HomeMy WebLinkAboutPermit 5605 - Fairway Center - Grade and FillBUILDINI PERMIT
(POST WITH INSPECTION CARD AND PLANS
IN A CONSPICUOUS LOCATION)
CITY OF TUKWILA
Department of Community Development - Building Division
6200 Southcenter Boulevard, Tukwila WA 98188
(206) 433 -1849
BUILDING `
PERMIT NO. J6(}5
DATE ISSUED:
5-/- '9
FEES
DESCRIPTION
AMOUNT
RCPT #
DATE
BUILDING PERMIT FEE
153.00
X17
5-211-4
PLAN CHECK FEE
30.00
ARCHITECT Bush Roed & Hitchings
BUILDING SURCHARGE
3.50
ZIP 98102
SQUARE
FEET
OCC.
LOAD
ENERGY SURCHARGE
OCC.
LOAD
SQUARE
FEET
OCC.
LOAD
TOTAL
SQUARE FEET
OTHER:
TOTAL •
186.50
14220 Interurban Av S
i'ROJECTNAME/TENANT Fairway Center ASSESSOR ACCOUNT# 33b59U- 1881 -06
000280 - 0001 -00
TYPE OF ❑ New Building U Addition L] Tenant Improvement (commercial) Li Demolition (building) L Grading/Fill
WORK: ❑ Rack Storage ❑ Reroof ❑ Remodel (residential) ❑ Other
5,000 cubic yards surcharge
DESCRIBE WORK TO BE DONE:
PROPERTY OWNER Jerry Knudson
PHONE 246 -9456
ADDRESS 6421 So. 143 P1, Tukwila, WA
ZIP 98168
CONTRACTOR Foushee & Associates Co.
PHONE 453 -8960
ADDRESS PO Box 68, Bellevue, WA
ZIP
WA. ST. CONTRACTOR'S LICENSE # FOUSHAC1580D
EXP. DATE
ARCHITECT Bush Roed & Hitchings
PHONE 323 -4144
ADDRESS 2009 Minor Ave. E., Seattle, WA
ZIP 98102
USE 4
SETBACKS: N - S - E - W -
/
/
CODE COMPLIANCE
/
/
/
Approval of this grade /fill permit is not an approval of the foundation design method or its
proposed soils preparation procedure. Additional conditions /requirements are noted on plans.
Flpp/i
SQUARE
FEET
OCC.
LOAD
SQUARE
FEET
OCC.
LOAD
SQUARE
FEET
OCC.
LOAD
SQUARE
FEET
OCC.
LOAD
SQUARE
FEET
OCC.
LOAD
TOTAL
SQUARE FEET
TOTAL
OCC. LOAD
---.
TOTAL
TYPE OF CONSTRUCTION: N/A UBC EDITION (year) 85
SETBACKS: N - S - E - W -
FIRE PROTECTION:
❑Sprinklers ❑Detectors ®N /A
UTILITY PERMITS REQUIRED? (through
[ Yes I-1
L.2.) Public Works)
ZONING: M_1 BAR /LAND USE CONDITIONS ❑Yes 0 N
t�
SIGNATURE: A4(
CONDITIONS (other than those noted on or attached to permiVplans):
Approval of this grade /fill permit is not an approval of the foundation design method or its
proposed soils preparation procedure. Additional conditions /requirements are noted on plans.
APPROVED FOR /
BUILDING
OFFICIAL
DATE:
F -z ~ �?ci
ISSUANCE BY: y 0L ' N\ 4/. (.I
I hereby certify hat I have readnd 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 provisions of any other state or local laws
regulating con uction or the • : rformance or work. I am authorized to sign for and obtain this building permit.
t�
SIGNATURE: A4(
DATE: -C--'a a 9
PRINT NAME: ,DAR /./.- 2bNO(-f}"N
COMPANY: i/lg , 6e776.S
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.
DATE ISSUED:
CERTIFICATE OF
OCCUPANCY NO.
udlJ
BUILQIN'i PERMIT
(POST WITH INSPEC ..ON CARD AND PLANS \/
IN A CONSPICUOUS LOCATION)
CITY OF TUKWILA
Department of Community Development - Building Division
6200 Southcenter Boulevard, Tukwila WA 98188
(206) 433 -1849
BUILDING
PERMIT NO. 52, (6
DATE .ISSUED:
FEES
DESCRIPTION
AMOUNT
RCPT #
DATE
BUILDING PERMIT FEE
153.00
c%? 3
6-21.-/-K.
PLAN CHECK FEE
30.00
ARCHITECT Bush Roed & Hitchings
BUILDING SURCHARGE
3.50
ZIP 98102
SQUARE
FEET
ENERGY SURCHARGE
- SQUARE
FEET
OCC.
LOAD
SQUARE
FEET
OTHER:
TOTAL
SQUARE FEET
TOTAL
OCC. LOAD
TOTAL - .
186.50
D1/
PROJECT F INF ORMA [ION
A
14220 Interurban Av S
sul
PROJECTNAME/TENANT Fairway Center
TYPE OF 0 New Building Addition 21 Tenant Improvement (commercial) U Demolition (building)
WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other
DESCRIBE WORK TO BE DONE:
5,000 cubic yards surcharge
v u
25,000
ASSESSOR ACCOUNT# :i36590- 1881 -06
0001 -00
Grading/Fill
PROPERTY OWNER Jerry Knudson
PHONE 246 -9456
ADDRESS 6421 So. 143 P1 , Tukwila, WA
ZIP 98168
CONTRACTOR Foushee & Associates Co.
PHONE 453 -8960
ADDRESS PO Box 68, Bellevue, WA
ZIP
WA. ST. CONTRACTOR'S LICENSE # FOUSHAC1580D
EXP. DATE
ARCHITECT Bush Roed & Hitchings
PHONE 323 -4144
ADDRESS 2009 Minor Ave. E., Seattle, WA
ZIP 98102
USE -0
/
/
CODE
COMET
IANCE
CONDITIONS (other than those noted on or attached to permit/plans):
Approval of this grade /fill permit is not an approval of the foundation design method or its
proposed soils Preparation procedure. Additional conditions /requirements are noted on plans.
FLOOR _L-
W.
SQUARE *
FEET
OCC.
LOAD
SQUARE
FEET
OCC.
LOAD _
SQUARE
FEET
OCC.
LOAD
- SQUARE
FEET
OCC.
LOAD
SQUARE
FEET
OCC.
LOAD
TOTAL
SQUARE FEET
TOTAL
OCC. LOAD
,
i
TOTAL
_
TYPE OF CONSTRUCTION: N/A UBC EDITION (year) 85
SETBACKS: N - S - E - W -
FIRE PROTECTION: O ®
Sprinkiers 0 Detectors N /A
UTILITY PERMITS REQUIRED? (through
C� Yes O N o Public Works)
ZONING: M_ 1 BAR /LAND USE CONDITIONS0Yes O No
PRINT NAME: jOAR 4.4. .,-)/V0i,/ A/
CONDITIONS (other than those noted on or attached to permit/plans):
Approval of this grade /fill permit is not an approval of the foundation design method or its
proposed soils Preparation procedure. Additional conditions /requirements are noted on plans.
hauling dirt to or from site.
ISSUANCE BY FOR --0 L'' T y > ;,i.ee' (t OFF C AL
DATE: 1'3 - 2 �' "E l
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 provisions of any other state or local laws
regulating con uction or the At rtormance or work. I am authorized to sign for and obtain this building permit.
STGNATURE: /J� • i
DATE: -5------c9 y cr9
PRINT NAME: jOAR 4.4. .,-)/V0i,/ A/
COMPANY: /97 , Aeed‘t 6-C
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.
CERTIFICATE OF
OCCUPANCY NO.
DATE ISSUED:
aftikatiOrif '14.:Mttlen
CITY OF TUKWILA
Building Dr tment
6300'Southk er Boulevard
Tukwila, WA 98188
(206) 431-3670
INSPECTION RECORD
PERMIT # ,..S"
Date 4-
Type of Inspection Golva 110-1=:.:74/,/ o.drAe Date Wanted —2_--', a.m. p.m
Site Address /17" 2 2...0 ,25,. /-- g 4084 40.1, 24,..de .57ek Project /3,4,6. 1,,,i4r >y c "gr.&
Requestor Phone #
Special Instructions
Inspection Results/Comment:
e 4-
Date 6 -
CITY OF TUKWILA
Building Division
626300 Soutlenter Boulevard
Tukwila, Washington 98188
(206) 433 -1849
INSPECTI N RECORD
PERMIT #
Date 61 // 6jec ”.
Date Wanted p.n
Project / Ayk,17, G/44. /AEG^
Phone .#
/it/ r it/
Type of Inspection IP0.5/ '#t.)
Site Address /1/A ?e) 2 T4fr P'4/ielli
Requestor C, - 4 /%4./
Special Instructions A77,57 S�Gy t,U�oY�
''rL/S/„ L
Ins'ectio Results /Comments:
2113 -af
6.4 L-1.1 1114 .4 iL. J.
i
MaEI Allff-WATAIWMW .`
APJWILMWANANNBE
.�%OR � _ / FASM a .ILL �I a _44 ` //
-4/
Inspector
Date 4 / /7A'r
CITY OF TUKWILA
84ilding Division
6200 Souu!center Boulevard
Tukwila, Washington 98188
(206) 433 -1849
INSPE CT4J I -N a
RECORD
PERMIT ORD
PERMIT #
Date /469
Type of Inspection
6-74914:
- "% iJrti
Site Add re s s / 1/A 2 a 77,v7):4!)-40".05,04.•
Requestor
Special Instructions
CAW Date Wanted -61
a.m. p.m.
Project 2,0 c, n/Th54-'
Phone #
Inspection Results /Comments: 6- ).- 1,19,'1/( -- /5 2,' ,9 44/V
rv/A -/ �/" 5r
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1''/% • '" r1/tf2r,�' ,��,,,� ,,7"', G ty,,fr GT /0011.1 ,,91'', /t ti'T' /��.?e
Inspector ,.�. r c..,. --.. Date 61,
1
GEOTECH
CONSULTANTS
T0:
13256 N.E. 20th St. (Northup Way), Suite 16 °.��tt-3.2-7-
Bellevue, WA 98005 0B+ngtee,- 98x33 --
(206) 747-561 A �, "' 206--75.5-91x74-
(006) 343 -7959
DEC -41989
City of Tukwila Planning Department
6200 Southcenter Boulevard
Tukwila, Washington 98188
ATTENTION: Quality Control
DATE r......_ t'..1\71 86335. _ f'. ..... j
JOB NO.:
PROJECT:
WE ARE SENDING YOU: ❑ Attached
❑ Via FAX To
a Field Reports
❑ Reports
❑ Preliminary Drafts
❑ Test Results
5 November 1989
Fairway Center Interurban
Transmitting Pages Including
This Page
Copies
Date
Description
1
Nov 1989
14,15,16,17
Daily Field Repnrt•R
THESE ARE TRANSMITTED FOR YOUR:
® Information
❑ Files
❑ Approval
❑ Review and Comments
❑ Signature
❑ Distribution
❑
0
REMARKS:
CC:
Signed: DRW:mk
GEOTELI
r
CONSULTANTS
12061 747•5(1R
1206) 343•7959
13256 N.E. 20th St. (Northup Way), Suite 16
Bellevue, WA 98005
DAILY FIELD REPORT
TRAVEL/PREP TIME
JOB NO.
ge30
TIME ON SITE
2; 3o
MILES
TIME OFF SITE
1'
WEATHER
ost - e oo /
PAGE
/ OF
VISITORS
J09 OCATION
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GENERAL NTRACTOR
vasAie� eats -
ADING T
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GE ERAL. ONTRACTOR'S SUPT.
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PERMIT NUMBER
GRADING FOREMAN
DATE
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HRS. CHARGED
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JOB NO.
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120(» 747-5618 13256 N.E. 20th St. (Northup Way), Suite 16
12061 343-7959 Bellevue, WA 98005
DAILY FIELD REPORT
TIME OFF SITE
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DATE
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COPY TO: Aly
SIGN • :
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GEOTELH
TRAVEy PREP. TIME
CONSULTANTS /IL
TIME ON SITE
/DOD
TIME OFF SITE
121sT
WEATHER .
JOB t LOCATION / D,C � —' d r/
//e.../ LIENT /OWNER
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GENERAL CONTRACTOR GENERAL .CONTRACTORS SUPT.
Nei 4 /ej� .e in • er
GRADING CONTRACTOR GRADING /FOREMAN
(206) 747.5618 13256 N.E. 20th St. (Northup Way), Suite 16
(206) 343.7950 Bellevue, WA 98005
DAILY FIELD REPORT
To us h e ons-t;
So ale
JOB NO.
99363
MILES
PAGE
OF
VISITORS
PERMIT NUMBER
DATE
4/6/3'9
DAY OF WEEK
T4ars.
HRS.9 ROED
/41 ./ _ .
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SIGNAjl I
GEOTELH
CONSULTANTS
a
1206) 747-5618
1306) 343.71)59
13256 N.E. 20th St. (Northup Way), Suite 16
Bellevue, WA 98005
DAILY FIELD REPORT
T �� /PREP. TIME
/
TIME ON SITE
/:S"
TIME OFF SITE
i /J
JOB NO.
MILES
38
PAGE
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WEATHER
VISITORS
JOB LOCATION
; /Yffi Q c
GENERAL CON �IACTOR
e,lei— Ty, era ' ,ha., jPI;M 1e/(
GENERA/ CO CONTRACTORS ;UPT.
GRADII/NNGG F4R � /
CLIENT /OWNER
ORADIACTOR
PERMIT NUMBER
DATE
/! /'89
DAY OF WEEK
HRS. CHARGED
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COPY TO:
SIGN URE:f//3
Project:
Client:
Contractor:
Weather:
BOSS TESTING, INCORPORATED
Fairway Center
LABORATORY TEST REPORT
ous e- ociates
Foushee & Associates
Cloudy
Product: Concrete Producer: Miles
Sample Temp: 74 F
Slump: 4 1/4"
Mix Proportions:
Coarse Agg : 7/8-1820
Fine Agg. : 1480
Water : 33 gal
Mix Design # 08
Job #
Permi
Date
Cement: 470
WRA
A/E Admix:
Date Received: 8 -18 -89
TW G 3 11989
Ticket #: 00111728
Entrained Air:
Type: Std
Design f'c: 3000
Placement Location & Notes:
Set 1 Building B slab on grade. from C•to.D, 1 to 11.5 and
A.8 to B, 1.6 to 11.5
Sample Date
Number Lab # Date Made Tested
12a 2604
12b 2605
12c 2606
8 -17 -89 8 -24 -89
8-17-89 9 -14 -89
8 -17 -89 9 -14 -89
Age
7
28
28
Load /lbs Size
108,000
Strength
PSI
6x12 3820
6x12
6x12
INSPECTOR: Mike Mattox
SIGNED:
19015 36TH AVE. WEST LYNNWOOD, WASHINGTON 98036 (206) 778 -4402 FAX (206) 775 -9175
Project:
Client:
Contractor:
Weather:
BOSS TESTING, INCORPORATED
LABORATORY TEST REPORT
Foushee & Associates
Foushee & Associates
Cloudy
Product: Concrete Producer: Miles
Sample Temp: 79 F
Slump: 6"
Mix Proportions:
Coarse Agg : 7/8 -1820
Fine Agg. : 1480
Water : 33 gal
Mix Design # 08
n6
Job # -. 50 08989
Perm t : (005
Date Made: 8 -17 -89
Cement: 470
WRA :
A/E Admix:
Date Received: 8 -18 -89
Placement Location & Notes:
Set 2 Slab on grade from C.0 to D.0,
B.0, 1.6 to 11.5
Sample
Number Lab # Date Made
13a 2607
13b 2608
13c 2609
8 -17 -89
8 -17 -89
8 -17 -89
Date
Tested
8 -24 -89
9 -14 -89
9 -14 -89
Ticket #:
Entrained Air:
Type: Std
Design f'c: 3000
to 11.5 and A.8 to
Age Load /lbs Size
7 88,000 6x12
28 6x12
28 6x12
Strength
PSI.
3110
INSPECTOR: Mike Mattox
SIGNED:
19015 36TH AVE. WEST . LYNNWOOD, WASHINGTON 98036 (206) 778 -4402 FAX (206) 775 -9175
BOSS TESTING, INCORPORATED
:FAIRWAY CENTER:)
Foushee & Associates
Page 9.
JOB # 08989
8 -24 -89
INSPECTION REPORTS
P-eY m ik 5 603
AUG 291989 I
•
Arrived on project site at 6:00 a.m. for inspection and observation
of concrete placement for Building B slab on grade. Prior to concrete
being placed for areas grid W to W.75, X.5 to Y.25 G thru J, and grid A
to A.75 1 thru 11.5 vapor barrier, steel reinforcing, size, grade and
spacing meets specifications.
Concrete was supplied by Miles Pre -Mix for 215 yards which was placed
by Brundage /Bone 180' boom and mechanically screeded, vibrated and mag
floated by LaRusso Concrete finishers, for the above areas listed.
Made two sets of cylinders: Set 1 at 85 yards, slump was 4" and
temperature was 75 degrees. Set 2 at 175 yards, slump was 4" and
concrete temperature was 78 degrees. Maintained a 4" slump throughout
the entire 215 yards.
INSPECTOR: Jeff Medearis
19016 36TH AVE. WEST LYNNWOOD, WASHINGTON 98036 (206) 778 -4402 FAX (206) 775-9175
.r
C
GEOTECH 13256 N.G. 20th St. (Northup Way), Suite 16 P0. Box 327
CONSULTANTS
Bellevue, WA 98005
(206) 747-5618
('06)343 -7959
TO: City of Tukwila'-. DATE: 10 August 1989
Building Planning Department
6200 Southcenter Boulevard
Tukwila, Washington 98188
PROJECT: Fairway Center
JOB NO.: JN 88383
Burlington, WA 98233
206- 755 -9671
ATTENTION:
WE ARE SENDING YOU:
❑ Field Reports
❑ Reports
Permit No. FIC 051 89
Attached
❑ Via FAX To Transmitting Pages Including
This Page
❑ Preliminary Drafts
❑ Test Results
Copies
Date
Description
1 ea
6/15- 7/7/89
Daily Field Reports
1 ea
7/18 - 8/3/89
Density Test Field Report
THESE ARE TRANSMITTED FOR YOUR:
(J Information
❑ Files
❑ Approval
❑ Review and Comments
❑ Signature
❑ Distribution
0
0
REMARKS:
anf OF SIMLA
CC:
AUG 11 1989
NaImMIS 1,
Signed:
,� GEOTEtH
CONSULTANTS
(206) 747 -5618 13256 N.E. 20th St. (Northup Way), Suite 16
(206) 343.7959 Bellevue, WA 98005
DAILY FIELD REPORT
TRAVEL /PREP. TIME
,v
JOB NO.
88
TIME ON SITE
MILES
TIME OFF SITE
ll ih
WEATHER
PAGE
OF
VISITOR S
SuAJA1V , min 714
JOB LOCATION CLIENT /OWNER PERMIT NUMBER
Ft/2.14),4-y /' P2v77 -e - /N N RBA y 4V' _ PAIRL PR6PERT/e.i.
GENERAL CONTRACTOR GENERAL CONTRACTORS SUPT.
GRADING CONTRACTOR
5/11V77:10,1 J4 7720 r k_/AV.,
DATE
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CONSULTANTS Bellevue, WA 98005
(206) 747-5618
TO: DJB Acquisitions
c/o Jobtrack, Inc.
5025 California S.W.
Seattie, Washington 98136
ATTENTION:
WE ARE SENDING YOU:
❑ Field Reports
❑ Reports
DATE: 10 August 1989
JOB NO.: JN 87254
PROJECT: Ivy Hills
P.O. Box 327
Burlington, WA 98233
206.755 -9671
k] Attached
L7 VIa FAX To Transmitting Pages Ineluding
This Page
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❑ Preliminary Drafts
❑ Test Results
Copies
Date
Description
lea
5/11- 7/6/89
Daily Field Reports
THESE ARE TRANSMITTED FOR YOUR:
Information
❑ Files
❑ Approval
❑ Review and Comments
❑ Signature
❑ Distribution
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cc: City;;o1r, Tukwila BuildingYPlanning'Departient
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AUG 11 1989
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(206) 747.5618
(206) 343.7959
13256 N.E. 20th St. (Northup Way), Suite 16
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DAILY FIELD REPORT
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FILE COPY i
GEOTECHNICAL ENGINEERING STUDY
FAIRWAY CENTER
INTERURBAN AVENUE SOUTH
TUKWILA, WASHINGTON
1MAR 131989
This report represents the results of our geotechnical
engineering study of the site of the proposed Fairway Center, an
office /retail development, in Tukwila. The site is located at
Interurban Avenue South and South 143rd Street. ''The general
location of the site is illustrated on the Vicinity Map, Plate
1. Based on preliminary plans furnished to us, we anticipate
that the project will consist of two buildings, one a single
story, the other having two stories. The first will cover
nearly 24,500 square feet and the second nearly 39,000 square
feet. We understand that the site grade will be raised by four
to six feet.
The site plan given to us included the footprint
proposed structures and topographic information.
SITE CONDITIONS
the
SURFACE
The property is a seven - sided, nearly six -acre tract located
just south of the Foster Golf Course. The nearly flat site is
bounded on the north by the Green River, on the east by Oak
Harbor Freight Lines, the Riverside Inn on the west, and
Interurban Avenue South on the south side. South 143rd Street
fronts for a short distance on the very southeast corner of the
property. The western corner of the site has been used
informally to park tractor trailer rigs, while the remainder of
the site is overgrown with tall grass and sapling deciduous
trees. Older trees and dense underbrush occupy the north edge
of the site, along the river bank.
SUBSURFACE
The subsurface conditions were. explored by five test pits
and three borings at the approximate locations shown on Plate 2.
The borings were drilled on November 1, 1988, using a truck-
Park Properties
November 9, 1988
JN 88383
Page 2
mounted hollow stem auger drill. Samples were taken at five (5)
foot intervals using a standard penetration sampler. This two -
inch outside diameter split spoon sampler is driven into the
soil with a one hundred forty (140) pound hammer falling thirty
(30) inches. The number of blows required to advance the
sampler a given distance is an indication of the soil density or
consistency.
The test pits were excavated on October 27, 1988 with a
rubber -tired backhoe owned and operated by Evans Brothers
Excavating. A geotechnical engineer from our staff observed the
excavation process, logged the test pits and the test borings,
and obtained representative samples of the soils encountered.
The Test Pit Logs are attached to this report as Plates 3
through 5, and the Test Boring Logs are attached as Plates 6
through 8.
The upper soil unit is medium -dense fill consisting
generally of silty, gravelly sand with areas of extensive
concrete and asphalt rubble. The fill thickness was found to
vary from about six feet to more than thirteen feet. Underlying
the fill is loose black sand which becomes medium -dense at
twenty - thirty feet. This soil unit was penetrated to the
maximum explored depth of thirty -nine feet.
The final logs represent our interpretations of the field
logs and the results of the laboratory examination and tests of
field samples. The stratification lines on the logs represent
the approximate boundary between soil types. In.actuality, the
transition may be gradual. The relative densities indicated on
the test pit logs are interpretative descriptions based on the
conditions observed during the excavation.
GROUNDWATER
No groundwater seepage was observed in any of the test
pits, although groundwater was encountered at seventeen feet in
two of the borings and twenty -five feet in the third. It should
be noted that groundwater levels vary with rainfall and other
factors. We anticipate that the groundwater level is controlled
by the level of the river and will approximate the level of the
river, although there will be a time lag between groundwater
levels and the river level. The groundwater level will reflect
more of an average river level rather than peak flows.
nnmminn.. I.I... I...♦ ••• r •rr.r P.
Park Properties
November 9, 1988
CONCLUSIONS AND RECOMMENDATIONS
JN 88383
Page 3
GENERAL
We explored the subsurface conditions of the property with
five test pits and three borings. The site was found to have
six to more than thirteen feet of fill overlying loose to
medium -dense black sands. We interpret the black sands to be
fluvial and /or flood plain deposits, although it is also
possible that some areas of the loose sand represent a hydraulic
fill placed in a former meander loop of the river. Review of
historical airphotos, taken as early as 1936, show the site was
used almost continuously for farming into the 1970's.
We were provided with a copy of a letter from Terra
Associates to the Architectural Consultants, Inc., dated
February 14, 1986, entitled "River Bank Stability, Proposed
Tukwila Mini- storage Complex ". Terra stated that they observed
no signs of major bank instability and it was their opinion that
the river bank was in a stable configuration. It was their
opinion that localized instability is possible but should not
affect the proposed building provided surface water is not
allowed to flow over the bank. We concur with their opinions.
From our analysis of the historical photographs, the river bank
shows no significant erosion in the last fifty years. Also, the
site is on the inside of the river bend where erosion is
unlikely to occur.
A casual inspection of the Oak Harbor Freight Line
facilities revealed no obvious evidence of differential
settlement, however, its foundation system is unknown to us. A
similar inspection of the Riverside Inn building found some
minor distress in a concrete block wall but no evidence of
substantial settlement.
It is our opinion that the fill and loose upper native
soils, in their present condition, should not be relied upon to
support important structures. If some differential settlement
can be tolerated and if a risk of some damage due to seismic
liquifaction is acceptable, the site soils may be improved in
place by several possible methods. If not, deep foundations
which transfer structural loads through the fill and into the
more dense sand layers will be necessary.
Several methods of insitu soil densification could be used
including vibroflotation, dynamic compaction or a rolling
surcharge. The vibroflotation approach consists of a closely
spaced network of densified soil created by vibrating a hollow-
Park Properties
November 9, 1988
JN 88383
Page 4
stem mandrel into the soil at close spacings and filling the
voids with compacted sand or gravel. Dynamic compaction, as the
name implies, is a procedure whereby a large weight is dropped
from a considerable height over the entire building site.
Probably a more practical and efficient method for this site is
the rolling surcharge, described in greater detail in subsequent
paragraphs.
Building performance or perhaps economics may dictate the
use of a deep foundation system. Here again, several options
present themselves. Deep foundations capable of transferring
structural loads to the more dense strata of native sand may
consist of concrete augercast piers, driven timber piles, or
Franki piles. We can provide additional information and design
criteria for these systems should a deep foundation system
approach be chosen. The use of deep foundations would involve
little risk of foundation settlement but would probably be the
most costly foundations. Pile or pier depths on the order of
forty feet are anticipated.
ROLLING SURCHARGE
The steps in this procedure would be: (1) Initial clearing
of the site and removal of obviously unsuitable material;, (2)
placement of a mound of material fifteen feet higher than the
planned subgrade, and perhaps sixty feet wide at the base across
the first building site; (3) advance the mound across the
building site using front -end loaders or bulldozers; and (4)
final disposition of the surcharge mound as site grading or
remove from site. Advance of the rolling : surcharges mound :ris'
made at ' the rate of ten to twenty .feet ..per day: Depending on
the amount of material available for use in a rolling surcharge,
a number of variations can be considered. For example, should
the available material form a mound only one -half or one -third
of the way across the building, either two or three
(respectively) tracks would be needed. An overlap of ten feet,
measured at the top of the mound slope, should be used between
adjacent tracks.
As an example of the application of a two -track rolling
surcharge, approximately twelve hundred (1200) cubic .yards of
material would be placed on the building site to form a mound
fifteen feet high and sixty feet wide at the base. It would
overlap the building line by at least ten feet and the
centerline by at least five feet. The mound would be advanced
to the opposite end of the building, then shifted to allow it to
be returned to the other side of the building site, thereby
Park Properties
November 9, 1988
JN 88383
Page 5
giving complete coverage to the entire proposed surcharge site.
It would then be moved to the second building site and the
process repeated. =>
FOUNDATIONS
Following completion of a soil densification program, the
proposed structures may be supported on conventional continuous
and spread footings bearing on at least two feet of structural
fill soils above the existing fill. Fill placed under footings
should extend outwards from the edge of the footings at least an
amount equal to the depth of fill underneath the footings.
Exterior footings should be bottomed at a minimum depth of
twelve (12) inches below the lowest adjacent outside finish
grade. Footings bearing on structural fill should be designed
for a bearing pressure of two thousand (2000) psf. Continuous
spread footings should have minimum widths of twenty -four (24)
inches. A one -third increase in the above bearing pressures may
be used when considering short term wind or seismic loads. For
this design criteria, it is anticipated that total settlement of
footings founded on structural fill placed over the densified
existing soils will be less than two inches, with differential
settlements of approximately one inch. Almost all settlement
due to dead loads from the building structure should occur
during construction.
Lateral loads due to wind or seismic forces may be resisted
by friction between the foundations and the supporting compacted
fill subgrade or by passive earth pressure on the foundations.
For the latter, the foundations must be poured ' "neat" against
the existing soil or backfilled with a compacted fill meeting
the requirements of structural fill. A coefficient of friction
of 0.40 may be used between the structural foundation concrete
and the supporting subgrade. The passive resistance of the
densified existing fill, undisturbed natural soils, and well
compacted fill may be taken as equal to the pressure of a fluid
having a density of three hundred (300) pounds per cubic foot
(pcf) .
SLAB -ON -GRADE FLOORS
We recommend that concrete slabs be placed over at least
one foot of structural fill. 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
nnnmrint• nn.tn.lt m 4 SUM, T.ln
Park Properties
November 9, 1988
JN 88383
Page 6
through the upper one - fourth of the slab. The spacing of
control or expansion joints is a function of the amount of steel
placed in the. slab. Reducing the water /cement ratio of the
concrete and curing of the concrete by preventing evaporation of
free water until cement hydration occurs will also reduce
shrinkage cracking.
A 6 -mil polyethylene plastic vapor barrier should be used
under floors likely to receive an impermeable floor finish or
where passage of water vapor through the floor is undesirable.
Based on American Concrete Institute recommendations, we suggest
placing a two to three -inch layer of sand over the vapor barrier
to protect the vapor barrier and to allow some moisture loss
through the bottom of the slab to reduce warping in the curing
process. Sand should be used to aid in the fine grading process
of the subgrade to provide uniform support under the slab.
PERMANENT RETAINING AND FOUNDATION WALLS
Retaining and foundation walls should be designed to resist
lateral earth pressures imposed by the soils retained by these
structures. Walls that are designed to yield an amount equal to
at least 0.002 times the wall height can be designed to resist
the lateral earth pressure imposed by an equivalent fluid with a
unit weight of thirty -five (35) pounds per cubic foot (pcf) . If
walls are to be restrained at the top from free movement, a
uniform force of one hundred (100) pounds per square foot (psf)
should be added to the equivalent fluid pressure force. For
calculating the base resistance to sliding, we recommend using a
passive pressure equivalent to that exerted by a fluid having a '
density of three hundred (300) pcf and a coefficient of friction
of 0.40. It is assumed that no hydrostatic pressures act behind
the wall and that no surcharge slopes or loads will be placed
above the walls. If surcharges are to be applied, they should
be added to the above lateral pressures.
Retaining and foundation walls should be backfilled with
compacted free - draining granular soils containing no organics.
The wall backfill should contain no more than 5 percent silt or
clay and no particles greater than four inches in diameter. The
percentage of particles passing the No. 4 sieve should be
between 25 and 70 percent. Alternatively, a geotextile drainage
product such as Miradrain or Enkadrain may be used. The purpose
of this is to assure that the design criteria for the retaining
wall is not exceeded because of a build-up of hydrostatic
pressure behind the wall.
h TIUTT7r1TT rinurelir /inure IT T A %ITO TUfa
Park Properties
November 9,.1988
SITE DRAINAGE
.JN 88383
Page 7
We recommend the use of footing drains at the base of all
footings and earth retaining walls. Roof and surface water
drains must be kept separate from the foundation drain system.
The footing drains should be surrounded by at least six inches
of one -inch -minus washed rock. The rock should be wrapped with
non -woven geotextile filter fabric (Mirafi 140N, Supac 4NP, or
similar materials) . At the highest point, the perforated pipe
invert should be at least as low as the bottom of the footing
and /or crawl space and it should be sloped for drainage. A
typical footing drain detail is attached to this report as Plate
10.
EXCAVATIONS AND SLOPES
No excavated slopes are anticipated other than for utility
trenches, In no case should excavation slopes be steeper or
greater than the limits specified in local, state, and national
government safety regulations. Temporary cuts up to a height of
four feet may be made vertical. For slopes having a height
greater than four (4) feet, the cut should have an inclination
no steeper than 1:1 (horizontal :vertical) from the top of the
slope to the bottom of the excavation. It should be noted that
the sands will cave suddenly and without warning. Utility
contractors should be especially aware of this potential danger.
All permanent cut slopes into native dense soils should be
inclined no steeper than 1:1 (horizontal:vertical). Fill slopes
should not exceed 2:1 (horizontal:vertical). Water should not
be allowed to flow uncontrolled over the top of any slope.
Also, all permanently exposed slopes should be seeded with an
appropriate species of vegetation to reduce erosion and improve
stability of the surficial layer of soil.
PAVEMENT AREAS
All parking and roadway areas may be supported on native
soils or existing fills provided these soils can be compacted to
95 percent density and are stable at the time of, construction.
Structural fill and /or fabric may be needed to stabilize soft,
wet or unstable areas. We recommend using Supac SNP,
manufactured by Phillips Petroleum Company, or a non -woven
fabric with equivalent strength and permeability.
characteristics. In most instances, twelve (12) inches of
granular fill will stabilize the subgrade except for very soft
areas where additional fill could be required.f:Tbe. subgrade
.,.,..m.,.,.. _....__
Park Properties
November 9, 1988
JN 88383
Page 8
should be, evaluated by Geotech Consultants, Inc. . after the site
is stripped and cut to grade. The upper twelve (12) inches of
pavement subgrade should be compacted to at least 95 percent of'
the maximum density. Below this level, a compactive effort of
90 percent would be adequate. All subgrade areas must also be
in a stable, non - yielding condition prior to paving.
The pavement section for lightly loaded traffic and parking
areas should consist of two (2) inches of asphalt concrete (AC)
over four (4) inches of crushed rock base (CRB) or three (3)
inches of asphalt treated base (ATB). We recommend that heavily
loaded areas be provided with three (3) inches of AC over six
(6) inches of CRB or four (4) inches of ATB. The heavily loaded
areas are those areas such as main driveways and areas with
truck traffic, especially where trucks are turning. Where the
subbase is composed of silty, water - sensitive soils, and there
is irrigated landscaping adjacent to and at an elevation higher
than the pavement, we suggest that perimeter drains be installed
to intercept the water that would otherwise saturate the
pavement subbase. These guidelines 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 for a
design without the need for any repair would be uneconomical.
SITE PREPARATION AND GENERAL EARTHWORK
We recommend that the building and pavement areas be
stripped and cleared of all surface vegetation, all organic
matter and any other deleterious material. Stripped materials
should be removed from the site or, if desired, stockpiled for
later use in landscaping. The stripped materials should not be
mixed with any materials to be used as structural fill.
Structural fill is defined as any fill placed under buildings.
Geotech Consultants, Inc. should observe site conditions prior»
to fill placement.
Structural fill under floor slabs and foundations should be
placed in horizontal lifts and compacted to a density equal to
or greater than 95 percent of the maximum dry density in
accordance with ASTM Test Designation D- 1557 -78 (Modified
Proctor). The fill materials should be placed at or near the
optimum moisture content. Fill under pavements and walks and .
behind retaining walls should also be placed in horizontal lifts
and compacted to 90 percent of the maximum density except for
the top twelve (12) inches which should be compacted to 95
percent of maximum density. The allowable thickness of the fill
r C(1TC1"1] (V'M01TT 'TT AWPC TiVI
Park Properties
November 9, 1988
JN 88383
Page 9
lift will depend on the material type, compaction equipment and
the number of passes made by the equipment. In no case should
the lifts exceed twelve (12) inches in loose thickness.
Grading operations will be difficult if the moisture
content of the imported soil exceeds the optimum moisture
content. The optimum moisture •content is that moisture content
which results in the greatest compacted dry density. The
moisture content of fill soils is very important and must be
closely controlled during the filling and compaction process.
The moisture content must be at or near the optimum moisture
content as some soils cannot be consistently compacted to the
required density when the moisture is greater than optimum. If
grading activities take place during wet weather, or when the
soils are wet, site preparation costs may be higher because of
delays due to rains. Moisture sensitive soils will be
susceptible to excessive softening and "pumping" from
construction equipment traffic when the moisture content is
greater than the optimum moisture content. During excessively
dry weather such as may occur during the summer or early fall
months, it may be necessary to add water to achieve optimum
moisture content.
Ideally, structural fill which is to be placed in wet
weather should consist of a granular soil having no more than 5
percent material passing the No. 200 sieve. The percentage of
particles passing the 200 sieve should be measured on that
portion of the soil passing the three - quarter inch sieve.
LIMITATIONS
Geological factors such as stratigraphic discontinuities
that occur between test pits, test borings and soil exposures,
or variations in groundwater conditions are not predictable with
a limited exploration program or conventional engineering
analysis. Such non - quantifiable risks must be borne by the
owners.
This report has been prepared for specific application to
this project and for the exclusive use of Park Properties and
their representatives. Our recommendations and conclusions are
based on the site materials observed, selective laboratory
testing and engineering analyses. The conclusions and
on —n ■•• I.•• •■•■••■•••• T . ••TI. T../.
}
Park Properties
November 9, 1988
JN 88383
Page` 10
recommendations are professional opinions derived in accordance
with current standards of practice within the scope of our
services and within budget and time constraints. No warranty is
expressed or implied. The scope of our services does not
include services related to construction safety precautions and
our recommendations are not intended to direct the contractor's
methods, techniques, sequences or procedures, except as
specifically described in our report for consideration in
design. The scope of our work did not include a hazardous
materials assessment, however, we can provide this service, if
requested. We recommend that this report, in its entirety, be
included in the project contract documents for the information
of the contractor.
ADDITIONAL SERVICES
It is recommended that Geotech Consultants, Inc. provide a
general review of the geotechnical aspects of the final design
and specifications to verify that the earthwork and foundation
recommendations have been properly interpreted and implemented
in the design and in the construction specifications.
It is also recommended that Geotech Consultants, Inc. be
retained to provide geotechnical consultation, testing, and
observation services during construction. This is to confirm
that subsurface conditions are consistent with those indicated
by our exploration, to evaluate whether earthwork and foundation
construction activities.comply with the intent of contract plans
and specifications, and to provide recommendations for design
changes in the event subsurface conditions differ from those
r i::t
anticipated prior to the start of construction. tWeA}recommend
that a:representative:;,of: our :,firm be pr >: event =,during ,placemen`tot
structura'l;l',fill' to observe =the, =:process,. and- to =conduct density?
tests in;:`the ::fill.
The following plates are attached and complete this report:
Plate 1
Plate 2.
Plates 3 5
Plates 6 - 8
Vicinity Map
Exploration Location Plan
Test Pit Logs
Test Boring Logs
Park Properties
November 9, 1988.
Plates 9 - 10
Plate 11
JN 88383
Page 11
Grain Size Analysis
Footing Drain Detail,
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
Dennis B. Green
Geotechnical Engineer
James: R. Finley, Jr. P.E.
Principal
Attachments
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GEOTECH
CONSULTANTS
VICINITY MAP
PROPOSED FAIRWAY CENTER
TUKWILA, WASniNGTON
GEOTE
CONSULTA
GREEN RIVER
TP -5
8-2
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TP�-I APPROXIMATE TEST PIT LOCATIONS
8-2 APPROXIMATE BORING LOCATIONS
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GEOTECH
CONSULTANTS
SITE EXPLORATION PLAN.
FOSTER CENTER
TUKWILA, WASHINGTON
AfF USCS
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TEST PIT I
Description
Devotion:
SM
•
Tan /gray silty gravelly SAND, moist, medium dense, (FILL)
Concrete debris and boulders, metal and garbage
Test Pit terminated at 10 feet below existing grade.
No groundwater seepage encountered during excavation.
TEST PIT 2
0° USCS Description
0
10
15 --
•
•
S
Elevation +
Gray silty clayey gravelly SAND, moist, medium dense
(FILL)
asphalt and concrete fragments
Black silty SAND fine grained, moist to wet, loose to.
medium dense
Test Pit terminated at 14 feet below existing grade.
No groundwater seepage encountered during excavation.
GEOTECH
CONSULTANTS
TEST PIT LOGS
PROPOSED FAIRWAY CENTER
TUKWILA, WASHINGTON
Job No.+
88383
004,,
10 /27/88
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TEST PIT 3
Description
fievotion�
Gray —brown silty clayey gravelly SAND, moist, medium
dense, (FILL)
SP: .
Orange slightly silty SAND, moist, medium dense
r
Black silty fine SAND, fine grained, moist, loose
to medium dense
I0
15
op �lC . was
0
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Test Pit terminated at 9 feet below existing grade.
No groundwater seepage encountered during excavation.
TEST PIT 4
Description
E /Ivol /en
Gray silty gravelly SAND, moist, medium dense, (FILL)
occasional boulders and concrete debris .
plastic and asphalt
extensive asphalt and concrete fragments
Test Pit terminated at 13 feet below existing grade.
No groundwater seepage encountered during excavation.
GEOTECH
CONSULTANTS
• TEST PIT LOGS
PROPOSED FAIRWAY CENTER
TUKWILA, WASHINGTON
✓o0 No., aoto+ Lopped e$,
88383 10/27/88 I DBG
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TEST PIT 5
Description
Elevation:
S
Gray silty gravelly SAND, moist, loose to medium dense
(FILL)
large rocks and boulders
concrete and metal pipe
Test Pit terminated at 13 feet below existing grade.
No groundwater seepage encountered during excavation.
GEOTECH
CONSULTANTS
el
TEST PIT LOGS
PROPOSED' FAIRWAY CENTER
TUKWILA, WASHINGTON
Job Mho o.Hv
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BORING 1
Description
Elevation:
Depth
-15.6
I0
15
20
25
30
35
40
19
15
32
1
1
1
1
SM
•
Mottled gravelly silty clayey SAND, moist, medium
dense
'SP.
•
•
•
•
•
Black SAND, fine grained, wet, loose
occasional silt layers
medium grained
dense
39
Test Boring terminated at 39 feet below existing
grade. Groundwater seepage encountered at 17
feet while drilling.
GEOTECH
CONSULTANTS
TEST BORING LOG
PROPOSED FAIRWAY CENTER
TUKWILA, WASHINGTON
Job No. +
88383 lOotei
11/1/88
Logged Sp
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BORING 2
Elevation:
Description Depth
11.7
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5.5
15
20
25
30
35
40
24
19
14
22
44
19
38
FF
Gray to brown silty gravelly clayey SAND, fine to
medium grained, moist, medium dense, (FILL)
ML
VL
•
Dark gray sandy SILT, moist, medium dense
Black SAND, medium grained, moist; loose
'Sp becomes medium dense
•
•
•
becomes dense and saturated
.4
becomes medium to coarse grained, saturated
Test Boring terminated at 39 feet below existing
grade. Groundwater seepage encountered at 25 feet
while drilling.
GEOTECH
CONSULTANTS
39
• TEST BORING LOG
PROPOSED FAIRWAY CENTER
TUKWILA, WASHINGTON
Jot, No.+ Dole
88383 11/1/88
L000ll er+
DEG
1
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BORING 3
Description
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15.3
I0
17.8
15
20
25
30
35
40 '•-
15
15
11
12
19
28
51
S
Gray /reddish —brown silty slightly gravelly clayey
SAND, moist, medium dense, (FILL)
1
7
SM
Brown slightly silty SAND fine grained, moist,
medium dense
171
Black SAND, fine to medium grained, saturated, loose
becomes medium dense
becomes dense with silt layers 39
Test Boring terminated,at 39 feet below existing
grade. Groundwater seepage encountered at 17i
feet while drilling.
GEOTECH
CONSULTANTS
TEST BORING LOG
PROPOSED FARIWAY CENTER
`fUKWILA, WASHINGTON
.w0 ., a/I,
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GRAIN SIZE ANALYSIS
PROPOSED FAIRWAY CENTER
TUKWILA, WASHINGTON
✓00 No., poH+ Br+
88383 NOV. 88 I
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GRAIN SIZE ANALYSIS
PROPOSED FAIRWAY CENTER
TUKWILA, WASHINGTON
Job No.r
88383
ow. r
NOV. 88
Byr
JAB
6
Slope bockfi /l away from
foundation.
WASHED ROCK
BACKF /LL
See text for
requirements,
6 min.
NONWOVEN GEOTEXTILE
FILTER FABR /C
T /GHTL /NE ROOF DRAIN
Do not conned fo fooling drain.
SLAB
• •A, • Y
AK`
VAPOR BARRIER
• • ,••
•, 4 „ min.
FREE - ORA /N /NG
SAND /GRAVEL .
4” PERFORATED HARD PVC P /PE
Invert of /eos/ as /ow as fooling and /or
crow/ space. Slope to drain. P /ace
weepho /is downward.
GEOTECH
CONSULTANTS
FOOTING DRAIN DETAIL
PROPOSED FAIRWAY CENTER
TUKWILA, WASHINGTON
✓e0 N..
88383
am,
NOV. 88
N.T.8.
MO 0
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TELEPHONE MEMO
RE:
PERSON CONTACTED:
PERSON CALLING:
DATE: DATE:_______
INFORMATION ITEMS:
1.CLQQ 2LOu t1J
( �q ,tom .iL..A
City of Tukwila
n
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Date: 3 -1r -S9
File: #&1 -044
Sheet 1 of
ORDINANCE COMPLIANCE CHECKLIST Uniform Buildin Code, 19 85 Edition. 1
PROJECT. -1"'41RZWA� -j �i�t�lT�.� C-- �i��4�11,C. FccQ.rnir App.
1 r G
1. OCCUPANCY GROUP. �/Pr
2. TYPE OF CONSTRUCTION•
3. LOCATION ON PROPERTY.
4. BLDG. HT./ NO of STORIES•
5. FLOOR AREA
6. OCCUPANT LOAD.
❑ 7. EXITING REQMTS.
DETAILED REQUIREMENTS
E 8. OCCUPANCY: A
❑ 9 TYPE OF CONSTRUCTION:
10. ENGINEERING REGS. & REQMTS: AFC'. 00(X$ V ,K, /
qR GOilA� W 7DI'5 C 11. COMPLIANCE w/ W.S.E.C. to aTr E ) KOTE
712 COMPLIANCE w/ Chapter 51 -10 W.A.C. I4 /A
NOTES:
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6EavE 'CAL Co NSULTARC"c�Dt4 COVt ioN
<v C; I ( EtU "dr. 5rre_` V- ,
BUSH, ROED & HITCHINGS,(r''•C.
Civil Engineers /Land Survey&
2009 Minor Avenue East
SEATTLE, WASHINGTON 98102
(206) 323 -4144
TO C%17 o4 T :AC
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TTAw�la vJ�4 9158
LCTflT(.. 3 OF UQQKSEIJITEQL
DATE 3 -L-- of
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JOB NeB aDe .03
ATTENT. N
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Cen4er
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WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via e -tivia
❑ Shop drawings
❑ Copy of letter
rints
❑ Change order
❑ Plans
❑ Samples
the following items:
❑ Specifications
COPIES
DATE
NO.
DESCRIPTION
Z
1
En) s t o n Cm h v 1 4 5 u ,(-a..Ldvq e., e oi'
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5arks Re ort �l
N.(Mt t. ltGa a
THESE ARE TRANSMITTED as checked below:
For approval ❑ Approved as submitted ❑ Resubmit copies for approval
❑ For your use ❑ Approved as noted ❑ Submit copies for distribution
❑ As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment ❑
❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US
o. A apraVaL, 'tease ca ,te_ i� Q� have_ ahy question S
REMARKS
r11 }.�i 1t3 t93Y
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COPY TO
PRODUCT 2403 Nang/loc.. Gala t We ON T 1
SIGNED:
If enclosures are not as noted, kindly notify us at once.
limummommEmom ct —ammomm►
, r
* Building Division 6200 Southcenter Boulevard
le-% CITY OF TUKWILA GRADING /FILL /EXCAVATION
Tukwila, Washington 98188
," IP. (206)- 433 -1849 PERMIT APPLICATION CONTROL# '3C(`0( -j1,1
Site Address NE Comer £rae.(urban Ave S 4 6I 43r4 St Suite# Floor#
Project Name /Tenant rdk1RuJ a'( cEINTSK.
3365 7o - / 6°' 1- 06:,
Valuation of Grading42S,oac Assessors Account# oOo28o - 000+ - oO
Property Owner Derr/ KtjAa sc,q Phone Z3/4 L- "Pf S (O
Address 6 4 2 . 1 S. 1't 3'a ?lace, u kw%to. W A- Zip ?8I b%
,
Applicant Palk PcDra( 'heS Phone 328 -%QOO
Address 1` 0 Lahr - Sic but 6e.ct*tt.,uj \ Zip 98co2..
Architect /Engineer -gush oracQ 4 J-0%L js Phone 32 3 -q/(44
_
Address 2Or� 9 /')1 fna ( Ave- E_ Zip 98 /02_
Contractor FooSHE _4 Associd4-e5 (o-'Z� License# FOUSHAC 1580 1b Phone 453 -8960
Address E O. B OTC 6S Bell voe., uJ 14 Zip
Hauling Co. (c, be ae_ e(rvn,N:Pe& Phone
Address Zip
Describe the purpose and extent of fill, excavation or grading A-rpraxicnc-4ety SUCc) 4s/
to( v -Lt■vi SvYcLaavgQ o4 butUlk,J h, s Cut (c.u.) Fill (c.u.)
pa
Two (2) sets of grading /fill /excavation plans must be submitted which meet the application
requirements of Section 7006(d), 1985 Uniform Building Code. A soils engineering report and
engineering geology report may also be required.
An Environmental Checklist is required to be submitted ($100.00 Fee) to the Planning Depart-
ment for any grading /fill /excavation 500 cubic yards or more.
A Hauling permit is required for any grading /fill /excavation of cubic yards or more.
A $2,000 bond, certificate of insurance, route map, and permit fee of $25.00 are required.
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND
CORRECT AND THAT I HAVE THE PROPERTY OWNER'S AUTHORIZATION TO DO THIS WORK.
Applicant /Authorized Agent (signature) .,-c� a . ea Date 3 - -I3 -87
(print name) ha.)tc9. S_ L1 eIl
Contact Person (please print) Iq.i,g- ,5- ae_t i Phone 323 -1//41.1
OFFICE USE ONLY
FEES: Grading Permit Fee (000/322.100) $ 1 513,() Q Receipt# Date Paid
_- .. .... .... .....Plan Check Fee (000/345.830) _3p, Receipt# Date Paid
Other ( ) 3, 0 Receipt# Date Paid
1 � TOTAL /i0 (OWES: $ /93,00 )
Excavation Ordinance #1341: 0 Bond Required: $ ‘2,(Jt 0 Cert. of Ins. Amount $
TbETI1GDATE
E
IN
DATE OUT
COMMENTS,
/BLDG
3- IW-8cf
3-15-81
Approved for Issuance ,d s• !'1 40
%PLNG
3 -15 "u9
/ cSEPA
q2A(6(
5-'40 9
Approved (Initials) j -ti
Checklist required: ,'Yes
No SEPA Determination b, S
SEPA F i 1 e #Epic -2c.. R8
Approved (Initials) 0
/PWD
E-2.0-61
Hauling Permit Requi r-y: Yes D No i2()(1- ES 1g,
1 '11 r, qz,.�
FY
I.TIAGOSON SONS 120436
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MAINTENANCE
GRAVEL CORM ENTRANCE
THE ENTRANCE SHALL BE MAMI IN A CONDITION WHICH WILL
PREVENT TRACKING OR FLOW OF. -)NTO PUBLIC RIGHTS-OF-WAY.
THIS MAY REQUIF:E PERIODICEsENC WITH 2 -INCH STONE, AS
CONDITIONS DEMAND AND REPAERE Ci,EANOUTr OP ANY STRUCTURES
USED TO TRAP SEDIMENT. ALL EES SPILLED, DROPPED, WASHED
OR TRACKED FROM VEHICLES ONTy.Vsys OR INTO STORM DRAINS
MUST BE REMOVED IMMEDIATELY.
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EROSION/SEDIMENTATION CONTROL NOTES
I. ALL LIMITS OF CLEARING AND AREAS OF VEGETATION PRESERVATION AS
DESCRIBED ON THE PEEN SHALL BE CLEARLY FLAGGED ON TUE FIELD AND
OBSERVED DURING CONSTRUCTION,
2. ALL REQUIRED/EEDIMENTATION/ERoSION CONTROL FACILITIES MUST BE
CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING AND/OR
OTHER CONSTRUCTION TO INSURE THAT SEDIMENT LADEN WATER DOES NOT
ENTER THE NATURAL DRAINAGE SYSTEM% ALL EROSION AND SEDIOENT
FACILITIES SHALL BE MAINTAINED IN A SATISFACTORY CONDITION
UNTIE SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETED
AND POTENTIAL FOR ONSITE EROSION HAS PASSED. THE
IMPLEMENTATION, MAINTENANCE, REPLACEMENT AND ADDITIONS TO
EROSION/SEDIMENTATION CONTEOL SYSTEMS SHALL BE THE
RESPONSIB/LITY OP THE PERMITTEE.
3. THE ERIESIoN AND SEDIMENTATION CONTROL SYSTEMS DEPICTED ON THIS
DRAWING ARE INTENDED TO BE M/NIMUM REQUIREMENTS TO MEET
ANTICIPATED SITE COND/TIONS. AS CONSTRUCT/ON PROGRESSES AND
UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE PERMITTEE SHOULD
ANTICIPATE THAT MORE EROSION AND SEDIMENTATION CONTROL
FACILITIES WILL BE NECESSARY TO INSURE COMPLETE SILTATION
CONTROL ON THE PROPOSED SITE. DURING THE COURSE OF
CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF
THE pERMITTEE TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED
HY H/S ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES, OVER
AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED TO PROTECT
ADVACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE
SYSTEM.
4. APPROVAL OF THIS PLAN IS FOR EROSION/SEDIMENTATION CONTROL
ONLY. IT DOES NOT CONSTITUTE AN APPROVAL OF STORM DRAINAGE
DESIGN, SIZE NOR LOCATION OF PIPES, RESTRICTORS, CHANNELS OR
RETENTION FACILITIES.
E. ANY DISTURBED AREA WH/CH HAS BEEN STRIPPED OF VEGETATION AND
WHERE NO FURTHER WORK IS ANTICIPATED FOR A PERIOD OF 30 DAYS OR
MORE MUST BE IMMEDIATELY STADILIZED WITH MULCHING, GRASS
PLANTING OR OTHER APPROVED EROSION CONTROL TREATMENE APPL/CABLE
TO THE TIME OF YEAR IN QUESTION. GRASS SEENNG ;LONE WILL RE
P.CCEPTABLE ONLY DURING THE MONTHS OF APRIL THROUGH SEPTEMBER
INCLUSIVE. SEEDING MAY PROCEED OUTSIDE THE SPECIFIED TIME
PERIOD WHENEVER IT IS IN THE INTEREST OF THE PERMITTEE, BUT
MUST DE AUGMENTED WITH MULCHING. MEETING, OR OTHER TREATHENT
APPROVED BY THE DEPARTMENT.
6. ALL EROSION/SEDIMENTATION CONTROL PONDS WITH A DEAD STORAGE
DEPTH EXCEEDING 6 INCHEE MUST HAVE A FENCE WITH A MINIMUM
HEIGHT uF 3 FEET.
CONSTRUCTION SEQUENCE
1. ATTF.ND PRECONSTRUCTION MEETING.
2. INSTALL CONSTRUCTION ENTRANCE.
3. FLAG CLEARING LIMIT.
1.. PLACE STRAW BALE DAM EXISTING DITCH.
S. INSTALL FILTER FENCE AND DIVERSION DITCHES.
6. CONSTRUCT WEST SIDE EROSION CONTROL DITCH $41711 PERFORATED RISER.
7 . CLEAR AND GRUB SUE.
9. GRADE TO SUBGRADE
10. BEGIN ROLLING SURCHARGE.
II. MAINTAIN EROSION/SEDINENTATION CONTROL MEASURES DURING ALL GRADING.
12, irioac,,,c00
..tolercACVTION SHALL BE DONE PER GEOTECH 'CO.NSULTANTS SOIL REPORT-NO.
8338), DATED NOVEXBER, 1928.
3.7117-;-9 C-601-)1,6TION OF 'ME oct-5.
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Plan Check approvals
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Permit No
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CITY OF TUKWILA
APPROVED
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