HomeMy WebLinkAboutPermit B92-0357 - OTIS ELEVATOR - TENANT IMPROVEMENT!jar. gq
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ELEVt\TO
Community Development / Public Works e 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188
Permit No: 892 -0357
Type: B -BUILD
Category: ACOM
Address: 13035 GATEWAY DR
Location:
Parcel #: 000480 -0015
Zoning: M1
Type Const: V -N
Gas /Elec:
Wetlands: E
Water: N/A
Contractor License No.: STEPHGA099BP
TENANT OTIS ELEVATOR
13035 GATEWAY DRIVE #15
OWNER KAISER DEVELOPMENT 'CO''
BEDFORD PROPERTIES,INC., 12720
CONTRACTOR SGA
P.O. BOX 33978, SEATTLE, WA 98133
ARCHITECT KEHLE, DAVID
12878'' INTERURBAN AV S, SEATTLE;.. WA 98168
CONTACT KEHLE DAVID Phone:
12878 INTERURBAN AVENUE ,.S,;` TUKWILA, WA 98168
***************************************,******* * * * * * * * * * * * * * * * * * * * * * * * * * * **
Permit Description:
INSTALL OFFICES, 2ND FLOOR STRUCTURE, RELOCATE
EXISTING:, ENTRY DOORS, INSTALL NEW STOREFRONT DOOR
AND. ,RE -LITE.
Units: 000
Buildings.: 001
'
Fire Protection: SPRINKLERED,
UBC Edition: 1991 Valuation: 180,000:00
Total Permit Fee: 1.,521 :68
********************************************* * * * * * * * * * * * * * * * ** * * * * ** * * * * **
,aorvrai accw
Date
Permit Center Authorized Signature
BUILDING PERMIT
Type of Occupancy: OFFICE
Scopes:
Sewer: N/A
Status: ISSUED
Issued: 11/18/1992
Expires: 05 /17/1993
TUKWILA; :,:WA 98168
Phone: (206)241 -1103
GATEWAY, `..TUKWILA WA 98168
Phone: 206 367 -2191
Phone:
SETBACKS
Back:
Right:
I hereby certify that :I have read and `examined' this permit and,` know the
same to be true'„ and co.rrect.:. All provisions of,,, .law and ordinances
governing this.'work will be complied withwhether specified` herein or not
The granting of th permit does,,,no.t to give authority to violate
or cancel the provisions of any oth s , or local regulating.
construction or the performance of ;work .: 'I ;gam auth'o.r zed to sign for and
obtain this bui ing perm i.t;,
Signature: - J a-, i/L
Print Name:L'lr1S
ate: /l) q2"
(206) 431 -3670
206 433 -8997
206 433 -8997
awl
Title: .LCie4L
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.
PERMIT NO.
CONTACTED `
0)65k.
DATE READY
DATE NOTIFIED
,„
L M".
BY;
BY:
--
PERMIT EXPIRES
2nd NOTIFICATION
BY:
1 (snit.)
AMOUNT OWING
i , O �
M *
3RD NOTIFICATION
-
BY:
(init.)
PROJECT NAME
PLAN CHECK
NUMBER
?»tQ - 0351
INSTRUCTIONS TO STAFF
• Contacts with applicants or requests for information should be summarized in writing by staff so that
any time the status of the project may be ascertained.
• Plan corrections shall be completed and approved prior to sending on to the next department.
• Any conditions or requirements for the permit shall be noted on the plans or summarized concisely
in the form of a formal letter or memo, which will be attached to the permit.
• Please fill out your section of the tracking chart completely. Where information requested is not
applicable, so note by using "N /A ".
BUILDING SQUARE FOOTAGE/OCCUPANCY INFORMATION
(to be filled out by Plan Checker)
FLOOR
TOTA
SQUARE
FEET
OCC.
LOAD
SQUARE
FEET
OCC.
LOAD
SQUARE
FEET
OCC.
LOAD
SQUARE
FEET
OCC.
LOAD
SQUARE
FEET
OCC.
LOAD
TOTAL
SQUARE FEET
DEPARTMENTAL REVIEW
"X" in box indicates which departments need to review the project.
VBUILDING -
initial review
K FIRE
O PLANNING
O PUBLIC
WORKS
O OTHER
BUILDING -
final review
REVIEW COMPLETED
to-t-cN
(01(t.
nov
i 71- 7 ) 41,
ROUTED
�d ( fZ-
INIT:
INI .
/a /9a
INIT:
INIT:
t 1 l��. l ( I`1 t2
INIT: — N
BUILDING?ERMIT
APPLICATION TRACKING
ME IT:
. :... .: : :......: :...;...::::..
CONSULTANT: Date Sent I b- a- Q Date Approved -
UIREME
FIRE PROTECTION: [r Sprinklers
FIRE DEPT. LETTER DATED: /6///ipe—
REFERENCE FILE NOS.:
TYPE OF CONSTRUCTION:
ZONING: 1BAR/LAND USE CONDITIONS? f Yes (i No
MINIMUM SETBACKS: N - S.
UTILITY PERMITS R EQUIRED? Yes No
PUBLIC WORKS LETTER DATED:
Detectors N/A
INSPECTOR: n.—
w-
UBC EDITION (year):
TOTAL
OCC. LOAD
SITE o IX • SUITE
VALUE OF CONSTf I t -
PROJECT NAME/TENANT
010 aelitte - E bte Ce)12{'•et PG1 •q
ASSESSOR ACCOUNT #
0 - col 5
(commercial) U Demolition (building)
0 Other:
TYPE OF U New Building U Addition ® Tenant Improvement
WORK: G Rack Storage 0 Reroof 0 Remodel (residential)
DESCRIBE WORK TO BE DONE: Iu *U. OpPC.02, 244t' pim ' ITUIo►t112B, lkattee VeoCeref E .1c1 E1 VV'
P Z I 2 r / , WAR. Nwi 'Mb nowt- Raw. 4 tZE -1'I.6 .
BUILDING USE (office, warehouse, etc.)
Cillt 4 21I e
NATURE OF BUSINESS: coltReit °war, ow riemexateroj
WILL THERE BE A CHANGE IN USE? R! No O Yes If Yes, new building
requirements may need to be met. Please explain:
, 1 t
t , r err i , L Area of Construction:: � : Sigh t't.
SQUARE FOOTAGE - Building: 4, G,� Tenant Space:
,Wt No L THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE U LDING?
0 Yes IF YES, EXPLAIN: 9,1I 3
PROPERTY OWNER _
_ "�, ilak `
` P
PHONE 14
ADDRESS Vl1 2
01 �
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ZIP `1S1l��
CONTRACTOR GA P
PHONE ,r , 4 l
ADDRESS go. �1� !
! U
U1b , Z
ZIP c (
WA. ST. CONTRACTOR'S LICENSE # s
ARCHITECT �� 1 `
``
,,, �
/2)
�} P
CITY OF TUKWILA
Department of Community Development - Building Division
6300 Southcenter Boulevard, Tukwila WA 98188
(206) 431 -3670
1 HEREBY CERTIFY T9iAT,1 Hi4VE READ AND EXAMINED :..THIS APPLICATI,UN,
• BE' TRUE: AND; C ORRECT, AND 1 AM : :AUTJ ORIZED TO APPLY: FOR;THIS ;PER
SIGNATUR
BUILDING OWNER
OR
AUTHORIZED
AGENT
CONTACT PERSON
PRINT NAMES v 'jI.
ADDRESS ism w eruri.66 6 t me. 0:.
%AP
BUILDl PERMIT
APPLICATION
DESCRIPTION
BUILDING PERMIT FEE :
PLAN CHECK FEE
BUILDING SURCHARGE •
AMOUNT::
AO
RCPT:
DATE
DATE APPLICPT'^N ACCEPTED DATE APPLICATION EXPIRES
KN �
DATE
�0•t�a2
PHONE e,33, tgoi.i
h. ciew
3s-wig
PHONE
APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to fill out the
application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at
the Building counter which provide more detailed information on application and plan submittal requirements.
Application and plans must be complete in order to be accepted for plan review.
VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of
Community Development prior to application submittal. Contact the Permit Coordinator at 431 -3670 prior to submitting
application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is
subject to possible revision by the Building Division to comply with current fee schedules.
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 requ'•ed as part of this submittal.
EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall
expire by limitations. 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 304(d) of the Uniform Building Code (current edition).
No application shall be extended more than once.
if you have any questions about our process or plan submittal requirements, please
contact the Department of Community Development Building Division at 431 -3670.
0 1 1 ( 45
atradr
COMMERCIAL
, : • ,.„ , • • • • • • • , ;;v: • •„ . .. • ••• •••'; , ;.• • .. ,..." • .••••• •".
NEW .COMMERCIAL•BUILDINGS/ADDITIONS%
. . . ..
• [ CornpletOdbUilding•permit application (one for each
•_,.• •••••••• ..•••••:•:......• • •• •••• • • • ... . . . • . .. . • '..• •
I I: Asiessar'Account•:NUniberH:
• • ..• • •••••
•••••••••••• •• ••, •
'.....:•••:••••
Two Seta: the:following:
Spocitcatos
••• .. .
onglnoer
iipedhY
'Solis report stampad•by:a` Washington. State: licensed.engineer
fl] Top�graicai .............. •
. •••••••••,..•••.•••••:,:•.:,....••••• .
Energy
•:••••.
engineer ................................................................................................................................................................................................................................
Legal doscription
architect, • inclifcie:::<:
• . •
•
Site plan
Archltectural drawings
Structural drawlngs
• • Mochanical drawings
Landscape plan
Six (6) sais of civil drawings
rllif '"'••••
Two (2)•scits Orplans;which
' . ; . • .
•
Building 'floorplan showing:: •
:.N*4GL,E
ACseCsorAcCoL
COniPleted:hUilding,:PerMit application (ohe'foreach:*trOctOre):
• ••••
•
SUBMITTAL CHECKLIST
iittelOcii:r0.
*On
RACK :STORAGE • •
Completed building parmit:'apPlicatian:.•::::
„ . .
Dimensjons of alt aisles
• Entire space where racks will be loaated
• • •
Tenant space Iloor •• plan •• •• showing
••
exits
and 02cit, ways 91 elq
Structural calcuiations stamped by a Washington State Ucerised
. . ... . . •••••••:':,..'• •
RESIDENTIAL
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CITY OF TUKWILA, WA "'TRANSMIT
*** * * * * *k* **** *kk **** ***k * *** *k• kph** *k * *** *a4•kh**** * ******* *hkk *k
TRANSMIT. Number: 92001333 Amount: 924:00 11/18/92 14:O9
Permit No B92•-0357 ' Type: B- BUILD BUILDING PERMii1/28/92
Parcel No: OOQ480 -0015
Site` Address: '13Q35 GATEWAY DR
Payment: Method: CHECK Notatiar►. DAVID KE.HLE ARCH 'nit: SLB
* *kk* k** + t**** **** * * * *k * * *** * * * *,h * * *k** * * *** *fib * * * ** ***k *•k * *h•h * **
Account Cade Description
000/322.100 BUILDING - NONRES
000/386.904' STATE BUILDING SURCHARGE
Total (This Payment):
Total Fees:
Total All Payments
Belanrea
1,521.68
1,521.68
.QO
Paid
919.50
4.50,
924.00
GENERA 919.50'
GENERA 4.50
TOTAL 924.00
CHECK(` 924.00
CHANGE : 0.00
5369A000 16 :07
*k;***k:k ***h *•k kk* **r.**•*k ** **•:k **)r**k*/ k*kh* *)i* ** * *k•k * *hk•k* *•her *kk **
ITY OF'TUKWZL A WA TRANSMIT
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TRANSMXT Number .; ` 92001071 :•Amount» 597468 1()!01 % " '.a t10 1 ,
Permit Nop .I3 2-O3 7 ' TYpe: R- RUILD". PUILDINO,"PERi T
Parcel No; . 000480 -co i,S
i'•te °"A,'d.dre4 n ..13,n:;�5` GATEWAY DR
P ymer t Method »" CH CK -Notation DAVIL) : KE "HLE ARCH... " X'ri it.» SLR
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"
Ac;catiriia Code. Dasc r• i pt i"iajn Pa i d
0004341.830 PLAN CHECK NOAH E" 59 7 .C8
Total (This Payment) a: 597.68
GENERA 597 »68
TOTAL 597.68
CHECK 597.68
CHANGE 0.00
3878A000 i5 »14
Address: 13035 GATEWAY uR
Tenant: OTIS ELEVATOR
Type: B -BUILD
Parcel #: 000480 -0015
• k************ ** * **'k *•k *•k* * * * *•k ** * * * ** * *•* k****• k*-k**• k * * * *•k *•*•k * * ** * *•k **•k* *•k* * **
Permit Conditions:
1. No changes will be made to the plans unless approved by the
Architect and the Tukwila Building Division.
2. Plumbing permit shall ,be obtained through the Seattle -King
County Department of Public Health. Plumbing will be
inspected by that agency, i,nc:l:ud•i ng.: a,1,.l.,, piping
(296 -4722) .
3. Electrical permit sh"':1.1 xbe' obtained through h:e „.Washington
State Division o:f ~LYab'ar a.nd Ind.ustr:ies and ale:c.trical
work will be a�il. in sp'e'c ted b y` tih !a gen'cy (248 .`.
4 . All mechanic>w'ork s hall.; be under separa permit ' through
the City of.:tukwi`la r”
5. All permi , inspection reco` and approved - •'p sha?i;1 A be
maintained a va;i lab;le athe .f.c b �'�srite prior 'to the. s ; tart of`'
5any cons:tructio'n,,. These. document,re to be main a,;ine,d
availa0 until final inspection approval is granted
6. Any new ce�ilsing gOd an..d`'light fixture installatilo,n isr° ,
requi�r';e ° d to :rpeet,'lateraj brac`i•ng ;requirements for 'Sei's,mi'c
Z
CITY OF TUKWILA
7. Parthi `io ; %411s'' attach t "c ` e . iling.g'r d must be latera
braced WO , teight'` , (8) , <feet 'in length. , -•
8. Whe inspection "is r equ `e
i =r . d d 7 i elter "e 'owner,1
arcq tect qr engineer., shat 1 n otify�s t•he;'Tu Bui 1 di°�g
Dl 1: ap % po�int•nient o.f th,es;pe in ti nn...agencies prsior to
the, tlf�,irs,�tsr:h .�; ..din ,.t ns'pect.io ;n:• CopiO's"'of all specia1`�` r`..'.,.'•,.
ec
ins tioneports' shal 1� = be subri t�t,ed;. to,,..the Building', g at
Dlv. Wa on, in 4 ; a timel`"
y'na�nnei-. Reports dR�sha it");contain aess;,
proJ1.h
e are , permit number and type •of �•i-nsp b e in
ection g
dd
perf 2 ped`: s o.: ; .
The 0.pecia1 r ipspector .shall submit a 1 'f ina < sfgn r•'eport
stati g whether the work requirin� s,peci�h1 i wasY, a "
to the ; st of the " a:i nspector. s kn'owrl e°dg;e, \ i n conformance wi t:h y�i
approved p ,lansn d d s' .ecif ications and they - p : 1'cabl ; e 'work. -; '��/
C #� artt,a
manship f?i` \ visiMon.s �' of the UBC.
10. All strut k "
'`turial co'n�crete sha{11 speci�a,,l�: irispec;te`��,�w�"Sean�3C16
(a) 1, UBC) k ; :ti . - K be as ti•of id ti dr y
? j
11. All structure L elding sha11 W.A.B.O. cert.i led
welder and special (Sec o, 6;t, (a) 5 UBC),la
.,. y ^ ...... 1 S t ..r 1 � ' �e rJ�-.f+th.�l;.tf �
12. All high- strength?bol,ti sh 1 '.be spe a'ial ir� spe;}<t'ed (Sec.
306 (a) 6 UBC). 4;,:e,
13. Bolts installed in con`cr•Me;,sha 1 bet. ,o #al °fnspected (Sec.
306 (a) 2 UBC).
14. Any exposed insulations backing material shall have a Flame
Spread Rating of 25 or less, and material shall bear identi-
fication showing the fire performance rating thereof.
15. All construction to be done in conformance with approved
plans and requirements of the Uniform Building Code (1991.
Edition) as amended by the Washington State Building Code,
Uniform Mechanical Code (1991 . Edition), and Washington State
Energy Code (1991 Second Edition):
16. Validity of Permit. The issuance of a permit or approval of
plans, specifications and computations shall not be con-
strued to be a permit for, or an approval of, any violation
of any of the provisions of this code or of any other
ordinance of the Jurisdiction. No permit presuming to give
authority or violate or cancel the provisions of this code
gha11'hp valid.
Perri' No: B92 -0357
Status: ISSUED
Applied: 10/01/1992
Issued: 11/18/1992
Notify the City of Tukwila Building Division pr or to .
placing any concre This procedure is in at ion to any
requirement for a cial . inspection.
18. There shall be no occupancy of the building(p) until the
'final inspection has been completed by the Tukwila Building
Inspector.
Dear Sir:
City of Tukwila
FIRE DEPARTMENT
444 Andover Park East
Tukwila, Washington 98188 -7661
(206) 575 -4404
Fire Department Review
Control #B92 -0357
October 16, 1992
Re: Otis Elevator - 13035 Gateway Drive, Suite #157
John W. Rants, Mayor
The attached set of building plans have been reviewed by
The Fire Prevention Bureau and are acceptable with the
following concerns:
1. The total number of fire extinguishers required for
your establishment is calculated at one extinguisher for
each 3000 sq. ft. of area. The extinguisher(s) should be
of the "All Purpose" (2A, 10B:C) dry chemical type. Travel
distance to any fire extinguisher must be 75' or less.
(NFPA 1 0 , 3- 1 . 1 )
Extinguishers shall be located so as to be in plain
view (if at all possible), or if not in plain view,
they shall be identified with a sign stating, "Fire
Extinguisher ", with an arrow pointing to the unit.
(NFPA 10, 1 -6.3) (UFC 10.505A)
2. Exit hardware and marking shall meet the requirements
of the Uniform Fire Code. (UFC 12.106 - 12.111)
Exit doors shall be openable from the inside without
the use of a key or any special knowledge or effort.
Exit doors shall not be locked, chained, bolted,
barred, latched or otherwise rendered unusable. All
locking devices shall be of an approved type. (UFC
12.106(c))
Exit doors shall swing in the direction of exit travel
when serving any hazardous area or when serving an
occupant load of 50 or more. (UBC 3304(b))
Exits serving more than 50 occupants shall be provided
with illuminated exit signs. (UFC 12.111(d), UBC
City of Tukwila
FIRE DEPARTMENT
444 Andover Park East
Tukwila, Washington 98188 -7661
(206) 575 -4404
Page number 2
3314(c))
John W. Rants, Mayor
3. All new sprinkler systems and all modifications to
existing sprinkler systems shall have fire department
review and approval of drawings prior to installation or
modification. New sprinkler. systems and all modifications
to sprinkler systems involving more than 25 heads shall
have the written approval of the W.S.R.B., Factory Mutual,
Industrial Risk Insurers, Kemper or any other
representative designated and /or recognized by The City of
Tukwila, prior to submittal to the Tukwila Fire Prevention
Bureau. No sprinkler work shall commence without approved
drawings. (City Ordinance #1528)
Local U.L. central station supervision is required.
(City Ordinance #1528)
4. All new fire alarm systems or modifications to
existing systems shall have the written approval of The
Tukwila Fire Prevention Bureau. No work shall commence
until a fire department permit has been obtained. (City.
Ordinance #1528) (UFC 10.503)
If smoke detectors are installed in lieu of one -hour
corridor construction, detectors shall be located in
the corridor and in all areas open to the corridor, on
both the first and second floors.
5. Alarm annuciation shall comply with A.D.A.
requirements.
Local U.L. central station supervision is required.
(City Ordinance #1528)
6. All electrical work and equipment shall conform
strictly to the standards of The National Electrical Code.
(NFPA 70)
Each circuit breaker shall be legibly marked to
indicate it's purpose. (NEC 110 -22)
John W. Rants, Mayor
City o f Tukwila
FIRE DEPARTMENT
444 Andover Park East
Tukwila, Washington 98188 -7661
(206) 575 -4404
number
•
7. This review limited to speculative tenant . space only -
special fire permits may be necessary depending on detailed
description of intended use
r a . i..S ' /ru 0 if—'
I l led: on:
-
Address: /3 03, C �/° /P'tit..•a ��`
ate Called:
Special Instructions:
Date Wanted:
a. -,-5
- 7
3
/u - / / , r�
m. .m.
Requester:
-
,
, ///
Phone No.: �?
C., ' C
i t,
„IN RECORD cy
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
Approved per applicable codes.
COMMENTS: '
PERM NO.
-3670
❑ Corrections required prior to approval.
❑ $3A.00 REINSPECTION REQUIRED. Prior to reinspection, fee must be paid at
6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection:
— Red:
- �g
ptcvA -ro w
Typ of fnspectbn: `
CS I. - (14
Address:
1.3035
rM - E - vorl bit.
Date Called:
Z - 4-1- c
Spedaf Instructions:
Date Wanted:
Z - Li— R 3
am, p.m.
Requester:
Phone No.:
INSPECTION RECORD
Retain a co with permit
AY Ae
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
Approved per applicable codes. 0 Corrections required prior to approval.
COMMENTS:
(206) 431 -3670
O . $36.00 REINSPECTION FEE REQUIRED. Prior to reinspection, .fee must be paid at
6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Project: nri s E
Type of Inspection: ---
tn /JAI,
7aaress:
Date Called:
Special Instructions:
Date Wanted: 2pci , ls
am. .
Requester:
11-
Phone No.:
. •
19 INSPECTION RECORD
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
0357
PERT No.
(206) 431-3670
0 Approved per applicable codes.
COMMENTS:
Corrections required prior to approval.
bddi GP 7 /1 _Micat-161t-- ‘e..esize-c) m
(1 Aili 1 TE1 / / 0 " F".
( CI t36 /2EZ4A EV erni ,
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StAeroo-1
. • •.
nspectoc Date
0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at •
6300 Southcenter 6Ivd., Suite 100. Call to schedule reinspecllon.
7 9 7 6 , 7 6 9 7 - : - . .
,774 1 "--
ype o nspect on et..,
.
Address
Date called:
/ `ZiJ y
Special Instructions: ,
Date Wanted:
/--2.1-3 -�
a
p.m.
Requester:
Phone No.:
7 "
SPE • 0.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
Approved per applicable codes.
INSPECTION RECORD
Retain a copy with permit
612
o35
PERMIT N0.
(206) 431 -3670
0 Corrections required prior to approval.
O $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at
6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection.
.ro d i 1 ,
E
YPeo n . :« .P; .
OD
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Sp ^a nstruct ons:
3 pm
c c�
II
$
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'ate anted:
R .'u-
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Phone No,:
,
INSPEC11ON NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
!,
COMMENTS:
AN$PECTION RECORD
Retain a copy with permit
Approved per applicable codes, O Corrections required prior to approval.
`
(206) 431 -3670
0 $30.00 REINSPEC ON FEE REQUIRED. Prior to reinspection, fee must be paid at
6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 4;'
roes-75 L g_
ype o ns• . 4.
illipreill
Special Instructions: 4
1 AS p05S i to t&
Pate ant :
Requester: 1\A
Phone o.: F.- 4.I
L
- 40
El Approved per applicable codes.
COMMENTS:
INSPECTION RECOR
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
• slorg
1.4.,dory6 44/1/ 1 0 /4-to aecr2.4
t.../4.7 0 4. 0.90 a e
(206) 431-3670
Corrections required prior to approval.
1■•■•■=11•1111MINMENNI
O $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at
6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
I Rocelot No.:
Date:
..
ype o nsped n:
r rasa:
I: .: .
,;e st coons:
5 t✓e /
Date anted:
/
3
- 3) P.m:
Requester:
Phone No,:
INSPECTION RECORD- -
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
(206) 431 -3670
❑ Approved per applicable codes.
Corrections required prior to approval.
COMMENTS: '
A 7' v Gail)•
(Zia ephr
.4e
)d'
(-4L /t4(.4 - Lt
ZA - „kA l ?
•
❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at
6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection.
e
rolect;,..,,� -� UCc, E
y� o ns n: litAt.
ess:
1 ) e .15 .
Date Called: j _.,'
(
.3 J
Spedal Instructions:
Date Wanted:
j ^ 1 —ci
a ...
Requester:
t C
Phone No,: .4
:.tr
INSPECTION RECORD
Retain a copy with permit
CITY OF TUKWILA . BUILDING DIVISION
6300 Southcenter Blvd.; #100, Tukwila, WA 98188
❑ Approved per applicable codes.
uair r , ...w.: ,.. _
(206) 431 -3670
Corrections required prior to approval.
COMMENTS:
❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at
6300 Southcenter Blvd :; Suite 100. Call to schedule reinspection.
r - t N0.:
Date:
Project:
Type of iv i
Address:
/ 3 b .55
(.
mi.
Date Called:
l r Z
Special Instructions:
Date Wanted:
/ - 1Z r 67� a . p.m.
Requester:
fi , t',
Phone No,:
0.
'4NSPECTION RECORD
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
Approved per applicable codes.
P
(206) 431 -3670
L7 Corrections required prior to approval.
COMMENTS:
� /oo , -
%l��PitGt1L. d��s
❑ ` $30.00REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at
6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
g - n S 1 EVATb
YPao aspect in:
)•,su -T b∎J
Special Instructions:
�5�—
Date anted:
/'
3
-12 ."
P.m.
Requester:
„
INSPECTION RECORD:
Retain a copy with permit-
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
(206) 431 -3670
Approved per applicable codes.
❑ Corrections required prior to approval.
COMMENTS:. /- X- ,-t;ti t•a/ // /-4
)--,
❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at
6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Project; i i5 �r 1,6 ,
Type of Inspect • �: `
eeedddalInstructions:
Date Wanted
f — --q;3 a p.m.
Requester: ,�., /
/ ck&
Phon No, ^ 6 6 , I s e
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
Approved per applicable codes.
COMMENTS:
0 • rtr
INSPECTION RECORD
Retain a copy with permit
-- e471 r( c A .rr t
O Corrections required prior to approval.
(206) 431 -3670
O $30.00 REINSPEC'TION FEE REQUIRED. Prior to reinspection, fee must be paid at
6300 Southcenter. Blvd:, Suite 100. , Call to schedule reinspection.
ro ect: Ut13 C= �� v atc �r
ype o nspeM ron: st n
Address: 13005 610,kze Di
eCalled:
I •• I6,
Spada! Instructions;
ab �r k o0�
u kk-2 ,1.157
J
Date Wanted:
I - i (r, - G
Requester:
m � r1
Ph one No.;
L
S • .
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
7�. Approved per applicable codes.
COMMENTS:
nspector:
INSPECTION RECORD
Retain a copy with permit
(206) 431 -3670
❑ Corrections required prior to approval.
❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at
6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Recept No.:
[rate::
ro) S 2103)0, k.0 -v'"'
Yfe ° nspec2wn: F t 04 '
AdIrtli GQ / tomik Tr,
`
Date Caned: L . (]
Special lnsiNCtions: _
Date W
Requester:
t 'ff //7.
�1
Phone No.' .'110 ° (0 ib C ia
IIISPECTION RECORD.
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
►7 Approved per applicable codes.
CO MENTS:
Inspect
•
O Corrections required prior to approval.
Date:
r
0357
PERFAtT NO
(206) 431=3670
4L
O $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at
6306 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Sprinklers:
Fire Alarm:
Hood & Duct:
Halon:
Monitor:
Pre -Fire:
Permits:
4
Authorized
FINALAPP.FRM
City of Tukwila
FIRE DEPARTMENT
444 Andover Park East
Tukwila, Washington 98188 -7661
(206) 575 -4404
Needs shift inspection
TUKWILA FIRE DEPARTMENT
FINAL APPROVAL FORM
Project Name S "!
Address /303S 4"err"Fu/.fiti( 1)W Suite # /c
Retain current inspection schedule
?(.- Approved without correction notice
Approved with correction notice issued
xtt • • Po
nature
Gary L. VanDusen, Mayor
Control No.
Permit No.
Date
T.F.D. Form F.P. 85
February 9, 1992
Tukwila Building Department
6300 Southcenter Blvd.
Tukwila, WA 98188
Project: Otis Elevator, Bldg 9
Address: 13035.Gattway Dr.
Permit No: . 0-0357 5
File No: 92-11216
Frank Foster
Principal
cc: Richard Hudson & Associates
David Kehle
Kaiser Development
SGA`
TESTING
LABORATORY
INC.
DWBE Certified D2F4708231
Nationally Accredited Laboratory
This is to advise you that special inspections are completed on the above referenced project.
The following inspections were required and copies of all inspection reports have already been
forwarded to you.
c•N
1. Reinforced Concrete
3. Welding
4. Bolting
All work inspected conformed to Tukwila Building Department approved plans, specifications,
Directors Rule, UBC and related codes and/or verbal or written instructions from the Engineer of
Record.
Our last report is dated December 18, 1992, number 5844.
Sincerely,
A.A.R. TESTING LABORATORY, INC.
P.O. Box 2523 • Redmond, WA 98073 • (206) 881.5812 • FAX 881-5441
1413 Fraser St., E3Idg. H, Suite 103 • Bellingham, WA 98226 • (206) 671-6430 * FAX 671-8563
FEB 1 2 1993
com,"„
of.r.vELoph.;41,/\?-7
RECEIVED
COY OF TURAILA
OCT 2 8 1992
11111ligia
DATE ID * . 9,2. --
PROJECT NAME I`_
ADDRESS � W� ILP0' Pe • 0 7
CONTACT PHONE M -7
ARCHITECT OR ENGINEER 201theirilLC
PERMIT NUMBER (If previously issued)
PLAN CHECK NUMBER 'A400Y M0'7
TYPE OF REVISION:
* *REVISION SUBMITTAL **
SUBMITTED TO: `! flzi N
CITY OF TUKWILA
6200 SOUTHCENTER BOULEVARD
TUKWILA, WA 98188
(206) 433 -1851
?21 q2..-
SHEET NUMBER(S)r
• "Cloud" or highlight all areas of revisions and date revisions.
DATE 10.1 s' N A
TYPE OF REVISION:
CITY OF TUKWILA
6200 SOUTHCENTER BOULEVARD
TUKWILA, WA 98188
(206) 433 -1851
* *REVISION SUBMITTAL **
PROJECT NAME )I,/ ` t /I ' rl i i 11 , / n
ADDRESS 13O. 5� 61(1 0 j ��'`t i , I l t[ l 7
CONTACT PERSON / /)I'L V i L XJ h LP
ARCHITECT OR ENGINEER I)/(V i d WW1 Lf l-4 rh) k r >L
tnuivad ad.e hm4 tor snlrx.r iatiensim -,
RECEIVED
CITY rw ri oNu A
OCT 151992
PHONE >1 - q 7
PERMIT NUMBER (If previously issued)
PLAN CHECK NUMBER R lLpac7
II / IL' 1, tl
SHEET NUMBER(S) 77 o l A
"Cloud" or highlight 411 areas of revisions and date revisions.•
SUBMITTED TO: k it IV /IS 077
DATE 10 • 13 •
TYPE OF REVISION:
CITY OF TURWILA
6200 SOUTHCENTER BOULEVARD
TUKWILA, WA 98188
(206) 433 -1851 •
* *REVISION SUBMITTAL **
PERMIT NUMBER (If previously issued)
PLAN CHECK NUMBER _AG - 0357
RECEIVED
CITY OF TIJKWILA
OCT 14 i99Z
PROJECT NAME, WO agraltr - bit:11 U)w (ON). Ali/g. q
ADDRESS . ` 1 4 . ' 7
CONTACT PERSON I )Gt V I GC f CL h LQ PHONE 4-t;13 - VP? 7._
ARCHITECT OR ENGINEER t )GtVI GC b Rr hl fr(f
Mil /. .' Lt L 1 !
cibri (u - nru_.Cho 13ef 4/U)'G(x 1 .iznitrD
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R.' ►l. .
SHEET NUMBER(S) T"1 01 A .
"Cloud" or highlight all areas of revisions and date revisions.
RICHARD HUDSON & ASE :MATES, INC.
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CONSULTING ENGINEERS
1605 12TH AVENUE • SUITE 18
SEATTLE, WASHINGTON 98122
206.324.6160
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1605 12TH AVENUE • SUITE 18
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CONSULTING ENGINEERS
1605 12TH AVENUE • SUITE 18
SEATTLE, WASHINGTON 98122
206 -324 -6160
408 On f i FT- A
r
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CHECKED BY DATE
SCALE
RICHARD HUDSON & AS MATES, INC.
CONSULTING ENGINEERS
1605 12TH AVENUE • SUITE 18
SEATTLE, WASHINGTON 98122
206 - 324 -6160
JOB
SHEET NO OF
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RICHARD HUDSON & AS MATES, INC.
CONSULTING ENGINEERS
1605 12TH AVENUE • SUITE 18
SEATTLE, WASHINGTON 98122
206 - 324 -6160
JOB
SHEET NO OF
CALCULATED BY DATE
CHECKED BY DATE
SCALE
Strap
(Co e•SIze x Ge.)
Tension
Cappacltv"r
(1.0001 s.)
W Id, Each End", 10
(Inches)
s 1:1 Slope (45')
2:1 Slope (26.5')
Horizontal
Component
(1,0001bs.)
Vertical
Component
(1,0100 lbs.)
Horizontal
Co mponent
(1 ,0001bs.)
Vertical
Component
(1,000Ibs.)
14 Ga,
16 Ga.
10 Ga.
DTS -2 x 14
6.0
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4.243
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21.0
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14.849 .1
18:783
9.391
Bracing to resist wind
and seismic racking
Buildings which will be exposed to wind or
seismic forces must be braced in some
manner to prevent racking. Diagonal straps
are normally the most economical means for
providing this bracing in Toad- hearing stud
construction,
Straps positioned over the stud face can be
covered by lacing materials without
interference. They must be located to slope
The following examples are Hated as a guide to design.
"'Based on 50,000 psi yield Mee , with 30,000 psi design stress Increased Vi or wind or seismic loading.
'"Mlnlmirm weld length required o develop tension capacity of strap. Based on design stress per Section 4 of the 1980 A.I.S.I. specification Increased Si for wind or seismic
loading.
1 'When connecting materials of different gages, use the weld length required for the lighter gage.
Diagonal bracing
Detail A —
anchorage at base
(one -to two -story only)
Doogenol
ioothan
rat Aar �I
41/ 01
one
i
C �
e.p..aion tnthas
In 1100 oath
and 4- l
thaw
Atlddioaol ,'.d,
/.1 nasl od
Nonni
911.111331
downward toward the Imposing force,
because they carry the tension load only.
Attachment or anchorage at each end of the
strap is critical. End connections must
transfer full design load to make the strap
fully effective. Anchorage at the foundation
must be sufficient to prevent uplift in
addition to the horizontal shear force. An
added stud (or studs) normally will be
Detail D —
anchorage at Intermediate floors
Alternate Detail A —
anchorage at base
(single or multi -story)
i
/� // t pld..tog
h s lab&nit with •
Cwlla e.adpalan `� lopdtam.3
al web -9.ld
plat. 1491110 Andq/I la nogg
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w
1h lams
Diagonal lamb* limp—
Inryclo /Ilicor® steel framing 5.3/In
Add.t,aa/ OW. al
/.Gaged tattoo
4local
(4MAi•dor only)
Plata gm w
dap. d
as apptad loading
required at the top track attachment point to
carry the vertical load component.
A minimum 14 gage strap thickness is
recommended. Lessor thicknesses are
difficult to Install without bow or•bulge,
which would permit racking movement prior
to taking lull load, A thickness greater than
12 gage may be difficult to cover with
lacing material.
Detail C
attachment at top
NOTE: II X- braced condition exists, both details B and C will apply
at each strap attachment location on intermediate Moors.
Alternate Detail A —
anchorage at nikkaanal
(greater than two - story)
bn d4l
9440100/91
Anther
Bawl
Anchors to
1 w. 3101.ph41
1
and ha Bond
thew locos
04-091 and
plats the
dopondonl
on apolad
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RICHARD HUDSON & ASE JIATES, INC.
CONSULTING ENGINEERS
1605 12TH AVENUE • SUITE 18
SEATTLE, WASHINGTON 98122
206-324-6160
JOB
SHEET NO
On' ' 1
'37
OF
CALCULATED BY DATE
CHECKED BY DATE
SCALE
RICHARD HUDSON & AS( CIATES,, INC.
CONSULTING ENGINEERS
1605 12TH AVENUE • SUITE 18
SEATTLE, WASHINGTON 98122
206- 324 -6160
JOB 01-14". r'
SHEET NO OF
OF
CALCULATED BY DATE
CHECKED BY DATE
SCALE
( r ' )
s
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•
RECEIVED
CITY OF TUKWILA
OCT. 11992
• PERMIT CENTER
1014
took
40.114
tie
UNIMIIIMI
MTL, PAINTED BLAC
FASTENED @ MAX,
6" O.0
SOUND CAULK. PRIOR
TO ATTACHING
GYP . ;; gD ,
TYPICAL PER I METER
:' SCALE :.I I/2"
OFFICE
10' -0"
BATT INSULATION
R-1I VERIFY.
W /ENERGY CALCS.
TM' OFFICE WALL,
FRAMING W /WATT.
,INSULATION
3 1/2 x25 GAI
STEEL STUDS
24" 0/C
5/8„ GYP BO.
EACH.S'IDE
TO WAREHOUSE ,
cl 1 \ °I v
N 1 10.
V
, 3/4U
a 035'7
STEEL STUD BRACE @
8'- 0" 0.C. TO
ROOF PURLIN
ATTACH TO TOP OF
WALL AND PURLIN
TYPICAL STUD WALL
GLAZING.TAPE
STANDARD WOOD STOPS
2'- 0" OR P
NOTE FOR RATED CORRIDORS
1/4" .WIRE GLASS IN STEEL GLAZING CLIPS
2!-.7.0" 0 /C
OAK FRAME RELITE /DOOR
SCALE, 1 I"/2" = l ' -
SECTION
SOLID CORE WOOD DOOR W/
OAK VENEER
5/8" GYP BD. EACH SIDE
(TYPE .'X' RATED @ CORRIDOR)
SECTi.ON
ID-r 075
FLOOR FINISH
SEE FINISH
SCHEDULE
OAK RELITE
S CALE i /2"
1!
LAMINATED OR,
TEMPERED SAFTEY GLAZING
TYPICAL WOOD JAMB
/SILL AND WOOD STOPS
BUI PAPER OR
VISQUEEN
SECTION
6 14
TYPICAL WOOD JAMB
.AND STOPPED IN
GLAZING:
SCALE 1 1 /2 ` ( 0 SECTION
,4
1111111111111111111W AI Uinnnunm
TYPICAL TOP OF WALL
BRACING DETAIL •
I/4 " : SHIM AT ALL GRID.TO
WALL CONNECTIONS:
TYPICAL TOP TRACK
PAINTED BLACK
TYPICAL. CEILING. TO GYP
:D; NOTCH.
ALUMINUM WI NDOW FRAME
AND .INSULT, WINDOW SHIM
AND CAULK
OTLIO
5/8 GYP , BD
/2" AIR. SPACE
VAPOR BARRIER
INSULATION
MIN, R -8
WA
Owl
J
gra
llow
IP. AO
3 1/2"
SILL @:CONC, BULKHEAD
SCALE, 1 I /2„ 1'-0"
- 1 /4 ".TOI /2"
VARIES- HOLD A
CONT , CAULK
WI DTH TO
GYP,, BD
SECTION
CAULK
22 ".WIDE SOUND FOR WALLS GREATER
BATTS EA. SIDE WALL THAN. 8'- 0" IN
SO ND WALL WIDTH WITHOUT AN
INTERSECTING WALL,
PROVIDE l2ga, WIRES
SPLAYED @ 45' TO AN
)' ) I ) EYE SCREW @ ROOF
( � � 1 )/ SAND TOP OF WALL
BLOCK @ GRID
FOAM .TAPE @
WALL
• PA I NT' EXTER I OR
FLAT BLACK
• 2 I /2" RUBBER
BASE @ CARPET
nonissannlimmrliainummum
. r7
CONT. METAL TRIM, .
3 1/2"
,4 3/4"
5/8" GYP. BD
(TYPE 'X' @ FIRE
RATED WALLS;).
ACOUSTICAL BLANKET
@.SOUND WALL
CAULK GYP,'.BD. TO FLOOR
@:ALL.SOUND AND INSUL
WALLS
DEEP LEG
TRACK -
PAINT BLACK
STUD
SILL BELOW
ATTACH.@ SILL
AND CEILING
WOOD BLOCKING
TYE: STEEL
DO NOT ATTACH.'
GYP. BD.; TO
DEEP LEG TRACK
NOTE
I USE IN SEISMIC AREA
AS REQ'D BY CODE
2, SUPPORTING WIRES TO
BE #9 GA, @ 4 ,_ 0 ,,
O/C CONNECTED TO
BOTTOM CHORD OF
TRUSS W/ I I/4 EYE
SCREWS, EMBED I ". MIN.
UP TO 8 -0" 'A , F . F
INSTALL ##I2 GA.VERTICAL
WIRE CONNECTED TO.MA'IN
RUNNER & TO S
TRUCTURE
ABOVE;: INSTALL A SECTION
OF I /2" RIGID STEEL
CONDUJT W /VERTICAL WIRE
RUNNING THRU CENTER OF
PIPE. PIPE TO RUN FROM
TOP OF TEE TO BOTTOM' OF
STRUCTURE ABOVE WRAP
END OF VERTICAL WIRE
AROUND PIPE BOTTOM,
CROSS RUNNER
INSTALL #I2 GA, WIRE
CROSS`BRACING IN EA.
PLANE OFMAIN RUNNER:
Ss C < 12,' 0,,: O/C @ 45 ANGLE , .
IN BOTH DIRECTIONS W/,
THE F I R S T P O I N T W I T H I N
WALL
-- MAIN RUNNER
NG
CAL SECT I ON
LOCATE 'FANS ABOVE
VALANCE AND
SPRINKLER HEAD
FINISHED CEILING W/
BATT INSULATION
2 SETS OF 2 -TUBE
4'- 0" FLOURESCENT
LIGHT FIXTURES
I /2 "x1 1/2" PARACUBE
LENS (CHROME)
VALANCE: GYP, BD ;.
WRAP- PAINT, (SEE
DETAIL / )
FULL HEIGHT MIRROR
x WIDTH OF COUNTER
PAINTED GYP, BD.-
SEM
SEMI-GLOSS ENAMEL
PAPER TOWEL OISP. R;0
P.LAM WAINSCOTE
STUD PLUMBING WALL
(MIN 6 ") W/ BATT
INSULATION
P.LAM.000NTER -TOP
AND NOTCHED FACE
(COLOR BAND. TO BE I I/2
x 3/4" ALL FACES ON NOTCH
ARE TO. BE ACCENT COLOR)
COVED VINYL BASE
• (MIN
@ RESTROOM
SECTION
.
nil e 1
ADJUSTABLE HAND -HE(
SHOWER HEAD ON
FLEXIBLE HOSE.
LEVER FAUCET
RECESSED
SOAP DISH
GRAB BAR
CAULK
MIN. SLOPE OF
SHOWER FLOOR
I /8 "PER,FOOT
LEVER FAUCET
NOTE:
PROVIDE BACKING
FOR GRAB'BARS
PROVIDE BACKING
FOR SEATING (N.I.C.)
SHOWER AND
IN DRESSING
ROOM
w
1
U
x
S
--1 0 "
>JTHETIC MARBLE
SHOWER ENCLOSURE
PAINTED GYP. BD, ---\
SHT, VINYL COVE
TO MATCH CERAMIC
TILE
SHOWER ELEVATION
SCALE: I /2 " -1' -0"
8'.
CERAMIC TILE W/
WATERPROOF LINER
LINER UP WALL
6' MIN.
TILE THRESHOLD
SHT. VINYL
CLEAR
5
�- CURTAIN AND . ROD (N,I,C
LEVEL G"AT`I,NG
AT FLOOR I.
RECESSED l v " I N
PAN
PROVIDE BACKING,
FOR SEAT
PLAN
SCALE:
.YP.I:CAL '.HC SHOWER
CERAMIC 1
BASE UP 6' TO MATCH
HEIGHT OF STN. VINYL
BASE
CERAMIC TILE IN
GROUT BED SLOPE
TO DRAIN
• • •
s . ,„.. , .•,
5/8" WATERPROOF GYP. BD.
CAULK TO BACKER BOARD
VINYL LINER,SHOWER FAN
SECTION
IMITATION MARBLE PANEL
GLUED TO GYP, BD.
SILICONE • CAULK TO TILE
"WONDER BOARD" CEMENT
BACKING BOARD EXTEND
UP 8".
ET.
r 1992
MAHAIV & IJLSALVO, INC..
Pgagign-fig *
CST T e9 19921
MAHAN & DESALV0, INC.
0-1+1Nge74 :r.t.; .. '.'ots4',“.":.t.'*: . rit.. ,, W...>`O. vTk: •:vsi t :. e. r r e.�:,,^ 2.��..
1
REPORT OF SOILS INVESTIGATION
PROPOSED FREIGHT TERMINAL
TUKWILA, WASHINGTON
FOR
LOS ANGELES- SEATTLE MOTOR EXPRESS, INC..
04697 -004 -005
MARCH 27, 1968
L?4ia '94Pik �hS fkhbd0ctgv4RR! ,7 ?111$:',*.'s7%;`? en -s ' :",:"" `tv; 4*;rd>Y*;e ^g`esiveteig
Kaiser Development Company
300 Lakeside Drive
Oakland, California 94643
Attention: Mr. Gerald L. Kirkpatrick
Division Engineering Manager
Gentlemen:
We transmit herewith our "Report of Geotechnical. Investigation,
Proposed 37 -Acre Development, Tukwila, Washington," for the Kaiser
Development Company.
The planned scope of our services for this project was outlined in
our proposal of January 16, 1985 and proposal addendum of January 24,
1985. The investigation was authorized by your Professional Services
Contract No. BPN-8506 dated January 30, 1985.
Prior to the investigation an assessment of potential site develop-
ment feasibility was provided in our January 10, 1985 letter. Prelim -
inary verbal recommenations have been provided to Mr. Kirkpatrick and
Mr. Lynn Takeuchi of MacKenzie /Saito Engineering, Inc. during'the course
of our investigation. These are'confirmed. and expanded in this report.
We appreciate the opportunity to conduct this investigation and
look forward to assisting you during subsequent phases of the project.
We are available to provide further consultation or to answer any
questions regarding the information and recommendations presented in
this report.
JL:J :emw
5 copies,, submitted
CF: MacKenzie/Saito Engineering,:. Inc.
•Attention: Mr. Lynn Takeuchi (2)
March 19, 1985
Gentlemen:
16A11ill ES a BOAOO R E
CONSULTING ENGINEERS IN 7r4E CAOTM SCIENCES
1800 WESTLAKE AVENUE NORTH • SEATTLE,WASHINGTON 68108 • 12061 284-8160
PARTNER: JOSEPH LAMONT.JR,
ASSOCIATE: DONALD E. NELSON • ROGER A.LOWE
March 27, 1968
Los Angeles-Seattle Motor Express, Inc.
3200.Sixth Avenue South
Seattle, Washington 98104
Attention: Mr. W. W. Churchill
We submit herewith three copies of our "Report.of Soils Investi-
gation, Proposed Freight Terminal, Tukwila, Washington," for Los Angeles -
Seattle Motor Express, Inc.
The scope of our work was originally planned in discussions
with Mx. W. W. Churchill, and our proposal was submitted on June 29, 1967.
It was intended that the feasibility of supporting the planned structures
using shallow spread footings be established by visual examination of the
samples and testing and engineering analyses for establishing design .
criteria• be deferred until purchase of the property could be negotiated.
We concluded that it was feasible to use spread footings and summarized
our work and conclusions in a progress report dated July 21, 1967.
The purposes of this investigation, planned in discussions with
Mr. W. W. Churchill.and Mr. J. Y. Long, your engineer, are, to develop
:final recommendations for . site preparation and criteria,for foundation
design. Our proposal, dated February 8, 1968, was authorized on
February 20, 1968.
We appreciate the opportunity of serving.you on this project.
If you have any ,questions concerning our findings or recommendations`,
please call us.
CAbLf. AGGIICil:DAwtwpgt`
: Yours very truly,
DAMES & MOORE
A•.A V7A
Cr•C•00
MOAOLVLtI
NC: STON
LOS •NOCLLf
OLNv[P
ACv. •poK
FCe•LAND
SA.* t••r CIT.
fro: raA AC.SCC
f CA-•te
NAS••INGTCI. D C
wroe•D fcA,n •C•.. r•. ICAN
$A;IrA•
IA.A JC•.>: nfw.Ch
'1 1
Plate 1.
REPORT OF SOILS INVESTIGATION
PROPOSED FREIGHT TERMINAL
TUKWILA, WASHINGTON
for
LOS ANGELES - SEATTLE MOTOR EXPRESS, INC.
INTRODUCTION
This report presents the results of our soils investigation for
the proposed freight terminal in Tukwila, Washington, for Los Angeles -
Seattle Motor Express, Inc. The site is about 25 acres in size. It is a
portion of the former Codiga Estate and is located north of the intersection
of Interurban Avenue and 48th Avenue South, as shown on the Plot Plan,
The proposed construction consists of a truck terminal approxi-
mately 100 by 800 feet in size, a general office building approximately
250 by 200 feet in size, and a shop building roughly 400 by 100 feet in
size. The terminal building will be on a dock - height fill about four feet
above final site grades. Service pits in the shop will extend about five
feet below final site grades.
Building loads have not been finally determined; however your
design engineer, J. Y. Long & Associates, Inc., indicate that wall loads
will be two to three kips per lineal foot in the truck terminal. No load
information is available in the other buildings.
The site grade in the terminal area will be approximately
Elevation 17, about Elevation 15 in the shop area, and has been tentatively
set at Elevation 13 in the vicinity of the office building.
We performed a preliminary investigation of the site in July,
, 1967. Based on visual evaluation of the samples and our experience in the
area, we concluded that support of the proposed structures with shallow
DAMCS a FIC)QRE
a ',
I,
-2-
spread footings was feasible after surcharging to precompress building
areas prior to construction. Testing of samples and analysis to develop
final recommendations were to be delayed until after purchase of the property
was completed.
Because of purchasing complications, our final investigation and
filling and surcharging could not begin as far in advance of the construc-
tion as originally planned. To speed development, filling of the building
site was begun in early January, 1968, based on the general recommendations
contained in our progress report. We understand that sand fill will be
used exclusively. As of March 12, 1968, the surcharge fill has been
completed in the office area and was almost complete in the terminal area.
Fill placement had not started in the shop area. Settlement plates have
been placed in the building areas and are being observed to determine the
magnitude and rate of settlement.
The purposes of this investigation are to evaluate the subsurface
soil conditions and soil properties and to provide final recommendations
for site preparation and surcharging and criteria for foundation design..
The scope of our work includes:
1) Estimates of building and yard area settlement.
2) Estimates of the required surcharge duration.
3) Recommended foundation design criteria.
4) Recommended pavement thickness requirements.
5) Recommended site preparation and grading requirements and
evaluation of potential construction problems.
SITE CONDITIONS
Prior to the start of construction the major portion of the site
DAMES C MOORE
I' {
-3-
was pasture land. A portion in the truck terminal building area was used
for truck gardening. There were three or four wood frame houses in the
northeast section which have now been removed.
The site is adjacent to the Duwamish River and is in a narrow
section of the river valley. The site is within the river overflow area
and has been flooded occasionally in recent years. Dikes have been con-
structed by the Corps of Engineers next to the river. The site grade is
highest near the river and generally slopes downward toward Interurban
Avenue. There is a "ridge" a few feet higher than the adjoining areas near
the river at the northeast end of the terminal building location.
FIELD EXPLORATION AND LABORATORY TESTING
To explore subsurface conditions, we drilled 6 borings and
excavated 20 test pits at the locations shown on the Plot Plan, Plate 1.
The borings were drilled to depths of 45 to 96 feet, and the test pits were
excavated to depths of 9 to 13 feet below the existing ground surface. The .
borings and Test Pits 1 through 12 were made in July, 1967, and Test Pits
13 through 20 were excavated recently to obtain fresh samples for testing
and to consider revisions in building locations. Selected samples were
tested in our laboratory to evaluate soil properties. A detailed descrip-
tion of the field explorations and laboratory testing, the log of Test
Pits 13 through 20, and the test results are presented in the Appendix.
The log of the borings and Test Pits 1 to 12 were presented in our progress
report.
Subsurface conditions near the surface vary significantly across
the terminal building site At the "ridge" near the northeast end of the
.terminal building location, Test Pits 12 and 17 encountered sand at the
DAMES CZ MOORIM
-4-
surface. Elsewhere, the sand is covered with clayey and sandy silt, a foot
or so thick near the "ridge" area increasing to about eight feet thick
northeast and southwest of the "ridge."
In the shop area, the shallow subsurface conditions are fairly
uniform. There is four to six feet of silt underlain by sand. In the
office building area, there is three to six feet of silt with organic
matter underlain by two to six feet of organic silt containing pockets and
lenses of peat which in turn is underlain by sand.
In general, the silty soils are relatively dry and firm at the
surface. They become moist below the surface and softer and would be soft
when wet. The compressibility of the silty soil varies, being moderately
compressible in most areas and highly compressible where there is a high
content of organic material, such as was found in Test Pits 1 and 2 in
the office building area.
The sand formation extends to depths of 50 to 70 feet. It is
moderately loose to moderately dense and includes some layers of silty
sand. This formation varies from slightly to moderately compressible.
The sand is underlain by moderately compressible silty and clayey
sediments, except in 1 boring where bedrock was encountered at a depth of
41 feet. Borings 1, 5, and 6 encountered bedrock at depths varying from
41 to 90 feet below ground surface. The remaining borings were terminated
in dense marine sediments.
Water level observations were made during our exploration in
July, 1967, and our exploration in February, 1968. In July, the water
level was observed at approximately Elevation 3 or lower. During the
recent field investigation, the water level was observed as high as
DAMES C MOORE
„•
-5-
Elevation 7. This indicates a seasonal fluctuation in the ground water
level of at least four feet.
The elevation datum used in this report is that shown on the plan
by Horton Dennis & Associates, surveyors. It appears to be equal to Mean
Sea Level Datum, but this has not been confirmed by the surveyors.
CONCLUSIONS AND RECOMMENDATIONS
BUILDING SUPPORT
General: Based on the results of our investigation and analyses,
we recommend that the proposed structures be supported on shallow spread
footings. The footings should be designed for an allowable soil bearing
pressure of 1,500 pounds per square foot. This value applies to the total
of all loads, including dead, live and seismic. It is a net pressure; the
weight of the footings and backfill may be neglected. All footings should
be founded 18 inches below the lowest adjacent grade and be a minimum of
14 inches in width.
Shop: In the shop area, fill will be placed to about Elevation 15.
The base of spread footings will beat or slightly above the natural soil.
Assuming wall loads of 2,000 pounds per lineal foot and a bearing pressure
of 1,500 pounds per square foot, we calculate settlement of 1 to 2 inches.
Footing excavation will come close to the natural soil, which is
subject to capillary rise of water and to pumping or partial liquefaction
if disturbed. We recommend that the footing excavations be inspected and
any soft or disturbed fill or natural soil be replaced with properly
compacted fill. Where soft soil or fill is found, it should be excavated
to a depth of at least two feet below footing grade and to a distance of
two feet outside the edge of the footing. The excavation should be
ER ES 0 MOORE
-6-
backfilled with clean, granular, coarse sand or gravel that will compact
readily under wet conditions. The backfill should be compacted to at
least 95 percent of the maximum density determined by the Modified A.A.S.H.O.
Compaction Test Procedure (Test Designation T -180). We recommend that the
first lift of backfill be at least 18 inches thick. The thickness of the
first lift should be adjusted based on behavior of the soils during construction.
Some water will probably be encountered during excavation, but it
should be possible to dewater excavations satisfactorily with sump pumps.
The service pits in the shop area are expected to extend to about
Elevation 10. The upper portion of these pits will be in sand fill, and
the lower portion will be in the natural silty soils. The sand fill is
expected to slump to a slope of about 1 to 1 during excavation, while the
natural soil will stand in a nearly vertical cut. No permanent ground
water is expected based on the water levels found in our test pits.
However the area is subject to flooding; and ground water levels would
occasionally be essentially at the fill surface, which will result in
uplift pressures on the service pits. We recommend that a concrete flange
be added at the lower edge of each pit so that the dead weight of backfill
over the flange is sufficient to resist uplift. The submerged weight of
backfill may be assumed to be 60 pounds per cubic foot. Alternatively a
section of floor could be reinforced and cast integral with the pit to
obtain dead weight sufficient to resist uplift.
Terminal Building: The greatest variation in bearing conditions
will be encountered in the truck terminal. In the ridge near the east .
end footings will rest on natural sandy material, while on the west end,
footings will be underlain by as much as eight feet of moderately
DAMES C MGgRE
SITE FILL
-7-
compressible silt. Except near the ridge, the exterior footings will
either be underlain by two or more feet of sand fill or will bottom on
natural sand. There will be a transition area near the ridge where
footings are underlain by silt. The limits of the transition areas should
be set by a soil engineer at the time footing excavations are made. In
the transition area, the fill and natural soil should be excavated and back -
filled as recommended for any soft soil or fill found in the shop building
footing excavations.
The anticipated settlement of exterior footings constructed as
recommended and with a minimum of two feet of compacted sand fill or natural
sand beneath them is expected to range from zero at the ridge varying
to approximately one -half inch on the west end of the building.
Office Building: In the office building area, both exterior and
interior footings will bottom in the sand fill. The original grade varies
from about +9.5 to +10.5. With assumed settlement of 6 inches, yard
grade in the office area of Elevation 13, and footing depth of 18 inches,
there should be 11 feet or more of fill beneath the footings.
We understand that you must proceed with construction without
delay for surcharging to minimize possible settlement damage. No analysis
of settlement or surcharge requirements has been made, since we understand
that you must proceed with construction without delay for surcharge. We
believe that there is a risk of plaster cracking or sticking of doors due
to differential settlement but not of major settlement damage.
Because of the variation in thickness of the upper silt settlement
of the . fill will vary from one location to another. Using average conditions
onmrs C MC.ORE
i
-8-
in the west portion of the truck terminal building, we anticipate that five
to seven inches of settlement will occur under the surcharge load. In the
east portion, less than one inch of settlement is anticipated.
In the shop area, three to five inches of settlement is anticipated
under the full surcharge load.
In the yard areas where subbase fill thickness exceeds one foot,
we recommend leaving the organic topsoil in place. The root system tends to
strengthen the upper crust and provide a working surface for construction
equipment. Where the ground surface elevation is less than about two feet
below design grade, stripping to allow at least one foot of fill for
pavement support is recommended.
All new fill material should be approved by the soil engineer
prior to placement and should be placed in six -inch thick lifts and compacted
to 95 percent of the maximum density determined by the Modified A.A.S.H.O.
procedure.
RETAINING WALL DESIGN
The foundation walls in the terminal building will retain about
four feet of granular fill. We recommend that these walls be designed to
resist a lateral soil pressure equivalent to a hydrostatic pressure of 30
pounds per cubic foot and an additional pressure of 1/3 of the anticipated
floor pressure of stored goods.
PAVEMENT REQUIREMENTS
Our analyses of pavement thickness requirements are based upon
the maximum highway loading of 18. kips per axle. We recommend at least one
foot of compacted sand fill seven inches of crushed rock base course and
OAMCS n 114001141r' .
-9-
three inches of asphaltic concrete paving. As an alternative, four inches
of asphaltic concrete base could be substituted for the gravel base.
Gravel base course should conform to the requirements for Class
A gravel base as described in the Washington Highway Department Standard
Specifications, Section 22. The upper 6 inches of fill should be compacted
to a density of 95 percent of the maximum determined by the Modified
A.A.S.H.O. compaction procedure, and then the base should be placed and
similarly compacted. In our analysis, we estimated a CBR value of 10
for the sand fill.
The fill and pavement thicknesses recommended are not very
conservative for the subgrade soils on this site. Some failure and repair
of pavements should be expected where the fill thickness is a minimum.
The alternative would be to increase pavement thickness or strip more of
the silty subgrade soil, which appears to be much more costly than the
risk of having some failures that will require repair.
SURCHARGE DURATION
Ten settlement observation plates have been placed in the building
areas in the locations shown on the Plot Plan, Plate 1. Readings are being
taken periodically to determine the rate of settlement. When the rate of
settlement has slowed sufficiently, the surcharge fill may be removed and
building construction can begin.
The settlement data obtained through March 18, 1968, indicate
that fill settlement is proceeding rapidly. Our test results and the
settlement data indicate that a surcharge duration of on the order of one
or two months will be required. This is a shorter duration than estimated
in our progress report of July 21, 19,67. The. actual duration required
should be determined based on observation data.
Respectfully..submitted,
Los At eles$eettle Motor Express, Inc.
3200 Sixth Avenue South
Seattle, Vicehingtou 98104
Attention Mr. W. W. Churchill
Gentles en:
Los Angeles- Seattle Motor Express
SA, LA, GO, MPC
July 21, 1967
Progress Report
Site and Foundation Investigation
Proposed Freight Terminal
48th Avenue south and Interurban Avenue
This report briefly summarises the results of our field investigation
end our conclusions regarding foundation support for the single -story office
building, freight Uncivil, and shop proposed for construction on your sits in
Tukwila.
Our field exploration* consisted of six borings made with churn drill
equipment to depths of 45 to 96 feet, and 12 test pits dug with a tractor.
vounie4 beckhoe to depths et 9 to 12 feet below the ground surfscs.
The soils encountered in our explorations eoaaisted of four to sins
feast of silty, clayey, and organic sails with oocasioaa1 layers of peat. At
the surface, these soils are relatively dry and firm. They are moist below
the surface and softer, and would be soft when vet. These soils are underlain
by moderately douse gaud and silty sand containing some organic materiel. The
and and silty send extseded to depths of SO to 70 feat, and are underlain
by moderately c.cpretaibl.e silty and clayey sediments, except in one boring
where bedrock Boas encountered at a depth of 48 feet.
'acted on the soil conditions eucovmtered in our exploration and our
experience on similar sites, we believe that satisfactory fouudatioa support
for the planned buildiegs eau be obtained without the use of piles. The soils,
particularly the upper silty and clayey materials, would cocpress under hour
planned till and building loads. A surcharge or "preloading" program is
recommended to compress the soils before building so that future settlements
and differential settlements experienced by the planned construction will be
within acceptable limits. The duration of the surcharge program can be
minimised if relatively flexible construction, aueb as a Eutler•typs steel
building, is used, or if tilt -up concrete panel coost.ruction with structural
details tbet will allow some flexibility is used. Strong rigid construction
Los Ales - hearth rtor £zprsas,L e.
'July 21, 19G7
Page .2 .
osiog tilt -up concrete panels or cast-in-place concrete construction designsd
to partially bridge soft arena would also be satisfactory. Brittle eaaoury..
type construction is not reeommoodsd.
Altornatiwtly, satisfactory support could be obtained with driven
piling, or by replacing the upper silty, clayey, and organic soils with
properly ccapacted fill. Those alternatives are tore costly and nay sot
significantly improve settlement behavior compared to a surcharge program.
A surc uargt toed should be equal to or greater than the weight of
gill, suaciacaa wo:ebouss storage loads, and building loads combined. Cur
a parioace on similar sites is that throe or four south's time is required to
suitably compress the soils. Eowevsr, we rocammeud that settlement markers
be used to indicate when s suffici*ut portion of the settlement has occurred.
it appears that imported fill will be necessary to provide adequate
support for surfacing and to raise sit* gradsa. Ibis material could be used
to construct the surcharge end then later reused as seriel fill to minimise
costa.
As wutlintd in our proposal to you of June 29, 1967, testing of
semis' obtainod from the test borings and rho analysis to provide Baal
recommendations will be performed after your decision on the acceptability of
the site. If the site is acceptable for your purposes, please advice us so
that we say fluelise the *cope •nod cost eatiaets far our work. We sect that
e portion of our work should include discussions with your architect or design
ongioter so that our rscacesendatious are coordinated with your requirements.
quotations.
3 Capita Svbeoitted
Please call us if you desire additional consultation or haw any
The following plates are attacb.d and conclude this reports
Plats 1
Plats 2
Plata
Plate 4
Pi.ete S
Plate 6
Plate 7
Plate 8
Piste 9
Plot Plan
Log of Boring 1
Log of Soriag 2
Log of fort& 3
Log of Daring 4
Log of Borings 5 sod 6
Log of rest Pits 1 through 6
Log of Test Pits 7 through, 12
Classification Chart
Tours very truly,
WS i
lea
Bogor A. Love
And
Dowa14 B. *lam
est pits.
A -1
APPENDIX
FIELD EXPLORATIONS AND LABORATORY TESTS
FIELD EXPLORATIONS
The field explorations were performed in two phases. The first
consisted of drilling 6 borings with truck - mounted, cable -tool drilling
equipment and by excavating Test Pits 1 through 12 with tractor - mounted
backhoe equipment. The results of this exploration were used for the
recommendations presented in our progress report of July 21, 1967. The
samples were not used for laboratory tests. Purchasing of the property was
delayed, and the samples deteriorated. The second phase consisted of
excavating an additional eight test pits to consider revised building
locations and to obtain fresh samples.
The borings were 45 to 96 feet in depth, while the test pits
ranged from 9 to 13 feet in depth. The boring and test pit locations are
shown on the Plot Plan, Plate 1.
,The field explorations were continuously observed by one of our
soils engineers who examined and classified the soils encountered, selected
1 intervals for obtaining representative samples, and kept a log of the
I, borings and test pits. The log of the borings and the first 12 test pits
were presented in the progress report. The log of Test Pits 13 to 20 ,
is presented on Plate A -1. The soils were classified in accordance with
the Unified Soil Classification System which is described on Plate A -2.
Undisturbed samples were obtained from the test pits using a
sampler of the type illustrated on page A -3. The sampler was driven by a
hand- operated hammer weighing 40 pounds.
Water level observations are shown on the log of borings and
W PvIES e, MOOPE
Direct shear tests were performed to evaluate the strength of
the shallow subsurface soils. The tests were performed at a continuous
rate of shearing deflection with the equipment and procedures described
on page A -4. The results of the direct shear tests are presented in tabular
form on Plate A -3:
.Three consolidation tests were performed on samples of the more
compressible shallow soils to provide data for :estimating settlements.
The test procedure is described on page A -5. The results of the consolida-
tion tests are presented on.Plate A -4.
Moisture and density determinations were made in conjunction with
each of the tests and on additional samples for correlation with the samples
tested. The results of the moisture and density determinations are presented •.
:adjacent to the appropriate sample notations to the left of the log of the
test 'pits on Plate A -l.
DAMS B' Moony
CD
•
0
ti
DRIVING OR PUSHING
MECHANISM
COUPLING
WATER OUTLETS
NOTCHES FOR
ENGAGING
FISHING TOOL
NEOPRENE GASKET
HEAD
NOTEt
"HEAD EXTENSION" CAN
BE INTRODUCED RETwEEN
HEAD' AND *SPLIT BARREL'
SPLIT BARREL
(TO OF CORE SAMPLE) OVAL
BIT
F
A -3
CHECK VALVES
VALVE CAGE
SPACE TO RECEIVE
DISTURBED SOIL
CORE•RETAINER
RINGS
(a)n" 0.0. BY I LONG)
CORE•RETAINING
DEVICE
RETAINER RING
RETAINER
(INTERCHANGEABLE MITH
OTHER TYPES) THIN.WALLED
SAMPLING TUBE
(INTERCHANGEABLE
LENGTHS)
SOIL SAMPLER TYPE U
FOR SOILS DIFFICULT TO RETAIN IN SAMPLER
U. S. PATENT NO.2,318,062
SPLIT BARREL,.
LOCKING
RING
SPLIT
FERRULE
ALTERNATE ATTACHMENTS
CORE.RETAINING
DEVICE
SDaMEE 0 V IOORE
A -4
METHOD OF PERFORMING DIRECT SHEAR AND FRICTION TESTS
DIRECT SHEAR TESTS ARE PERFORMED TO DETERMINE
THE SHEARING STRENGTHS OF SOILS. FRICTION TESTS
ARE PERFORMED TO DETERMINE THE FRICTIONAL RE-
SISTANCES BETWEEN SOILS AND VARIOUS OTHER MATE-
RIALS SUCH AS WOOD, STEEL, OR CONCRETE. THE TESTS
ARE PERFORMED IN THE LABORATORY TO SIMULATE
ANTICIPATED FIELD CONDITIONS.
EACH SAMPLE IS TESTED WITHIN THREE BRASS RINGS,
TWO AND ONE -HALF INCHES IN DIAMETER AND ONE INCH
IN LENGTH. UNDISTURBED SAMPLES OF IN- PLACE SOILS
ARE TESTED IN RINGS TAKEN FROM THE SAMPLING
DEVICE IN WHICH THE SAMPLES WERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN CON-
STRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO PREDETERMINED CONDITIONS AND TESTED.
DIRECT SHEAR TESTING
& RECORDING APPARATUS
DIRECT SHEAR TESTS
A THREE -INCH LENGTH OF THE SAMPLE IS TESTED IN DIRECT DOUBLE SHEAR. A CONSTANT PRES-
SURE, APPROPRIATE TO THE CONDITIONS OF THE PROBLEM FOR WHICH THE TEST IS BEING PER-
FORMED, IS APPLIED NORMAL TO THE ENDS OF THE SAMPLE THROUGH POROUS STONES. A SHEARING
FAILURE OF THE SAMPLE IS CAUSED BY MOVING THE CENTER RING IN A DIRECTION PERPENDICULAR
TO THE AXIS OF THE SAMPLE. TRANSVERSE MOVEMENT OF THE OUTER RINGS IS PREVENTED.
THE SHEARING FAILURE MAY BE ACCOMPLISHED BY APPLYING TO THE CENTER RING EITHER A
CONSTANT RATE OF LOAD, A CONSTANT RATE OF DEFLECTION, OR INCREMENTS OF LOAD OR DE-
FLECTION. IN EACH CASE, THE SHEARING LOAD AND THE DEFLECTIONS IN BOTH THE AXIAL AND
TRANSVERSE DIRECTIONS ARE RECORDED AND PLOTTED. THE SHEARING STRENGTH OF THE SOIL
IS DETERMINED FROM THE RESULTING LOAD - DEFLECTION CURVES.
FRICTION TESTS
IN ORDER TO DETERMINE THE FRICTIONAL RESISTANCE BETWEEN SOIL AND THE SURFACES OF VARIOUS
MATERIALS, THE 'CENTER RING OF SOIL IN THE DIRECT SHEAR TEST 1S REPLACED BY A DISK OF THE
MATERIAL TO BE TESTED. THE TESTIS THEN PERFORMED IN THE SAME MANNER AS THE DIRECT
SHEAR TEST BY FORCING THE DISK OF MATERIAL FROM THE SOIL SURFACES.
DAMES B MOORE
4
A -5
it
METHOD OF PERFORMING CONSOLIDATION TESTS
CONSOLIDATION TESTS ARE PERFORMED TO EVALUATE THE VOLUME CHANGES OF SOILS SUBJECTED
TO INCREASED LOADS. TIME- CONSOLIDATION AND PRESSURE- CONSOLIDATION CURVES MAY BE PLOT-
TED FROM THE DATA OBTAINED IN THE TESTS. ENGINEERING ANALYSES BASED ON THESE CURVES
PERMIT ESTIMATES TO BE MADE OF THE PROBABLE MAGNITUDE AND RATE OF SETTLEMENT OF THE
TESTED SOILS UNDER APPLIED LOADS.
EACH SAMPLE IS TESTED WITHIN BRASS RINGS TWO AND ONE -
HALF INCHES IN DIAMETER AND ONE INCH IN LENGTH. UNDIS-
TURBED SAMPLES OF IN -PLACE SOILS ARE TESTED IN RINGS
TAKEN FROM THE SAMPLING DEVICE IN WHICH THE SAMPLES
WERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN
CONSTRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO
PREDETERMINED CONDITIONS AND TESTED.
IN TESTING, THE SAMPLE IS RIGIDLY CONFINED LATERALLY
BY THE BRASS RING. AXIAL LOADS ARE TRANSMITTED TO THE DEAD LOAD PNEUMATIC
CONSOLIDOMETER
ENDS OF THE SAMPLE BY POROUS DISKS. THE DISKS ALLOW
DRAINAGE OF THE LOADED SAMPLE. THE AXIAL COMPRESSION OR EXPANSION OF THE SAMPLE IS
MEASURED BY A MICROMETER DIAL INDICATOR AT APPROPRIATE TIME INTERVALS AFTER EACH
LOAD INCREMENT IS APPLIED. EACH LOAD IS ORDINARILY TWICE THE PRECEDING LOAD. THE IN-
CREMENTS ARE SELECTED TO OBTAIN CONSOLIDATION DATA REPRESENTING THE FIELD LOADING
CONDITIONS FOR WHICH THE TEST IS BEING PERFORMED. EACH LOAD INCREMENT IS ALLOWED TO
ACT OVER AN INTERVAL OF TIME DEPENDENT ON THE TYPE AND EXTENT OF THE SOIL IN THE
FIELD.
15
10
5
0
15
10
5
0
15
ID
AC.9A-61
5
0
20
15
IC
5
0
0
.^
A 0.91.
.7
40. % - ^ 0
75.6%-Al 1 •
TEST PIT 13
ML
C
/wATCR LEVEL 2 -8 -68
Sp DARN GRAY FINE TO MEDIUM bARD
(MEDIUM DENSE)
TEST 111 LOMILETLD 7 -6 -68
• TEST PIT 14
SM uRAY bILlY FINE SANG (MLUIUM
` SP '— DARN GRAY FINE 10 MEDIUM SAAR
Mllh OCCASIONAL LENSES OF
SILTY VINI. SAM. ( MEDIUM DENSE)
ML ERO..Y. MD GRAY CLATLY SILT WI Th
80015 (MEDIUM SOFT)
ML
SP
SM
SP
TEST PIT 16
ML
SP
LLLvAIICN 13.3
VhCbl. AND GRAY CLAYEY SILT MIT,
R0015 IA UPFLR POR1I0N (MEDIUM
SOFT)
OCCASIONAL LENSES OF SILTY
FINE SAND
ELEVATION 13.6
WATER LEVEL 2 -8 -68
TEST FIT COMPLETED 2 -8 -68
TEST PIT 15
ELEVATION 13.3
,RAY AN0 FROWN CLAYEY SILT WIT)'
ROOTS (MEDIUM SOFT)
DARN GRAY FINE TO MEDIUM SAID
(MEDIUM DENSE)
GRAY MU BRO.N SILTY I IRE SAND
(MEDIUM LOOSE)
D ARN GRAY FIRE 70 MEDIUM SAND
\MEDIUM DENSE)
WATER LEVEL 2 -9 -60
TEST PII COMPLETED 7 -9 -68
LLLVATION 17.0
GRAY AND REDDISh FROWN CLAYEY SILT
well, R001S AML OCCASIONAL LENSES
01 SILTY FIRE SAND IMEDIUM 5011)
ALTERNATING 3" 10 6' LAYERS OF
BRO.Ih CLAYEY SANDY LILT AND GRAY
SILTY FINE SAND (MEDIUM SOFT AND
NI+EGIUM LOOSE)
GRAY FINE SAND (MEDIUM LOOSE)
GRADES 10 FINE 10 MEDIUM SAND
(MEDIUM DENSE)
WATER LEVEL 2 -0-68
TEST PIT COMPLETED 2.0.60
25
20
IS
10
5
5
0
15
10
::7.6S. -1A •
5
•
lb
10
5
0
32.I%-71 • I ML BNOwh CLAYEY SILT WIUl OCCASIONAL
LEASES OF SILT) FINE AAhD (MEDIUM
SOFT)
SP GRAY FINE SAND (MEDIUM DENSE)
31.0%-79
70.69.-lb I a
a
29.3% -92 I •
LOG OF TEST PITS
TEST PIT I?
ELEVATION :0.5
SP DARM GRAY / IRE 10 IIDIUP SAM) w 1711
TRACE OF SILT (LOOSE)
ZEST PIT COMPLETED 2-9-66
TEST PIT 18
ELEVATION IA.O
6RDWRISn GRAY CLAYEY SILT 1ITM
ROOTS (MEDIUM SOFT)
680iMISM GRAY FINE SAND (LOOSE)
GROWN AND GRAY SILTY CLAY (MEDIUM
SOFT)
GRAY FINE SAhCY SILT (MEDIUM SOFT)
WATER LEVEL 2 -9 -66
GRAY INTERBEDDED FINE SANG AND
SILTY FIlL SAND (IEEIUM DENSE)
TEST PIT COMPLETED 7 -9-60 •
TEST PIT 19
ELEVATION 12,9
ML
SP
EROM. AND GRAY CLAYEY SILT AIM
ROOTS (MEDIUM SOFT)
GRAY FILL SAIO MITh OLCASIORAL
LEASES OF SILTY FINE SAND (MEDIUM
DENSE)
WATER LEVEL 7 -9-66
GRADES 10 FINE TO MEDI uM SAND
LEST PI1 COMPLETED 2-9 -68
TEST PIT 20
ML
SP
ML
SP
ELEVATION 12.0
WINN AND GRAY CLAYEY SILT wW TM
OCCASIJMAL ROOTS (MEDIUM SGFT)
BROwRISI. GRAY INTERBEDDED Ilhl WAD
AND SANDY bill (MEDILH SOFT AND
MEDIUM L006E)
wATER LEVEL 2 -9-68
DARK GRAY FIRE TO MEDIUM WAND
WITh LEASES OF SILT) FIRE SAND
(MEDIUM DENSE)
1E51 Fit COMPLLTLD 2.9-66
IDIPMORQ i MOORIE
MAJOR DIVISIONS
GRAPH
SYMBOL
LETTER
SYMBOL
TYPICAL DESCRIPTIONS
COARSE
GRAINED
SOILS
MORE THAN SO '4
Of MATERIAL IS
AN THAN NO
I. 44.1E1
200 SAVE SIZE
GRAVEL
AND
GRAVELLY
SOILS
MORE THAN so 'Y
Or COARSE FR AC•
11011 SET AINI.
CLEAN GRAVELS
IL on NO
FINIS,
•• • •
' • _ °
•/t 1 o
•• • • • °•
GW
WILL I CRAM AO MUIU� VL U11l GRAVEL •
NO TINES
• 0 . •
r y'+ 0 ••4
+ 'f b
° •� . ../ •
GP
POORLY - GRADED GRAVELS, GRAVCL•
TIMES, L117L[ OR
NO N PINES
GRAVELS WITH FINES
IAPPRECIA•I.E AMOUNT
OF PINES)
� l 0,i
fr • ci 1
j M • 0�*i
• y1,
GM
SILTY GRAVELS, GRAVEL -SAND.
flit YIATURts
.
S • .•i•.,
• `•• f •
:'• rib •••
GC
EL *YET GRAVELS, GRAYEL•SAND
CLAY •IIRTURES
ON NO 4 SIEVE
SAND
AND
SANDY
SOILS
MORE THAN 50%
Of COARSE FRAC•
TION JASSINf
NO 4 SIEVE
CLEAN SAND
TATTLE OR NO
PINES
,•; •
SW
*ELL •GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO TINES
•
tT
S p
POORLY • GOADED SANDS, GRAVELLY
SANDS, LITTLE OR NO VINES
SANDS WITH FINES
(APPRECIAGLE AMOUNT
Or FINES)
k .= =-`-i
�ly }F
J f1
'l•4
� r.Nti
I ti,
(
t
l
i
SM
SILTY SANDS, SAND• SILT YIRTURCf
•,
:� ; �,.
,Y
SC
CLAYEY SANDS, SAND'CLAY YIR TURFS
FINE
GRAINED
SOILS
MORE THAN SO %
Of MATERIAL Is
SMAIR THAN NO
LC
SILTS
LIOUID LIMIT
AND .0 TNAN f0
CLAYS
I I 5 1
{ ' I II VI II
11 ! 1 : i I
)1111111 11
� !
I!
' . �
ML
INORGANIC SILTS AND YEN! FINE
SANDS, HOCK FLOUR, SILTY OR
CLAYEY PINE SANDS OR CLAYEY
SILTS "ITN SLIGHT PLASTICITY
:j �.
/•' j: i"
CL
INORGANIC ELMS Of LOIN to MEDIUM
PLASTICITY, GR AVI LLY CLAYS,
DANDY CLAYS, SILTY CLAYS, LEAN
CLAYS
„
1 1
I 1
I I
1 1
1 i
I i
I I
;
l 1
I
' I
OL
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOP PLASTICITY
SILTS
LIOUID LIMIT
AND 4R[AT[l THAN 67
CLAYS -
j ,
' I
I i
MH
INORGANIC SILTS, MC•CEOUS ON
DIATOMACEOUS PINE SAND OR
SILTY SOILS
. ".1
.0 %' n °i�•.
K y ,ti -�. y l
?, l y e
CH
Elf ON
INORGANIC CLAYS O NE
PLASTICITY, FAT CLAYS
200 SIT YE SIZE
• ''.'
OH
-
T7 ORGANIC CLAYS Of ID HIGH
IL *file, DR GAMIC NIC SILTS
HIGHLY ORGANIC SOILS
_ _
-.
PT
PEAT, HUMUS, SHAMP SOILS
WITH HIGH ORGANIC CONTENTS
I
NOTE DUAL SYMBOLS ARE USED TO INDICATE SONDE ALINE SOIL Cl •SSIIICATIDN$
SOIL CLASSIFICATION
CHAIIT
UNIFIED SOIL CLASSIFICATION SYSTEM
1DAMES B 11.11001111E
TEST PIT
ELEVATION
.
SOIL TYPE
MOISTURE
CONTENT
% OF
DRY WEIGHT
DRY
DENSITY
LBS. /CU. FT
NORMAL
PRESSURE
LI
YIELD PT
SHEAR
STRENGTH
IS. /SQ. FT.
CLAYEY ;,!LT
::tl.3
7 6
O Q o 000
Ill ('4N .X)£) D-
04 r) .0
CLA VE V JI
3f:-. 8
76
CLAYEY t, 11.T
35."
"':3
CLAVE`! 5! LT
3' :. "%
"
I 200.
CL A YE v ;, !LT
.... 1
"'.
CL4tiE V ol L i
3,-. I
77
G
C)
CLAYEY ;TILT
37.0
7 9
W
M
I»
BY ria
CHECKED BY
DA
c
FILE 'It, • - 00 .
I .i jF L
REVISIONS
BY.. .. . . DATE .
SUMMARY OF DIRECT SHEAR TEST DATA
.02
.04
.06
.08
0
Z
. IC
N
W
2
z 12
Z
.14
0
a
- .16
J
0
N
Z
0.18
.20
.22
.24
.76
.28
13
15
15
TEST PIT
t°° 0 t oo
•
•
ELEVATION
10.3
5.8
9.4
CLAYEY SILT
SILTY SAND
CLAYEY SILT
LOAD IN LBS. /SO. FT.
,e , tOCP ,4)°o
•
•
•
•
•
SOIL TYPE
\.
MOISTURE
BEFORE
51.0
40,9
40.7
0
, tot" tot" A° o, ,00
TEST FIT 15, ELEVATION 5.6
TEST F17 14, ELEVATION 16.3
TEST FIT 15, ELEVATION 9.4
AFTER
42.6
36.3
34.8
CONTENT DRY DENSITY IN
CONSOLIDATION TEST DATA
LBS. /CU. FT.
70
81
70
osoaus s talso*Ns
0014 1C4 CMCI
PLATE A -4
PLOD' PLAN
fEES
100 0 100 200
,�Pranerh U's
(o -- / / J I 1 __
s9 i1 /
I / "� q ; I / \ 11 3 \
I� I i \
I .\ / I o
45\ \ M4 (
PROPOSED I
OFFICE, 1 \ I
— � = AREA \-
REFLKNOL1
DFAwl'S LATITLED 'PROPOSLO.TRUCM TERMIALL
4 V. L00.4 CD. O &K LANO TE CALIFORAIA BF01
L0b N G1.LE8 $E &TILE M016k E3PRESS
4 I
20 '
I
0
0
tt
1 1I
■ i � /
PROPOSED GARAGE .
I I
\
• ( 7� ' \\ c
PROPOSED: T'ER MINAL�, �,� ` � . '�
2 l 11\ /0 `. \IS S Na\ \
a `
/7\ '12 � r
NV GO
Arooroet LIw1
4opototies
1110 . TLDf NURI^G
TL>T 'I1
bE77LLMLt 7 Mmg
IWO ONO
`>fL 48 t^ AVE. S.
/" $ 7 ‘/8
4 1 l \e t "
) 2o I • /9 \1
l a7i 3 / \ \ '
1 P ROP I OSED G
REA \n _ 1 I . ∎
I I `1
II
1
_ _ \ 1 (I <<�\' \ \ \•-•\
PROPOSED ~ T E RMINAL S \\ `\ ` l \\ \
1 1 11 •. .. \ t 0 �\ \ "\ \
s 2 / 1 T ' \ , , % \`
`./5 1 /7\. l/2 I 1
//i
• \', I \
14 r
L__
\ _ \
. •■••...ow
4(
1111 MOOT
FCCT
0, 100 200
2
r
a
x
x
1
10 PROPOSED
OFFICE
r►ropor1r Woe
mNiNa
, - resT PIT ND.
0 5 Vi ORING NO. - .
__.._.... - .- .o 4 -=;�0
PROPOSED
TERMINAL
PROPOSED
TERMINAL
•
PLOT PLAN
FEET
s►ti��s'a'w�000a�
MAJOR DIVISIONS GRAPH
SYMBOL
LETTER
SYMBOL
TYPICAL DESCRIPTIONS
COARSE
GRAINED
SOIL S
MORE THAN •0 %
or 1118I1RIAI I{
L}UILI ',two «0
500 {1[V[ SIZE
GRAVEL
AND
GRAVELLY
SOILS
50RC THAN {O '><
Or COARSt 1RAC•
TION Alvan
ON NO A SIC01
' 0
CLEAN GRAVELS •/� • �
ILIt1LE ON NO •{ ! • • •
G�
•
wLl SAND AO YUIU0tt 1.17111 0.•
N0 'MS
[tuts) a 11 d., i'
d r` :
� * + ;� Is
GP
•00ALT•f1A000 /RAV[L$, /RAVEL•
LIME SIStlRIS, LI[ ON
No ANUS
ii .
�� { •; I
GRAVELS WITH FINES .111 4 . a
! �1 I
IA•1RICIASLt A50UNt ,r 1• Y 1
GM
SILL? •NAVEL{, {RAV[L• {AND•
SILT NISIURt3
•
O► 115151 • 1.7 ; ~ I
e: . :
•
GC
C1AYC7 $14018.1, GRAVII•SAND•
CLAY NIA TUNS
SAND
AND
SANDY
SOILS
Writ ?NAN SO%
O/ COARSE 1141•
'ION SASSING
NO • $1101
r�. i
• •
CLEAN SAND ••I
(LITTL( OA ND
`�
5
•t ll'GRADED SANDS, 11.041 LT
1*50s, LITTLE OR NO VINES
'MIS
-:
' ;� � !:!;;;.
•' "'
S P
1 •• OA *Oil SANDS, GRAVELLY
SANDS, L1T7L1 OR NO 1151$
•/I y }r•�•,P '
'1 4 , '
SANDS WITH FINES I i -` 4;.14!), 1
IA►►N[CIA$Lt AMOUNT 4 ' �I� .. :
S M
SILTY SAND1, {450.31\1 NIATUAt1
Or FINES) �. / •/+
4 •i,i4 �/ 1
:.1 4,r Ai�
SC
11.47(7 SANDS, SAND•CLAY 51147011$
FINE
GRAINED
SOILS
MORE ' NAN •O %
Or WTI1111 If
L
fr Llt" THAN NO
I;III11
/
�II ji I�I��
• li
+
' II
M�
INONOANIC SILTS AND VlNY FINE
{ANDS, 014 VLOUN, SILTY OR
4
C FIN! SANDS OR tLAY(T
SILTS M'11N SLIGHT ICI ??
SILTS
LIOWD LIMIT
AND L[{$ TNAM 10
CLAYS
/ V
v�
INO$S*NIC CLAYS of Lo. To rlDl 5
PLASTICITT, {440(117 CLAYS,
faNDY CLAYS, SILTY CLA?s, L1 *N
cLAT$
•
I
11111
1 I I I
11 I
i I
iIII
1 I
I I
)/
OL
ORGANIC SILTS AND ORGANIC
SILTY CLAYS Or LOS •LAf11C111
17 . T .,.-
;;:� A'Ir L � r l '
N 1�
.n (r,' 1
• ; •• �'t w '�. 1 �; I
•
MH
INORGANIC $IL7I, SICACIOUI OR
O+ATOMACEOUI RINI {AND OR
SILTY SOILS
SILTS
LIQUID LIMIT ;Y�4 `��
AND Imam THAN $O y(1.'!- i `
CLAYS ✓ "9fttw
3 ";
CH
INORGANIC CLAYS Or 11614
1\4{71117 0, SAT CLAYS
too BIM SIZE
• i�.�
' +'''
'
/
OH
ORGANIC CLAYS Or 510105 TO NIGH
•L A$tICTY, ORGANIC 41.7$
■
,,,./8 _ '
PT
PAT, ROODS, 5545► SOILS
51TM NISN 01{ANIC CON ''''I
HIGHLY ORGANIC SOILS
1
•
I'
NOTE DUAL $75501.$ AR[ 11110 TO INOICAl[ •OIDCALINE SOIL CL•SS111CA?IONS
SOIL CLASSIFICATION
CHART
UNIFIED SOIL CLASSIFICATION SYSTEM
MOOAIII
PLATE
'1
I,
t
IS
10
0
15
ID
6
6
TEST PIT T
TEST PIT 8
.
1011,1 511 iI+I P11} 1.0P.rlL1LL 6•3C•7
12, 2.
111 ►.
IA 155 1 151 SA.. :Ill 011• b.1% 1.
llur 611.
Lt4■4L. 1%. dud. ALL 105• nJ;lal.
51 5 •161 •111 1061.511645. 41.51.1.
0 .5111/•
6151,1 5111 151445 VI 4..• 01.1•
1111 5■510
At 51111 1 114 i.A
1.51. 1.h*1 1114 11. 5.11
5.51.6 d r.. . 14.l r..
a •1
1,1,147101. I
r
ML mufti. 0'.' 1.0. ....1 ✓.. l r
10.5 1. 6t5 ..1' • 1-
NA; 4l .
LMAb45 16 ILL.Ia* too./.4 1..5IL1 . • i .1
w.l• •45.15 ,1 4041 ..111' 1154 r...
SM wM a Ill• 1 114 5555 -
t
W .0
y.5i 1 15( ). NLL 1.0 .M lw IA1
TEST PIT B 13
L1 l 11' 1;11. 6.
te•v.l. .50...' a..; Slip 1In.A1.1t 0.A t1V
. .' 5 1 , 45: 16 105• 541 -/L.. • t'•,5
06 014 ..:. • 1. ,V.1,. .•'
1,55' .1.11
5• 1,11,11 1151 0..114
1.1,4 5 1 151 l 6 0..1, 11 ✓ JAW,
•
TEST PIT IO
ML
TEST PIT II
ML
SP
TEST PIT 12
--+
SP
11t 1A1I $,
171
LnvI. 111.1 :.551,1 •11,1 •Ilh V5.41615
11411 t•
5 ,51..66 lv MA A1v kLL.lan M•15.1
1+v11Llu LLAtLI 5LL1
If1�
4451051105
O.N•5 ..5'.0 11161 SIT' MJUia 1110
• JSA 1 11,1, 45 •111• ut.1.A510.14
/1145511, ,10.1165 45t0.51
ML M5t AAU 0.1()L1an tO../•' 0.4/111,5•
..1 6.65111 •111
Il
511
• 11.• 5./6/10
N • 1 4„1 ,,, la
.a•5t i 141 . a1,. Sill v.LA01vl•4
6I..5....16 51.1115 15(w51.1
OID•EE e MOOiiE
61 ETC
10
5
0
IC
0
-5
lb
IC
TEST PIT I 9 ��
Ill Val 104 111r.
TEST PIT 2 to. I
Llt ul,dh 14
ML bl.nJ. ► 11.1 A i.ut a ltl \11s boots
(1d soli.)
uA A•Ia lU bh4.4, LLA /L/ bill blls
1 OL 1.uu1b Am) 1.141.4 VA11Lh
. I h Owl,l A" 1.1.411 01.LA IL bill
\Itl
L+halLt►wklI. DILAllhb bOv+ ALL,
. I'
041.4411. 6 1.411U ,
,,. SP UAhA µAY I 1■ MLDIUM AAA+
np
TEST PIT 3
ML
SM
SP
bolt; ALL 111,1 P111) L li IILD A.,C.1,1'
1'+•h LLAYl1 bill •111' Oht &hll
11.4110,
bkU•1,1bn N 4,16•11.1L bill bill,
Luhbibt.Artt L.LLA11hI, .UUU AA•
I/. UAI,iL 01A111.1.
UA'.. bkAI 11Al 10 Kt, LAM,
tZ•I
Itt.1.1101. "Wag,
t.L•t, I IAl iAI.U1 6111 1,111' kUv1.
11Lryu iL
Iv ehvI. LLAILY bill b1111
t,iUi.tl MAlllh
146,611 blln LA uw;. vi 6AA4 ►11.& aAAu
US Al 61111 1 IAt bAAU
+11.►1 111.1 lv M UIIW LAA+
15
10
S
0
15
C
lb
ID
LOG OF TEST PITS
TEST PIT 4
I
, II
•1.
1 1 }.
ML
SM
SP
TEST PIT 5
t s15
I.Lt'AlhLA iga
ML
._O SM
I ILL bA4vl 4rt1 brin Aw.1l
IltPb,ILI
W.M.L.. 10 bhwA .ASUY LtbYLY bill
�11n +L..Ar1thAt vWAIL 14A111.1.
LAA.IIb s lit 01.L0.0I 044 LLhbLa W 4041
t IAL b4Av
Al 1,111 • 161. bAA+
TEST PIT 6
1,11k' 6k ►1 !Mt 1st 61.6lt4' 6*4.4
,Z.5
LLLIAllOh ar
el,abh IIAL bal.vl /0111 wain Audis
11.44.1L I
1..111.1.4) 1v OP.u•h •AA+I LLAll1 bill
b111., uw +AI. ii. MAl lira
tF AULb 1• hLUaibA. 0hvw1, t.i•Il1 sill
1l
•Ill, LAW.. .0 MA. t IhL aAAU
V. al 4.14.11 t1Ll •Ahu
b ALU LWhsLI
13.y
1,A dbA bwl.t, At,) wt1' •uula 11..ravll
M A le OnVIA Lt•1L1 01.1 1,11•
LwIL•a dl ■■•1 11M1 WwU
vl, Al bull • ILL •A1.v
MArL+ LvAw a1 Lnwhblb lv 41.• MAY
IA L vs. v .
iswM alb MOOR■
01 A -re 7
•
16
10
-2C
-25
-30
-35
a
19
✓
ei
Ile
C
53
O
6
13
•
.54
BORING 5
i l l
.•1
ML
01.
SP
SM
LICIA1104
11,0
440.4 LL A1L1 bill 411.4 111414 A1w
60.44411 1441114 (140u14A1L15 11114/
(441411
04 A1 04641.14 •11.1 14„+14 1•41041111L)
.A1iJ. 1151.1. 7 -747
4•.11 b6At 1 11.0 TO MLUI..M 4144 bill.
OL1.A4$0641 0664611. 1941114 104,440..1LL
100414
CMA46L• 10 CUMFAL1
04A1.L6 1141.4 Tu 1 141 64 • bill PM6Lle
ill
4141 hill
.A4k 4441 ,,lilt 1141. 40.1.0 bill - 01(.441.1641
141146 01 411.1 40.11 04041.11. 014111.4
(MODL6A1LLT COM•AC1)
1451 wAt 1141 1., 1400119 aA6U
(Cub14C1) 1P00i11 611411.110
4644410604
606 M6 C.r x1.011.4 74-6'
IC
S
0
0
- 10
-IS
-20
-�5
-30
-35
410
-45
-50
-55
-40
-65
-
14
•
la
•
90
51
a .'
19
7
■
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LOG OF BORINGS
BORING 6
pt
I
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SP
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sm
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pn.044 46'✓ 1. ►1 M..I1 /LL 1.1.51.1 hill
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144111• 19r0..•11.11 1149/ 1444'
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1 .441.1.1. , LIMA. 7 - 6.17
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61)0 A.1 /
1,414• 1...41 6 44s4
Lr.A46l. lv 6014•41.1
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1.1.4.1.4 {i •4•1 bill 440 b1ll5 FI4L
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1►.wLAAlLl1 f 1614)
444404 10 4.141
.441 .Aril se 10 41111 bA4l bill'
01144..+401 414411 44ASLL A4, 4501.►
0'6, 7 0 0414 1M-Ul441L15 &Ova /
(4.1144 4LUI046,l4)
10.4 Alt, 0441 1144 10 141.1,1 144 1.1.40
1.115 4111 I6.4.AC11 444.41r.1.iL1.
440.0011 AL/
bu11I1.• 1.vlrltll.. 0447
67
IDAM(ES E MOORS
PLATE
$ORLNG 4
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12.
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MA11Lh (*MK) )(AMC)
,Akic 6111 111.1 .,Ahb bill. LAYERS 01
1 O 10 "LU14.fP bA1L 1M001.A41LLI
LJUbL 1J •DLLAAILLI C•MMLI)
1,41L14 LLYLI 1.I041
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LOG,, .;*OF BORINGS
OL
SM
SP
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nA1:Lw 41.+41.1
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(YV40441LI IF ohs) (DAMP)
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A00(551155 1.51045 01 451111 4441 1 154
1u Ie4.410M DAAD £14. 4441 511.11 1164 40
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L Mahn.n&Desnlvo
CONSULTING ENGINEERS
November 16, 1992
Duane. Griffin
City. of Tukwila
6300 Southcenter Blvd, Suite 100
Tukwila, Washington 98188
Regarding: 92 -T -11 (Otis Elevator
6 -035
1200.5th Avenue, Suite 1910
Seattle, Washington 98101
FAX (206) 624-8151
(206) 6248150
RECEIVED
art OF TUKNLA
Nov IT 1992
PE6f CENTER
Dear Mr. Griffin,
We have received . information on the proposed project and
have reviewed it for compliance with the structural portions
of the 1991 Edition of the Uniform Building Code. We have
no additional comments.
Enclosed are the drawings, calculations, soils report, and
energy calculations . for your use.
Sincerely
Crystal Kolke
CLK:2
David Kehle, Architect
12878 Interurban Avenue
Seattle WA 98168
To: Crystal
Mahan &
Re:
October
26
1992
Kolke
DeSalvo Consulting Engineers
RICHARD HUDSON & ASSOCIATES, INC.
CONSULTING ENGINEERS
1605 12TH AVENUE • SUITE 18
SEATTLE, WASHINGTON 98122
206- 324 -6160
92 -T -11 (Otis Elevator), Letter dated Oct.
22,
RECEIVED
WYOF=MLA
OCT 2 8 1992
PERMIT OMER
1992
response to the structural plan review comments:
1. Soils report will be submitted.
Special inspection for H.S. bolts added.
Section D -1 . shows in elevation the 2 - 8" x 1 5/8"
3 - 8" x 1 5/8" x 14 ga joist headers which occur along grid
13.5.
x 14 ga or..
Rick Hudson, P.E.
as shown in the
Chord forces on grid 13.5 will be taken by the 2 x 6
continuous on top of the wall with strap splice added, see
Section K-2.
The chord forces on grid
newly added section F-1.
111'111 I Mlahan &DeSalvo
CONSULTING ENGINEERS
October 22, 1992
Duane Griffin
City of Tukwila
6300 Southcenter Blvd, Suite 100
Tukwila, Washington 98188
Regarding: 92 -T -11 (Otis Elevator) Bc Q _ Q
Dear Mr. Griffin,
We have received information on the proposed project and have
reviewed it for compliance with the structural portions of the
1991 Edition of the Uniform Building Code. Our comments follow.
Structural
1. Submit the soils report by Dames and Moore for our review.
2. Provide special inspection for all high- strength bolting per
Section 306(a).
3. Section D -1 indicates that the joist header is called out in
plan. Refer to the stair at grid D/13 -14 and clarify.
4. How are chord forces being resolved along grid 13.5 due to
E -W lateral loads?
5. How are chord forces being transferred along grid 16 due to
E -W lateral loads? Clarify panel -to -panel connections.
Please have the applicant respond to the above comments in
itemized letter form and resubmit two copies of revised drawings
and one copy of revised calculations, as required. All status
inquires are to be directed to our receptionist.
cerely,
Cr stal Kolke
CLK:1
cc: David Kehle, Architect
12878 Interurban Avenue South
Seattle, WA 98168
1200.5th Avenue, Suite 1910
Seattle, Washington 98101
FAX (206) 6248151
(206) 6248150
RECEIVED
OCT 2 3 1992
'140 L
UNITY
PMENT
OCT 12 '92 10:51 D KEHL ?CHITECT
yi e
architect
October 12, 1992
City oF Tukwila
6200 Southcenter Blvd.
Tukwila, WA 98188
ATTN: Mr. Ken Nelson
Please re- review and contact me ASAP.
Sincerely,
David Kahle
l K /ct
cc: Phil wood
RECEIVE
OCT 1 21992
COMMUNITY
DEVELOPMENT
RE: Otis Elevator
B92 -0357
Dear Ken,
I am in receipt of your letter dated October 9, 1992 and
oFFer the Following comments For consideration:
1) The second Floor is divided into two parts, oFFice of
2778 sF with an occupant load oF 28 and storage oF
800 eF with an occupant load of 1.6. As I read
the code, the exceptions are 30 occupants and also
storage is not required to be accessible. I thereFore
Feel we comply without an elevator.
2) The stairways are directly adjacent to the exits.
However, IF that is not sufficient, the smoke
detection can be extended to'the First Floor open
office.
3) The door in question (door #3) is to a closet under
the stair. The door does not swing into the landing
area at the bottom of stairs and I don't see .this as
a code violation. The landing is where the section
bubble is located.
P.2/2
(206)433 - 8997 0 12878 INTERURBAN AVENUE SOUTH ❑ SEATTLE, WASHINGTON 98168
TEXT TELEPHONE is machinery or equipment that employs interactive
graphic (i.e. typed) communications through the transmission of coded signals
across the standard telephone network. Text telephones include
telecommunications display devices or telecommunications devices for the deaf
(TDD's),' or computers.
VEHICULAR WAY is a route intended for vehicular traffic, such as a
roadway, driveway, or parking lot, located on a site.
PART II NEW CONSTRUCTION
WAC 51 -20 -3103. Building Accessibility. Section 3103. (a) Where
required. 1. General. Accessibility to temporary or permanent buildings or
portions thereof shall be provided for all occupancy classifications except as
modified by this chapter. See also Appendix Chapter 31.
EXCEPTIONS: 1. Floors or portions of floors not customarily occupied,
including, but not limited to, elevator pits, observation galleries used
primarily for security purposes, elevator penthouses, nonoccupiable •
spaces accessed only by ladders, catwalks, crawl spaces, very narrow
passageways or freight elevators, piping and equipment catwalks and
machinery, mechanical and electrical equipment rooms.
2. In other than Group R Occupancies; Group B, Division 2 retail or
wholesale occupancies; terminals, depots and other stations used for
transportation; buildings owned or operated by a governmental agency;
and the professional offices of health care providers, floors above and
below fully accessible levels that have areas of less than 3000 square feet'
per floor, need not be accessible provided that the primary entry level
provides facilities as required by Section 3105 equivalent to those located
on'the nonaccessible levels.
3. Temporary structures, sites and equipment directly associated with
the construction process such as construction site trailers, scaffolding,
bridging or material hoists are not required to be accessible:
2. Group A Occupancies. A. General. All Group A Occupancies shall
be accessible as provided in this chapter.
EXCEPTION: In the assembly areas of dining and drinking
establishments or religious facilities which are located in non- elevator
buildings; where the area of mezzanine seating is not more than 25
percent of the total seating; an accessible means of vertical access to the
mezzanine is not required; provided that the same services are provided
in an accessible space which is not restricted to use only by persons with
disabilities. Comparable facilities shall be available in all seating areas.
In banquet rooms or spaces where the head table or speaker's lectern ' is'
located on a permanent raised platform, the platform shall be accessible in
compliance with Section 3106..Open edges on a' raised platform shall' be '
protected by a curb with a height of not, less than 2 inches.
k) •
Sincerely,
October 9, 1992
David Kehle
Dave Kehle Architect
12878 Interurban Ave.
Seattle, WA. 98168
The door at the
lan•'•-
Ken Nelsen
Plans: Examiner
RE: Otis Elevator Tenant Improvement, Gateway building #9.
Plan check number B92 -0357
Dear Mr. Kehle;
After an initial review of the subject project, it has been
determined that additional information and /or corrections to the
plans must be submitted to complete the plan review. Please
address the following comments.
1. The proposed second floor is approximately 3,500 square feet
and is greater area then that allowed for the exception of
Accessibility per WAC 51 -20 -3103. Provide compliance to all
Accessibility requirements of U.B.C. Chapter 31 as amended
by WAC 51 -20.
2. Proposed smoke detected corridor may not exit through the
adjoining open office on the first floor per U.B.C. Section
3305(a). Corridor protection must continue to an
appropriate exit.
e port stairway obstructs the
irements of U.B.C. Sections 3304(j) and 3306(g).
To confirm you have received these comments contact this office
and /or submit revisions within ten working days. Feel free to
call me if there are any questions, 8:30 a.m. to 4:30 p.m. at
431 -3670.
(s,
City of Tukwila
Department of Community Development
Mahan & DeSaivo, Inc.
Consulting Engineers
1200 Fifth Avenue, Suite 1910
Seattle, WA 98101
Regarding: 92-T-11: Otis Elevator (B92-0357)
Please do structural review on mezzanine per U.B.C., 1991 Edition.
Sincerely,
rBcctae)
Shellie L. Bates
Permi.t Technician
John W. Rants, Mayor
Rick Beeler, Director
6300 Southcenter BoUlevard, Sup #100 • Washington , 98188 • POO 431.3670 • Fav PON 431.3665
•
r
Lno.
david
kehlE
October 1, 1992
Dear Sir,
RttgRou yr
OCT v 19921
MAHAN & DESAL VO, INC.
City.oF Tukwila
•Building Department
6200 Southcenter Blvd.
Tukwila WA 98188 hl rderttanti'that the Plan Chenk. 1 „ C ,r , ,v ; ;lc arr,
iF /.tt f Pf Yl; c - z .;t• :j:,
.RE: Energy Code Compliance Calculations ',. , � _.�,.
For: Otis Elevator
'•, ,1 i_. ,'l fit;'. • -.5
Gateway Corporate Center - Bldg, 9'
The Following are energy calculations per Chapter 5,
Component PerFormance Approach, oF the Washington State
Energy Code, 1991. In designing this space, the design
parameters of climatic zone 1, indoor design temperature -•
shall be 70 deg. F. For heating and 7B deg. F. For cooling
with indoor design relative humidity For heating shall not
exceed 30 percent where used. Outdoor design temperatures
shall be 24 deg. F. in winter and in summer, 83 deg. F. dry
bulb, 67 deg. F. wet bulb. Air quantities shall be per '
Washington State Ventilation and Indoor Air Duality Code.
The building insulation shall'maintain substantial contact
to' unexposed surFaces oF ceilings and walls and need not
have a Flame- spread rating or -smoke density (pg. 27, 2,
502,1.4.2 exception 2). Moisture control shall apply to
walls but not . ceilings as per pg..31, Assumed.is
the ground cover and perimeter slab insulation are in place
at.oFFice only.
Section 505 was used For this space, Table 5.2.
All exterior window and door Frame and wall panels have been
caulked and all doors will be weatherstripped.
1206)4 -8997 C 12878 INTERURBAN AVENUE SOUTH :C SEAATILE, WASHINGTON 98168
City OF Tukwila
October 1,:1992
Page 2
Lighting power budget . For office is 1.7 walls per square:
footing:with individual switching of. rooms q00 s.f. or less
and dual level switching for' areas over 400 s.f..` Building.
areas greater than 200 s.f..or within 12' to an outside
window shall also have dual level switching:
As calculations show, the building will be in compliance
with`the State. Energy Code.
Si erely,
2524
REGISTERED
DAVID E. KEHLE
STATE OF. WASHINGTON
Energy Code Calculations
Interior Wall (Sustem.I) (6" stud)
Inside Air Film 0.68
5/8" Gyp. Bd. 0.58
Batt Insulation 19.00
Air Vapor Barrier 0.00
5/8" Gyp.,Bd. 0.58
Inside Air Film 0.68
R = 21.52
Uwi = 0.046
Exterior Wall (System II)"
Outside.Air Film 0.17
Conc. 6- 1 /2 ".(0.0B /in) 0.52
Batt Insulation 11.00
5/8" Gyp. Bd.. 0.58
Inside Air Film 0.68
R- 12.95
Uwi
*Wall Type I (Interior & Demising Walls x 22) - - 5,456 s.f.
*Wall Type II (Conc. Tilt -up Panel) 1,571 s.F.
*Wall Type III (Windows)(x 8.5)- - - - - 1,293 s.f
*Wall Type IV (SoFFit)(1') 110 s.F.
Ceiling (upper Floor & partial lower Floor) - - 3,578 s.F.
Slab Insulation 120 1.F.
Slab w/o Insulation 124 1.F.
Total = 12,252
Windows ( System III)
1 "` Insulated 0.6'i
SoFFit ( System III)
Outside Air Film 0.17
• 1" Stucco .20
Batt Insulation 11.00
Inside Air Film 0.68
R 12.05
U = 0.083
Ceiling System
Inside Air Film
Ceiling. Tile
Batt Insulation
Inside Air Film:.
0.68
2.13.
11,00
0.68
14.49
_" 0 .069
Uo =
(5456x.046) +(1571x. 077) +(1293x.90) +(110x.083) +(3578x.069)+
(0.56x120) +(0.73x124)
12,252
250.98 + 120.97 + 1 163.7 + 9.13 + 246.88 + 67.20 + 90.52
12,252
0.193 R 5.18
Uo. 0.159 is less than 0.193 =. U.allow,'thereFore the'.components
oF.'the structure exceed the minimum:. standards ` set :forth " in',.the,
Washington,State Code.
0.159 R = 6.29
U allow= (.25
1;949.38
12,252
8,430) + (.035 x 3,578) + (0.56 x 244)
12,252
2,107.5 + 125.23 + 136.64
12,252
= 21369.37
12,252
CITY OF TUKWILA Id: ACTP125 Keyword: UACT
Activity Table Processing
Permit No: B92 -0357
Status: PENDING
F1 =Help, ESC =Exit current screen.
User: 1677
,xTenantI rOT ' ELEVATOR
AcTdr�s s . 1`3 03 S GATE'F7A % .-
10/14/92
BUILDING PERMIT
Type: B -BUILD Vers: 9101 Screen: 01
Base Information
Parcel No: 000480 -0015
Owner: KAISER DEVELOPMENT CO
Validated By: SLB Plan Ck Approved: / /
Status: PENDING Applied: 10/ 1/1992 Issued: / /
Active /Inactive: A Completed: / / To Expire: / /
C of 0 Issued: / / Bus Lic #:
Nature of Work: INSTALL OFFICES, 2ND FLOOR STRUCTURE, RELOCATE
Location:
Category: ACOM (N= NEW /A= ADD /ALT + SFR,DUP,TRI,APT,MH,COM,IND)
Zoning: M1 Gas /Elec:
Census Code: 437 # of Units: # of Bldgs: 1 Pub Own:N
Streams: Slope: Wetlands:E Water:N /A Sewer:N /A
Setbacks - North: .0 South: .0 East: .0 West: .0
Valuation: 180,000.00 Fire Protect:SPRINKLERED
Type Const: V -N Type Occ:0016 OFFICE
UBC Edition: 1991 Occupant Load:71 Occupancy Grp:B -2
F7= Update, F2= Previous Line, ESC = Cancel Update
CITY OF TUKWILA Id: ROUT130 Keyword: UACT User: 1677 10/14/92
Activity document routing maintenance. BUILDING PERMIT
Permit No: B92 -0357
Route: 1 Current Route Line: 6 of 9
Packet Units Description Station Status Received Assigned Complete
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
Packet Units Action Station Initials Status Received Assigned Completed
BUILD 01 01 C BLDG KEN Approved 10/02/92 10/08/92 10/14/92
Priority (0 /low..9 /high): 0
Regular hours (H W M): .00 Overtime Hours(HH.MM):
Comments � L, 9C9 .... OFFICE 1ST FL = 37
2'[ ' OFFICE 2ND FL = 29
3[ WAREHOUSE = 6
,,5 [EXITS•S SMO )DETECTOG�O
6 v [ rrbs.:r:,c�svu.r- r .;:r�r.m..6i4i3.. ..µtt�Y.S.SaAirKr+,�, .•w ix . rn,�:nr,
7[FIRE PLEASE REVIEW AND COMMENT ..
8 [
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•
secant
Floor : Carpet treads and riser to/rubber skirting
Walls : Gyp. bd. paint (E.E.)
Ceiling: S acoustic ceiling
Floor : Sheet vinyl with coved base (ceramic tile in
shower area Only 7 & 10)
Walls Gap. btt. paint.(S.G.E.
Wainscot +4' -0" plastic laminate
Ceiling: Ggp. bd. paint (S.G.E.) +87 -6"
Floor :Sheet vinyl with coved base
Walls : Gyp. bd, paint (S.G.E. )
Ceiling: Gyp. bd. paint (S.G.E.)
Floor : V.C.T. with rubber base
Walls : Gyp. Bd. paint (E.E.) ( +$ -15" verify)
Ceiling: Susp. acoustic ceiling
Floor : Exposed concrete (no new 5ea1er- tenant to
finish) a3 nted gi3p • ba , (flat) Walls : Exposed concrete and p
Ceiling: Exposed structure and insulation
!metal door and jamb.
Existing 3) --0" x 8-9 aluminum } uminum and glass - remove 40d relocate to new door" 1 including exi:eting sidelite.
Install new glass panel .
Re-use existing 3'-v0" x 6' -6" aluminum lees
including the sidelite from Ell WW1 bf4S
3' -0" x 6' s.c. wood door with wood jamb, 2 pair
butts, tatchset, wall stop and silencers. (Add
weather strip doors 10,1a).
3° -Q" x 6 S.C. wood door dwitat�woodg)(threshold mb,2 pair
3, a' r lockset, wall stop butts, lass door 2 iti. 0)
door 27) (1.l2 safety g
4,30 8 x 8' -6" opening only.
3 '_Q" x 8' -0" s.c. wood door with wood jamb, 2 pair
5,3��.,33 butts, privacy rivacy lock, wall stop and silencers.
24 2'-E" x W-0" s . c . wood door with wood jamb, 2 pair
butts, iatchset, wall stop and silencers.
(verify to match existing) aluminum and
safety g l as s with closer, threshold, weatherstrip and
exit bar. include new glass sidelite (safety glass).
Remove existing concrete bulkhead, add concrete sidewalk.
I ;f ee'„
34 : s i!s0 x 3' - 6" removable guard rail (2 sections) .
j_ % EW 00 9 ,Ve MS5L
k bI od, kv
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WELDS HOT sincirigo SHALL NE 3/10 GONTINUous FILLET MI ALL
NINuM.
WELDS TO BE BY w CERTIFIED WELDERS. USE PRIssft 170
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ENGINEER FOR REVIEW PRIOR TO FAORIcATION OF STRUCT0NAL STEEL.
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4 !"- ; , • P s' 4
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ALL ORNDES SMALL COMM To
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"v BOLTS - INSPEcT PLAcEMENT PRIOR TO RUG CONCRETE. _
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+ ASSOCIATES INC.
CONSULTING ENGINEERS
1605 12TH AVENUE, SUITE 18
BATTLE, WASHINGTON 98122
2 6 "x14 GA.
STUDS
SEE E- 2
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CONCRETE
SCALE: 3" = V-0"
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11' NANIN MANY 12
3x TOP I?
SECTION B -2
SCALE: 3/4 " =1' -0
W18
SECTION K
---2 --10d 0 8 "OC
LTT19 81 48 "OC
4x4 LEDGER
NEW
L3x5xY4 CONT
W/ 1/2"4 M.B.
0 24 "OC
— EXISTING
3x4x1 " -0"
W2 -% "0x4 "W.H.S. 0 8" GA.
SPACE 0 48 "OC
SCALE: 3`4" 1
2 10dx21" 0 6 "OC
2x6 WOOD It
16" TJLX 0 24 "0C
- #10 SCREW 0 4"0C
8 "x 18 GA.
0 24 "Oc
- SHEATHING
RE: ARCH: EA. SIDE
TO RUN FULL HT.
EXISTING
OPTION
T.S. 7x7
OPTION
I
SECTION E
METAL STUDS
Liu
--- 1Od 0 4 "OC
2x4 BLOCKING V&A ctp
WI8
WT 5x1 &.5x1 `-3"
W/5.3/4 A325N
2
/
0 3
142
6a
3 - -ST18 0 48"OC
OVER PLYWOOD
3x4 FLAT BLOCKING
4 BAYS 0 48 "0C
w . ( . (208) 324 -8180
(200) 524 -6248
BEATINSON
' ABSOCLATBil, INC.
CONSULTING ENGINEERS
1806 12TH AVENUE, SV?E 18
SEATTLE, W INCI SN 08122
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ROOM SCHEDULE: BWhtrl Ifl v44'2,094,, 3Gi:#i; TTp.
1,2,3,5, Floor .
6,21,22, Walls .
23,24,25, Ceiling:
26,27,28,
29,30,31
8,11,33
Floor .
Walls .
Ceiling:
Sheet vinul with coved base
Gyp. bd. paint CS.G.E.)
Gyp. bd. paint CS.G.E.)
4,30 3' -4" x 8' -6" opening only.
C
1- 711rier - f` W.
1J1 fir
Carpet w /rubber base
Gyp. bd. paint CE.E.)
Susp. acoustic ceiling ( +8' -6" verify)
12 Floor : V.C.T . with rubber base
Walls Gyp. Bd. paint (E.E.)
Ceiling: Susp. acoustic ceiling C *-6" very
Re -use existing 3' -0" x B' -6" aluminum and class
including the sidelite from El. 46(,) 'I EWWS
f7..9i,E' Ve- i-O"
0
4,13 Floor : Carpet treads and riser w /rubber skirting
Walls : Gyp. bd. paint (E.E.)
Ceiling: Susp. acoustic ceiling
7,10,32 Floor Sheet vinyl with coved base (ceramic the it
shower area only 7 8 10)
Walls : Gyp. bd. paint CS.G.E.)
Wainscot +4' -O" plastic laminate
Ceiling: Gyp. 4i paint (5.6.E.) +8' - 6"
14,34 Floor : Exposed concrete Cnn new sealer-tenant to
finish)
Walls : Exposed concrete and painted gyp. bd. (flat)
Ceiling: Exposed structure and insulation
DOOR SCHEDULE: (lever handle)
El,E3 Existing overhead door.
E2 ExiSti� 3' -O" x 7' -0" hollow metal door and iamb_
ap? [YGEhs
E4 Existing 3' -0" x 8' -6" aluminum and glass - remove and
relocate to new door 1 including existing sidelite.
Install new glass panel.
2,3,5,10, 3' -0" x 8' -0" s.c. Wood door with th woad lamb. 2 pair
11,12,21, butts, latchset, wall stop and silencers. (odd
22,26,28, weather strip doors 10,12).
29,31
23,25,27 3' -0" x 8' -0" s.c. wood door with wood jamb, 2 pair
butts, lockset, wall stop and silencers (threshold
door 27) (1/2 safety glass door 23?'.: -e
6,7,8, 3' -0' x 8' -0' s.c. wood door with wood jamb, 2 pair
9,32,33 butts, privacy lock, wail stop nd silencers.
2' -6' x 8' -0" ^ we c dcc_ wo _ ant. c pair
butts, latchset. wall stop and silencers.
13 3' -0•' x B' -6'• ( verifu to match existinc) aluminum and
saretu glass with closer, threshold, weatherstrip and
exit bar. Include new class sidelite (safety glass).
Remove existinc concrete bulkhead, add cg- sidewalk.
C) 2 P(I'ca rp;
34 8' -0" x 3' -6" removable guard rail (2 sections).
LEGEND
NEW STUD WAIL W /.SOUND INSULATION
oiai TYPE/CAULK @ SASE, 2' -0 E.S. @ CEILING
*SOUND BATIS. -
EXISTING STUD W1.LS.
5'CEEj. SlW IQU S.
ILL[MINATiiL ID(IT SIGN.
EXISTING 3 TUBE FLUORESCENT '10 BE REMOVED
AND STORED OR RE -USED.
EXISTING 3 TUBE FLUORESCENT TO REMAIN.
NEW OR RELOCATED 3 TUBE FLUORESCENT.
DUPLEX CUTLET 120v
WILL TELEPHONE OUFT.ET, MERINO, CEC3lUIT, 3
I'tJLL STRING OM.Y.
FOURF1.ga CUTLET jzO.,
rooa!!40/
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EL t „?- ST99CTURN. PER j'! ly CQ3E
0 Ye ;G Ort STATE r TACIUTIES
L YISHiNOTON STATE
11)11ECT 10 INTERPRETATIONS OF THE (O91P!l4SG IIISORRTY. MC,
6M1SSIONS MO iNCONSISIENCtEE
DATE IN 10 1'2 DA, our
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