HomeMy WebLinkAboutLUA-08-105_REPORTDEVEL
MEM O-"-~".J.."
Date: April 15, 2009
To: City Clerk's Office
From: Stacy Tucker
Subject: Land Use File Closeout
Please complete the following information to facili tate project closeout and indexing by the City
Clerk's Office.
Project Name: Westview Village Apartments
LUA (file) Number: LUA-08-105, CAF ,
; Cross-References:
AKA's:
Project Manager: Jennifer Henning
Acceptance Date: October 3, 2008
Applicant: Rob Stewart, Am rican Engineering Corp
Owner: Balaclava Holdin s, Inc. (attn: Akbar Hassanally)
Contact: Kim Basemer, Ar erican Engineering Corp. ,
! PID Number: 3223059154
ERC Decision Date:
ERC Appeal Date:
Administrative Approval: October 3, 2008
Appeal Period Ends: October 17, 2001
Public Hearing Date:
Date Appealed to HEX:
By Whom:
HEX Decision: Date:
Date Appealed to Council:
By Whom:
Council Decision: Date:
Mylar Recording Number:
Project Description: Applicant Is proposing to provide improement and repairs on-site at an
exisiting multi-building apartment complex. The proposal requires a Critical Areas Exemption in
order to conduct work in the area of the protected slope.
Location: 17725 105'h Plac e SE
Comments:
DATE:
LAND USE FILE NO.:
PROJECT NAME:
OWNER:
APPLICANT:
PROJECT MANAGER:
PROJECT LOCATION:
CITY OF RENTON
EXEMPTION
FROM CRITICAL AREAS REGULATIONS
October 3, 2008
Not applicable
Westview Village Apartments
Balaclava Holdings, Inc. (attn: Akbar Hassanally)
900-1508 West Broadway
Vancouver, B.C. Canada V6J1W8
Rob Stewart, American Engineering Corp.
Jennifer Henning, Planning Manager (425-430-7286)
17725 105'h Place SE, Renton, WA
PROPOSAL: The applicant is proposing to provide improvements and
repairs on-site at an existing mUlti-building apartment complex. The subject site is 2.79 acres in
size, and the proposed area of project activity is approximately 10,000 square feet in area.
The project is located near the top of a west-facing slope, with regulated slopes (40% and
greater) located on the west and northwest property lines. A swimming pool and clubhouse are
located along the west property line. Building "G" is located to the north of the clubhouse. The
buildings situated along the west property line are benched into the slope.
Upon visual inspection, geotechnical engineers observed tension cracks along the west side of
the Building "G", the clubhouse, the swimming pool deck, and the sidewalk located south of the
swimming pool. According to the geotechnical report, the grade has settled up to 18 inches
along the west side of the cracks. In addition, a stairwell in the southwest corner of the
clubhouse has settled, and the swimming pool has rotated slightly to the northwest.
The project would the following elements: decommission an existing swimming pool; install pin
piles to support an existing clubhouse building; replace a stair structure, or, jack it into place and
support it using pin piles; replace the arterial storm lines; install a French drain, repair the slope;
and, replace the sidewalk to the south of the pool. No import or export of material is antiCipated.
The proposal requires a Critical Areas Exemption in order to conduct work in the area of the
Protected Slope.
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CRITICAL AREA: Geologic Hazard Area
EXEMPTION JUSTIFICATION: Pursuant to RMC 4-3-050C.5.g Maintenance and
Construction -Existing Uses and Facilities of the Critical Areas Regulations is hereby granted:
X i. Remodeling, Replacing, Removing Existing Structures, Facilities, and
Improvements: Remodeling, restoring, replacing or removing structures,
facilities and other improvements in existence on the date this section becomes
effective and that do not meet the setback or buffer requirements of this section
provided the work complies with the criteria in RMC 4-10-090
ii. Maintenance and Repair -Any Existing Public or Private Use: Normal and
routine maintenance and repair of any existing public or private uses and
facilities where no alteration of the critical area and required buffer or additional
fill materials will be placed. The use of heavy construction equipment shall be
limited to utilities and public agencies that require this type 01 equipment for
normal and routine maintenance and repair of existing utility or public structures
and rights-ol-way. In every case, critical area and required buffer impacts shall
be minimized and disturbed areas shall be restored during and immediately
after the use of construction equipment.
FINDINGS: The proposed development is consistent with the following findings pursuant to
RMC section 4-3-050.C.5:
1. The activity is not prohibited by this or any other chapter of the RMC or state or federal
law or regulation.
2. The activity will be conducted using best management practices as specified by industry
standards or applicable Federal agencies or scientific principles if submitted plans are
followed and the conditions of approval of this exemption are met.
3. Impacts will be minimized and disturbed areas will be immediately restored, if submitted
plans are followed and the conditions of approval of this exemption are met.
4. Where water body or buffer disturbance occurs during construction or other activities in
.accordance with this exemption, the site will be revegetated with native vegetation as
required as a condition of approval for this exemption.
5. No hazardous material, activity or facility is proposed.
DECISION: An exemption from the critical areas regulations is approved for the construction
of the above described project subject to the following conditions:
1. The applicant shall follow the recommendations of the submitted Slope Repair
Recommendations report prepared by Earth Consulting Incorporated (dated March 22,
2007), and the Revised Slope Repair Recommendations prepared by Earth Consulting
Incorporated (dated June 19, 2007).
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.-
I
2. The applicant shall provide temporary erosion and sedimentation control according to
the State Department of Ecology manual.
3. The applicant shall use best management practices as specified by industry standards
or applicable Federal agencies or scientific principles.
4. The applicant shall submit to the Planning Division project manager, a planting plan for
all areas disturbed during construction. The plan shall be submitted with the application
for construction permits for the project. The planting plan shall show proposed new
vegetation in all protected slope areas that will be disturbed by construction. A
professional, qualified in the use of native vegetation, shall plan and carry out the
revegetation immediately following completion of the construction.
SIGNATURE:
Chip Vincent, Director
Planning Division
EXPIRATION: Five (5) years from the date of approval (signature date).
H:\Oivision,s\Oevelop.ser\Dev&plan,ing\JTH\critical areas exemptions\Westview Village Apartments CAE.doc Page 3 of 3
date
•
REQUEST FOR CRITICAL
AREAS EXEMPTION
(FOR SEPA EXEMPT ACTIVITIES)
City of Renton Planning Division
1055 South Grady Way-Renton, WA 98057
Phone: 425-430-7200 Fax: 425-430-7231
41: lA 0 'tOO~(" Applicao! Name IW 6 ST£ '" All-T ,j Pmject Name
1:>2"t4" eHt>t"'~ V, \ A ~...elal-.... €Jo.ffll~A/" <aIIJ Wr;;;s. T VIEW I \ I u.... ~prs
I :;hooe ""mbec
~S -iil-1'f3.c>
Brief Description of Project
:STFt-&ELI"lNI., F~I1..J""4 s,,-OJf,.{J€S '$',-' €Io./H!fNS/~6, Dtl.+! ......... ~.Ek....,O be-Co....,.,.".".s,OJ..iIAJ"'~
£jqsn"," SWIJ'1MIIJI, 'DQ£.. ttL< .&i-t-T"""-I'" ""teL ~IfIN 0", • tTl!. NO I"'Pber~ €Il"'.£f'S
f'tZ---o~"5fO. A-FtteIJu( .,rVl-I" "",LL Itt-~o bo£ ''''~r'''--L~ "TO C1t-"~ "-",,, ."'~ i'f"C> pR.et"~Nr
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"t+PP/UJy;.,-ItTet-;' tO,Ooo Sr;.F1. ,PJLopoSO"> J/ay ,mPe><--V/Q"-S __ ~I/ tS 300 S'l.FT:
~c ~ tub GLlnc...A'"L p,I1.....YJlrS -p7l!'t'r \...Ij~ ~ /f"w"~ of.
Type 01 Cntical Area I D Wmk Occors '" Cdtical Acea I D Work Ocwes 10 B"fiec
PURPOSE: Exempt activities provided with a letter of exemption from the Development Services
Administrator may intrude into a critical area or required buffer (Subject to any conditions or requirements
provided by the Administrator).
APPLICABILITY OF EXEMPTIONS: The following is a general list of activities that may be exempt from
the critical areas regulations. More specific descriptions of the activities are contained in the Critical
Areas Regulations. Some of the listed activities may not be exempt in certain critical areas. The Planning
Division will evaluate you request according to the City of Renton Critical Areas Regulations in RMC 4-3-
050C, J, L, and N.
I AM REQUESTING A CRITICAL AREAS EXEMPTION FOR ONE OR MORE OF THE FOLLOWING
ACTIVITIES:
D Conservation, Enhancement, and Related Activities:
• Conservation or preservation of soil, water, vegetation, fish, and other wildlife
• Enhancement activities as defined in chapter 4-11 RMC '
• Any critical area, buffer restoration, or other mitigation activities that have been approved
by the City
D Research and Site Investigation:
• Nondestructive education and research
• Site investigative work necessary for land use application submittals such as surveys, soil
logs, etc.
D Agricultural, Harvesting, and Vegetation Management:
• Harvesting wild foods
• Existing/Ongoing agricultural activities t
H:\Forms\Planning\critareasexempt.doc ·6· 03108
• '.
• Removal of dead, terminally diseased, damaged, or dangerous ground cover or hazardous
trees which have been certified as such by a forester, registered landscape architect, or
certified arborist
D Surface Water Alteration:
• New surface water discharges provided the discharge meets the requirements of the Storm
and Surface Water Drainage Regulations 1 2 3
• New or mOdified regional stormwater facilities 1 2 3
• Flood hazard reduction 1 3 4 6
D Roads, Parks, Public and Private Utilities:
• Relocation of Existing Utilities out of Critical Area and Buffer
•
•
Maintenance, operation, and repair of existing parks, trails, roads, facilities, and utilities 1 2
Installation, construction, replacement, or operation of utilities, traffic control, and walkways
within existing improved right-if-way or easement 1 2
•
•
Modification of existing utilities and streets by 10% or less 1 2 5
Mana~ement and essential tree removal for public or private utilities, roads and public
parks
D Wetland Disturbance, Modification, and Removal:
• Any activity in small Category 3 wetlands 1 2 3 4 5
• Temporary disturbances of a wetland due to construction activities that do not include
permanent filling 1 2 3 5
~ Maintenance and Construction for Existing Uses and Facilities:
• Remodeling, replacing, or removing existing structures 1 2
• Normal and routine maintenance and repair of any existing public or private uses and
facilities where no alteration of the critical area and required buffer or additional fill
materials will be placed 1 2
• Construction activity connected with an existing single family residence or garage, provided
that no portion of the new work occurs closer to the critical area or required buffers than
the existing structure 1 2
• Existing activities which have not been changed, expanded or altered provided they
comply with the applicable requirements of chapter 4-10 RMC 1
D Emergency Activities:
• Removal of trees or ground cover by a City department, agency, public, or private utility in
an emergency situation
• Public interest emergency use, storage, and handling of hazardous materials by
governmental organizations in an Aquifer Protection Area
ADDITIONAL PERMITS: Additional permits from other agencies may be required. It is the applicant's
responsibility to obtain these other approvals. Information regarding these other reqUirements may be
found at http://apps.ecy.wa.qov/opas/
H :\ F arm s\P I an ning\c ritareas exem pt.doc ·7-03/08
"
For City Use Only
D Exemption Granted
Neil Watts, Director
Planning Division
Signature: ____________ _
Conditions of Approval:
'Exemption does not apply in Aquifer Protection Areas
2Exemption does not apply in Flood Hazard Areas
3Exemption does not apply in Geologic Hazard Areas
4Exemption does not apply in Habitat Conservation Areas
5Exemption does not apply in Streams and Lakes: Class 2 to 4
'Exemption does not apply in Wetlands
H:\Forms\Planning\critareasexempt.doc -8-
D Exemption Denied
Date: _________ _
03108
•
June 19, 2007
Mr. Akbar Hassanally
Balaclava Holdings, Inc.
900-1508 west Broadway
Vancouver, British Columbia V6J1W8
REVISED SLOPE REPAIR RECOMMENDATIONS
WESTVIEW VILLAGE APARTMENT COMPLEX
17735 10STH PLACE SOUTHEAST
KING COUNTY, WASHINGTON
ECI Project No. E·12782
Reference:
Earth Consulting Incorporated, Slope Repair Recommendations, E-12782, June 15, 2007.
Dear Mr. Hassanally:
AS requested, Earth Consulting Incorporated (ECI) Is pleased to present this letter
providing revised slope repair recommendations for the subject site. We previously
prepared the referenced letter for the project. The revised recommendations in this letter
are based on current project plans and test pit observations conducted at the site.
PROJECT DESCRIPTION
We understand the current plans for the project are to decommission the swimming pool.
install pin piles to support the clubhouse building, replace the stair structure or jack it into
place and support it using pin piles. replace the arterial storm lines. repair the slope to a
satisfactory condition. and replace the sidewalk to the south of the pool.
EARTH CXlN5UI..tv.INCCLG DRo\Ta:I
June 19, 2007
SITE DESCRIPTION
E-12782
The subject site is occupied by a multi .. building apartment complex situated near the top of a
west .. facing slope. A swimming pool and clubhouse are located along the west property line.
Building G is located to the north of the clubhouse. The buildings situated along 1I1e west
property line are benched into the slope.
During visual reconnaissance of the subject site, ECI observed tension cracks in the ground
along the west side of Building G, the clubhouse, the swimming pool deck, and the sidewalk
located south of the swimming pool. The grade hassetUed up to approximately 18 inches
along the west side of the cracks. The cracks align in an arc shape over a distance of
approximately 150 feet from the north to sou1h ends of the cracks. The approximate location
of the eastem limits of the taBure Is shown on "Boring Location Plan," Plate 1. No signs of
settlement or damage to the foundation of Building G were observed .
. A stairwell structure located at the southwest comer of the clubhouse has settled. In addition,
the soU under the westem footing of the clubhouse has settled leaving a void between the
footing and underlying soil. An approximately 1/16-inch .. wide crack was observed in the
foundation wall at the northwest comer of the clubhouse. The swimming pool has rotated
slightly to the northwest.
SUBSURFACE
Subsurface conditions at the site were evaluated by drilling four borings on March 8, 2007,
and excavating three test pits on June 14.2007. The approximate locations of the borings
and test pits are shown on Plate 1. Please refer to the referenced letter for a detailed
desaiption of the conditions encountered at each boring location.
At the location of Test Pit TP .. 1, 8 feet of very loose to loose fin comprised of silty sand
(Unified SoD Classification SM) overlylng 1.5 feet of organic fill was encountered. The fill was
observed to have a very high moisture content. The sides of the test pit underwent heavy
caving. At 9.5 feet below grade, medium dense sandy slit was encountered to the maximum
exploratioR-depth of 11 feet below grade.
At the location of Test Pit TP .. 2, interbedded, loose silty sand (SM) and sandy silt (ML) was
encountered to the maximum exploration depth of 10 feet below grade. At 7 feet below grade
at the east end of the test pit, an aluminum stormwater pipe was encountered and breached
with the bucket of the backhoe.
Mthe location of Test PitTP-3, 2 feet offill comprised of medium dense sHtysand (SM) was
encountered. Underlying the fill, 6 feet of interbedded, loose silty sand (SM) and sandy silt
(ML) overlying 1 foot of lose slit (ML) was encountered to the maximum exploration depth of
9 feet below grade.
EARTH CONSULTING NDRPORATm Page 2
EARTH CON5ULllNG INCORPORATED
June 19, 2007
GROUNDWATER
E-1278Z
No groundwater seepage was observed in the test pits at the time of our exploration in June
2007. Groundwater seepage was observed in Borings B-1, B-3, and 8-4, at the time of our
boring exploration (March 2007). The seepage was encountered at 15 feet below grade In
each of the thrae borings, The contractor should be aware 1I1at groundwater levels should not
be considered static. Groundwater levels fluctuate depending on the season, amount of
rainfall, surface water runoff, and other factors. Generally, the groundwater level is higher in
the wetter winter months (typically October through May).
DISCUSSION AND RECOMMENDATIONS
Based on our observations, subsurface exploration and engineering analysis
decommission of 1he swimming pool, instaIlation of pin piles, replacement of the arterial
storm lines, replacement of the sidewalk, and repair of the slope to a satisfactory condition
Is feasible from a geotechnical standpoint.
In our opinion, the stability of the slope can be repaired to a satisfactory condition provided
the recommendations In this letter are followed_ Based on the results of our boring
exploration, we anticipate the taBure plane of the slope extends to approximately 16 feet
below grade in 1I1e vicinity of the swimming pool. In our opinion, the best measures to repair
the slope to a stable condition are to rebuild the entire slope starting from the toe of the
slope at the neighboring road cut or to install a soldier pile supported shoring wall. These
measures, however, are not financially practical. In our opinion, the future stability of the
slope may be maintained 1I1rough proper maintenance Of 1I1e recommended drainage
system.
Pin Pile Support
The foundations of 1I1e clubhouse and stair structure have been compromised from the
slope failure. In our opinion, pin PIles should be installed around the northwest end of the
. clubhouse and attached to the foundation~ The-stair structure .attached to the clubhouse
should also be supported with pin pIIes_ The structure may be jacked up Into place using
the piles, A1tematively, 1I1e stair structure may be supported on structural fill. If structural fill
is used to support the stair structure, long-term settlement of the structure should be
anticipated ,
Decommission of Swimming Pool
We understand the swimming pool will be decommissioned to save costs of repair. We
understand the concrete walks and patios surrounding 1I1e pool will be broken up into 8-
inch-diameter or smaller sizes and placed in the bottom of the pool. We understand a catch
basin will be installed in the bottom of the pool and piped through 1I1e west wali of the pool
to the existing storm system.
Native fill placed over the concrete in the swimming pool should be separated using a
geotextile fabric. The native fill should be graded out In lifts and compacted_
EARTH CONS\JI,:nNI! INCORPORATED Poge 3
E-12782
Fftl over the swimming pool should be minimized to reduce the load on the slope that added
soil will generate. We recommend placing the fill no higher than 2 feet above the top of the
pool walls.
Slope Repair
Based on our observations, the subject slope may be repaired to a satisfactory condition by
overexcavation of unsuitable soD and replacement with structural fill, replacement of the
storm drains, installation of an interceptor drain, and proper revegetation of the slope.
Recommendations for fill types and placement methods are provided in the ·Structural Fill"
section of this letter.
Saturated silty sand overlying 18 inches of organic fill was encountered to 9.5 feet below
grade in Test Pit TP-1. In our opinion, the saturated silty sand and organic fill should be
overexcavated . and replaced with structural fill. The extent of the anticipated 9-foot
overexcavation Is located in the vicinity of the head scarp of the failure and is shown on
Plate 1. The silty sand may be reused as structural fBI provided it is placed at a suitable
moisture content. At the time the test pits were conducted, June 2007, the soli In Test Pit
TP-1 was observed to have a very high moisture content. The organic fill encountered in
Test Pit TP-1 should not be used as structural fill.
The remaining portions of the slope outside of the scarp area should be stripped of topsoil,
graded to establish a desired gradient, compacted to the requirements of structural fill and
replaced with topsoil.
A stormwater main line trends in a north-Gouth direction and is located near the west
__ property line. The aluminum pipe was breached during excavation of Test Pit TP-2. The .
pipe should be repaired at the location of Test Pit TP-2. We understand the main storm
pipe was Inspected after the slope failure occurred. Based on Information provided, no
breaks or bends In the maln pipe were observed during the Inspection.
Based on surface observations, It appears the roof downspout pipes, footing tight lines, and
collector pipes along the west side of Building G and the clubhouse have been
compromised. In our opinion, these pipes should be replaced following the overexcavatlon
and replacement program.
It is not necessary to retum the slope to its present gradient with the structural fill. The fill
may be placed at a 2H:1V (Horizontal:Vertical) slope to reduce the amount of imported
structural fdl. The top of the 2H:1V slope may be constructed to a minimum of 5 feet from
the buildings.
Page'
URn! CONSUI..11NG ..a«i16 ~TED
June 19, 2007
Structural RII
E-127B2
Structural fill is defined as compacted fill placed under buDdings, roadways, floor slabs,
pavements, or other Ioad-bearing areas. Structural fiU should be placed in hori2Dnta1 rifts not
exceeding 12 inches in loose thickness and compacted to a minimum of 90 percent of Its
laboratory maximum dry density determined In acoordance with ASTM Test Designation
01557 (Modified Proctor). The fill materials should be placed at or near their optimum
-moisture content
In our opinion, the native soil that wiU be encountered In the planned excavation can be
considered for use as structural fill during dry weather provided the soil is near its optimum
moisture content at the time of placement The organic fill and topsoil should not be used as
structural fill.
Imported soil intended for use as structural fill should consist of a fairly weU-graded granular
soil with a molsture content that is at or near its optimum moisture content and has a
. maximum aggregate size of 4 Inches. During wet weather conditions or where groundwater
seepage is encountered, structural fin should consist of a fairly well-graded grenular material
having a maximum aggregate size of 4 inches and no more than 5 percent fines passing the
U.S. No. 200 sieve.
Interceptor Drain
An interceptor drain should be installed to the west of Bunding G and the clubhouse and
tight lined to the stormwater main line. The drain should be constructed as deep as
possible sIIll allowing a positive flow to the stormwater main line. A detail of the interceptor
drain is attached as "Interception Drain Detail: Plate 2.
A new storrnwater manhole may be Installed at a northern point along the stormwater main
line to serve as a connection for the interceptor drain. A northerly located manhole would
allow the interceptor drain to be installed at a lower elevation as apposed to the existing
manhole located near the swimming pool. The existing breach In the pipe at the locatiOn of
Test Pit TP"2 may be an appropriate location for a new manhole.
EXcavations and Slopes
the following information is provided solely as a service to our client Under no
circumstances should this Information be interpreted to mean that ECI is assuming
responsibDity for construction site safety or the contractor's activities; such responslbiraty is
not being Implied and should not be Inferred.
In no case should excavation slopes be greater than the flmits specified in local, state
(WISHA). and federal (OSHA) safety regulations. Based on the information obtained from our
subsurface exploration, the loose soils that will be encountered In the planned excavation
would be classified as Type C byWISHAlOSHA. Temporary cuts greater than 4 feet in height
In Type C soils should be sloped at an inclination of 1.5H:1V.
Page 5
o
12"
MIN
I .. 18"MlNWlDTH -I
MlRAFI140N OR
EQUIVAU:NT
FILTER FABRIC
LEGEND
Native soil backfill
FnMHIrainlng backfiU composed of
washed gravel or pea gravel
Mininum 4' diameter perfolated pipe
wrapped with Mirafi 140N filter fabric
or equivalent pla<:ed at a positive
gradient to B suitable p8In1a/lOOt
diad oatgII facility
NOlE: The depCh and IaItaraIIIldIInI of IhG Irll8lceplar 1nInch
should be II8IabII8hed by. field rep! a i i oIative from this oIIIca
during construcIIon.
TYPICAL INTERCEPTOR DRAIN DETAIL
WES1VIEW VILlAGE APARTMENT COMPLEX
KING COUNTY. WASHINGTON
DRWN. DNM PROJ. NO. 12782
CHKD. SJS DATE 611!WT PlATE 2
•
March 22, 2007
Mr. Adrian Thompson
Balaclava Holdings, Inc.
900-1508 West Broadway
Vancouver, British Columbia V6J1W8
SLOPE REPAIR RECOMMENDATIONS
, ....... , .. ~ .. ...wESDlIEW. VILLAGE APARTMENT COMP-LEX
17735105THPLACE SOUTHEAST
KING COUN1¥, WASHINGTON
ECI Project Np.1:·12782
Dear Mr. Thompson:
As requested, Earth Consulting Inoorporated (ECI) is pleased to present this letter
providing slope repair reoommendations for the subject site. Our scope of services for this
letter included a visual reconnalssance of the subject site, subsurface exploration, review of
information in our library of files pertaining to the site, and our engineering analysis.
SITE DESCRIPTION
The subject site is occupied with a awftHxJlkling apartment complex situated near the top of a
west-facing slope. A swimmilg PQ.QIiaoo.~l!8 are located along the west property line
BuDding G is located to the north of the clubhouse. The buBdings situated along the west
properly line are benched into the. slope •
• "".", .. --·BuM§, vistJal teoonnaissanceofthe 'StIbject Ste;-€Ct observed·tensIorrtractarlrnhegrOUrii:I .•
along the west side of Building G. the clubhouse. the swimming pool deck, and the sidewalk
located south of the swillRlling pool. The grade has settled up to approxinately 18 inches
along the west side of the cracks. The cracks aUgn in an aro-shape over a distance of
approximately 150 feet from the north to south ends of the cracI<s. The approximate location
of the eastern Bmils of the failtm.!. is,~ -iID;~ Location Plan: Plate 1. No signs of
settlement or damage to the ~Qf ~,l!iIqing,~ were observed.
... , .....
eARrM CONSU'-TING IIIIIXR'ORATED
March 22. 2007
, .: ~ .. '.:', ~: " E-12782
A stairweD struclUre located at the southwest comer of the Clubhouse has seUled. In addition,
the sol under the wesIBm footing '6f 1ttEi.,ciUbhouse has seUJed Ie8ving a void between the
footing and underlying soil. An appiiJ~ 1116-1nch-wide crack was obselved in the
foundation wall at the northwest corriei of the Clubhouse. The swimming pool has rotated
t.:'Ao~ ... :c:~ J •• _, •.• " .... .!.I!gh.~E.,~~.~ ...... ,. .'_ -..... -.,. . .... ,.~ .... ' ... ·I ..... ··.:> ...... ~;r..,,,. ... c._,.,·;_ .... r'-.-'--', .-;, '-. ,"'. -." .. -.' '''-''~
SUBSURFACE
SUbsurface conditions at the site. _~6y diiling four borings on March 8, 2007, at
the approximate locations shown W ~~~1:.~ bOrings were drDIed to a maximum depth of
31.5 feet below grade using an At:ft;iM _~ drII rig. The bOring logs are included as
Plates 41\'1rcldl9. Please refer b.'f!iii,~'~ for a deIaIed desulption of the c:onditions
encountered at each boring kiciItiOn:~'1'otIowing Is a generalized description of the
supsunace condiIIons encountered. ,--'., .. ,
. " '" -;-.;
pj, the location of Boring B-1. 8.5 feet of til comprised of very loose to ,loose sBty sand
(Unified Sol CIassiIicaIion 8M) overlying 6.5 feet of meditm dense sandy silt (ML) was
encountered. Underlying the SSJ:KiY.:;§.,M\¥at 15 feet bek7N grade, dense silt (ML) was
encountered to the maximum expk>~;~ pf.16.5 feet below grade.
.• ;-~:)td;...;;flii~:::l('!'" '~:'.'
At the location of Boring B-2, 7_5 f.~~ -!iii' ~~. of loose to mecflUm dense silty sand
{8M} overlying 2.5 feet of dense sitysand (8M) was encountered. Underlying the silty sand
(8M) at 10 feet below grade. dense sandy sit (ML) was encountered to 16.5 feet beiow
grade.
: ,.-','-'.:."
pj, the location of Boring 8-4, 15'~ of-filt'~ of very loose siJty sand (SM) overlying a
1hin Jayer of poorly graded sand\'lilll;_JS~M) was encountered. Underlying the poorly
graded sand with silt at 15.5 ~~;grade, dense ID very dense silt (ML) was
encountered 10 21.5 feet below ~~t .. \~,:=..;), .
GROUNDWATER
. _~:W:,i~' ~lt ~4;-; I::~i~.;r:_ ' •
Groundwater seepage was obServJ:!d !rt~)I~~M)f#le borings, Borings B-1, B-3, and 84, at
the time of our exploration (March:mrJ..~~ was encountered at 15 feet below
grade in each of the three borings. 1hecoritractor should be aware that groundwater levels
should not be considered sialic. Groundwater,1eveIs fluctuate depending on the season,
a~unt of rainfall, sur,tace water nt.~~~,fi'Idors. Generally, the groundwater levalls
higher in the wetter winter months,{~:gG!Q.~ through May). .
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eARTH CONSU..,1NG INCORPORATaJ. . .' ••..•.. , .', •. ' E-12782
March 22. 2007
LABORATORY TESTING
laboratory tests were conducted on repr¢5'eritative son samples to verify or modify the field
soil classification and to evaluate. thE) general physical properties and engineering
characterisIics of the soil ~, ylSUaI classifications were supplemented by grain-
size analyses and moisture colltent teSts on representative samples. The results of
laboratory tests perfonned on specIfi,C;: ~ Il~ provided at the appropriate sample depth-
on the indMduaJ boring logs. It Is ~ti;f~ 1hat these test resuls may not accurately
represent the ovemB In-6IIu sol ~iDuigeotechnical engineering recommendations
are based on our interpretatiQn.of UlesEi tesi:;~ ECI cannot be responsible for the
interpretation of these data by other,l...: ., ..•... ',"
DISCUSSION AND RECOMMENDATIONS. .
Based on our observations. ~rface expIQration and engineering analysis, the slope
may be stabilized and the nearby ~ .may be returned 10 theil" original condition. In
our opinion, a combination of pin','pllf:h i®faUation and soil replacement will sufficiently
stabilize the buildings, swimming ~, ~ SI!:!Pe.
Pin Pile Support ;>'1\;;.,[ t(:.~is i:.,
. ~;:~ ~ ,s::tliipjS'S (-. .i-f(:! >
The foundations of the CIUbhouS~;~)~~cJure have been compromised from the
slope failure. In our opinion. pin~~!\e:!gstalled around the northwest erx:I of the
Clubhouse and attached to the foIjri9;.1iQJit~e:~stl:!ir structure attached 10 the Clubhouse
should also be supported with pin. pIIeS_ n.e structure may be jacked up inlo place using
the piles. .....,. .... ."
.. ;:':jI.S~i.J:·r,:ii::~j'Ji ·C~:::':
ECI removed the conaete ~fifflt g;f'rQm.around the southern post of the stair
structure to expose the footing. The fOOting was observed to be cornrtrucfed out of a
minimal amount of concrete and:~P.I;Ir!Opil1ion; inadequate for fastening pin pOes 10. The
piles for the posts of the star structUre' StiouId be fastened to a new footing or instaUed
directly under each post. ECI ~"~~l!I~H~rojec:t strucIuraI engineer 10 develop a new
•• "...~ .. " ..... " .. ·foundaIIorrfur ihe·stair structura.:: ~Clj,w,iJ~ereoormteltdalions''foFp!rrptI!HsiZe . and '
embedment depth orx;e the~d~,!J;!tds·canpIele. .
No signs of setllementor damag&tQJM ~~ of Bulkllng G were obServed. The tens~
crack of the slope falllre Is located ~iaIeIy 4 to 5 feet~ of Buikfmg G. Pin piles may
be installed along the west side !J!al,lildil~f!3,as.a precautionaJy measure. Piles at this
location would help prevent damage~~~fiI~ioo In the event of additional slope faHure
during consbuctiJn or othelWise. ~''''-li~~\;,iI{1i;';;'''' ....
Page 3
. '-<":':-.' :'.i"' ._,-.,.
.. ,"_"0"101
eARTH CONSUl.TING INCORPORATED
March 22. 2007
Slope Repair
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"".:, E·12782
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Based on our obselvations, Utesubject~"tnay be repaired by removal of the failed soil
and replacement with structural fiIl'~ations for fiD types and pJacement methods
am provided in the "S1ructuraI Fl· and "Slope fill Placement" sections of this letter.
::\'i" ·'.,..be:.'_",:"
The anticipated deplhs of the overiD(ciM~'!lorr8re shaNn on "Cross SecIIons A-A' and 8-8', ••
Plate 2 and "Cross Sections c..c' OOd'a..fYtPl8te 3. The overexcavation dep1hs are base
on information obtained from our;~lfjii\;aCtual depths may vary based on the soil
condItIons encotII1Iered during construCtlon;i'heloose soil enootmlered in Boring B-3 may
be associated with backfill placed around Ute nearby manhole and therefore may be limited
to that Immediate area. .
An existing slDrm drain is located.inUle faOure area. To achieve overexcavation and
replacement of the faDed soD, UteslDrm drain wUl likely need to be removed. The drain
should be replaced to the current design.· -_
It is not necessary to return the slope to its present gradient with the structural fill. The fill
may be placed at a 2H:1V (HoriZOntaI:Vertical) slope to reduce Ute amount of imported
structural fill. The top of the 2H:1Yf~~U~'1;!e constructed a minimum of-5 feet from the
buildings or 3 feet west of Ute sf9rm':drain'il'lbe gradient from Ute 109 of the 2H:1V slope to
_'''''~ ,', ,.,,_ ."the.RI.P~rJ:y.Qlws)lotJ!d $\QIl!'! irlWlmt~ ~gr;mfl@t of 3. to,5 poo;enL._ ..• -., .. v...... ---. , .. ---_. -_,
.. ,,:
A french drain should be installed,).all'1llg:;m~ 100. of the 2H:1V slope. The drain should be
_. -constructed such that flow through,fbe-"~ :~LoutI&t to a proper drainage faciUIy. The
drain should consist of a 4-inch,,·~teq,iJjgi!l_;pipe sunounded by washed rock. The
trench should be backfilled with ~~;~kl·fiJ1aI grade. The trench should be at least
18 inches wide. .,,·!):;:c.i 'f,-)-"."'-,,"
Swimming Pool Repair
.. ~:tl 1;-; ,,;'j0. ;41:iL:';.
The swimming pool has rr:lotallabted.!d·~ ;\O ... ~.northwest. The west side of Ute swimming
pool is constructed out of a 12-1r1c1).~ waD Utat extends to the bOttom of the pool. In
our opinion. the pool may be bullresSedwilhnew structural fill. The collaete pool deck
should be reIJl(MId. The sol aIong,!l1~ lJO~sIde of the pool should be removed to the
botlom of the concrete waD as!ffiQWXI.:9!1;~i3 .. Replacement of the overexcavation with
structural fill should sqfficiently bu~1h~~mmjng pool.
o ":" " ... ; _ ~_ •
For additional support Underthe-.)I1'!i:~I. concrete may be injected under the poOl,
or 518-minus crushed rock may be tarilped.onder the pool In 3-foot intervals along the base
of Ute wall. This may be conducte~I;~r..~!\sgilaIQng Ute west side of the pool has been
~moved and prior. to ~e fill repll!~;fJ"'QUhe supply and outlet pipes should be
_1.:' ....... ~ .. "':.->'.<, ____ .~U1spected-and-repaired ifnecessa~~~~:ff~~~~-.t~;=;~.~~.-.: _ ~ ."~" ,-.-~ ....... .".-........... -~-=-,.,..,.,-,.-,-'" --"-:, .--:". ,"--.
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A~P--. \~ u I>IL>I' LEGEND
8-1 I
-.-ApproXimate location of Eel boring
I Proj. No. E·12782, March 2007
"""...__'/"''''\ ~ S'ur-t"""'" A I I A' Approximate location of cross section
... ---......... -----Approximate eastern limits of failure line
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APPROxiMATE
SCA,lE IN FEEl
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REFERENCE: CJ DESIGNS. INC., 9128168, REVISED 517fBO
C,EARTH
CONSULTING
INCORPORA Teo
BORING LOCATION PLAN
WESTVIEW VILLAGE APARTMENT COMPLEX
KING COUNTY, WAS'HINGTON
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EARTH CON5tJl.:nNG INCORPORATeD
Man;h 22. 2007
Decommission of Swimming Pool
E·12782
• 1 ... "-
We understand decommissioning the swimming pool may be desired to save costs of
repair. Prior to placing fiJI in the pOol, holes:should be punched through the concrete bottom
to allow for drainage. The holes should be·spaced at one per every 4 square feet and may
be executed using a jackhammer orJarge rotor hammer. Eight inches of washed rock
should be placed over the bottom.of the pool prior to fill placement •
If the swimming pool Is to be made4nto1a,tialHllructurailandscape area. the fill should be
graded out in &fts and seated iriIo. p/8<;e by track walking, wheel roiling or the use of
compaction equipment. If COIlClete,is ~;as fill, the COI'IQete shoukI be broken up and
placed in one flat layer. One footof sol should be compacted over the corlClele prior to
placing another layer of concrete. ,
.l.;~",,~.";·T:_ I-..... , •• ~.,."" .. ~_ .. ~r __ ~."""~ _~ ~_. '""""' • _ r ... '-. .-".-.. .:~,~.\~ .... ~~';: ~,~'i\.~~.,..:;".;~-,? .' '-""""~ , _ ....... .,;.,.,._ .. "" .. -..._".~.~,..".,::-..... "" . 'C."" .--: ',"'._,",'
If any was of walks or strudu~~·ta~ lIUpported on the pool fiR, we should be
contacted to review the plans and provide recommendations for the fill.
FlU over the swimming pool should.be minimized to reduce the load on the slope that added
soil will generate. We recommend placing the fill no higher than 2 feet above the top of the
pool walls. . : '" ':".: ,".''''''111'-':
Structural Fllr
-·:1·~·:"" ~> ~tl! ';.1':": .tC"~,,,.
Structural fiU is defined as con;'I~: tilfi!.~ under buildings, roadways, floor slabs,
pavements, or other Joad..bearing ar:eA Str.uctural fiR should be placed in horizontal rifts not
exceeding 12 inches In Joos8 tI1k:ki~\!!li'~~Q:JmpacIed to a m/nimJm of 95 peroent of its
laboratory maximum dry densiyd~,.in accorcIance with ASTM Test Designation
01557 (Modified Proctor). The fill: .~.shouJd be placed at or near their oPtimum
moisture content .; ,',. ,'" ".",'.
In our opink)n, the sIty sand (SM)th8twiU be en<;oonlered in the planned excavation can be
considered for use as s1nJctural fiII:t!~' diy, ~ provided the sol is near its optimum
moisture content at the time of ~:;{b~, s8ndy sOt (UL) and silt CUL) that will be
encountered in the excavation sholdd nOt be used as sIruct1nIIfiI •
.. I..~'"-'\-""","~ •••• t .. 1_~~ ..... ,,,,.-,-.. ~---....... ' ,", .~ •• ' r·. • __ . "._ ... "... ,",. " ....... -.. -.', ' __ ', ... -,-"",-_ ". ,-.. -~-.M" ...... .-.......... ,.,. ... ~ .. .....--..lF~<.,.._'··,--' .e.,' •.• ~ -.> •.• ;.
": t)':-: (, ~i:;;:n~,;:~::·~: ~'"' .
Imported soil intended for use as ~ tiU:.$OUld consist of a fairly weD-graded granular
soil with a moisture content that. is~ c:ir~. its optimum moisture content and has a
maximum aggregate size of 4 .1ncIle$, ~iiitg,Wet weather conditions or where groundwater
seepage Is encountered, structur81@i ~"~ of a fairly well-graded granular material
having a maximum aggregate size .. of .~.~ al1!l no more 1han 5 percent fines wssIng the
U.S. No. 200 sieve. . .:~.;,.:;;;.;,;.,«,;,~ •..
. ,~j~~~:$;. '.~;.\i(.;fi.~~:' . ,:
Four-to six-inch-d~ quat'IY.,§~~~,~.be placed at a positive slope toward the
proposed french dram located at the,tpe ,(jf,~ new fiR slope, as shown on Plates 2 and 3.
The thickness of the quarry spaDs sho!J\d ~about 1 foot
Page 5
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EARIH COI'S'.:rNi .. ' a mA"tm' ."; .,:.-_',t,::::,~t:}.; .. t~~~)<:~·
Marth 22.2007 :;' "" ,,' '
Slope Fill Placement
". ,
E-I2782
The strucII.miI fiB used to repIace.1he(~ soil rmst be adequately keyed and
, benched into the slope. This procesS,stioUId. ~ of excavating a keyway at the base of the
~~-'~""~'''''''-'1I;-'aii'§fidWrl OirPlales 28na3."Jbel<iiyWi.iy-SIiOOId bMiaWillffOl1IfiOiif1J'reet."fhifskipjf
above the keyway should then be cut·info a ~ of holizonfal to slightly inward-sIoping
benches. The widIh of the benches,WiII~,wiIh,the gradient of the slope. usuaRy the gentler'
the slope, the wider1he benches.,: '. __ ,
'-.:. ",.;
. ; -!,::_ '.' '. _,';"1[ •. :';,f 1)-••
Excavations al'ld Slopes
The following irIfonnatDl is ~SoIeIyas a service to our client Under nO
ciroumstances should this lnformIiIion:be, ~ to mean that ECI is assuming
responslbilily fer consbudlon .~.,~ Ql'tIle conlracIDr's acIiviIies; such responstbility is
not being implied and should not be,iireJie(!,' •
In rio case should excavation slopes begmaler than the limits specified in local, state
(WISHA), and federal (OSHA) safely ~JaIions. Based on the information obtained from our
subsurface exploration, the loose soils that wII be encountered in 1I1e plamed excavation
would be classified as Type C by 'I.M.tIAt-OO~J1~ cuts grealerthan 4 feet in height
in Type C soils should be sloped at:iIIl~:of 1.5H:1V •
. ~t-: L:."l' ·'J,'a-..' ;~l'-':':L!"
An ECI representative should ob~er.:e!~.IJ':I~!y!e](cavations to verify soil and groundwater
conditions and the soD type. . < viU.;'~'I:'i.'.'.!;li:, ;i-
. " , ..
. ,", .'-'-"-"',10
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Permanently exposed slopes should be seeded with an appropriate species of vegetation to
reduce erosion and improve stability of the surficial layer of soil.
UMITAllONS ';"i,w;rJf :;~,."y
,c-~"·'~·~~f.n t,'e W 1
•• >
Our recommendations havebe\!i"9~~~"~ application to this project only and
In a manner consistent with th<i1i~~ ,Care and sIdII ordinarily exercised by other
members of the profession curren11y praCtIcing under conditions in 1I1is area. This report is
for the exclusive use of ~~~ Inc. and 1I1eir representatives. No wammty.
, expmssed or ImpUed, is made. Th\l;~£io,its elilite1y. should be inciuded in the project
contract documents fer the info~,Qttt!e,W~ .
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EARrn CONSUt.TING 1NCORP0RATa>
March 22. 2007
E-12782
We trust this Information meets your needs. If you have any questions, please call.
Respectfully submitted,
Steve J. Scharf
'~"'~";: ,A·.·.,seniofStaff.Geo\egist
SJSlKMWhI<p
Plate 1 , Boring Location Plan
Plates 2, Cross Sections A-A' andB"B' ", ;.;:.'
Plate 3, Cross Sections C-G' and 0-0'
Plates 4-9, Boring Logs
. ' ......
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eARIlI CONSUL "I1NG INCORPORATa>
Kristina M. WeRer, PE
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ProI. No.. 12782
Boring Log
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KqJ County, W8shlnglon
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Kmg County. Washingloo
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WesMewVillage Apartment Complex
KIng County, WashIngton
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ApproxlmatllOOlUCIniPf' Eel borinJ
!'rei, No, E-12782. M,roh 2007
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