6905 MEADOWDALE BEACH RD (2).PDF11111111111111
14385
6905 MEADOWDALE BEACH RD
0
ADDRESS: 64)�5 & J'11/z
TAX ACCOUNTIPARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED) FOR:
CRITICAL AREAS:
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR: —
'0
DETERMINATION. 0 Conditional Waiver Ej Study Required 0 Waiver
PERMITS (OTHER):_.om) && - qg- ,lk6
PLANNING DATA CHECKLIST DA'
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
SHORT PLAT FILE:
1
SIDE SEWER AS BUILT DATED: -
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:-
FOR:
WATER METER TAP CARD DATED:
on
(Y
LOT:
LID #: 16 �
BLOCK:
LATEMP\DSrs\Fomis\Street File Checklist.doc
CITY of EDWDS ILVE SEWER PERMIT
For Inspection Call 771-3202 STREET F PERMIT NO. 07794
Address of Construction: o�YOS- ,Ile-e-gylp w,114.1< 6 e #- e /-/ Re e. e-1
Property Legal Description (Include all easements):
Z- 0 t -7 P- 2- - X w' /- / A- '-V C, h/' zv
Owner and/or Builder: C-%,-4 %.,,9 e 4- C f /' *- 19�
Contractor & License No: 6�v,4 ,v
LYNNWOOD LIK
Single Family Residence OK
Mul ti-Family (No. of Units
Commercial (No. of fixture Units
Invasion into City Right -of -Way: No X 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 X, Yes (If Yes, easement required,
attach legal description and county easement number.)
PLEASE READ THE ITEMS LISTED ON THE BACK
577��
CZ14-11-C
I certify
that
I have
read and shall comply
with the
items
listed
on the back.
Permit Fee: 3 ()
O�:
Trunk Charge:
Assessment Fee:
Date
11
Issued By: 0-ulr"
IDate Issued: Z
.Receipt No.: giin
Partial Inspection:
Comments Date Initial
Final Inspection Approved:
Date Initial
00 Rejected:
C) Reason —Na—te -T—nitial
Ln
PERMIT MUST BE POSTED ON JOB SITE
White Copy - File Green Copy - Inspector Buff Copy - Applicant
j
The City of Edmonds
Side Sewer Drawing
EASEMENT NO - ------------------------------------------
NEW CONSTRUCTION REPAIRS F� LID NO. [Vk-� -------- ASMT. NO - ------------------
OWNER--------------------- -------------------------------------------------------------------------- CONTRACTOR ...... &. ------------------------ PERMIT NO. 0.1 --- IAL�
JOB ADDRESS �,U-5 ... - ----- BAO--AS) , LEGAL DESCRIPTION: LOT NO - ----- 21 ----------------------------- BLOCK NO - ------------------------------------
------ ------ ---- --- ....
.............................. -----------------------------------------------------------------------------------------------------------------------------------
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tW70001-11175 (REV. 11/78) DATE .. ............ By &5e �. ------- 4� --------
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Converse*aprd DC -Nis Dixon
Geotechnical Consultants
January 30, 1980
Whiteley Jacobsen and Associates
2118 Third Avenue
Seattleii- Washington 98121
Attention: Mr. Robert McClendon
Subject: GEOTECHNICAL INVESTIGATION
Edmonds View Property, Phase I
Meadowdale Beach Road
Edmonds, Washington
Gentlemen:
80-5251-02
This report presents the results of our subsurface investigation con-
ducted at the Edmonds View Property, a planned residential development.
The site is located near 172nd Street and Meadowdale Beach Road in
Edmonds, Washington. The site encompasses approximately 12.5 acres. It
is our understanding that project plans are to subdivide the property
into residential lots, and construct roadways and associated utilities.
Present plans call for the site to be developed in two phases. Phase I
would consist of development of the southern approximate 5 acres and
Phase II the northern 7.5 acres. At the present time, preliminary lay-
outs for both Phase I and II areas have been provided. This layout
dated January 25, 1981 consists of 12 building areas in the Phase I area
and 16 building areas in the Phase II area. In general, the building
areas are clustered on the higher elevations. It is understood that the
remainder of the area will be left in a natural state. Access into the
Phase I area is presently planned via 172nd Street, while the access to
the Phase 11 area would be via Meadowdale Beach Road.
Converse Ward Davis Dixon. Inc
300 Elliott Avenue West
Suile 150
Seattle. Washingtcn 9811)
Tele;�hr 20f') 235-52CO
13
It is our understan*9 that the proposed structure011 be wood -frame
and be both one and two stories in height. In general, the foundations
reportedly will consist of poles based in drilled holes on the downhill
side and some conventional wall footings for the uphill areas.
The purpose of this
study was
to obtain subsurface
information and
develop geotechnical
design and construction recommendations.
The scope
of services for this
investigation was outlined in our
letter of confir-
mation dated January
20, 1981.
Verbal authorization
was given by Mr.
Robert McClendon on
January 13,
1981. The primary effort during this
investigation has been directed
toward the Phase I
area; however, a
limited overview of
the entire
development has been
completed. Our
scope of services in
the Phase I
area consisted.& the
following:
1. excavation of approximately 18 hand -excavated test pits,
2. continuous logging of subsurface conditions,
3. obtaining. samples of representative soils encountered in
the test pits,
4. visual classification of the soils encountered,
5.. engineering evaluation of field exploration results,
6. preparation of a geotechnical report.
A preliminary geotechnical evaluation of the site has been completed by
our f i rm. The results of this evaluation were summarized in a letter
report dated December 29, 1980. For completeness, this report includes
the basic information and findings developed in this previous report.
Site Conditions
The Phase I area is irregular in plan, approximately 700 feet in width
in an east -west direction and approximately 700 to 900 feet in a north -
south direction. The property is characterized by moderate to moderate-
ly steep slopes. The steeper slopes are approximately 2H:IV (horizontal
to vertical). The maximum amount of relief across the site is approxi-
nately 180 feet. A maximum eievation of 380 feet occurs in the southern
Dortion of 4L-.he Phase I area and the minimum elevation of approximately
200 feet occurs in the extreme northwest corner of the Phase 11 area.
Converse Ward Davis Dixon, Inc.
-3-
With the exception of an old logging road near the central portion of
the site, there are no roads into the si te. The higher portions of the
site are covered by a moderately thick growth of second-arowth evergreen
trees while the lower portions of the site are dominated by -deciduous
trees and low brush.
GeoloqV
The subject area is located on an upland surface in the Puget Lowland.
The Puget Lowland was invaded by continental glaciers during at least
four separate periods during the Pleistocene Epoch. During these
glacial and accompanying non -glacial periods, a thick sequence of soils
was deposi ted. It is estimated that these sOls reach thicknesses on
the order of a thousand feet.
The present surface characteristics and near -surface soils are the re-
sult of the last period of continental glaciation which occurred between
15,000 and 13,500 years ago. It is assumed that these sediments are
underlain by older glacially -related soils.
Field Exploration
The subsurface conditions in the area of proposed development in the
Phase I area were explored by means of excavating 18 test pits on Janu-
ary 16 and 18, 1981. The test pits were excavated by hand, as the
moderately dense growth of trees and irregular terrain prohibited the
use of power -operated equipment. The depth of the test pits ranged ?in
depth from a few feet to 6.5 feet. The locations of the test pits were
concentrated in the building and roadway areas at approximate locations
shown on Drawing I. The test pits were excavated by a engineering geo-
logist from our office who maintained a continuous log of the subsurface
condi tions encountered. Representative bag samples were secured for
visual examination and classification. Summary field logs are presented
at the end of this report. All soils have been classified according to
the Unified Soil Classification System.
I
Converse Ward Davis Dixon, Inc.
-4-
Subsurface Conditions
The near -surface soils which underlie the site were deposited during the
last period of qlaciation, the Vashon Stade of the Fraser Glaciation.
These soils (from oldest to youngest) are referred to as the Whidbey
Formation, the Esperance Sand, and the Vashon Drift. The Vashon Drift
is composed of three separate units: advance stratified drift, glacial
till, and recessional stratified drift. It appears that the only drift
unit present at the site is the glacial till. Glacial till consists of
a homogeneous mixture of silt, sand and gravel and was deposited direct-
ly beneath the glacial ice.
The subsurface conditions encountered at the te.0 pit locations consist
of a thin dark brown organic layer of forest duff which ranges up to a
few inches in thickness. This surface layer is underlain by a layer of
silty sand or sand which represents either a residual soil layer and/or
slopewash. This layer ranges in thickness between approximately one to
four feet and ranges between loose to medium dense. Underlying these
soils is either a medium to very dense silty sand or medium dense to
dense. sand. The denser silty sand unit represents glacial till and,
based on our explorations, is restricted to the upper elevations of the
site. The glacial till forms a thin cap over the underlying sand and is
estimated to be on the order of ten feet in thickness. The underlying
sand represents the Esperance Sand unit. The sand unit generally under-
lies the steeper sloping portions of -the site.
The sand is underlain by the oldest unit, the Whidbey Formation, which
is exposed in the lower slopes, along the extreme north property line of
the Phase I area below approximate elevation 280 feet. The Whidbey For-
mation consists of silt and clay with some interbeds of fine sand.
With the exception of the. near -surface soils, all of the soils which
underlie the site have been overconsolidated by glacial ice. Weathering
of the near -surface soils has resulted in loosening of these soils.
I
Converse Ward Davis Dixon, Inc.
i -5-
The . soils encounterfein the test pits ranged fro-) s*qhtly rpoist to dry
and no aroundwater was encountered. The static croundwater table at the
site is anticipated to be in older granular soils which underlie the
Whidbey Form.ation. However, there is a perched qroundwater table which
exists within the Esperance Sand. Because of the clean nature of the
sand, surface water 'Infiltrates rapidly, percolatina downward to the
boundary -of the Whidbey Formation. The Whidbey Formation is sufficient-
ly fined-graigned so as to greatly reduce the downward percolation of the
water. The result is a general downslope movement of the water above
the sand -clay contact. Springs or areas of seepage generally occur
where this contact intersects a slope. -The approximate 1 ocations of the
geologic boundaries are shown on Drawinq 1.
No areas of instability were noted dtiring our investigations of the
site. On the steeper slopes there was evidence of a aeneral down -
slope creep of the near -surface soils as evidenced by the bowing of tree
trunks. Creep of these looser surface soils is a nomal occurrence on
steeper - slopes.
DISCUSSION AND RECOMMENDATIONS
The following conclusions and recommendations apply specifically to the
Phase I area. Somewhat different subsurface conditions are anticipated
in the Phase II area and should be examined in detail.
On the basis of the information obtained durinq this investigation and
our preliminary qeotechnical evaluation, it is our opinion that the
proposed development is feasible from a aeotechAical standpoint. The
steepness of some of the terrain will restrict development without
extensive grading.
The major portion of the proposed structures will be founded on slopina.
around and excavations into the hillside are anticipated. Footinqs and
lower floor slabs should be supported on competent, undisturbed moder-
atelY dense to dense native soiis where exposed in the excavations. In
areas where the lower floor will be above the existina ground surface,
Converse Ward Davis Dixon, Inc.
-6- -
i t will be necessary to install footings well below the around surface
on a relatively steep slope. A pole -type footing would be suitable at
these locations. At locations where the ground is not steeply sloping,
it should be possible to place compacted structural fill which would be
suitable for support of spread footings and slabs-on-arade.
Our following recommendations are general. We have reviewed the planned
lower floor elevations for the proposed structures relative to the
existing ground surface as shown on the topographic drawing. In our
opinion, our recommentions are adequately complete to cover foundation
design and construction of the proposed structures; however, if design
changes are made such as changing structure locations or floor eleva-
tions, it would be prudent to review our recorag;hdations and their ap-
plications.
For each structure, it will be necessary to determine the required exca-
vation and fillino, and the foundation system.
Site Preparation
All areas within the limits of excavations or where fill is to be placed
should be stripped to remove vegetation and debris. The vegetation and
debris should be removed from the site or placed in non -building areas.
No material should be placed on the hillside downslope from the proposed
houses. It is important that the slopes not be disturbed by the con-
struction. Surface water must be controlled so that it is not allowed
to become channelized and spill down the slope.
The preliminary plans indicate that the maximum depth of excavation will
be approximately 17 feet. Based on our explorations, the soils in the
excavations will generally be silty sands with some gravel. The upper
two to four feet of soil is loose to medium dense and grades to dense to
very dense below. We recommend that the contractor be made responsible
for the stability of temporary excavations. He is continually at the
site and can evaluate the stability of the soils as they are exposed.
I
Converse Ward Davis Dixon, Inc.
-7-
Structural fill to support floor slabs or footings Ould not be placed
on the moderately to steeply sloping ground. Fills may be constructed
on flatter slopes provided the areas to receive the fill area benched to
provide a level surface to support the fill. A bench should be at least
six feet wide and the difference in elevation between adjacent benchs
should be two feet or less. All structural fill should be placed in
layers approximately eight inches in thickness, conditioned to a mois--
ture content suitable for compaction, and compacted to at least 95
percent of the modified Proctor maximum dry density as determined by the
ASTM D1557 compaction test. Fill slopes should be inclined at 2.5H:lV
(horizontal to vertical) or less.
Soil for structural fill should be free from Q13§anic matter and debris
and should have a granular texture free from clay lumps. There are
on -site soils that are suitable and we recommend that soils containing a
minimum of silt or clay be utilized as they will be easier to compact
and less sensitive to moisture content.
Foundation Support
The proposed structures may be supported on conventional shallow spread
footings or a combination of spread footings and pole -type foundations.
We recommend that the foundation system be designed so that all hori-
zontal forces, such a's those due to earthquakes, are resisted by the
shallow spread footing portion of the foundation system.
Shallow footings founded on undisturbed medium dense to dense soils may
be designed for an allowable net bearing pressure of 3,000 psf (pounds
per square foot). Suitable bearing soils were observed at shallow
depths across the site in our explorations, generally two to four feet
below the existing ground surface. Wall footings should have a minimum
width of 16 inches and individual column footings should be a minimum of
18 inches wide. All footings should be founded at least 18 inches below
the lowest adjacent graude.
Converse Ward Davis Dixon, Inc.
A ( +
d = 2 A
where A 2.34P
SJb1
P = applied horizontal force in pounds
S, = allowable lateral soil hearing pressure
h, = diameter of pole
h = distance in feet from qround surface to point
of application of P
d = depth of embedment of pole in feet
A value of 300 pounds per square foot may be used for the allowable
lateral soil bearing pressure (S1). The diameter of the pole (bl)
may be increased to the effective diameter of the hole provided the
annulus is backfilled with low -shrink concrete.
Shallow footings can resist horizontal forces through the horizontal
passive pressure of backfill adjacent to the footing and by friction
across the base of the foundation. Horizontal passive pressure may be
calculated using an equivalent fluid weight (triangular distribution) of
250 pcf (pounds per cubic foot). This assumes the backfill is drained
and compacted to at least 95 percent of the ASTM D1557 maximum dry
density. Resistance to sliding may be calculated using a base friction
factor of 0.45. Thp— above values do not include a safety factor. A
minimum safety factor of 1.5 should be used to design for resistance to
sliding and overturning.
Basement Walls
All subsurface walls should be backfilled with a free -draining granular
soil and foundation subdrains installed behind the walls to minimize the
potential for hydrostatic pressure to develop. The walls must be sup-
ported on dense undisturbed soil.
t
Converse Ward Davis Dixon, Inc.
Our recommended cri*a for footings founded in areof sloping ground
are that the outside edge of the footing on the downhill side should be
at least eight feet back from the face of the slope measured in a hori-
zontal direction.
Footings founded on structural fill may be designed for an allowable net
bearing pressure of 2,000 psf. Minimum size and depth of embedment are
the same as recommended above. The outside edge of the footings founded
on fill should be at least five feet back from the face of the fill
measured in a horizontal direction.
Pole -type footings may be utilized on sloping ground where it is not
feasible to construct shallow footings. A pole footing would be con-
structed by*drilling a hole with a power auger, inserting the pole and
then backfilling the annulus area. We recommend the annulus area he
backfilled with low -shrink Portland cement concrete. Our recommended
minimum depth of pole embedment below the ground surface is six feet.
The base of the poles should have a minimum diameter of eight inches.
Our recommended allowable bearing capacity for a pole embedded six feet
is 18,000 psf. For a pole embedded eight feet, the allowable bearing
capacity may be increased to 24,000 psf. The effective area of the
foundation is equal to that of the base of the pole. The effective area
of the foundation could be increased to the area at the bottom of the
hole if a concrete footing was poured in the bottom of the hole to sup-
port the pole. Such a concrete footing should be at least 12 inches
thick.
The foundation systems for the proposed structures will generally con-
sist of a combination of shallow footings and pole -type footings. We
recommend that the horizontal loads be resisted by the shallow footings.
However, if pole -type footings are required to resist horizontal loads,
it may be necessary to deepen the footings to greater than the minimum
six-foot embedment depth. The following formula may be used to deter -
nine embedment depth to resist horizontal loads:
Converse Ward Davis Dixon, Inc.
The on -site sandy A described as the Esperance 0 unit would gen-
erally be suitable for backfill behind walls. The silty glacial till
soils present in the southern portions of the site should not be used
for backfill behind walls.
Backfill behind walls should be placed in layers not exceeding eight
inches loose thickness and compacted with relatively light vibratory
equipment to at least 90 percent of its maximum ASMT D1557 dry density.
An 18-inch thick layer of impermeable soil should be placed on the
ground surface and compacted to prevent surface water from seeping down-
ward into the granular backfill. The ground surface should be sloped to
drain away from the wall.
Four -inch di ameter perforated footing drains must be placed behind base-
ment walls. The invert of footing drains should be at least 12 inches
below finished interior floor grades and sloped to drain at a grade of
at least 0.5 percent. Convenient cleanouts should also be provided.
All 'Perforated footing drains should be protected by a filter of drain-
age sand and gravel. There should be at least four inches of this mate-
rial below the drains, six inches along the sides, and 12 inches above
the drains. In addition, the filter material should extend upward,
adjacent to the wall so that it is a minimum of 12 inches thick measured
perpendicular to the wall. Our recommended gradation for filter mate-
ri-al i s:
U.S. Standard Percent Passing,
-Sieve Size by Dry Weight
1 1/2 inch 100
3/4 inch 70 - 90
No. 4 30 - 60
No. 8 20 - 50
No. 30 8 - 30
No. 50 3 - 12
Ho. 200 0 - 1.5
Converse Ward Davis Dixon, Inc.
We recommend that subsurface or retaining walls up to approximately 12
feet high be designed for horizontal pressures equivalent to that of a
fluid weighing 40 pcf (triangular distribution).
Surface Water
The exterior qround surface should be sloped to drain away from the
building and surface should either be paved or covered with at least 18
inches of imperviouls soil to inhibit surface water from infiltrating
into the subdrains.
It is our understanding that it is desirable to dispose of roof drainage
in dry wells. We anticipate that this schemeAll work satisfactorily
based on certain requirements. These requirements are as follows: 1)
the dry wells be located in the Esperance Sand unit, 2) the wells should
not be located on the very steep slopes, and 3) they should not be
located in the proximity of the basement wall perforated drains. The
use of dry wells will be somewhat restricted in the Phase II area, these
are anticipated to generally be those areas underlain by the Whidbey
Form.ation.
We understand that the storm drain -system, relative to the roadways,
will be designed to flow into a retention system. We recommend that the
retention system have a controlled orifice and be tight lined away from
the slopes.
Summary
This report has been prepared to aid in the evaluation and development
of this site for its intended use. The discussion of site development
is conceptual in nature and must be refined to take into account final
roadway grades, slope locations, and -construction sequencing. It is
recommended that we continue our involvement with the design engineers
to assure that final site development plans and specifications are con-
sistent with the findings of our investi'gation.
Converse Ward Davis Dixon, Inc.
-12-
We recommend that site preparation, foundation excavations, fill place-
ment and drainage installations be observed by personnel aualified by
training and experience to see that the work is perforred in accordance
with these recommendations, the plans and specifications, and good engi-
neering practice.
The findings and conclusions of this report were prepared in accordance
with generally accepted professional engineering principles and prac-
tice. We make no other warranty, either express or implied. Please do
not hesitate to call us if there are any questions regarding the conclu-
sions and recommendations contained herein.
Respectfully submitted,
CONVERSE WARD DAVIS DIXON, INC.
William S. Bliton'
Senior Geologist
Jjack M. Hogan
Senior Engineer
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G Fz- 0 L 0 G Y AND EXPLOR/ATION
EDMONDS VIEW PROPERTY 80-5152-02
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Edmonds, Viashington - - -
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Geo(echn,cal Cop*�::&nts
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SUMMARY LOGS OF TEST PITS
Test Pit 1
0.0'-0.2' SM
FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.2--l.5- SM/SP
RESIDUAL TILL SOIL, SILTY SAND, gray -brown, with orange
oxidized layers, fine to medium, with some coarse sand
and fine to medium gravel, occasional cobble, trace organ-
ics, few roots; slightly m oist, loose to medium dense.
1.5'-1.9' SM
GLACIAL TILL, SILTY SAND, gray -brown, fine to medium, with
'
some coarse sand and fine to medium gravel, occasional
---------------------------------------------
cobble to 6" diameter; dry, very dWe.
-----------------------
Test Pit 2
0.01-0.11 SM
FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.18-2.51 SMISP
RESIDUAL TILL SOIL/SLOPEWASH, SILTY SAND, gray -brown, with
orange oxidized layers, fine to medium, with some coarse
sand and fine to medium gravel, occasional cobbles, trace
organics, few roots; slightly moist, loose to medium dense.
2.5'-2.7' SM
GLACIAL TILL, SILTY SAND, gray -brown, fine to medium, with
some coarse sand and fine to medium gravel, occasional
-------------------------------------------------------------------
cobble; dry, very dense.
Test Pit 3
0.0'-0.2' SM
FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.2-1.2' SM/SP
SLOPE WASH, SILTY SAND, brown, fine to medium, with some
coarse sand and fine to medium gravel, occasional cobble,
trace organics,some roots; slightly moist, loose to medium
dense.
1.2'-3.5' SP
SAND. brown to reddish brown, with mottled gray streaks,
fine to medium, with some coarse sand and fine to medium
-------------------------------------------------------------------
gravel, little silt; slightly moist, medium dense to dense.
Page 2
Test Pit 4
0. 0'-0. 3' SM
0.3'-3.2' SM/SP
0
0
FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
RESIDUAL TILL SOIL/SLOPE WASH, SILTY SAND, gray -brown, fine
to medium, with some coarse sand and fine to medium gravel,
occasional cobble, trace organics, some roots; slightly
moist, loose to medium dense.
3.2'-3.61 . SM GLACIAL TILL (moderately weathered), SILTY SAND, gray -brown,
fine to medium, with some coarse sand and fine to medium
gravel, occasional cobbles; dry, medium dense to dense.
-------------------------------------------------------------------
Test Pit 5
0.01-0.11 SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
O.V-2.8' SP/SM . SLOPE WASH, SAND, brown, fine to m6lium, with some silt,
coarse sand, and fine to medium gravel, occasional cobble,
trace organics, some roots; slightly moist, loose to medium
dense.
2.8'-4.0' SP SAND, brown, fine to medium, with little coase sand and
gravel, trace silt; dry, medium dense to dense.
--------------------------------------------------------------------
Tact Pit A.
0.01-0.11 SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.11-2.71 SP/SM SLOPE WASH, SAND, brown,.fine to medium, with some silt,
coarse sand, and fine to medium gravel, occasional cobble,
trace organics, some roots; slightly moist, loose to medium
dense.
2.7'-3.11 SP
SAND, brown, fine to medium, with little coarse sand and
gravel, occasional cobble, trace silt; dry, medium dense to
--------------------------------------------------------------------
dense.
Test Pit 7
0.0'-0.2' SM
FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.2'-3.4' SP/SM
SLOPE WASH/WEATHERED SAND, SAND, reddish brown, fine to
medium, with some silt, little fine to coarse gravel, some
roots, trace organics; slightly moist, loose.
3.4'-6.5' SP
SAND, brown to gray -brown, fine, with little silt and medium
to coarse sand, trace fine to medium gravel; slightly moist,
medium dense to dense.
0
0
Page 3
Tp-,t Pit 8
0.01-0.21 SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.2'-2.5' SP/SM SLOPE WASH/WEATHERED SAND, SAND, reddish brown, fine to
medium, with some silt, coarse sand, and fine to coarse
gravel, some roots, trace organics; slightly moist, loose
to medium dense.
2.5'-4.0' SP SAND, gray -brown, fine to medium, with some coarse sand and
fine . to coarse gravel, trace silt, occasional cobble
slightly moist, medium dense to dense.
--------------------------------------------------------------------
Tp-,t Pit q
0.01-0.38 SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medi
Pm gravel , organics,
numerous roots; slightly moist, 1,66se.
0.3'-4.5' SP/SM SLOPE WASH/WEATHERED SAND, SAND, reddish brown to brown,
fine to medium, with some silt, coarse sand, and fine to
coarse gravel, some roots, trace organics; slightly moist,
loose to medium dense. (Includes zone of moderately cemented
sand at 1.5'-2.5', possible Till layer.)
4.5'-5.0' SP SAND, gray -brown, fine to medium, with some coarse sand
�_ndfine to coarse gravel, trace silt, occasional cobble;
slightly moist, medium dense to dense.
---------------------------------------------------------------------
Test Pit 10 1
0.0'-0.2' SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse' sand and fine to medium gravel., organics,
numerous roots; slightly moist, loose.
0.3'-4.2' SP/SM SLOPE WASH/WEATHERED SAND, SAND, reddish brown to brown,
fine to medium, with some silt, coarse sand, and fine to
coarse gravel, some roots, trace organics; slightly moist,
loose to medium dense.
4.2'-5.1' SP SAND, gray -brown, fine to medium, with some coarse sand and
fine to coarse gravel, trace silt, occasional cobble;
slightly moist, medium dense to dense.
--------------------------------------------------------------------
Page 4
Test Pit 11
0.0'-0.1' SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine. to medium gravel, organics,
numerous roots; slightly moist, loose.
0.1'-3.0' SP/SM SLOPE WASH/WEATHERED SAND, SAND, reddish brown to brown,
fine to medium, with some silt, coarse sand, and fine to
coarse gravel, some roots, trace organics; slightly moist,
loose to medium dense.
3.0'-4.0' SP SAND, gray -brown, fine to medium, with some coarse sand and.
fine to coarse gravel, trace silt, occasional cobble;
slightly moist, medium dense to dense.
--------------------------------------------------------------------
Test Pit 12
0.01-0.3' SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand, fine to medium gravel, organics, numerous
roots; slightly moist, loose.
0.31-3.31 SP/SM - SLOPE WASH/WEATHERED SAND, SAND, r�6ddish brown to brown, fine
to medium, with some silt, coarse sand, and fine to coarse
gravel, some roots, trace organics; slightly moist, loose to-"
medium dense.
3.3'-4.1' SP SAND, gray -brown, fine to medium, with some coarse sand,
and -fine to coarse gravel, trace silt, occasional cobble;
slightly moist,'medium dense to dense.
----------------------------------------------------------
Test Pit 13
0.01-0-11 -SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, orqanics,
numerous roots; slightly moist, loose.
0.11-1.01 SM/ML SANDY SILT., light gray, very fine to fine, with trace medium
to coarse sand and fine gravel, organics and roots; slightly
moist, soft.
SP/SM RESIDUAL TILL SOIL, SAND, brown, fine, with little medium to
coarse sand, gravel, and silt, trace organics, some roots,
occasional chunks of weathered hard till; slightly moist,
medium dense.
3.1'-3.4' SP/SM GLACIAL TILL, SAND, gray -brown, fine, with some silt, little
medium to coarse sand, and fine to c'oa'rse gravel, occasional
cobble, slightly moist to dry, very di�nse.
---------------------------------------------------------------------
Test Pit 14
0.0'-0.3' SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.3'-3.5' SM/SP SLOPE WASH/RESIDUAL TILL SOIL, SILTY SAND, brown, fine to
medium, with some coarse sand, and fine to medium gravel,
trace organics, some roots; slightly moist, loose to medium
dense.
3.5'-3.6' SM/SP (As above, but harder, with chunks of till. Possibly top of
till but not sure because could not dig further.)
--------------------------------------------------------------------
Tpst Pit 15
0.0'-0.2' SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.2'-3.0' SM/SP SLOPE WASH/RESIDUAL TILL SOIL, SILIJ. SAND, brown, fine to
medium, with some coarse sand, an6"Tine to medium gravel,
trace organics, some roots; slightly moist, loose to medium
dense.
3.0'-3.3' SM GLACIAL TILL, SILTY SAND, dark brown, fine to medium, with
some coarse sand and fin e to medium gravel, occasional cobble;
dry, very dense.
--------------------------------------------------------------------
Tp,,t Pit 16
0.0'-0.3' SM FOREST DUFF, SILTY SAND, dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.3'-3.5' SP/SM SLOPE--WASH/RESIDUAL TILL SOIL, SAND, brown, fine to medium,
with little to some silt, little coarse sand, fine to coarse
gravel, occasional cobble, trace organics, some roots, (with
chunks of hard till); slightly moist, loose to medium dense.
--------------------------------------------------------------------
Test Pit 17
0.01-0.11 SM FOREST DUFF, SILTY SAND dark brown, fine to medium, with
little coarse sand and fine to medium gravel, organics,
numerous roots; slightly moist, loose.
0.1'-3.4' SM/SP SLOPE WASh/RESIDUAL TILL SOIL, SILTY SAND, gray -brown, fine
to medium, with some coarse sanU-and fine to coarse gravel,
occasional cobble, trace organics, some roots; slightly
moist, loose to medium dense.
3.4'-3.5' SM (Harder, probably till.)
--------------------------------------------------------------------
Test Pit IS
Road Cut SM GLACIAL TTLL, SILTY SAND, gray -brown, fine to medium, with
Surface Saimple some coarse sand, and fine to coarse gravel; dry, very d2nse.
--------------------------------------------------------------------
RTF
FFT
FILM
CITY OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
USE PERMIT
NUMBER
�ZONE)R
joe
ADDHL55
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0
INAME JOR NAME OF BUSINESS)
MAILING ADDRESS
z
93gt-A \-I-A4 � \ s, \,j
LEGAL DESCRIPTION CHECK
A10 Ll�;t
7 -2
SUBDIVISION NO.
-A9
LID NO.
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PUBLIC RIGHT OF�WAY PER OFFICIAL STREET MAP.
EXISTING -- 0 REOUIRED DEDICATION
PROPOSED-Ze7—
107 L-�
CITY TELEPHONE NUMBER
NAME'
RIGHT OF WAY CONSTRUCTION PERMIT REOUIRED
STREET USE PERMIT REOUIRED 0
ADDRESS
0 CIII, 4 r-y'.
SEE ENGINEERING MEMO DATED
ILI, OCR
'18
REM.ARM
NAME
li—:-" %P*y4'Qj-@ r- CAQ y-'t'rV-%Qt
61- 4'
ADDRESS
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I
UNITS
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MT�E P I
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STATE LICENSE NUMBER
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ALLOWED PROPOSED
ENV. REVIEW
COMPLETE I EXEMPT
ADB NO.
SHORELINER
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Legal Descripton of Property - include all easements
(show below or attach TO rcoples)
V" SM J� Q�'-' U�a S
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VARIANCE OR CU
PLANNING REVIEW BY
DATE
-:5,or-z- r&e,.2761,, RKe *6
YARDS --7HEIGHT
FRONT SIDE REA
LOT COVERAGE
/Y
REMARKS
cc
8
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0
L,N NEW RESIDENTIAL PLUMBING
ADDIALTER COMMERCIAL MECHANICAL
REPAIR RETAINING WALL SIGN
EXCAVATE FENCE
DEMOLISH OR FILL El x —FT)
PRE -MOVE INSPJ swim
REMODEL COMPLIANCE INSP. POOL
CHECKED BY
TYPE OF CONSTRUCTION CODE
I I
HEIGHT
0
-
SPECIAL INSPECTOR
REOUIRED
0 YES 0 NO
AREA
OCCUPANCY
GRO
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LOAD
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INSERT El APT. 13LDG RENEWAL
REMARKS
X#2FAA6Y 6(3&
&w-cs- ZisrmmT loel- U&I 30.5--
NUMBER OF STORIES rNUMBER OF
DWELLING
UNITS
NATURE OF WORK TO BE DONE (ATTACH PLOTPLAN)
VALUATION
FEE
PLAN CHECK FEE
BUILDING
PLUMBING
MECHANICAL
This Permit covers work to be done on private property ONLY.
Any construction on the public domain (curbs, sidewalks,
driveways, marquees, etc.) will require separate permission.
GRADINGIFILL
STATE SURCHARGE
ENERGY CODE
7ermit Application: 180 Days
Permit Limit: 1 Year - Provided Work is Started Within 180 Days
w
1-31
Applicant, on behalf of his or her spouse, heirs, assigns andc
successors in interest, agrees to Indemnify, defend and hold
harmless the City of Edmonds, Washington, Its officials,
em'olovaes. and anents, from anv and jqII r1nirriq fnr c1nmnnaQ r%f
PRwEcT REviEw cmx=,§,r
PRWB=
ADDRESS:
WECT,NAME
PIJCATIOWRECEIIY� DAIti"'
-A� L Reviewed by:.Ainitial/date)
9T" I'MGMG
wrR/swR sm&r.
PLANNING,
A':
FIRE., BUILDING 17TRIII
i1do'.1mMILY/A�A,
TBACKS CIMM) - Planning
VARIJRNCE/SEMACK�M..' p.
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MEMO TO: Building Division
FROM: Engineering Division
SUBJECT:
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 r . unoff and
erosion on site and may not impact neighboring properties in a . ny
way.
8) Construction hours from 7:00 a.m. to 10:00 p.m. on weekdays and
10:00 a.m. to 6:00 �-m. an weekends and holidays.
//I
10
01
CATC.4 BA�51m:
or, AMO - IS-30 (0 k
WUUAL)
L -A
Tit C NC W L9t �4c,TH
W
COVIMI
- -------------
-n r-%-rT U W
4pr&F
W/ 4"Low. LF—r—s
LICVCL TXiZNr_jq
CA.P
SYSTEM CROSS—SECTION
MIPAFI r-,00X
/-�,p P"t-, I " I;r- I = L r-r
TO 6>f—:;� L/-%YED e
W4�5�4t:D Flo--K
01
'MEI,C" COVER
'/2" WASW E C
GRAVEI
4 otAm FERF P
I
TRENCH CROSS-SECTION
R'ECIEWED,
'JUN 10 1987
PERMIT COUNTER
WLTTATION SYSTEM
PAGE I OF 2
for 221.c,,,- AO�ERNL
/17&-,4 Q,0 w,0AL-,5' 4E21CH 19-1.1)
location- 'ED h�Fje,-Hl-f -03
plan by - 471,-d IV E le -
phone
da te
DESIGN DATA
Trench Perc LF per Imperm Trench
Number Rate 1000 sq.ft. Area Req.
NOTES
I Call Engineering Division (771-3202)
Jor prebackfill and final inspections.
2. Responsibility for operation and
maintenance of drainage systems on
private property is the responsibility
of the property owner(s). Preventive -
maintenance consists of preventing.
soil and other materials from entering
trench during construction as well as
after construction. Catch basins should
be cleaned of floatinq material and
sediment at regular intervals (at leas,
twice per -ar) - /
15'187
Tr-
xz��,
.Owl
CITY OF/EOIVIONOS
Fkon�rldN
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7-4xNo. 7-5-1-5--o-60-oo,3-0o6o RECEIVEL)
ffl. pc:r fle " " JUN t 0 1987
0 Ile7 PERMIT COUNTF"
11� A -Vs- 14,
1"2 C.
0 City- of Ldmon*
RIGHT-OF-WAY CONSTRUCTION
PERMIT Permit Number.
le9--�-7—�721
Lssue Date:
A. Address or Vicinity of Construction: 62LS' fi)Ed.01_WD1iAE PCIJe-fl /�P-
B. Type of Work (be specific): REPAACiZ 1)L:FeL_J1VC- 12LLJ,.1Q) CCILil)ILIMC'firl
/h A R I I&IN P,601 It COO AO
C. Contractor: -6-Tec )1YC
Mailing Address: 9 31 ;L C L,) - C IJS /JV
tv'fisly - 9
State License #:
D. Building Permit # (if applicable):
C1+8kC__ pAck) Ni5w elil'JP12 1:)� - 3,rc' "�(?t4JYIDIAI
C ID / J q P/, /4 C n-
Contact: &L"' J i. V _AJ fink 10 1-ieciti - Cc 6 I�D
Phone: t/ ; r "/ / C - 41-1- '/' k L
Liability Insurance: _ Bond: $
Side Sewer Permit # (if applicable):
E. E] Commercial E] Subdivision E] City Project (I Utility (PUD 4�9 WNG, CABLE, WATER)
E] Multi -Family [0 Single Family [-] Other 1,7C tj. c - P a &5C - qpcc / Pf li 1/
INSPECTOR: elt-11" AIL INSPECTOR:
- F __ Pavement or Concrete Cut [I Yes FlNo G. Size of Cut: x H. Chargq,,$
PIL-'ki)f TEcH:
APPLICANT TO READ A4SIGN D j) rX,0,e 4- 0
4
0 - Y/
INDEMNITY: Applicant understands and by his signature to this application to hold the City ofEdmonds harmless om inju i's, damages, or claims ofany
kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds, or any of its departments or
employees, including or not limited to the defense ofany legal proceedings including defense costs and attorney.fees by reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPEC-
TION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREETPATCHIS COMPLETED
BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WII L BE PROCESSED FOR ISSUANCE TO THE APPLICANT
Two sets of construction drawings of proposed work required with permit application.
A 24 hour notice is required for inspection. Please call the Engineering Division, 771-0220.
Work and material is to be inspected during progress and at completion.
Restoration is to be in accordance with City Codes.
Street shall be kept clean at all times.
Traffic Control and Public Safety shall be in accordance with City regulations as required by the City Engineer.
All street cut trench work shall be patched with asphalt or City approved material prior to the end of the working day;
NO EXCEPTIONS.
I have read the above statements and understand the permit requirements and the pink copy of the permit will be
available on site at)all times or . n ection purposes.
Signature: Z-A�� DAVe YqA&fi<1AtS Date: - 149 — -"I
tr
Xntraclfor or Agent) UOYI&A-#
75- '
CALL DIAL -A -DIG PRIOR TO BEGINNING WORK
FOR CITY USE ONLY
APPROVED BY: RIGHT OF WAY FEE:
TIME AUTHORIZED: VOID AFTER (_JCJ 9 40' DAYS DISRUPTION FEI?)FUND I I I:
SPECIAL CONDITIONS: RESTORATION FEE:
T OTAL FEE�
RECEIPT NO.:
ISSUED BY: -
NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE Eng Div 1997
ASPHALT
WALKING/BIKE
PATH
40' 2* PVC
RD. PUSH -
20' TO C/L
WATER
MET
11
m
4�0 �<
4
CROSS SECTION DETAIL
LOOKING WEST
lo
C/L F/L EOP PED ROW
10
/ It -
TRAVELED BIKE WALKING
LANE PATH PATH
6907
FOR USE WITH CITY OF EDMONDS PERMIT APPLICATION
FIELD TECH:
6905 DOUG HOLIFELD
425/710-4109
10-16-97
ol
PROPOSED NEW BURIED COMMUNICATIONS
R CABLE TO REPLACE DEFECTIVE CABLE BURIED
1p IN SAME LOCATION FROM TEL. PED. 4845 TO
TEL.PED.4844.
F co
11/19/97 09:55 NO.728 1?02
kQ/30/97 39' IS L I NDY 425 ?1075 ' 02 K�" e0lW2
If 11-5 4(- t- C
City -Of Edmoods 04 A 9 1997
RIGYMOF-WAY C
dpOFW - dO
umo wood. _AP_19NM=*=
g1jedfidMIJALAZ ".dd)Y 9A
A- A&INN W irs"W ef COUMMIllm
Ilk- T"M af W-rk a* *FWfi*- -A F A.A.4a-r- IV gh�A e Ct#,#0&1AJ1CP;
, I A, F.-I CAI I Aja Ild Z�
I. F)&. 741C #V40 4 A,
A AJ AAA At- A.A" r
ph=&
429&
Law W"li' I —
sift swer p4ma 0 (if spoll"h6):
likalsh"T'k! . 0 sul4visicm 0 QW Pi4ad Q Utility (KMtOM WN0. CA81JR. WA7r&)
tRiamily a SWIlkilRazaily 0 011W4
67C P ASSC
INSPECTOX: sly2j.1c
Yaw QW* G. Sim of Cutz x a. .0mmi
APJrLJCANT TO RZAD
A;ZS ON
400M vFdFr0ftD4J *W Ir kk dzaWWv 1* Ikk w0ication tv hold f1m CI& of tdmimds 'fw
v _1000 v*a#FCWv*r, /dragg@" or vefoovagoit Aof may 4 Wd" againji #hd City of "Nandi, 4or do of 11'r 40po'lwRis 00.
— 0, ow hmftd to Ar A&W qfmr baldpwatediW Jm.-Adft Atena carti "attwwftv, by nwon cVvqadv thit pv-wi.
4MC4F0F7WEW0= ZMMATO A&Mmlmr Fees WILL N.CNELo vA711 rnE FiNAL SMErFATCli I&CokpLu"
struction ftwings of proposed work requircd with "rm it a0irmlion.
A Wow Is required for ineWtion. Plew call the Engiintering Division. 771.02ZO.
I is to be 1rupecod, dtMng pmgmu and at completion.
to bc in xwordapm vvith City C43des.
saw cloan at all tiovs.
ar
vvw and Publir. Safcty *hall ba in AcwWance witb City rcgulations a4 mquircd by The City Engin"r.
All Put trench work ahall W Patched with asphalt or City approvod mawial prior to the ond of the wurking day-,
i 1h* ahave slatomcna and undervmd the peroutt requirrments and Mv p�nk copy vf Ore permit will he
01tir at all gifite /0 octionowpoics.
041te djOA& oat t. Date
_4gaw) SVC. $4jF_kdj6" "Fl"-P
CALL VLAL—A-DIG PRIOR TO BEGINNING WORK
40 NY; WHY OY WAY Mz_
vam AMM
S1 DAYS MMUMON MIMPUND I it:
RIMWPATTUN
T OTAL FU-.
RRMPTWO.�
lUU60 By._. L a
NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE
I
ASPHAtT
WALKING/8KE ll�
PATH
' 4012, pvc
4tl'2- p
RD, PUSH
w ro C4
RD.
WA 1114
CROSS SEC710N DETAIL
LOOKING WEST
CIL
f JFL top fED A"
Po
TRAVEM
t PC
PA* PATH
C'937
Pow. A ly
FOR USE WITH CITY OF EDMONDS PERMIl APPLICA71ON
FIELD TECK
DDLIG HOLFELD
425/ TIO-4109
(0-ifi-91
I%w PIROPOSEC NEW KJRlED COW&MICATIGNS
CABLE TO REPLACE DEFECTIVE CABLE 91RE0
W SOX LOCATION FROW Ift. PEQ 4845 TO
TEL, PED. 4544. 4A
Ir
F Is
4' 2'PV(
PLISH-1
fit0i.
MAP N G.
435 B-7
on WAY
90"wom
"m
F&PLAM W-fEC71NE CAKE
a
9
60AS &CADMALK SEOXW 1610
9C.IC
00
o
JI
ca
-3
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p
-3
r1i
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13 STREET FILE
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.7.1 x No 7-3 -5
CITY OF EDMONDS
ASSET INFORMATION SHEET
lq--NEW
F] ADDITION
1-1 RETIREMENT
STREET FILE
ASSET NO
ADDITION TO ASSET NO. -
-L-L11 7
DESCRIPTION
SERIAL NO.
LOCATION
DEPlf. NO./
PURCHASE ORDER NO.
PURCHASE ORDER DATE
COST
*PROJECT NUMBER
PROJECT COMPLETION DATE
COST
B.A.R.S. ACCOUNT NO. a o o - 44�, e) 0,
ESTIMATED LIFE
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 DATE
(yp) INITIAL
VERIFIED BY
PROCESSED
BATCH NO.-