17119 69TH PL W.PDFIIIIIIIIIIII
5314
17119 69TH PL W
L /� ,
TAX ACCOUNT/PARCEL NUMBER:_... 17 3 00 0 o 0 q 00
BUILDING PERMIT (NEW ST RUCTURE): 62oo& - c-)cQjFc
COVENANT'S (RECORDED) FOR:
CRITICAL AREAS: 0?w I- OU DETERMINATION: El Conditional Waiver)�(Study Required [j Waiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DA
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PERMITS (OTHER): IZOWL M)a
PLANNING DATA CHECKLIST DATED: 5111& 8, eAf 0
SCALED PLOT PLAN DA
SEWER LID FEE $: LID #:
SHORT PLAT FILET-.-&Z2�- �.. LOT: g BLQQ,�--_f9D 1000?-�2YO
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S)
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
WATER METER TAP CARD DATED: M 24;� (0-40
LATEMP\DSTs\Fbrrm\Strcet File Checklistdoc
E�a
4�
PLANNING DATA
IFSTREETFILE
Name: ft0VrV1*
Date: 9.8-0(v
SiteAddress: 11-11,9 (p9T'i i>iace we
Plan Check#: BLD-2006- 070(p
D4P,C*- .91 Ff -
Project Descrip tion: C� u4cl CV7 -Y re -H d-t r,,V,
0 WC
d: ( ES
Reduced Site Plan Provide7l NO) Zoning:
Map Page: C2-
0 r
Corn:e:r Lot: (YES FO))
C::
'E S (N�)
Critical Areas Determination #: 1.1001 - 00472
Study Required
Waiver (�V " U4(-)
SEPA Determination: Ce 6VL4. Q LA-r A., (NIAr ftw -tkXt7
El Exempt
( 2-400'(-y ";Fet�NM& �s, ir. PA-)
El Needed (for sites with 500 cubic yards of grading or within V20047e-et of Puget Sound or Lake
Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with not rized form).
Re Wred Setbacks
Street:
W
"Side:
0
Side:
10
—Rea r:
Actual'e acks
/Street:
Side:
Side:
ID
Rear: 4- 7�
Detached Structures: - YIAWW� L%V1
Rockeries: e,)((4�rVVJC)
El Fences[Trellises: - ljoym -17l,4o%,%m
El Bay Windows/Projecting Modulation: - V1 Vvu- '7 1`10 4,�
54 Stairs/Deck: rVA4 - N -tv VW4, 4 C, VVv-0 o2,(,
Parking Required: 4-
Parking Provided: 1&7
Lot Area: C) to 4
Lot Coverage: VJ I CI
Lot Coverage Calculations: IG-10 CX4CV-
. Height
Datum Point:
Datum Elevation:
Maximum Height:
Actual Height: 1/0 . (V QW �16
ADU Created: (YES / 0
Subdivision:MeaAowc(a1,r, t4tz4 -tr- 5 L-ID4-
Legal Nonconforming Land Use Determination Issued: (YES /COD)
Other
Plan Review By: gf;W ae�
0
CL-O+ :# 9
49
PLANNING DATA
kiia
STREETFILEI
Name: P-.H. tJ00V-5Ve-. ly1c.
Date:
SiteAddress:1111cl (PoITH p1,rA(_C, we I,+
PlanCheck#: ,0
Project Description: N p 7
Reduced Site Plan Provided: YES NO)
t
-Z, 0 0 1 - 0 1- 0
Map Page: +5::� 7
Corner Lot: (YES /fi-o"-))
'ES/
e
Critical Areas Determination #: 7
,() 0 1. 0 0 +�p
StudyRequired 11P,,Mot� C,0MFJt+?," PC,,r PP-D 1.7t-Aff YC-PVV,+
Waiver c- L o p -e -4 �7 L+ C) -�o L't ri a' M
SEPA Determination: C1 Ck,� dAAM +V M P N _1:4 LA --C 01 c)-+ I I 10 9"�
El
Needed (for 500 cubic yards of grading or site within 200 feet of Puget Sound or Lake Ballinger).
11 Fee 1(
0?�Z rLAJ0rC,>,60r'C(�P PyVF0,C-,-CCA
El
Checklist
11 APO List with notarized form 2hD D y - 04 PP VVV-CA t�l y .01A6kJ 15f�TA
El Exempt
Re uired Setbacks
Street: g5l
VV
Side:
N I C)
Side:
0
Rear:
Actual Setbacks
St t.
W *
SOD:
S
El Detached structures: NC)AC, !bV10WvJ ayi r2 it.&
0 Rockeries: 4 b I In -fA'6)14 t- OV--
El Fences/Trellises: N 6�ql-C, � V, () VVVI M 5 i tc., Vl
El Bay Windows/Projecting Modulation: t4 0y1f, VV �q O-VI C.7 i tr, V1 kl
N Stairs/Deck: rhtt.+5 6 t4-10 A c, k- -�-, -
Parking Required: I-.
Parking Provided:
Lot Area: I o
LotCoverage:
Lot Coverage Calculations* IK-Z,0'P <Ve-p- +
. Height
@Jurn Point: CJ� L NW PYIOP-e`y�
Datum Elevation:
MaximumHeight: I -IF'
Actual Height: 7,, C) (o 115' 1-14 - 1--ci
ADU Created: (YES 0
Subdivision: M1146(oWd6lif, ec
Legal Nonconforming Land Use Determination Issued: ES NO)
Offier A P KI A 6 R .9:;* 3 4 -g
m at-e� a i e.- ( io --- i [,-j cl o ya-� A' 406.5 (P 1U JD+. I TE5
0: 411-
C'.. -�,
P: L+D0-1, Lo—q- 1-+5
M IF-)
Plan Review By: G11 rJOL, Go Lx,1 0-,,*
LAJ
z
P-4
LLJ
CL
C3
Q�
CL
2 CAR GARAGE
121
9 /
2 .1
1-1/4" WIRSBO
AT 2' DEEP
4�
VI jjj,� � " () r P. I � " - , - - r - -
F,` 41 - N
M-P Was CUMPW-� fO� use bl, thk: C4 at Edrr,,"L-" i�
C�,asullants, Th�, City Of Edn'mds clua,�� nu
Se! forth 01) th� MP, An.� pek,01 oi entity rer
sh ID040ci an inde,—crtiutj,'�
Inc�L1,11,1g, but no,,
10cli9r, of an�'
sr
J� sCi'j�"j stj5, Mal', and may or rr::.,
-Clt!�ofEdn,,)-,jr nr',,t its cr-
b, I'LlILt to) th� imul(I'l g1w, � L
tm
0 f E.D*
0
69TH PL W.
15�
CITY OF EDMONDS WATERLINE AS- BUILT
ADDRESS WATERLINE NO,
17119 69TH PL W. 2006-0250
CONTRACTOR HOMEOWNER SCALE
RHOOVER CONST. RHOOVER CONST. NTS
DATE INSPECTED INSPECTED BY DATE DRAWN DRAWN BY
6/30/06 J. HAWKINS 7/6/06 J. BRONDER
2lj4/
23.5/
18.6 �
Ep*
.3'
2 CAR GARAGE
6,2'
125 \--4 - C/O AT GRADE
2 4' WYE AT 3' DEEP
8
'4
5" BEND
LU
7
5* BEND
CC
Em "3 E
EST TEE
AT 8' DEEP
TO 4' REDUCER
69TH PL W.
CITY OF EDMONDS SIDE SEWER AS- BUILT
ADDRESS: PERMIT
17119 69TH PL W NO: 10127
CONTRACTOR: HOMEOWNER: ISCALE
RHOOVER CONST. I RHOOVER CONST. :NTS
DATE INSPECTED1 INSPECTED BY: DATE DRAWN: DRAWN BY:
6/30/06 1 J. HAWKINS 1 7/6/06 1 J. BRONDER
1"A
J, ;oe'!
4'i
(14, "'?
ity ffdm mds
.00
Ce? *aie
DEPARTMENT OF BUILDINGS
PER INTERNAT1614AL RESIDENTIAL C&E,SECTION RI 10
1h p, W
AT: 17119-69
-Building Permit #: 2006-0250
Occupancy established by this certificate: R3 Dwelling Units 1
No. Stories:. 3 Basement: N/A Type of Construction:
VB
Owner of building:
9zh
The Single Family Residence at 17119 - 6 d and appr
oved complying with the requirements of the
2003 edition of the International Residential Code as ed'iby, Ww-o p and division of occupancy and the use for which
W" ; '� I'll 7',
the proposed occupancy is classified.
Issued this 30th day of January, 2007
Chief Building Official
By:
Any change of occupancy or use requires a building permit and a now Certificate of Occupancy issued by the City of Edmonds Building Official.
EP"I 06-05
Geotechnical Engineering Report
Meadowdale Estates
Edmonds, Washington
For
Hoover Premier Homes
JAN 2 0 200
EECE
RECEIVED
JAN 17 2006
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
Cornerstione
I* Geotechnical, Inc.
January 6, 2005
Ms. Cathy Patterson
Hoover Premier 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
;—M)
17625-130th Ave. NE, C1 02, Woodinville, WA 98072
Phone: 425-844-1977
Fax: 425-844-1987
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 d 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
geotecbnical 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
�A^ AMRk
Geotechnical Engineerin& —eport
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
'ne 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 backboe-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 (69h 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 had 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 (311: 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 diameter.
Cornerstone Geotechnical, Inc.
,Geotechnical Engineerin�, -�port
Meadowdale Estates
Edmonds, 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. Sol] 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 aeliminM Surficial Geologic Map of the Edmonds
East and Edmonds West Ouadrangles, 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
exhibits both high strength and low permeability. Alluvial sand and gravel deposited by glacial melt
water during glacial recession is known as recessional outwash. In contrast to glacial till, recessional
outwash 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. The approximate locations of
the test pits are shown on the Site Plan in Figure 2. 'ne soils were visually classified in general
accordance with the Unified Sol] 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.
look
-Geotechnical Engineering -,:port
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 I 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
consider this water to be perched, and associated with surface runoff. Ile 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 Sol] Conservation Service (SCS)
was reviewed to determine the erosion hazard of the on -site soils. Ile site surface soils were classified
using the SCS classification system as Unit 5 (Alderwood — Urban Land Complex). The 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 followed 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.
Cornerstone Geotechnical, Inc.
Geotechnical Engineering - --port
Meadowdale Estates
Edmonds, Washington
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 (113C). Site conditions best fit the IBC definition for Site Class C ("Very dense soil and
soft rock"). 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
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 I 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. The resulting subgrade should be compacted to a
Cornerstone Geotechnical, Inc.
Geotechnical Engineering -port
Meadowdale Estates
Edmonds, Washigton
January 6, 2005
CG File No. 1791
Page 6
firrn, 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 geotechnical professional or soils technician. Field-
monitonng 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: Imported 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 finer than a Standard
U.S. No. 200 sieve), based on that fraction passing the U.S. 3/4-incli sieve.
The 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-mcb-thick uniform lifts, and each lift should be spread evenly and be
thoroughly compacted pnor 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.
Geotechnical Engineering .,eport
Meadowdale Estates
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page 7
deten-nined 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 so]] 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 attain the desired degree of compaction.
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 adjacent 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 contractor 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
recommend that temporary cuts in the near -surface weathered soil s be no greater than I H: IV. Cuts in the
fill should be no greater than 1.5HAV. 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 include 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 recommend that
cut slope heights and inclinations conform to local and WISHA/OSHA standards.
Final slope inclinations for structural fill and the cuts in the native soils should be no steeper than 21-1: IV.
Lightly compacted fills or common fills should be no steeper than 31-1: IV. Common fills are defined as
fill material with some organics that are "trackrolled" into place. They would not meet the compaction
specification of structural fill. Final slopes should be vegetated and covered with straw or jute netting.
The vegetation should be maintained until it is established.
Cornerstone Geotechnical, Inc.
OPK Aft�
6cotechrucal Engineering ."�port
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 soils. 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
minimum 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 finished ground surface for frost
protection and bearing capacity considerations. Minimum foundation widths of 16 and 20 inches should
be used for continuous and isolated spread footings, respectively. Standmig 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
,P,,po��ds,,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 I -
inch total and V2_1nch 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 Engineerinb .,-port
Meadowdale Estates
Edmonds, Washington
January 6, 2005
CG File No. 1791
Page 9
Lateral Loads
Ile lateral earth pressure acting on retaining 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-thousandtb 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 (pcf)
and 55 - f, respectively, may be used for design for a level backslope. EqqfVY'ent fluid densities for
active and at -rest earth pressure of 45 pounds per cubic foot (pcf) and 75 pef, 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 friction 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 alterriatives. An equivalent fluid
density of 225 pcf should be used for passive resistance. The friction value does not incorporate 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-mch loose lifts and compacting with small, band -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 medium 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 -draining 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.
00,11 AWA�
Geotechnical Engineering; port
Meadowdale Estates
Edmonds, 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 finished 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 pen-nanent catch basins and drain lines, and be discharged into a storm drain system.
We recommend 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 be a minimum of I foot above surrounding grades.
Where used, footing drains should consist of 4-inch-diameter, perforated PVC pipe that is surrounded by
free -draining material, such as pea gravel. Footing drains should discharge into tightlies 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 drainage 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, port
Meadowdale 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
recommendations are not intended to direct the contractors' methods, techniques, sequences or
procedures, except as specifically described in our report, for consideration in design. Tlere 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.
WIN
Cornerstone Geotechnical, Inc.
Geotechnical Engineering.; --dort
Meadowdale Estates
Edmonds, 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
III -kill
1EXPlItES 081161,94-
Rick B. Powell, PE
Principal
PAO:JPL:RBP:nt
Three Copies Submitted
Five Figures
Cornerstone Geotechnical, Inc.
-,96L
��l 0 1 1)
$I d It:J S-Zi its I I I'-
A
Site Plan
----I -OTT:
IN%
LEGEND
TP-1
Number and Approximate
Location of Test Pit
0 100 200
Scale V 100'
Reference: Site Plan based on scanned site plan by CHS Engineering, dated 09/2003.
Cornerstone Phone: (425) 844-1977 RH Hoover - Meadowdale Estates
Fax: (425) 844-1987
Geotechnical, Inc. - Woodinville, WA - 98072 File Number 1791 Figure 2
17625-130th Ave NE, C-102 I
r:.-z
6a
Unified Soil Classification System
MAJOR DIVISIONS
GROUP
GROUPNAME
SYMBOL
GRAVEL
CLEAN GRAVEL
GW
WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL
COARSE-
GP
POORLY -GRADED GRAVEL
GRAINED
MORE THAN 50% OF
COARSE FRACTION
GRAVEL
SOILS
RETAINED ON NO, 4
SIEVE
WITH FINES
GM
SILTY GRAVEL
GC
CLAYEY GRAVEL
MORETHAN50%
RETAINED ON
SAND
CLEAN SAND
sw
number 200 SIEVE
WELL -GRADED SAND, FINE TO COARSE SAND
SP
POORLY -GRADED SAND
MORE THAN 50% OF
COARSE FRACTION
SAND
PASSES NO. 4 SIEVE
WITH FINES
sm
SILTY SAND
sc
CLAYEY SAND
SILT AND CLAY
INORGANIC
ML
SILT
FINE -
CL
CLAY
GRAINED
LIQUID LIMIT
LESS THAN 50%
SOILS
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
MORE THAN 50%
SILTAND CLAY
INORGANIC
PASSES NO. 200 SIEVE
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) 844-1977
Unified Soil Classification System
Geotechnical, Inc. Fax: (425) 844-1987
1
17625-130th Ave NE, C-1 02 - Woodinville, WA* 98072
Figure 3
1
c;j
LOG OF EXPLORATION
5
DEPTH
TEST PIT ONE
0.0-3.0
3.0-4.0
4.0-10.0
TEST PIT TWO
0.0-1.0
1.0-5.0
5.0-6.0
6.0-10.0
10.0-11.0
TEST PIT THREE
0.0-1.0
1.0-4.0
TEST PIT FOUR
0.0-0.5
Usc SOIL DESCRIPTION
SM GRAY -BROWN SILTY FINE TO COARSE SAND WITH GRAVEL (LOOSE, MOIST) (FILL)
sm DARK GRAY SILTY FINE TO COARSE SAND WITH TRACE GRAVEL AND ORGANICS
(LOOSE, WET) (FILL)
SM GRAY SILTY MEDIUM TO COARSE SAND WITH GRAVEL (LOOSE TO MEDIUM DENSE,
WET) (RECESSIONAL OUTWASH/FILL?)
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 12/28104
SM DARK BROWN TO BLACK SILTY SAND WITH GRAVEL (LOOSE, WET) (TOPSOIL/DUFF)
SM GRAY -BROWN SILTY FINE TO COARSE SAND WITH GRAVEL (LOOSE, WET) (FILL)
SM DARK BROWN TO BLACK SILTY SAND WITH GRAVEL AND ORGANICS (LOOSE, WET)
(TOPSOIL)
SM RED -BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL AND ROOTS (LOOSE TO
MEDIUM DENSE, MOIST) (WEATHERED TILL)
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
SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (LOOSE, MOIST) (FILL)
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 12128/04
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 12/28104
CORNERSTONE GEOTECHNICAL, INC.
FILE NO 1791
FIGURE 4
E;z
LOG OF EXPLORATION
;o
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) (TILL)
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 12128/04
CORNERSTONE GEOTECHNICAL, INC.
FILE NO 1791
FIGURE 5
NO EXCISE TAx
R
Q HRED
.4kDevelopment, LLC 200502170
1MlV 1111111
454 9 PGS FEB 17 M5
12'h Avenue KE 02-17-2005 03:19pm $27 00 161 OUTMI, sowwMn QWy bum
.&!!4#le;-WA 98105 SNOHOMISH COUNTy. WASHiNGTON
;��t-frtle UV has plmd this document of
.1
.rd as -0 imforner courtesy. and accepts no
.,hjbIlijy.iq.[.Uiii,pc6diity or validity of the document
WLARATION OF EASEMENT FOR DRIVEWAYS
Grantor IAM.R Development LLC, a Washington corporatton
Grantee
�4111.0 pinent, LLC, a Washington corporation
Legal Descnpbon�--tdtwt 6'"7, 8, 9, 10, 11 and 12 of Steinman's Meadowdale
Eitatei" ':jF*i*t--. plat moorded under Recording Number
20000iX6349,'-fecords of Snohomish County, Washington (the
Assessoes Tax Parcel Wft 7340000s oo
-`01.0113 000006 00
..210173 00OW-400
010173 go600e 0o
010173"000009 00.
01.0173 00001D oci
0101731bON-il 00
Ol(M73'000012"00
This Declaration of Ease!pent for Dr%i&Aw
A (this *Easernent") is made this
day of r1*'tknyAxj , 20 05- , by the aboyii ment6ned Grantor/Grantee, as the
owner of the property descnbiM �a'e (the i4oiey.*
RECITALS
A Grantor/Grantee is the owner of Loti,5,'6-,--7 4---tl-10 11 and 12 of
Steinman's Meadowdale Estates per plat recorded
.dih,q Number
200410085349, Records of Snohomish County, Washi*oq-(0iq�-1'Ldft").
B Grantor/Gmntee is constructing homes orl�*"`i�ts-ii�d�%vAll be served
by a common driveway, as shown on the drawings attachotiirdfb aiefthibits A, B,
C and D (the 'Driveways).
RE61E IVED
JAN 17 2006
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
.... . . ....
nts over the Lots for the
Grantor/Grantee desires to create easeme
pgveviays for the benefit of itself and the future owners (the nOwnersl of the Lots
ApdfiD.provtde for the common maintenance of the Driveways.
1. 3.
1n,topsider-abon of the premises and other good and valuable consideration,
t6e i6odipt Ind.-g6iffibiency of which are hereby acknowledged, Grantor and Grantee
hikqPy_i:k4' we a -.giant as follows-
%f =!M%aement Grantor declares and grants to the Owners of the
Lots ak-baspMent dvdf-T;�' �6ways for purposes of ingress and egress for the
Lots
The Ow
2. se ners of the Lots shall not park motor
vehicles in th"eg�yehwa 0 use the Driveways in a manner that would restrict the
..Ys
access of any oWher-6 the Owmees Lot
shall share equally in the cost of
3. _W1%A91ftx..=W
maintenance, repailraM, �i;eeirnent of the Driveways on the basis of one share for
each Lot owned.
4 Dea.%Ions .;Aljfd�b�o6 with*,.respect to work to be done under this
shill —be made*'-4y -ITIdJor.4y"VoL6 pf -the Owners of the Lots on the basis of
Easement
one vote for each Lot ownW-
S. PqMent In the livent,iii decision jwfaade under this Easement to have
work done on the Driveway, eabh Owner sW-pay'the Owners share of costs upon
O"wn9r-..fh4-.
m another.- payment is due Payment may
not less than 15 days' notice fro
be required in advance of the work b1mg dond.
6. Lien. Each Owner of aiot%sh&**II ho0ii a lien upon each other Lot for
ne.ho*��
that Lots share the cost of any worK-Ao . , or, plus interest and attorney's
fees in the event of default, which lien mij*�g'kr :loied in the same manner as a
matenalman's lien is foreclosed.
7. Duration. The rights granted hiFq!n.j00-bVdff9cti" as of the date of
execution herCa f �and shall be perpetual. . .. ....
8. indemnity. Grantee agrees to indetpriNy.-anit-biold Grantor harmless
from any losCo—rdamage ansing out of Grantee's usb-a*,Dfive_v�ay.
The benefits and burc(ens!** f-IMS.' Easement are
,9
9 Binding Lftg
appurtenant to and shall n in with the Lots, shall be bind upo risferees, or
tag P the tm
successors in interest or assigns of the Grantee and Grantbr for" term -hereof, and
shall not be extinguished by merger of title or transfer of anyNhWies.I;.VTjthe*J_ots.
10 4hnmawa 1:00-4 In the event it becomes necesMiy1or.-emy OWner to
defend or ins fe--le rr - ings as a result of the failure 6(.xrio1h6r OWner to
gal 1 1
comply with the terms of the Easement the substantially prevaili.ag PP -in--such
rL.v III a .
litigation shall be entitled to be reimbursed by the substantially non-p ng-p dy
2
all -costs incurred or expended in connection therewith including, but not limited to,
attorney's fees (including appellate fees) and cour s
reasobable t co ts
1 Enfdrcem!�nt In the event of a breach of any provision of this
jl5aserffdnt,' the parties shall be entitled to any and all remedies available at law or in
!eqQr �-ificlodiqq
!y not limited to, the equitable remedies of specific performance or
rpah#t
.*-.br pi�q4 ry injunction issued by a court of appropriate jurisdiction
*'.. --- I... . '01to
,-'12 Arho'n'
dmints. Any addition, variation, or modification to this Easement
shalf n��e.pffectivd--~ in writing and signed by each of the Owners of the Lots.
1� ..-ADghbatile .. Law. This Easement and the performance thereof shall be
governed,**- in*pretili(L-construed, and regulated by the laws of the State of
Washingtorl"
14 NgUces AW notc&.required or permitted to be served upon a party
hereto shall be in wntMg kfidtlibill-lie deemed to have been served when delivered in
person to the pli�-6r,.-ffiaded by certified mail, postage prepaid, return receipt
requested, addrewsed46 thdi'pwty. at the address of the party's property descnbed
herein or to such oth: Addres&as ciparty shall by notice give to the other party
DATED as of the4.aj Xpair fliti above written.
GRANTOR: .4MR"DEVELOPMENT, LLC, a Washington
parporation
00
6 demiex-44
GRANTEE: MMR ..VCWLQP.MANT, LLC, a Washington
Its A1.0".461
3
ATATt OF WASHINGTON)
)SS.
....couWY-OF KING
know or have satisfactory evidence that Ron Steinman is the
0.ew—n wtio'*a*)pjqa* before me, and said rson acknowledged that said person
I
sigmt-lbid'insbW4-rit on oath stated that a e on was authorized to execute the
instrvrviint,sftd:-'idih;��dged it as the
of MMIR-D�volbpmeM-L&C, a Washington corpdration, to be the free and voluntary
act of guo-dorj6��r--Ihe uses and purposes mentioned in the instrument.
'0
AX +PUBLIt
PV% 0
KOFOi S
- IVA
STATE OF WASHINGTON)
COUNTY OF KING
of February, 2005
(Big of Notary)
Legibly P int or Stamp Name of Notary)
ef
ss
I certify that I know or
person who appeared before
signed this instrument on oath
instrument and acknowledged
of MMR Development, I-Ld, a
act of such corporation for the
in and for the State of Washington,
....*..*6intment expires—,644-4-Acr—
have evidence that Ron Steinman is the
me, anksaid .0
- on. acknowledged that said person
stated diat-siAid-Person-vas authorized to execute the
It as the Mang AddOL-
Washington porpqlzboi), to be the free and voluntary
uses and purposes ",beneoin the instrument
DaW this AA day of February. 2005
117,r 1
jr *0T4J?e
W 40�
'P,\+PU8 Ut-
V�
IVAW�
(Legibly Print or biamp r�pm�-
,4DT rmau�ry)
Notary Public in and for ther;$tqtd0Waihi.ngton,
Residing at fA&-4r-
My appointment expires
4
20 0 40 ap
0 3.q
SCALE IN FEET
LOT 5
610173 000005 001
11-00.
69TH PL�-.-W-l-'---,.,-. - - ' I I
71.00.
DATE 02/07/05
mm MCLL~ M4
ewavemmu LLC
A.-
L&
QQ
010173 6660Q6--'..
RED DRIVEWAY
SEMENT
4-4� �1010
SH 7RED Di
%V
.... ... .. ..
STEINMAN'S MEADOWDALE-
SHARED DRIVEWAY EAOE
EXHIBIT A
PON,—
'30 to 0
-46.1 40 so
SCALE IN FEET
-'B%T-H PL W
I r
C SHARED D ME
NAY
T
-EASEMENT
P10173
DATE 02/07/05
LOT 8 7
I =175 000007 00
000008 001
Aw~swmm
� = IVA 00=r"
m� �uc"llmlumm f"*fw$jw?-Pm
STEINMAN'S
SHARED DRIVEWAY E
EXHIBIT B
Om
T.
.."30 20 0 40 So
SCALE IN FEET
89TH PL W
00'
Zt.
�7f
.6 b.
0 Q,
AY
SHARED DRI
J'....-pT 9
LOT 10
01.017Z QO0009
q10173 000010 00 +
DATE 02/07/05
STEINMANFS MEADOWDALE'jESTATES,
Mew m offes.1m SHARED DRIVEWAY EASWENT-6
EXHIBIT C
F,46 30 ia 40
-.SCALE IN FEET
PL W SHARED DRIVEWAY
EASEMENT
I r
CD
co
cn
lcn
LOT 12 LPT t
01 i 000011 0
01 73. 000011 0
ql 0173 000012 00 1
DATE 02/07/05
now sww lot STEINMAITS MEADOWDI
m mwosm SHARED DRIVEWAY E
aw"mmmuc EXHIBIT D
I., %
STEINMAN'S MEADOWDALE ESTATES
% d lq'4 Xj A PLANNED RESIDENTIAL DEVELOPMENT
TH AVE W. SECTION 8, TWP. 27N.. RAE.N.M.
.11 CONC WON X CASE CITY OF EDMONDS SCALE �N FFFET
WrfW,--OMK GRASS CAP, REFERENCES SNOHOMISH COUNTY, WASHNGTON
f VELOW GRADE
SEQ IL IE27 H., R. 4 E. R�ECORD OF SLRV�Y O� IHIS LEGEND
RDPERTY BY CHS ENCINERS, INC., BASIS OF BEA ING
JNDER RECORDING ND_ 200305145007, RECORL' Of SLRVrY JNDER -?�CORDING NO 'A. B
SNOHONOIS i COUNTY, WASi4INGTON 200305'450074 HOLDS S. L14 OF N.W. 1/4 DOC)40 FOUND WIC AS NOTED A
SEC. 8, T 27N. R4E AT N8�56'13-*. 1�
0 �OUND CONC MON (NOT lN CASE)
NOR
:j ; .. . .... ... 0 SET REBAR WITH CAP (LS#17364) k
""'HIDNUITT �_q
..'se AND
X—O.Or EASt- (D MONUMENTS SET (LS J17364) LOOM
AND tZe SOUFN W CAP
4n AT GRADE 04/06/05
Yt&ffm 10-02
Z 414-
-AND HORIZ
FOUND ROM CAP
LS 35*71 MOW EAST NAD 83/91 PER RECORDED SURVEY 200305145007
AND LOW Sou!HL
COISM OPEN SPOZE - BUFFER
9 LEGAL DESCRIPTION
&m;; AND CAt 2.314 Iq
15* PWATE FOU" 91 ACRES LOT(S) 126, VEADOWDALE BEACH. ACCORDING Td THE FLAT THEREOF
DRAINAGE W-3 " Imst if
EASEMENT -SOM 3 OP41*%' W SNOHOMISH COUN-. WASHINGTON;
= RECORDED IN VOLUME 5 OF PLATS, PAGE(S) 36, RECORES OF
00, 4t'iC 100-03
216.07-
J&ZC its. EXCEPT THE EAST 200 FEET THEREOF;
AND EXCEPT THE SCJTH 205 FEET OF -HE WEST 100 F�_�T THEREOF;
AND EXCEPT THE SCJTH 5 FEET OF
—15 DRANUM SAID _OT 126 CONVEYED To
EASIVENt To
w THE CITY OF EDMONDS FOR ROAD PURPOSES BY DEED UNDER
C17Y OF EOWDNOS RECORDING NUMBER 2375256.
0.207
10 D 17 SITUATE IN THE CDUN�Y OF SN
.239 -,j OHOMIS-1. STATE OF WASHINGTON-
L
NOTE -
THIS SURVEY EXCEEDS CURRENT FIELD TRAVERSE
to, J __ — --f 0— _'
Soo. STANDARDS CONTAINED IN WAD 332-13C-DgO.
STATION AND TRIMBLE G.P.S. WERE
PER WAC 332-130-100, A SIX SECOND TOTAL
L F USED FOR Aa �TELD MEASUREM-NTS.
7-f
A 'P.280
7-
LAND SURVEYORS CERTIFICATE
10, Pam
EAXnKWT 4 EASEMIOU if
V. -S PLAT OF -WEADOWDOkLE ESTATES -
I HEREBY CERTIFY THAT TH
IS BASED UPON AN ACTUAL SLRVEY AND SUBDIVISION OF
12
2,06. 1 112.064 It 10 SECTION 8, 70WNSHT' 27 NOR-4. RANGE 4 EAST. W.M.. AS
I .. '..
1. "4 f, 9
0 277 12 RECU:RED BY STA�� STATUTES: 'HAT THE COURSES, ANGLES
270
12.128 q. ft. I 3j. q�
0'277 :21 * li - :a AND DISTANCES ARF SHOWN CORRECTLY THEREON; THAT
0-278
�lt Y014UMENTS WILL BE SET AND THE LOT, & OCK AND TRACT
7" _3
9.107 fc
CORNERS WTLI 3E STAKED CORRECTLY ON THE GROUND A'�
IS COMPLETED, AND
THAT I HAVE FULLY
�ONSTRLCTION
---- -- OM-l_IED WITH PROVISIONS OF TH_ STATE AND LOCAL
STATU-ES AN) REGULATIONS GOVERNING PLATTING.
J L____ v
moo,
SCUD, 106 IV
N*rl
'y H RADLEY, P.L.S_ I
25 PRO. ESSIONAL LAND SURVEYOR
CERTIFICATE NO. 17364
CON"ON OM SPACE— SUFFER
f
W—/L� —ORM N-C SOrl2'37'W %
Z 1.21' SOUTH AP
FOUND NERAR �lut
w" To lRom
0HADIJAmM BrL 9 lfg CONC WON (LU6' EAST
OJr NORTH
25::w.�
20'
(25' FOR _OTS
I AND 2)
come WON wmw r
SIDE
ORASS CAP 0 NVERSECTUNI
SOMETIMES REFERKO TO AS
CENTER OF SW� IL 7.27H., lt4L
_Ov KLOW Quor
cow mom w"
BRASS PIN
N Ort2l E 9ELOW MADE M" ACK LINE
- __r
OSTH AVE. W. U7.731_ VMJTW 10-02
c9OV941100.955AI 9
SHEETI OF a
0
[ �--- 177 ITT 7 -2
--- 0 a 0040-0.0.= .0
LmsAL VMWMPTION
LaW 126, MADONDALE MACK A"ORDINS TO THE PLAT THEREOF
REWROW IN VOLI*e 5 OF PLATS, PASWW $6, RgC4MS OF
SNOHOMIS14 cxx"ry, KAMINOTON
Mawr THE PAST 200 PEET THEREOF;
'T OF TM HST 100 PWT THI!RMOFt
AW EWAFT TM SOVTH 205 ME
AW EX01PT TrM SOM 5 FEET OF SAID LOT L26 C4tfv2YW TO
Tre CITY OF IMMONDS FOR ROAD PtIRPOSIM 15Y L"DER.
1095COFUMNS NUMBIM 2915256.
SMIATE IN THE C4=,ffY OF 040HOHSK STATE OF KAMNISTON.
-BEWA*O-W C 6 4 Jg& .;)-
NU) pfupm� (&vw
�-�Mtm-n Jylv"17:1
RESIVEW.lr�� 1420 SGLIARE FEET
C40Y. AREAS 956 SWARE ME I
TOTAL 2,116 SWARE FEET 06.M
m9omw
DAMMAM AREAS
Itemolwom 2,515 SaAAM MWT
w Om"w**w
pplyr. KALK 4 PA110 IA2 SWARE MET HE16WT 6ALCALATION - LDT 4
TOTAL SAIS AWARE MET (SO -OW A- 4063
0-4413
C- "63
Ps 400.2
1616.T/4- 404.16'
6R.A0146 PLANI AVlRAM OPJOINAL 6RAVE 404.16'
1962 CUa yVS. poLHDATION MAYATION HAAKH WLVINS HMIOW 42q.16'
,g ACIUAL DIALVIN& MdW-iT 424.-M' 04.M)
MLLI A). YVS .5 L, KAJaMUM &ARA&E MJk MLEV. 5q43q'
544 C ., DAVOMLL A, Z-ADC'
gXpoptT. 1016 CA). YVS. -�lo
A-� L_Cr ALI!$M
EMT To HMT 4311 - 561'- 44'
44 VERTICAL PEET 24.1% SLOPE
151 HORJZOW.AL rc=l
W. i rj , I ,
a =0
Zr 3.6%
c
-05
EDM 06
�4
%LP SE RFA E 'TO
. ... ... .. ....
0.b.cl BE CqVE W`W�2
S
418
..... -----
J
0 u)
r .
4 J (b
WATER -A 0 2006 1
414
SO,
t3 sl > IONS-RE01) 10 42 E C
MAI -
Qv E- 11 L 425-
412 0 E"26 4 2-Ij 5
C/) uj
p R cck RA ::c Ui
-44 2< WO
I MAX. EACH KALL 410 1-0
r-IT'r* OF EDMON05 A.0
/6
4
'DETAIL" 405
bi
OCKERIE5 DETAIL" 407.4 4
Icl.5 <
4163
4
0
5.2 4(�k&.2 415j� 411.4
0: PATIO .4
02.5
.. . ..... ... 1�011 12
- - - - - - - - - - - -
- - - - - --- - -
Lu
400 .. . . ...... = c*
Lu
O.q.0...
N 3805 p z
1:Z-5'- 0 (6ARA U
3618 DE CO2
.... ........ .
3q .2" M I
CC
1820 5F I ' FZAC-*r=' R. a 3qO. q4 CP
FOOT PR -C
I NT_
04
96'.. 23
c
q4
NTR 15b-5e
3q . ...... -A400
111 200 5F-
Ll 2. 1
3cI2 4oa=a
vas LU
.4'.'..Pvr, T16HTLINX
T . 6 5TORM 5-T-5TW
. :2
3
0
HALKvqA
Z! a
515 5F w
3C14
0
< 2
T C) .4
5c12 c-
�NTROL IAXIMUM
TO cc :c cm
ID
NED. b uj? co FL
0
Q(:) �n
5ILT FENCE PER 77 n- LUJ
C,IT'r STD. DETAIL 587. 1 TA P,-r HE 801
5TUB -5 �F7�111�� pqm.
77-PE I GE3.
009 f jq A TOP= 35-75
7.0
coo NW CONSTRuc�TION ENTRANCE
IV) Pvr
TlrHTLln*'L
TO 5TORM 5Y5 JAN I '/ -406
FIRE AND AID ADDRESS SIGN REQUIR
DEVELOPMENT SERVICES CTA.
Tm PLAN CITY OF EDMONDS
&MOIce no OF= LO^r=R
012 a & 5,5-7.5-
9 R
Nritten dimensions on this drov4lng shall have prer-eclentse over
scaled dimensions. contactor shall verify all cllmanslon5,
conditions, ctr_ pertaining to the vqork before, procceding.
The 0"ner must be notified of any varlatlon5 from the
dimensions and/or conclitions; 5hoNn an these drav4lnc35. Any
such variation shall be. resolved by the Op4ner prior to
proceeding "Ith the "ork, or the Contrcictor shall o<;r-ept
full respon9lbility for the. cost to roestify same.
L. 0 7 ::1
ADDRESS
1-711cl bcfth PI. N
EDMONDS, NA.
PARCEL NUMBER 0101-75-000-00ci-00
LOT AREA: 12,064 SGUARE FEET
LEOAL DESCRIPTION
LOT(S) 126, MEADONDALE BEACH, AGGORDINO TO THE FLAT THEREOF
RECORDED IN VOLUME 5 OF FLATS, PA6E(S) 58, RECORDS OF
SNOHOMISH GOUNT-r-, NASHIN6TON;
EXCEPT THE EAST 200 FEET THEREOF;
AND EXCEPT THE SOUTH 205 FEET OF THE NEST 100 FEET THEREOF;
AND EXCEPT THE SOUTH 5 FEET OF SAID LOT 126 CONVEYED TO
THE CITY OF EDMONDS FOR ROAD PURPOSES BY DEED UNDER
REGORDIN6 NUMBER 25-75256.
SITUATE IN THE COUNTY OFSNOHOMISH, STATE OF NA5HINOTON.
VERTICAL DATUM:
BENCHMARK (BM) *.
NAP b5lcil PER RECORDED
SURVEY #20030514500-7
-t 12-
vqd�y (0 Q1141
ORADINO PLAN:
GUT: 1562 CU. YDS., FOUNDATION EXCAVATION
FILL: 544 GU. YDS., BAG<FILL
�4
EXPORT: 1010 Cut, YDS.
AVERAC-2E LOT SLOPE
EAST TO NEST 451'- 44'
44 VERTICAL FEET
151 HORIZONTAL FEET
HEIC2HT CALCULATION - LOT cf
A= 405.5
E3= 411.5
G= 5q(9.5
D= 400.2
= 2cl.1% SLOPE
16161V4= 404.1b'
AVERAOE ORIOINAL ORADE 404.18'
MAXIMUM BUILDINO HEIC2HT 42c[.Ib' (25)
ACTUAL BUILDIN6 HEI6HT 424.-7cf' (54.-7cf')
MAXIMUM OARA(3E FLR. ELEV. 5cf4.5c1'
LOT GOVERACvE:
RESIDENGE/6ARA6E 1,520 SOUARE FEET
GOV.AREAS 356 SOUARE FEET
TOTAL 2,176 50UARE FEET (15.096)
35% MAXIMUM
LOT GOVERAOE
BM
-RENCHIVARff 5E55.15'
55MH G
IMPERVIOUS AREAS
RESIDENCE 2,315 SGUARE FEET
(N/ OVERAHN65)
DRIVE, NALK a PATIO 1,512 SGUARE FEET
TOTAL 5,625 SGUARE FEET (50.0%)
REFERENCES
RECORD OF SURVEY OF THIS
PROPERTY BY GHS EN61NERS, INC.,
UNDER REGORDINO NO. 20050514500-7,
SNOHOMISH COUNTY, NASHINOTON
55
PROPOSED ROCXERY
5'-0" H16H MAX. EACH NALL
REFER TO C,17'r OF EDMONDS
STANDARD:
"ROG<ERY DETAIL''
''TIERED ROCXERIES DETAIL" -
V. (A I
N
LOT a
MAIN FLR. P 5q-7.5'
6ARA6E FLR. (g 5b-7.501
2.4
P P-17
Zone,kgQ?,-Q_40 CornerAOFIag 0
Setback Required Actual
Front W 1-Ei
Sides W /5 10'
Rw 5: q�o
Other
H00t I-t-5 I 17/D - U 15
NASH, JONES, ANDERSON
THESE PLANS ARE COPYRIGHTED AND ARE
NOT TO BE REPRODUCED. A RED INK STAMP
INDICATES THIS PRINT IS AUTHORIZED BY
NASH, JONES, ANDERSON. IF THIS N07-L IS NOT
L-07 4oT IN RED INK, THE PRINT IS NOT LEGAL AND
MUST NOTBE USED.
jq6- �-<_,O, 11 E3 '0 5 E 0,_0 0
+
4 2
#5
410 2,0' E355t`
Iv
12ci.5
LU
42
--414
412
4 0.D
42:�: (2
. ..... ......
41 OU3 `�>Rc .. .. ....... L
:S6 424
42Q
4
416.3x
406
415.0 411.4x
0
x x
405.
4044055 x
x - - - - -
4 40b.5
A 411.5
2 401.211
- - - - - - - - - - - - -
A L 400
E N E
RES L
-,PLAN H3503
121-5111111 1/
E3q MAI, 9 400.0
Ib2O SF GARAG,E_ F'LR.__ca :5q0.01
FOOT PRINT,�
q4 q4
DECX
,c
-ZNTR-,r 156--SF
5q2 1 200
c12 400.2 3116.5 0�
RrVE 0
q\ '3112.0
Im EWAY SLOPE
x5115.0 LOWED 14%
X 2 5' BI�DF
APPROVED BY PLANNING
NAL<NAY
C, -21, to I (P
----5c14
SHORT PLAT
EROSION CONTROL
MEASURES TO
BE MAINTAINED.
7_�
INSPEMONS-REaD
�A � - f.1 11111111 1
SILT
FENGE PER
111 UZZU c'? 1,�
/_ I
r__Fr__) r-)r--T A I I E35-7.2 SANITARY
NO2 0 15'05 "E bO .00 1�_
_j 412
0
Foci.o
it. 02,�_ -7
,7 5cf4 .5
G4-
2.5
N
__j
--1400
ALL EXPOSEC SURFACES TO
13qb.5 BE COVERED WIT41N 2 DAYS
PV`G TIOHTLINE
ACCEPTABLE TIGj
TO STORM SYSTEM MATERIAL
5ci SDR 3s
SCH 40
Q� N-12
L 1
5q F810 HANCOR
::�\ �55
0
0 TEMPORARY CONSTRUCTION
0 in-hrmANWREQUFID
LU
STUB 1_�- STOR NM.
IVIIESP01131,13LE Fn
5b(-.2
010 Dr
X
YT
r1B r_7
c-
LE6END: L-07 c:1
EXISTIN6 6RADE
PROPOSED 6RADE
OR16INAL 6RADE * 012 5 10 15 25 50
FOR HE16HT CALCULATION
TYPE I CE3.
TOP= 58-7.5'
CONSTRUCTION ENTRANCE PEP,
GITY STD. DETAIL
6'' PVC, TIC;,HTLINE
TO STORM SYSTEM
APPRO OTED
FIRE AND AID ADDRESS SIGN REQUIRED I RIN
RECIEWFED Z/z qL (9
Die. oo
JAN 17 2006
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
SEE 5H7. 1:52
R. NOTICE REQ.
STREOE-1" FILE FOR IINSPECT�ION
2512
R * , RED
ITECT
G TH AS NASH
OF WASHINGTOM
tu 13
N
e"D
0 I_%D
N
Zj
-.e
rz..
U0
z
3:
0
gL
lu
V111 )f
X
M<
1"
fan
0
> Ifi't
j?
7
L
1
dotte,-: q/12/05
permit:
re,visions:
coo
w
ob, ogc)
I-IfIq bltk PLI i/t)
hcwe'lz
5F)e,'
Nj
STREET FILE
RECEIVIED
JAN, 17 2FU�3'
DEVELOPMENT SERVICES CTR,
CITY OF EDMONDS
NrItten dimensions on this clrovqln<g shall have precedence over
scaled cirmonslons. Cc�nt,�::;ctor shall verify all dimenslon5,
conditions, etc., pertolninc3 to the viork before proceeding.
The Ov4ner must be notified of any variations From the
dimensions and/or condltlon5 5hovin on these drovqlng5. Any
such vorlotlon shall be resolved by the Oviner prior to
pr(z>ceeding vqlth the vqork, or the r-ontrcictor shall accept
full responsibility for the- cost to rectify same.
L. 0 7 I:zt
ADDRESS
I-7IIq &c1th PI. N
EDMONDS, NA.
PARGEL NUMBER 0101-75-000-ooci-00
LOT AREA:
12,064 SOUARE FEET
LFOAL DESGRIPTION
LOT(S) 126, MEADONDALE BEAGH, AGGORDINO TO THE FLAT THEREOF
REGORDED IN VOLUME 5 OF FLATS, FA6E(5) 58, RECORDS OF
5NOHOM15H GOUNT-T-, NASHINOTON;
EXGEPT THE EAST 200 FEET THEREOF;
AND EXGEFT THE SOUTH 205 FEET OF THE NE5T 100 FEET THEREOF;
AND EXGEFT THE SOUTH 5 FEET OF SAID LOT 126 GONVEYED TO
THE GIT"r OF EDMONDS FOR ROAD PURPOSES B'1` DEED UNDER
REGORDIN6 NUMBER 25-75256.
51TUATE IN THE COUNTY OF SNOHOMISH, STATE OF NASHINOTON.
VERTIGAL DATUM:
BENGHMARK (E3M):
6RADIN6 PLAN:
NAD a5/cfl PER REGORDED
SURVE'r #20050514500-7
RIM OF SANITARr 5ENER MANHOLE
"G", ELEVATION 505.15PER
EN16INEERINO DRANINOS.
GUT:
1362
GU.
YDS., FOUNDATION EXCAVATION
FILL:
544
GU.
YDS. , BAGKFILL
--EXPORT:
1010
GU.
YDS.
AVERA0E LOT SLOPE
EAST TO NEST 451' - 55-1'= 44'
44 VERTIGAL FEET
151 HORIZONTAL FEET
HE16HT GALGULATION - LOT cf
A= 405.5
B= 411.5
G= 3CI6.5
P= 400.2
1616.-7'/4= 404.10'
= 2cl.196 SLOPE
AVERAC7E ORIC71NAL ORADE 404. 15'
MAXIMUM BUILDIN& HEI&HT 42cf.18' (25)
AGTUAL BUILDIN6 HE16HT 424.-Ici' (541cl')
MAXIMUM 6ARA6E FLR. ELEV. 5cf4.5c1`1
LOT GOVERA6E:
RESIDENGE/6ARA6E I,b2O SGUARE FEET
GOV.AREAS 556 5GUARE FEET
TOTAL 2,176 SGUARE FEET (18.096)
35% MAXIMUM
LOT GOVERAC2E
IMPERVIOUS AREAS
RESIDENGE
(NI OVERAHN65)
DRIVE, NALK $ PATIO
2,515 SOUARE FEET
1,512 SGUARE FEET
TOTAL 5,625 SGUARE FEET (50.0%)
REFERENGE5
REGORD OF SURVEY OF THIS
PROPERTY BY GHS ENOINERS, ING.,
UNDER REGORDIN6 NO. 20050514500-7,
SNOHOMISH GOUNTY, NASHIN62TON
(:'Z> 7 =T
lqzs),�Ko 15 105 11E 0 1
-w- imM_
4-22
415 A
4 1 b
e5f5t_�
1`4,16 12ci.5
416.2
-J 42b t-
CD 4 It
0
412
�Sfl
CD
PROPOSED ROG<ER"r "I 'I-, - I
410.0
3'-0" H16H MAX. EAGH HALL '1'0
REFER TO GITY OF EDMONDS t 6 4
STANDARD:
"ROG<ERY DETAIL"
"TIERED ROGKERIES DETAIL
416.5x
Q0
413 5x
413.0 411.4x
5. __.40E5.2
X x
ZA T 10 405.
4\4053x --S-E x -41
LOT 5 4o
4 40b 411.5 4 .4
02.5
MAIN FLR. (g 5c`!-�.5 4 2 - 412
401.2 1411.5
G,ARAC_7E FLR. g 3b-7.50.' I � 0,
518. Veit
00 10
-,F-1- N 5��05 0
1-511111 UNDER)
R. g 40 -0
5q .2�
020 SF G, A R 6 R. (g 5cfo.ol
FOOT
40�
2.5
'5q2.4 5�4 . ............
q4 "",GOV. EGK
-ENTRY 15&
5q 2 6 '1400
il 200
ci 2 11 1;) 400.2 3C16 5 13q8).5
,!�PVG TIGHTLINE
'��'�IERAY TO"ST-ORM SYSTEM
S_ 0
x 3c15.0 '5c`12.0 12 5
C10.2,
cio, QQ1
5ac, .0 2 5 B
AY
0 0 C
-5 94 0
00 0
)000 0
SHORT FLAT D000 0 0
EROSION GONTROL 00) ..Q 00 0
0 0
MEASURES TO 0 0 0
30060 0
0 0 0
BE MAINTAINED. 0 00
00
0 w
SILT FENGE PER 0-
GITY STD.! DETAIL E35-7.2 SANITARY' lE aO.00 I N
STUB �INO2 015'05'
STUBN,,� YFE I G B.
TOP- 55-7.5
GONSTRUGTION ENTRANGE PER
Gf3 6 \W GITY STD. DETAIL
PVG T16HTLINE Zone IPP-0 Corner�_�Flag
TO STORM SYSTEM
-Setbacks 22mired _Actual
Front W 7113
Sides N 15� 10 17-110 NO
APPROVED BY PLANNING Rear 6 - 2, 0 ( jjArWbj
Other
LEOEND: L-07 c:=t Height 1z_tF 4-
EXISTINO ORADE f�30T70�-1 0F
PROPOSED 6RADE hing in this pemit approval proem shall up
ORIOINAL ORADE rpretedasaUowingorperrr..itcirigtbe ff_(�-,)071NCS, (9) 5a-7.5'
FOR HEI&HT GALGULATION 12 5 10 15 25 5 G ntAinance of any clirronO.- 4�g illegal
1� I I I nonconforming or unt), rMitil. 11alt-iing'st;�CQWE E)H7. S2
Li I or site eonditi@i w . isou, ''It cbe wopeof the
permit applicatior %rdlet. - 4 whol-her such
building, structurt )ndit irm ;s ---h on the
site plan or drawint iehbuitdir, �wuctureor REET FILE
condition may be tlie 5ubjeci, vi a Lp,trate
enforcement action."
AUJ
Pj 1 205
BUILDING
DEPARTNTNT
CITY OF EDMONDS
j\
U4
RE
ERMIT EXPIRES
PERMIT
CITY OF EDMONDS
NUMBER
CONSTRUCTION PERMIT APPLICATION JOB
ADDRESS SUITE/APT#
VNER NAME/NAME OF 8 INESS
c) �Aj
PLAT NAME/SUBDIVISION LOT NO LID NO.
us
NO,
M�ILING ADDRESS 0;� __9
W
LID FEE $
0 PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TZ$CP Approved
Required 13
CITY ZIP Required 13
TELEPHONE EXISTING _ PROPOSED
inspection Required 13
Sd.walk Required 13
REQUIRED DEDICATION FT Underground (3
NAV
Mong,equired [3
METER SIZE LINE SIZE 'URES PRV REQUIRED
U YESU NOO
ADDRESS I
REMARKS
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE
CITY
ZIP TELEP W-` xoys�� I.- XZ, sy,
ILI (Ift)22_� I[M". LnA Z.4-
H
CBL#
IN 1,
ADDRESS
ENGINEERING REVIEWED BY DATE
rV4 I I (xen, I- P) V1 -ff- z
CITY ZIP TELEPHONE
U
FIRE R5VI§WED BY DATE
L4
STATE LICENSE NUMBER EXPIRATION DATE
CHW
VARIANCE OR CU
RELINE OR ADB#
INSPECTION
SEPA
REO'D
13 YES 13 NOI
COMPLETED I EXEMPT
X
_j PROPERTY TAX ACCOUNT PARCEL NO.
(A 0 11 -no
CA# 2P21
WAIVER [3
2114,-02,-4-0
ZONE
P P--,c>
1 9' GN AREA
ALLOwE, PRO PO4i[D
EIGHT
H ,
ALLOWED PROPOSED
STUDY
2-51 I'Zo. G
;NEW RESIDENTIAL PLUMBING MECH
4
V
LOT C
ALLOWEDO=SED
REQUIRED SETBACK
1%/FRONT RSEA(FRT61
P ED SETBACKS (FT)
FRO)POS +,*SIDE RE,�B
COMMERCIAL
ADDITION COMPLIANCE OR
tjlp�6
I
W —
MIXED USE CHANGE OF USE
1 c
REMODEL
13 MULTIFAMILY SIGN
PARKING
REO'D PROVIDED
it
LOTAREAtd
PLANNING REVIEWED BY DA)EV
REPAIR FENCE
19
12�, 14
I
2.1 O&WI
f
REMARKS
=11CYDS X FT.)
—
r7 DEMOLISH 0 TANK OTHER
F V-C) —1,001 — o 4-0 / P —
GARAGE RETAINING WALL F
z X CARPORT 1:1 ROCKERY
FIRE'SPRINKLER
RE ALARM
P (TYPE QPL�JSE,
BUSINI�SSORACTIVITIY)E LAIN:
TYPE OF
U
ISTRUCTION
CODE
1
OCCUPANT
GROUP
NUMBER
'2-
NUMBER OF
5
OF
0 STORIES
DWELLING
UNITS I
SPE CIAL INSPECTION
I qONSULTANT
OCCUPANT
REQUIRE Qjx YES
LOAD
RIBE WORK TO BE DONE
REMARKS
Wutll
GEO
BY: fowl:j
STRU UR&DTIGN
VALUATION
t) 661 -7 3o t4r
s 3qq, oil
Description
FEE
Description
FEE
Plan Check
77—
State Surcharge
SO
,OEAT SOURCE
J.)
L�!JLPE).
VESTED DATE
Building Permit
7 70
City Surcharge
PLAN CHECK NO:
Plumbing
Base Fee
THIS PERMIT AUTHORIZES ONLY THE WORK,NOTED. THIS PERM�T COVERS WORK TO
Mechanical
BE DONE ON PRIVATE PROPERTY ONLY ANY CONSTRUCT ON ON THE PUBIC
DONMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
Grading
V)
SEPARATE PERMISSION.
PERMIT APPLICATION: SEE ECDC 1 9.00.005(A)(5)
Engr. Review
PERMIT LIMIT; SEE ECDC 19,00.005(A)(6)
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
Engr, Inspection
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESSORS Plan Chk. Deposit
IN INTEREST, AGREES TO INDEMNIFY, DEFEND
AND HOLD HARMLESS THE CITY OF
EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY Receipt #
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscapelnsp.
0 Total Amt. Due
NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION. Sc
Recording Fee 1 Receipt #
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION _V_L
GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED A ENT OF APPLICATION AP ikO A
G P
THE OWNER. TO COMPLY V41TH CITY AND STATE LAWS REGULATING CONSTRUC. This application is not a permit until signed by the
DIAGREE
TION; AND IN DING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED CALL Building Official or his/her Deputy: and Fees are paid, and
IN VIOLAT ON OF TH: LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPEC ION receipt is acknowledged in
WORKMEN! S COMPEN ATION INSURANCE AND RCW 18:27, T, space provided.
Fl �LS SIGN RE TE
0 A DATESIGNED (425)
n7nP �1'1
0
4EA
771-0220
R
S�E 0 B Y E
ATTENTION
EXT. 13 33
IT IS UNLA SE OR
OCCUPY A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTI-
FICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109 / IBC110 / IRC110. YELLOW -INSPECTOR
PINK OWNER GOLD . ASSFASOR
City of Edmonds 01
RIGHT-OF-WAY CONSTRUCTION
PERMIT
A. Address or Vicinity of Construction:_ 7 LD
_/ k1
B. Type of Work (be specific): iQ.t�' Lei
Permit No: 7- 4A�?4;9, e; c�, -7—�
C. Contractor: Iq - tiv Z/ Coiltact: (Ulm t 'Pff-woo, n- -I
Ll 1) 7q
Mailing Address: cy"O'ev, 0
StateLicense#I�H DRIK9 �L e")
L2,0:7- Liability Insurance: Bond:$
City Business License #:
D. Building Permit # (if applicable): Side Sewer Permit # (if applicable): _2
E. F� Commercial
M Multi -Family
INSPECTOR:
F� Subdivision
A�Single Family
F. PAVEMENT CUT: 9YES F-1 NO
CONCRETE CUT: 0 YES Ej NO
El City Project F-1 EUC (PUD, VERIZON PSE, COMCAST, OVWSD)
F] Other #
G. El Mail Approved Permit F Call for Pickup
G. SIZE OF CUT x
INDEMNITY. Applicant understands by hislher signature to this application' helshe holds the Cil� of Edmonds harmless from
injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of
Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense
costs and attorneyfees by reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BYCITYFORCES, AT WHICH TIMEA DEBIT OR CREDIT WILL BEPROCESSED FOR ISSUANCE TO THEAPPLICANT
* Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every
flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
required training in their possession.
4 Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City -
approved material prior to the end of the workday - NO EXCEPTIONS.
* Three sets of construction drawings of proposed work are required with the permit application.
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
I HA VE READ THE ABO VE STA TEMENTS AND UNDERSTAND THE PERMIT REQ VIREMENTS AND A CKNO WLE.DGE
THA T I MUST MAKE THE PINK COPY OF THE PERMIT A VAILABLE ON SITE A T ALL TIMES FOR INSPECTIONS
REQUIRED INSPECTIONS:
Call 425-771-0220, Ext. 1326for a 24-hour voice -recorded inspection request line.
FINAL APPROVAL OF PERMITTED WORK: J, 1414vlow 5 DATE: VZY107
Inspector's Signature
NO WORK StIAI,I. BEGIN PRIOR TO PERMIT ISSUANCE
C \Documents and SettingsTurtisNy Documents�Fonns\Engnrng\ROWpermit_,doc Revised 10101103