefore,
recommend that the permit applicant have the structural Engineer of Record, Darrold E. Bolton,
respond to the above comments and resubmit two copies of revised drawings and one copy of
supplemental structural calculations directly to our office. We have forwarded a copy of this letter
to J. Kane & Co., Inc. and Kussman Associates for your convenience. If you have any questions or
require any additional clarification, please call me directly at (425) 255 -3099.
Sincerely,
ROBERT FOSSATTI ASSOCIATES, INC., P.S.
City of Tukwila
Fire Department
Re: .Peaks'At'Tukwi.la 15340 Macadam Road South
John W. Rants, Mayor
Thomas P. Keefe, Fire Chief
Dear Sir:
The attached set of building plans have been reviewed by
The Fire Prevention Bureau and are acceptable with the
following concerns:
1. Every building shall be accessible to Fire Department
apparatus by way of access roadways with all - weather
driving surface of not less than 20' wide and 13'6"
vertical clearance. Access roads in excess of 150' shall
be provided with an approved turn- around area. Access
shall be within 150' of all portions of the buildings. (UFC
902.2.2.1, UFC 902.2.1)
2. For all commercial, multifamily and single family
subdivisions, hydrants shall be placed so that a hydrant is
within 150 feet of a building and so that no point of a
building (around it's perimeter) is greater than 300 feet
from a hydrant. Distance from a hydrant to a building is
measured along the path of vehicular travel.
Any overlooked hazardous condition and /or violation of the
adopted Fire or Building Codes does not imply approval of
such condition or violation.
Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 57.5-4439
Headquarters Station: 444 Andover Park East • Tukwila, Washington. 98188 • Phone :(206) 3754104 • Fax: (206) 575-4439
C
CITY OF TUKWILA
Department of Community Development
Building Division - Permit Center
6300 Southcenter Boulevard, Tukwila, WA 98188
Telephone: (206) 431 -3670
bin. o Sza
DATE: YVAI'A / PLAN CHECK/PERMIT NUMBE
PROJECT NAME: 'rte .PamAS i \T TuzCU,;: CoQJ\\eP i3 SAIA6H Z
PROJECT ADDRESS: � D IY14A C P t11v\ 1Z1"j 3
CONTACT PERSON: `iZ?,1k V-t\t• G PHONE: '2_0 tv •- �.�(. -2_
REVISION SUMMARY:
Bldg.
SHEET NUMBER(S) ) M L ` Lt L'Z l__ , Lt*
"Cloud" or highlight all areas of revisions and date rev
SUBMITTED TO:
Ark •
CITY USE ONLY
Planning
Fire
RECEIVED
CITY OF TUKWILA
NOV 2 1 11997
PERMIT CENTER
43z0
Public Works
3/19/96
,•.
' • • •
• .
DATE
PROJECT NAME .1.
:•:•-•:',.:APPLICATION NO:.
•
PLAN REVIEWER
The proposed walls are approved subject to the following condition which shall be entered on the .
first sheet:
• "The southeast retaining wall (next to the fire hydrant) shall have a brown color integrated (e.g.,
dye mixed) into the concrete."
This retaining wall review does NOT address any of the other site revisions which are needed for
consistency with the approved PRD design (L95-0054, Res. 1383, 10/20/97). However, it does
reflect a preliminary check that the approved walls do not preclude implementation of the
approved PRD design.
file q/95/sunshin/walls,
PLANNING DIVISION REVIEW
11/24/97
Peaks Retaining Wall
D97-0320
Vernon Umetsu, Associate Planner.
(206) 431-3684
rystal Kolke
Robert Fossatti Associates
Consulting Engineers
2212 Camas Circle S.E.
Renton, WA 98055 •
Dear Ms. Kolke:
Please do structural review per U.B.C., 1994 Edition. If you have any questions,
please call me at 206-431-3671.
Sincerely,
Department of Community Development Steve Lancaster Director
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665
'h is application cannot be reviewed or approved without City Council approval of a revised
esign for its planned residential development permit (L95-0054). This revision process is on-
omg.
City of Tukwila
Department of Community Development
John W Rants, Mayor
Steve Lancaster, Director
" September 294997
'• . .
Mr. John Kane
•• ' , 3422 Belvidere Southwest.
Seattle, Washingt on 98126
Dear Mr. Kane:
SUBJECT: LETTER OF COMPLETE APPLICATION
Development Permit Application Number D97-0320
The Peaks At Tukwila
15310 & 15340 Macadam Rd S
This letter is to inform you that your permit application received at the City of Tukwila
Permit Center on September 23, 1997, was reviewed at the September 25, 1997, plan
review meeting. Your application was determined to be complete. Your permit has
begun the plan review process, you will be notified of any required corrections or when
your plan is approved.
If you have any concerns or questions please contact nie at the City of Tukwila Permit
Center at (206) 431-3672.
Sincerely,
Kelcie J. Peterson
Permit Coordinator
File: D97-0320
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665
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LEGAL DESCRIPTION
THAT PORTION OF TRACTS 22 AND 23, BROONYALE GARDEN TRAr TS,
ACCORDING TO THE PLAT RECORDED IN Y•LUMF 10 Q< M_ATC, RAC.F
17, IN NINO COUNTY, WAR/IINwoN, I•r ': Frr nlrU AS WI tow,
BEGINNING AT A POINT ON THE NOR. LINE OF SAID TRACT 23, WfICH IS
220 FEET EAST OF THE NORTHWEST CORNER OF SAID TRACT 23. THENCE EAST,
ALONG SAID NORTH UNE • FEET TO A PONT YMICH IS 22' FEET EAST OF
THE INTERSECTION OF THE SOUTH UNE Or SAID TRACT 22 MTH THE EASTERLY
MARGIN OF THE COUNTY ROAD; THENCE NORTH, AT RIGHT ANGLES. 140.0 FEET
MORE OR LESS TO LINE 0" OF A BOUNDARY UNE AGREEMENT RECORDED
JANUAFIY S, 1972, UNDER AUDITOR'S FILE NO. 7201050122, THENCE SOUTH
138"33'07• EAST ALONG SAID UNE • D • , 223.09 FEET MORE OR LESS TO LINE
• C • OF SAID AGREEMENT; THENCE SOUTH 0'30'41" EAST ALONG SAID LINE •C"
TO NORTHERLY RN*IT -OF -WAY MARGIN. Of STATE HIGHWAY NO. 1, AS CON0EYED
TO 1111: STATE OF WASHINGTON BY DEED RECORDED UNDER AUDITORS FILE NO
8480008, RECORDS OF SAID COUNTY; THENCE WESTERLY ALONG SAID R1GNT-
OF -WAY MARGIN TO A POINT SOUTH OF THE POINT OF BEGIN000, THENCE
NORTH TO THE POINT OF BEGINNING.
1 s PARGG{. '* 115720 - 0222
SHEET NO.
Al
A1.2
A2
A3
A4
A5
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A7
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A9
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All
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A14
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A16
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STRUCTURAL
S1 FOUNDATION PLAN
S2 BLDG. A FLOOR 6 ROOF FRAMING PLANS
S3 BLDG. B FLOOR & ROOF FRAMING PLANS
S4 STRUCTURAL NOTES, SHEAR WALL SCHEDULE 6 DETAILS
S5 FOUNDATION SECTIONS 6 DETAILS
POST TENSION. SLAB FL 1 r
PS1
PS2
PS3
P54
P55
PS6
LANDSCAPE
L1
CIVIL
Cl GRADING & DRAINAGE PLAN
C2 GRADING 6 DRAINAGE NOTES 6 DETAILS
C3 SEWER & WATER PLANS
C4 SEWER 6 WATER NOTES 6 DETAILS
C5 DRAINAGE SEWER 6 WATER PROFILES
C6 SEWER 6 WATER PROFILES
mil j P i6) e4rAttlIUG DaFl
LANDSCAPE PLAN
J ITE >rL ^j
/3
■
SIEET CONTENTS.
SITE PLAN
PROJECT DESCRIPTION 6 GENERAL NOTES
PARKING GARAGE 4 1 & BLDG. A LEVEL 1
PARKING GARAGE 4 2 6 BLDG. A LEVEL 2
BLDG. A LEVEL 3 & BLDG. 0 LEVEL 1
BLDG. B LEVEL 2 & ROOF of BLDG. A
BLDG. B LEVEL 3 6 BLDG. B LEVEL 4
BLDG. B LEVEL 5 6 part of ROOF PLAN
BLDG. A ACCESSIBLE UNIT PLANS
BLDG. A UNIT PLANS
BLDG. 0 UNIT PLANS 6 WINDOW,DOOP SCHEDULES
BLDG. A SOUTH ELEVATION
BLDG. B SOUTH ELEVATION
BLDG. B NORTH ELEVATION
BLDG. A 6 BLDG. B EAST and WEST ELEVATIONS
BLDG. A NORTH ELEVATION 6 SECTIONS
BLDG. B SECTIONS
BLDG. B SECTIONS
BLDG. B STAIR 6 ELEVATOR SECTIONS
BLDG. A SECTIONS
BAG. A SECTIONS 6 TWO HOUR WALL DETAILS
BLDG. B SECTIONS
EXCAVATION PLAN
EXCAVATION PROFILE SECTIONS
COVERAGE CALCULATIONS
RECREATION PLAN 6 CALCULATIONS
RECEIVED PIG
RECEIOED
CITY OF TUKWILA'
PERMIT CENTER
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RsINF. PLANS
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APPS ;ABLE ORDNANCE J J -.T 'J RL E '75
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BEG110 4G AT A PORI 7N UNE OF SAID TRACT 23, WHICH IS
220 F_:- eT EAST OF RE CORNER LT SAID TRACT 23: THENCE EAST,
ALONE; SAID NORTH LU 4 FEET 10 A PONT K :ICH IS. 224 FEET EAST OF
THE IN- C1WGCDON OF # SOUH1 ERIE. OF SAID TRACT 22 WITH THE EASTERLY
MARGIN OF THE COUNT'- ROAD; THENCE NORTH, AT RIGHT ANGLES. 140.0 FEET
MORE , c1 LESS TO UNE. D OF BOUNDARY UNE AGREEMENT RECORDED
JANUl!' Y 5,. 1972, KNEE - AUDITOR'S FILE NO. 7201050122. THENCE SOUTH
8833" EAST ALONG ' - ID Lit '13'. 223.09 FEET MORE OR LESS 70 LAZE
• C' ter SAID AGREEMEN THENCE SOUTH 03041' EAST, ALONG SAID UNE �C
70 F :T/TREBLY RIGHT-4:. WAY MARGIN OF STATE HIGHWAY NO. 1, AS CONVEYED
TO .1E STATE OF WASHIT TON BY DEED RECORDED UNDER AUDITOR'S FILE NO.
54' J08. RECORDS OF IT O COUNTS; THENCE WESTERLY ALONG SAID RIGHT-
OF- - "NY MARGIN TO A F ?!T SOUTH OF THE POINT OF BEGINNING, THENCE
NOP ' TO THE PONT OF DARNING.
GRADING IN DI .NAGE
GRADING IN ,. ::AGE NOTES a DETAILS
WATER PLAT- NOTES
SEWER PLA '. !OYES IN DETAILS
DRAINAGE, :'. 'ER IN WATER PROFILE
T.ES.C. PLO
APPROXIM[ E EARTHWORK QUANTITIES
1500 C.Y. SRBPN;.
3500 CY. CUT
5000 GT. FILL
MON IN CASE
AN AT rtdW
CONNECT 1111H
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the PuL. J:!orks utilities inspector.
Date: 6y:
RECEIVED
C RY OF TUKWILA
of
PERMIT CENTER
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LANDSCAPE PLAN
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RECEIVED
CITY OF TUKWILA
PERMIT CENTER
RECEIVED NOV 99
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Evergreen Tree Planting
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rAGI MILLING.
LANDSCAPE GENERAL NOTES:
Protection of Site:
Locale all existing and new undergromd utility lines prior to any
construction Save and protecI c-isting trees designated to remain.
Repair am damaged curbing. sidewalks, fences, and all oilier construction
elements of the site at no additional cost In the owners satisfaction.
Soil Preparation: Scarify a:itive soils to 6" depth and remove from site all
existing vegetation and rocks / debris larger Than a 2" size from planting
areas prior to placing topsoil and as uncovered during planting.
Gradin Landscape contractor to be responsible for maintaining finish
grading in all planting areas. Rough grading by general contractor to plus
or minus one kith foot.
Topsoil Placement: Landscape Contractor I place imported topsoil to p 6"
min depth in shrub planting areas and to a 4 "nrin.depih in lawn areas and as
required during finish grading to insure positive surface drainage. Pit plant
all trees and shrubs with 50% native soil and 50% import topsoil and backlll
per Typical Planting Details. Berm as shown on landscape plans / sections.
Imported topsoil shall be from commercial supplier. Sec Landscape
Specifications for mixture. Submit topsoil sample to Landscape Architect for
approval prior to delivery to site.
Plant Materials: All plants shall conform to Cole of standard set forth in the
latest edition of AMERICAN STANDARDS FOR NURSERY STOCK.
All deciduous trees with single trunk A be size and varier as specified in
Plant li_gcnd. straight tntnked, symmetrically branched, with lower limbs
ponied for head room.
All evergreen bees to be size and variety as specif ed in Plant Legend with f dl
lnmct ma branching low to the ground.
All plant materials to be nursery grown and purciuscdm conimctnr to match
within each varier in size, quality, and character as indicated in Plant Legend-
Si Reunarks
All ground coyer planting to he triangularly space on ecnler as noted A
Plant legend' throughout designated planting areas to drip line of low
branching shrubs and evergreen trees.
Plantunatcrialc not meeting Mese requirements shall be rejected.
Fertilize 41 •pl:i t inmerials with " Osmocotei controlled release granules
as manufactured by Sierra Chemical Company. I1 -13-13 anafsis at the
following rates of application:
w
N.T.S.
Plain
' ) Elevation
Deciduous Tree Planting
- {M'DIn.CLTGC rria OR
Deciduous Tree -
Erergreen Tree -
Shrubs -
Ground covers
- T W 4Q TO 7 4,
rvp"er, - Are -! l=ogs Al
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r cacla
I IC f lrcc .I of -. Osmocetc granules pc caliper
3 or Osnrocote granules per each I' -A of tree height,
4 or. Osmocote granules per shrub_
One S oz cup Osmoeole gear :;ICs per 107 sq. R
of ground cover planting area
Broadcast granules around roodrall after backfilling by 50% for tree and
shrub plantings For ground cover plantings. broadcast by had throughout
planting areas after planting, backSlling. and finish grading
Bark Mulch: Provider depth Fine mnlclt tw Pae∎.Cerc `rani all ground
cover and shrub planting areas- Finish grade mulch no be held down !IC from
top of adjacent curbing or paving.
Staking and Colin, See typical Planting Details
9_ Maintenance and Guarantee Maintain all planting areas until final acceptance
of the job by flue owner. Maintenance stall include removal of weeds , spraying of
pesticides.additionaffertilizing as required and clean cap. Clean cap Al litter, soil on
walks, etc and leave site spotless throughout construction. Guarantee A a healthy
thriving condition trees, shrubs, and ground cover for (I) one year from the date of
Final Acceptance and and throughout the guarantee period, all dead diseased, dying.
or broken plant materMls shallbc replaced immediately by the Contractor at no
additional expense A the owner. All replacements shall match specified plant
malcrial and shall be guaranteed as sated herein
T hr
REVED
CITY OF CEI TUKWILA
PERMIT CEKT €B
• REC :EIv-1ED V'Ii }`'
°MAO w INI M
st :: i �1 T, TE ma M
Scale: As Shorn 4
L -2
K7
O
—
4�r1feY
CONCRETE WALL
'Vest:
(533 SF)
— CONNECT TO GARAC ROOF DRAINS (TY —
C 'lIANNEL DRAIN
EDGE OF CURB -
XISTING ROCKERY
_ 7 ` CONCRETE WALL
RECREATION TRAIL
( 5,431 SF)
WOOD FENCE
EXISTING ROC
7
GRADING LEGEND
B.S. BOTTOM OF STEP
B.W. BOTTOM OF WALL
H.P. HIGH POINT
F.G. FINISH GRADE
R.E. RIM ELEVATION
T.P. TOP OF PAVING
T.S. TOP OF STEP
T.W. TOP OF WALL
TRENCH DRAINLINE (4" perforated Pipe
and drainroek cover)
CHANNEL DRAIN (Connected to
storm drain system)
LANDSCAPE DRAIN (Connected to
storm drain system)
REQUIRED RECREATION AREAS
31 Units x 400 SF = 12,400 SF
Req'd Play Area of 25% = 3,000 SF
EIOVIDED (Revised 7/3/97)
Indoor Recreation Area @ 2 to 1 Ratio = 4,322 SF
Outdoor Recreation Trail — 5,43I SF
SUBTOTAL: = 9,753 SF
CHILDREN'S PLAY AREAS: -
West: = 535 SF
Central: = 1,700 SF
Hass - = 1.010 SF
SUBTOTAL: = 3,245 SF
TOTAL: = 12,998 SF
{E-TAIL- A-A
(MeL.J.P. t Reap p.CLE SS)
MVO W DOOM
3.9.., -+ Y eartrsiuusr�o sin
; LAYOUT .nd GRADING PLAN
SCALE r
2
RECEIVED
CITY CF TUKWIL,p
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i
PERMIT CENTER
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LU
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7
a it
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A r aY: "405, 2
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CHANNEL DRAIN
D 1 1-- 0 37-0
Not Telltale
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RECEIVED
CITV OF TUKV: iLA
PERMIT CENTER
RECOV
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