1235 VIEWLAND WAY.PDF1111111111111113563
1235 VIEWLAND
WAY
I.
Side Sewer Drawing �
The City of Edmonds EASEMENT NO_ ____________________________________________
{ NEW CONSTRUCTION ® REPAIRS ❑ LID NO . .................. .ASMT. NO. ..................
OWNER------------------------------•------•--•-------------------•-•------------.-_------•----.-•-•-- CONTRACTOR E.A3T... E-sT-------C.ON T--=--------•-•----------- PERMIT NO. __U-03-4. .
JOB ADDRESS A2,5.___-V_ E______ LEGAL DESCRIPTION: LOT NO....__.5__________________________ BLOCK NO. ------------- .----------------------
---------------------------------------------------------------------------------------------........ Ea:.40NaS----------- -
TREATMENT PLANT
NAME OF ADDITION ----------------------------------- ...----.-.----
PWW-0001-11/75 (REV.11/78)
1
1.5,DP.
�q"c •o.wyE
ifs_ Pi3QP. LIME cAP l' OP.
Approved:
i'M.R'r SAL 1.1 -14
DATE -- ---------- - BY ------------------ \
CITY OF EDMONDS
STRLL-.-�'u- FILE
LJ NEW
❑ ADDITION
❑ RETIREMENT
ASSET INFORMATION SHEET
ASSET NO.
ADDITION TO ASSET NO.
DESCRIPTION
csZ., L'
SERIAL NO.
LOCATION (
W QUA
DEPT. NO.
m
* * PURCHASE ORDER NO.
PURCHASE ORDER DATE
COST
* PROJECT NUMBER O l 7
PROJECT COMPLETION DATE 30 194
COST t-73-/ • iS
B.A.R.S. ACCOUNT NO. 10/ — O00 I -,3q S ` 00 (D_—�
ESTIMATED LIFE C,)
INITIATED BY
DATE
APPROVED BY
"SUBMIT ASSET INFORMATION SHEET WITH FINAL PAYMENT REQUEST
*SUBMIT ASSET INFORMATION SHEET UPON CLOSE OF PROJECT
ACCOUNTING ONLY
DEPRECIATE
MONTHLY DEPRECIATION AMOUNT
ANNUAL DEPRECIATION AMOUNT
G.L. ENTRY
REFERENCE
b P INITIAL
DATE
VERIFIED BY
PROCESSED
BATCH NO.
DEPARTMENT FILE
CITY of EDMONDS
For Inspection Call 771-3202
Address of Construction: /
01.
RECEIVED SIDE SEWER
NOV 151989 PERMIT NO
PUBLIC WORKS
Property Legal Description (Include all.easements):
�o S z
PERMIT
W
Ooa®g�
I
4
Owner and/or Builder: _IaE 04-1 14r y G'�n ��,, TREATMENT PLANT
Contractor & License No: -5- �✓ A � 7 ��.
RECEIVED
Single Family Residence
Multi -Family
Commercial
(No. of Units )
(No. of fixture Units )
NOV 151989
PUBLIC WORKS
Invasion into City Right -of -Way: No Yes (If Yes, Right -of -Way
Construction Permit required. Call One -Call -Center (1-800-424-5555) before any
excavation.)
Cross other Private Property: No Yes (If Yes, easement required,
attach legal description and county easement number.)
PLEASE READ THE ITEMS LISTED ON THE BACK 6TR
E-T FIL
I cer `9'fy that I"have read and shall comply Date
with'the items listed on the back.
Permit Fee: 7 O • lf�o Issued By: S . �.cJ
Trunk Charge: Date Issued: //
Assessment Fee: /— d J Receipt No.:
Partial Inspection: GIn A HQUS(
Comments
Final Inspection Approved: IL- 14.
Date Initial
Rejected:
ason
** PERMIT MUST BE POSTED ON'JOB SITE **
/- 9
Date nitial
Date Initial
White Copy - File Green Copy -'Inspector Buff Copy - Applicant
TERRA ASSOCIATES, Inc.
Ceotechnical Consultants
Mr. John Kappler
Curtis Gelotte Architects
205 Lake Street, Suite 201
Kirkland, WA 98033
Subject: Geotechnical Engineering Study
Proposed Jones Residence
Lot 5, Harbor View Estates
Edmonds, Washington
Dear Mr. Kappler:
February 11, 1987
Project No. T-401
STREET FILE
i/z`3"S_NEw�W6 war
As requested, we have conducted a geotechnical engineering study for the
proposed Jones Residence to be constructed on Lot 5 of Harbor View Estates
in Edmonds, Washington. The approximate location of the project site is
shown on the Vicinity Map, Figure 1. The purpose of our work was to explore
the subsurface soil conditions on the property in order to provide recommen-
dations for slope stability, foundation design and construction, and site
preparation. The scope of our study included test borings and test pits,
laboratory testing of representative soil samples, geotechnical engineering
analyses and the preparation of this report. This report presents the
results and findings of our studies along with supporting field and lab-
oratory test data.
The primary geotechnical feature of the site affecting development as a
building site is its location at the edge of a steep bluff overlooking
Puget Sound to the west, making this a desirable location and also requiring
special care in the design and construction of a structure on the site. The
bluff has an inclination of about 80 percent. It appears to be generally
stable although it is subject to minor erosion from surface water movement
over the slope. Subsurface soils on the site are generally dense to very
dense till -like, gravelly, silty sands.
The residence may be supported on conventional spread footings if the
building can be set back from the top of the slope by ten -feet or greater.
However,'it is planned to construct the residence adjacent to the top of
the slope and parts of the structure will be supported on cantilever beams.
15301 N.E. 90th Street • Redmond, Washington ytiu52 • rnone: st111-557u
Mailing Address: P.O. Box 3338 • Redmond, Washington 98073
' Mr. John. Kapp l r r
February 11, 1'.):=.7
Therefore, it will be necessary to extend foundatiorns to a depth such that
the foundation loads do not affect the stability of the slopes. For this
' purpose, the foundation should extend to a depth such that there will be a
minimum horizontal distance of ten feet between the outside edge of the
foundation and t:he face of the slope. These deeper foundations may consist
of drilled t piers �r deepened footings depending on the depth of. excavation required in order to achieve the minimum horizontal distance from the face
of the slope. Surface water .should .not be permitted, tot flow over the -bank
and the natural >e etat.ion on the ba.jk should not be�distu:r.hed.
The followi.n1g. ections of this report describe our study and explain our
recommendations in greater detail.
' PROJFZr DESCRIPTION
' At the time our study was performed it was planned to con.;:=truct a single-
family residence on the site. The residenci,: will be constructed mostly in
the southern, ;ently sloping portion of the site. Howeve,-, a small portion
' of the structure be constructed overhanging the s-_:eep slope in the
northern.. part of the site.
' The main floor of the structure will be constructed at approximate Elev. 350
while the garage will be at about Elev. 344. A lower level patio and partial
basement in the western portion of the site will be at Elev. 340. Cuts of
1 upto approximately five feet may be required for construct -Lon of the lower
level as well as for the driveway and garage. Fills on the site are expected
to be minimal.
' Details of the structural loading for the structure are not known. However,
based on our previous experience with similar e,tructures, wL� anticipaCe that:
perimeter loan? -bearing walls will carry less than two kips per linear foot
t and isolated column footings may carry loads on the order of up to about_
25 kips.
If there ar= aay changes in the proposed construction as described above,
' Terra Associates should be requested to review thew and ma1e: supplementary
recommendations, if needed.
' FIE3.D YUPLORATION AND LABORATORY TESTING'
' Our field exploration was performed on November 6 and 13, M66 . Subsurface
soil conditions on the proposed building area were explored by d:-il.l.ing two
test borings to depths of 10.'i and 15.5 .feet below the existing grade and by
excavating two test pits to depths of 14,0 and 9.4 feet, T?,e borings were,
' advanced using a truck mounted 1111-61 drill ri.; operated by Drilling Unlimited,
Inc. of Olympia, Washington and the test pits were excavated by using a
rubber tire backhoe operated by Evan Brothers of 13-ellevue, Washington. The
' locations of the ~brings and test pits were determined frow known points on
the property, survey. Elevations were determined by :interpolatic:..1, froi. _he
site topography provided to ,is. The approximate locations of these brings
' and test p.i_'_.s are shown on Site Plan, Figure 2.
' Pro e:-t 1!;.,. `1' 401, Page 2
' Mr. .solin t`upl-'..1,21.
Febri.iary 11, 19,37
' The field _�:pl.ara.tion was, continuously ronito;-ed by a geoL:chnical engineer
from :jar firm whit ciassif-i,: Lae: Sioil conditions encountered, maintained a
' log of each boring and test: apit, obtained representative soil samples and
ollserved pert:inena: site f:�eatures. in each boring, Standard Penetration
tests were perform,--d at-. two and one half and five foot- depth intervals in
accordance with ASTM tt:;;t de:>ignat.ion D-1586 to determine the consistency of
' the soil.,,., penetrated. The rc:sulLs of these tests are shown on the boring
logs as " N" valuer. at: the appropriate depth.
All soil sar.rples were visually classified in accor4ance with the Unified
Soil Classification System which is presented on Figure 3. The logs of the
borings and test pits are attached to this report: as Figures, 4 through 6.
' The boring ar:.d test pit logs represent our interpretation of the field logs
and the results of the laboratory examination and test of the field samples.
Representative soil samples obtained from the borings and test pits were
' placed in closed containers and returned to our laboratory for further
examination and testing. Moisture content determinations were performed on
all samples. In addition we also conducted Grain Size Analyses on several
' samples. The result's of these tests are shown on the boring and test pit
logs and or: Figure i.
SITE CONDITIONS
Surface
The site is Lot: 5 of Harbor View Estates in Edmonds, Washington located at:
12th Avenue North and Viewland Way. At the time of our field study, there
was a wood frame residence under construction to the east. The lot on the
west is pry-sent:ly undeveloped.
' The general building anci lot area slopes down gradually frow east to west
with overall i-.opographic relief within the lot or about 16 feet-. The north
side of the l.<;t is bordered by a very steep slope'havi_ng a gradient of about
80 percent, with a topographic relief of. approximately 38 f. ;(t within the
' property.. There are no - signs of mass: slope instability or; the site.' A small
surficial slump was noted in t:Fie northwest corner of the.:io which extends
down to the neigLbocing Lot- 4. This is mosc likely a result of erosion dui,
t to uncontrol:ted surface runoff. The hank leas been subjecl: to mihor erosion
from surface water runoff over the slope.
' Atpresent the site is undev�!loped and generally covered with grass and
brush.
f roject No. T-401, Page. 3
Mr. John i raF_,l er
February ll., 1987
Subsurface
The site is underlain by clean gravelly sand to varying depths .followed by
dense to very dense till --like gravelly, silty sands. The clean sand layer is
thickest near the northeast corner of the building location where Test Pit
' TP-1 was excavated. The till soils extended to the depths explored in our
borings and test pits. However, this till layer was not encountered in Test
Pit TP 1. More detailed information is presented in the boring and test pit
logs included with this report as Figures 4 through 6. Some areas of recent
' surficial fill placement could be seen in the central part of the lot.
No groundwater was encountered in our borings and test pits. However, during
' the rainy season, a perched water table may develop above the less permeable
silty sand layer. This condition may develop at greater depths and may also
appear as seepage zones on the face of the bank.
DISCUSSION AND RECOMMENDATIONS
t .
General
Based on our study, it is our opinion that the steep slope in the northern
portion of the site is generally stable and the proposed residence may be
' constructed as planned, provided the recommendations presented in this report
are incorporated into the project design and construction.
The primary geotechnical feature that should be considered in developing this
' site, as mentioned earlier in this report, is its location at the top of a
high and steep slope. Foundations for the proposed residence should extend
to a depth such that the foundation loads do not affect the stability of the
slopes. We recommend a minimum clear distance of ten feet between the
outside edge of the foundations and the face of the slope. Foundations may
be designed as piers extending to the appropriate depth or as deepened spread
' footings, depending on the depth of excavation required.
During and after construction, the native vegetation on the slope should be
protected and surface water should be directed. away frcm.,the' slope. Grading
' should be minimized and no f:i.lis should be placed at the top of the slope.
This report has been prepared in accordance with generally accepted
' geotechnical engineering practices. It is intended for specific application
to this project and for the exclusive use of Curtis Gelotte Architects and
their representatives. No other warranty, expressed or implied, is made.
The following sections of this report present more detailed recommendations
for the various geotechnical engineering aspects of this project. These
recom iendations should be incorporated into the proJec:t design and
construction.
Project:. No. T-401, Page 4
7t _
' Mr. John Kappler
February 11, 1987
Foundations
' Foundations for the proposed-Jones.Residerice may be supported on dense
competent soils encountered at relatively shallow depths. In addition, it
will also be necessary to extend the foundations, particularly those in the
' northern part of the site, to a depth such that :foundation loads do not
affect the existing stability of the steep slopes in this area. We estimate
that for this purpose, the foundation should extend to a depth"such that
there will be a minimum clear distance of ten feet between the outside edge
' of the footings or piers and the face of the slope. Where the required depth
of excavation is shallow, foundations may be designed as deepened spread
footings, supported on the dense native soils. Otherwise foundations could
' be designed as drilled piers or augercast piles extending to the required
depth.
' Foundations more than ten feet from the top of the bank may be designed as
conventional spread footings bearing on the competent native soils encoun-
tered at relatively shallow depths. Drilled piers are probably likely to be
more appropriate in the northern portion of the house where the house will
' hang over the slope to some extent. It is very important to excavate these
piers well into competent native soils and to a depth that will provide a
minimum horizontal clearance of ten feet between the outermost edges of the
' piers and the face of the slope.
Conventional spread footings bearing on the competent native sands may be
designed for an allowable bearing pressure of 1,000.,pounds per square foot
(psf) for dead plus live loads. Foundations should extend to a minimum depth
of-18 inches below the lowest adjacent outside grade. A minimum width of
twelve inches should be used for continuous footings. Individual spread
' footings may also be designed for an allowable bearing pressure of:'3,000 psf
and should have a minimum size of 18.inches. A one-third increase in the
above pressures may be used when considering wind or seismic loads. Struc-
tural steel 'should be installed in accordance with structural requirements.
Drilled Piers
Foundation support for the northern part of the house may be provided by
drilled piers. Drilled piers should have a minimum of twelve inches and
' should extend to a. depth such that a horizontal distance of ten feet is
present between the face of the slope and the outside edge of the pier.
The piers may be designed for a capacity of 15 kips. For an 18 :inch dia-
meter pier, an allowable load capacity of 25 kips per pier may be used.
All piers may be designed for the full load bearing capacity, provided they
are spaced at least five feet apart. All piers should extend at least two
' feet into competent.native soils and to a depththat will provide the min-
imum required horizontal clearance discussed earlier. Piers shouldte.
installed tinder the observation of qualified geotechnical personnel to
verify that soil conditions are as anticipated and to make any changes in
' the event that soil conditions vary.
' Project No. T-401, Page 5
Mr. John Kappler
February 11, 1987
iPttlpmPntc
Building settlements are expected to be less than one-half (1/2) inch for
pier foundations or deepened spread footings. Most settlements should occur
during construction.
Slab -on -Grade Floors
Floor slabs may be constructed as slabs -on -grade over the recompacted-native
soil subgrade or st�ru.ctural fills compacted to at least 90 percent relative
compaction as determined by ASTM D-1557. To reduce capillary action, the
slab should be underlain by at least four inches of pea gravel and a ten mil
thick plastic liner. In parts of the building where pie-r..s are used, slab -on -
grade floors'should not be used. We recommend usi.ng joist -supported wood
floors in -this area.
Basement and Retaining Walls
Basement walls should be designed to resist the lateral pressure imposed by
an equivalent fluid weighing.35 pounds per cubic foot (pcf). If walls are
restrained from free movement at the top they should be designed for an
additional uniform lateral pressure of 100 pounds per square .foot. These
pressures assume a maximum height of twelve feet and that no surcharge leads
will occur. Please contact us for supplementary recommendations if condi-
tions are expected to be different.
The basement walls should be provided.with a continuous blanket of free
drawing material at least twelve inches wide. A perforated pipe should be
placed at the footing level.to collect water and discharge„it to the street.
' Cuts along the driveway may need to be ,retained. If a retaining wall is
used, it may be designed to the criteria given above. If a rockery is used,
it should be constructed to Snohomish County Standards. Please note that a
rockery is not an engineered structure like a retaining wall and should not
be expected to perform as such. If a rockery is used, some movement and/or
repair should be expected in the future.
IHorizontal Loads
' Horizontal structural. loads carried to the .foundations may be resisted by
both friction forces on the base of foundations and passive resistance on
the sides of foundations and gradE! beams.
' .'.r„jrrcl: No. '1'-61-31, Page 6
I
Mr. John Kapple:r
February 11, 1987
' A coefficient of 0.35 may be used between concrete and soil. Resistance to
lateral loads may also be computed as paasive earth pressures exerted by the
soils adjacent to the grade beams. We recommend using an equivalent fluid
' weight of 300 pounds per cubic foot where the foundations and grade beams are
poured "neat" against undisturbed soil, or where the backfill is compacted in
accordance with the requirements for structural fill. Where piers are used
' on,the slope, no.passive resistance may be mobilized in the uppermost five
:.feet of pier penetration.
' Surface Drainage
' Positive surface gradients should be maintai-zed to direct: surface water away
from the steep slope. Yard drains, downspouts, foundation drains and water
from paved areas should be directed away from the,,slope and discharged
directly into the storm system. Care should be taken in -the design and
' opzration of any irrigation systems to avoid saturating the -soil+.
Site Preparation and Grading
Grading work on the site should be kept to a minimum and special care should
' be taken to avoid disturbance to the existing vegetation on the bank. All
disturbed areas should be revegetated as quickly as possible. No fills
should be placed on the site.
' Soils excavated form pier holes, foundation cr basement excavations should be
removed from the site. We do not recommend,that nay soils remaining from
construction be placed at any location on the site.'
Excavation Slopes
' Temporary excavations may be made at an inclination of 1.:1. Permanent cut
or fill slopes should be no steeper than 2:1. All permanent exposed slopes
should be planted to:reduce erosion.
Additional. Services
' It is recommended that Terra Associates be permitted to review the f;i.nal
design and specifications to determine that earthwork and foundation
' recommendations have been.pr.operly'incorpor.ated in the design and
construction.
The analyses and recommendations subn.:itted in this report are based upon the
data obtained from the two test borings drilled and two test pits excavated
on the site. The nature and extent of variations in the test pits may not
become evident until construction. if variations then appear evident, we
should be requested to re-evaluate:, the recommendations presented in this
report prior to proceeding with the construction.
Project No. T-401, Page 7
' Mr. John Kappler
February 11, 1987
It is also recommended that.we be retained to provide geotechnical services
during construction. This is to observe compliahee with the design concepts,
' specifications, and recommendations; and to allow design changes in the
event subsurface conditions differ from those anticipated prior to the start
of construction.
' We recommend that Terra.Associates, Inc. provide the following services
during construction:
' (A) Examine all foundation areas prior to forming and concrete
placement to evaluate that adequate soil bearing conditions
are present.
(B) Observe the installation of the drilled piers to determine
that the piers have been drilled to a sufficient depth to
achieve design capacities.
We request that we be given a minimum of two working days notice prior to
beginning construction in order to schedule our services.
The following plates are included and complete this report:
Figure 1
Figure 2
Figure 3
Figures 4 and S
Figure 6
Figure 7
Vicinity Map
Site Plan
Soil Classification Chart
Boring Logs
Test Pit Logs
Grain Size Analyses
We trust that the information presented in this report is adequate for your
requirements. If you need additional information or clarification, please
call.
Sincerely yours,
TERRA ASSOCIATES, Inc.
Anil Butai
President
MM/AB:mf
enclosures
cc: Jeff Nelson, Nelson-Bourdages, Inc.
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Project: No. T-401, Page 8
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Jones Residence
No. 401 Date 11/86.. Figure 1
T
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I I ( TP-1
1 i i
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MAIN LEVEL
I FINISH FLOOR .349.5 I
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1 � II '
r I I ®I I I I 349
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TOP OF THE
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LEGEND :
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337
339
3
343
APPROXIMATE BORING LOCATION
AND NUMBER
336
$41
333
. TERRA
ASSOCIATES
Geotechnical Consultants
® ,APPROXIMATE TEST PIT LOCATION
AND NUMBER
SCALE
0 12 24 48
FEET
APPROXIMATE
SITE PLAN
Jones Residence
Proj. No. 401 Date 11/86 Fiyule 2
Group
PRIMARY DIVISIONS Sy mbol SECONDARY DIVISIONS
GRAVELS
Clean
GW
well graded gravels, gravel -sand mixtures
more than half
Gravels
little or no fines.
GP
poorly graded gravels or gravel -sand
of coarse
(less than
92
04 ;;
fraction Is
5% fines
mixtures, little or no fines.
>
larger than
Gravel
GM
silty gravels, gravel -sand -silt mixtures,
A v a;
No. 4 sieve
with
non -plastic fines.
z0°
fines
GC
clayey gravels, gravel -sand -clay mixtures
S N
plastic fines.
c c
SANDS
Clean
SW
well graded sands, gravelly sands, little
z
more than half
Sands
or no fines.
SP
poorly graded sands or gravelly sands,
of coarse
(less than
fraction is
5% fines)
little or no fines.
Sands
SM
silty sands, sand -silt mixtures, non-
a 4)
smaller than
`0' e N
No. 4 sieve
with
plastic fines.
C M
fines
SC
clavey sands, sand -clay mixtures, plastic
fines.
a)
SILTS AND CLAYS
ML
inorganic silts and very fine sands, rock
0
flour, silty or clayey fine sands or clayey
v
liquid limit is
silts with slight plasticity.
CL
inorganic clays of low to medium plasticity
o w
leas than 50°Io
A
clays, sandy clays, silty clays,
Cogravelly
QM
lean clays.
OL
organic silts and organic clays of low
-4
z
olaarticity.
SILTS AND CLAYS
MH
inorganic silts, micaceous or diatom-
c °
6 8
liquid limits is
ceous fine sandy or silty soils, elastic.
greater than 50%
CH
inorganic clays of high plasticity, fat cla s.
HIGHLY ORGANIC SOILS
PT
peat and other highly organic soils.
DEFINT17ION OF TERMS
1). S. S 2Do rd Series Sieve 10 4
SILTS & CLAYS_T fine medium coarse
GRAIN SIZES
SANDS, GRAVE LS,
STANDARD
AND NON -PLASTIC
PENETRATION
SILTS
Blows/Ft-
very loose
0- 4
loose
4-10
medium dense
10-30
dense
30-50
very dense
over 50
RELATIVE DENSITY
Clear Square Sieve Openings
3/4" 3" 1211
GRAVEL
fine coarse I
COBBLE BOULDER
PLASTIC SILTS
Unconfined
STANDARD
Compressive
AND CLAYS
Strength
PENETRATION
very soft
0- 1/4
0 - 2
soft
1/4 - 1/2
2-4
firm
1/2 •- 1
4- 8
stiff
1-2
5-16
very stiff
2 - 4
16-32
hard
over 4
over 32
CONSISTENCY
UNIFIED SOIL CLASSIFICATION SYSTEM
M 'TERRA, ...�..
RR
Jones Residence
ASSOCIATES
Edmonds Washington
Geotechnical Consultants
Proj. No. Date 11/86 Figure 3
��
BORING No.
B-1
Logged By MM _
Date 11-06-�6 _
ELEV. +103'
Graph
CS
Soil Description
D fpt)h
Sample
iNl
Blows,
19w6)
Ft.
:'
SP
Gray -brown, gravelly, slightly silty
to clean medium to coarse SAND, damp,
dense.
32
2.
SM/
T.
SP
5
90/10"
9.
SM
Gray, gravelly, silty -SAND, damp, very
dense (TILL).
Z
57/6"
6.
10
50/0.5"
GP
Gray, slightly sandy medium to coarse
GRAVEL dry, very dense.
56/6"
6.
SM
Gray, gravelly, silty -SAND, damp,
very dense (TILL).
15
Test Boring terminaCed at 15.5 feet.
No groundwater encountered.
TERRA
BORING LOG
Jones
Residence
,..� ASSOCIATES
Edmonds
Washington
.
Proj. No. 401
Date
11/86 Tgure 4
Geotechnical Consultants
BORING No. B-2
Logged By 12L—
Date 11-06-86 ELEV. - +98'
US Depth(ft.) M (W
cs
Graph Sod Description sample Blows %)
Ft.
SM/ Cray -brown, gravelly, slighty silty to
SP clean SAND, wet to moist, loose.
SM i
Gray-brown, gravelly, si.l.t-y-SAND,
damp to dry, very dense (TILL).
T 1' 50/5" 15.8
6 1 -r 1 50/311 15.3
T 1 63/6" 15.9
10 1 -r- I r"11.11
Test Boring terminated at 10.4 feet.
No groundwater encountered.
T E RCS
A -1ATES
K40 SSOC
.Z"
Geotechnical Consultants
BORING LOG
Jones Residence
Edmonds Washington
Proj. No. 401 Dafe i 1/se lFigure 5
Depth
(ft. )
0
10
15
5
10
15
TEST PIT No. T.
Logged By PKB
Date 1 i-i 3-86
USCS Soil Description
Elev. , +107'
W
M
SM/
SP
Tan -brown, slightly silty, gravelly SAND, with
scattered cobbles and roots, loose, moist (FILL).
SM/
Gray -brown, slightly silty grading to clean,
SP
gravelly SAND, moist, dense.
8.2
SP
Test pit terminated at 14.0 feet.
No groundwater or seepage observed.
Logged By U B
Date 11-13-86
TEST PIT NO. � Elev. +95'
SM
Tan -gray, gravelly, silty SAND, moist, medium
dense at top becomes very dense at 1.5 feet,
with occasional cobbles (TILL).
5.2
Test pit terminated at 9.4 feet.
No groundwater or seepage observed.
TERRA
• - ASSOCIATES
Geotechnical Consultants
TEST PIT LOGS
Jones Residence
Edmonds Washington
Proj. too. 401 Dale 11/86 7 Figure 6
PRC,7DCr REVIEW CHEMIST / J
rRcvncr NfihE
PRaJECT ADDRESS:
APPLICATION RECEIPT DATE:
Revieked
by: (initial date)
Mt+RdENTS
PLANNING
WTR/SWR
STREET ENGNRNG
,
FIRE
BUILDING
////-% //// /////
1111 / /
SnX= FAMILY/MULTIPLE/CMERCIAL - (Circle One)
%/////////
SETBACKS CI iDCKED - Planning
VARIANCE/SETBACK ADJ.
/ /
1IT71RT
—
77777777.7777777777.
CONDITIONAL USE. PERMIT
//////
/////////
/
//
.2
/
I / ///
I/ / / I
//I///////
ADB REQUIREMENT'S CFJDCJ�
'3
-
/
111
OT'flR ZONING REQUIREw`TS
ENVIRONMENTAL FTATURES
//////
/////////
////////
s
ACCESS SLOPE & VFMICLE ACCESS /,%
/////////
/////////
////////
I 6
DRAINAGE PLAN (On Site)
MEETFILE 00
//////
/////////
/////////
/
8
"
/
/
'-
LEGAL DESCRIPTION VERIFICATION
//////
/////////
/////////
////////
9
/
QUIT CLAIM/DFMICATIONS
10
EASEMENT - PUBLIC/PRIVATE
/////////
//////
11
CALCULATE SEWER CONNECTION IF LIDS
//////
/////////
/////////
////////
12
11IT17TI77TFIIIII
PLAT/SUBDIVISION RiX)UIRII�1'I'S
//
. .
13
/
RIG}IT-OF-WAY CONSTRUCTION PERMIT READ
//////
/////////
/////////
1
14
/I
I///1 /
/ /I///
BOND RE>QD FOR PIJ13LIC IMPROVEMENTS
//////
/////////
/////////
////////
15
SOILS CONDITIONS & GIVUNtJ
WATER FIELD CHECKED
/////////
/////////
//// /
16.
STREET PAVING REQUIRED
17
ITIT7—
CURB AND GUTTER REQUIRED
//////
1////////'%`%/J/////
//////////
18
—ITTrff
WM[ITU
SIDESdALK REQUIRED
19
CURB CUT FOR.DRIVE.WAY REM
//////
/////////
/////////
//////////
20
21
OTHER SIGNING READ
//.////
/////////
/////////
22
/
SIDE SEWER AVAILABILITY
/////
/////////
/////////
////////
23
EXISTING WAM R MAIN SIZE
//////
/////////
..
////////
//////////
24
/ //
WATER METER SIZE
25
7777/
117111117
SERVICE LINE SIZE.
/,/////
/////////
�7
/////
26
HYDRANT REQUIRED
/////////
/////////
////////
//////////
27
HYDRANT SIZE EXISTING
//////
/////////
5/
////////
//////////
28
CROM CONNECTION INSPECTION RN:QD
//////
/////////
//
29
777777
//////
I/// I
l////l///
GJ Q•
////////
/////
30
A'ATER WrER CHARGE READ
'FIRE :LIM CHARGE READ - SPRINKLER
/////////
////
31
STREET CAT
//////
/////////
32
OPEN DITai EXISTING
///%//
/////////
/////////
33
READ
//////
///
34
77/777
CULVERT READ
//////
/////////
/////////
35
77/777
SIZE
//////
36
//77777-7-777
CAT61 BASIN RDQD
//////
/////////
/////////
h •
37—
///TFITTFITI
INDICATED ON SITE PLAN-
//////
/////////
/////////
38
SHOULDER DRA.INAGE.MAINTAIN.
SHALE OPEN RUNOFF
//////
// /
/////////
/ //
/////////
39
—
7UI1111111111111111
MISC:
//////
401
REVIEWED BY:
PLANNING MGR.
ENGINEERING MGR. PUBLIC WORKS MGR.
,
CITY OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
NAME (OR NAME OF BUSINESS)
NA A E ^ �•
w ADDRESS
CITY �FELEPHONE NUMBER
NAME
ADDRESS
CITY TELEP�HO,NE NUMBER
i� ilW
STATE LICENSE NUMBER
Legal Description of Property - include all easements
(show below or attach four copies)
Inre,57 RNNe 01r-W t I
NEW
RESIDENTIAL
LJ PLUMBING
ADD/ALTER
COMMERCIAL
El MECHANICAL
0 REPAIR
RETAINING WALL
SIGN
EXCAVATE
FENCE
DEMOLISH
OR FILL
( x FT)
PRE -MOVE INSP.I
SWIM
REMODEL
COMPLIANCE INSP.
POOL
W00
INSERT
APT. BLDG
RENEWAL
> NUMBER OF STORIES NUMBER OF
i DWELLING i�l K
I � UNITS (_,/
NATURE OF WORK TO BE DONE (ATTACH PLOT PLAN) _
USE (jjj NOW PERMIT
ZONE�_I2. NUMBER
AD � / )
ADDRESS
LEGAL DESCRIPTION CHECKI SUBDIVISION NO. I LID NO, dd
Lo r S ,(%
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP.
EXISTING REQUIRED DEDICATION
PROPOSED
RIGHT OF WAY CONSTRUCTION PERMIT REQUIRED f
STREET USE PERMIT REQUIRED C.
SEE ENGINEERING MEMO DATED
METER SIZE (BUILDING SUPPLY SIZE (FIXTURE UNITS
REMARKS
SIGN AREA ENV. REVIEW
ALLOWED I PROPOSED I COMPLETE I EXEMPT
VARIANCE OR CU IPLANNING REVIEW BY
ADB NO.
DATE
YARDS (FRONT�t=%� SIDE I(_ti, REAR' I'HE\GHT ILOTCOVERAGE
CHECKED BY TYPE OF CONST
SPECIAL INSPECTOR AREA
REQUIRED
❑ YES ❑ NO
ODEC_ HEIGHT
I
I v_J
OCCUPANCY( 7 OCCUPANT
GROUP LOAD
ENGINEERING FINAL- INVEq=
VALUATION I FEE
PLAN CHECK FEE
BUILDING
PLUMBING
MECHANICAL
This Permit covers work to be done on private property ONLY.
GRADINGIFILL
Any construction on the public domain (curbs, sidewalks,
driveways, marquees, etc.) will require separate permission.
STATE SURCHARGE
Permit Application: 180 Days
ENERGY CODE
Permit Limit: 1 Year - Provided Work is Started Within 180 Days
"Applicant, on behalf of his or her spouse, heirs, assigns and
w successors in interest, agrees to indemnify, defend and hold
w harmless the City of Edmonds, Washington, its officials,
employees, and agents from any and all claims for damages of
a whatever nature, arising directly or Indirectly from the issuance
= of this permit. Issuance of. this permit shall not be deemed to
PLAN CHECK DEPOSIT
omodify,,waive or reduce any requirement of any city ordinance
x nor limit in any way the City's ability to enforce any ordinance
TOTAL AMOUNT DUE
provision."
hereby acknowledge that I have read this application; that the
information given is correct; and that I am the owner, or the duly
ATTENTION
authorized agent of the owner. I agree to comply with city and
THIS PERMIT
state laws regulating construction; and in doing the work authoriz-
AUTHORIZES
ed thereby, no person will be employed in violation of the Labor
ONLY THE
Code of the State of Washington relating to Workmen's Compensa-
WORK NOTED
tion Insur
nCe.,
INSPECTION
SIG AT
RE (OWN�F)'OR AGENT),
I DATE SIGNED
DEPARTMENT
�'0
ATTENTION
CITY OF
EDMONDS
771.3202
i'-,—,
APPLICATION APPROVAL
This application is not a permit until
signed by the Building Official or his
Deputy; and fees are paid, and receipt is
acknowledged in space provided.
OFFICIAL'S SIGNATURE DATE
RELEASED BY:
DATE
Z
Cr
w
Z
a
Z
w
w
a
3
2
Z
Z
J
a
0
Z
O
J
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE
UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR ORIGINAL — File YELLOW — Inspector
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC
CHAPTER 3. PINK — Owner GOLD — Assessor
102-78
1 Q THICKEN D EDGE (EAST SIDE ONLY
1
U W 48.00, ,.
e e i
0 0 "00 24Olip ro
\
m:
X�
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N I ( 2 Lo-F S H O R , >SL ACT �' // �// / / / / j' �iv`ll f NAje— TO
Y I TO E I NCL D D /N
PLAT NUMBE YTEfM
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TYPE II 54" t7tA•, I I �
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END SINEW
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SEE i END �/ERT ICAL_ CURB
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EX. a►�t.H. 2' ' ENE1?\EDGE (8 TH SIDE 5 l( I I I I i 1®
h i I I I I�
.� END \ IMPROVEM NT. I I I I I I I I I
,'.� I@ 1+00 S.
Q
MEMO TO: Building Division
FROM: Engineering Division SUBJECT: t�6VZAO U////
�-
After review of the subject building permit application, we have the
following comments:
1) Connection to City water system required.
2) Connection to City sanitary sewer system required.
3) Right-of-way permit required for any work on City property.
4) Driveway'slope not to exceed 14%.
5) Back water valve required if downstairs plumbing is below
elevation of upstream manhole.
6) Water and sewer lines to be separated by 10 foot minimum.
7) Builder/owner responsible for containing all temporary runoff and
erosion on site and may not impact neighboring properties in any
way.
8) Construction hours from 7:00 a.m. to 10:00 p.m. on weekdays and
10:00 a.m. to 6:00 p.m. on weekends and holidays.
9
A2/
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VIC.11]ITY MAP
HO owl -I 5F
C1 Pif `%*) " i - ._"ADS
BLDG. U�Vr.
CONDITIONAL PERMIT
WORK-5/f 9650eltlU
ADDRESS- 1235- hevvlord NAY
OWNER T01VE5
APPROVED DATE. L/,
BY
BLDG.
KEEP THESE STAMPED
PLANS ON JOBSITE FOR
ALL INSPECTIONS
PERMIT NO. SHEET
ZONE
R5-rL
SETBACKS:
FRONT
2,s-'
SIDE
10'
.REAR
25'
OTHER
HEIGHT
1*4x
R L C" i v,r= D,
111i
J UN 1987
PERMIT COUNTER
Aeslo
L917m, MASONRY DETAILS
. ..................
SUU/ HE ,'FOOTAGE
-7
X.,.,BUILDING.
C 10 1\AL. C U LIA T 1 S
.''H E I G 'H''T'CA L 0 U L AT 10 IN1. S
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1/41,5
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CODE
1w$WASH'NWMSTA7EBM;GY1
17tGI-Oil 41 Is =�z
'APPROACH
COMPONENT PERFORMANCE COMPLIANCE
_
J
i LIPr-5,Cv, 14961-17
11
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A B C
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PROPOSED,
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H
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SECTION AREA AREA U-VALUE
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TOTALS
?C:I
-7
CURTIS GELIOTTE Architects
A PROFESSIONAL SERVICE CORPORATION
205 Lake Street South Suite 201 Kirkland, Washington 98033
(206) 828-3081
3511 REGISTERED
ARCHITECT
CURTI EL TTE
STATE OF WAMOMITCIN
00
Now Home'For
'Keith, & Connie JONES
Lot; a tiorbor View aot�otoo
Edmonds, We.
JOB NUMBER DATE 3A,0/6,7' SHEET
STREET FILE
/Z35- vylj�I;V W,,q�