HomeMy WebLinkAboutPermit 6952 - Questar Center - Retaining WallJESTFR
U1LD1G PERMIT
(POST WITH INSPECTION CARD AND PLANS
IN A CONSPICUOUS LOCATION)
CITY OF TUKWILA
Dept. of Community Development- Building Divisio
6300 Southcenter Boulevard, Tukwila WA 98188
(206) 431 -3670
BUILDING
PERMIT NO.
DATE ISSUED:
L
SITE ADDRESS
DESCRIPTION
BUILDING PERMIT FEE .
PLANCHECK FEE.
BUILD.ING:SURCHARGE<
AMOUNT RCPT:#
631` 00
410:'.00 4051
DATE
PLAN CHECK NO.:
91 -464
PROJECT INFORMATION
15425 53 Av S
SUITE #
PROJECT NAME/TENANT Questar Center
VALUE OF CONSTRUCTION - $ 98, 257.00
ASSESSOR ACCOUNT # 115720 - 0033 -30
TYPE OF ❑ New Building LjAddition JTenant Improvement (commercial) U Demolition (building) U Grading/Fill
WORK: ❑ Rack Storage 0 Reroof ❑ Remodel (residential) ❑x Other: Retaining Wall
DESCRIBE WORK TO BE DONE:
Erect a crib —bin retaining wall (120 linear feet in length, 15 feet in
height) to replace existing rockery.
PR•P R *INNER
First Capital Partners Ltd.
PH •N
383 -7111
ADDRESS
1450 First Interstate Plaza, Tacoma, WA
ZIP 98402
CONTRACTOR
Retaining Walls Northwest, Inc.
PHONE
747 -0956
ADDRESS
1299 156th Avenue N.E. # #150, Bellevue, WA
ZIP 98007
WA. ST. CONTRACTOR'S LICENSE # RETAIWN1150.T
EXP. DATE 8 -29 -92
ARCHITECT
PHONE
ADDRESS
FL
CODE COMPLIANCE• ~• •
ZIP
SQUARE
FEET
OCC.
LOAD
SQUARE
FEET
OCC. SQUARE OCC.
LOAD FEET LOAD
SQUARE
FEET
OCC. SQUARE OCC.
LOAD FEET LOAD
..................
TOTAL
SQUARE FEET
TOTAL
OCC, LOAD
::
W-
r PROTECTION: 0 NA
UTILITY PERMITS r r
M Yes 0 No
ZONING:
BAR /LAND USE CONDITIONS?
❑ Yes
®No
CONDITIONS (other than those noted on or attached to permit/plans)
APPROVED FOR
ISSUANCE BY:
BUILDING
OFFICIAL
DATE: 3 - CIS
I hereby certify that l have read and examined this permit and know the same to be true and correct. All provisions of lave
and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit
does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating
construction or the performance of work. 1 am authorized to sign for and obtain this building permit.
SIGNATURE: /LA_- a 6
PRINT NAME: r. A G.0 /1S
This: permit shall bocome null and void tf the work is not commenced within : 80 days from the
issuance, or f the work is <suspended or abandoned for a perrod of 180 days from the last ins
DATE: LI 7 t q
COMPANY: eekuv1tri
CERTIFICATE OF
OCCUPANCY NO.
DATE ISSUED:
it BUILDING ',PERMIT
APPLICATION TRACKING
PLAN CHECK
NUMBER
9t--1-4(0-1
PROJECT NAME
UJf3k o C2 i "-eY
SITE ADDRESS .
! SUITE NO.
5
55 -)
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)
SQUARE
FEET
OCC.
LOAD
SQUARE
FEET
OCC.
LOAD
SQUARE
FEET
OCC.
LOAD
SQUARE
FEET
OCC.
LOAD
SQUARE
FEET
OCC.
LOAD
TOTAL.
SQUARE FEET
TOTAL
OCC. LOAD
DEPARTMENTAL REVIEW
"X" in box indicates which departments need to review the project.
BUILDING -
initial review
0 FIRE
(I- 15-a1R
ROUTED
INIT: 5-)
INrr:
4/96z
INIT:
UIREME
DM.liKEO T
CONSULTANT: Date Sent - Date Approved -
FIRE PROTECTION:
S • rinklers ■Detectors ■ N/A
FIRE DEPT. LETTER DATED: INSPECTOR:
ZONING: IBAR/LAND USE CONDITIONS? ( ]Yes
REFERENCE FILE NOS.:
MINIMUM SETBACKS: N-
UTILITY PERMITS REQUIRED?
s-
Ad Yes ( No �o
PUBLIC WORKS LETTER DATED: .3/4/901- jJ
TYPE OF CONSTRUCTION:
UBC EDITION (year):
REVIEW COMPLETED
PERMIT NO.
CONTACTED
DATE NOTIFIED
Lam -`' 1Y\
l _ (�
�� ll �� `Ic-
t55 J
(init.).
DATE READY
PERMIT EXPIRES
2nd NOTIFICATION
BY:
(init.)
AMOUNT OWING
(f) 3 5 0 so
3RD NOTIFICATION
BY:
(init.)
CITY OF TUKWILA
Department of Community Development - Building Division
BUILDING PERMIT
APPLICATION
MAW Joumcenrer DOUI&VelfU, 1 uKwna vvn V0100
(206) 431 -3670 :)..∎ to t n
DESCRIPTION
A OUN
RCPT
LATE
BUILDING PERMIT FEE
op Q
:'
PLAN CHECK , t J
1�
NUMBER l — L j i(
:APPLICATION. MUST BE
. • FILLED ..OUJT..:COiViPLETEL Y
PLAN CHECK FEE
4 00
Me
- Al`
BUILDING SURCHARGE
.'F,0
OTHER.
TOTAL •
t7 '
SITE ADDRESS SUITE #
15425 53rd Ave. S. Tuk ._iL_.
VALUE OF CONSTRUCTION - $
$95,257.05
PROJECT NAME/TENANT
ASSESSOR ACCOUNT #
115720- 0033 -30
TYPE 0 • New Building • Addition • Tenant Improvement (commercial) • Demolition (building)
WORK: 0 Rack Stora•e 0 Reroof O Remodel residential !!!. Other•Exterior retaining wall insta
DESCRIBE WORK TO BE DONE:
;sect a Crib -bin retaining wall (120 lin. ft. length, 15 ft. height) Replacing existing rockery
BUILDING USE (office, warehouse, etc.)
Office
NATURE OF BUSINESSt;ro • . mana:ement com outer demonstration /showroom
WILL THERE BE A CHANGE IN USE? ® No 0 Yes If Yes, new building requirements may need to be met. Please explain:
SQUARE FOOTAGE - Building: 10,000 Tenant Space: 10,000 Area of Construction: behind buildin
WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE ':T D
g No 0 Yes IF YES, EXPLAIN:
Pii9PF1'itNW FRRof Op. Eng.'s [,Deal. 701 Pension Trust c/n First
PHONE 383 -7111
ADDRESS Partners ltd. 1450 First Interstate Plaza, Tacoma, WA
Z1P93402
CONTRACTOR Retaining Walls Northwest, Inc.
PHONE 747 -0956
ADDRESS 1299 156th Ave. N.B. #150 Bellevue, WA
ZIP 98007
WA. ST. CONTRACTOR'S LICENSE # RTT -AI - WN115OJ
EXP. DATE 8 -29 -92
ARCHITECT
PHONE
ADDRESS
ZIP
HEREBY: CERTIFY THAT D:.H _...
E TAUE.AND.CORRECT, 1ND 1
BUILDING OWNER SIGN UREj
OR 1,,
AUTHORIZED PRI T NAME Gregory Rich --
40 EXAMINED Th.
ORtZED .'Tt :APP.L'
#.P.LICAT
IG' °Fi'li
DATE
10. (- zlicl)
PHONE383 -7111
AGENT ADDRESS 1450 First Interstate Plaza CITY/ZIR'acoma, WA 98402
CONTACT PERSON Gregory Rich 1 se 5 �' i G> PHONE 383 -7111 I 1U`�4�,5(D
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 BVI..I.IIa coL...er l,vhwh p. viluC m.'3iC uvtul.i.; .ii.vrCGuvn an iaj+p,..iu.wri Gifu jr.a.. cubmIttai icMu..uf.lv.l.u.
Application and plans must be complete in order to be accepted for plan review.
VALUATION OF CONSTRUCTION Valuation for new construction and addtions 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 contrac'or
licensed by the State of Washington, a notarized letter from the properly owner authorizing the agent to submit this ,
permit application and obtain the permit will be required 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.
DATE APPLICATION ACCEPTED
Rs— I -R)
DATE APPLICATION EXPIRES
RECEIVED 11(:1- 2 2 1991
SUBMITTAL CHECKLIST
• .SpeifIcadons.. •
Struotural•Celcuiations stamped by.kWashlitgton.Stire
.........
SoHs report stamped by a Washingte.n•Stete:ligerreed'enilrteer.:,
E ...., „: ,...... ,.„..
...„
•.ri Energy calculations stamped by a Washington State ilcenaod
engineer or archttact
[J Legal desciiption
p.Wericing:drawings; stamped by a Washington State Iicensed
'
pittrt • • .
Structural drawlngs
' • •••‘"' • •
ElevetiOns,
* Landscape plan
. . • ,,,......
oormit.apptlo4floo„.(ene,,..feC:entire.:pro,...
SIx (6) Bets of civil drawings
NOTE See utility permt applica
silbmittir) • te4iireirrenta.•
RACK STORAGE : I :
,;_;; • • .•
Completed lounging permit application:,•::::::
Assessor Account Nunibor
................
* Existing and proposed par$dng
',.,',•:',■..f.rindiaaPe••0.1ar)• (if •Siiii)litiebie;•f.e:;:Changeof•Ota)",..::::::.....
. . .
.• ....
:0yeraft
. „.„
••••••••••••••••••••''''''''''''''••••••••" • ••"•:'-'••• • •••••• • • • .• • •
• jj j1)
...
• • •••• '••••••• •
building or sOtiaM.fOotage•-• •••••••••• s"
• sPtioe'planliathi•Osi.p.of.each
„... room
••••:,••••••.,„..Exit.doors, egteta! patterns.: ,..„
•••••••■ New wall* existing imtill,,and walls to be dernolishod;, : •
•••••••:::::::*...orOst:stiCiltintitihaiVirig *jar constructton and mothod of
. . .
•••. . .....•••••-•••• •-••••• ••••••••••• • •••• —...•••••••-•••••• ..••••••........".•••••.••••••-•...•:--•...•••••••.-•-•• • • • •-••••••
.. . ...
....StruCteral:01CtitatiOnii stamped by Washington State Ucensed
: : : : ••• . . . : • ••
• .•
. ... Comptetod
.„,
1—Nartatilie.desCribingi•existingrpof,' material being rentOVed,
. i
. Prier:to firiei:Inspeodon'and
• o if f „ • . •
,.....,.,.....
. ,..:..•,•:••••••••••••••.• ..'"•'• • ••••••••••.:
. .. .. ..
......,.....:
Legal cles
AssessorAg.:ount um.. ,. 644'
TWOISets:(4)1•Ofyroriting
•• • • :
••••••••• ••••••••••;•: ;••••'; ';';'•";•••:•••"•.;••:::•.:,F : : ".. ........ ........
8 Floor plan
'Root plan
Building eli■ratIor)s (alt views)
Building,Cross-segOony. • '
I: • Structural framing plans.:
• Site Plan :••••••—••;—•■•• K:kr plan,: show dossat hytkant
• Foundation plan .• r.. Include acces:nrobuildat showins$9.:.
• Floor plan WM
• d
• Roof plan , •
• Building elevations (all views)
• Building cross-section
• Structural framing plans • .
Washington State Energy Code data
Completed utility permit application
El Six (6) sets of site plans showing utilities
NOTE: Building site plan and utility site plan may be combined. See
• utifity permit application and checklist for specific submittal requirements.
Additional topographical and soils information may be required if unique
site conditions.
NOTE: If any utility work Is to be done provide permit application
and plena must be submitted. • . • ; .
REFIOOFS . . . • •
ECompleted building permit application (one for each structure)
inAssessor Account Number • • . •:
1-1 Narrative describing existing roof, material being removed, and
material being installed. •
NOTE: A certification letter is required prior to final Inspection and sign-
off of the permit. •
I41005
11%18%91 16 :18 FAX 20(-383_ 7112 ,,,1ST uCA I�Tf1LLHNu 14u MU tuliowinu UU$'I Wsa prurnises situated
within the County of Kind
State of Washington / , and being
That certain space (approximately 4300 sq. ft.) located on the east end of the building
situated on the ground legally described as follows; That portion of the East 300 feet of
Lot 3, Brookvale Garden Tracts, according to plat recorded in Volume 10 of Plats, page 47,
in King County, Washington, lying North of the following described line: Commencing at the
Vest quarter corner of Section 23, Township 23 North, Page 4 East, W.M., thence South
0.42'00" West a distance of 993.00 feet; thence South 88"12'00" East a distance of 642.00
feet; thence North 0"42100" E$st a distance of 184.20 feet to the true point of beginning
of said lino; thence North 8812100" West a distance of 300 feet and the terminus of said 1
• WAC 197 -11 -970
MITIGATED
DETERMINATION OF NONSIGNIFICANCE
Description of Proposal A 15 -foot high Crib - Wall /Retaining Wall to replace.an
existing Rockery. The poject would involve 400 cubic yards of cut and 400 cubic
yards of import fill.
Proponent First Capital Partners, LTD./ Gregory Rich Building Manager.
Location of Proposal, including street address, if any 15425 53rd Avenue South.
Lead Agency: City of Tukwila File No. EPIC -58 -91 ** See required Mitigation Measures
Attached
The lead agency for this proposal has determined that it does not have a probable
significant adverse impact on the environment. An environmental impact statement
(EIS) is not required under RCW 43.21C.030(2)(c). This decision was made after
review of a completed environmental checklist and other information on file with the
lead agency. This information is available to the public on request.
(X There is no comment period for this DNS
(J This DNS is issued under 197 -11- 340(2). Comments must be submitted by
. The lead agency will . not act on this
proposal for 15 days from the date below.
,Responsible Official Rick Beeler
Position /Title Planning Director Phone 433 -1846
6200 Southcenter Boulevard, Tukwila,_ WA. 8188
Z. Signature_
Address
You may appeal this determination to the City Clerk at City Hall, 6200 Southcenter
Boulevard, Tukwila, WA 98188 no later than 10 days from the above date by written
appeal stating the basis of the appeal for specific factual objections. You may be
required to bear some of the expenses for an appeal.
Copies of the procedures for SEPA appeals are available with the City Clerk and
Planning Department.
FM.ONS
`
EPIC -58 -91
The Questar Center
REQUIRED MITIGATION MEASURES
A landscape plan shall be submitted to and approved by the
Department of Community Development prior to the issuance of a
building permit. Landscaping shall include the following:
1. Hydroseed
2. Ivy planted along the top of the proposed crib /retaining wall.
•
City of Tukwila
6200 Southcenter Boulevard • Tukwila, Washington 98188 John W. Rants, Mayor
Plan Check #91 -464: Questar Building
15425 53 Av S
THE FOLLOWING COMMENTS APPLY TO AND BECOME PART OF THE APPROVED
PLANS UNDER TUKWILA BUILDING PERMIT NUMBER Lpq qz,
1. No changes will be made to the plans unless approved by
the Engineer and the Tukwila Building Division.
2. All permits, inspection records, and approved plans shall
be posted at the job site prior to the start of any
construction.
3. Subgrade preparation including drainage, excavation,
compaction, and fill requirements shall conform strictly
with recommendations given in the soils report, and as
specified in "Standard Specifications for Criblock ". The
Geotechnical Engineer shall inspect subgrade prior to
wall construction. A record of this inspection shall be
made available to the Building Inspector upon call for
final inspection approval.
4. All construction to be done in conformance with approved
plans and requirements of the Uniform Building Code (1988
Edition).
5. Validity of Permit. The issuance of a permit or approval
of plans, specifications and computations shall not be
construed 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 shall be valid.
Phone: (206) 433.1800. • City Hall Fax (206) 433.1833
PLAN CHECK
NUMBER
ROUTING
PROJECT N
UTILITY PROJECT
" TRACKING �HECKLIST
SITE ADDRESS
1
SUITE NO.
DATE PLANS
RECEIVED
TYPE OF REVIEW
DATE ROUTED
TO PWD
DATE PLANS
APPROVED
DATE RESUB.
REQUESTED
COMMENTS
DATE
ISSUED
Channelization /Striping /Signing
Curb Cut/Access /Sidewalk
Fire Loop /Hydrant
Flood Zone Control
PERMITS REQUIRED
'XI
PERMITS
PERMIT
NUMBER
APPROVED
PLAN /LETTER
DATE
ISSUED
Channelization /Striping /Signing
Curb Cut/Access /Sidewalk
Fire Loop /Hydrant
Flood Zone Control
X
Grade /Fill
eor
Ad Fg, d G 61
?-- 6 -72
4.7 - G%a2
Hauling
fd 4.1 -qv
Pit)f7 -va �3
44--k
Landscape Irrigation
0
Moving an Oversized Load
Sanitary Side Sewer
Sewer Main Extension (private)
Sewer Main Extension (public)
Storm Drainage
"1,
fW 9� »u0 <v
3- 6 - ?.z-
,I
4 -7- 9.9
Water Main Extension (private)
Water Main Extension (public)
Water Meter (exempt) size:
No.:
a Deduct
0 Water Onk.
Water Meter (permanent) size:
No.:
Water Meter (temporary) size:
No.:
Other:
Other:
CONDITIONS OF PERMIT ISSUANCE OR FINAL SIGN -OFF OF PROJECT
3ITY OF TUKWILA
e ntra I Permit System - Engineering Division
7300 Southcen(er Blvd., Tukwila, WA 96188
'none: (206) 433-0179
)ROJECT:: . Site Address:
NFORMATION Name of Project: 779.e- 729/2
UTILITY PERMIT APPLICATION
PLAN CHECK
NUMBER:
rope rty Owner: 4W c 2J/v/a/1/0," 0/c', 's 70/ /e 7: Phone No.: ,?8.y 2//.1
CVO ,-/sr /04,4:7-4..ans ..47-40 •
3treet
Engineer:
City/State/Zip:
Phone No.:
Street Address:
City/State/Zip:
ntractor: _,W/.7* ="7-1/6
Street Address: Az?, :
<ing County Assessor Account Number: /7.6-7,2.0
Channelization/Stripino/Sioning
REQUESTEII.. 0 Curb Cut/Access/Sidewalk
0 Fire Loop/Hydr, (main to vauit) - No.:
O Flood Zone Control
kg) Land Attering 700 whiz: yards
IS Hauling ,
o Landscape Irrigation
o Moving an Oversized Load
Sanitary Side Sewer No.:
O Sewer Main Extension
Private 0 Publi::
Phone No.:
City/StateiZip: '7800 7
1.,t2/11 AS 0 i/J-,/
Ek Storm Drain
O Street Use
Sizes: 0 Water Main Extension
Private 0 Publk;
O Water Meter / Exempt: - No: Sizes'
Deduct E Water Only 0
O Water Meter / Permanent - No.: Sizes'
O Water Meter /Temporary:- No.: — Sizes •_
4/0 4X Other:
VIATE.R•:;:METERM:;; Name:
P.,-7FUNi)!BILL'ING:i:::: Street
Phone No.:
City/State/Zip:
MONTHLYi
EILLINGS TO:.
0 Water
Name:
Street
O Sewer 0 Metro 0 Standby
Phone No.:
City/State/Zip:
..11111••••■••■!■
DESCRtPTION OF PROJECT
O Single-Family Residential
O Multiple-Famil DetIin
No. of Units:
O Commercial/Industrial '
O Hotel
O Mot&
El Office
O Retail
0 Duplex
O Triplex
O Warehouse
O Manufacturing
O Apartments
O Condominiums
• Church
O Hospital
O Other:
0 School/College/University
O Other:
New Building 0 Remodel/ Square footage of original building space:
Square
INFORMATION ' Addition
Square footage of additional building space:
Footage:
King County Assessors valuation of existing structures: $ Valuation of work to be done: $ /00, 0. 00
1.HEREBY:CERTIFY7 ipoiRfFiEcno:.
f".1
Applicant/Authorized Contact Person
t.oent Sionajure: ('J/
Print Name: AnIS PlEiS
(print name):
Address:
Date: -a q Phone: 87-4/
Date Application Accepted:
/4,1O
Phone:
Date Application Expires: cmy NyCAALIN
12/31/91
PERMIT CENTER
HAULING
Permit No: PW92 -0063
Status: ISSUED
Parcel No: 115720 -0033
Site Address:
Location: 15425 53RD AVE S TUKWILA
Start Time: Bond Number:
End Time:
Issue Date: 04/20/1992
Approval Letter: 03/06/1992
Expires: 06/19/1992
TENANT THE QUESTAR CENTER Phone: 206- 383 -7111
15425 53RS AV S , TUKWI,L "A` ,':WA`f.:' 98,:188;
OWNER CAPITAL CONSULTANTS,AE:-:'
2300 SW 1ST AVE, ;;':.PORTLAND OR , 97201
CONTRACTOR RETAINING WALLS NORTHWEST;, INC. Phone: 206- 747 -0956
1299 156TH AVE N. E. #:150 ,',.:BELLEVUE , .WA ,,9800.7:
CONTACT DENNIS ELLIS ` Y Phone 206 -747 -0956
RETAININ''>
,G'WALLS NORTHWEST 1299 156TH AV NE # 150 BELLEVUE WA
******** *** * * *'* * * * * * * * * ** * * * * * * * * * * ** **** ** * * *•k***•k** ** *•k * ***** *•k *•k *•kit ** **
Plan;,Check: :Fee: 10::0,0
Inspection Fee 15'.:00-/
'tiff Other Fee: `i'`,1 , '� .00 ;r°:
1.T0TAL='FEES - :' ';, '25.00`,
**********,'*********•*****************;****.***,******* * * * * * * * * * *'•k * * * * * ** * *•k * * * * **
The undersigned hereby applies for- `'permissi'on to perform hauling per attached
map in accordance. `with the :following''., condi'ti'ons: ��
1- Flaggisng, signing and coning sh`a11, be in accordance with MUTCD for traffic
control.;
2- Contractor shall provide c e'rt i fie d flagmen. for. traffic c.ontrol . . ,,,
3- Sweep o otherwi se clean •stre'ets,' ,to thel;satisfact i on of ,Public` Workt
s each
night jaround'haulingroute i(notflushing
allowed) .
4- Notify+t;clity inspector befor^e, 412 :00,noon „on;.:�.friday preceding any weekend work.
5- Permi ts�,, s valid between the weekdays, hpurs "ot,..,7c "00, a.m. and,, 3 :30 .p: `m. only
6- Clean and remove debris from city catch- -bas i ns i nand aroun•cj hau l',i'ng routes.
7- Provide „a'dequafte; temporary access as .knot' 'to 'i=nterfere • with. other.'.veh i cl e
movement,or cause trucks to travel over curbs'•'
8- All vehiczles must make complete stop prior to'enter; "ing public/'right -of -way.
v '\ . 1 ;,
1. CERThFICATE;'OF INSURANCE ($1", 000, 000
$2 ,'O;QO }4, B ON D; `�'
ROUTE01,AQ fi.. ,,
2. $ 2, 0 0 0;,Q,ON Q
3. ROUTE MAPS', �t' ri r_
-:*--1M
THE APPLICANT MUST NOTIFY -. "THE .INSPECTOR' OF COMMENCEMENT' AND COMPLETION OF
WORK AT LEAST HOURS IN ''ADVAN _
CE- 433- .0.1.79
Signature: _ Date: _J zo q�
* * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * * * * * * * * * * * * * * * * * * * * * * * **
APPROVED FOR ISSUANCE BY: JAP
Issued By: tli. af
Authorized Permit Center Signature Date
************************************************ * * * * * * * * * * *•k * * * * * * * * * * * * * * *•k*
I hereby certify that the permit holder whose name and address appears on
this record has satisfactorily met the standards and conditions for the
project approved herein.
Final Inspection Approved By:
Inspector Signature Date
Permit No:
Status:
Project:
Address:
Location:
Parcel #:
Wetlands:
Slopes:
LAND ALTERING
PW92 -0064
ISSUED
QUESTAR CENTER
15425 53 AV S
WEST SIDE OF PROPERTY
115720 -0033
0 Watercourse: 0
X
TENANT THE QUESTAR CENT;E
15425 53RS A•V a rYTUKWILA ,,' ,'.. ?98,;1:8$ › -.
OWNER CAPITAL COt U' TAN75 i�RE ,� , ,y u
2300 SW`'STTAVE , PCR ' LAAND 0�2 , , 9'7201 �A; h``
CONTRACTOR ° .a:�• '. 1 �„x ,;;..,:N �l '''
RETAIN:1 WALLS `NOR`i:HET " }INC ., ,. Rfioh.e • 206- 747 -0956
129 �Th6TH...AWE'».NI .`E. +�# 150 BELLEVU= f fWA•^ 9860
** * ** k * * ** kk k• *'k*,* k�k* * & ** *yi'kalt•k, k k'�i, '#ilktilt k k k L'k;t"f ,ilk 'k1t k* WA.'
Issued: 04 /07/1992
Approval Letter: 03/06/1992
Expires: 10/04/1992
Phone: 206 -383 -7111
,. dv . -�, . k * *'k * * * *** ** **
sett ti3on
Additional %3. { r
RETAINING WALG, /FILL�•EXPORTA OAF; ?.LL � r
Grad i ng /F i l����,�Yards)-Cut: ,
4j�,
•:4 i bd kw4.
Perms t,i F ;fee. :Tnr: '',�b �:, g5,, -50
Plan C h e c�}F' e e:� 2I! 5 0 --... r r,
fO,t'ih e r��.i'i y .!V ''J �,..4.•/ ,'N. ,
a:
Total ;ees:
v f r + fA^
•k * * ** * * *, * Sk' k* * * *(* *tk *. *':at ** *•k"'k.kc*aikk k * *, *'k ,k • * t143 **ct ****** * *'+h, *t, *ask *ikkak-.1� °:k * **k *k * *•
'r;T o t a 1,
X700
Account No: '0017/,32`2.1tid0',
Account No: �000/3'�45.. B3 Oi\
/'s'S'y
Acc.o,unt No 000!'3L�6.9134:��,
%r 10
40 '.;;' Via l,lj a tiro n : 100,0p0.00 ''
I hereby c'1rtif (th'a �I - v _ fn v s, /f r C, , ..r^ ,,, r .. k',
'e �y. t h e�rea 11�and eI,amine•d tnJs permit ,and" ,now;;kthe same
M
to be trae and correct '` ALY,.p'ravW,9ns( oflFflarn -`�or d ordinances.go.vern'�i g this
work wi 1 1 , ce icump 1 i ed withr,/wliert�h
�� er �speo.if:•ie.d, he'r ein or not'. the �grarlt'.ing of
this perm does not' pre''sume_,,.t'o..'g i ve aut,h'oe'j. t.y:1to ,,violate ;or ,!can`Ge 1 the
provisions ft,arly oeber state or locaaws regurl•a•ting constr•u..et�� or' {Ir the
performan eofwCir °;., I am authorized .o,rs;igrl, for ~ and obt,ain" thyis L {and
Altering p rp� ii t ‘{Tlfi,i s Fpermi t shall becoi e ]fp ani1';ti i d. i'f ;theT- 'wor7J �`i s not
commenced w1'1� in 1x30 days from the datf o of isuaric,e;`or cif tli "a "'work tis
suspended o �; andoned f:or a period o f 1�'0 days • ronta t'Rie last ins'p`ection .
t iw.
\ i d.;�,j7'�,t ,+,r�fiYY A'b yjr.J vr1
THE APPLICANTS, UST NOM( THE CITY INSPECTOR OF COMCNCE.MENT AND G•OMPLETION
OF WORK AT LEA
Signature:
'k * * * *•k* * *k * ***
APPROVED FOR
Issued By:
�24 MOORS IN ADVANCE. FOR AN
I,jVSPECTIONCALL ,/4;3 =0179,
Yd '� r * � � i =• ;;� iii• c'; ay A,:
- ..Date. „c;.: %- �Z
*** *k: *** * *k** *'k; * *ik 440, *k** * * ***kk'•k•' * **** *** *** * * ****
SUANCE:`�`
{ -i ''
Authori zed Permit C/ rYte1^ r15;.10a05.ie
********************• k*' k' k' k***-k*********' k' k************' k'k** * * * *'k * *'k* *'k ** ** * * * * *'k*
I hereby certify that the permit holder whose name and address appears on
this record has satisfactorily met the standards and conditions for this
project approved herein.
Final Inspection Approved By:
Inspector Signature
Date:
' STORM DRAINAGE
Permit No: PW92 -0065
Status: ISSUED
Project: QUESTAR CENTER
Site Address: 15425 53 AV S
Location: WEST PORTION OF PROPERTY
Parcel #: 115720 -0033 Watercourse: 0
Wetlands:0 Slopes: X
Sewer: N/A Water: N/A
TENANT THE QUESTAR CENTER Phone:
OWNER CAPITAL CONSULTAN,TS'.REM
2300 SW 1ST AVE.', `PORTLAND OR , 97201
CONTRACTOR RETAINING WALLS:-NORTHWEST' INC.; Phone 206 -747 -0956
1299 156TH 'AVE N. E'. # ;150 `, '.BELLEVUE , 'WA', , 98007`,;;,,
* * * * * * * * * * * * * * * * ** **; * * ** * *k* * ** '. * *' * * * * * * * * * * * * ** , * ** ** *: *;�• * * * * * * ** * * * *,r ***
).Le
Issued: 04/07/1992
Approval Letter: 03/06/1992
Expires: 10/04/1992
206 -383 -7111
Additional Permit'vDescript.ion• ,("r'' "�`° i72' "n' -
RETAINING WALL" : %`
Existing Squa,rle. Feet:
New Square:Feet:
Inspect';i'on F`ee: '15.00 J "- •
Plan C �le'dk Fee i _• y '-'"'1:0•..00%
II: TOTAL FEES. = 425.00.. 's ft
i;, l u t on . ' s N Value-of . Construction: 100, 000.00
King County,Va a i • ' �-
************:******.********._***********.*****.**.***** k** * * * * * * * * * * * * * * *. * * * * * * * * * * * * **
I hereby accept this permit and agree to `abide all applicable sections of the
City of Tukwila Municipal Code..' We agree. that the ,City of Tukwila shall be
held harmless or of all or any claims erisingas'a' result of this project.
Permits which have. ` l apsed beyond the exp i''r-a.t i on_..date 'sha 1 1: ' re`qui re a ,:
y..:r
reapplication and�re,issuance of the perm:i't ;,through 'the City .a�tfan additional
fee. z`.:, ;h, I 1.1 '., �; ;,,, l
4 ^�•' , •, S"4 Ie lj 't 4 •. yr.
THE APPLICANT:'.MUST NOTIFYTHE CITY INSPECTOR•:OF..COMMENCEMENT AND,,COMPLETION
OF WORK AT LEAST 24 HOURS IN,.ADVANCE.� TO SCHEDULE -`AN INSPECTIONf'i'CALL
433 -0179. \'-'' r ;, e ›�,
Additional - '.Square Feet :,
Acct' Na:.; 4,12, 3.4`2.400
Acct,No /000 /34'5 {.830
Signature.
Title:
Date: 1/1 `, _ Company: &'2It..LhII0411
**************************;****** * * * * * * * * * * * * * * * * * * *. * * ** * * * * * * * * * * * * * * * * * * * **
APPROVED F, R ISSUANCE _BY:'''
Issued By:
Date:
Authorized Permit
* * * * * * * * * * * * * * * * * * * * * * * * * * **
enter Signature
****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
I hereby certify that the permit holder whose name and address appears on
this record has satisfactorily met the standards and conditions for the
project approved herein.
Final Inspection Approved:
INSPECTOR SIGNATURE DATE
*************** * * **** * * * **** *** **** ****** * * *** *fie * *** *•** ** *h* ****
CITY,OF .TUKWILAI WA TRANSMIT
k * * ** *'**** * ** *.******** k********* * *k * ** ** * * *** ** *k * * * * ** * * ** ** **
TRANSMIT..Number: 32000202 Amount: 25.00 04/07/92 10:42
fermit No: PW92• -00(3 Type: PW -MAUL HAULING
Parcel 4No: 115720 -0033
°`Site Address: 15425 53 AV 5
Payment Method: CHECK Notation: RETAING WALL NW Iriit: DLM
******.*****•*************.********* * * ** ** * * * * * * * * ** * *** * * * ** * * * * **
Account Code Description Paid
000/345.2330 PLAN CHECK— UTILITY 10.00
000/342.400 INSP FEE - UTILITY 15.00
Total (This Payment): 25.00
Total Fees:
Total•All Payments:
Balance:
25.00
25.00
.00
!±Y
**.******************************* ***** *A***A***k** **k******* *k**
CITY OF TUKWILA, WA TRANSMIT
****************** h**** k******* k* * * * * * * *k * * * *Ah * * * * * ** * * * * * * * * **
TRANSMIT Number: 92000281 Amount: 108.00 04/07/9,10:41
Permit No: IW92•-0064 Type: PW-LA LAND ALTERING PERMIT
Parcel No: 115720-0033
Site Address: 15425 53 AU S
Location: WEST SIDE OF. PROPERTY
Payment Method: CHECK Notation: RETAXNG WALL NW Init: DLM•
** ******************************* * * * * * * * * * * * * * * ** * * * * * * * * * * * * * **
Account Code
000/322.100
000/345.830
Description Paid
BUILDING - NDNRES 85.50
PLAN CHECK - NUNRE$ 22.50
Total (This Payment): 108.00
Total Fees:
Total All Payments:
Balance:
108.00
108.00
.00
', A. if**+***+* **A.***** ********+**++** it* *a if +* *+***++**** **+*Alt *******
-CITY OF TUKW%LA NA
' � . TRANSMIT
. � +��******��**********+**********A************************�****
* :TRANSMIT :Number: 92000283 Amount: 25"00 04/07/92 10:43
+* Permjt No PN92_0865 Type PW-SD STORM DRAINAGE
:� ^� 'Parcel No: 115720-0033
,:-':','Site Address: 15425 53 AV S ,
�
!`�' ^ Location: WEST PORTION OF PROPERTY
`.'' 'yment Nethodx CHECK Notation: RE.A%NG _.ALL- NW %n1t: ^DLM
'******+*a******a************+********'*************.****+******
Account Codo Description Paid
000/345.830 PLAN CHECK UTILITY
_ - 1�~O0
'' 412/342.400 INSP FEE - STORM DRAIN 15°00
' Total (This Payment): 25.00
Total Fees:
Total All Payments:
Balance:
3L
r‘.
35.00
25.00
.00
-_`
*** kkkkh***** hh* k********** h****** ****4***k***h•k*4*kk*A*******k*
CITY OF TUKWILA, WA 1'RANSMII'
+4 ***k***** *** ***4** h* 4 k** JF*** *** *** **k * * * ***** ****44**** **k* **
TRANSMIT Numbers 92001468 Amount: 2.00 12/29/1 /2dfj�'c 17
Permit No: 6952 Type HISTORY HISTORY PERMITS
Location: OUESTAR CENTER
Payment Method: CASH Notation: (UESTA1 CENTER Inits SAO
***** A * * * * * * *** **4 * ** * * ** * *4 * * * * * * ** *Ark * * * * *4* * *4* * * * * * * * * ** * * **
Account Code
000/341.600
Description
COPIES /PRINTING /WP
Total (This Payment);
Total Fees:
Total All Payments:
Balance:
2.00
2.00
.00
Paid
2.00
2.00
GENERA
TOTAL
CASH
CHANGE
6387A000
2.00
2.00
2.00
0.00
16 :03
PRODUCER
EMERY & KARRIGAN,
9780 SW, Shady Lane
Portland, OR
97223-5479
INSURED
Retaining Walls Northwest,
Inc. .
128O166th Ave. NE#U5O
BoUmmo.VYA 08004
INC.
,
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND
CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE
DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE
POLICIES BELOW.
COMPANIES AFFORDING
COMPANY
LETTER A West American !no ' Co.
COMPANY r,
u//"« -
LETTER "
ooumuY
LETTER "
xoumwY
^
COVERAGE
-
_ .--_
---
`"^~ —
:::;;:::11::t::LTR
CO
um
THIS IS TO CERTIFY THAT THE
INDICATED NOTWITHSTANDING
CERTIFICAYE MAY BE ISSUED
EXCLUSIONS AND CONDITIONS
TYPE
POLICIES OF INSURANCE LISTED
ANY REOUIREMENT, TERM OR
OR MAY PERTAIN THE INSURANCE
OF SUCH POLICIES. LIMITS SHOWN
POLICY NUMBER
BELOW
CONDITION
AFFORDED
MAY
HAVE BEEN ISSUED
OF ANY CONTRACT
BY THE POLICIES
HAVE BEEN REDUCED
«u EFFECTIVE
DAm(MwmonY)
TO THE INSURED NAMED
OR OTHER DOCUMENT
DESCRIBED HEREIN
BY PAID CLAIMS.
POLICY EXPIRATION
DAm(MmmDNY)
ABOVE FOR THE POLICY PERIOD
WITH RESPECT TO WHICH THIS
IS SUBJECT TO ALL THE TERMS,
LIMITS
A .AmX
GENERAL
�4
m «—m~w'nxuoowm^CTonxmor
LIABILITY
—ooww EnomLueEpmLuAmun
1xm/mouxoE � X
50 150488
03/15/91
03/15/92
GENERAL AGGREGATE
m000mu'xow,mp«uox.
PERSONAL & Aov.mmxv
EACH OCCURRENCE
FIRE DAMAGE (Any one fire)
MED. EXPENSE (Any one percon)
: 8/000.000
5 2/000.000
5 1,000/000
$ 1,000/000
5 50,000
v 5.000
A
AUTOMOBILE
X
X
°'
LIABILITY
ANY AUTO
Alt. OWNED AUTOS
m
SCHEDULED
HIRED AUTOS
w��wxmxoma
GARAGE LIABILITY
}
.
�
50 15 04 39
03/15/81
03/15/82
COMBINED umcus
BODILY NJom
V�,,=mm
BODILY INJURY
(�,**mmm)
PROPERTY DAMAGE
$ 1,000,000
`
«
«
EXCESS
LIABILITY
UMBRELLA FORM
OTHER THAN UMBRELLA FORM
EACH OCCURENC
AGGREGATE
INIEWSOBENER
v
5
Ifildnifien
WORKER'S COMPENSATION
AND
EMPLOYERS'
I STATUTORY LIMITS
EACH ACCIDENT
DISEASE-POLICY LIMIT
DISEASE-EACH EMPLOYEE
ViV.:MIti;Iiii;:;1011';:;:kiiiiiiitIiiiii:
i $
|�
$
OTHER
DESCRIPTION OF ITEMS
RE: OPERATIONS OFTHE NAMED INSURED
CITY OF TUKWILA
6300 S. CENTER BLVD.
SUITE 100
SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE
EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO
MAIL _IIL. DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE
LEFT, BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR
LIABILITY OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES.
ii1.4 AUTHORIZED REPRESENTATIVE . '
' r- FF-:'.- 08 -193G 13:14 FROM REDMOND GENERAL INS.
.... .. .. •. ..,•f•: :—!, • e.•we; .: n: .rn,,.x..:aq.:.....N...F•; ^;'.; .... ...•:....,
I' 1i1:�1:+ .ij ..;..: �. .. 1, .;a .. .i.1 ,.,• ' ..,.:ex�,�N.r:i:.i.:l: %',�h'••i 0•Ipi1M,M•1dlFl.jf:
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PROOUOEA
REDMOND GENERAL INS & SMITH
MARTIN LEWIS INC
P 0 BOX 847
REDMOND WA 98073
'
ROMEO
NELSON L LAYMAN JR TRUCKING
& EXCAVATING XNC
34930 NE 14TH
CARNATION WA 98014
� n.rr.'rxLw- Jwn•:.- A:AA.x'1 tJt►wt a :..t..v: 1,tA•n. ten.. n,• nn.•nwntJl.F•Irn:;.nWJF•p't"
.f :N .[Y•:: ..x. ,r.):.)t•1: :t.:l:f:ff`.:rt: Till: !i l•:J.1Fw.x.N.•.........
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;,!. �11.....t,,.t.N.x.x•fF.:.1Fr, 1.., 108UE DAZE
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'.,r ••• , y n ,r IN.N•NtrtM••1 •x•rt••fF /tM rN....... ., 1 •. t•I.Ilnln
.:�L:.I:,.: I:w.n.tl:,x;n 1 .. Npf•MMOyIwUxyt I ( '•.il r..l:p
;.: ... .. .•.., .:...: .1.. • n.{..f: 11�:..11.r:•rw..l.w.l•.11.,1 1 1.. 1,• w• xN. IF'• .V.Nir;nl•�t��lt{IN:rI•i:..;r:r
. ..•.
C;1i 1, v.
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4 08 92
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND
CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE
DDOES NOT AM AMEND. EXTEND OR AR THE COVERAGE AFFORDED BY THE W.
COMPANIES AFFORDING COVERAGE
CoMPANY A p
C N A
COMPANY n.
so
R C N A
COMPANY C
LETTER
: COMPANY D
izrrEst
i.
s COMPANy E
9-
,L6
A'�y %JI ;Ii1M•;••11;1'• �•�n•n.., n,n'•1� r' wy:N:x: 1:IM�'/i:.:Ir'.I::al IN If�Y:; ,. kN:N♦ All. MV4 ;a:rit. •I.1. AF11: tAA:N•I••M A.ttItAP. 'N•YlJ:xir1Al�Yi:•ti•9,:x Iyl.t.:A:l� 4•M t/,• lV1 I'll t1•gfJ:
�,�A/,��r� ,1JG�7.;1: .I.x�N,.tJ. 1�.1.t111./�1�: *.11 1< •JI y�{1!Ir1..11N, ,f<..11: , x.A• M I M M:rt:1x l:/•x•J 1%11) p l ,f�i�:! Ir�.p ` `IN�x�.11, ,' 0••t•.fll 1 ;. .l .x.IFf:•
►!v . .56. : ,.... x gl.Ai• U,, ,,J 1n:xtN; P :oNIN.YnhN. i;!..bAAM A•N l,l .p , ..,yNIyM Ir p'IjiA,' :j►litti :pi.t.Nr.tiSji:r:A;i Nly, r!y t f.,:i:F rgl n..�a t:rN iirfr:iroxg.; i..:lt.•r:.r
•..., n n ......... M... i.. ���:' li..[. �: C��K' xrP' �1.' �. Yn..•. w., �...•. YwwYI. aL�.• n.. Y.,•.,..,.. Y.,. r4' �fJA• IV' ii• I: q. Yh. lo.:.•:.. N.. N• x. xw1. N. I. x.xJrixltr,TW'NWM•xA1CN•NM�:AWA �:! M Atix ��l;yA!:IY✓<:NIYI,I:Ax A1,11NP °f kxiMil.'N R'i17iwN�Y•w(IN rr!{
Tics IS 't0 OERT1FY THAT THE POLICIES OF INSURANCE USTED BELOW HAVE BEEN ISSUED TO ThE INSURED NAMED ABOVE FOB THE POUCY PERIOD
INDICATED. NOTWITHSTANDING ANY REQUIREMENT. TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS
CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POUCIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,
EXCLUSIONS AND CONDRiON8 OF SUCH POUCIES. UMrrS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
`POIJCY EFFECTIVE I POL3CY EXWRATION i • co TA : TYPE OF INSURANCE FOUOV Ta1MsTI ; DATI pAMbDm7 ; oATE savoorm ; UM'S
& i OENEIURLLL*YNIW
i X i COMMERCIAL OCHERAL UABILIrY
',I'll', I C4AUS MADE' X I must
I ; OWNER'S A coNTRACTOR'S PROT.
1
; 807702463 , 7/16/91 i 7/16/92 IoNF.AALAGOREOATE ;$1,000,000
I I 1 PIWDUCTB.cOMP/OP AoG, I $1 I 0 00 1 0 0 0
«PERaoN& 4, ADV. INJURY :$3.10001000
; I ; ■ EACH OCCURRENce ' $1 1 0 00 / 0 0 0
1
I t' I FIRE DAMAGE y urw its) ! 45 0, 0 00
I l i WIC, maw siy on. MK+oN 1 4 5 0 0 0
8 `AXJTOMOWLE u48ur v 1 300574747 7/ 16 / 91 L7/16/92 I� o a�Npt>: ;
1 ; I i I`
1 ALL CWNW AuTOa I 1 JOWLY INJURY
1 X ! SCAM= AUTOS I I (PH pHs
ll X ;HIRED AUTDB I ; , 9004.Y *WRY
X ; NON-OWNED AUTOS I I Ioo14K+0
I I I GARAGE LIABILIT
, I I PRoPER TY DAMAGE
11 000,, 000
j S
1$
1
I EXCUS L1AbLTtY I I i i EACI1 OCd►RRPlJOB ; j
■ i 1 Lwow: LA PQRM i i I I A:oGREGATE 1$
I • mica THAN UMBRELLA FORM I .Ty , rt,A' ' k^it ri ”, �'{1{{{{'{ ram e.rintti"r "�i ;�;"'.s;+ ?.
1 N t .M •1 .AI.1: IA .1;'( YIN IWN. NN 11x, II NT... T111
yWWIrl•r•
•
WORKER'S V,VI.IPMVAI /N. 1 GrAIVroRt LIMIIY I1&...1.Yq(•1.NxMY�I �1••;1•,•i .. •;Ir.,
.1 N• N MV:t.•111•Ixl
j I I 11� �/A�/� I,X Titre ..Z...8V.6:Y1r..!!II•SN111Mt
AND 1 I I I EACH ACceO /
F./APLOMB' UAOE TY 1 DISEASE -POLICY UMR I S
! I i 10 E -CA014 CM't.OYEE i$
■
I i
;
I 1
DESCRIPTION OP OPERAMN:AACA Mimi
RE: QUESTAR
CERTIFICATE HOLDER IS ADDED AS ADDITIONAL INSURED AS RESPECTS THEIR INTEREST
IN WORK PERFORMED BY THE NAMED INSURED
}��'�'y� • 4n��j. AA.. 1 'Y �i/ IA' AA11N:wiM1Y. :I:N1 }II IIIN�• II�fYY1 .1►:�Y: /h11•Itl.l'•Iil.l•AI•M
1:' .9k,.lN, 1GTt; :1•N NIN .,:g:x:NINAtllxlx.M wA.A:NIA0.1i., /t:.?;I: 111;101 NY J,Y•IINI;IwAt•I
........................ i...... �....... r.... �....;, rr. r.. Y.. r., Y.,... r....,.,. r. e....• F,, r... ...r.,..Y.Y... :r.,...r.....l..r
CITY OF TUKW LA
ATTN: aOHN PIEROG
TUEIWILA WA 98188
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u SHOULD ANY Or THE ABOVE DESORIBI:D POLICIES BE CANCELLED
et EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL
MAIL I0 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER
{Ijll I x •1'1•/:N:1A'1 :rtii; I�NrM••III�IIt
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ENDEAVOR TO
NAMED TO THE
NO oBUGATION OR
REP - - ATTVES.
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w LEFT, BUT FAILURE TO MAIL SUCH NoTIC@ sHtALL IMPOSE
7;1 UABIUTY OF ANY KIND UPON THE COMPANY, = GENTS OR
.IA i
•BH AUTHORIZED IW.PRESE TATIVE f f
iii .
'tl' KEITH W BREWS CPCU
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.FRO 1 :CBIC SEA 2 TO: EMERY -KARR MAR 20, 1992 3:49PM 14944 P.02
CBIC
CONTRACTORS BONfhNO
AND INSURANCE COMPANY
LICENSE OR PERMIT
BOND
KNOW ALL MEN l'SY THESE PRESENTS, that we
Home Office:
1213 Valley Street, PA. Box 9271
Seattle, WA 981090171
(206)622.703. (800) 552.7264
(2A6)3624613 PAX
National WATS: (800)426.9949
BOND NUMBER 705461
RETAINING WALLS NORTHWEST, INC.
1 6th Ave. N.E. #156 Bellevue Washin•ton 98007
as principal, and the CONTRACTOR'S BONDING AND INSURANCE COMPANY
with its principal office in Seattle, Washington , as Surety, are held and firmly bound unto
CITY OF TUKWILA, 6300 Southcenter Blvd., Suite #100, Tukwila, Washington 98188
hereinafter called Obliges, in the penal sum of Two Thousand and no /100ths
dollars, for the payment of which well and tmly to be made we do hereby bind ourselves, our heirs, executors,
administrators, successors and assigns, jointly and severally, firmly by these presents.
2,000.00
SIONED AND SEALED THE 23 rd DAY OF March 19 92
WHEREAS, the said Obligee has granted or is about to grant to the said Principal a License or Permit to engage in the
businessof Erectin• a Crib -bin retaining wall, replacing existing rockery, 15425 53rd Ave.,S.
Tukwila, WA
NOW THEREFORE, if the said Principal shall indemnify the Obligee against any loss directly arising by reason of the
failure to comply with the laws and ordinances governing the business of Erecting a Crib -bin retaining:
wall
in said City of Tukwila, Washington
then this obligation shall be void, otherwise to be and remain in hill force and effect.
REGARDLESS of the length of time this bond shall continue to be in effect, the aggregate liability of the Surety
hereunder shall in no event exceed the amount of the bond.
PROVIDED, IHOWEVER, that the Surety shall have the right to terminate its liability hereunder by serving written
notice upon the Obligee ten (10) days in advance of its intention to do so.
TERM OF FOND: March 23 ,
RETAINING WALLS NORTHWEST, INC.
09 92 •ip March 23, ,19 93 .
PRCWCIPAL
BY:
SIGNATURE
CONTRACTOR'S BONDING AND INSURANCE COMPANY
BY:
SURETY
ATTORNEY-IN-FACT , •
Gail Custer fl.4 OPa0l- WAW,2069
... LiM •
fTED POWER OF ATTORNEY
READ CAREFULL7 .
..:... :. .. .:.
cONtRACTORS8ONDitiel AND INSURANCE COMPANYISRE9PONSIBLE ONLY. FORi' HE. BONDDESCAiBED AND UP .TO. THE •AMOUKTSE 10RT 1IN•THIB;,:
•' .LNMIfTED POWER OF ATTORNEY: ANY ERASURE WILL 1/01S THIS POWER OF, ATTORNEY IF YOU ,HAVE ANY QUESTIONSABOUi :OR K'ANTTO VERIFY THIS. •
':: ' `• ' : ;POWER OF ATTORNEY CALL CONTRACTORS :BONDLYG AND INSURANCE CiGNPANYTOf a:F)TEEAT'1(800)76i,2242 ...: •'• •'.. • • •
. • Pertal.5tin i•• t ..: 4.2.i.:410:0:; :041 :: • : • •.: Attortey No;: O R 0 0:9: : ••3ppwer NQ -VA•0 4 4.3:. .. :: : ••••g;)hd Na:' :.7::p :5:4 6'I ' .: •:: •..: •
••• Lieiiteid Oower'i Atlernev Expires,' : • . • : :. 6 / 2 3 / 9.2 .: ' • •• • :: Dotc•Approved :: • : • : 3 / 2 3 /9 2 .: •
roved bY: • • • ....... r— y� -�.L`- • .. ;.: i'::
I>tmealPrincipel: ETA: 4`NING. :W A3, S% RO�tTHGiE.S'1; .IIIC
''NimeotoWipe6 :`C•1•TY'•O• •- •;TUKW' :ILA`. ; :.;.: • : :.. ,. .. .: • . .
:;.fJdaatipHori(e� : :: 2 ; 0:4 0 ENS E: AND .P.E•RM I T': :•BOND .. •...... :..;, :' :. :' : : :....: :. :., : : : :• :s .: • :: •.., :< : :.' :.;
KNOW ALL hEN BYTHE SEPRESENTSthatCONTRACTCRSBON CING AID INSURANCE COMM NY,acaporetiandulyoryun ®d and existirq up:tattle laws of the Stdo Weshinran, and tering its prircipal office
in Sae* tang CournKWmhitx�on, dasbythnapreawto make, cornttYtte and appdnt GAIL CUSTER 01 PORTLAND , OR
Ya true end Intel dtamepin4sct. With tul polder and authority hereby conferred in b name, place and stead, to execute, adnorledge and deliver the bordlsl described above: end to bind the Company thereby en fully
end tomosearoanontnieechsuchbondwee,at gndtrytMPMWert, weldwithte corporateaeeidtheCo mpenyanddulye: mradbyhSbaarey; herebyretryingaralconrrn ,gehthattheseal rttornoy+ntoct
= ydsinthepreminm, Sudappointmentis madeunderendbyauthaityofthefdloningresolutiones000fedbyOwE end c( Diect000fCONTRACfOR SSBOADAGAPDINSURANCECONI4WYon 6/ 0 6 / 9.0
mecum dud the Rwidendbsurhoriesdto appoints ehomey- Waudti4Company GA 1 L CUSTER with power end eutfrorityto sign on
NNW atilt* Comoeny thole miealleneoue .tianaeendpaint tows which moyfromlirnotam be approved by Eked Roberti and Cindy Elfin, in etch penal sums and mending to ouch conotiono
ao may M approved byBred Roberts and CindyGriffin.
RESOLVED FURTHER that each Power of Attorney must set forth the specific description of the bond to which it applies, the eerie of the principal, the name of the obligee. the penal
sum, the bond number. the Identifying number of the attorney- Indact.the Identifying number of the Power of Attorney. and the, name end signature of Bred Roberta and Cindy Griffin;
end may vet forth the description and amount of additional reinsurence or collateral, if any.
RBSOt.V® FURTHER that Brad Roberts and Cindy Griffin are authorised to establish a apecifia expiration date for the Power of Attorney end to modify that date from time to throe es
Bred Roberts and Cindy Griffin deems necessary in hisiharsol. discretion; the'ppliabia expiration data to be clearly set fortn in any written Power of Attorney.
RESOLVED FURTHER that. except es ettierwiae provided in the immediately succeeding resolution, under no circumstance. mall the penal sum tor any bond exceed E10C,000.
RESOLVED FURTHER the above namedAttomey.inded is granted power and authority to exceed the applicable penal limits set forth in the immediately preceding resolution fur any
bond In an amount equal to the amount of any additional reinsurance or of any chh, letter of credit or other security received as collateral security by the Company as inducement
to issue thobond, so long as the description and amount of additional reinsurance or collateral are oat forth in the Power of Attorney,
RESOLVED FURTHER that the authority of th. Secretary of the Company to entity the authenticity and effectiveness of the foregoing resolutions in any Limited Rawer of Attorney la
hereby delegated to the following persons, the signsture of any of the fallowing to bind the Conpany with respect to the authenticity end etfectiveneas of the foregoing resolutions
as if signed by the Secretary of the Compeer Brad Roberts and Cindy Griffin.
RESOLVED FURTHER thet the signatures (including certification that the Power of Attorney Is still In force Ind effect) of Bred Roberta, Cindy Griffin and Notary Public. and the
corporate and Notary -seas appearing on any Limited Parer of Attorney coataindog this and the foregoing resolutions may be by facsimile.
RIMMED FURTHER that all resolutions adopted priar to today appointing the above named as attorney -In-act for the Company errs hereby superseded.
IN WiTNEMI WHE ' crpaCTORS BONDING AND INSURANCE COMPANY ha. caused these presents to be signed by Bred Roberta and Cindy Griffin end its corporate na1 to be hereto
affixed O•Vh!!
y �vM�M�
CONTRACTOBt tHG. ,`p INSURANCE COMPANY
} SEAL • y • f,
� CI dyGritfin
By:
Brad Roberts
.4d11//141.9i-
410
STATE OF WASHINGTON — COUNTY OF KING
On 6 / 0 6 / 9 0 ,personalty oppeared BRAD ROBERTS and CINDY GRIFFIN, to me knorm to be the representatives of the corporelion that executed the foregoing Limited Power of Attorney and
acknowledged acid Limited Power at Attorney to be the tree and rotatory act and dodo} said corporation, for the uaee and purposes therein menlioned, and on oath amid that they are authored to execute tea said
tin td Power of Allem.* K oig
IN WITNESS WHEREOFIha ve hereuntosMmyhandandaffixed myofficia eali.f.rdigars11431Nit
'.
r92 44;:o
The undersigned, wing under seniority of the Bard of Directors of CONTRACT e ' e INSURANCE COMPANY, hereby certifies, as or in lieu of Certificate of the Socretery of CONTRACTORS
BONDNG AND INSURANCE COMPANY that the above and forgoing is a full, Inc. end correct copy of the Original Pourer of Attorney issued by said Company, and does hereby further artily i1M the said
Pouwr of Attorney's still in fora end effect.
Notary Prbllc In and for the Sate of Washington, residing atSeetda
GNEN ender my hand, at S e at t 1 e WA
this 23 dayof MAR
1992.
1.1)%1500)
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
(206) 431 -3670
Project: c.0C
Type of Inspect n: /—;,),,‘„?
Address: /6— Y:7-5 '--s-
Ae�
Date Called:
Special Instructions:
•
Date Wanted:3 _ e 7�
a
p.
Requester:
Phone No.:
Approved per applicable codes.
COMMENTS:
❑ Corrections required prior to approval.
Inspector:
Date: ?4
❑ x.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at
6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
ecept No.:
i
INSPECTION RECORD Cr
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
952
PERMIT NO.
(206) 431 -3670
ro act: , LP Ca4 A
f'pe o nspe M R O /.,.
,4. 6)
Address: lam. L(2 C7—S4 1
Date Called:
Special Instructions:
Date Wanted:
3''.6"' yi
am.�i.m
Requester:
Phone No,:
Approved per applicable codes.
❑ Corrections required prior to approval.
COMMENTS:
Lector:
❑ $30.00 REINS I CTION FEE REQUIRED. Prior to reinspection, fee must be paid at
6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Date:
C INSPECTION RECORD
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
• .:.
ype o nspect • n. ,W, 77
/
• r: : v
1:
Special nstructions:
Date Wanted;
`— 9
am p.m.,
Requester:
' `%
Phone No,:
F
_
❑ Approved per applicable codes.
COMMENTS: •
Corrections required prior td`'approvai.
2-) la t /L-72-ct ( fr--/-7At
ye, /L A l%,J 770 SA"
Zl- 6 0''
r,
c1° -7 �� fr'a 4:7 `Z,� 46 / "5447,
3) ,?-' . le //et, � <« /z
-4f;---eo ee,:a 4 /-",,,asy
O ' Date: j
❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at
6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
j Receipt No
S CTi4N N0.
INSPECTION RECORD
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
(vgSc
PERMIT NO.
(206) 431 -3670
ro , qU.v�- -k•C�r C.Q►�� =ev
ons
fo 0 UrM) -'t Rd, I
Address: 16 c s r L�U
: e ailed: I - 4-'7' n
Special Instructions.
- QVQ,Irl l 1W aA''
Date Wanted:
p.m.
Requester:
)- enrvt5 Rtlt5
Phone No.:
—1(-4-1- O CI S in
Approved per applicable codes.
❑ Corrections required prior to :approval.
COMMENTS:
) ;11 A ' A. V'
❑ $30.00 REINSPECTION E REQUIRED. Prior to reinspection, fee must be paid at
6300 Soutticenter BIvd., Suite 100. Cali to schedule reinspection.
eceipt No.:
(:) INSPECTION RECORD
Retain a copy with permit
o.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
(206) 431 -3670
iiiio 1,,E
. � ' .It
U
.S
,�
---
• : •.: ' ctlons:
eI , itt.(.�at,c.vr.0) (�(� n (
—
1
Date anted.
1 / -- --9
�
2— - u •.m.
Requester: ;-
✓"-- 41-4l -c,..
Approved per applicable codes.
❑ Corrections required prior to approval.
COMMENTS; '
youi oikc
Inspector: Vag
Date. 5,-44-92-
2-
❑ $30.00 REIN PECTION FEE REQUIRED. Prior to reinspection, fee must be paid at
6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection.
BUILD1F PERMIT
INSPECTION RECORD
(Post with Building Permit In conspicuous place)
CITY OF TUKWILA
Department of Community Development - Permit Center
6300 Southcenter Boulevard, Tukwila WA 98188
(206) 431 -3670
SITE ADDRESS:
15425 53 Av S
BUILDING (29!2 PERMIT NO.
DATE ISSUED:
SUITE NO.:
PROJECT:
Questar Center
CALL FOR INSPECTIONS AT LEAST 24 HOURS IN ADVANCE
"X"
REQUIRED INSPECTIONS •
PHONE
DATE
APPROVED
INSPECT.
INITIALS
DATE(S)
CORRECTION NOTICE ISSUED
1 Footings
431 -3670
2 Foundation
431 -3670
3 Slab and/or Slab Insulation
431 -3670
4 Shear Wall Nailing
431 -3670
5 Roof Sheathing Nailing
431 -3670
6 Masonry Chimney
431 -3670
7 Framing
431 -3670
—
8 Insulation
431 -3670
9 Suspended Ceiling
431 -3670
10 Wall Board Fastening
431 -3670
11
12
13
14 FIRE FINAL Insp:
575 -4407
X
15 PLANNING FINAL
431 -3670
X
16 PUBLIC WORKS FINAL
431 -3670
X
17 BUILDING FINAL
431 -3670
(INSPECTOR COMMENT SECTION ON REVERSE)
INSPECTION PROCEDURES AND REQUIREMENTS
All approved plans and permits shall be maintained available on the site in the same location.
1. FOOTING - When survey stakes and forms are set and rebar is tied in place.
2. FOUNDATION - When forms and rebar are in place.
3. SLAB - If structural slab or if underslab insulation is required.
4. SHEARWALL NAILING - Prior to cover.
5. ROOF SHEATHING NAILING - Prior to cover.
6. MASONRY CHIMNEY - Approximately midpoint.
7. FRAMING - After rough -in inspections such as mechanical, plumbing, gas piping, electrical and fire stopping is in place.
8. INSULATION - After framing approval, but before Installation of wallboard. Baffles must be Installed to keep attic
ventilation points clear.
9. SUSPENDED CEILING - Fasten diffusers, lights and seismic bracing.
10. WALL BOARD FASTENING - Prior to taping (see UBC Chap. 47 and Table 47G).
11.
12.
13.
14. FINAL FIRE INSPECTION - Contact Fire Department for their requirements.
15. FINAL PLANNING INSPECTION - Contact Planning Department for their requirements.
16. FINAL PUBLIC WORKS INSPECTION - Contact Public Works Department for their requirements.
17. FINAL BUILDING INSPECTION - When all work, corrections, reports and other inspections are complete.
OTHER AGENCIES:
Plumbing (including gas piping) — King County Health Department -- 296 -4732
Electrical — Washington State Department of Labor and Industries — 277 -7272
A preconstruction meeting with the Building Inspector may be scheduled prior to starting the job by
contacting the Department of Community Development, Building Division at 431 -3670. Although not
required, a meeting of this type can often eliminate problems, delays and misunderstandings as the
09114103 project progresses.
09114103
I
DATE INIT.
d
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ir
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COMMENTS
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IMPOPINEMEMMINIMMORMISIM
La
i
,tell!
March 6, 1992
City of Tukwila
Department of Public Works
Dennis Ellis
Retaining Walls Northwest, Inc.
1299 156th Avenue N.E., # 150
Bellevue, WA 98007
SUBJECT:
Dear Mr.
John W. Rants, Mayor
Ross A. Earnst, P. E., Director
Questar Center (Retaining Wall), 15425 53rd Avenue South
Utility Permit Approval (PC No. 91 -464)
Ellis:
The Public Works Department has reviewed and hereby approves the
enclosed site plan for the subject development with changes as noted.
Please contact the Permit Coordinator at 431 -3672 to have the
following permits prepared for pickup:
1. Hauling Permit (Permit Fee = $25.00)
The following documents shall be provided to
Arline McCready in Public Works prior to any
hauling activity:
A. A copy of the Certificate of Insurance
coverage (minimum of $1,000,000) naming
the City of Tukwila as insured.
B. A $2,000 bond made out to the City for
possible property damages caused by
activities.
C. A map which shows the haul route.
2. Land Altering Permit (Permit Fee = $108.00)
This fee was calculated using 700 cubic yards
of imported fill as the measure of land
altering activity. The permit fee breaks down
as follows:
Plan Review Fee = $ 22.50
Permit Fee - 85.50
Total $108.00
3. Storm Drainage Permit (Permit Fee = $25.00)
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 431-3665
You are referred to other City agencies, including the Fire
Department and the Building and Planning Divisions, for other
requirements and approvals which may affect the commencement of this
work.
The above permits are being approved in accordance with the work
shown on the enclosed approved plan. Any deviations from this plan
should be submitted for additional review and approval prior to
construction.
If you have any questions or need clarification on any issue, please'
call me at 433 -0179.
Sincerely,
•
John A. Piero, P.E.
Associate Engineer
xc: City Utilities Inspector (w /copy of approved plan)
Permit Coordinator
Development File: Questar Center
Read File
Enclosure a/s
JAP:amc:11:ellis
RECEIVED ' 3 1992
NELSON L. LAYMAN JR.
TRUCKING & EXCAVATING, INC.
34930 N.E. 14TH STREET
CARNATION, WASHINGTON 98014
PH. # (206) 392 -9386
FAX # (206) 391 -5356
April 1, 1992
RETAINING WALLS NORTHWEST INC
1299 156TH AVENUE NE, #L -150
BELLEVUE WASHINGTON 98007
ATTN: Dennis Ellis
RE: ROUTE MAP - QESTAR PROJECT
From Burien: Hwy 518 - Use S. 154th St. ramp - 154th St.
to Southcenter Blvd. & turn right into
jobsite. (53rd Ave. S.)
From Seattle: 1 -5 - Use Southcenter Blvd ramp & go
straight into jobsite. (53rd Ave. S.)
From Renton: 405 & Grady Way - Use W. Valley Hwy ramp -
W. Valley Hwy to Southcenter Blvd. then west
to 53rd Ave. S. & turn left into jobsite.
From Federal Way: I -5 - Use Southcenter Pkwy. ramp, then
north on Southcenter Pkwy & turn left
up to Southcenter Blvd., then west on
Southcenter Blvd. to 53rd Ave. S. &
turn left into jobsite.
.
M:1570PITM
• t•■•
dYN 99 33S
PL A.a REVIEW COMMEN1
Plan Check No..: " 1 I "" 44
REQUIRED INSPECTIONS
;311,
8 3
_ ''
O -'
tt
si
O
- 420
a-,
\D S
41 -5'
Cra
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•Y 3b
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girt!
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.11
Project:
No changes will be made to the plans unless approved by theAtte4iteet■
and the Tukwila Building Division. girt, I NEE .
2. Plumbing permit shall be obtained through the King County Health
Department and plumbing will be inspected by that agency, including all
gas piping (296- 4722).
3. Electrical permit shall be obtained through the Washington State Division
of Labor and Industries, and all electrical work will be Inspected by that
agency (277- 7272).
4. All mechanical work shall be under separate permit through the City of
Tukwila.
All permits, inspection records, and approved plans shall be posted at the
job site prior to the start of any construction.
6. When special inspection is required, either the owner, architect or
engineer shall notify the Tukwila Building Division of appointment of the
inspection agencies prior to the first building inspection. Copies of all
special inspection reports shall be submitted to the Building Division in a
timely manner. Reports shall contain address, project name and permit
number of the project being inspected. •
7. All structural concrete to be special inspected (Sec. 306, UBC).
8. All structural welding to be done by W.A.B.O. certified welder and special
inspected (Sec. 306, UBC).
9. All high - strength bolting to be special inspected (Sec. 306, UBC).
10. Any new ceiling grid and light fixture installation is required to meet lateral
bracing requirements for Seismic Zone 3.
11. Partition walls attached to ceiling grid must be laterally braced if over eight
(8) feet in length.
12. Readily accessible access to roof mounted equipment is required.
13. Engineered truss drawings and calculations shall be on site and available
to the building inspector for inspection purposes. Documents shall bear
the seal and signature of a Washington State Professional Engineer.
14. Any exposed insulations backing material to have Flame Spread Rating of
25 or less, and material shall bear identification showing the fire
performance rating thereof.
ubgrade preparation including drainage, excavation, compaction, and
ill requirements shall conform strictly with recommendations given in the
soils repo p er4e- fineHns
16. A statement from the roofing contractor verifying fire retardancy of roof
will be required prior to final inspection (see attached procedure).
All construction to be done in conformance with approved plans and
requirements of the Uniform Building Code (1988 Edition),
All food preparation establishments must have King County Health
Department sign -off prior to opening or doing any food processing.
Arrangements for final Health Department inspection should be made by
calling King County Health Department, 296 -4787, at least three working
days prior to desired Inspection date. On work requiring Health
Department approval, it Is the contractor's responsibility to have a set of
plans approved by that agency on the job site.
19. Fire retardant treated wood shall have a flame spread of not over 25. All
materials shall bear identification showing the fire performance rating
thereof. Such identification shall be issued by an approved agency
having a service for inspection at the factory.
20. Notify the City of Tukwila Building Division prior to placing any concrete.
This procedure is in addition to any requirements for special Inspection.
21. All spray applied fireproofing, as required by U.B.C. Standard No. 43 -8,
shall be special inspected.
22. All wood to remain in placed concrete shall be treated wood.
23. All structural masonry shall be special inspected per U.B.C. Section 306
(a) 7.
Validity of Permit. The issuance of a permit or approval of plans,
specifications and computations shall not be construed 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 shall be valid.
25. A Certificate of Occupancy will be required for this permit.
1. Footings
2. Foundation
3. Slab /Slab Insulation
4. Shear Wall Nailing
5. Roof Sheathing Nailing
6. Masonry Chimney
7. Framing
8. Insulation
9. Suspended Ceiling
10. Wall Board Fastening
11.
12.
13.
14. Fire Final
15. Planning Final
16. Public Works Final
17. Building Final
;311,
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Project:
No changes will be made to the plans unless approved by theAtte4iteet■
and the Tukwila Building Division. girt, I NEE .
2. Plumbing permit shall be obtained through the King County Health
Department and plumbing will be inspected by that agency, including all
gas piping (296- 4722).
3. Electrical permit shall be obtained through the Washington State Division
of Labor and Industries, and all electrical work will be Inspected by that
agency (277- 7272).
4. All mechanical work shall be under separate permit through the City of
Tukwila.
All permits, inspection records, and approved plans shall be posted at the
job site prior to the start of any construction.
6. When special inspection is required, either the owner, architect or
engineer shall notify the Tukwila Building Division of appointment of the
inspection agencies prior to the first building inspection. Copies of all
special inspection reports shall be submitted to the Building Division in a
timely manner. Reports shall contain address, project name and permit
number of the project being inspected. •
7. All structural concrete to be special inspected (Sec. 306, UBC).
8. All structural welding to be done by W.A.B.O. certified welder and special
inspected (Sec. 306, UBC).
9. All high - strength bolting to be special inspected (Sec. 306, UBC).
10. Any new ceiling grid and light fixture installation is required to meet lateral
bracing requirements for Seismic Zone 3.
11. Partition walls attached to ceiling grid must be laterally braced if over eight
(8) feet in length.
12. Readily accessible access to roof mounted equipment is required.
13. Engineered truss drawings and calculations shall be on site and available
to the building inspector for inspection purposes. Documents shall bear
the seal and signature of a Washington State Professional Engineer.
14. Any exposed insulations backing material to have Flame Spread Rating of
25 or less, and material shall bear identification showing the fire
performance rating thereof.
ubgrade preparation including drainage, excavation, compaction, and
ill requirements shall conform strictly with recommendations given in the
soils repo p er4e- fineHns
16. A statement from the roofing contractor verifying fire retardancy of roof
will be required prior to final inspection (see attached procedure).
All construction to be done in conformance with approved plans and
requirements of the Uniform Building Code (1988 Edition),
All food preparation establishments must have King County Health
Department sign -off prior to opening or doing any food processing.
Arrangements for final Health Department inspection should be made by
calling King County Health Department, 296 -4787, at least three working
days prior to desired Inspection date. On work requiring Health
Department approval, it Is the contractor's responsibility to have a set of
plans approved by that agency on the job site.
19. Fire retardant treated wood shall have a flame spread of not over 25. All
materials shall bear identification showing the fire performance rating
thereof. Such identification shall be issued by an approved agency
having a service for inspection at the factory.
20. Notify the City of Tukwila Building Division prior to placing any concrete.
This procedure is in addition to any requirements for special Inspection.
21. All spray applied fireproofing, as required by U.B.C. Standard No. 43 -8,
shall be special inspected.
22. All wood to remain in placed concrete shall be treated wood.
23. All structural masonry shall be special inspected per U.B.C. Section 306
(a) 7.
Validity of Permit. The issuance of a permit or approval of plans,
specifications and computations shall not be construed 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 shall be valid.
25. A Certificate of Occupancy will be required for this permit.
CITY OF TUKWILA
BUILDING DIVISION
MEMO
TO: FILE # 91 -464
FROM: RSB
DATE: 3/11/92
SUBJECT: QUESTAR BLDG. RETAINING STRUCTURE.
***************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
RETAINING STRUCTURE DESIGN WAS PRODUCED BY DESIGN EDGE
SERVICES, INC. OF PORTLAND OREGON. THE ENGINEER OF RECORD
WAS JOEL K. DEAN, P.E. STATE OF WASHINGTON. THE ORIGINAL
SOILS INVESTIGATION AND REVISED DESIGN PERAMETERS WAS DONE
BY CREATIVE ENGINEERING OPTIONS,INC. (GEOTECHNICAL
ENGINEERS) OF BELLEVUE, WA.
THE RETAINING STRUCTURE TO BE CONSTRUCTED IS COMPOSED OF
PRECAST CONCRETE (INTERLOCKING) MEMBERS MANUFACTURED BY
"CRIBLOCK" AND DISTRIBUTED BY RETAINING WALLS NORTHWEST,INC.
OF BELLEVUE, WA. AND TO BE INSTALLED BY SAME.
DESIGN IS CERTIFIED BY A WASHINGTON STATE LICENSED ENGINEER.
AN INSPECTION OF THE SUBGRADE PRIOR TO BEGINING INSTALLATION
OF THE "CRIBLOCK" WAS A CONDITION OF THE DESIGN PERAMETERS
AND RECOMMENDED BY THE GEOTECHNICAL ENGINEER. THEREFORE,
THIS CERTIFICATION OF THE SUBGRADE WILL BE MADE A CONDITION
OF FINAL INSPECTION APPROVAL.
CITY OF .:rwIL4
6200 Sotuhcenter Boulevard, Tukwila, Washington 98188
(206) 433 -1800
TO. 0-4//v./ . Sf✓• 'FiQ//V
FROM: t/0/Y/ /
DATE. z/.2/.2
SUBJECT:
MEMORANDUM
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CITY OF TUKWILA
BUILDING DIVISION
MEMO
TO: QUESTAR CENTER FILE # 91 -464
FROM: RSB
DATE: 2/18/92
SUBJECT: PLAN REVIEW COMMENTS
***************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CALLED DENNIS ELLIS TO CONFIRM THE PROPOSED REQUIRED DRAIN
LINE THAT IS TO BE INSTALLED BEHIND "CRIBLOCK ". ALSO,
RECEIVED NEW PLAN TODAY WHICH SHOWS THE LOCATION OF
RETAINING WALL IN RELATION TO EXISTING BUILDING. PLAN CALLS
FOR THE INSTALLATION OF NEW DRAIN LINE BEHIND WALL AND
CONNECTION OF THIS LINE TO EXISTING DRAIN LINE. A 4" DIA.
PERFORATED PIPE WILL BE INSTALLED UNLESS EXCAVATION SHOWS
THAT THE EXISTING LINE IS LARGER. IN THIS CASE AN
EQUIVALENT SIZE LINE WILL BE INSTALLED. PLAN AND SPEC AND
SOILS REPORT IS ADEQUATE FOR BUILDING DIV. PURPOSES.
SOILS REPORT CALLS FOR INSPECTION OF EXCAVATION BY GEOTECH.
ENGR. TO CONFIRM SOIL CONDITIONS PRIOR TO PROCEEDING WITH
THE CRIBLOCK INSTALLATION. "CRIBLOCK" SPEC CALLS FOR
SPECIAL INSPECTION BY RETAINING WALLS NORTHWEST, INC.. STAFF
AND WRITTEN APPROVAL OF THE INSTALLATION PRIOR TO ACCEPTANCE
OF ANY RESPONSIBILITY FOR THE PERFORMANCE OF THE "CRIBLOCK"
WALL. WILL MAKE CONDITION OF PERMIT APPROVAL.
ROUTE TO PUBLIC WORKS FOR REVIEW, THIS DATE.
CITY OF T UKWILA
6200 SOUTHCENTER BOULEVARD, TUKWILA, WASHINGTON 98188
November 25, 1991
Mr. Gregory Rich
1201 Pacific Avenue, Suite 1450
Tacoma, WA 98402
PHONE q (206) 433.1800
Gary L. VanDuscn, Mayor
RE: Plan Check No. 91 -464, Crib Wall Construction at 15425 53rd Av
S., Tukwila, WA.
Dear Mr. Rich:
As we discussed today, SEPA (State Environmental Protection Act)
review would be required for the proposal described above. A copy
of the geotechnical analysis, recommendations and related materials
should accompany the checklist in addition to the $225.00 fee.
It is anticipated that upon receipt of the completed checklist, the
SEPA process would take approximately two weeks. Feel free to
contact me at 431 -3663 if you have any questions.
Sincerely,
Denni Shefrin,
Associate Planner
Enclosure.
CC: 91-464 Permit File
TO:
FROM:
DATE:
SUBJECT:
Rick
Denni
November 20, 1991
Planning Director Interpretation Requested...
I am currently reviewing an application for a building permit for
the construction of a crib wall to replace an existing rockery
located at 15425 53rd Ave. S (see photos attached).
The site is zoned C -2. TMC requires BAR review for exterior
repair, reconstruction, or improvements, where the "cost exceeds
ten percent of the building's assessed valuation... ". Based upon
information provided by King County, the cost of improvements would
exceed 10 %.
Crib walls are commonly used for retaining walls in California
which I'm sure you're familiar. Their appearance can be unsightly
if not adequately vegetated.
The applicant informed me that the replacement is in response to
wall deterioration. In a letter dated April 12, 1991 from the
applicant's geotechnical engineer, there is acknowledgement that
the rockery is subject to ongoing distortion from tree growth,
however, the degree of destabilization is unclear (see letter
attached). The engineer observed additional signs of movement.
What is unclear is the need to expedite the restoration /replacement
because of safety concerns.
Chapter 18.70 of the Zoning Code (Nonconforming Lots, Structures
and Uses) provides for allowing for alterations or expansions of a
nonconforming use if deemed unsafe.
It appears from the information provided that the structural
soundness of the existing wall may not pose an immediate threat and
there may be opportunity for BAR review.
Is there another way to ensure the wall is landscaped? The
applicant argues the wall is behind the building and not visible.
I disagree. The wall at a minimum is visible to tenants. The
applicant also argues that the assessed value should be based on
the entire project which site on 3 lots rather than the value of
the lot where the wall is located.
I have the geotech report. I would like direction on how to
proceed. Thank you!
encl: Photos
Letter Dated April 12, 1991d from Glen Mann, Creative Eng.
'Ow 116116.
REC. E'
Creative Engineering Options INC.
Geotechnical Engineers, Geologists & Environmental Scientists
November 4, 1991
Mr. Dennis Ellis
Retaining Walls Northwest
1299 - 152nd Avenue N.E.
Bellevue, Washington 98007
Subject:
Revised Crib Lock Wall Design Parameters
Questar Center
Rock Wall Replacement
Tukwila, Washington
90 -1023
Reference: 1. Design Edge Services, Inc., memo regarding criblock retaining
wall design criteria, dated 8/21/91.
2. Creative Engineering Options, Inc., letter regarding Criblock
Wall Design Parameters, dated October 23, 1991.
3. Design Edge Services, Inc., memo regarding modified criblock
retaining wall design criteria, dated 10/30/91.
Dear Dennis:
As requested, I have reviewed the geotechnical aspects of the modified criblock retaining wall
design summarized on the referenced Design Edge Services memo (reference 3) for the subject
project. These modifications are based on our comments (reference 2) derived from a review of
the original memo, reference 1. My comments and conclusions are presented below.
It is clear from this modified series of wall design criteria that the potential surface vehicle load
surcharge has been accommodated into the original design. I had already assumed that the slope
surcharge was included in the original design.
The data on the Preliminary Design Table indicates that the factors of safety are all in excess of
1.93. Further, according to this table, with three minor exceptions, the toe and heel pressures are
all within the allowable soil bearing pressure of the supporting site soil and, as such, are RECEIVED
acceptable. CITY OF TUKWILA
NOV 1 4 1991
PERMIT CENTER
5418 159th Place NE • Redmond, WA 98052 • (206) 883 -6889 • (206) 953 -1173 • FAX 881-3592
r
Geotechnical Consultation Services
904081 Questar Center - Criblock Wall
November 4, 1991
•
Page 2
The minor exceptions occur where the wall height is fifteen (15) feet, or more. Here, the toe
pressures presented on the table are 3,427 and 3052 psf. In addition, at the highest wall section,
there is apparently a heel pressure of 3068 psf. As indicated in reference 2, considering that the
real in -situ bearing pressure provided by the site soil is significantly greater than three thousand
(3,000) psf, we do not see this as detrimental to the wall design or its long term integrity.
H w. zwe;dotecoththend thaf:the • w " all, subgrade e t a aria otallest s e
Ct101beCX111Cd:
;u heft ;exposed' tol,venfy that``adegifate .,bearingLis y`available If the soil appears to be soft or
unstable, we will provide geotechnical recommendations for remedial treatment at that time.
We appreciate the opportunity to be of continued services on this project and for the opportunity
to review the modified criblock wall design criteria for this project. As indicated in reference
2, our comments and conclusions have been derived in a manner consistent with that level of
skill, care and competence ordinarily exercised by other members of the profession in good
standing currently practicing under similar conditions in this area. No other warranty, express
or implied, is made.
Should you have any questions about any point raised in this letter, or about any other
geotechnical aspect of the project, please call.
Very truly yours,
CREATIVE ENGINEERING OPTIONS, INC.
Glen Mann, P.E.
President
c.c.:
gm /qucstar2 /cb 1
Mr. Greg Rich; Pacific Cities
dream
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, IVrf OCT 2 5 1991
Creative Engineering Options INC.
Geotechriical Engineers, Geologists & Environmental Scientists
October 23, 1991
Mr. Dennis Ellis
Retaining Walls Northwest
1299 - 152nd Avenue N.E.
Bellevue, Washington 98007
Subject:
Crib Lock Wall Design Parameters
Questar Center
Rock Wall Replacement
Tukwila, Washington
90 -1023
Reference: 1. Design Edge Services, Inc., memo regarding criblock retaining
wall design criteria, dated 8/21/91.
Dear Dennis:
As requested, I have reviewed the geotechnical aspects of the criblock retaining wall design
summarized on the referenced Design Edge Services memo for the subject project. My
comments and conclusions are presented below.
From the information presented on the Preliminary Criblock Retaining Wall Design Criteria sheet
the values used appear to be generally conservative and in general accord with our earlier oral
recommendations. The equivalent fluid pressure is omitted but, given the phi angle of 30°, this
should be on the order of forty (40) pcf. Since there is a short slope above the top of the wall,
and considering that there is a paved parking lot atop the slope, we also suggest that you include
a surcharge loading to accommodate these conditions. In our professional opinion, a surcharge
of fifty (50) psf acting over the full wall height should be adequate.
The data on the Preliminary Design Table indicates that the factors of safety are all in excess of
1.99. Further, according to this table, with one minor exception the toe and heel pressures are
all within the allowable soil bearing pressure of the supporting site soil and, as such, are
acceptable. The minor exception is for a toe pressure of 3,006 psf. Considering that the real
bearing pressure in the site soil is significantly greater than three thousand (3,000) psf, we do not
see this as detrimental to the wall design or its long term integrity.
5418 159th Place NE: • Redmond, WA 98052 • (206) 883.6889 • (206) 953 -1173 • FAX 881 -3592
c
Geotechnical Consultation Services
90 -1081 Questar Center - Criblock Wall
October 23, 1991
•
Page 2
The sketch provided on the Design Criteria sheet indicates that the drainage system is to be "by
others ". While general recommendations were provided orally, it is clearly the responsibility of
the contractor to install the drainage system and, as such, it must be part of the design.
We appreciate the opportunity to review the criblock wall design criteria for this project. Our
comments and conclusions have been derived in a manner consistent with that level of skill, care
and competence ordinarily exercised by other members of the profession in good standing
currently practicing under similar conditions in this area. No other warranty, express or implied,
is made.
Should you have any questions about any point raised in this letter, or about any other
geotechnical aspect of the project, please call.
Very truly yours,
CREATIVE ENGINEERING OPTIONS, INC.
Glen Mann, P.E.
President
c.c.: Mr. Greg Rich; Pacific Cities
gm/questar /eb l
11/141/91 16:46 FAX 20(-'{83 7112 1ST CAPITAL
04cs11k
mow►
Creative Engineering Options INC.
Geotechnical Engineers, Geologists & Environmental Scientists
April 12, 1991
Mr. Greg Rich
Pacific Cities
P.O.Box 1193
Tacoma, Washington 98401
Subject:
MAY 141991
Rockery Condition
Questar Commerce Center
Building Number 2
Tukwila, Washington
Reference: CEO Inc., Letter regarding Rockery Construction
Guidelines,. dated July 24, 1990.
Dear Mr. Rich:
[1002
90 -1081
As requested we have re- visited the subject site to evaluate the potential need for immediate
rockery replacement. We visually examined the rockery along the west side of the site
specifically noting the degree of visible damage or deterioration. Our comments and conclusions
are presented below.
From our visual examination of this rockery it is clear that the structure is currently subject to
ongoing distortion from tree growth through the rockery face. This has resulted in lateral
displacement of several rocks. What is unclear is the degree of destabilization that has occurred.
In our professional opinion, this displacement is sufficient to be of concern and poses a potential
threat to the building. Should this part of the rockery fail, it will almost certainly damage the
building wall.
We also noted some displacement of several rocks at the base of the highest part of the rockery
in the southwest corner of the site. Apparently, these rocks have been moved laterally since
construction. This movement has Ieft a void behind the rocks. Because of the height of the wall,
we estimate about fifteen (15) feet high, we believe this too is a dangerous situation that, should
the wall fail, could also lead to building darnage.
5418 159th Place NE • Redmond, WA 98052 • (206) 883.6889 • (206) 9534173 • FAX 881.3592
11/19/91 16:47
FAX 2
89 7112
1ST CAPITAL
Geotechnical Consultation Services
90.1081 Questar Commerce Center Rockery
April 12, 1991
U1003
Page 2
In addition, we noted that several individual rocks within the rockery structure are in the process
of deteriorating. In time, these rocks will decay into a soil -like material and will lost their ability
to support load. In this event, which may take several years, portions of the rockery may well
collapse.
In summary, there is in our opinion sufficient reason to be concerned about the stability and
structural integrity of this rockery in the immediate future. While it is possible that, in spite of
the visible distortion and deterioration, this rockery may last for several years in its present
condition, it is equally likely that it will not. If it were to collapse or suffer localized failures
there is a strong likelihood that as a result there will be damage to the building. It is also
possible that such failure might also injure a passer by.
We trust that this clarifies the situation for you regarding the need for rookery reconstruction.
Should you have any questions about any point in this letter, or any other geotechnical aspect of
the project, please call.
Very truly yours,
CREATIVE ENGINEERING OPTIONS, INC.
k„,„
Glen Mann, F.E.
President
,gnn/questar/b 10
11/10/01 16:47 FAX 20(183 7112
1ST CAPITAL 16001
The King County Assessor has assessed the subject for 1987
and 1988 as follows:
1987 1988
Land $ 146,400 $ 150,800
Improvements 647,200 642,800
Total Assessed Value $ 793,600 $ 793,600
The method used in this appraisal is to discount the
projected future annual cash flows for an eleven year period
through 1999. The basis of these projections is the lease
with Radio Shack, a division of Tandy Corporation, and Cop -
pinger Affiliates. Coppinger Affiliates originally signed a
one -year lease commencing September 1, 1987, for 5,587
square feet. This lease was renewed last fall for an addi-
tional one year term with a three-year option. The present
rent is $7.41 per square foot per year on a fully serviced
basis except for tenant janitorial service.
A recent inspection of the subject facility indicates, that
it is in fair condition. Conversations with Radio Shack in-
dicate that new tenant improvements (carpeting, partition-
ing) are scheduled soon as part of the lease renewal. The
present carpet is worn in spots. Coppinger reports a prob-
lem with sewer gas in the back rooms.
Conversations with Radio Shack personnel indicate sales have
been good. Radio Shack employs outside salesmen and thus
does not rely solely on walk -in trade for sales. The sub-
ject's highest and best use is as a retail outlet. Radio
Shack has 4,151 square feet of space and the rent presently
is $11.25 per square toot through the remainder of the
lease, expiring September 30, 1990. The Coppinger Af-
%s ,
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Creative Engineering Options INC.
A firm practicing in the geosciences
May 26, 1992
First Interstate Plaza
c/o First Capital Partners, Ltd.
P.O.Box 1193
Tacoma, Washington 98401
Attention: Mr. Greg Rich
Subject:
Gentlemen:
Introduction
90 -1081
Geotechnical Construction Monitoring Services
Questar Center - Wall Replacement
15425 - 53rd Avenue South
Tukwila, Washington
As requested, and as part of our original scope of services, we have been providing
geotechnical construction monitoring services at the subject site during the recent
wall replacement operations. The primary purpose of our services has been to verify
that the replacement criblock wall has been built in general accordance with the
design/build contractors specifications and our original geotechnical design
parameters.
Our monitoring services were performed over the period of April 27, 1992 through
May 22, 1992. During this period the contractor removed an existing partially failed
rockery, excavated down to a firm and competent subgrade and cut back into the soil
bank to provide room for a replacement wall.
After the excavation was completed, the contractor erected a criblock wall that
extended along the full length of the western side of the site.
5418 1591h Place NE • Redmond, WA 98052 • (206) 883.6889 • (206) 953.1 173 • FAX 867.9664
Geotechnical Construction Monitoring Services
90 -1081 Questar Center Replacement Wall
May 26, 1992
Site Soil Conditions
Page 2
The excavation exposed a firm and competent blue -gray silty sand to sandy silt from
about the mid - height of the excavation to below the wall subgrade elevation. Above
this, and extending up to the pre - construction ground surface, is a dense silty sand
with rounded gravel. This upper layer is partially cemented -in- place.
Wall Construction
The subgrade excavation was sloped back into the cut face and was tamped before
any of the concrete wall elements were placed. As the wall was constructed, from
south to north, the cells were backfilled with a generally granular backfill material.
The majority of this wall built along the west side of the site is of double cell
construction. At the north end, where the wall height is significantly reduced, it
becomes a single cell wall.
The replacement wall measured approximately one hundred and thirty (130) feet in
length. It varied in height between about two feet ant the northeastern end to
approximately fourteen (14) feet at the southern end.
The backfill material was periodically tested by a representative of Otto Rosenau &
Associates. Copies of the field in -situ density test results and the laboratory optimum
moisture and maximum dry density values are attached to this letter for your
information. A total of forty -two (42) in -place density tests were performed in the cell
backfill at randomly selected locations. In addition, five laboratory proctor tests were
performed and formed the basis of the field fill testing program.
On the basis of the in -place fill tests, it is evident that the cell fill has been
compacted to at least 95 percent of the materials maximum dry density, as
determined by ASTM D- 1557 -78 (Modified Proctor). This meets, or exceeds, the
original project recommendations.
When the criblock wall was completed, a rockery contractor was brought in to rebuild
a small section of rock wall between the south end of the criblock wall and the pre-
existing rockery. This reconstruction appears to have been done in a competent and
professional manner, with suitable rock materials and in general accordance with the
Associated Rockery Contractors Standard Rockery Construction Guidelines.
EXPIRES 44 14,3 1
Geotechnical Construction Monitoring Services
90 -1081 Questar Center Replacement Wall
May 26, 1992
Page 3
From our visual monitoring of the wall construction, it is evident that the wall has
been constructed in general accordance with the original Retaining Walls Northwest,
Inc., design/build recommendations.
Summary
In summary, based on our field observations and the in -place cell backfill test results,
it is our professional opinion that this wall has been constructed in general
accordance with the original geotechnical design parameters and the design/build
contractor's recommendations. The construction is of a competent and professional
finish, and is of materials specified in the contractor's design. In our opinion, this
wall should be expected to function as originally intended throughout the lifetime of
this project.
Closure
We trust this information is sufficient to allow you to complete this project without
further hindrance. Our work has been performed in a manner consistent with that
level of skill, care and competence ordinarily exercised by other members of the
profession in good standing currently practicing under similar conditions in this area
only. No other warranty, expressed or implied, is made.
Should you have any questions about any point raised in this letter, or the
attachments, or if we can be of further assistance to you, please call.
Very truly yours,
CREATIVE ENGINEERING OPTIONS, INC.
Glen Mann, P.E.
President
Attachments: Field Construction Inspection Reports (6)
Fill Test Result Sheets (10)
gm/questar /eb4
QUESTAR CENTER
TUKWILA, WASHINGTON
RETAINING WALLS NORTHWEST, INC.
1299 156th AVE. NORTH L170
BELLEVUE, WASHINGTON 98007
DESIGN EDGE SERVICES, INC.
4520 SE BELMONT, SUITE 330
PORTLAND, OREGON 97215
NOVEMBER 11,1991
RECEIVED
CITY OF TUKWILA
NOV 14 1991
PERMIT CENTER
SECTION 1
SECTION 2
SECTION 3
SECTION 4
GENERAL NOTES and DESIGN TABLES
TYPICAL DETAILS
CALCULATIONS
STANDARD SPECIFICATIONS
■13•11111
GENERAL NOTES,
1.0 DESIGN CRITERIA
1.1 Average density of cribwall in place is taken to be 125
pounds per cubic foot.
1.2 Soil within the wall is to be compacted to obtain a density
of 120 pounds per cubic foot. Compaction procedures are to
be in accordance with the project soils engineers
recommendations or Retaining Walls Northwest Incas.
recommendations titled "STANDARD SPECIFICATION FOR CRIBLOCK
CONCRETE WALL."
1.3 Backfill behind the wall is to be compacted to obtain a
density of 120 pounds per cubic foot. Compaction procedures
are the same as in item 1.2 above.
1.4 Sliding resistance is generated by internal soil friction with
a coefficient of friction of TAN(30)= 0.577.
1.5 Lateral earth pressures are calculated based on Coulomb's
equation for active earth pressure for cohesionless soils,
0 =30 °.
1.6 Maximum allowable soil bearing pressure is 3,427 p.s.f..
1.7 A drainage system is to be provided that eliminates
hydrostatic pressure on the wall.
1.8 The wall subgrade is to be inspected by Geotechnical
Consultation Services prior to wall construction.
1.9 This analysis includes retaining wall stability only, it does
not consider stability of the soil beyond the interface of the
soil and the wall.
2.0 CONSTRUCTION
2.1 False headers are not allowed at ends of walls or in the top
course of the wall.
2.2 Unsupported height at ends of the walls not to exceed 4
feet.
2.3 Refer to Retaining Walls Northwest, Inc's. STANDARD
SPECIFICATION FOR CRIBLOCK CONCRETE CRIBWALL" and "CRIBLOCK"
Standard Plans for further information.
3.0 DESIGN TABLE FOR 4' -6" HEADERS
TOTAL WALL
HEIGHT
WALL TYPE
Hi
H2
TOE BEARING
PRESSURE
8'
-0"
*
Single Cell
8'
-0"
2208 psf
9'
-0"
Double Cell
6'
-0"
3'
-0"
2379 psf
10'
-0"
Doable Cell
7'
-0"
3'
-0"
2841 psf
11'
-0"
Double Cell
3'
-0"
8'
-0"
2916 psf
12'
-0"
Double Cell
12'
-0"
2126 psf.
13'
-0"
Double Cell
13'
-0"
2512 psf
14'
-0"
Double Cell
14'
-0"
2944 psf
15'
-0"
Double Cell
15'
-0"
3427 psf
* Maximum single cell height, see Section 3 for computations.
(
1.
FIN. GRADE
1' -0". SOILS
ENGINEER
TO CONFIRM
4' -6"
HEADER
12"
i 2' ?RAMC SURCHARGE
FIN.
GRADE
FRONT
STRETCHER
4, 4
2
1
‘.101)Ii‘to.r.%
FALSE
HEADER
GRANULAR
FILL
12"
MIN.
BACK
STRETCHER
DRAINAGE SYSTEM
BY OTHERS
„
SINGLE CELL
DESIGN : EDGE SERVICES
4520 S.E. BELMONT
PORTLAND, OREGON
INC
Drown SDC
Chooic a JKD
Job No. 2103591
Date 10 15 91
1
2' TRAFFIC SURCHARGE;
2
FIN. 11:7
GRADE
FRONT
STRETCHER
4' -6" HEADER
FIN. GRADE
1 -0" . SOILS
ENGINEER
TO CONFIRM
12"
MIN.
DRAINAGE SYSTEM
BY OTHERS
DESIGN EDGE SERVICES, INC
4520 S.E. BELMONT
PORTLAND, OREGON
prawn SDI
Cheok.d JKD
Job No, 9103$91
Dot* • 10 15' 91
***********************(A******************
* *
* CNI BLOCK GRAVITY RETAINING WALL SYSTEM *
* COULOMB METHOD OF ANALYSIS
* *
************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
dU)II NAME / NUMBER: Questar Center / 2 L 03 91.
INPUT CRITERIA:
11 -07 -1991
COMPOSITE DENSITY OF CRIBWALL SYSTEM. • 125
fIt) I I, DENSITY • 120
SOIL ]INTERNAL ANGLE OF FRICTION • 30
NUMBER OF CELL DEPTHS • 2
CELL HEIGHT H 1 • 7
CELL HEIGHT H 2 • 3
CELL DEPTH D 1 • 3.96
CE LL DEPTH D 2 • 7.67
WAI.,1., SLOPE (RATIO VERT:1) • 4
INITIAL BACKFILL SLOPE (RATIO HORIZ:1)
( NO'1'H1: '0' INDICATES LEVEL BACKFILL) 0
F1IE;CONI) BACKFILL SLOPE (RATIO HORIZ:1)
(NOTE '0' INDICATES LEVEL BACKFILL).. 2
()N'$' I NUOUS BACKFILL SLOPE (RATIO HORI I,1 I )
(N()'.1'n) I '0' INDICATES LEVEL BACKFILL) . • 2
1.NT CHANGE IN BACKFILL SLOPE FROM FRONT OF WALL • 1
2N1) CHANGE IN BACKFILL SLOPE FROM FRONT or WALL • 10
SURCUARGE IN FEET OF SOIL • 2
GRAVITY LOADS:
LOAD
MAGNITUDE ARM TO '0' MOMENT
W 0 242.2687 5.319866 1288.837
W 1 3465 3.497364 12118.37
W 2 2876.25 4.0843 11747.47
W 3 221.3873 4.986533 1103.955
W 4 1558.2 6.335031 9871.245
(NO'VIt ALL LOADS CONTRIBUTE TO RESIST]NA OVERTURNING)
SOIL PRESSURE LOADS:
(CALCULATIONS BASED ON C1 LOMB' S METHOD)
LOAD • MAGNITUDE ANGLE TO HORIZONTAL
P 0 120.2778. 20
P 1 6367.809 33.88735
P 2 1828.673 5.963749
BOIL (PRESSURE LOCATION VECTORS FROM 'O' t
VECTOR
n 0
n 1.
R 2.
MAGNITUDE. ANGLE TO HORIZONTAL
10.93997
8.516694
7.806874
55.04979
30.00617
- 3.291497
SOIL PRESSURE INDUCED MOMENTS ABOUT 1011
LOAD MOMENT
P 0
P 1
1' 2
1013.482
- 257.8132
22514.43
- 26185.31
- 815.2451
- 1480.841
(NOTE : POSITIVE MOMENT INDICATES LOAD CON'T'RIBUTES TO OVERTURNING,
NEGATIVE MOMENT INDICATES LOAD CONTRIBUTES TO RESISTING)
TOTAL, RESISTING MOMENT • 64053.83
TOTAL OVERTURNING MOMENT 1 22712.67
FACTOR OF SAFETY AGAINST OVERTURNING 1 2.8 20181
NORMAL REACTION AT BASE 1 .13532.69
'1'ANOHN'CIAL REACTION AT BASE 1 4000.914
1F'A1!'I'11I1 OF SAFETY AGAINST SLIDING 1 1 . ')2',173
MOIL (PRESSURE REACTION AT TOE 1 2114 I .05
ROM 1i (PRESSURE REACTION AT HEEL 1 607,6615
********** *dk**** * * * * ***L * ** *** ** * **** *** **
* *
* CYI1 I BLOCK GRAVITY RETAINING WALL SYSTEM *
* COULOMB METHOD OF ANALYSIS
* *
************* * * * * * * * * * * * * * * * * * * * * * * * * * * ** ***
i1O13 NAME / NUMBER: Questar Center / 21.0:3391
INPUT CRITERIA:
11 -07 -1991
COMPOSITE DENSITY OF CRIBWALL SYSTEM • 125
SOIL DENSITY ▪ 120.
SOIL INTERNAL ANGLE OF FRICTION • 30
NUMBER OF CELL DEPTHS • 2
CELL HEIGHT H 1 • 3
(:ELL HEIGHT H 2 • 8
CIgI II I I1EPTH D 1 • 3.96
C'PII J, DEPTH D 2 • 7.67
WAl Ila f1 t,OPE (RATIO VERT:1) • 4
INITIAL BACKFILL SLOPE (RATIO HORIZ :1)
( NO'I'P! e 101 INDICATES LEVEL BACKFILL) • 0
fiP N)ND BACKFILL SLOPE (RATIO HORIZ :1)
(NOTE '01 INDICATES LEVEL BACKFILL) .. • 2
CONTINUOUS BACKFILL SLOPE (RATIO HORIZ :1)
(NOTE: '0' INDICATES LEVEL BACKFILL) • 2
1ST CHANGE IN BACKFILL SLOPE FROM FRONT OF WALL • 1
2ND CHANGE IN BACKFILL SLOPE FROM FRONT OF WALL • 10
SURCHARGE IN FEET OF SOIL • 2
GRAVITY LOADS:
1LOAD MAGNITUDE ARM TO '0' MOMENT
W 0 242.2687 5.562402 1347.596
W 1. 1485 4.224971 6274.082
W 2 7670 4.690639 35977.2
W 1 221.3873 5.229069 1157.649
W 4 667.8 7.224328 41124.406
(NO'1'PIt ALL LOADS CONTRIBUTE TO RESIST]NCi OVERTURNING)
SOI1. PRESSURE LOADS:
(CALCULATIONS BASED ON COILMB' S METHOD)
LOAD MAGNITUDE ANGLE TO HOf 17,t)N''AL
P 0 120.2778 • 20
P 1 6806.545 . 57.00388
P 2 4442.131 5.963754
M M-. +1
Sono PII MI3SURE LOCATION VECTORS FROM '0'3
VECTOR MAGNITUDE • ANGLE TO HORIZONTAL
?,UN't'A1..
R 0
R .1.
R2
11.87945
11.10353
8.495211
56.77173
42.96903
11.42694
SotL PRESSURE INDUCED MOMENTS ABOUT '0'3
LOAD.
P 0
P 1.
P 2
MOMENT
1123.131
- 267.7905
28053.22
- 46381.45
7435.892
- 3843.113
(NU'!'t'I 1 POSITIVE MOMENT INDICATES LOAD <'OI1'1'11tTu TE5 TO OVERTURNING,
NEGATIVE MOMENT INDICATES LOAD Ct)N'I'R,Lt1UTES TO RESISTING)
'.1'C)'i'AI4 RESISTING MOMENT • 100073.3
TOTAL OVERTURNING MOMENT • 1A(112,24
11'Ac:'1'0fl OP SAFETY AGAINST OVERTURNING.: 2.733379
NORMAL ItMACTION AT BASE • 1.1)003.21
TANt1MN'I' 1 AL REACTION AT BASE 0 1990.565
FACTOR t* SAFETY AGAINST SLIDING • 2.604683
SOIL P1tPI?SURE REACTION AT TOE 291.6.463
SO1.L Plti';I3SURE REACTION AT HEEL 1777.986
*
CRIBLOCK GRAVITY RETAINING WALL SYSTEM *
COULOMB METHOD OF ANALYSIS *
*
************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Jon NAME / NUMBER: Questar Center / 21035391
INPUT! CRITERIA:
COMPOSITE DENSITY OF CRIBWALL SYSTEM...
SOIL, DENSITY
SOIL INTERNAL ANGLE OF FRICTION
NUMBER OF CELL DEPTHS ,.II.••.
CELL HEIGHT H 1
Cf'31.L, DEPTH D 1
WALL SLOPE (RATIO VERT:1)
11 -07 -1991
125
120
30
1
• 12
• 7.67
• 4
INITIAL BACKFILL SLOPE (RATIO HORIZ:1)
( NOTES '0' INDICATES LEVEL BACKFILL). • 0
SECOND IACKFILL SLOPE (RATIO HORIZ:1)
(NOTE '0' INDICATES LEVEL BACKFILL) • 2
CONTINUOUS BACKFILL SLOPE (RATIO HORIZ:1)
(NOTE: '0' INDICATES LEVEL BACKFILL) • 2
1ST CHANGE IN BACKFILL SLOPE FROM FRONT OF WALL • 1
2ND CHANGE IN BACKFILL SLOPE FROM FRONT OF WALL • 10
SURCHARGE IN FEET OF SOIL • 2
GRAVITY LOADS:
Lt1AD MAGNITUDE
W (1
W I
W 2
ARM TO '0'
1244.592
11505
830.5256
8.204423
5.17571
7.87109
(NOTE: ALL LOADS CONTRIBUTE
Mon PRESSURE SSURE LOADS :
M11M rwr
1()211.16
50c0:6.55
6'S37.142
TO RESISTING
OVERTURNING)
(t'A I d'I I I CATIONS BASED ON COULOMB'S METHOII)
LOAD MAGNITUDE ANGLE TO HORIZONTAL
P 0
P 1
547.8841
6228.871
20
5.963756
SOIL PU V SURE LOCATION VECTORS FROM '01:
VECTOR 'MAGNITUDE ANGLE TO HORIZONTAL
R 0 14.70011
R 1 9.245979
45.23724
19.91124
SOIL PRESSURE tSURE INDUCED MOMENTS ABOUT 'Of:
LOAD MOMENT
P 0
P 1
5373.669
1939.726
19507.61
-5626.07
(NOTE ! POSITIVE MOMENT INDICATES LOAD CUN'Vn.t f11TES TO OVERTURNING,
NEGATIVE MOMENT INDICATES LOAD C(NTRIEUTES TO RESISTING)
TOTAL RESISTING MOMENT • it a It li (1 . F 5
'l'(YI'AL OVERTURNING MOMENT • ;14I1t11., 28
FACTOR OF SAFETY AGAINST OVERTURNING.: 1,170432
NORMAL, REACTION AT BASE • 1.!1611 , 11
TANGENTIAL REACTION AT BASE • 1013,895
FACTOR OF SAFETY AGAINST SLIDING 2,990931
SOIL PRESSURE REACTION AT TOE 2t26054
SOIL PRESSURE REACTION AT HEEL 1944.496
* * * * * * * * * * * * * * * * * * * * * * * * *4 * * * * * * * * * * * * * * **
* *
* Cf1RIACK GRAVITY RETAINING WALL SYSTEM *
* COULOMB METHOD OF ANALYSIS *
* *
************* * * * * * * * * * * * * * * * * * * * * * * * * * *h ** **
11011 NAME / NUMBER: Questar Center / 2101'1'11.
INPt1'I' ('IIIT'ERIA:
11 -07 -1991
COMPOSITE DENSITY OF CRIBWALL SYSTEM • 125
SOIL DENSITY • 120
SOtl, ;INTERNAL ANGLE OF FRICTION • 30
NUMBER OF CELL DEPTHS • 1
CELL HEIGHT H 1 • 15
CELL DEPTH D 1 • 7.67
WALL SLOPE (RATIO VERT:1) • 4
INITIAL BACKFILL SLOPE (RATIO HORIZ:1)
( NOTE: '0' INDICATES LEVEL BACKFILL) • 0
SECOND BACKFILL SLOPE (RATIO HORIZ:1)
(NOTE '0' INDICATES LEVEL BACKFILL) ▪ 2
CONTINUOUS BACKFILL SLOPE (RATIO HORIZ:1)
(NOTE: '0' INDICATES LEVEL BACKFILL) • 2
1ST CHANGE IN BACKFILL SLOPE FROM FRONT Or WALL • 1
2ND CHANGE IN BACKFILL SLOPE FROM FRONT Olr WALL • 10
SURCHARGE IN FEET OF SOIL 2
GRAVITY LOADS:
LOAD MAGNITUDE ARM TO '0' MOMENT
W 0 1244.592 8.93203 11116.73
W 1. 14381.25 5.539514 79665.13
W 2 830.5256 8.598697 7141.438
(NOTE: ALL LOADS CONTRIBUTE TO RESISTING OVERTURNING)
SOIL PRESSURE LOADS:
(CALCULATIONS BASED ON COULOMB'S METHOD)
LOAD MAGNITUDE ANGLE TO HORIZONTAL
P 0 547.8841 20
P 1. 8600.455 5.963756
SOIL PRESSURE LOCATION VECTORS FROM '0':
VECTOR MAGNITUDE' ANGLE TO HORIZONTAL
R 0
R 1
17.34681
9.936078
50.3067
25.43585
50IY, PRESSURE INDUCED MOMENTS ABOUT '0':
LOAD
P 0
P .1
MOMENT
6872.08
- 2076.07
36504.21
- 8018.055
(Nt)TR t POSITIVE MOMENT INDICATES LOAD Ct)N'I'I2.I I1ttTFS TO OVERTURNING,
NMGATIVE MOMENT INDICATES LOAD CONTRIBUTES TO RESISTING)
TOTALS MISTING MOMENT 11)11017.4
TOTAL OVHRTURNING MOMENT 4:1376.29
FACTOR OF SAFETY AGAINST OVERTURNING.: 2,490241
NORMAL, REACTION AT BASE • 19213.21
TANGENTIAL REACTION AT BASE • 4544.552
FACTOR OF SAFETY AGAINST SLIDING • 2.44089
SOIL PRESSURE REACTION AT TOE • 3427.135
SOIL PRESSURE REACTION AT HEEL • 1582.829
,CRIBL.QCK
TYPICAL
NOMENCt.A1URE
(1 ern SYSTEM
SI TOWN
COUL Mlt"
UNIFORM
WALL SLOPE —�
PT' O' --�
JRCHARGE
1
BACKFILL SLOPE (c))
eRs
P,1
AN(W N I IAL REACTION
NO?ESs
1OE PRESSURE
1. EARTH PRESURE CALCULATIONS
BASED ON COULOMB'S EQUATION FOR
ACTIVE PRESSURE FOR COHESIONLESS SOILS,
2, P= KAVH2 /2
3, KA
COS' ($ -p)
cosv cos(d+p)`1+ SIN t +8 SIN -w)�j
LL COS a +/3 COS w-
4, = IN1EIZNAL ANGLE OF FRICTION
w = BACKFILL SLOPE
6 = WALL BACKFILL FRICTION =2/3 $
a ANALYSIS PLANE ANGLE TO
VER 1 ICAL, COUNTERCLOCKWISE
POSITIVE.
y say 5 BACKFILL
OM
6 =2/3$ TYP
�-- ANALYSIS PLANE
��— HEEL PRESSURE
NORMAL REACTION
r
�ti
Ira NTAIP91
r1161%0
(-5? /2(--
Creative Engineering Options INC.
Geotechnical Engineers, Geologists & Environmental Scientists
October 23, 1991
Mr. Dennis Ellis
Retaining Walls Northwest
1299 - 152nd Avenue N.E.
Bellevue, Washington 98007
Subject:
Crib Lock Wall Design Parameters
Questar Center
Rock Wall Replacement
Tukwila, Washington
90 -1023
Reference: 1. Design Edge Services, Inc., memo regarding criblock retaining
wall design criteria, dated 8/21/91.
Dear Dennis:
As requested, I have reviewed the geotechnical aspects of the criblock retaining wall design
summarized on the referenced Design Edge Services memo for the subject project. My
comments and conclusions are presented below.
From the information presented on the Preliminary Criblock Retaining Wall Design Criteria sheet
the values used appear to be generally conservative and in general accord with our earlier oral
recommendations. The equivalent fluid pressure is omitted but, given the phi angle of 30°, this
should be on the order of forty (40) pcf. Since there is a short slope above the top of the wall,
and considering that there is a paved parking lot atop the slope, we also suggest that you include
a surcharge loading to accommodate these conditions. In our professional opinion, a surcharge
of fifty (50) psf acting over the full wall height should be adequate.
The data on the Preliminary Design Table indicates that the factors of safety are all in excess of
1.99. Further, according to this table, with one minor exception the toe and heel pressures are
all within the allowable soil bearing pressure of the supporting site soil and, as such, are
acceptable. The minor exception is for a toe pressure of 3,006 psf. Considering that the real
bearing pressure in the site soil is significantly greater than three thousand (3,000) psf, we do not
see this as detrimental to the wall design or its long term integrity.
5418 159th Place NE • Redmond, WA 98052 • (206) 883 -6889 • (206) 953 -1173 • FAX 881.3592
Geotechnical Consultation Services
90 -1081 Questar Center - Criblock Wall
October 23, 1991
Page 2
The sketch provided on the Design Criteria sheet indicates that the drainage system is to be "by
others ". While general recommendations were provided orally, it is clearly the responsibility of
the contractor to install the drainage system and, as such, it must be part of the design.
We appreciate the opportunity to review the criblock wall design criteria for this project. Our
comments and conclusions have been derived in a manner consistent with that level of skill, care
and competence ordinarily exercised by other members of the profession in good standing
currently practicing under similar conditions in this area. No other warranty, express or implied,
is made.
Should you have any questions about any point raised in this letter, or about any other
geotechnical aspect of the project, please call.
Very truly yours,
CREATIVE ENGINEERING OPTIONS, INC.
I�-
Glen Mann, P.E.
President
c.c.: Mr. Greg . Rich; Pacific Cities
gm/questar /eb 1
Creative Engineering Options INC.
Geotechnical Engineers, Geologists & Environmental Scientists
November 4, 1991
Mr. Dennis Ellis
Retaining Walls Northwest
1299 - 152nd Avenue N.E.
Bellevue, Washington 98007
Subject:
RECEIVED
JAM 2 8 1993
COMMUNITY
OEVELOPIVMENT
Revised Crib Lock Wall Design Parameters
Questar Center
Rock Wall Replacement
Tukwila, Washington
90 -1023
Reference: 1. Design Edge Services, Inc., memo regarding criblock retaining
wall design criteria, dated 8/21/91.
2. Creative Engineering Options, Inc., letter regarding Criblock
Wall Design Parameters, dated October 23, 1991.
3. Design Edge Services, Inc., memo regarding modified criblock
retaining wall design criteria, dated 10/30/91.
Dear Dennis:
As requested, I have reviewed the geotechnical aspects of the modified criblock retaining wall
design summarized on the referenced Design Edge Services memo (reference 3) for the subject
project. These modifications are based on our comments (reference 2) derived from a review of
the original memo, reference 1. My comments and conclusions are presented below.
It is clear from this modified series of wall design criteria that the potential surface vehicle load
surcharge has been accommodated into the original design. I had already assumed that the slope
surcharge was included in the original design.
The data on the Preliminary Design Table indicates that the factors of safety are all in excess of
1.93. Further, according to this table, with three minor exceptions, the toe and heel pressures are
all within the allowable soil bearing pressure of the supporting site soil and, as such, are
acceptable.
5418 159th Place NE.. Redmond, WA 98052 • (206) 883 -6889 • (206) 953 -1173 • FAX 881 -3592
Geotechnical Consultation Services
90 -1081 Questar Center - Criblock Wall
November 4, 1991
Page 2
The minor exceptions occur where the wall height is fifteen (15) feet, or more. Here, the toe
pressures presented on the table are 3,427 and 3052 psf. In addition, at the highest wall section,
there is apparently a heel pressure of 3068 psf. As indicated in reference 2, considering that the
real in -situ bearing pressure provided by the site soil is significantly greater than three thousand
(3,000) psf, we do not see this as detrimental to the wall design or its long term integrity.
However, we do recommend that the wall subgrade in the area of the tallest section be examined
when exposed to verify that adequate bearing is available. If the soil appears to be soft or
unstable, we will provide geotechnical recommendations for remedial treatment at that time.
We appreciate the opportunity to be of continued services on this project and for the opportunity
to review the modified criblock wall design criteria for this project. As indicated in reference
2, our comments and conclusions have been derived in a manner consistent with that level of
skill, care and competence ordinarily exercised by other members of the profession in good
standing currently practicing under similar conditions in this area. No other warranty, express
or implied, is made.
Should you have any questions about any point raised in this letter, or about any other
geotechnical aspect of the project, please call.
Very truly yours,
CREATIVE ENGINEERING OPTIONS, INC.
Glen Mann, P.E.
President
c.c..
gm/questar2/eb 1
Mr. Greg Rich; Pacific Cities
healv
Retaining Walls Northwest, Inc.
March 2, 1993
Dave Larson
Building Department
City of Tukwila
6300 Southcenter Blvd
Tukwila, WA 98188
RE: Qestar Center Rockery Replacement
Ntanufacturcr's Final Letter
Dear Mr. Larson,
?4R ' 1993
( f`�L�71aA7t:I�tt
This letter is to confirm that the CRIBLOCK retaining wall located,at 15425 53rd Ave S.
was constructed in compliance with the manufacturer's standards and procedures for
installing this wall system. Enclosed is a copy of the "Standard: Specification for
Concrete Cribwalls" for your review.
The cribwall was founded can soil deemed' competent by the geOtechnical engineers. The
backfilling and compaction+lang with the material used for backfilling, were carried out
in accordance with the recommendation of the geotechncal.,report and the on -site
investigator. sx' :`':
1i 1t.�; .,,rftr:.i. �r.:; �. q. M1::�
In addition, the retaining w I1('as constructed rnd,tf a .perfo `ated drain pipe was installed
per the design of Dcsign;Edge Services, Inc . tw,,,,
Should you have by quest anssregarding this please;.,c l r ne.
nos . ,.. � ;1'
Since:eiy
Dennis A. Ellis
Retaining Walls Northwest, Inc.
1299 156th Ave. N,E, #L -150 • Bellevue, WA 98007
(206) 747-0956 • 1- 800 -877 -0956 • Fax (206) 747 -5892
Creative Engineering Options INC.
Geotechnical Engineers, Geologists & Environmental Scientists
April 12, 1991
Mr. Greg Rich
Pacific Cities
P.O.Box 1193
Tacoma, Washington 98401
Subject:
Rockery Condition
Questar Commerce Center
Building Number 2
Tukwila, Washington
Reference: CEO Inc., Letter regarding Rockery Construction
Guidelines, dated July 24, 1990.
Dear Mr. Rich:.
90- 1081
As requested we have re- visited the subject site to evaluate the potential need for immediate
rockery replacement. We visually examined the rockery along the west side of the site
specifically noting the degree of visible damage or deterioration. Our comments and conclusions
are presented below.
From our visual examination of this rockery it is 'clear that the structure is currently subject to
ongoing distortion from tree growth through the rockery face. This has resulted in lateral
displacement of several rocks. What is unclear is the degree of destabilization that has occurred.
In our professional opinion, this displacement is sufficient to be of concern and poses a potential
threat to the building. Should this part of the rockery fail, it will almost certainly damage the
building wall.
We also noted some displacement of several rocks at the base of the highest part of the rockery
in the southwest corner of the site. Apparently, these rocks have been moved laterally since
construction. This movement has left a void behind the rocks. Because of the height of the wall,
we estimate about fifteen (15) feet high, we believe this too is a dangerous situation that, should
the wall fail, could also Lead to building damage.
RECEIVED
CITY OFTUKWILA
NOV 1 4 1991
PERMIT CENTER
5418 159th Place NE • Redmond, WA 98052 • (206) 883 -6889 • (206) 953.1173 • FAX 881 -3592
Geotechnical Consultation Services
90 -1081 Questar Commerce Center Rockery
April 12, 1991
Page 2
In addition, we noted that several individual rocks within the rockery structure are in the process'
of deteriorating. In time, these rocks will decay into a soil -like material and will lost their ability
to support load. In this event, which may take several years, portions of the rockery may well
collapse.
In summary, there is in our opinion sufficient reason to be concerned about the stability and
structural integrity of this rockery in the immediate future. While it is possible that, in spite of
the visible distortion and deterioration, this rockery may last for several years in its present
condition, it is equally likely that it will not. If it were to collapse or suffer localized failures
there is a strong likelihood that as a result there will be damage to the building. It is also
possible that such failure might also injure a passer by.
We trust that this clarifies the situation for you regarding the need for rockery reconstruction.
Should you have any questions about any point in this letter, or any other geotechnical aspect of
the project, please call.
Very truly yours,
CREATIVE ENGINEERING OPTIONS, INC.
Glen Mann, P.E.
President
gm/questar/b10
ti
Creative Engineering Options INC.
Geotechnical Engineers, Geologists & Environmental Scientists
July 24, 1990
Capital Consultants
Capital Center
2300 S.W. First Avenue
Portland, Oregon 97201
Attention: Ms. Karen I. Blomquist
Subject: Rockery Construction Guidelines
Questar Commerce Center
Building Number 2
Tukwila, Washington
Reference:
Plot Plan and Legal Description for
Questar Commerce Center, Building No. 2
undated, provided by NDT Engineering Corp.
Seattle, Washington.
Dear Ms. Blomquist:
90 -1081
Introduction
As requested, this letter provides our recommendations and
construction guidelines for a replacement rockery along the west side
of the subject site in Tukwila, Washington. We understand that you
are concerned because the existing rockery is suffering some minor
distress due to tree growth, and also that there is little space
currently available between the existing building and the rockery.
We also understand that there are several potential rockery
construction options being considered regarding the space between the
rockery and the building. We are proceeding with our services on the
basis of your written of July 17, 1990 authorization.
Project Description
From our discussions, we understand you wish to remove an existing
rockery which was constructed along the west side of the subject site
about four to five feet away from the existing building's wall. This
rockery is currently suffering some minor distress because of recent
5418 159th !'lace NE • Redmond, WA 9f3052 • (206) 883.6889 • (206) 953.1173 • FAX 881.3592
•
Geotechnical Consultation Services
90 -1081 Questar Commerce Center - Building 2 Rockery
July 24, 1990
Page 2
tree growth which is occurring through and within the rockery
structure. Once the existing rockery has been removed, you wish to
replace it with another.
You are also considering several options that will reduce the somewhat
claustrophobic feeling that exists between the existing rockery and
building and, if possible, you wish to increase the space between the
rockery and building. You would like to create sufficient space to
allow for truck loading /unloading.
The height of the existing rockery varies between approximately twelve
(12) feet at the south end to seven feet at the north end. There is
an approximately 2:1 (horizontal:vertical) slope above the rockery
which extends to the property line. The rockery is approximately one
hundred and twenty (120) feet long in a south to north direction.
This structure also connects to another rockery extending onto
adjacent property to the south.
Development Options
As indicated above, you are considering three rockery options for this
space. According to the referenced Plot Plan, there is about twenty -
three (23) feet between the building and the property line in which
to reconstruct the rockery or build a new system.
The potential options currently under consideration are:
1. Remove and replace the existing rockery with a similar
rockery construction in the same location,
2. Remove and replace the existing rockery with a two stage
rockery to create a more open area next to the building.
or
3. Remove the existing rockery, excavate back toward the
property line and build a new single stage rockery to
create a load /unload area.
On the basis of the space available (twenty -three [23) feet) and the
approximate height of the ultimate excavation (about fourteen [14] to
nineteen [19) feet) there does appear to be sufficient space to either
reconstruct the existing rockery or to overexcavate and construct a
new single stage rockery.
'Geotechnical Consultation Services
90 -1081 Questar Commerce Center - Building 2 Rockery
July 24, 1990
Page 4
Rockery Construction Guidelines, by virtue of the mass of the rocl:
used and its mechanically interlocking nature, some undetermined
degree of gravity retention is achieved. Hence, the larger the rock
used the greater the in -place mass and therefore the greater degree
of retention that will exist.
In our experience, it has been proven that sound construction practice
typically results in the production of a competent and long lasting
rockery. To help achieve this goal, we recommend the ARC Standard
Rockery Construction Guidelines be closely adhered to during
construction. A copy of these guidelines is attached for your
information and use. If there should be a conflict between the
recommendations in the guideline and this letter, this letter will
govern.
We have also provided a pictorial representation of the rockery's
approximate location as Sheet 1 of 3. A sectional view of the higher
section of the replacement rockery is provided on Sheet 2 of 3, and
the set -back rockery on Sheet 3 of 3. These sketches are attached for
your, and your contractor's, information and use.
Keyway
Once the appropriate excavation has been completed into the soil face
to be protected, your contractor must provide an adequate keyway for
the rockery. The keyway should extend at least twelve (12) inches
down into the underlying competent native soil. It should be wide
enough to place the basal rock and the filter drain rock layer,
typically a distance of about five to six feet. The surface should
slope very gently,back to the rear of the keyway where a perforated
or slotted drain line should be installed.
The keyway subgrade should be proofrolled to tighten up the exposed
surface. A walk- behind, twin vibrating drum steel wheel roller is
adequate for this purpose. Such a roller can be found at most local,
rental stores.
Any soft or potentially unstable areas should either be overexcavated
and replaced with a compacted structural fill (described later in this
letter) or, the area should be overlain with a layer of about ten-(10)
to twelve (12) inches, or more, of quarry spalls (two to four inch
size). The spalls should then be tamped firmly into the subgrade to
tighten it sufficiently to support the rockery load.
Geotechnical Consultation Services
90 -1081 Questar Commerce Center - Building 2 Rockery
July 24, 1990
Basal Rocks
Page E
Once the keyway has been prepared, the basal row of rock should be
firmly tamped into place. Because of the nature of this site, and
given the height of the rockery, we recommend that the basal row of
rock consist of six -man size rocks only. As each rock is placed onto
the keyway subgrade it should be tamped with the rock placement crane
to firmly seat it into the underlying subgrade soil. Each rock should
be placed in a manner that will achieve the best rock -to -rock fit and
leave as little interstitial void space as possible.
Rockery Construction
Once the basal row of rock has been placed under either option, the
construction of the rockery wall can continue. We recommend that for
option 1 six -man size rock be used in the lower one third of the
rockery, we estimate at least one to two rows from the keyway
subgrade. Above this point, there should be one row of five man rock
then the remainder should be of no less than four man -sized rock.
For option 3, we recommend approximately the lower one half be of six -
man sized rocks, an estimated three rows of rock. Above this should
be one row of five -man rock with the remainder of four -man rock.
All rockery rock should be placed so that the larger rocks are towards
the base of the rockery and the smaller rocks towards the top.
Wherever possible, the rocks should be placed with the longest rock
dimension set back towards the soil face being protected. This will
result in less face area of rock being presented, but a more
structurally competent wall. It is also important that the rocks be
placed in such a manner as to achieve the closest possible rock -to-
rock contact both vertically and horizontally, and to leave as little
void space as possible.
Face Batter
We recommend that the inclination, or batter, of the face of the
rockery be set at 1:5 (horizontal:vertical). This should provide :.
clean, stable, and structurally sound rockery face. By generating a
slightly flatter face it should also be possible to reduce the
"chasmlike" effect next to the building and make the space lighter.
'Ceotechnical Consultation Services
90 -1081 Questar Commerce Center - Building 2 Rockery
July 24, 1990
Filter Rock Layer
Page 6
As the rockery is raised, a layer of crushed filter rock must be
placed between the rear face of the rocks and the soil face being
protected. This rock should be about two to four inch sized crushed
rock and should be soil free. As it is placed behind the rock, it
should be tamped with the crane bucket to achieve as tight a fit as
possible. The filter layer is raised contiguously with the rockery.
The surface of the filter layer should be covered with an impermeable
layer, such as visqueen, filter fabric or building paper. We
recommend you backfill over this with a compacted impermeable soil
fill in which a new vegetative cover can be grown. This will prevent
surface water from seeping through into the rockery's filter layer.
For this rockery we recommend that the filter rock layer be no less
than eighteen (18) inches thick.
Soil Slopes
While it is preferable to have an essentially level soil surface above
a rockery, in this case there will be a slope between the top -of-
rockery and the property line. We, therefore, recommend that any
sloping soil surface above a rockery be kept to a gradient of 2H:1V,
or flatter. Achievement of this slope gradient will'probably govern
the actual maximum height of the rockery. A surface with this slope
can be easily constructed or, in the case or an existing native slope.
can be easily recompacted to provide a competent surface.
We also recommend that any soil surface above a rockery be seeded with
a rapid growth, deep rooted vegetative mat as quickly after
construction is completed as possible. This will tend to help seduce
the potential for surface erosion, the rate of surface water
infiltration and raindrop impact. You may also wish to use a pegged
in -place jute matting, or other geotechnical fabric, to help maintain
the seed and mulch in -place until the root mat has had an opportunity
to germinate and take hold.
Precautionary Measures
As indicated above, a rockery is not a retaining wall. It is more
susceptible to damage from exterior causes than, for example, cr.e
would expect a reinforced concrete wall to be. Therefore. to achieve
a stable and long lasting rockery structure we recommend that certa:::,
Ceotechnical Consultation Services
90 -1081 Questar Commerce Center - Building 2 Rockery
July 24, 1990
Pape
practices be totally avoided once the rockery is complete. Where:•:::_
possible, excavation work should be performed before the rockery
reconstruction gets underway.
We recommend that no excavation be performed within five feet of the
top of any rockery. This will help prevent the potential for co:' ap:.:
back into the excavation area of the upper rockery rocks should sail
support be removed.
More importantly, no excavation work should be conducted between L.ha
toe of the rockery and the existing building, nor should any
excavation penetrate into an area defined by a 1H:1V line extended
down from the front edge of the basal rock of the rockery. This will
help prevent the possibility of undermining any rock and thus
eliminating some portion of the rockery's foundation support.
Drainage
As indicated earlier, a perforated or slotted drain line is placed at
the back edge of the keyway to collect any keyway subgrade seepage•or
surface water flow that filters down through the filter rock laye=r.
The pipe should have a minimum diameter of four inches, be bedded on
a free - draining material (such as coarse sand or pea - gravel) with the
perforations or slots facing down. It should be tightlined to a
positive and permanent discharge, such as a nearby storm drain.
Use of Fabric
There are wide variations of opinion regarding the use of fabric in
rockery construction to "prevent" fines being flushed from the
protected soil face out through the rock filter layer. In our
opinion, and after detailed discussions with several f brig•
manufacturers representatives, fabric should not be used in rockery.
construction of this nature.
For a geotechnical drainage fabric to function as designed. the
manufacturer recommends that the interface between the soil fa :-e.
fabric and backfill (the rockery filter rock in this case) should he
such that the fabric is very tightly sandwiched between th=
hackfill. This sandwiching effect keeps the filter cloth flat an: in
close contact with the surrounding soil which is what prevents soil
particles from moving.
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Creative Engineering Options INC.
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a sso•m.
o4aaoelated ?2oeker, eo#ttactara
P.O. Box 1794 Woodinville, Washington 98072
(206) 481 -3456 or (206) 481 -7222
ASSOCIATED ROCKERY CONTRACTORS
STANDARD ROCKERY CONSTRUCTION GUIDELINES
1.01 Introduction:
1.01.1 Historical ilackeround: These standard rockery construction guidelines have been developed in an effort
to provide a more stringent degree of control on rockery materials and construction methodology in the Pacific
Northwest. They have been assembled from numerous other standards presently in use in the area, from expertise
provided by local geotechnical engineers, and from the wide experience of the members of the Association of
Rockery Contractors (ARC).
1.01.2 Goal: The primary goals of this document are to standardize the methods of construction for rockeries
over four feet in height, and to provide a warranty for the materials used in construction and the workmanship
employed in construction. This standard has also been developed in a manner that makes it, to the best of ARC's
knowledge, more stringent than the other standards presently in use by local municipalities.
2.01 Materials:
2.01.1 Rock °utility: All rock shall be sound, weathering resistant, angular ledge rock. The longest dimension
of any individual rock should not exceed three times its shortest dimension. Acceptability of rock will be
determined by laboratory tests as hereinafter specified, geologic examination and historical usage records.
All rock delivered to and incorporated in the project shall meet the following minimum specifications:
a. Absorption Not more than 2.0% for igneous and metamorphic rock types.
Not more than 3.0% for sedimentary rock types.
b. Accelerated Expansion (15 days)
(CRD -C -148) *1, *2 Not more than 15% breakdown
Not greater than 5% loss
c. Soundness
(MgSO4 at 5 cycles)
(CRD -C -137) .
d. Unconfined Compressive Strength Intact strength of 15,000 psi, or greater for igneous and
ASTM D 2938 -79 (reapproved 1979) metamorphic rocks, and 8000 psi or greater for sedimentary rock.
*1. The test sample will be prepared and tested in accordance with Corps of Engineers Testing procedure CRD -C-
148, "Method of Testing Slone for Expansive Breakdown on Soaking in Ethylene Glycol." Test requirements of not
more than 15 percent breakdown will be computed by dividing the number of individual pieces of initial sample
suffering breakdown (that is, separating into two or more pieces) by the total number of initial pieces in the sample.
*2. Accelerated expansion tests should also include analyses of the fractures and veins found in the rock. Many
problems associated with rockery failures are related to the rock fractures and veins found within the rock and not the
rock itself.
4/4/89 Page 1
1
Geotechnical Consultation Services
90 -1081 Questar Commerce Center - Building 2 Rockery
July 24, 1990
Page F
Unfortunately, it is difficult, if not impossible, to achieve th;z
form of contact in rockery construction. As a result, it is often
possible for soil particles to be flushed from the face of the soil
into the fabric. Over time, and this is often a short period, large
portions of the fabric become clogged and this, coupled wit.'.
subsurface seepage, can lead to buildup of hydrostatic pressure behind
the rockery. Naturally, the rockery cannot withstand such pressures,
and it moves and /or fails. In our opinion, this scenario can
generally be avoided if the filter rock material is placed careful:: -
so that the soil face is suitably protected.
Construction Monitoring
Because rockery construction is a craft, and one that it is so heavily
dependant on the contractors staff and equipment, it is imperative
that the construction process be monitored periodically throughout.
By so doing, it is possible for us to verify that the recommendation:
contained in this letter and the ARC Standard Guidelines are being
followed, that the rock•is suitable, and the construction procedure
appropriate. It also provides an opportunity to make modifications
to the recommendations in the field should unexpected conditions be
encountered. This avoids hindering the schedule and helps keep the
project within budget.
Your contractor has indicated that he expects the rockery construction
to take approximately seven to ten working days to complete. Based
on this schedule, we estimate that a visit of relatively short
duration should be made every other day. This should result in about
three to four visits to the site. At each visit a Rockery E:;aminati
Record sheet will be completed summarizing the progress and the
quality and form of construction.
Following completion of the rockery, a written summary report will be
provided to you and the City of Tukwila. Copies of the Roc•:e y
Examination Records will be attached for your information.
C1 osure •
The recommendations contained iii this letter pertain to t'ae
rockery and are for the exclusive use of Capital Consultants and
other consultants only. The recommendations have been made in
manner. consistent with that level of .are and skill ordinarily
Geotechnical Consultation Services
90 -1081 Questar Commerce Center - Building 2 Rockery
July 24, 1990
Papa 9
exercised by other members of the profession currently practicing
under similar conditions in this area. No other warranty is expressed
or implied.
Providing the recommendations contained in this letter and the 7'RC
Standard Guidelines are closely followed during construction, and the.
construction process is monitored, the completed rockery sh, :.;:d
function as required for the lifetime of the project.
We trust this information is sufficient to allow you to proceed with
construction. Should you have any questions about any point in this
letter or the ARC Guidelines, please call.
Very truly yours,
CREATIVE ENGINEERING OPTIONS, INC.
Glen Mann, P.E.
President
c.c. Ms. Melisse Dynan; Pacific Cities
Attachment:
ARC Standard Rockery Construction, Guidelines
Sheet 1 of 3, Rockery Location Sketch
Sheet 2 of 3, Option 1 Rockery - Section
Sheet 3 of 3,. Option 3 Rockery - Section
1
2.01.2 Frequency of Testing: Quarry sources for rockery rock shall begin a testing program when either becoming
a supplier or when a new area of the source pit is opened. The tests described in Section 2.01.1 shall be
performed for every four thousand (4000) tons for the first twelve thousand (12000) tons of material blasted and
removed to establish that specific rock source. The tests shall then be performed once a year or at an apparent
change in material. If problems with a specific area in a pit or with a particular material are encountered, the
initial testing cycle shall be restarted.
2.013 Rock Density: Recognizing that numerous sources of rock exist, and that the nature of rock will vary not
only between sources but also within each source, the density of the rock shall be greater than one hundred fifty -
five (155) pcf. Typically, rocks used for rockery construction shall be sized approximately as follows:
Mock Size
Small to large
one man
Small to large
two man
Small to large
three man
Small to large
four man
Five Man
Six Man
Rock Weight
50 -200 pounds
200 -700 pounds
700 -2000 pounds
2000 -4000 pounds
4000 -6000 pounds
6000 -8000 pounds
Two and one -man rock, and sometimes smaller, are often used to fill surface gaps along the top of the completed
rockery to create an aesthetically pleasing surface. This is an acceptable practice provided none of the events
described in Section 3.01.5 occur, and that the owner prevents people from climbing or walking on the completed
rockery.
In rockeries over eight feet in height, it should not be possible to move the large sized rocks (four to six-man size)
with a prybar. If these rocks can be moved, the rockery should not be considered capable of restraining any
significant lateral load. However, it is both practical and even desirable that smaller rocks, particularly those used
for "chinking" purposes, can be moved with a prybar to achieve the "best fit ".
2.01.4 Submittals: The rock source shall present current geologic and test data for the testing for the minimum
guidelines described in Section 2.01.1 on request by either the rockery contractor, the client, or the applicable
municipality.
3.01 Rockery Construction:
3.01.1 General: Rockery construction is a craft and depends largely on the skill and experience of the builder. '
A rockery is a protective system which helps to retard the weathering and erosion process on an exposed cut or
fill soil face. While by its nature (the mass, size and shape of the rocks) it will provide some degree of reten-
tion, it is not a designed or engineered system in the sense a reinforced concrete retaining rockery would be
considered designed or engineered. The degree of retention achieved is dependant on the size of rock used; that
is, the mass or weight, and the height of the rockery being constructed. The larger the rock, the more competent
the rockery. To accomplish this, all rockeries in excess of four feet in height should be built on a "mass" basis.
To provide a competent and adequate rockery structure, all rockeries constructed in front of either cuts or, fills
in excess of tight feet in height should be bid and constructed in accordance with these standard guidelines and
the gcotcchnical engineers supplemental recommendations, Both the standard guidelines and the supplemental
gcotcchnical recommendations should be provided to prospective bidders before bidding and the start of
construction.
4/4/89 Page 2
The same geotechnical engineer should be retained to monitor rockery construction and to verify, in writing, that
the rockery was constructed in general accordance with this ARC standard and with his supplemental recommenda-
tions, in a professional manner and of competent and suitable materials.
3.01.2 Geotectrnicnl Enttineer: The geotechnical engineer retained to provide necessary supplemental rockery
construction guidelines shall be a practicing geotechnical /civil engineer licensed as a professional civil engineer in
the State of Washington who has at least four years of professional employment as a geotechnical engineer in
responsible charge, including experience with fill construction and stability and rockery construction. The
geotechnical engineer should be hired either by the rockery contractor or the client.
3.013 Responsibility: The ultimate responsibility for rockery construction should remain with the rockery builder.
However, rockeries protecting moderate to thick fills, with steep sloping surfaces above or below them, with
multiple steps, with foundation or other loads affecting them, protecting sandy or gravelly soils subject to ravelling,
with seepage or wet conditions, or that are more than eight feet in height, all represent special conditions and
require consultation and /or advice from qualified experts.
3.01.4 Workmanship: All workmanship is guaranteed by the rockery contractor and all materials are guaranteed
by supplying quarry for a period of six years from the date of completion of erection, providing no modification
or changes to the conditions existing at the time of completion are made.
3.01.5 Changes to Finished Product: Such changes include, but are not necessarily limited to, excavation of
ditches or trenches within a distance of less than 1.5 times the rockery height measured from the toe of the
rockery, removal of any material from the subgrade in front of the rockery, excavation and /or removal of material
from any location behind the rockery within a distance at least equal to the rockery's height, the addition of any
surcharge or other loads within a similar distance of the top of the rockery, or surface or subsurface water forced,
directed, or otherwise caused to flow behind the rockery in any quantity.
3.01.6 Stones: Slopes above rockeries should be kept as flat as possible, but should not exceed 2:1 (Horizon -
tal:Vertical) unless the rockery is designed specifically to provide some restraint to the load imposed by the slope.
Any slope existing above a completed rockery should be provided with a vegetative cover by the owner to help
reduce the potential for surface water flow induced erosion. It should consist of a deep rooted, rapid growth
vegetative mat and typically will be placed by hydroseeding and covered with a mulch. It is often useful to overlay
the seed and mulch with either pegged in -place jute matting, or some other form of approved geotechnical fabric,
to help maintain the seed in -place until the root mat has an opportunity to germinate and take hold.
3.01.7 Monitoring: All rockeries constructed against cuts or fills in excess of eight feet in height shall be
periodically monitored during construction by the geotechnical engineer to verify the nature and quality of the
materials being used are appropriate, that the construction procedures are appropriate, and that the rockery is
being constructed in a generally professional manner and in accordance with this ARC standards and any
supplemental recommendations.
On completion of the rockery, the geotechnical engineer shall submit to the client, the rockery contractor, and to
the appropriate municipality, copies of his rockery examination reports along with a final report summarizing
rockery construction.
3.01.8 Fill Comnnction: Where rockeries are constructed in front of a fill, it is imperative that the owner ensure
the fill be placed and compacted in a manner that will provide a competent fill mass. To achieve this goal, all
fills should consist of relatively clean, organic and debris free, granular materials with a maximum size of four
inches. Ideally, but particularly if placement and compaction is to take place during the wet season, they should
contain no more than five percent fines (silt and clay size particles passing the number 200 mesh sieve).
All fills should be placed in thin lifts not exceeding ten inches in loose thickness. Each lift should be compacted
to at least 95 percent of the maximum dry density, as determined by ASTM Test Method D- 1557 -78 (Modified
Proctor), before any additional fill is placed and compacted. In -place density tests should be performed at random
locations within each lift of the fill to verify this degree of compaction is being achieved.
4/4/89 Page 3
3.01.9 frill Construction and Reinforcement: There are two methods of constructing a fill against which to build
a rockery. The first, which typically applies to rockeries of Icss than eight feet in height, is to overbuild and then
cut back the fill. The second, which applies to all rockeries in excess of eight feet in height, is to construct the
fill using a geogrid or geotechnical fabric reinforcement.
Overbuilding the fill allows for satisfactory compaction of the fill mass out beyond the location of the fill face to
be protected. Overbuilding also allows the earthwork contractor to use larger and more effective compaction
equipment in his compactive efforts, thereby typically achieving a more competent fill mass. Cutting back into
the well compacted fill also typically results in construction of a competent near vertical fill face against which to
build the rockery.
For the higher rockeries the use of a geogrid or geotechnical fabric to help reinforce the fill results in construction
of a more stable fill face against which to construct the rockery. This form of construction leads to a longer
lasting and more stable rockery and helps reduce the risk of significant long term maintenance.
This latter form of construction requires a design by the geotechnical engineer for each specific case. The vertical
spacing of the reinforcement, the specific type of reinforcement, and the distance to which it must extend back into
the fill, and the amount of lapping must be determined on a rockery-by- rockery basis.
3.01.10 Rockery Keyway: The first step in rockery construction, after general site clearing and /or general
excavation, is to construct a keyway in which to build the rockery. The keyway shall comprise a shallow trench
of between twelve (12) and eighteen (18) inches in depth, extending for the full length of the rockery, and inclined
back slightly towards the face being protected. It is typically dug as wide as the rockery (including the width of
the rock filter layer).
If the condition of the protected face is of concern, the keyway should be constructed in sections of manageable
length, that is .of a length that can be constructed in one shift or one days work.
The competency of the keyway subgrade to support the rockery shall be verified by probing with a small diameter
steel rod. The rod shall leave a diameter of between three - eights and one -half inch, and shall be pushed into
the subgrade in a smooth unaided manner under the body weight of the prober only.
Penetration of up to six inches, with some difficulty, shall indicate a "competent" keyway subgrade unless other
factors in the geotechnical engineer's opinion shall indicate otherwise. Penetration in excess of six inches, or of
that depth with ease, shall indicate a "soft" subgrade and one that could require treatment. Soft areas of the
subgrade can be "firmed up" by tamping a layer of coarse quarry spalls into the subgrade.
3.01.11 Keyway and Rockery Drainage: On completion of keyway excavation, a shallow ditch or trench, approxi-
mately twelve (12) inches wide and deep, should be dug along the rear edge of the keyway. A minimum four -
inch diameter perforated or slotted ADS drain pipe, or equivalent approved by an engineer, should be placed in
this shallow trench and should be bedded on and surrounded by a free- draining crushed rock. Burial of the drain
pipe in this shallow trench provides protection to the pipe and helps prevent it from being inadvertently crushed
by pieces of the rockery rock. This drain pipe should be installed with sufficient gradient to initiate flow, and
should be connected to a positive and permanent discharge.
Positive and permanent drainage should be considered to mean an existing, or to be installed, storm drain system,
a swale, ditch or other form of surface water flow collection system, a detention or retention pond, or other
stable native site feature or previously installed collection system.
3.01.12 Rockery Thickness: The individual rockery thickness, including the rock filter layer, should be at least
40 percznt of the rockery height. Unless otherwise specified in writing by the rockery "designer" the individual
rocks should be arranged in a single course which, when measured to include the filter layer, is equal to the
required rockery thickness.
4/4/89 Page 4
3.01.13 Rock Selection: The contractor should have sufficient space available so that he can select from among
a Number of stockpiled rocks for each space in the rockery to be filled. Rocks which have shapes which do not
match the spaces offered by the previous course of rock should be placed elsewhere to obtain a better fit.
Rock should be of a generally cubical, tabular or semi - rectangular shape. Any rocks of basically rounded or
tetrahedral form should be rejected or used for filling large void spaces.
Smaller rocks (one to two -man size, or smaller) are often used to create an aesthetically pleasing "top edge" to
a rockery. This is acceptable provided none of the events described in Section 3.01.5 occur, and that people are
prevented from climbing or walking on the finished rockery. This is the owner's responsibility.
3.01.14 Rock Placement: The first course of rock should be placed on firm unyielding soil. There should be full
contact between the rock and soil, which may require shaping of the ground surface or slamming or dropping the
rocks into place so that the soil foundation conforms to the rock face bearing on it. As an alternative, it is
satisfactory to place and tamp crushed rock into the subgrade to tighten it up. The bottom of the first course
of rock should be a minimum of twelve (12) inches below the lowest adjacent site grade.
As the rockery is constructed, the rocks should be placed so that there are no continuous joint planes in either
the vertical or lateral direction. Each rock should bear on at least two rocks below it. Rocks should be placed
so that there is some bearing between flat rock faces rather than on joints. Joints between courses should slope
downward towards the material being protected (away from the face of the rockery).
3.01.15 Face Inclination: The face of the rockery should be inclined at a gradient of about 1:6 (Horizontal: -
Vertical) back towards the face being protected. The inclination should not constructed flatter than 1H:4V.
3.01.16 Voids: Because of the nature of the product used to construct a rockery, it is virtually impossible to avoid
creating void spaces between individual rocks. However, it should be recognized that voids do not necessarily
constitute a problem in rockery construction.
Where voids of greater than six inches in dimension exist in the face of a rockery they should be visually examined
to determine if contact between the rocks exists within the thickness of the rockery. If contact does exist, no
further action is required. However, if there is no rock contact within the rockery thickness the void should be
"chinked" with a smaller piece of rock. If a void of greater than six inches exists in the rear face of the rockery,
it should be "chinked" with a smaller rock.
3.01.17 Filter Laver: In order to provide some degree of drainage control behind the rockery, and as a means
of helping to prevent loss of soil through the face of the rockery, a drainage filter shall be installed layer between
the rear face of the rockery and the soil face being protected. This filter layer should be at least twelve (12)
inches thick; and for rockerys in excess of eight feet in height, it should be at least eighteen (18) inches thick.
It should be composed of four inch minus crushed rock, or other material approved by the geotechnical engineer.
If one of the rockery rocks extends back to the exposed soil face, it is not necessary that the filter rock layer
extend between it and the soil face.
In the event seepage is encountered emanating from a protected face, we recommend the use of a well - graded
filter layer. We do not recommend the use of a geotechnical fabric for other than coverage of relatively small and
isolated seepage areas because it has been the industry's experience that the filter fabric tends to clog rapidly.
This quickly leads to a buildup of hydrostatic pressure which can subsequently cause failure and collapse of the
rockery and is to be avoided.
This clogging is apparently due to the virtual impossibility of achieving full contact between the soil face, fabric
and rock filter material. If full surface contact cannot be achieved, there is often a tendency for the soil materials
to flush from the protected face into the "pockets" in the fabric which leads to the aforementioned clogging.
4/4/89 Page 5
3.01.18 Surface Drainage: It is the owner's responsibility to intercept surface drainage from above the rockery
and direct it away from the rockery to a positive and permanent discharge well below and beyond the toe of the
rockery. Use of other drainage control measures should be determined on a case -by -case basis by the geotechnical
engineer prior to bidding on the project.
Page 6
•
LEGEND
Crushed rock filter material ranging between 4 and 11/2 inches in size and free
of organics, with less than 5 percent fines (silt and clay size particles passing
the No. 200 mesh sieve).
Compacted structural fill consisting of free - draining, organic -free material with a
maximum size of 4 inches. Should contain no more than 5 percent fines
(described above), compacted to at least 95 percent of ASTM D- 1557 -78
maximum density.
_ Tenser SS -1 geogrid, Mirafi, or equivalent reinforcement approved by
geotechnical engineer.
OPerforated or slotted drain pipe with 4 inch minimum diameter bedded on and
surrounded by crushed rock filter material, described above.
® Designates size of rock required, i.e. 4 man.
NOTES
• All fill should be placed In thin lifts not exceeding 10 inches in loose thickness. Each
layer should be compacted to no less than 95 percent of maximium dry density, as
determined by ASTM D- 1557 -78 (Modified Proctor),
• With exception of upper layer, geofabric reinforcement should be wrapped around
exposed fill face and lapped back beneath overlying fill layer a distance of at least
2 feet.
• Thickness of crushed filter rock layer, B, should be no Tess than 18 inches,
• Depth of burial of basal layer of rock, D, should be no less than 18 inches.
• Length of reinforcing geofabric, Lfl, shall be feet.
• Geofabric reinforcement layer spacing Z, and Z2, shall be and feet,
respectively.
• Height of rockery, H, should not exceed feet.
TYPICAL DETAIL
FILL CONSTRUCTION
ROCKERY MORE THAN 8 FT. HEIGHT.
LEGEND
Crushed rock filter material ranging between 4 and 11/2 inches In size and free of
organics, with Tess than 5 percent fines (slit and clay size particles passing the
No. 200 mesh sieve).
Compacted structural fill overbuild.
Compacted structural fill consisting of free - draining, organic -free material with a
maximum size of 4 inches. Should contain no more than 5 percent fines (described
above), compacted to at least 95 percent of ASTM D- 1557 -78 maximum density.
OPerforated or slotted drain pipe with 4 Inch minimum diameter bedded on and
surrounded by crushed rock filter material, described above.
0 Designates size of rock required, i.e. 4 man.
rard
t *iii•
NOTES
• All fill should be placed in thin lifts not exceeding 10 inches In loose thickness. Each layer
should be compacted to no less than 95 percent of maximum dry density, as determined by
ASTM D- 1557.78 (Modified Proctor).
• Thickness of crushed filter rock layer, B, should be no Tess than 18 Inches.
• Depth of burial of basal layer of rock, D, should be no Tess than 18 inches.
• Height of rockery, H, should not exceed feet.
TYPICAL DETAIL
FILL CONSTRUCTION
ROCKERY 8 FT. AND LESS IN HEIGHT.
Proj. No
Drwn.
Checked
Dated
Plate
Fig. A, ROCKERY SECTION
Fig. B. ROCKERY ELEVATION
SCHEMATIC ONLY -- NOT TO SCALE
NOT A CONSTRUCTION DRAWING
NOTES:
Rockery construction is a craft and depends largely on the
skill and experience of the builder.
A rockery is a proteptive system which helps retard the
weathering and erosion process on an exposed soil face.
While by its nature (mass, size and shape of the rocks) it
will provide some degree of retention, it is not a designed
or engineered system In the sense a reinforced concrete
retaining wall would be considered designed or engineered.
The degree of retention achieved Is dependent on the size
of the rock used; that is, the mass or weight, and the height
of the wall being constructed. The larger the rock, the more
competent the rockery should be.
Rockeries should be considered maintenance items that
will require periodic Inspection and repair. They should be
located so that they can be reached by a contractor if
repairs become necessary.
Maximum Inclination of the slopes above and behind
rockeries should be 2:1 (Horizontal:Vertical).
Minimum thickness of rock filter layer B.12 inches.
Minimum embedment D -12 inches undisturbed native soil
or compacted fill placed in accordance with report
recommendations.
Maximum rockery height H A feet.
Rockeries greater than 8 feet in height to be installed
under periodic or full time observation of the geotechnlcal
engineer.
Unless otherwise specified in writing by the rockery
"designer," all rocks placed in the lower two-thirds of the
wall should be 5 to 6 man rock, 4000 lbs. or larger. Rocks
placed above this level should gradually decrease in
size with increasing wall height using 3 to 5 man rock,
700 to 6000 lbs,
The long dimension of the rocks should extend back
towards the cut or fill fence to provide maximum stability.
Rocks should be placed to avoid continuous Joint planes in
vertical or lateral directions. Each rock should bear on two
or more rocks below it, with good flat -to -flat contact.
All rockeries over 4 feet in height should be constructed on
basis of wall mass, not square footage of face.
Approximate Approximate
Size Weight - lbs. Diameter
1 Man
2 Man
3 Man
4 Man
5 Man
6 Man
50.200
200-700
700 -2000
2000-4000
4000 -6000
6000 -8000
12.18"
18 -28"
28-36"
36-48"
48-54"
5450"
Reference: Local quarry weight study using average weights
of no less than six rocks of each man size conducted in
January, 1988.
LEGEND:
±ar r41„rY
ltl
0
Drainage materials to consist of clean
angular well- graded quarry spells, with 4 -inch
maximum size, or other material approved by
the geotechnlcal engineer.
Surface seal; may consist of impervious soil
or a fine tree draining granular material.
Undisturbed firm Native Soil.
Drain pipe; 4 -Inch minimum diameter,
perforated or slotted rigid plastic ADS pipe
laid with a positive gradient to discharge
under control well away from the wall.
Pro). No. Drwn. Date
TYPICAL ROCKERY DETAIL
NATIVE CUT, ANY HEIGHT OVER 4 FT.
Checked
Date
SEQUENCE OF EVENTS FOR CONSTRUCTION OF CRIBLOCK
RETAINING WALL.
1. Remove the existing rockery.
2. Excavate the footing for the CRIBLOCK retaining wall. The footing is prepared on a
1:4 batter.
3. Begin laying the base of the wall onto the native, dense material.
4. The wall is constructed in 2 1/2 foot vertical lifts. All backfill and drain material is
placed and compacted. Then another lift is constructed, repeating the process until
the wall is completed.
5. The backslope behind the wall is graded to meet the design specifications.
6. The wall face and the slope behind the wall are planted as specified in the drawings.
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PRELIMINARY CRIBLOCK RETAINING WAWA DESIGN CRITERIA
DATE W2 I /91
PROJECT NAME CCl41.kg PROJECT NUMBER 2 /0
I� 447 T_?
SOIL DENSITY
SOIL, INTERNAL ANGLE OF FRICTION
EQUIVALENT FLUID PRESSURE
ALLOWABLE SOXL BEARING PRESSURE
METHOD OF ANALYSIS
300
3000 P ;:i
This 1s a preliminary analysis and 1s not to be used for construction,
not consider stability of the soil beyond the interface of the soil and
verified by a Professional Soils Consultant, Results of this review to
for construction.
This analysis includes retaining wall stability only, it does
the wall. The above criteria and loading conditions are to be
be delivered to Design Edge Services, Inc., prior to release
NATIVE LltJDISTURSEP
Soy L
ptlAIPJAG& SYSTEM
BY oTh &i1S
AJ A L r. / _.r • •
4
DATE
PROS ECT NAME G.) L� S jAIZ G E kJ re PROJECT NUMBER 324_
The following ate preliminary wall configurations and are to be used for construction,
_ Eta_..... _JO._ _. E, ts. Sp.....ii.9] l
1 1 ` 141 2,31 z7 go 70S-
1.22 �Y 3' 6 2,2% oo 663
1 / +. 141 z 3.70 ac;t I2xo2
11: I s I 3,10 3,31 z4.11 24 s,3
F
Criblockr ,,_ tabling Walls
SOLUTIONS FOR EARTH RETENTION
02276 CRI
BuyLine 4702
�i
f
Since its introduction to the United States over a decade ago,
Criblock has gained nationwide acceptance and has con-
structed walls from coast to coast. Over 1 million square feet
was erected in 1988 alone.
An interlocking, modular system, Criblock offers versatility in
the application area as well as being a cost effective solution
to your retaining wall needs.
Using component technology, the Criblock system can pro-
duce dramatic and imaginative results. Curves, angles, tiers
or steps, the only limit is the designers imagination.
From design to manufacture to construction, Criblock is a
leader in the earth retention industry.
6" I 6' 10 -i - -i 17- 9.5"
I FALSE HEADER
10" 0- 3' .
i 3' HEADER
T7,, FRONT STRECTHER
6" -I -1
I I
BACK STRECHER
4' -6" HEADER
3, -9„
{ CLOSED FACE PANEL
2' -7.5"
.esi ...n Services
SURCHARGE
SLOPE ANGLE
VARIES
..,\ i
rrr STRECCHER (nP)
i
.4' -6 "HEADER
i '" t (nP)
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110.61r10 HEADER i
''
to‘I'MOnULE Q
is1.11•11116 1-c'
M
7r6
BACK STRETCHER
W
SINGLE DEPTH WALL
Z
DOUBLE DEPTH WALL 2
W
TRIPLE DEPT W ALL
-----"1
'EMBEDMENT
(WIN)
2
FALSE HEADER
FRONT STRECHER
4' -6" HEADER
BACK STRETCHER
In -house engineering capabilities allow Criblock to provide
assistance at all phases of a project. Preliminary feasibility
studies, cost estimates, plans, specifications, and construction
detail drawings all contribute to the ability to carry a reten-
tion need from concept to completed structure.
The precast Cribicu r<t,o rust, •trr, nt,tnnt,rr, d
dry -pack rneth(,(I c,rrrenor ,inci v ,!`r' nl,fln-
tarned through ti u• ,r,r of foil∎ dui( ,n dttgl n,,rt huuv, A kircr,n
inscvltury kept un h,lnri tr, tm,.rcit. ,t r,tpui rt,,,pur-,r• twie
for c on"Uuc t ( r yck.
We have a full staff of construction crews who use Criblock's
component technology, and a philosopy of "one man, one
block" k) construct an extremely cost efficient retaining wall
in a minimum number of days,
Because of their a,,.thetic bards( aping r ox,ilk .are
being used more and more in various highway ,applir atuua�.
The design flexibility afforded by crihwalls allows for both
vertical and battered wall designs. Vertical crihwalls are most
commonly used when there is limited right -of -way in which
to place the wall. Typically, these walls utilize a closed face
panel inserted inside the front of the wall to retain the soils
within the wall. Several installations have made use of an
acrylic rotor- coating applieri try the surface of the finished
wall for ardtiter tuna! continuity with surrounding structures.
lications
When designed in consultation with a geotechnical
engineer, Criblock retaining walls offer one of the most ver-
satile and cost effective earth retention methods available for
water applications. The precast, modular units can be con-
structed in otherwise inaccessible locations. The simplicity of
the system requires a minimum of heavy equipment.
Numerous methods have been successfully used to prevent
scouring of the face of the wall. Precast closure panels can be
inserted into the front of the wall in areas where heavy water
flow is encountered. Where flow rates allow, wire mesh can
be placed in the front of the cells in lieu of the panels. When
combined with a rock backfill and filter fabric, both of these
methods have proven to be extremely versatile designs.
4
AmnonI
■ 1'"�'1�1 II
= Ir- -r =I.— 1.--- I
Because Criblock is an interlocking, modular system it is
ideally suited for use on these higher, cut walls. Criblock re-
taining walls do not require temporary shoring in most cut
applications. The interlocking, modular crib components
offer the advantage of the "slot -cut" method of construction.
Slot- cutting eliminates the need for temporary shoring and
requires no special equipment or conditions.
The "slot- cutting" process involves the use of deep, but
shorter cuts to provide the grades needed for wall construc-
tion. When done under the supervision and direction of a
qualified soils engineer, these short but deep cuts do not
undermine the stability of the slope being excavated. Slot -
cutting is done in phases that include both excavation and
wall construction.
The initial phase usually involves making a 50 -70 foot cut at
one end of the wall. This cut resembles a sort of notch with a
steep backslope. Criblock wall is then stacked and backfilled
within this "slot" in a pyramid fashion. (See diagram "A ")
Once the toe of the excavation has been stabilized with crib -
wall, then another 40-50 feet of excavation is opened up.
Each slot is stabilized with completed cribwall before the
next is cut. Successive cuts allow earlier portions of the crib -
wall to be topped out to finished grade elevations.
50'
1st OPEN CUT
-NN • 2 ��,rw■ •
1.:�,,;�. ��1� 02276 CR!
• f- f�� mm1 °l -gym- BuyLine 4702
/ff�ll�4l. •
25'
2nd OPEN CUT
1st CONSTRUCTION
TYPICAL "SLOT CUT" CONTRUCTION PROCEDURE:
1) IMMEDIATELY AFTER 2nd CUT, AREAS A AND 13 ARE OPEN.
2) AFTER 1st CONSTRUCTION 15 COMPLETED, AREA B 15 OPEN.
3) NEXT STEP IS TO MAKE 3rd CUT, RESULTING IN AREAS 13
AND C BEING OPEN. THE 2nd AND 3rd CONSTRUCTION
SHOULD PROCEED.
2nd CONSTRUCTION 3rd CONSTRUCTION
NOTES:
1) 25' & 50' "SLOTS" ARE SHOWN ABOVE. ACTUAL LENGTH
CAN VARY, AND MUST BE AS SPECIFIED BY SOIL ENGINEER.
2) STEPS IN WALL ALONG TERMINAL EDGE OF EACH
CONSTRUCTION SEQUENCE CAN VARY IN CONFIGURATION
(STEEPER OR SHALLOWER).
3' -0" HEADER
EMBEDMENT
SCALE: 1" - 6"
FRONT STRETCHER
FALSE HEADER
OF REQUIRED) STEP OPTION
.p■
CONCRETE
4' -6"
HEADER
PAD VERTICAL OPTION
5
Noise pollution has become one of the foremost concerns of
roadway and commercial planners. The effect of noise on
existing residential areas has become a major issue in many
urban areas. The Sound Barrier uses the Criblock system's
inherent qualities of quick construction and noise deadening
face to address the need for a cost effective, sound atten-
uation system.
The Sound Barrier has been tested, using a FHWA perfor-
mance model, to average an insertion loss (the difference in
sound levels before and after the barrier is installed) of 17.5
dBA.
Criblock engineers each cribwali for optimum design. The
need for multiple depths depends upon several factors such
as: wall height, type of surcharge and specific soils con-
ditions. The number of wall depths is then adjusted to
guarantee proper factors of safety for sliding and overturning,
and to distribute the weight of the wall over a base width
acceptable to the specific bearing capacity of the site
material.
In addition to varying the number of crib depths used, the
height of each depth is adjusted to offer the most efficient use
of the crib material and to distribute the weight of the struc-
ture optimumly between the toe and the heel of the wall. For
example, a wall 25 feet high might break out to require 15
feet of single depth, 6 feet of double, and 4 feet of triple
depth.
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•
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1.+.��. -. 7... �r ^�..r ,~~„� ^tea . w
Perhaps one of the most unique feature advantages of the
Criblock system is the aesthetic value of being able to land-
scape the face of the cribwali. The open cells that compose
the face of the wall readily lend themselves to various land-
scaping concepts. Because the wall is typically built on a
batter of 4:1 (vertical:horizontal) the sloped face of the wall
retains the recompacted soils at a slope condusive to sup-
porting plant life. The battered face of the wall also simplifies
the irrigation design should irrigation be called for,
Criblock walls can be landscaped in almost any climate.
Typically, native plant varieties that require little or no ad-
ditional irrigation are used. Planting of the wall face is usually
accomplished by "hydro-seeding" and /or handplanting
6
schemes that can include multiple growth stages that may
allow for heartier, rapid growth plants to fill in during the
initial stages while the more colorful plants have time to take
root and develop. Numerous landscaping themes have been
successfully used in cribwalls. These themes require that
various constraints be considered, such as: walls in highly
visable locations requiring colorful and dense growth; walls
for highway projects that must utilize native plant varieties
but cannot be irrigated; plantings that are low maintenance
for use in areas with limited access; subterranean walls that
receive little or no direct sunlite; and plantings designed to
endure the rigors of extreme temperatures found at altitudes
over 8,000 feet.
PART I — SCOPE
This Specification sets out requirements for the design, materials,
manufacture and construction of pre -cast, reinforced - concrete cribwall
systems.
'CRIBLOCKTM' cribwall units are the basis for this specification.
'CRIBLOCKTM' Standard Plan Sheet 1 is incorporated into and made a
part of this specification.
1.1 — DESIGN OF WALL SYSTEM:
The face of the wall shall consist of a grid of concrete members, with
(ace inclined at a slope of 4 vertical to 1 horizontal, or as specifically
designed for a particular job. Horizontal members are termed "Front
Stretchers." Non - standard stretcher lengths required to complete the end
of a wall, are termed "Closers ". The face members shall be connected by
transverse members termed "Headers" to a similar grid of "Back Stretch-
ers", parallel to the face and located so that the overall thickness of the
wall Is not less than 3 feet. Additional spacers between the stretchers in
the front and back grids may be used if the system requires it, and are
termed "False Headers ", Headers shall be perpendicular to the face of
the wall,
The system may allow for the addition of one or more grids of
members, parallel to the face and situated behind the structure described
above, Such additional grids shall be connected to the grid in front of it
by an interlocking header system. This constitutes a multiple -depth wall,
as detailed on 'CRIB LOCKTM' Standard Plans.
The space between the face and the back of the wall shall be filled
with free draining rock, or well-compacted soil. The overall stability of
the structure when assembled shall be such that this compaction may be
carried out without displacing the members.
These specifications do not purport to provide a basis for engineering
analysis of the overall wall system.'CRIBLOCKTM' Standard Plans furnish
some of the basic information used in analyses. A qualified Engineer can
provide information as required.
PART 2 — MATERIALS
2.1 — CEMENT:
Cement shall conform to the requirements of ASTM C 150.
Cement shall be either Type II or Type V, depending on ultimate use of
product.
2,2. — AGGREGATES:
Fine and coarse aggregates shall comply with the requirements of
ASTM C 33. Aggregates failing to meet this specification but which have
been shown by special test to produce concrete meeting requirements of
"QUALITY OF CONCRETE" may be used.
2.3 — WATER:
Water shall be potable and free from any substances deleterious to
concrete or reinforcement.
2.4 -- ADMIXTURES:
Air-entraining admixtures, if used shall comply with ASTM C 260.
Chemical admixtures used, shall comply with ASTM C 494.
7
MEW
"nom' air • am:imis• BUyLine 4702
2.5 — REINFORCEMENT:
Steel reinforcements shall conform to one of the following ASTM stan-
dards, as appropriate: A 615, A 616 or A 617. Yield strength of steel shall
be 60,000 psi. minimum. The reinforcements shall be free from damage
and contamination.
2.6 — CORROSION PROTECTION:
Where units are to be used in maritime atmosphere or In direct contact
with seawater, reinforcing steel shall be protected against corrosion by
hot dip galvanizing at a rate of at least 2 ounces per square foot. The
galvination shall be in accordance with ASTM A 123, Alternatives to
galvanization to be submitted for approval on a case by case basis, in-
clude chemical coating such as SCOTCHKOTE
2.7 - CONCRETE COVER TO REINFORCEMENT:
The minimum cover to reinforcing steel shall be 1 -1/4 Inches (See ACI
318 -77, Section 7.72).
2.8 — DRY MIX CONRETE:
Concrete for use in the dry-mix press process shall yield an end pro-
duct with a minimum concrete compressive strength at 28 days of 3000
psi. and with a surface dry density equal to at least 95% of the density of
a unit manufactured by a wet -mix process using the same type and
source of aggregates.
2.9 — MANUFACTURE OF UNITS
TOLERANCES FOR INDIVIDUAL UNITS:
The length and width of all units shall be within ± 1/8 inch of the
specified design dimension.
2.10 — FORMED SURFACES
All surfaces of units shall have a uniform appearance free from
honeycombed areas,
2.11 — TESTING AND INSPECTION:
Acceptability of the cribbing units will be determined on the basis of
compression tests and visual inspection. The precast units shall be con-
sidered acceptable when compression test results indicate strength will
conform to 28-day specifications. The contractor or his supplier shall fur-
nish facilities and perform all necessary sampling and testing in an ex-
peditious and satifactory manner. Units shall be considered acceptable
for placement in the wall when 7-day strengths exceed 65% of 28-day
requirements.
PART 3 — CONSTRUCTION
3.1 — EXCAVATION
A bench of excavation to sound material shall be made for the base of
the cribwall. Unless shown otherwise on the project plans, the benches
shall be horizontal in the line of the wall and have a fall of 1 to 4 from the
front to the back of the excavation. The depth of the excavation shall be a
minimum of 1.0 feet below the proposed finished ground level at the
front face of the wall, or as shown on the project plans.
Finished base excavation to within 0.5 inches of base elevation shall
include vertical steps where plans indicate base of wall is to step,
Unless shown on the plans, a concrete base slab shall not be required.
After verification by the Soils Engineer for base -soil adequacy, wall is
initiated by placing first course of stretchers directly onto base soil.
A maximum of 2 inches of sand or fine gravel may be used for bedding
material below the bottom source of stretchers, if the contractor desires.
CRIBWALL CONSTRUCTION
The cribwall shall be placed in horizontal lifts. No more than 3 lifts
shall be placed before backfilling.
The units shall be placed in a uniform pattern as shown on the draw-
ings or as approved by the Engineer. Walls shall be provided with back
stretchers for the full height of the wall, except top course. Refer to
'CRIBLOCKTI Standard Plans.
Top course of headers shall consist of full headers only.
3.5 — BACKFILLING
MATERIAL:
Back(ill material shall consist of either a well - graded crushed rock of at
least 1 -inch diameter, or a soil reasonably free from organic and other-
wise deleterious materials and conforming to the following gradation
limits as determined by AASFITO T -27:
Sieve size Percent Passing
3 inches 100
No. 200 10-25
In addition, if the fraction finer than the 4200 mesh sieve is between
15% and 25 %, the backfill must conform to the following requirements.
a. The Plasticity Index (P.I.) as determined by
AASHTO T -90 shall not exceed 15 unless
approved in writing by the Engineer. But
in any event shall never be greater than 22.
b. The fraction fanner than 15 microns (0.0015
mm) as determined by AASHTO T -88 shall
not exceed 15 %.
c. The material when compacted to 90% of
AASTO T -99 at optimum moisture content
shall exhibit an internal angle of friction of
not less than 30 degrees as determined in
a standard direct shear test. (AASHTO T -236).
d. The cohesion as determined by Standard
Direct Shear or Triaxle Shear tests shall fall
within the range of 50 to 150 psf.
Intent of this specification is that backfill material within the wall shall
be structurally strong and in addition exhibit sufficient cohesion to effec-
tively resist wind and rain erosion, but that cohesion not be so excessive
as to create problems with compaction. Wall backfilled with sand need
closed faced panels or UV rated filter fabric to prevent erosion,
3.3 — PLACING
No more than 2 -1/2 courses of crib framework shall be unfilled before
backfill operations begin.
Drainage of the areas behind and above the cribwalling should be con-
sidered, taking care to insure that drainage is diverted from going over
the face of the wall.
3.4 — COMPACTION
Unless otherwise specified by soils report, compaction within the crib-
bing framework shall be too minimum of 90% relative compaction per
the standard proctor. For ingle -depth walls and for the front cell of
multiple -depth walls, compaction tests shall be taken at the center of the
crib cell, approximately one -third of the distance from back stretcher to
front stretcher. For all other cells of multiple -depth walls, tests shall be
taken centered in the cell. Minor chipping and cracking of units shall be
acceptable with the approval of the Engineer,
Criblocle Retaining Walls
tQ Southern California 0 Northwest
1531 Grand Avenue 1863 Killarney Way
San Marcos, CA 92069 Bellevue, WA 98004
1- 800 - 323 -CRIB 1. 800.323 {RIB
0 Central California
17151 Newhope Street
Suite 202
Fountain Valley, CA 92708
1.800. 323 -CRIB
0 Bay Area, California
7080 Donlon Way
Suite 212
Dublin, CA 94568
1- 800. 323 -CRIB
Southwest
Post Office Box 1157
Del Valle, TX 78617
1-800-323-CRIB
512- 389 -0270
Fax 512 - 385 -5462
0 Mid - Atlantic
Route 925 North 165
Waldorf, MD 20601
1-800-323-CRIB
0 Southeast
6410 Atlantic Boulevard
Suite 125
Norcross, GA 30071
1-800. 272.2742
404-242-1918
Fax 404-368-8051
Q Rocky Mountain
5320 West Quarles Drive
Littleton, CO 80123
1-800-727.2600
303.933 -1133
Fax 303 - 933 -3442
Q Northeast
A 9 Parker Road
Morristown, NJ 07960
1-800-873-CRIB
201 - 285 -5195
Fax 201 - 644-0899
Retaining Walls Northwest, Inc.
Lic N MT AI -WN 11501
S D
SPEJCAVI#ON
OCK
FOR:
1299156th Ave, N.E. #L -150 • Bellevue, WA 98007
(206) 747 -0956 • 1-800-877-0956 • Fax (206) 747 -5892
I. SCOPE
2. DESIGN
3. MATERIALS
4. CONSTRUCTION
5. METHOD OF MEASUREMENT AND PAYMENT
SCOPE
This Specification sets out requirements for the design, materials, manufacture and construction of pre-
cast, reinforced concrete cribwall systems.
Bidder's attention is called the fact that "CRIBLOCK" cribwall units are the basis for this specification.
" CRIILOCK" Standard Design Table & Dimension Packet is incorporated into and made a part of this
specification.
MI statements and values used in this STANDARD SPECIFICATION are for normal applications and
may be changed as required by a qualified engineer.
DESIGN
The face of the wall shall consist of a grid of concrete members, with the face inclined at a slope of 4 feet
vertical to 1 foot horizontal, or specifically designed for a particular job. Horizontal members of such a
grid are termed "Front Stretchers ". Where non - standard stretcher lengths are required to complete the end
of a wall, they are termed "Closers." The face members shall be connected by transverse members termed
"Ileaders" to a similar grid of "Back Stretchers," parallel to the face and located so that the overall
thickness of all is not less than 3 feet. Additional spacers between the stretchers in the front and back grids
may be used if the system requires it, and are termed "False Headers." Headers shall be perpendicular to
the face of the wall.
The system may allow for the addition of one or more grids of members, parallel to the face and situated
behind the structure described above. Such additional grids shall be connected to the grid in front of it be
an interlocking header system. This constitutes a multiple -depth wall, as detailed on "CRIBLOCK"
Standard Plans.
The space between the face and the back of the wall shall be filled with free - draining rock or well -
compacted soil. The overall stability of the structure when assembled shall be such that this compaction
may be carried out without displacing the members.
A minimum embedment of 1 foot below final grade is required.
These specifications do not purport to provide a basis for engineering analysis of the overall wall system.
"CRII3LOCK" Standard Plans furnish some of the basic information used in analysis. A qualified engineer
can provide information as required.
MATERIALS
CEMENT:
Cement shall conform to the requirements of ASTM C150 and shall be stored and handled so that
it is protected against deterioration or contamination at all times.
Cement shall be either Type III or Type II depending on the ultimate use of the product.
AGGREGATES:
Fine and coarse aggregates shall comply with the requirements of ASTM C33. Aggregates
failing to meet this specification but which have been shown by special test to produce concrete
meeting requirements of "QUALITY OF CONCRETE" may be used. See also "DESIGN MIX."
WATER:
Water shall be potable and free from any substances deleterious to concrete or reinforcement.
ADMiXTURES:
Under normal production methods adtnixtures are not used. however, air - entraining admixtures,
if used, shall comply with ASTM C260. Chemical admixtures such as water reducing admixtures,
retarding adtnixtures, accelerating adtnixtures, water - reduction and retarding admixtures, and
water reducing and accelerating admixtures, if used shall comply with ASTM C494.
REINFORCEMENT:
Steel reinforcement shall conform to one of the following ASTM standards, as appropriate: A615,
A616 or A617. Yield strength of steel shall be 60,000 psi minimum. The reinforcement shall be
free from damage and contamination. It shall be clean and free from all loose mill scale, dust,
loose rust, and coatings such as paint and oil immediately before use in concrete.
DESIGN MIX
A qualified materials laboratory shall prepare a design specifying relative quantities of cernent, water,
aggregate and adrnixtures necessary to obtain required minimum concrete strength and durability.
Manufacturer may use his own design mix which has been tested and proven to meet the strength
requirernents. This mix design shall be specific to the aggregates in use and shall be available from the
manufacturer.
QUALITY OF CONCRETE
DRY MiX CONCRETE:
Concrete for use in dry-mix press process or normal wet -mix process shall yield an end product
with a minimum concrete compressive strength at 28 days of 3,000 psi, or 2,400 psi at 7 days.
MANUFACTURE OF UNITS
TOLERANCES FOR INDIVIDUAL UNITS:
The length of headers, stretchers and closer shall be within +/- 1/8 inch of the design value. The
width of all units shall be within +/- 1/8 inch of the approved design value.
FORMED SURFACES
The sides of the units which bear against other units shall be constructed so that the finished units will
meet the tolerances specified in "TOLERANCES FOR INDIVIDUAL UNITS" and so that the units may
be stripped without damage to the concrete.
REINFORCING STEEL
PLACING REINFORCEMENT:
Reinforcement shall be placed and maintained in the design positions within +/- .50 inch, but
without reducing the minimum cover specified.
CONCRETE COVER TO REINFORCEMENT:
The minimum cover to reinforcing steel shall be 1 -1/4 inches, in accordance with ACI 318.
CORROSION PROTECTION:
Where units are to be used in maritime atmosphere or in direct contact with seawater, reinforcing
steel shall be protected against corrosion by hot dip galvanizing at a rate of at least 2 ounces per
square foot. The galvanization shall be in accordance with ASTM A123. Alternatives to
galvanizing, to be submitted for approval on a case -by -case basis, include chemical coatings such
as SCOTCHKOIE. The above treatment shall be applied only after completion of any and all
fabricating processed such as bending and welding.
MARKING
Each "pallet" of block shall be individually marked with its date of manufacture. Such marking shall be of
sufficient durability to withstand a minimum of 12 months exposure to the elements.
TESTING AND INSPECTION
Acceptability of the cribwall units will be determined on the basis of compression tests and visual
inspection. The precast units shall be considered acceptable regardless of curing age when compression
test results indicate strength will conform to 28 -day specifications. The contractor or his supplier shall
furnish facilities and perform all necessary sampling and testing in an expeditious and satisfactory manner.
Units shall be considered acceptable for placement in the wall when 7 -day strengths exceed 65% of 28-
clay requirements.
ACCEPTANCE OF UNITS ON SITE
MI units shall be subject to final acceptance on site. Where the contract includes the construction of the
wall, it shall be the contractor's responsibility to ensure that all units are erected in an undamaged
condition.
The project engineer's representative may carry out such tests or measurements as he /she thinks fit to
satisfy himself /herself that the units delivered to the site are equal in quality to the approved design.
Where these tests arc of a destructive nature and units prove acceptable, the cost of the units as delivered
to the site of testing will be an additional charge to the contract.
CONSTRUCTION
Cribwall construction shall be in reasonably close conformity to the lines, grades, design and dimensions
shown on the plans and as established by the project engineer by means of surveyed staking.
EXCAVATION
A bench of excavation to sound material shall be made for the base of the cribwall. Unless shown
otherwise on the project plans, the benches shall be horizontal in the line of the wall and have a fall or 1 in
4 from the front to the back of the excavation.
Finished base excavation to within 0.5 inches of base elevation shall include vertical steps where plans
indicate base of wall is to step.
CRLOWALL CONSTRUCTION
The cribwall units shall be handled and placed in such a manner that no damage is caused to the seating
areas.
The first course of units shall be stretchers (or closures) unless shown otherwise on the drawings. Care
shall be taken in the placement to ensure finn bedding against the base soil.
The cribwall shall be placed in horizontal lifts. The cribwall units shall be placed in a uniform pattern as
shown on the drawings or as approved by the engineer, Walls shall be provided with back stretchers for
the full height of the wall, except the top course. Refer to "CRIBLOCK" Standard Plans.
The top course shall consist of full headers only. No back stretchers are required on top course.
CORNERS:
Where wall join at an angle, it may be necessary to saw -cut stretchers to provide a neatly joined
corner. Walls greater than 5 courses high may require special treatment of headers.
CURVED WALLS:
Where a wall is curved in the plans to a radius of less than 100 feet, saw -cuts will be made where
necessary to ensure that the gap between stretchers is uniform.
BACKFILLING
MATERIAL:
Backfill material shall consist of either a crushed rock or a soil reasonably free from organic and
otherwise deleterious materials.
Backfill material within the wall shall he structurally strong and in addition exhibit sufficient
cohesion to effectively resist wind and rain erosion, but that cohesion shall not be excessive as to
create problems with compaction.
PLACING:
Care shall be taken not to disturb the alignment of the units during backfilling and compaction
operations. The areas behind and above the cribwall shall be backfilled to the finished
configuration shown on the project plans, taking care to insure that drainage is diverted from
going over the face of the wall.
COMPACTION:
Unless otherwise specified by the soils report, compaction within the cribbing framework shall be
a minimum of 90% relative compaction per ASTM I)1556. For single -depth walls and for the
front cell of multiple -depth walls, compaction tests shall be taken at the center of the crib cell,
approximately one -third of the distance from back stretcher to front stretcher. For all other cells
of multiple -depth walls, tests shall be taken centered in the cell.
EROSION CONTROL
Measures must be taken to prevent erosion both during and after construction. Runoff must be channeled
or diverted from the backslope of the wall to prevent the surface water from washing out the fill material.
This is the responsibility of the owner unless otherwise specified in the contract documents.
METHOD OF MEASUREMENT AND PAYMENT
Where the contract includes construction of the wall the work will be measured and paid for by the area of
the face of the wall (on the slope) measured from the bottom of the base stretcher to the top stretcher.
Where the contract if for the supply of units only, payments shall be per unit delivered as ordered.
NOTE: SPECIAL INSPECTION REQUIRED
It is required, as a condition of these structural calculations, that a member of the Retaining Walls
Northwest, Inc. staff field inspect and approve the construction of this cribwall project. Retaining Walls
Northwest, Inc. will not accept any responsibility for any cribwall project designed and/or constructed
without written final approval from a Retaining Walls Northwest, Inc. staff member.
t"
Retaining Walls Northwest, Inc.
Lic # RET AI -WN 11501
TABLES
1299 156th Ave. N.E. #L -150 • Bellevue, WA 98007
(206) 747 -0956 • 1 -800- 877 -0956 • Fax (206) 747 -5892
DESIGN TABLE
SURCHAgGE
TOTAL
HEIGHT
MAXIMUM HEIGHTS (FEE F)
WAIL
TYPE
HI
142
H3
H4
115
Id
d
14
14'
C•41
12'
Id
Id
Id
19
14
17
I2'
18'
20
15'
15'
C•42
gib
Id
IN
I3'
Is
I'
15'
7'
C -42
C -42
13
Id
1r
9'
—
• -
22
le'
1 1'
3'
S'
C-43
_
20'
II'
II'
7'
C-43
22'
I r
IN
---17-
3
3'
24
1 1'
22
3d
13'
IN
10'
Id
5'
7'
5'
26'
I r
12'
3'
13'
Id
C• 43
'F
28'
11'
12'
5'
13
10
7'
2'
30'
1 1'
12'
7'
13'
Id
7'
4'
32'
11'
12'
9'
1S
Id
7'
d
34
I I'
12'
I r
IN
Id
7'
6'
36'
30'
1 I'
I r
12
I2'
10'
Id
3'
5
I d
C • 4 4
7'
40'
1 1'
12'
10'
7'
Id
7'
7'
42'
11'
12'
Id
9'
IC'
7'
7'
4
I r
11
10'
10'
44
46'
1 I'
1 1'
12'
12'
Id
Id
9
9'
2'
4'
C -45
21 LEVEL
iS
8'
C -41
12
10'
Id
14
14'
12'
12'
3'
Id
19
14
2'
18'
20
15'
15'
C•42
gib
Id
IN
I3'
3'
5
22'
15'
7'
C -42
2d
13
7'
15'
9'
—
• -
22
IN
9'
3'
S'
C-43
_
24
IN
II'
7'
C-43
3d
22
IN
---17-
3
3'
C•A4
CV
22
3d
13'
IN
10'
Id
5'
7'
5'
34
C -43
1d
31'
13'
Id
8'
7'
IN
w'
It
--� _
13
10
7'
2'
3'
10'
3'
34
13'
Id
7'
4'
5'
C -44
3d
1S
Id
7'
d
7'
38'
IN
Id
7'
6'
9'
4 d
4 0'
13'
I d
7'
7'
S
42'
13'
Id
7'
7'
5'
C -45
4 4
13'
IC'
7'
7'
7'
21 LEVEL
8'
Id
d
10'
C•AI
12
12'
12
14
14'
11'
3'
Id
I6'
1 r
2'
18'
20
15'
15'
C•42
18'
11'
7'
22'
15'
7'
ad
1 1'
9'
15'
9'
—
• -
22
24
11'
1 t
8'
e'
3'
S'
C-43
-w
2d
11'
d
7'
C-43
3d
20'
11'
8'
d
3'
C•A4
15'
3d
1 r
8'
d
5'
34
15'
1d
32
1 1'
8'
6'
7'
IN
w'
It
3 4
1 1'
8'
6'
6'
3'
10'
3'
36'
11'
d
6'
6'
5'
C-45
38'
11'
8'
d
d
7'
4d
1 I'
d
6'
d
9'
21 LEVEL
d
Id
5
10'
C-41
12
12'
14
14'
Id
16'
18'
20
15'
15'
3'
5
C•42
22'
15'
7'
24
15'
9'
26'
15'
I t
24
15
Id
3'
C-43
3d
15'
10'
S
32
15'
Id
7'
34
15'
1d
9'
3d
IN
w'
It
38'
15'
Id
10'
3'
C -44
40'
IN
10'
Id
5'
42'
IN
Id
Id
7'
44
15'
Id
Id
9'
4 d
15'
10'
10'
11'
WALL TYPES
NOTE: SEE PAGE 2 FOR DESIGN ASSUMPTIONS
SOUTHERN OFFICE
1531 GRAND AVENUE
SAN MARCOS, CA 92069
(619) 471-2500
(800) FOR WALL
Retaining Walls Company
CRIB RETAINING WALL
DESIGN TABLES
NORTHERN OFFICE
800 E, GRANT LINE ROAD
TRACY, CA 95376
(209) 832 -2600
(800) 540 CRIB
DRAWING NO. 1 OF 6
REVISED 5/91, 11115 EDIEION SUPERSEDES ALL PREVIOUS EDITIONS
PRC•911
r•f" I'
IW
1z
lid
la 1
z
l:
a
DESIGN NOTES:
1) A CRIBWALL ACTS AND MUST BE DESIGNED AS A GRAVITY -TYPE
RETAINING WALL.
A) SLIDING RESISTANCE IS GENERATED BY INTERNAL SOIL FRICTION (0),
COEFFICIENT OF SLIDING ALONG BASE • TAN 0
B) AVERAGE DENSITY OF CRIBWALL IN PLACE IS TAKEN TO BE 125
POUNDS PER CUBIC FOOT (BASED ON 120 AND 150 FOR SOIL AND
CONCRETE, RESPECTIVELY).
C) A VERTICAL LOAD EQUAL TO 1/3 THE HORIZONTAL LOAD IS
APPLIED AT THE REAR OF THE WALL (ALONG ANALYSIS PLANE).
2) EFFECTIVE DEPTH OF WALL IS FROM FRONT OF FRONT STRETCHER TO
SURCHARGE BACK OF BACK STRETCHER.
3) TO ATTAIN NECESSARY BASE WIDTH FOR WALL STABILITY, HEADERS
CAN BE INTERLOCK - STACKED TO CREATE A MULTI -UNIT BASE.
(SEE TYPICAL MULTIPLE -DEPTH WALL CROSS- SECTION, SHEET 4 OF 6 ),
4) DRAINAGE BEHIND WALLS SHALL BE AS SPECIFIED BY SOILS ENGINEER,
MANUFACTURER RECOMMENDS AS A MINIMUM THE FOLLOWING: 4" PERFORATED
PVC PIPE ENCASED IN 3 CUBIC FEET /FOOT OF 3/4" CRUSHED ROCK
WRAPPED IN FILTER FABRIC.
w ; n.
5) AS SEEN BY EXAMINATION OF THE DESIGN TABLE, EACH WALL TYPE (C -41,
C -42, ETC.) IS BUILT A MINIMUM OF 2 COURSES. FOR EXAMPLE, A
12- COURSE WALL COULD HAVE 12 COURSES OF C -41, OR 10 COURSES OF
C -41 AND 2 OF C -42, BUT y2I II COURSES OF C -4I AND 1 OF C -42.
6) THE DESIGN TABLE INCLUDES DMA FOR SURCHARGE LOADING CONDITIONS,
ASSUMPTIONS SPECIFIC TO EACH OF THESE ARE AS FOLLOW:
A) 2' PLUS TRAFFIC
EQUIVALENT FLUID PRESSURE • 30 PCF.
2' PLUS TRAFFIC • 4' LEVEL SURCHARGE.
0 • 30°
TAN 0•.58
e) 2: I SLOPE
EQUIVALENT FLUID PRESSURE • 43 PCF.
(BASED ON RANKINE'S FORMULA, 0 • 30 °)
TAN 0 • .58
,_.C) liZ:l SLOPE
EQUIVALENT FLUID PRESSURE • 55 PCF.
(BASED ON RANKINE'S FORMULA, 0 ■ 33 °41')
Id•34•
TAN 0 • .67
D) 2' LEVEL
EQUIVALENT FLUID PRESSURE • 30 PCF.
0. 30•
TAN 0•.58
ALL DESIGN DATA ARE BASED ON IA:I WALL SLOPE.
7) ASSUMPTIONS NOTED IN 6) ABOVE ARE GENERAL, AS ARE DATA IN THE
DESIGN TABLE, IN MOST CASES, IT IS APPROPRIATE TO RELY ON A SOIL
INVESTIGATION FOR SPECIFIC ALLOWABLE FOUNDATION PRESSURES AND
LATERAL LOADING, AS WELL AS OTHER SOIL PARAMETERS REQUIRED FOR DESIGN.
8) OVERALL STABILITY OF SLOPE WITH WALL IN PLACE MUST BE ANALYZED.
(RETAINING WALLS, CO., DOES NOT OFFER THIS SERVICE. THIS IS
TYPICALLY A RESPONSIBILITY OF THE SOILS ENGINEER).
9) IF GROUND SLOPES AWAY FROM TOE OF WALL, A REDUCTION IN
ALLOWABLE FOUNDATION PRESSURE OR A MINIMUM HORIZONTAL SETBACK
FROM FACE OF BANK MUST BE CONSIDERED.
10) DESIGN TABLE PROVIDES DESIGN DATA FOR WALLS UP TO 46 FEET
HIGH. IF HIGHER WALLS ARE NEEDED, CUSTOM DESIGN 1S REQUIRED.
I1) ALL WALLS AND DESIGNS ON THESE STANDARD PLANS ARE SHOWN AT
•I /•I WALL SLOPE (BATTER), IF STEEPER SLOPES ARE NEEDED, CUSTOM
DESIGN IS REQUIRED.
SOUP IERN OFFICE
1531 GRAND AVENUE
SAN MARCOS, CA 92069
(619) 471.250(3
(000) FOR WALL
Retaining Walls Company
CRIB RETAINING WALL
DESIGN NOTES
NORTHERN OFFICE
800 E. GRANT LINE ROAD
TRACY, CA 95376
(209) 832 -2600
(800) 540 CRIB
DRAWING NO. 2 OF 6
REVISED 5/91, TIIIS EDITION SUPERSEDES ALL PREVIOUS EDITIONS
PRC•911
FRONT
STRETCHER
BACK
STRETCHER
FALSE
HEAOE11
r81
JC
STRETCHERS
END VIEWS
A
1'y• MIN. (TYP.)
A
HEADERS
1'!" MIN. RYP —) L
TOP VIEWS
�H.
C
END VIEWS SIDE VIEWS
J.
ID
1'4' MIN. (TYP.)
NOTES:
1. STRENGTH OF MATERIALS
A. COMPRESSIVE STRENGTH OF CONCRETE
(lc " 3250 P81
B. YIELD STRENGTF OF STEEL
f y - 00.000 PSI
2, MANUFACTURE
A. GRIDLOCK UNITS ARE MANUFACTURED BY BOTH THE "DRYPACK" METHOD
AND THE 'WETPOUR" METHOD. DEPENDING ON PLANT LOCATION.
8. MANUFACTURING SITES
1. RETAINING WALLS COMPANY
1025 GRAND AVE.
SAN MARCOS, CA
2. RETAINING WALLS COMPANY
800 GRANT LINE ROAD
TRACY, CA
a ACTUAL MEMBER SIZES MAY CHANGE. CONTACT R.W.C. FOR CURRENT
MEMBER DIMENSIONS.
DIMENSIONS
FALSE HEADER
5 FT. HEADER
3 FT. HEADER
4 FT. HEADER
FRONT
STRETCHER
BACK
STRETCHER (REDUCED
FALSE HEADER
OPENING)
41>i FT. HEADER
(REDUCED OPENING)
A
B
C
._. _ -__.._._.. _
D
E
F
0
H
I
K
RE -BAR SIZES
10"
5' - 0"
3' — 0"
4' — 6"
5' — 0"
3' — 9"
10"
4'— 6"
7"
10"
....
1 %1i ....
I"
8"
—
4"
—
—
—
+"
9.5"
1.5"
.75"
B"
6"
4"
1.75"
1"
7„
II
7 1�i
4"
4"
7.,
7"
11"
2%t K— ..
I �e"
8"
6"
4"
24 "
1 it'
9.5"
.__._ ..
1.5"
.75"
6"
6"
8.6"
8.6"
1"
1"
1.25"
2.5"
�."
ado'
1.5"
1.5"
8"
—
—
5,6"
5.6"
6"
4"
—
—
—
5.6"
—
—
4"
4"
1.75"
—
—
—
1,5"
I "
-
-
-
1.5"
*4
*4
#4
#4
*4
—
# 4
UNIT WEIGHTS
30 LBS.
145 LBS.
95 LBS,
135 LBS.
125 LBS.
95 LBS.
25 LBS.
125 LBS.
SOUII IERN OFFICE
1531 GRAND AVENUE
SAN MARCOS, CA 92069
(619) 471 -2500
(800) FOR WAI.I.
Retaining Wails Company
CRIB RETAINING WALL
MATERIAL
NORTHERN OFFICE
800 E. GRANT LINE ROAD
TRACY, CA 95376
(209) 832 -2600
(800) 540 CRIB
DRAWING NO. 3 OF 6
REVISEI) 5/91, 11115 EDITION SUPERSEDES M.I. PREVIOUS EDITIONS
PRC•911
FRONT STRETCHERS
MP)
PLANTING AREAS
(TYPIA
?1P.1SAL
It 2'6 2-6•
BACK A OR
IT YP)
FALSE— HEADER
IT fin,.
ALTERNATING\
JOINTS (TYPI
BACK STRETCHER
HEADER
(TYP)
ELEVATION ITYPICAL)
0
.I
n
—FRONT STRETCHER
ITYP)
PLAN VIEW BASE COURSE
(TYPICAL MULTIPLE DEPTH WALL)
ryMGNVOICI.+
�'ANalt '. �1fIT_E IvAAnat
'?S
1
RETAINED
HEIGHT H
I4
IF
to
•ROUN0 /
LWEL •
ice'' VM1[s 3+
DIN
1' 1313
101115 3'') 011_
CROSS SECTION
(TYPICAL SINGLE DEPTH WALL)
MO,NONIAI
NOTE Mt A1431 YAOP(p •AN •A'
AOL 31311 ,1t AOr11 ALL 013I11
ART 3AL1t ML A01o1
CONSTRUCTION NOTES:
I) USE OF FALSE HEADERS
A) FALSE HEADERS ARE NOT ALLOWED AT ENDS
OF WALLS OR IN TOP COURSE Of WALLS.
6) FALSE HEADERS ARE NOT USED IN INTERIOR OF
MULTIPLE -DEPTH WALLS.
2) UNSUPPORTED HEIGHT AT ENDS OF WALLS NOT TO
EXCEED 4 PEET.
3) SPECIAL NOTE SHALL BE TAKEN OF ALTERNATING -
JOIN1 CONSTRUCTION, AS SHOWN IN TYPICAL
CROSS - SECTIONS, BASE COURSE PLAN VIEW, AND
ELEVATION.
*100? a1•CTCMLNIITPI.
M1A010 11133) —
RETAINED
HEIQNT • N
1t•KoPu1! I1TP�
GODU*0 1
l vlb. L
ML/
1'WN
r!1TIOL '
vru' toot 1vMMt11
or
_— .' -:.i awlit llYSl. E01.
1 �-- 0ACN ST3L3CML31,,11
005103
EFFEC)iVE'OEp''N ..
74103E 6HJ
tot„ NI
NQIIIIUIIT� tl
CROSS SECTION
(TYPICAL MULTIPLE DEPTH WALL)
SOUTHERN OFFICE
1531 GRAND AVENUE
SAN MARCOS, CA 92069
(619) 471.2500
(800) FOR WALL
Retaining Walls Company
CRIB RETAINING WALL
ERECTION
NORTI IERN OFFICE
000 E. GRANT LINE ROAD
TRACY, CA 95376
(209) 032'2600
(800) 540 CRIB
DRAWING NO. 4 OF 6
REVISED 5/91, TIIIS EDITION SUI'ERSEDES ALT. PREVIOUS EDITIONS
PRC•91(
M
NS OTES :
WS/04U CCO1
O10ot000
11MST0NTIAL IINOLT O TAU ER
00itlIA
GR AM twl��
MWONID • MT0IL /O AT
PROM/ INMNIIR.
C0 MUM Rt0O CA LATER Tt
TO M W, 04111.01001
MAMMAL.
DRAINAGE BEHIND WALLS SHALL BE AS SPECIFIED BY SOILS ENGINEER,
MANUFACTURER RECOMMENDS AS A MINIMUM THE FOLLOWING: 4" PERFORATED
PVC PIPE ENCASED IN 3 CUBIC FEET /FOOT OF 3/4" CRUSHED ROCK
WRAPPED IN FILTER FABRIC.
DETAIL 1- DRAINAGE BEHIND WALL
DETAIL 3- CURB a GUTTER
NOTES:
1) ate MTI"il4(08 it 11 0*01I *to a', DITCH
MUG MIT N MORT TW1 1' *08811 A LONG
PRIKN 01 120(1. MAIL 84000(8 MORE To
RAINIEST R 11111■011 0 0 *00011117,
I) 80IC9K8 O0 DIVINE10N1 • DESIGN 00
V -DITCH MAT N VARIED 10 MOLT 11000114.
$$$$$ OP 4IM111NCl0l1 M(NCT.
11 I0 11/47(1 18 CAR11M0 0000 010)1 DOWN A
p1A1NAM 01700 AT 01I/I1 TO 101
COLLECTOR DITCH ON TOP OF WALL. A SPLASH
GOARO ANRAI0IMINT 11 N10N010 TO *0010
OATEN (801141 MITT 010E 01 WALL. 110
S t RETAILED OM 0ROJK1 PLANS1
4) GRAIN ►401 01 0100 • !MEWS AS
0000,00 OT 0101100701E 108801. 111014011
0' DOMNIT0RI TRACT LOCATIONS 01 00CNAR01
POINTS 10 NE 10000 ON PROJECT PLANS.
0011 1101 DRAINAGE • 001111- PIPES ARE NOT
O 10010(0 WIMRI COLLECTION DITCH DSCH00011
AT ON CON10111(8 MST ENO OF WALL.
D I I0AN0181NT
RANAGE 4
0108 70 '0'
DETAIL 2 - BROW DITCH
SOUTHERN OFFICE
1531 GRAND AVENUE
SAN MARCOS, CA 92069
(8191 471 -2500
(800) FOR WALL.
Retaining Walls Company
CRIB RETAINING WALL
DETAIL
NORTHERN OFFICE
800 E. GRANT LINE ROAD.
TRACY, CA 95376
(209) 832 -2600
(800) 540 CRIB
REVISED 5/91, TIIIS EDITION SUPERSEDES Ml. PREVIOUS EDITIONS
DRAWING NO. 5 OF 6
PRC -911
vA.af ruq� _.
{
vM1(f,
DETAIL 4 - SIDEWALK
NOTCD
11 1,001 0 114* HIA00 MAIL
010 00110/01 10100010
1,140 117 -C1 OR
A1, -C*, 00 10/00810
10011.
71 C ^11, O'CCt N1111 1 0•
0
0000011. •
NOTE 11110001 o1
9070140 war RANT TO Nllt
00■01010010T. *010000
11100101*
1,
1f -'I
DETAIL .6 - GUARD RAIL
17
1,01 0111 ,
0
NOTES:
" t LI00 111 A) /000*C0 1 pN
0100* 1 1`110 *001.
71 00 i' 10 1111111 C1111111
0
0000111
DETAIL 5 -CHAIN LINK FENCE
NOTE; AS -BUILT WALL SAFETY, SUCH AS INSTALLATION OF
FENCING OR GUARDRAILS IN AREAS ACCESSIBLE TO
PEDESTRIAN OR VEHICLE TRAFFIC, IS THE
RESPONSIBILITY OF THE OWNER.
SOUTHERN OFFICE
1531 GRAND AVENUE
SAN MARCOS, CA 92069
(619) 471-2500
(800) FOR WALL
Retaining Walls Company
CRIB RETAINING WALL
DETAIL
NORTHERN OFFICE
800 E. GRANT LINE ROAD
TRACY, CA 95376
(209) 832.2600
(800) 540 CRIB
DRAWING NO. 6 OF 6
REVISED 5/91, THIS ED11I0N SUPERSEDES ALL PREVIOUS EDITIONS PRC•911
'
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(r-•)
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100 11$t Ave. SE
Bellevue, WA 98004
Suite 4102
(206)455-6484
OATS
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