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TAX ACCOUNTIPARCEL NUMBER: C) I () F7
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BUILDING PERMIT (NEW STRUCTURE): too
COVENANTS (RECORDED) FOR:
CRITICAL AREAS: 90") / - 0 4 3 DETERMINATION: El Conditional Waiver VStudy Required 0 Waiver
DISCRETIONARY PERMIT ff'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PERMITS
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
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SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S).#: �-00(0- 0570
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WATER METER TAP CARD DATED: F- / gff/0
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Name: IZ.ff. -e; Ir V) C' -
Date:
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SiteAddress: 1-+12�.J (09 TFt P, - W
Plan Check#: BLD-2006- 10 0.3
Project Description: New 5 F-P—
Reduced Site Plan Provided: (0 NO)
Zoning: P P-D - 7-C>02-. 0 1+ P- -5 - 7-
Map Page: 4- E5
Corner Lot: (YES
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Geotechnical Engineering Report
Meadowdale Estates
Edmonds, Washington
For
Hoover Premier Homes
r-sl,. 0
Corne
MFG e6technj: ine
17625-1301h Ave. 102, Woodinville, WA 98072
Phone: 425-844-1977
Fax: 425-844-1987
January 6, 2005
Ms. Cathy Patterson
Hoover Preniier Homes
16300 Mill Creek Boulevard., #108
Mill Creek, WA 98012
Geotechnical Engineering Report
Meadowdale Estates
Edmonds, Washington
CG File No. 1791
Dear Ms. Patterson:
INTRODUCTION
This report presents the results of our geotechnical engineering investigation for your Meadowdale
Estates residential development in the Meadowdale area of Edmonds, Washington. The site is located at
6880-172 nd Street SW, as shown on the Vicinity Map in Figure 1.
Site development, including grading, road construction, and utility placement, has been substantially
completed. We understand that you have purchased all of the building lots, with the exception of Lot 2,
for the purposes of constructing single-family residences. The City of Edmonds has required a
geotechnical report for the lots with slopes greater than 15 percent, and you have requested that we
evaluate the subsurface conditions of your lots and provide foundation recommendations for the proposed
residences. For our use in preparing this report, we have been provided with a copy of a site plan by CHS
Engineering, dated September 2003, that shows lot, road, and utility layout. We have also been provided
with a Slope Stability Evaluation, prepared by GeoEngineers and dated June 18, 2002, that addresses the
detention facility. Additionally, we have been provided with field reports prepared by Sky Valley Testing
'that document compaction testing performed during the main earthwork phase of the project.
PROJECT DESCRIPTION
The L-shaped project site has maximum dimensions of approximately 640 feet north to south and 440 feet
east to west. The development consists of a total of 12 lots. We understand that you intend to construct
R
Geotechnical Engineering e
Meadowdale Estates
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page 2
single-family residences on all of the lots with the exception of Lot 2, which you do not own. 'ne
provided grading plan 'indicates cuts totaling 6,000 cubic yards (CY) and fills totaling 12,000 CY.
The
grading plan also indicates that fills may be at least 12 feet deep in some areas. At this point in time, site
grading has been completed and utilities have been installed. A completed storm water detention vault is
located close to the western site boundary.
SCOPE
The purpose of this study is to explore and characterize the subsurface conditions and present
recommendations for site development. Specifically, our scope of services as outlined in our Services
Agreement, dated December 23, 2004, includes the following:
I Review available geologic maps of the area and available project documentation.
2. Explore the subsurface conditions at the site with backhoe-excavated test pits.
3. Provide recommendations for building' foundations, including lateral pressures for
retaining walls.
4. Provide recommendations for site preparation and grading.
5. Provide general recommendations for site drainage.
6. Prepare a written report to document our conclusions and recommendations.
SITE CONDITIONS
Surface Conditions
At the time of our exploration, the access road (69b Place W) was paved. Site grading was also complete
and grass was growing on all. of the lots. The storm water detention vault and utilities bad all been
completed, but no residences had been constructed yet. A layout of the site is shown on the Site Plan in
Figure 2.
Generally, the ground surface slopes downward towards the west at approximately 3 Horizontal to I
Vertical (3H: IV). An existing residence borders the southwestern comer of the site and 172 nd Street SW
borders the site to the south. The rest of the site is surrounded by a wooded area with brush and evergreen
trees up to approximately 2 feet in diarrieter.
Cornerstone Geotechnical, Inc.
-Geotechnical Engineering Re
�Meadowdale Estates
Ethnonds ' Washington
January 6, 2005
CG File No. 1791
Page 3
Geology
Most of the Puget Sound Region was affected by past intrusion of continental glaciation. The last period
of glaciation, the Vashon Stade of the Fraser Glaciation, ended approximately 11,000 years ago. Many of
the geomorphic features seen today are a result of scouring and overriding by glacial ice. During the
Vashon Stade, much of the Puget Sound region was overridden by over 3,000 feet of ice. Soil layers
overridden by the ice sheet were compacted to a much greater extent than those that were not. Part of a
typical glacial sequence includes recessional outwash sand underlain by glacial till.
The site is mapped as being underlain. by glacial till EreliminM Surficial Geologic M4p of the Edmonds
East and Edmonds West Qpadrangles,, -Snohomish and King Counties, Mackey Smith, 1975). The map
also indicates the presence of advance and recessional outwash in the general area surrounding the site.
Our site explorations encountered glacial till, recessional outwash, and fill. Glacial till, commonly
referred to as "hardpan," is an unsorted mixture of sand, silt, and gravel that is deposited at the bottom of
a continental glacier. As a result of having been consolidated under the weight of the glacier, glacial till
I I
exhibits both high strength and low permeability. Alluvial sand and gravel deposited by glacial melt
water during glacial recession is known as recessional outwasb. In contrast to glacial till, recessional
outwasb has not been glacially consolidated.
Explorations
Subsurface conditions were explored at. the site on December 28, 2004, by excavating a total of five test
pits. The test pits were excavated to depths ranging between 0.5 and 11.0 feet below the ground surface.
The explorations were located in the field by a representative from this firm who also examined the soils
and geologic conditions encountered, and maintained logs of the test pits. Tle approximate locations of
the test pits are shown on the Site Plan in Figure 2. . The soils were visually classified in general
accordance with the Unified Soil Classification System, a copy of which is presented as Figure 3. The
logs of the test pits are presented 'in Figures 4 and 5.
Subsurface Conditions
A brief description of the conditions encountered in our explorations is included below. For a more
detailed description of the soils encountered, review the test pit logs in Figures 4 and 5.
Cornerstone Geotechnical, Inc.
-Geotechnical Engineering Rep#
Meadowdale Estates
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page 4
Our explorations encountered glacial till, recessional outwash, and fill. Test Pits 3, 4 and 5 were
excavated in cut areas and all encountered very dense till within one foot of the surface. Test Pits 1 and 2.
encountered approximately 4.0 and 5.0 feet of fill, respectively. Beneath the fill, Test Pit I encountered
recessional outwash. Test Pit 2 encountered a layer of topsoil underlying the fill. The topsoil layer was
underlain by weathered glacial till becoming glacial till. It should be noted that loose soils in the areas of
Test Pits I and 2 extend at least 4.0 and 6.0 feet below the ground surface, respectively.
Hydrologic Conditions
Shallow. ground water seepage was encountered in Test Pit 2 at a -depth of approximately 1.0 foot. We
I
consider this water to be perched, and associated with surface runoff. The on -site till, in particular, is
considered poorly draining. During the wetter times of the year, we expect perched water conditions will
occur as pockets of water on top of the till layer. Perched water does not represent a regional ground
water "table" within the upper soil horizons. Volumes of perched ground water vary depending upon the
time of year and the upslope recharge conditions.
Erosion Hazard
The erosion hazard criteria used for determination of affected areas includes soil type, slope gradient,
vegetation cover, and ground water conditions.* The erosion sensitivity is related to vegetative cover and
the specific surface soil types (group classification), which are related to the underlying geologic soil
units. The Soil Survey of Snohomish County Area Washington by the Soil Conservation Service (SCS).
was reviewed to determine the erosion hazard of the on -site soils. ne site surface soils were classified
using the SCS classification system as Unit 5 (Alderwood — Urban Land Complex). ne corresponding
geologic unit for these soils is till, which is generally in agreement with the soils encountered in our site
explorations. The erosion hazard for the soil is listed as being slight for slopes less than 8 percent. The
moderately -sloping portions of the site may encounter higher levels of erosion, but not to such a degree
that the site would be classified an erosion hazard. Best management practices (BMPs) and applicable
codes should be f6llowed during site grading to limit potential for erosion. We do not expect this site will
require unusual or extreme erosion management methods. There are no water bodies adjacent to the site.
Gornerstone Geotechnical, Inc.
GePtechnical Engineering Rep
Meadowdale Estates
Edmonds, Wa:9hington
January 6, 2005
CG File No. 1791
Page 5
Seismic Hazard
The site is classified based on its overall soil profile using Table 1615.1.1 of the 2003 International
Building Code OBC). Site conditions best fit Ahe EBC definition for Site Class C ("Very dense soil and
soft roc k"). The IBC provides parameters and coefficients to be used in seismic design based upon this
site class.
Additional seismic considerations include liquefaction potential and amplification of ground motions by
soft soil deposits. The liquefaction potential is highest for loose sand with a high ground water table. The
underlying dense till is considered to have a -very low potential for liquefaction and amplification of
ground motion.
CONCLUSIONS AND RECOMMENDATIONS
General
It is our opinion that the site is compatible with the planned development. The underlying medium dense
I - - to very dense glacial till deposits are capable of supporting the planned structures and pavements. We
recommend that the foundations for the structures extend through any topsoil, fill, loose, or disturbed
soils, and bear on the underlying medium dense to very dense, native glacial till, or on, structural fill
extending to these soils. Based on our explorations, we anticipate these soils will generally be
encountered at typical footing depths in the cut areas of the site. Fill encountered in Test Pits 1 and 2 was
loose. As a result, areas of fill may need to be over -excavated and properly compacted. Alternatively,
foundations could be constructed to extend through the loose soils.
The soils likely to be exposed during construction are highly moisture sensitive and will disturb easily
when wet or during wet conditions. We recommend that construction take place during the drier summer
months, if possible. If construction takes place during the wet season, additional expenses and delays
should be expected due to the wet conditions.
Site Preparations and Grading
The first step of site preparation should be to strip the vegetation, topsoil, or loose soils to expose medium
dense to very dense native soils in pavement and building areas. This material should be removed from
,the site, or stockpiled for later use as landscaping fill. Ile resulting subgrade should be compacted to a
Cornerstone Geotechnical, Inc.
Geotechnical Engineering Rep#
Meadowdale Estates
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page 6
firm, non-yieldmig condition. Areas observed to pump or weave should be repaired prior to placing hard
surfaces.
The on -site glacial till likely to be exposed during construction is considered highly moisture sensitive,
. and the surface will disturb easily when wet. We expect these soils would be difficult, if not impossible,
to compact to structural fill specifications in wet weather. We recommend that earthwork be conducted
during the drier months. Additional expenses of wet weather or winter construction would include extra
excavation and use of imported fill or rock spalls.
Structural Fill
General: All fill placed beneath buildings, pavements or other settlement sensitive features should be
placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and
standards, and is monitored by an experienced geotecb-nical professional or soils technician. Field -
monitoring procedures would include the performance of a representative number of in -place density tests
to document the attainment of the desired degree of relative compaction.
Materials: hnported structural fill should consist of a good quality, free -draining granular soil, free of
organics and .'other deleterious material, and be well graded to a maximum size of about 3 inches..
Imported, all-weather structural fill should contain no more than 5 percent fines (soil-firier than a Standard
U.S. No. 200 sieve), based on that fraction passing the U.S. 3/4-inch sieve.
Tle use of on -site soil as structural fill, will be dependent on moisture content control. Some drying of the
native soils may be necessary in order to achieve compaction. During warm, sunny days this could be
accomplished by spreading the material in thin lifts and compacting. Some aeration and/or addition of
moisture may also be necessary. We expect that compaction of *the native soils to structural fill
specifications would be difficult, if not impossible, during wet weather.
Fill Placement: Following subgrade preparation, placement of the structural fill may proceed. Fill
should be placed in 8- to 10-mich-thick uniform lifts, and each lift should be spread evenly and be
thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas,
and within a depth of 2 feet below pavement and sidewalk subgrade, should be compacted to at least 95
percent of its maximum dry density. Maximum dry density, in this report,,refers to that density as
Cornerstone Geotechnical, Inc.
-Ge,otechnical Engineering Re
Meadowaale Estates
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page 7
determined by the ASTM D 1557 compaction test procedure. Fill more than.2 feet beneath sidewalks and
pavement subgrades should be compacted to at least 90 percent of the maximum dry density. The
moisture content of the soil to be compacted should be within about 2 percent of optimum so that a
readily compactable condition exists. It may be necessary to overexcavate and remove wet surficial soils
in cases where drying to a compactable condition is not feasible. All compaction should be accomplished
by equipment of a type and size sufficient to attai the desired degree of com paction.
Temporary and Permanent Slopes
Temporary cut slope stability is a function of many factors, such as the type and consistency of soils,
depth of the cut, surcharge loads adiacent to the excavation, length of time a cut remains open, and the
presence of surface or ground water. It is exceedingly difficult under these variable conditions to estimate
a *stable temporary cut slope geometry. Therefore, it should be the responsibility of the cont . ractor to
maintain safe slope configurations, since the contractor is continuously at the job site, able to observe the
nature and condition of the cut slopes, and able to monitor the subsurface materials and ground water
conditions encountered.
We anticipate cuts for the daylight basements of your proposed residences. For planning purposes, we
recormnend that temporary cuts in the near -surface weathered' soils be no greater than 1 H: 1 V. Cuts in the
fill'should be no 'greater than 1.5H:IV. Cuts in the dense to very dense till may . stand at a 0.75H:IV
inclination or possibly steeper. If ground water seepage is encountered, we would expect that flatter
inclinations would be necessary.
We recommend that cut slopes be protected from erosion. Measures taken may incl ude covering cut
slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not
recommend vertical slopes for cuts deeper than 4 feet, if worker access is necessary. We reicommend that
cut slope heights and inclinations confonn to local and WISHA/OSHA standards.
Final slope inclinations for structural fill and the cuts 'in the native soils should be no steeper than 211: IV.
Lightly compacted fills or common fills should be no steeper than 311: IV. Common fills are defined as
fill material with some organics that are "trackrolled" into place. They would not meet the compaction
s if 'on of structural fill. Final slopes should be vegetated and covered with straw or *ute netting.
pec icati J
The vegetation should be maintained until it is established.
Cornerstone Geotechnical, Inc.
Geotechnical Engineering Repo
Meadowdale Estates
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page 8
Foundations
Conventional shallow spread foundations should be founded on undisturbed, medium dense to very
dense, glacial till, or be supported on structural fill extending to those soil I s. If the soil at the planned
bottom of footing elevation is not medium dense to very dense, it should be overexcavated to expose
suitable bearing soil, and the excavation should be filled with structural -fill, or the footing may be
overpoured. with extra concrete. For residences planned to be built on sloping ground, we recommend a
niinimurn horizontal distance of 10 feet between the bottom of the footing and the slope face.
Footings should extend at least 18 inches below the lowest adjacent fmished ground surface fon.frost
protection and bearing capacity considerations. Minimum foundation widths of 16 and 20 inches should.
be used for -continuous and isolated spread footings, respectively. Standing water should not be allowed
to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation
excavation prior to placing concrete.
For foundations constructed as outlined above, we recommend an allowable design bearing pressure of
2,000 pounds per 'square foot (psf) be used for the footing design. International Building Code (IBC)
guidelines should be followed when considering short-term transitory wind or seismic loads. Potential
foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1-
inch total and V2-inch differential between footings or across a distance of about 30 feet. Higher soil
bearing values may be appropriate for footings founded on the unweathered till,and with wider footings.
These higher values can be determined after a review of a specific design.
Lateral loads can be resisted by friction between the foundation and subgrade soil, and by passive soil
resistance acting on the below -grade portion of the foundation. For the latter, the foundation must be
poured "neat" against undisturbed soil or backfilled with clean, free -draining, compacted structural fill.
Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. We
recommend that an equivalent fluid density of 225 pounds per cubic foot (pcf) be used to calculate the
allowable lateral passive resistance for the case of a level ground surface adjacent to the footing. An
allowable coefficient of friction between footings and soil of 0.45 may be used, and should be applied to
the' vertical dead load only. A factor of safety of 2.0 has been applied to the passive pressure to account
for required movements to generate these pressures. The friction coefficient does not include a factor of
safety.
Cornerstone Geotechnical, Inc.
Geotechnical Engineering Repo
'Meadowdale Estates
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page 9
Lateral Loads
The lateral earth pressure acting on retamiing walls is dependent on the nature and density of the soil
behind the wall, the amount of lateral wall movement that can occur as backfill is placed, and the
inclination of the backfill. Walls that are free to yield at least one -thousandth of the height of the wall are
in an "active" condition. Walls restrained from movement by stiffness or bracing are in an "at -rest"
condition. Active earth pressure and at -rest earth pressure can be calculated based on equivalent -fluid
density. Equivalent fluid densities for active and at -rest earth pressure of 35 pounds per cubic foot (pef)
and 55 pcf, respectively, may be used for design for a level backslope. Equivalent fluid densities for
active and at -rest earth pressure of 45 pounds per cubic foot (pcf) and 75 pcf, respectively, may be used
for design for a 20 degree backslope. These values assume that the on -site soils are used for backfill,
and that the wall backfill is drained. The preceding values do not include the effects of surcharges due to
foundation loads, traffic or other surface loads. Surcharge effects should be considered where
appropriate.
The above lateral pressures may be resisted by ffiction at the base of the wall and passive resistance
against the foundation. A coefficient of friction of 0.45 may be used to determine the base friction when
supported on the above recommended foundation subgrade preparation alternatives. An equivalent fluid
density of 22S pef should be used for passive resistance. The friction value does not m'corporate a safety
factor. A safety factor of 2 is applied to the passive pressure to limit movement.
All wall backfill should be well compacted. Care should be, taken to prevent the buildup of excess lateral
soil pressures due to overcompaction of the wall backfill. This can be accomplished by placing wall
backfill in 8-inch loose lifts and compacting with small, hand -operated compactors.
Slabs -On -Grade
Slab -on -grade areas should be prepared as recommended in the Site Preparation and Grading
subsection. Slabs should be supported on mediurn dense to very dense native soils, or on structural fill
extending to these soils. Where moisture control is a concern, we recommend that slabs be underlain by 6
inches of free-dralm*ng coarse sand or pea gravel for use as a capillary break. A suitable vapor barrier,
such as heavy plastic sheeting, should be placed over the capillary break.
Cornerstone Geotechnical, Inc.
Engineering Rep
Meadowdale Estates
Edinonds, Washington
January 6, 2005
CG File No. 1791
Page 10
Drainage
We recommend that runoff from impervious surfaces, such as roofs, driveway and access roadways, be
collected and routed to an appropriate storm water discharge system. Final site grades should allow for
drainage away from any buildings. We suggest that the fin ished ground surface be sloped at a gradient of
3 percent minimum for a distance of at least 10 feet away from the buildings. Surface water should be
collected by permanent catch basins and drain lines, and be discharged into a storm drain system.
We recominend that footing drains be used around all of the structures where moisture control is
important The underlying till will pond water that accumulates in the crawl space. It is good practice to
use footing drains installed at least I foot below the planned. finished floor slab. or crawl space elevation to
provide drainage for the crawl space. At a minimum, the crawl space should be sloped to drain to an
outlet tied to the drainage system. If drains are omitted around slab -on -grade floors where moisture
control is important, the slab should b.e a minimum of I foot above surrounding grades.
Where used, footing drains sbould.consist of 4-inch-diameter, perforated PVC pipe that is surrounded by
free -draining material, such as pea gravel. Footing drains should discharge into tigbtlies leading to an
appropriate collection and discharge point. Crawl spaces should be sloped to drain, and a positive
connection should be made into the foundation draffiage system. For slabs -on -grade, a drainage path
should be provided from the capillary break material to the footing drain system. Roof drains should not
be connected to wall or footing drains.
MONITORING
We should be retained to provide monitoring and consultation services during construction to confirm that
the conditions encountered are consistent with those indicated by the explorations, and to provide
recommendations for design changes, should the conditions revealed during the work differ from those
anticipated.
USE OF THIS REPORT
We have prepared this report for Hoover Premier Homes and their agents, for use in planning and design
of this project. The data and report should be provided to prospective contractors for their bidding and
Cornerstone Geotechnical, Inc.
Geotechnical Engineering Repo*
Estates
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page I I
estimating purposes, but our report, conclusions and -interpretations should not be construed as a warranty
of subsurface conditions.
The scope of our work does not include. services related to construction safety precautions, and our
recon-nnendations are not intended to direct the contractors' methods, techniques, sequences or
procedures, except as specifically described in our report, for consideration in design. There are possible
variations in subsurface conditions. We recommend that project planning include contingencies in budget
and schedule, should areas be found with conditions that vary from those described in this report.
Within the limitations of scope, schedule and budget for our work, we have strived to take care that our
work has been completed in accordance with generally accepted practices followed in this area at the time
this report was prepared No other conditions, expressed or implied, should be understood.
MIMI
Cornerstone Geotechnical, Inc.
Gpotechnical Engineering Rep
'Meadowdale Estates
E�monds, Washington
January 6, 2005
CG File No. 1791
Page 12
We appreciate the opportunity to be of service to you. If there are any questions concerning this report or
if we can provide additional services, please call.
Sincerely,
Cornerstone Geotechnical, Inc.
Jeff Laub, LG
Project Geologist
t
1EXP1VtES 081161,94 _J
Rick B. Powell, PE
Principal
PAO:JPL:RBP:nt
Three Copies Submitted
Five Figures
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LEGEND
*TP-1 Number and ApproXimaft
Location of Test Pit
0 100 200
Scale 11" = 100'
Reference: Site Plan based on scanned site plan by CHS Engineering, dated 09/2003.
Cornerstone Phone:,(425) 844-1977 RH Hoover - Meadowdale Estates
Geotechnical, Inc. Fax: (425) 844-1 987 File Number Figure
17625-130th Ave NE, C-102 - Woodinville, WA - 98072 1791 2
fed Soil Classification Syste4
MAJOR DIVISIONS
GROUP
SYMBOL
GROUPNAME
GRAVEL
CLEAN GRAVEL
GW
WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL
COARSE -
GP
POORLY -GRADED GRAVEL
GRAINED
MORE THAN 50% OF
COARSE FRACTION
GRAVEL
WITH FINES
GM
SILTY GRAVFL
SOILS
RETAINED ON NO. 4
SIEVE
GC
CLAYEY GRAVEL
MORE THAN 50%
RETAINED ON
number 200 SIEVE
SAND
CLEAN SAND
SW
WELL -GRADED SAND, FINE TO COARSE SAND
SP
POORLY -GRADED SAND
MORE THAN 50% OF
SAND
COARSE FRACTION
PASSES NO. 4 SIEVE
WITH FINES
SM
SILTY SAND
Sc
CLAYEY SAND
FINE -
SILTAND CLAY
INORGANIC
ML
SILT
CL
CLAY
GRAINED
LIQUID LIMIT
LESS THAN 50%
SOILS
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
MORE THAN 50%
PASSES NO. 200 SIEVE
SILT AND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
LIQUID LIMIT
50% OR MORE
I ORGANIC
OH
ORGANIC CLAY, ORGANIC SILT
HIGHLY ORGANIC SOILS
PT
PEAT
NOTES:
SOIL MOISTURE MODIFIERS
1) Field classification is based on Dry- Absence of moisture, dusty, dry
visual examination of soil in general to the touch
accordance with ASTM D 2488-83.
2) Soil classification using laboratory Moist- Damp, but no visible water
tests is based on ASTM D 2487-83. Wet- Visible free water or saturated,
3) Descriptions of soil density or usually soil is obtained from
consistency are based on below water table
interpretation of blowcount data,
visual appearance of soils, and/or
test data.
Cornerstone Phone: (425) M4-1977
Unified Soil Classification System
Geotechnical, Inc. Fax: (425) 844-1987
17625-130th Ave N E, C-1 02 - Woodinville, WA* 98072
Figure 3
DEPtH
IOG OF EXPLORATION
usc S61L DESCRIPTION
TEST PIT ONE
0.0-3.0
SM GRAY -BROWN SILTY FINE TO COARSE SAND WITH GRAVEL (LOOSE, MOIST) (FILL)
3.0-4.0
SM DARK- GRAY SILTY FINE TO COARSE SAND WITH TRACE GRAVEL AND ORGANICS
(LOOSE, WET) (FILL)
4 0 —10.0
SM GRAY SILTY MEDIUM TO COARSE SAND WITH GRAVEL (LOOSE TO MEDIUM DENSE,
WET).(RECESSIONAL OUTWASHIFILL?)
SAMPLES WERE COLLECTED AT 3.5,8.0 AND 10.0 FEET
GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 AND 4.0 FEET
TEST PIT WAS COMPLETED AT 10.0 FEET ON 12/28/04
TEST PIT TWO
t 7
0.0-1.0
SM DARK BROWN TO BLACK SILTY SAND WITH GRAVEL (LOOSE, WET) (TOPSOILIDUFF)
1.0-5.0
SM GRAY -BROWN SILTY FINE TO COARSE SAND WITH GRAVEL (LOOSE, WET) (FILL)
5.0-6.0
SM DARK BROWNTO BLACK SILTY SAND WITH GRAVEL AND ORGANICS (LOOSE, WET)
(TOPSOIL)
6.0-10.0
sm RED -BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL AND ROOTS (LOOSE TO
MEDIUM DENSE, MOIST) (WEATHERED TILL)
10.0-11.0
SM BROWN -GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE, MOIST) (TILL)
SAMPLES WERE COLLECTED AT 3.0, 5.0, 9.0 AND 11.0 FEET
GROUND WATER SEEPAGE WAS ENCOUNTERED AT APPROXIMATELY 1.0 FEET
SLIGHT TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 AND 6.0 FEET
TEST PIT WAS COMPLETED AT 11.0 FEET ON 12/28/04
TEST PIT THREE
0.0-1.0
SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (LOOSE, MOIST) (FILL)
1.0-4.0
SM GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL (VERY DENSE, MOIST) (TILL.)
SAMPLE WAS COLLECTED AT 4.0 FEET
GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
TEST PIT CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 4.0 FEET ON-12/2ato4
TEST PIT FOUR
0.0 0.5
SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (VERY DENSE, MOIST) (TILL)
NO SAMPLE WAS COLLECTED
GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
TEST PIT CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 0.5 FEET ON 12/28/04
COR,NERSTONE GEOTECHNICAL, INC.
FILE NO 1791
FIGURE 4
OF EXPLORATION
DEPTH Usc SOIL DESCRIPTION
TEST PIT FIVE
0.0-1.0 sm BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (LOOSE, MOIST) (FILL)
1.0-1.5 SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (VERY DENSE, MOIST) MILL)
NO SAMPLE WAS COLLECTED
GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
TEST PIT CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 1.5 FEET ON 12i2a/04
CORNERSTONE GEOTECHN-JCAL, INC.
FILE NO 1791
FIGURE 5
TLOT 10 MEADOWDALE ESTATE STREET FILE
117121]
71-1
'DEEP 1 .51
C/
C/ 41
PROP.
CORNER:;�o
69PLW------
of ED*, CITY OF EDMONDS SIDE SEWER AS- BUILT
0
c� ADDRESS: PERMIT
17121 69 PL W NO. ENG20060570
CONTRACTOR: HOMEOWNER: SCALE:
xxxxx I SCOTT HOOVER I NTS
,at. 1890 DATEINSPECTED: INSPECTED BY: DATE DRAWN: DRAWN BY:
1/8/0 1 E. SIBREL 1 1/22/07 1 1. ABILA
S FREET FILc
10000
DEPARTMENT OF BUILPINGS
AT
'ICik
PERINTERN AL RESIDENTIAL CODE SECTION R110
g1h
AT: 171216 Place W -�,BdildingAiRrmitM 2006-1003
IV
Occupancy established by this certificate: 44 R3 Dwelling U
No. Stories:- 3 Basement: Yes Type of Cc
Owner of building: RVAWA'� r..!In'c.
The Sinale Family Residence at 17 INN".! TWE � I'a* c e'W.
I
VB
)ected and approved complying with the requirements
of the 2003 edition of the International Residentialcoa"� adbptid*;;Oy,,thi'.'-Cit�.,,,,fi5�rittWbroup and division of occupancy and the use for which
the proposed occupancy is classified.
Issued this I oth day of Au-qust, 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.
OECEIVED
A L
SEPI 106 F&ISE TAX
REQ RREED
DEVELO
C1
-Development, LU 200502170454 9 PGS
...MM Lu iFEB 17 2005
..14731--- 12th Avenue N.E 02-17-2005 03:19pm $27.00
.§"ttle-,WA 98105 SNOHOMISH COUNTy. WASHINGTON 100 ONTO. simmo County Tivaswar
_B08 DANIJNI
has placed this document of
* stil.
160rd as 1'*=bmer counesy, and accepts no
or validity of the document
-151�66k�TION OF EASEMENT FOR DRIVEWAYS
Grantor MjM[R`1Qevelopment LLC, a Washington corporation
Grantee nt, LLC, a Washington corporation
-p
Legal Descnpton* fi;"'7, 8, 9, 10, 11 and 12 of Steinman's Meadowdale
Eitateii,' �4'iit-- plat recorded under Recording Number
2004-IMS5349,'-fecords of Snohomish County, Washington (the
Assessor's Tax Parcel Wft -.----'0T0 . 173--&0005 00
000006 00
...010173 OOOW-.00
010173 IOJD6004 bO
010173-'OOQ.009 06
010113 00001D 00'
01017310001190
0101173'06b012`00
This Declaration of Ease_Ment for DrOewr
A (this wEasernenf) is made this
day ofAhA1AXJ , 20 OS . by the abov6 ment6ned Grantor/Grantee, as the
owner of the property described above (the '�ots'7:
RECITALS
A Grantor/Grantee is the owner of Lot-;.5, �*679 ff'S-10, I I and 12 of
Steinman's Meadowdale Estates per plat recorded tFildbordifig Number
200410085349, Records of Snohomish County, Washingi6q.
8 Grantor/Grantee is constructing homes on Lots-w be served
by a common driveway, as shown on the drawings aefthibits A, B,
C and D (the 'Driveways").
r/Grantee desires to create easements over the Lots for the
Granto
J06vewbys for the benefit of itself and the future owners (the uOwnersj of the Lots
,-,"a9d�*provkde for the common maintenance of the Dnveways.
Jerabon of the premises and other good and, valuable consideration.
In,.coi)st( ge'd, Grantor and Grantee
tfie iecd,pt and-s;6fffbiency of which are hereby apknowled
h&e- and..giant as follows'
Y
-A.V0 =no mp-nt
Grantor declares and grants to the Owners of the
for purposes of ingress and egress for the
Lots a ii-Lbasertient
Lots
2. Mie af'jMment The Owners of the Lots shall not park motor
vehicles in thiq..Ek)-. e-ways dr use the Driveways in a manner that would restnct the
access of any the Ownees Lot
3. A�s . ;6#&%****'-' .-Itib.-bmers shall share equally in the cost of
edinent of the Driveways on the basis of one share for
maintenance, repair-antl.rd ;
pl.
each Lot owned.
done under this
4 Decisions _,&,`sjo6 witiv-sespect to work to be
Easement shall be madw-by-majo yote Sf 4he Owners of' the Lots on the basis of
one vote for each Lot owniE�
5. Payment In theivent1i .. decision js,*Made under this Easement to have
work done on the Driveway, eabKOwner sW'pa 'the Owner's share of costs upon
Owner-.1 -
not less than 15 days' notice from anothQr.- at,.payment is due Payment may
be required in advance of the work "Ing dood
6. Lien. Each Owner of a�,Lot%ishal_ll We a lien: upon each other Lot for
that Lots share the cost of any work,"-ijQnehe,,,'ietirider, plus interest and attorney's
fees in the event of default, which lien ma _. beFloradjoged in the same manner as a
y
matenalman's lien is foreclosed.
7. Duration. The nghts granted hore!!j. -tW'dffecfive as of the date of
execution hereof and shall be perpetual.
8. Indemnily. Grantee agrees to indeltinify-anit-hiold Grantor harmless
from any loss or damage ansing out of Grantee's uS;6,Qt*,BfiVe A*y.
%Ease re
9 Bindinc th . .:
t Effect. The benefits and bun:03n�... P is ment a
appurtenant to and shall run wdh the Lots, shall be bindmo upon-thelmnsferees, or
successors in interest or assigns of the Grantee and Granthr for"thd1termi-hereof, and
shall not be extinguished by merger of title or transfer of any'f*"W.thej_ots.
eces- `for.-siny OW
10 Attorneys- Fees. In the event it becomes n SaFy I . ner to
defend or institute legal proceedings as a result of the failure 6f xfiothbr QWner to
comply with the terms of the Easement the substantially prevejilm.'""p " -in--such
. g .;34
litigation shall be entitled to be reimbursed by the substantially nonrpfi�4ilin.g#'�.Y
2
ut not limited to,
...,for all:costs incurred or expended m connection therewith inouding, b
Sdasobable attorney's femes (including appellate fees) and court costs.
Enforcement In the event of a breach of any provision of this
gaseriffidnt *.the parties shall be entitled to any and all remedies available at law or in
* V';-btd not limded to, the equitable remedies of specific performance or
.eqQdy--�rficI4&1
: lmanda�
oy--br prohibitory injunction issued by a court of appiopnate jurisdiction
nation, or modification to this Easement
C.12 endm6nts. Any addition, va
shall n��e -unleqs in writing and signed by each of the Owners of the Lots.
Wilaw. This Easement and the performance thereof shall be
6ws of the State of
ed— 1 ta
govern
fe cL..-construed, and regulated by the I
Washingtorl'..
14 Ndfic6s; AnV nob6jequired or permitted to be served upon a party
hereto shall be in wnft-g 4h.d-§ti]hH-6e deemed to have been served when delivered in
person to the 0hFty--46F,.-ffiai1ed by certified mail, postage prepaid, return receipt
requested, addressed-lo thi§'Party. at the address of the oartys property described
herein or to such other..ad.drespas aparty shall by nobce giO to the other party
DATED as of the yearfitti above written.
GRANTOR: .,.-.MMR-' DEVELOPIVIENT� LLC, a Washington
qef�oration
AAENT: LLC, a Washington
GRANTEE:, MMR 'VO�L P
: ". IL
corpo 00
3
L
0
fAT-k
OF WASHINGTON)
)ss.
-OF K
JNG
...VcerbfyJhatJ know or have satisfactory evidence U1,
0.ert6n wtio* a0pparod before me, and said person acknoW
signed'tbis* instriinitnt. on oath statZ that said person was ja
instn#rfint..aftd:4dinm4Wged it as the
of MMR-develbpment LLC, a Washington corporation, to bi
act of 'buch-& e1he uses and purposes mentioned
Dal& thAi,_AJ&day of February, 2005
(Legibly 1-nnt or btaml
Lit
it 4.- Y., INIolary Pt4blic in and for I
_RebichnO dt IMM-C
INVAS
N�4
w`&ntment expires -
STATE OF WASHINGTON)
ss.
COUNTY OF KING
I certify that I know or have evidence
person who appeared before me, and. said poftmackni
signed this instrument on oath stated tkat-s .1)erson'vm,,
instrument and acdkcnovA ged it as the
EVA"
Of MMR Development, LLC, a Washington porpo
glation: tc
act of such corporation for the uses and purposes 'bw
TO,
Dated this day of February. 2005 f
C 1A A E L
A
A ,PUB L
RM-
0
Flon Steinman is the
ged that said person
ionzed to execute the
in the instrument.
State of Washington,
hat Ron Steinman is the
vledged that said person
authorized to execute the
in the instrument
(SignaW" o
400%�WL
(Legibly Print or Stamp, Nijt@ry)
Notary Public in and for theStatd 90/Vaihi.ngton,
Residing at
My appointment expires lwmt
4
0
9
-Sd 20 0
40
SCALE IN FEET
LOT 5
610173 000005 001
69TH PL�-,-W' 77.00.
DATE 02/07/05
4 0 -
-0
L&
ol ol 73 odboo.&-.-.60 /. / S
'
VA
DRIVEWAY
ISTEINMAN'S MEADOWDALt- E-STATO
IBM vfu~ #0 sfavl2w SHARED DRIVEWAY EASEMENTS;-
CW&AMMU LW ra p" di? sm farm aw'"N
I EXHIBIT A
..I(P.30 20 0 40 so
SCALE IN FEEr
PL W
.. ........
ci
y
SHARED,� D VEM
In T
%EASEME I NT
f 010
Maim
.... ... ....
LOT 8
.7
P10173 000008 001 1 010173 000 07 00
-i L — — — — — — — — j
7
DATE 02/07/05
STEINMANFS MEA60WDA:LE'-'i6�A:FkS
OELLEVVC rM MMMZ"
SHARED DRIVEWAY EASgMgNTS
00&=VEM LLC Mf4aStU"M rAArf4MU?JM I.. \
EXHIBIT B
0
46.730 20 0 4 1 0 so
SCALE IN FEET
4� L
69TH PL -W
77 F
i r
b
SHARED DRI VAY
EASEMENT
LOT 10 9 +
01017,3 Q00009
q10173 000010 00 1
—j L — — — — — — — i
DATE 02/07/05
jw" sumfoo STEINMAWS MEADOWDALE'.ESTATES
WA A1665.2= SHARED DRIVEWAY EASrEMENTS
M tO* MAMM F4Wj.VV&ff-WM
EXHIBIT C
4md 30 20 4 , 0 so
JL -,* I I mMMM-m-!4
SCALE IN FEET
69TH PL W SHAREDI DRIVEWAY
EASEMENT
b
F
emn
IV)
LQT
LOT 12 : I
0 011 0�
..61ol73.-- Oo
q10173 000012 00 1 .... ... I
DATE 02/07/05
lzwma,wmmvswmfof
mm ML~ w somom
rffl—� — O�MaV.UW 0PAX(AMMAMW
STEINMAWS MEAo0WDAL5--l0S-tA-TE8 I
SHARED DRIVEWAY EASO":Ts
EMBIT D
m
0(
OTOET FILE
1 FT MIN WIDTH BETWEEN
ROCKS AND EXCAVATION. IF ROCKERY ABUTS A
D I
PROVIDE SWALE, GRADE AND PRIVATE DRIVE OR
D
y
'2' SHY
DRAIN TO APPROVED SYSTEM. FDRIVEEWAY, A
DISTANCE SHALL BE
12" OF COMPACTED SOIL OVER SLOPE TO DRAIN KAINTAINEM BEITWEEN
GEOTEXTILE THE WALL FACE AND
UNDISTURBED NATIVE SOI EDGE OF ROAD SURFAC
EXISTING/ORIGINAL GRADE
0
l'-O" MIN LEVEL
ROCK FILTER LAYER, GROUND 0 PROPERTY LINE
12" MINIMUM WIDTH E V) Lu
6
QUARRY SPALLS
3/4' TO 4' IN SIZE
uj
0
0
GEOTEXTILE ROAD
FILTER FABRIC
SURFACE
L
GR'
it,
.41K:i��,;�",.-�-
�1�1 N,
T
1 1 2 DIAMETER OF LARGEST ROCI(
SLOP IN BOTTOM COURSE OR 12',
MIN 6" DIA PERF RIGID WHICHEVER IS GREATER
DRAIN PIPE CENTERED
HORIZ. IN BEDDING. SLOPE EQ EQ THIS DISTANCE SHALL tN
T
T
BE LESS THAN THE HEI
TO DRAIN AND CONNECT TO G�HT
STORM DRAIN SYSTEM. OF THE ROCKERY AND NOT
PROVIDE CLEANOUTS. LESS THAN 10 FT FROM EDGE
OF ROAD WHEN SIDEWALKS RESUB
ARE NOT PRESENT.
NOV 13 Ku'�
UNDISTURBED NATIVE SOILQRr, DEPARTMENT
COMPACTED CRUSHED rkbbk]
REQUIRED
ROCKERIES SHALL NOT BE CONSTRUCTED IN CITY R.O.W. OR OVER PUBLIC EASEMENTS
GENERAL NOTES:
1. SPECIAL INSPECTOR SHALL VERIFY ROCKERY HEIGHT, FOUNDATION MATERIAL, AND
ROCK SIZE.
2. QUARRY SPAILLS AND CRUSHED ROCK SHALL BE PLACED DIRECTLY FROM TRUCK OR
OTHER SUITABLE CONTAINER IN 13RDER TO MAINYTAIN CLEAN BACKFILL.
3, 13PENINGS SHALL BE 'CHINKED' WITH. QUARRY SPALLS.
4. ROCKERIES SHALL BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL
ENGINEER IF GREATER THAN 8 FEET IN HEIGHT OR IF VARYING FROM THESE
STANDARDS, OR IF THE CITY DETERMINES THAT SPECIAL CONDITIONS (SUCH AS
CRITICAL AREA OR MEADOWDALE EARTH SUBSIDENCE LANDSLIDE HAZARD AREA) EXIST.
I a9o-199V
ROCKSCHEDULE'
WALL
HEIGHT
MINIMUM ROCK SIZE
BASE
TOP
2 FEET
2-MAN
2- MAN
4 FEET
3-MAN
2-MAN
6 FEET
4-MAN
2-MAN
18 FEET
I 5-MAN
I 2-MAN
REVISIONS STANDARD DETAIL
APPROVED Uf DAM
D. GEBERT 09/09/2005 ROCKERY DETAIL
DATE 4/11/03 SCALE NTS DWG NO.. E 8.9
Nritten dlmenelorI5 on thI5 droi-41n<q 51hall have procedence over
5r-oled dlmen5lon5. conto�--tor sholl verify all dImenslonF,,
conditione., etc., pertolning to the vqork before proceeding.
The Ov4ner mu5t be notified of ony vorlations From the
dlmon5lon5 ond/or condltionr� 5hovqn on tho5e drovqln95. Any
such varicition sholl be re5olved by the Oviner prior to
proc,eedling v4lth the vqork, or the Contrar-tor 51holl occept
full re�,ponsiblllty for the r-o5t to rectify some.
L-07 10
ADDRESS
1-7121 6c1th PI. N
EDMONDS, NA.
-75-000-010-00
PARGEL NUMBER 0101
12,064 SGUARE FEET
LOT AREA:
IMPERVIOUS AREAS
RESIDENGE
(NI OVERAHN65)
DRIVE, NALK PATIO
2,201 5GUARE FEET
1,246 5GUARE FEET
TOTAL
5,44-7 50UARE FEET (20.6%)
LEOAL PE5GRIPTION
REFERENGE5
LOT(S) 126, MEADONDA . LE BEAGH, AGGORDINO TO THE PLAT THEREOF
REGORD OF SURVEY OF TH15
REGORPED IN VOLUME 5 OF PLATS, PA6E(S) 55, RECORDS OF
PROPERTY 5)" GHS EN61 NERS, I NG.,
SNOHOMISH GOUNTY, NASHINOTON;
UNDER REGORDINC2 NO.
20030514500-7
EXGEPT THE EAST 200 FEET THEREOF;
SNOHOMISH GOUNTY, HASHINOTON
AND EXGEPT THE SOUTH 205 FEET OF THE NEST 100 FEET THEREOF;
126 TO
A At)` V10GAI
APPROVED BY PILMNING
-k PLANNING CONDIT'o N:
AND EXGEPT THESOUTH 5 FEET OF SAID LOT CONVEYED
no exceed
of rockerles shall not
Height of rockeries s a
i t
17
THE CITY OF EDMONDS FOR ROAD PURPOSES BY DEED UNDER
vp 0 1 -'Vov w
h setbac
three (3) feet in the setback area
t i
Eas
REGORDIN6 NUMBER 25-75256.
to
asured from toP of rock
mea ed rom P of
Sur f
Zone --'YO Corner N 0 FlaRO 0
ig I
to original grade.
to or I - a gr
SITUATE IN THE GOUNTY OFSNOHOMISH, STATE OF NASHIN6TON.
Setbacks Required Actual
PROPOSED ROGKERY
Front 145 V(p
1',
Sides 016 0
1-
4 0'' H16H MAX. EAGH NALL
Rear 0
TO BE GONSTRUGTED PER
VERTIGAL DATUM: NAP 05/cll PER REGORDED
GEOTEGHNIGAL EN61NEERS
SURVEY #20050514500 -7
Other
Heigh
AP PROVAL
BENGHMARK (BM):
RIM OF SANITARY SENER MANHOLE
"B", ELEVATION 556.6cl" PEP,
EN16INEERIN6 PRAKN65.
6RADINO PLAN:
GUT: 1362 GU. -T-05. , FOUNDATION EXCAVATION
FILL: E344 GU. YDS. BAGKFILL
EXPORT: 1018 clu. YD5.
AVERA(5E LOT SLOPE
EAST TO NEST 451' - E35-7'= 44'
44 VERTIGAL FEET
151 HORIZONTAL FEET
HE16HT GALGULATION LOT 10
A= 407A
E3 = 410.2
G= 4043
P= 5cf&.o
1626.4'/4= 406.6'
AVERA6E ORIC-21NAL ORADE 406 6'
MAXIMUM BUILDINC-2 HEI67HT 451.6 0(25')
(10
AGTUAL BUILPINO HE16HT 424.(5' (0.2')
MAXIMUM 6ARA6E FLR. ELEV. 5c16.5'
2r-i.1% SLOPE
LOT GOVERA6E:
-1,52 SGUARE FEET
RESIDENGE/6ARA6E I ,
GOV.AREAS 21-7 SGUARE FEET
TOTAL 1,cic1cl SGUARE FEET (16.6%)
55% MAXIMUM
LOT GOVERA6E
40cf.0 X
%4
X
46' IT
-
)(,.
LOT
A&
MAIN FLR. (g 400.0'
GARAGE FLR. (g 3cio.
V
---Q000
=000
17
L Ot 10--,
41
-, -'' C�'
-01 E3 5 EB3
.............. .
E3!�BL�7�
450
1-----440
1-4,30
4:m
ALL EXPOSEQ SURF-AC-ES-Ta
4AI -j I RE CWERED'�VITHIN 2 DAYS":�
0 X CD
42
X o
--
422
',tt-Z�'BLE FOR
M0 DRAINAG
414.o,
3 0
410.0
loll
6
PRIVATE
DRA I NAC--)E
< 405.0 EASEMENT
x 403.5
3q4
x 5C12.5
D(:)C:D(
2
-414.0
10.0
403.0 OOF 0 ERHAN6��
�<� X X .0
405 0 415.2
A
5qc-1.5 X E3
405.0
X
1-752 SF
-Q-O I D F NI,
�O T F
PLA
55 (6,ARA6E IJN19t--R)
. .. . ........
2. '�---IAIN 'FLR.
X ACCERTABLE TIGHR)Nk�,A'
0� FL" E3cfO.O
LL MA-TF,,RIAL
--,-,�SDR 35
141010 XI =1 40
N-1"-
10
'-�CQB
F8 �IA
--!I -
��_ENTRY
I X
156
9�0 -2
"/)0
RIVEV�A Y,
"'T,55 SF
X
0 C
)0
1-0
-0
U-0�10(
DC-) I-) C
u\--o U
C=
0 ' D "
u �,) u
0 0
E53 q aD 0
0
01-c�--Oc
00 )0C)00 )
00
0
0
j N 0
-------------
TYPE I GF3.
TOF= 5,51.5'
6" PVC, TIC-2HTLINE
TO STORM SYSTEM
- - - - - - - - - - - - - - - -
55MH B
IS RIM
E3M E3 85 6.6 cf I
GONSTRUGTON
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BUILCIN'S�:
vr!c,
TREE'T
F.ILE
CITY CLERK
CITY OF EDMONDS
121 STH AVENUE NO,
EDMONDS, WA 98020
CONFORMED COPY
200611170fl 11 PGS
W01200 919am �12 ON
SNOHOMISH COUNTY, AS GTON
STATEMENT ON ACCESSORY DWELLING UNITS
Property Address: JIA�-q -P I
Edmonds, Washington
Legal Description: D ri vnat1\1-c.
Assessor's Parcel Nu mber: -I �)
I have read the requiremdnts for accessory dwelling units contained in Chapter 20,21 of the
Edmonds Community Development Code (ECDC) and understand that an accessory dwelling
unit as defined in ECDC Section 21.05-.015 is prohibited until an Accessory Dwelling Unit
Permit is approved, aem4t�., : (2��
I also understand that an Accessory Dwelling Unit Pen -nit cannot be approved unless all the
criteria in Chapter 20,21 are met, and all the necessa . ry items are submitted,'including an
affidavit of occupancy and a covenant to be filed with the Snohomish County r I egarding the
regu lations imposed on Accessory Dwelling Units,
Property Owner Signature:
Property Owner Name (printe( C�Ihci
Date: //- /c5—,RO
STATE OF WASHINGTON)
COUNTY OF SNOHOMISH)
I certify that I know or have satisfactory evidence that (2,2:ZA�/
signed this instrument and acknowledge it to be his/her free and 41untary act for the uses and
purposes mentioned in this instrument.
-Notary.'�,RT,essure seals must be smudged, Dated: o?06 4
Signature of
Notary Public: L�4�
4L A\
7
Residing at:
Ll
pointment
My Ap
Expires:
A(1r,
THiSDOGUMENT MUST BE RECORDED WITH THE SNOHOMISH COUNTY AUDITOR,
ADUstaiement
CONFORMED COPY
20$ 1 1
CITY CLERK �10101�i� NAM'NGTON
N H M H 0 Y,
CITY OF EDMONDS
121 STH AVENUE NO,
EDMONDS, WA 98020 MICROFILM
STATEMENT ON ACCESSORY DWELLING UNITS
Property Address: -Ylt 1-�-q IQ211 -P I
Edmonds, Washington
— 1 19 0 1"
Assessor's Parcel Number: -I
0 1 D I �) - CDC)
I have read the requirements for accessory dwelling units contained in Chapter 20.2 1 of the
Edmonds Community Development Code (ECDC) and understand that an accessory dwelling
unit as defined in ECDC Section 21,05.,015 is prohibited until an Accessory Dwelling Unit
Permit is approved,
:
I also understand that an Accessory Dwelling Unit Permit caruiot be approved unless all the
criteria in Chapter 20,2 1 are met, and all the necessary items are submitted, . including an
affidavit of occupancy and a covenant to be filed with the Snohomish County regarding the
regulations imposed on Accessory Dwelling Units.
Property Owner Signature:
Property Owner Name (printed): -Af4471L.
Date:
STATE OF WASHINGTON)
COUNTY OF SNOHOMISH)
I certify that I know or have satisfactory evidence that (2�CZAI-1 ze�z� Z16 4
sighed this instrument and acknowledge it to be his/her free and 41untary act for the use s- and
purposes mentioned in this instrument.
..,.No tary'A,Rre s sure seals must be smudged, Dated: 4
A
Signature of
Notary Public:
Residing at:
004 M y t
- - Appointmen
4%
Expires: C/ ZI
"'; Oil, 00�
THiS.DOCUME .. NT MUST BE RECORDED WITH THE SNOHOMISH COUNTY AUDITOR,
ADUstaiment