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THIS PERMITAUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK
BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBIC
E OONMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETCJ WILL REQUIRE
Grading
SEPARATE PERMISSION.
PERMIT APPUCAT ON: SEE CDC19.00.005(A)(5],
'SEE
ECDE (Ails)
PERMIT LIMIT. C 1100""S
Engr. Inspection
SEE EACH OF PINK PERMIT FOR MORE INFORMATION
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESSORS
Fire Review
Plan Chk. Deposit
I IN INTEREST, AGREES TO INDEMNIFY. DEFEND AND HOLD HARMLESS THE CITY OF
I EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES. AND AGENTS FROM ANY AND
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
Fire Inspection
Receipt #
FROM THE ISSUANC OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL Or BE
OF ANY CITY ORDINANCE
Landscapeinsp.
Total Arm, Due
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DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT
NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.-
Recording Fee
Receipt #
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION� THAT THE NFORMATION
APPLI
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GIVEN IS CORRECT, AND THAT I A. THE OWNER, OR THE DULY AUTHORIZED AGENT OF
Tr,9 IPPI-IS Is Not a POI-11 -not 61 nod by the
THE OWNEFL I AGREE TO COMPLY WITH CITYAND STATE LAWS REGULATING CONSTRUC,
CALL
suifinfing Offiall 11 1110ho DOAlly: end Fog
TION: AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
STATE OF WASHINGTON RELATING TO
FOR INSPECTION
IN VIOLATION OF THE LABOR CODE OF THE
WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27.
F1 S SIONATU
DATE SIGNED
(425) (
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Y- 2-3 - 2-
771-0220
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Ell OAT
ATTENTION
EXT. 1333
IT IS UNLAWFUL TO USE OR OC UPY A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BECEN MADE AND APPROVAL OR A CERTI-
ORIGINAL -FILE YELLOW - INsPILT-011
FICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109 I IBC110 I IRCI10.
PINK -OWNER GOLD - ASSESSOR
101" PRESS HARD - YOU ARE MAKING 4 COPIES
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE
IT IS DUE TO THE QUALITY OF THE DOCUMENT.
1-1LIUM I UHLL-�, LUI t-LJVtKHUL 1// p ppqC)VED BY PLANNINI-3 FH
9110 178TH PLACE SW A = +114 AVE GRADE +123' 2925 SF/ 14483 207 W -(a-
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EDMONDS, WA 98026 B = +114 ACTUAL +148' LOT SLOPE 100 9-
C -71 -r - _(PROJ. DATUM,
PARCEL #: 00914200001400 = +131 MAXIMUM +148' (136'-59')/187' = 4jl:/- - - - - - A-I)LA 1511 t 'wz-ur
D = +133 F-S � RECEIVED METER
LOT SIZE 14,483 SF Zone Come,_� �Fl. L C, ('0 06
IMPERVIOUS SURFACE CALCS Setbacks Required Actual MAY 3 1261'06 TFI FPHFlNF ---T6-
I I-) POLE 'N 10 - O'O'E i
PROPOSED BUILDING ROOF OUTLINE: 3,338 SF DEVELOPMENT SERVICES CTR. 6)-LLi
PROPOSED DRIVEWAY: 1,522 SF To- CITY OF EDMONDS i 20. 0 o'
to R=20.00 c�
PROPOSED GARAGE: 624 SF (INCLUDED IN ROOF OUTLINE) we
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PROPOSED PATIO: 60 SIT V11 10 WATERLINE L 31.41
PROPOSED DECK: 102 SF 4PSF SF CD
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D-00- LOT 14 TGW EQ SEWER LINE WATER & STORM SITE PLAN
UND INT IN KAIREZ DR EASEMENT DRAIN EASEMEN
ALSO TGW EQ & UND INT 58'-4' X 60'-0' ONAL SCALE: 1' = 20'
IN TR A
CITY ENCL. RECTANGL Revised/04-26-200
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IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE
NOTICE:
IT IS DUE TO THE QUAL ITY OF THE DOCUMENT.
NOTEU
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A C C E PTA R E 11 G H T LTt CF- I -B 1; H K �98.7&
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BUILDING ROOF OUTLINE, 3,338 SF OfERIAL (DATUM 'MR- Ef�PROJECT)_
PROPOSED
IMPER�UAUI SURFAC CALCS WR 36
FREPOSCU D'IVE"y, 1.522 SF <SHEET PLOV)
PROP.D PATIO4 6' SF SCH 40
PROPOSED BECK, 102 SF .30 SF = 132 SF N -12
TOTAL IMPERVIOUS AREA -0 DRIVEIA', 3530 Sr r8lo HANCOR
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EASEMENT REVISED 10-15-eW5 RE S U
REVISED It-g-ZODS
2006
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE
IT IS DUE TO THE QUALITY OF THE DOCUMENT.
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NOTES:
i, Install silt fence per City of Edmonds standards.
drain inlet inserts before construction
2, Install storm
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and remove inserts at the end of the construction, 100
3. To locate the Sanitary Sewer Manhole in the - - - - — - - - - -
GATUM-FOR-THjE_�ROJECT)
easement at finished grads.
ALL EXPOSED SURFACES TO
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31
10-18-05
SCALE1 V = 20' 2 REVISED
A
11-9-05
-
C17y COPY
RECEIVFrD
CITY COPY
SE P 0 6 2005
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PERMIT Co UNTER
GEOTECHNICAL ENGINEERING STUDY
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PROPOSED B. K. CHEN RESIDENCE
B
LOT 14 — PLAT OF VISTA DEL MAR
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EDMONDS, WASHINGTON
L&A Job No. 5AO83
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Date: July 2, 2005
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Prepared for:
Mr B. K. Chen
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331 NE 53"1 Street
Seattle, WA 98105
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Prepared By:
Liu & Associates, Inc.
19213 Kenlake Place NE
Kenmore, Washington 98028
LIU & ASSOCIATES, INC.
Geotechnical Engineering Engineering Geology Earth Science
July 2, 2005
Mr. B. K. Chen
331 NE 53d Street
Seattle, WA 98105
Dear Mr. Chen:
Subject: Geotechnical Engineering Study
Proposed B. K. Chen Residence
Lot 14 — Plat of Vista Del Mar
Edmonds, Washington
L&A Job No. 5AO81
INTRODUCTION
We have completed a geotechnical engineering study for the subject lot, located in Edmonds,
Washington, on which you plan to build a single-family residence. The general location of the
subject lots is shown on Plate I — Vicinity Map. The purpose of this study is to characterize the
subsurface conditions of the lot and provide geotechnical recommendations for grading, slope
stabilization, erosion abatement, surface and ground water control, building setback from steep
sloped area, foundation design and construction, etc., for the proposed development of the lot.
Presented in this report are our findings and recommendations.
PROJECT DESCRIPTION
Although architectural design plans for the proposed residence were not a ailab e at the time this
-family residence to be constructed on
report was being prepared, we understand that the single
the subject lot will be a wood -framed structure over a concrete walled basement. The basement
level will be below grade along the uphill sides and day -lighted along the downhill sides. The
building will be supported on perimeter footings and interior columns and foundations. The
19213 Kenlake Place NE - Kenmore, Washington 98028
Phone (426) 483-9134 Fax (426) 486-2746
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July 2, 2005
Proposed B. K. Chen Residence
L&A Job No. 5AO81
Page 2
construction of the basements of the residences will require cuts up to about! 0 feet deep. Local
minor fill may be required.
SCOPE OF SERVICES
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Our scope of services for this study comprises specifically the following:
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I Review the geologic and soil conditions at the site based on a publish c�d geologic map.
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2. Explore the site for subsurface conditions with backhoe test pits to a firm bearing soil
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stratum or to the maximum depth (about 12 feet) capable of by the backhoe used for
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excavating the test pits, whichever occurs first.
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3. Perform necessary geotechnical analyses, and provide geotechnical r, commendations for
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site stabilization, site grading, erosion abatement, surface and ground water control, and
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foundation design, based on subsurface conditions encountered in the test pits and results
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ofour geotechnicall analyses.
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4. Prepare a written report to present our findings, conclusions, and recommendations.
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SITE CONDITIONS
SURFACE CONDITION S
The subject lot is an irregularly shaped tract of land elongated in the 1 east -west direction,
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averaging about 80 foot wide by 180 foot long. It is situated on a hi gh blu ff overlooking Puget
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Sound along the western shore of Edmonds. A ve ry steep bluff occupies about the western half
of the lot which slopes down steeply westerly to northwesterly at about 160 percent grade and
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continues to descend beyond the west lot line down to the right-of-way of"Burlington Northern
Rail Road below. The terrain over about the eastern half of tile lot generally slopes down
moderately northerly to northeasterly at about 25 percent grade. The residence is to be sited
LIU & ASSOCIATES, INC.
July 2, 2005
Proposed B. K. Chen Residence
L&A Job No. 5A081
Page 3
within the moderately steep eastern half of the lot with sufficient setback from the crest of the
steep west -trending bluff. Within about 10 to 15 feet of the crest of the steep bluff is a I 0-foot
wide utility easement.
The eastern half of the lot appears to have been cleared and regraded when the Vista Del Mar plat
was developed, and is now overgrown with brush and weeds. The western half of the lot remains
undisturbed, and is dotted with tall mature evergreen trees and covered with dense underbrush.
GEOLOGIC SETTING
The Geolopic Mat) of the Eastern Half and Part of the Western Half Quadrangles. Washington,
by James P. Minard, published by U. S. Geological Survey in 1983, was referenced for the
geologic and soil conditions of the lot. According to this publication, the surficial soil units at
and in the vicinity of the lot are mapped as Recessional Outwash (Qvr) underlain by Transitional
Beds (Qtb), which is in turn underlain by Olympia Gravel (Qog).
The geology of the Puget Sound Lowland has been modified by the advance and retreat of
several glaciers in the past and subsequent deposits and erosion. The latest glacier advanced to
the Puget Sound Lowland is referred to as the Vashon Slade of the Fraser Glaciation, which has
occurred during the later stages of the Pleistocene Epoch and retreated from the region some
14,500 years ago.
The recessional outwash deposits were laid. down by meltwater of the stagnating and receding
Vashon glacier. They are composed of fine to medium sand with minor amounts of gravel.
Because it had not been over -ridden by the retreating glacier, the Recessional Outwash is
generally loose and can be very easily eroded. When exposed on slopes with poor vegetation
cover. the recessional outwash deposits may slough off and redeposit to its angle of repose. Due
LIU & ASSOCIATES, INC.
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July 2, 2005
Proposed B. K. Chen Residence
L&A Job No. 5AO81
Page 4
to its granular nature, the recessional outwash deposits are generally well drained. Recessional
outwash deposits, however, were not encountered by the test pits excavated oil the lot.
The transitional beds soils unit is of glacial and non -glacial deposits mostly of massive, thick or
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thin beds and laminae of gray to dark -gray clay, silt and fine to very -fine sand, The fine-grained
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sediments mostly were deposited in lakes sonic distance from the ice front and in fluvial systems
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prior to the advance of the ice. The sediments were mostly deposited during the transitional
period near the close of pre -Fraser interglacial (0 lympia Interglaciation) time and into early
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Fraser glacial time. The transitional beds soil unit is about 10 to 20 meter thick in exposure.
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This soil unit is very stiff to hard and stable in its natural, undisturbed state. It may contain
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frequent jointing and fissures, and can become unstable in steep slopes or mail -made cuts when
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the joints and fissures are saturated.
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The Olympia gravel consists of stratified, fluvial sand and gravel deposited during the Olympia
glaciation some 22,700 to 36,000 years ago. The sand and gravel is very dense and weakly
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cemented, and is capable of standing vertically in fresh exposure. It can provide excellent
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foundation support with little settlement expected.
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SOIL CONDITIONS
Subsurface conditions of the lot were explored with four test pits spread over its eastern half.
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The test pits were excavated on June 18, 2005, with a track -mounted backhoe to depths from 7.0
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to 8.5 feet. The approximate locations of the test pits are shown on Plate 2 Site and Exploration
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Location Plan. The test pits were located with either a tape measure or by visual reference to
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existing topographic features in the field and oil the topographic survey map, and their locations
should be considered only accurate to the measuring method used.
LIU & ASSOCIATES, INC.
July 2, 2005
Proposed B. K. Chen Residence
L&A Job No. 5AO81
Page 5
A geotechnical engineer from our office was present during subsurface exploration, who
examined the soil and geologic conditions encountered and completed logs of test pits. Soil
samples obtained from each soil unit in the test pits were visually classified in general
accordance with United Soil Classification System, a copy of which is presented on Plate
Detailed descriptions of soils encountered during site exploration are presented in test pit logs on
Plates 4 and 5.
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The test pits revealed that the lot has been regraded, with medium -dense to dense structural fill
placed over some area of the site, such as that encountered by Test Pit 4 located near the north
ill, a layer of loose to medium -dense
east corner of the lot. After the placement of the structural f
'31 fill, about 1.6 to 2.6 feet thick, containing some organic substances and occasional wood debris
was spread over the surface of the lot, such as the fill encountered by all four test pits. A thin
layer of relic topsoil was found underlying the loose surficial fill in Test Pit 1.
Underlying the fill and relic topsoil is a brown to brown -gray, mediuni-dense to dense, fine to
medium sand deposit with a trace to some gravel. This sand deposit was encountered to the
depths explored, except in Test Pit I where a light -brown, very -stiff, silt to fine sandy silt deposit
was found underlying the sand deposit.
The fine to medium sand deposit underlying the fill and relic topsoil within the lot appears to be
of advance outwash soils. The advance outwash soils are composed of stratified sand and gravel
with minor amounts of silt and clay, deposited by the nichwater of advancing glacial ice. Dueto
its generally granular composition. the advance outwash deposits are of moderately high
permeability. They were glacially overridden and are generally dense to very dense in its natural,
undisturbed state, except the top few feet where exposed which may be weathered to a loose to
medium -dense state. The advance outwash soils can stand in steep cuts or natural slopes when
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July 2, 2005
Proposed B. K. Chen Residence
L&A Job No. 5AO81
on
Page 6
undisturbed. When exposed on slopes of poor vegetation cover and subjected to storm runoff,
the advance outwash deposits can be gradually eroded and may slough to a flatter inclination.
The advance outwash deposits in their native, undisturbed state can provide good foundation
support with little settlement expected for light to moderate residential structures.
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The very -stiff silt to fine sandy silt layer found underlying the advance o utwash sand deposit in
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Test Pit I appears to be of the transitional beds soil unit, The soils of this unit will become hard
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to very -hard with increasing depth.
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GROUNDWATER CONDITION
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Groundwater was not encountered in any of the test pits. The advance outwash sand deposit
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underlying the lot at shallow depth is of high permeability and would allow stormwater to seep
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through easily. The layer of silt to fine sandy silt underlying the advance outwash sand deposit,
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as encountered in Test Pit 1, is of extremely low permeability and would perch stormwater
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infiltrating into the ground. This perched groundwater would flow laterally along the surface of
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the silt layer. When emerging out of the steep bluff. the groundwater can erode the sandy soils
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above the seepage zone and cause them to slough off.
DISCUSSIONS AND RECOMMENDATIONS
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GENERAL
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Progressive weathering and erosion of steep bluffs in the Puget Sound region often results in
bluff rece ssion, which is generally ail unavoidable natural process that is frequently accelerated
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by human activities, Bluff recession are mainly caused by toe scouring, erosion and landslides.
Toe scouring occurs at the base ofa bluffduc wave action, while erosion and landslides are often
caused by removal of vegetation cover on the bluff, discharge of concentrated stormwater unto
LIU & ASSOCIATES, INC.
July 2, 2005
Proposed B. K. Chen Residence
L&A Job No. 5AO81
Page 7
the bluff, and unsupported and unprotected excavation on the bluff. The average rate of bluff
recession may vary from a fraction of an inch to several feet a year, depending oil the geologic
and soil conditions, vegetation cover. precipitation, drainage control, exposure to wave action,
etc.
Development in close proximity of a steep bluff always involves risk of soil movement and
potential damages to the development. You should recognize that the potential does exist for
landslides to occur within the subject lot which contains a steep bluff, and is willing to accept
Ahis risk. The risk can, however, be mitigated to a tolerable level by following the
recommendations in this report for the proposed development of the lot.
The utility casement traversing across the lot is in close proximity ofthe crest ofthe steep bluff.
Water leaking into the ground from underground utility lines in this easement, such as domestic
water and sewer lines. can be very detrimental to the stability of the bluff. Close monitoring
should be kept on these utilities to catch problems early and fix them immediately before they
become a threat to the stability of the bluff.
GRADING SEASON
Based on the soil conditions encountered from our subsurface explorations, it is our opinion that
the site is suitable for the proposed development from the geotechnical engineering viewpoint,
provided that the recommendations in this report are fully implemented and observed in the
design and construction of the proposed residence, Due to the sensitive nature of the steep bluff
within and below the lot, grading and foundation construction work for the residence should be
undertaken and completed in the dryer period from April I to October 30� The site should be
stabilized with proper drainage and erosion control measures in place beyond this dry season
grading period.
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July 2, 2005
Proposed B. K. Chen Residence
L&A Job No. 5AO81
Page 8
GEOLOGIC HAZARDS AND MITIGATION
Landslide Hazards
The medium -dense to dense advance outwash and very -stiff to hard transitional beds soils
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underlying the lot at shallow depth are of moderately high shear strength. and the potential for
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deep-seated landslides to occurred in the moderately steep eastern half of the lot should be
minimal. The surficial weathered soils mantling the steep bluff in the western half of tile lot may
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slough off in the form of shallow, skin -type, mudflows when devoid of vegetation cover and
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overly saturated. To alleviate such hazard, the dense vegetation cover over the steep slope
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should not be disturbed. The trees on the bluff may be topped and trimmed, if desired, but
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should not be cut down. Discharge of concentrated stormwater, dumping of yardwaste and
dispose of spoil soils onto the steep bluff should not be allowed.
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Erosion Hazard
The surficial weaker soils mantling the steep bluff can be easily eroded. Groundwater seepage
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out of the steep bluff from the contact between the advance outwash sand layer and the
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underlying transitional beds deposit can result in extensive erosion and soil sloughing. To abate
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the erosion potential of the bluff, the vegetation on the bluff should be maintained.1; Unpaved
ground within the lot due to construction activities should be re-v egetated. tConcentrated
storrawater should not be released onto the ground anywhere within the lot, including the steep
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bluff. Storm runoff over impervious surfaces, such as roofs and paved driveway should be
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collected with underground drain line systems and catch basins, and tightlined to discharge water
into a storm sewer.
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Seismic Hazard
The Puget Sound region is in an active seismic zone, The lot is underlain by medium -dense to
dense advance outwash and very -stiff to hard transitional beds soils of moderately high shear
LIU & ASSOCIATES, INC.
July 2. 2005
Proposed B. K. Chen Residence
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L&A Job No. 5AO81
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Page 9
strength. There is a lack of continuous, extensive, static groundwater table at shallow depth
.,under the.lot. Therefore the potential for seismic hazards, such as deep -seated landslides,
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liquefaction, lateral soil spreading, to occur on the site should be minimal. The proposed
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building, however, should be d esigned for seismic forces induced by strong earthquakes. Based
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on the soil conditions encountered by the test pits, it is our opinion that Seismic Use Group I and
SiteClass D should be used in the seismic design of the proposed residences in accordance With
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the 2003 international Building Code (IBC).
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PREPARATION AND GENERAL GRADING
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The vegetation within construction limits should b e cleared and their roots thoroughly grubbed.
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Loose fill, topsoil and loose surficial sandy soils should be stripped within the building footprint,
driveway and areas where structural fill is to be placed. The exposed surface should be
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compacted to a non -yielding state with a vibratory roller compactor and proof -rolled with a fully
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loaded dump truck or water truck. During construction, storm runoff should be intercepted with
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ditches or curtain drains. as required, and conveyed into a storm drain to minimize soil erosion
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and facilitate grading work.
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The on -site surficial soils contain a high percentage of fines and are sensitive to moisture.
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layer of clean quarry spalls placed over excavated areas and areas of frequent traffic may be
required to protect the subgrade soils from disturbance by construction traffic. Silt fences should
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be erected along the downslope boundaries of the lot and the crest of the steep bluff to prevent
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sediments being transported onto adjoining properties or onto the steep bluff by storm runoff.
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The bottom of filter fabric ofthe silt fence should be anchored in a trench filled with gravel.
LIU & ASSOCIATES, INC.
L&A Job No. 5AO81
Page 10
EXCAVATION AND FILL SLOPES
We understand that the proposed building will have a day -light basement. and the building
footprint excavation tip to 10 feet deep may be required Under no circumstance should
excavation slopes be greater than the limits specified by local, state and federal safety regulations
if workers have to perform construction work in excavated areas. Unsupported temporary cuts
greater than 4 feet in height should not be steeper than IHAV in the surficial fill, topsoil and the
underlying advance outwash sand deposits. Permanent cut banks, if required, should not be
steeper than 2-1/2H:IV. The soils and the stability of cut slopes should be observed and verified
by a geotechnical engineer during excavation. Excavation over the steep bluff within the site
should be prohibited.
Permanent fill embankments required to support structural or traffic loads should be constructed
with compacted structural fill placed over proof -rolled undisturbed, native, medium -dense to
dense advance outwash or very -stiff to hard transitional beds soils after the surficial unsuitable
soils are stripped. Permanent fill to be placed on slopes steeper than 15% grade should be
retained structurally. Sloping ground over which fill is to be placed should be benched with
vertical steps no more than 4 feet high after stripping of unsuitable surficial soils. The slope of
permanent fill embankment should not be steeper than 2H:IV. Upon completion, the sloping
face ofpermanent fill embankments should be thoroughly compacted to a non -yielding state with
a hoe -pack. No fill should be placed over the steep bluffwithin the lot.
The above recommended cut and fill slopes are under the assumption that groundwater seepage
will not be encountered during construction. If encountered, the construction should be
immediately halted and the slope stability re-evaluated, The slopes may have to be flattened and
other measures taken to stabilize the slopes. Surface runoff should not be allowed to flow
uncontrolled over the top of cut or fill slopes. Permanent cut slopes or fill embankments should
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Proposed B. K. Chen Residence
L&A Job No. 5A081
Page I I
be seeded and vegetated as soon as possible for erosion protection and long-term stability, and
should be covered with plastic sheets, as required, to protect them from erosion by stormwater
until the vegetation is fully established.
7
STRUCTURAL FILL
Structural fill is the fill that support structural or traffic load. Structural fill should consist of
clean soils with particles not larger than four inches and should be free of organic and other
deleterious substances. Structural fill should have a moisture content within one percent of its
optimum moisture content at the time of placement. The optimum moisture content is the water
content in the soil that enable the soil to be compacted to the highest dry density for a given
compaction effort. The on -site clean fine to medium sand soils may be used for structural fill
only under fair weather conditions when their moisture content can be controlled to near
optimum moisture content at the time of placement. imported material to be used as structural
fill, should be clean, free -draining, granular soils containing no more than 5 percent by weight
finer than the No. 200 sieve based on the fraction of the material passing No. 4 sieve, and should
have individual particles not larger than four inches.
Unsupported fill over areas steeper than 20% grade should not be allowed within the site. The
ground over which structural fill is to be placed should be prepared in accordance with
recommendations in the SITE PREPARATION AND GENERAL GRADING and
EXCAVATION AND FILL SLOPES sections of this report. Structural fill should be placed in
lifts no more than 10 inches thick in its loose state, with each lift compacted to a minimum
percentage of the maximum dry density determined by ASTM DI 557 (Modified Proctor Method)
as follows:
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Proposed B. K. Chen Residence
L&A Job No. 5AO81
Page 12
Applicat % of Maximum Dry Densit
Within building pads of the building lots 95%
Roadway/driveway subgrade 95% for top 3 feet and 90% below
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Retaining wall backfill 90%
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Utility trench backfill 95% for top 4 feet and 90% below
INGSETBACK
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The purpose of building setback from the top or toe or an overly steep portion of a slope is to
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establish a safe buffer such that ifa slope failure should occur the stability ofthe structure can be
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maintained and damages to the structure minimized. In general, the greater the setback, the
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lower the risk for the structure to sustain damages from a slope failure.
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to maintain stability, we recommend that the proposed set back at least 25 feef, from the top of
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'the steep bluff. Also, the horizontal distance from the edge of footing foundations to the face of
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the bluff should be at least , 30 feet.
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The building setback from the crest-ofthe steep bluffmay be reduced to 15 feet ifthe portion of
the building within 25 feet of the bluff is supported on pile foundations. The piles should be
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driven to "refusal" as defined in this report, and battered piles and/or tieback anchors should be
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provided for lateral supports to the building. A combination ofconventional footing foundations
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and pile foundations, meeting the above building setback recommendations may be used to
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support the building.
LIU & ASSOCIATES, INC.
July 2, 2005
Proposed B. K. Chen Residence
L&A Job No. 5A081
Page 13
CONVENTIONAL FOUNDATIONS
Conventional footing foundations may be used for supporting the proposed buildings. The
footing foundations should be placed on or into the underlying, native, undisturbed, medium -
dense to dense advance outwash and/or the very -stiff to hard transitional beds soils. Water
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should not be allowed to accumulate in excavated footing trenches. Disturb d soils in footing
trenches or under on -grade slabs/pavement should be completely removed down to firm native
soils or thoroughly re -compacted to a non -yielding state prior to pouring concrete for the
footings.
ve recommendations are followed, our recommended design criteria for footing
If the abo
foundations are as follows:
The allowable soil bearing pressure for footing'*�iiundations, including dead and live
loads, should be no greater than 2,500 psf. The footing bearing soils should be verifi d
on -site by a geotechnical engineer after the footing trenches are excavated and before the
footings poured.
The minimum depth to bottom of perimeter footings below adjacent final exterior grade
should be no less than 18 inches, The minimum depth to bottom of the interior footings
below top of floor slab should be no less than 12 inches.
The minimum width should be no less than 16 inches for continuous footings, and no less
than 24 inches for individual footings.
A one-third increase in the above recommended allowable soil bearing pressure may be used
in, transitory, wind or seismic loads. For footing foundations designed
when considering short -ter
and constructed per recommendations above, we estimate that the maximum total post -
construction settlement of the buildings should be 3/4 inch or less and the differential settlement
across buildiniz, width should be 1/2 inch or less,
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Proposed B. K. Chen Residence
L&A Job No. 5A081
Page 14
Lateral loads on buildings can be resisted by the friction force between the foundations and the
subgrade soils or the passive earth pressure acting on the below -grade portion of the foundations.
For the latter, the foundations must be poured "neat" against undisturbed soils or backfilled with
a clean, free -draining, compacted structural fill. We recommend that an equivalent fluid density
(EFD) of 300 pcf (pounds per cubic foot) for the passive earth pressure be used for lateral
resistance. The above passive pressure assumes that the backfill is level or inclines upward away
from the foundations for a horizontal distance at least twice the depth of the foundations below
ween the foundations and the subgrade soils
the final grade. A coefficient of friction of 0,60 bet
may be used. The above soil paratneters are unfactored values, and a proper factor of safety
should be used in calculating the resisting forces against lateral loads on the buildings.
PILE FOUNDATIONS
�_'We recommend pin piles (small diameter steel pipe piles) be used if pile foundations have to be
used to meet the above setback recommendations, We recommend that pin piles be constructed
with 6-inch standard steel pipes (6.625 inch outside diameter by 0.280 inch wall).
Pin piles should be driven with a hydraulic mechanical haturner at least 850 pounds delivering
-acting air hammer at least 600 pounds
600 blows per minute minimum, or a differential
delivering 600 blows per minute minimum, or equivalent harnmers. Pin piles should be driven to
penetrate through the surficial loose soils and seated into the underlying dense advance outwash
and hard transitional beds soils. Each pile should be driven to "refusal defined as 'at least 30
seconds of continuous driving for one inch of pile penetration".
When driven to refusal. the 6-inch steel pipe piles should be able to develop an ultimate axial
bearing capacity of at lea st 15 tons per pile. The allowable bearing capacity of the pin piles
pile, based on a factor of safety of 2.0. At least two
should not be more than 7.5 tons pei
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July 2. 2005
Proposed B. K. Chen Residence
L&A Job No. 5AO81
Page 15
production piles Should be randomly selected by geotechnicall engineer for load test to at least
200 percent of their allowable bearing capacity.
LATERAL SUPPORTS
Due to the slenderness of pin piles, the lateral load resistance capacity ofvertical pin piles should
be neglected. Resistance against lateral loads on the building may be provided with battered pin
piles or tieback anchors. Battered pin piles may be used for resisting lateral loads in the direction
away from the steep bluff. Battered pin pile should not be inclined flatter than 5V: I R. Tieback
anchors should be used for resisting lateral loads in the direction towards the steep slope. Pin
piles and helical anchors and their accessories should be coated with asphaltic paint or
galvanized to provide long-term corrosion protection.
Tieback anchors may consist of helical anchors. Helical anchors consist of a lead section and
sections of extension bars that can be added on to the lead section. A lead section is made of
single or multiple steel helical flights welded onto a square steel bar. The helical anchors can be
screwed into the ground at a slanted angle with a drill head to scat into a firm soil strata to
develop required pullout resistance. Helical anchors are commercially available from A. B.
Chance Company or Atlas Company.
Helical anchors, if used. should be seated into the underlying dense advance outwash and/or hard
transitional beds soils. The pullout capacity of helical anchors is directly related to the torque
required to advance the anchor assemblies and the type of soils into which the anchors are
installed. When seated into the dense advance outwash or hard transitional beds soils, we
estimate a helical anchor with a lead section of an 8-inch and a I 0-inch helices can develop an
ultimate pullout capacity of about 6 ton, and our recommendation for the allowable pullout
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Proposed B. K. Chen Residence
L&A Job No. 5A081
Page 16 t
capacity of such helical piers should not exceed 3 tons per each based on a factor of safety of at
least 2.0.
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BASEMENT AND RETAINING WALLS
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Basement walls restrained horizontally at. the top are considered unyielding and should be
designed for lateral soil pressures under the at -rest condition; while retaining walls free to move
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at the top should be designed for active soil pressures. We recommend that a lateral soil pressure
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of45 and 60 pcfEFD be used for the design offoundation walls with level/descending backslope
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and rising backslope, respectively; and 35 and 50 pcf EFD for retaining walls with
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rest pressu re, a passive soil pressure of 350 pcf EFD may be used, except that the passive
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pressure within the top 12 inches of the finish subgrade should be ignored. The above passive
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pressure assumes that the backfill is level or inclines upward away from the walls. The above
active lateral soil pressures are under the assumption that groundwater behind the walls is fully
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drained. To resist against sliding, the friction force between tile footings and the subgrade soils
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maybe calculated based on a coefficient of friction ofO.60, The above coefficient of friction and
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passive soil pressure are ultimate values, and proper factors of safety should be used in the design
ofall walls against sliding and overturning failures.
A vertical drainage blanket consisting of at least 12-inch-thick free -draining pea gravel or washed
gravel should be placed on tile upslope side of basement and retaining walls to prevent
accumulation of groundwater behind and buildup of hydrostatic pressure against the walls. The
drainage blanket should be of a clean, free -draining, granular material, containing no more than
3% by weight of fines passing the No. 200 sieve, based on the fraction passing tile No. 4 sieve.
This free -draining backfill should be compacted to the minimum dry density recommended in
STRUCTURAL FILL section of this report. The top 12 inches of backfill should consist of
LIU & ASSOCIATES, INC.
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July 2, 2005
Proposed B. K. Chen Residence
L&A Job No. 5AO81
Page 17
compacted, on -site soils. The backfill material for the foundation and retaining walls should be
compacted with a hand -operated compactor. Heavy compaction equipment should not be
allowed closer to the walls than a horizontal distance equal to the wall heights. A footing drain,
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as recommended in the DRAINAGE CONTROL section of this report, should also be provided
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for foundation and retaining walls.
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SLAB -ON -GRADE FLOORS
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Slab -on -grade floors, if used, shoul d be placed on firm subgrade prepared as outlined in the SITE
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PREPARATION AND GENERAL EARTHWORK and the STRUCTURAL FILL sections of
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this report. Where moisture control is critical, the slab -on -grade floors should be placed on a
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_j capillary break which is in turn placed on the compacted subgrade. The capillary break should
consist of a minimum four -inch -thick layer of free -draining gravel or crushed rock containing no
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more than 5% by weight passing the No. 4 sieve. A vapor barrier, such as a 6-mil plastic
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membrane, may be placed over the capillary break, as required, to keep moisture from migrating
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DRAINAGE CONTROL
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Excavation for Building Footprint
We do not anticipate the excavation for the building footprint to encounter groundwater., If
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encountered, the bottom of excavation should be sloped and ditches excavated along the bases of
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the cut slopes to direct collected groundwater into a sump pit from which water can be pumped
out ofthe building footprint into a storm sewer. A layer of2-inch crus hed rock should be placed
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over firm undisturbed subgrade soils under footings and on -grade slabs, as required, to protect
the soils from disturbance by construction traffic. This crushed rock base should be built to a
few inches above groundwater level, but not less than 4 inches thick. The crush rock base should
be compacted in 12-inch lifts to a non -yielding state with a vibratory mechanical compactor.
LIU & ASSOCIATES, INC.
July 2, 2005
Proposed B. K. Chen Residence
L&A Job No. 5AO81
Page 18
Runoff over Impervious Surfaces
Storm runoff over impervious surface, such as roofs and paved driveway, should be collected by
underground drain line systems connected to roof downspouts and by catch basins installed in the
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driveway. Stormwater thus collected should be tightlined to discharge into a storm sewer.
Sufficient numbers of cleanouts should be provided to the underground drain line systems at
strategic location to allow for periodical cleaning of the drain lines.
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Building Footing Drain
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A subdrain should be installed, as required, around the perimeter footings of the building. The
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subdrains should consist of a 4-inch-minimum-diameter, perforated, rigid, PVC, drain pipe, laid
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a few inches below the bottom of perimeter footings. The trenches and the drain lines should
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have a sufficient gradient to generate flow by gravity. The drain lines should be embedded in
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washed gravel completely wrapped in non -woven filter fabric to within about 12 inches of finish
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grade. Sufficient numbers of cleanouts should be provided to the underground drain line systems
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at strategic location to allow for periodical cleaning of the drain lines. The remaining trenches
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may be backfilled with on -site impervious soils. Water collected by the perimeter footing
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subdrains should be tightlined, separately from the roof and Surface stormwater drain systems, to
discharge into a storm sewer.
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RISK EVALUATION STATEMENT
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The site is underlain medium -dense to dense advance outwash and very-stiffto hard transitional
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beds soils at shallow depth. These soils are of moderately high slicar strength in undisturbed
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native state. The key to maintain site stability for the lot is adequate and proper erosi n and
drainage control.. It is our judgment that provided the recommendations in this report are fully
implemented and observed during construction, the areas disturbed by construction will remain
LIU & ASSOCIATES, INC.
July 2, 2005
Proposed B. K. Chen Residence
L&A Job No. 5AO81
Page 19
stable and will not increase the potential for soil movement. In our opinion, the risk of damage
to the proposed development and from the development to adjacent properties from soil
instability should be minimal.
LIMITATIONS
This report has been prepared for the specific application to this project for the exclusive use by
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the Mr. B. K. Chen and his associates, consultants and contractors. We recommend that this
report, in its entirety, be included in the project contract documents for the information of the
prospective contractors for their estimating and bidding purposes. The conclusions and
interpretations in this report, however, should not be construed as a warranty of the subsurface
conditions, The scope ofthis study does not include services related to construction safety
precautions and our recommendations are not intended to direct the contractor's methods,
techniques, sequences or procedures, except as specifically described in this report for design
considerations.
Our recommendations and conclusions are based on soil conditions encountered in the test pits,
our engineering analyses, and our experience and engineering judgment. The conclusions and
recommendations are professional opinions derived in a manner consistent with the level of care
and skill ordinarily exercised by other members of the profession currently practicing under
similar conditions in this area. No warranty, expressed or implied. is made.
The site subsurface conditions encountered in the test pits may vary from those actually
encountered during construction. The nature and extent of such variations may not become
evident until construction starts. If variations appear then. we should be retained to re-evaluate
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July 2, 2005
Proposed B. K. Chen Residence
L&A Job No. 5AO81
Page 20
the recommendations of this report, and to verify or modify them in writing prior to proceeding
further with the construction.
CLOSURE
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We are pleased to be of service to you on this project. Please feel free to call us if you have any
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WAS LIU & ASSOCIATES, INC.
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LOT 14
PLAT OF VISTA DEL MAR
GeoteChnical Engineering - Engineering Geology - Earth Science
EDMONDS, WASHINGTON
JOB NO. 5A �81 FI—MTE 6/1 / 05 1 PLATE__j_j
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LOT 14 - PLAT OF VISTA DEL MAR
Geotechnical Engineering Engineering Geology - Earth Science EDMONDS, WASHINGTON
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
GROUP NAME
SYMBOL
GRAVEL
CLEAN
GW
WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL
GP
POORLY -GRADED GRAVEL
COARSE-
MORE THAN 50% OF
GRAVEL
GRAVEL WITH
GM
SILTY GRAVEL
GRAINED
COARSE FRACTION
SOILS
RETAINED ON NO, 4 SIEVE
FINES
GC
CLAYEY GRAVEL
SAND
CLEAN
SW
WELL�GRADED SAND, FINE TO COARSE SAND
SP
POORLY -GRADED SAND
MORE THAN 50%
MORE THAN 50% OF
SAND
SAND WITH
sm
SILTY SAND
RETAINED ON THEI
COARSE FRACTION
NO. 200 SIEVE
PASSING NO. 4 SIEVE
FINES
sc
CLAYEY SAND
FINE-
SILT AND CLAY
INORGANIC
ML
SILT
CL
CLAY
GRAINED
LIQUID LIMIT
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
SOILS
LESS THAN 50%
MORE THAN 50%
SILTY AND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
PASSING ON THE
LIQUID LIMIT
ORGANIC
OH
ORGANIC SILT, ORGANIC SILT
NO. 200 SIEVE
50% OR MORE
HIGHLY ORGANIC SOILS
PT
I PEAT AND OTHER HIGHLY ORGANIC SOILS
NOTES:
SOIL MOISTURE MODIFIERS:
1 . FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION
DRY - ABSENCE OF MOISTURE. DUSTY, DRY TO
OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-83.
THETOUCH
2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY
ON ASTM D2487-83.
MOIST - DAMP, BUT NO VISIBLE WATER
3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE
VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH
BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL WET - VISIBLE FREE WATER OR SATURATED,
APPEARANCE OF SOILS, AND/OR TEST DATA.
USUALLY SOIL IS OBrA(NED FROM BELOW
WATER TABLE
LIU & ASSOCIATES, INC.
UNIFIED SOIL CLASSIFICATION SYSTEM
GeoteChnical Engineering Engineering Geology - Earth Science
PLATE 3
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TEST PIT NO. 1
Logged By: JSL Date: 6/18/2005 GroundEl. 112.0.:,
Depth
ft.
USCS
CLAM
Soil Description
sample
No.
W
%
Other
Test
Sm
Dark -brown to gray, loose to medium -dense, silty fine SAND, trace
1
to some gravel and wood debris, dry to moist (FILL)
2
Foo—s-67orgiaimcsilt�—fjne SAN—D.tracg—ffne ro6_t_s.mojsf_
TOPSOIL)
SP
Brown to brown -gray, medium -dense to dense, fine to medium
3
SAND, trace to some gravel, moist
4
6
NK
LFght-brown, very -stiff, SILT to fine sandy SILT, moist
7
9
Test pit terminated @ 7.5 ft, groundwater not encountered.
10
TEST PIT NO. 2
1 nnapri Rv, Iql Date* 6/1812005 Ground El. I Z6.5'±
ft.
uscs
CLASS.
Soil Description
Sample
No.
w
%
Other
—Test
OUSP
Dark -brown, loose, organic, silty fine SAND, with fine roots,
intetbedded with brown, loose, fine to medium SAND, moist (FILL)
2
[bepth
3
SF
Brown to brown -gray, medium -dense to dense, fine to medium
SAND, moist
4
6
7
8
9
Test pit terminated @ 7�5 ft, groundwater not encountered.
10
TEST PIT LOGS
LIU & ASSOCIATES, INC. & K. CHEN RESIDENCE
LOT 14 - PLAT OF VISTA DEL MAR
Geolechnical Engineering - Engineering Geology - Earth Science EDMONDS, WASHINGTON
____ T
JOB NO, 5AO83 I DATE f30/05 PLATE 4
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Height Calculation Worksheet
Date
Permit Number,:9,OOS- I o7 -7
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Address q It C� t P1 g L-i
Inspector M2
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Max Height (25'+Ave.) k-+b po
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LIU & ASSOCIATES, INC.
Geotechnicial Engineeting Engineering Geology Earth Science
December 27, 2006
Mr. B. K, Chen
331 NE 53d Street
Seattle, WA 98 105
Dear Mr. Chen: RE:C E IV F- D
0
Subject: Final Inspection Report DEC 2 S 2006
B. K. Chen Residence
_V�OPMENT SERVICES CTS.
EI)MONDS 71
Lot 14 - Plat of Vista Del Mar CITY OF -4
Edmonds, Washington
L&A Job No. 5AO81
At your request, we have completed a final inspection of the construction of the subject
has been completed, but yet to be
residence. The final site grading around the residence
landscaped and re -vegetated. The subject site has remained stable without signs of erosion,
groundwater seepage or sloughing. It is my opinion that the site will be able to achieve long-
term stability once the landscaping and re -vegetation is completed.
Previously, we had provided geotechnical inspection on site stability and temporary erosion
protection during building footprint excavation and verification of footing bearing soils. A copy
of our Daily Field Reports I through 3 are attached to this final report.
To the best of our knowledge, it is our opinion that the geotechnical construction work for the
subject project has been completed in accordance with the plans and specifications approved by
CityofEdmonds. et*;G S.
Yours very truly,
Llff)4-�SSOCIAP5, INC.
J. S. (Julian) Liu, Ph.D., P.E.
JE Consulting Geotechnical Engineer
EXPIFIES 7/171
Attached: Daily Field Reports I thru 3
19213 Kenlake Place NE - Kenmore, Washington 98028
Phone (426) 483-9134 - Fax (425) 486-2746
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Report NO.
LIU & ASSOCIATES, INC.
5AO81
J. Liu
I of I
2
Wil—es
34
7"me--d-n-site
1:45P
uale
12120/2005
__
Day FFMeFF-
— Tues.
1: th '-1—
Travel Time (Mrs)
Time .5ff Site
Wather
19213 Kenlake Place NE
Kenmore, Washington 98028
1.25
2:20P
veh!Cle Hrs on tine
rs harge
Phonc: (425) 483-9134 Fax: (425) 486-2746
1
1 2
Project
K. Chen Residence
Lot 14 - Vista Del Mar, Edmonds
B. K. Chen
....�cked By
__B,
eneral Contra ctor
t�
Uenerat contractor Proj. manager
Kec.,-.
B. K
r.7h��RkNrarac
B. K. Chen
Contractor Supt.
Received Checked By
Beulah Construction
Eddie Mounga
At the request of B. K. Chen, I come on site today to verify the footing bearing soils. At the time of my site visit, the
contractor has partly completed the shear key trenches in the middle of the footing trenches for those basement walls
also serving as retaining walls. The footing trenches are all cut into a light -brown to brown -gray, fine to medium sand
or gravelly fine to course sand deposit. There is no groundwater seepage or standing waterlin the trenches.
A steel T-bar manually pushed into the footing bearing soils can penetrate no more than 2 to 6 inches, indicating the
soils are medium -dense to dense. It is my opinion that the footing bearing soils will be able to render an allowable
bearing capacity of at least 3,000 psf. There are some loose disturbed soils in the footing trenches and in the shear
key trenches. These loose disturbed soils should be thoroughly removed before the pouring of the footing foundations.
The out banks have remained stable with little raveling or sloughing, Rain is in the weather forecast in the next few
days. The cut banks should be covered with plastic tarps securely weighted down to protect the cut banks from
erosion.
R
0 G S 4
DEC 2
r)EVELOPM etlT SERV1W,
EDMOWIF
cITY or
2.7589
I
ONAL
.nPiR.es 1/171
CODV to:
0 Continued
1) B. K Chen 2)
on Next
3) 4)
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Report No.
LIU & ASSOCIATES, INC.
5A081
J. Liu
I of 1
3
—Week
Uwl�d
Miles
Time On Site
ffa—te
-5-ay of
34
10:45A
12/22/2005
Thur.
19213 Kenlake Place NE
Tra�el Tii�-e TiFs-)
TiFnTMFMi—te
We-Wth—er
Kernnore, Washingjon 98028
1,25
5
U,'so �gel
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on te
lqe-h-lcre-R,-S-7�1—
T -Cri
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to s
Phone: (42i) 483-9134 Fax: (425) 486-2746
1.5
I-roject
S. K. Chen Residence
JOD Location
Lot 14 - Vista Del Mar. Edmonds
Client
B. K. Chen
General Contractor
General Contractor Proi. Manager
Received Unchecked By
i
B. K. Chen
B. K. Chen
EarthworK contractor
Earthwork Contractor Supt.
lRecerved uneCKed By
Beulah Construction
Eddie Mounga
Come on site to observe cut slope stability after days of rainstorms. The foundation contractor is still erecting
formwork and tying rebars for the footing foundations. The cut banks have remained stable, except that there is
minor arnount of soils on the north cut bank that were washed into the footing trench due to erosion, I inform the
contractor that all cut banks should be covered with plastic tarps to minimize
soil erosion, and the tarps should be
securely weighted down to keep them from being blown off by wind.
0 G
CIR,
27589
NA
r-v
_L71
copv to:
Continued
1) B. K. Chen 2)
on Next
1 3) 4)
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HomeTech 4946 13N Place Southeast, Bellevue, WA 98006
Tel: (206) 508 1674, Fax: (425) 865 0401
fa a --Wbn E-mail: hometec�k_wa@emaii.com
'771
Inwection of installation of epoxy anchor bolts and hold-downs
Reference: Chen's Residence
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9110 17e PL. SE., Edmonds, WA
To City building inspector:
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The installed epoxy anchor bolts and hold-downs have been inspected on June 24, 2006. The
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materials used and embedment of the anchor bolts in concrete are compliant vdh the
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requirements of the approved building plans.
ID
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DEC 2 9 2006
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YA Shang, P.E. &VhLoPMENT SERVICE -S CTS.
C�TY OF EDM)N()��
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H -down Inspection
Reference: Chen's Residence
9110 178P PL. SE., Edmonds, WA
To City building inspector:
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Two sets of installed hold downs have been inspected on June 24, 2006. The first set is centered at
main floor diaphragm and connects wood walls above and below the diaphragm. The other set Is
The
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centered at upper floor diaphragm. materials used, the number of Simpson Holdowns, the
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locations of the hold downs and the nailing are compliant with the requirements of the approved
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building plans.
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RECEIVED
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YA Sheng, P.E, DE 2 9 2006
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DEVELOPMEM SERVICES CTR-
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CITY OF EDMONDS
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FINAL PROJECT APPROVAL FORM
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DEPARTMENT 00 BUILDlN
PER INTERNATICNAL RESIDENTIAL �6DGESSECTION RI 10
suilding 0 6rmit M 2005.10_7
Pi SW
AT: 9110 178"
Dwelling Units:
ncy established by this certificate: P R3
Occupa
VB
No. Stories: _2 Basement*. Yes Type of Construction:
-hin`,�
�JhuiBds
owner of building: 1�-and
hao' approved complying with the requirements of the
t 9110 178 up cy and the use for which
The a S! !E!MflXR2M42flMe= do as 'te 'by gro and division of occupan
MINI the international Re idential Co
2003 Of
me proposed occupancy is classified,
Issued this 2 day of January, 2007
Chief Building Official
By:
Any change of occupancy or use requires a building permit and a now certificate of occupancy issued by the City of Edmonds Building official.
RECORD OF INSPECTIONS
INSPECTOR
DATE APPROVED
SETBACKS ...........
FOUNDATION:
Footing ......................
wall.......... I ...............
Piet/Porch .................
Retaining Wall ...........
qns
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Stab Insulation ..........
PLUMBING:
CAP
74 :9
Underground
Rough -in ................
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commercial Final
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HEATING:
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Gas Piping .................
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Equipment . ................
Commercial Final
XTERIOR SHEATHING
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NAILING _ .......................
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FRAMING ........................
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INSULATION ...................
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Floor Insulation
Wall Insulation ...........
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Calling Insulation
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SHEETROCK NAILING
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SPECIAL INSPECTION
PAI
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MISCELLANEOUS ..........
FINAL APPROVAL FOR
—ca-7
OCCUPANCY ..................