20030478.pdfDATE RECEIVED
CITY OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
OWNER NAME/NAME OF 13USINESS n —
MAILING ADDRESS
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Description FEE DeAription FEE
Plan Check State Surcharge
HEAT SOURCE GLAZING % LOT SLOPE % "AN - City Surcharge
013 A 4- (0 0-A., Building Permit
VESTED DATE
PLAN CHE _4-�
,C40: Plumbing cR22 —
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Mechanical
THIS PERMIT AUTHORIZES ONVITHE WORK NOTED. THIS PERMIT COVERS WORK TO
It E DOME ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
BOMAIN
Grading
A1110
2 D (CURBS, SIDEWALKS. DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
SEPARATE PERMISSION.
Engr. Review
5
PERMIT APPLICATION: 160 DAYS
IL PERMIT LIMM I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
Engr. Inspection
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
'APPLICANT. ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS
Fire Review
Plan Chk. Deposit
IRA
I NTEREST. AGREES TO INDEMNIFX DEFEND AND HOLD HARMLESS THE CITY OF
li�
ENDMONDS, WASHINGTON. ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
Fire Inspection
Receipt #
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE. ARISING DIRECTLY OR INDIRECTLY
-
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
DEEMED TO MOD117X WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
Landscapelnsp.
Total Amt. Due
NOR LIMIT IN ANY WAY THE CITVS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.'
Recording Fee
,J HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
/GIVEN IS CORRECT., AND THAT I AM THE OWNER. OR THE DULY AUTHORIZED AGENT OF
APPLICATION
- APPROVAL
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC.
TION; AND IN DOING THE WORK AUTHORIZED THEREBY. NO PERSON WILL BE EMPLOYED
CALL
This application Is not a permit until signed by the
Building Official or his/her Deputy: and Fees are paid. and
IN VIOLATION OF THE LABOR CODE OF T STATE OF WASHINGTON RELATING TO
FOR INSPECTION
receipt Is acknowledged In space provided.
WORKMENS COWR4SATION INSURANCE RCW 18.27.
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INSACTOR
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PINK -OWNER -ASSESSOR
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Address:
Tax AWN
Grading Plan Elrxations
PO Box 13858
Manhole Cover 386.36'
Mill Creek, WA 98082
Lot Area: 8072 SF
(Datum Poidt)
Telephone & Fax
Lot.povcrage: 1769 SF A I A'0/9
Driveway Curb: 387.21
425-745-2088
Lot Slope: < 6%
IMY&MOUS Surfaces Calcs
Garage Footing: 388.53'
Garage Floor: 390.2'
Contact Person:
PropDwd Builing: 2262 SF
Distance from curb: 331
Jack Martens
Covered Porch: 80 SF
Driveway Slope: 9.091%
Lot# 3
Patio& walk 534 SF
Drivewa)r 960 Sf
Crawl Space Ftg: 388.531
House Plan# 2226
Total lmysry. Surfaces 3936SF
ist Fir. Top Fndn. 391.2'
Street Address:
Height Calca
Finished I st Fir: 392.2'
j,��
A = 395.00'
Finished 2nd Flr: 399.95'
Edmonds, WA 98036
B = 395.00'
Top Plates: 408.53'
C =, 395.00'
Highest Ridge: <417.031
Plan Description:
D=39 5.00'
Mm Allowable Height: 420.00'
4 Bedrooms
Average Grade 395.00'
BackYardGrade: 391.53'
2 -1/2 baths
Original Grade 395.00'
Top of Back Rochery: 393.5'
3 car garage
Maximum Height. 420.0
West Property Line: 395.00'
Scale: 1" = 20'
NAY CONSTRUCTION PERMIT
INSPECTION REQUIRED
HEI
AP ROVED AS NOTED
EY ENGINEERING .400
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MAXIMUM DRIVEWAY SLOPE WAT[-:Q- Mv-'T�-R-
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DUNTEIR
05/31/2001 10: 47 4257789086
MICHLL UUNbl rRUM UA
Dennis M. Bruce, P.E.
Dhnical/Civil Engineer
M.S.C.E., M.B.A.
May 17, 2001
City Of Edmonds
c/o Michel Construction, Inc.
7907 21:2P St. S.W., #102
Edmonds, WA 98026
Subject: Geatechnical Clarification Top And Too-01f-SIOPO
9601 Edmonds Way, Edmonds, Washington
This engineering report clarifi the geotechnical issues regarding top -of -slope
and I toe-of-sloPe with regard to the Michel Construction, Inc. property at 9601 Edmonds
Way, Edmonds, Washington.
REFERENCES:
9 Location and topographic map by LSA dated January 17, 2001
0 Geotechnical evaluation and foundation recommendations by D. Bruce, P.E.
dated April 30, 2001
* Proposed plans by Michel Construction, Inc.
e Site photoarar)hs
GEQTECHNICAL SLOPE_ISSUES:
As previously discussed in the April 30, 2001 geotechnical report, the overall
property consists of a 10we zone, along with an upper zone.
A relatively steep "bluff_face�' distinguishes the lower zone from the upper zone.
This engineer has performed on site geotechnical investigations and analysis of
the site soil conditions. Based on geotechnical engineering criteria, the top -of -slope and
too -of -slope were staked and delineated. These delineations were plotted as indicated
on the LSA site/topographic map.
This engineer understands that discussions with City of Edmonds planner and
language interpretations of the City of Edmonds Code have resulted in differing or
confusing designations for top-of-SIOPe and to"f-slope.
The purpose of the Edmonds Code (20.1 5B.060-C) is to designate a usteep
slope hazard area" based on percentage of ground inclination. Careful reading of
Section C results in a clear definition of the Code defines as percentage of slope. The
SOILS a FOUNDAPONS 9 SITE DEVELOPMENT a INSPECTION s DRAINAGE , DESIGN 6 PERMI'T , LEGAL
p.0, Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 646-8442
P�
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05/31/2001 10:47 4257789086 MICHLL UUNDI
-City of Edmonds
c/o Michel Construction, Inc.
May 17, 2001
Page 2
language within Section C does not specify precisely where the top -Of-s101De and toe -of -
slope are located.
-of- lope in that geotechnical
No code language could establish a toe or top s
c riteria impact this designation. Each specific site contains its own inherent
geotechnical conditions.
Attempts at survey plotting, or map interpretation, or language/ sema ntic
interpretation are no match for site specific geotechn ical analysis
As previously stated, the apparent ubluff-face* area is the geotechnical issue of
relevance.
10 i
As previously discussed. this "bluff -face" is not the result of any inherent goo g c
the of historic gravel exce vation
or geotechnical instability. Rather, it is simply result
activities along Edmonds Way.
Thus, this engineer stands behind and re -declares the top -of -slope and toe -of-
slope to be those lines plotte d on the LSA site map.
RESOLUTION:
This engineer strongly recommen ds an on site meet ing with owner, City of
and this engineer to clarify the prec ise locations of
Edmonds planners and engineers,
top -of -slope and toe -of-slope. Such an on site meeting would deal with the reality of the
site, versus map interpretations or code language CO nfusion.
SUMMARY:
Top -of -slope and toe -of -slope are geotechnical issues.
The top and toe -of -slope have been geotechnically staked and delineated on the
LSA site map.
On site meeting to resolve any remaining confusion.
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Dennis M. Bruce, P.E.
M.S.C.E., M.B.A. Geotechnical /Civil Engineer
April 30,2001
RECEIVED
MAY 0 1 2001
Mr. Rob Michel DEVELOPMENT SERVICES
Michel Construction, Inc.
7907 21 :2�h St. S.W., #102
Edmonds, WA 98026 -
Subject: Geotechnical Evaluation Foundation Recommendations
Proposed Ten Single Family Residences
9601 Edmonds. Way, Edmonds, Washington
This engineering report presents the results of a geotechnical evaluation of the
eight building lots at 9601 Edmonds Way, Edmonds, Washington. This evaluation was
required due to owner/developer concerns as well as City of Edmonds requirements.
REFERENCES:
• Location and topographic map by Lovell?.-Sauerland & Associates dated January
17,2001
• Site plans
• Site photographs
BACKGROUND:
The overall property consists of approximately 3.46 acres and has never been
developed.
The property consists of a lower zone (proposed Lot Nos. 9 & 10) along
Edmonds Way, and an upper zon6 consisting of the proposed eight (8) lot single family
residence development with cul-de-sac access.
A relatively steep "bluff -face" distinguishes the lower zone from the upper zone.
It is understood that histo ' ric gravel excavation and mining occurred north of Edmonds
Way creating the over -steepened apparent "bluff -face" (see survey topographic map for
specific bluff face delineation).
Visual evaluation of the property revealed no evidence of any geotechnical
distress: no slides, no settlements, no shifting, no soil creep, nor any erosional
degradation were observed.
The property immediately to the west consists of a gasoline service station and
car wash. The service station has utilized a rockery along the base of the ubluff-face" to
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN A PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
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Mr. Rob Michel
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Michel Construction, Inc.
April 30, 2001
Page 2
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provide erosion stability. No evidence of any geotechnical distress was observed along
the neighboring rockery.
It is understood that Michel Construction proposes to install a roadway access
(from the upper zone) extending 96th Ave. W and developing eight single family
residence lots (see site plan).
Additionally, the lower zone is to be developed into two lots (Lots No. 9 and 10)
for station expansion and/or church parking lot expansion (to be determined).
service
EVALUATION:
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In order to augment the existing site geotechnical information, soil test holes
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were hand dug by this engineer on April 2, 2001 for the proposed upper eight (8) lots. A
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total of eight (8) test holes were dug. All hand dug test holes revealed similar subgrade
conditions, namely:
0" to 6" Organics, roots, and organic silt
6" to approx. 14" Light brown/reddish-brown sandy loam.
Grading to sandy silt
14" to approx. 38" Increasingly dense sandy silt/weathered
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(bottom of test hole) glacial till (hard pan).
No water was encountered in any of the eight test holes. All test hole walls
remained vertical and stable. No sloughing or caving occurred.
No test holes were dug in the lower zone (Lots 9 and 10). This lower zone has
functioned as a parking area on extremely dense, compacted gravels.
CONCLUSIONS I RECOMMENDATIO
Based on the findings of this investigation, and experience with similar sites in
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the area, the property at 9601 Edmonds Way is geotechnically approved for the
proposed Michel Construction eight (8) unit single family residences with road access
(upper zone), subject to the following:
Standard reinforced continuous and spread footings. Allowable bearing
pressure: 2,000 p.s.f.
Setback distances (Lots 6, 7, and 8): A nominal setback distance of twenty (20)
feet from top -of -slope may be used for preliminary house siting purposes.
'Mr. Rob Michel
Michel Construction, Inc.
April 30, 2001
Page 3
Specific geotechnical recommendations may reduce this nominal setback
distance once final house plans are provided this engineer.
• Equivalent fluid pressure of 35 p.c.f. is recommended for any retaining wall
design provided drainage zone is inspected and verified by this engineer.
• For retaining wall design, use friction factor of 0.55 and passive pressure of 350
P.O.
• Geotechnical inspection by this engineer prior to any foundation concrete
placement.
The proposed structure can be supported on conventional continuous and
spread footings bearing on undisturbed native soils or on structural fill placed above
native soils. See the later sub -section entitled General Earthwork and Structural Fill for
structural fill placement and compaction recommendations. Continuous and individual
spread footings should have mininiurn widths of eighteen (18) and twenty-four (24)
inches, respectively, and should be bottomed at least eighteen (18) inches below the
lower adjacent finish ground surface.
Depending on the final site grades, some overexcavation may be required below
footings to expose competent native soils. Unless lean concrete is used to fill the over
excavated hole, the width of the overexcavation at the bottom must be at least as wide
as the sum of two times the depth of the overexcavation and the footing width. For
G. L. C. Construction example, an overexcavation extending two feet below the bottom of
a three-foot wide footing must be at least seven feet wide at the base of the excavation.
Footings constructed according to the above recommendations may be designed
for an allowable soil bearing pressure of three thousand (3,000) pounds per square foot
(p.s.f.). A one-third increase in this design bearing pressure may be used when
considering short-term wind or seismic loads. For the above design criteria, it is
anticipated that total post -construction settlement of footings founded on competent,
native soils (or on structural fill up to five (5) feet in thickness) will be about one-half
inch, with differential settlements on the order of one -quarter inch.
Lateral loads due to wind or seismic forces may be resisted by friction between
the foundations and the bearing soils, or by passive earth pressure acting on the
vertical, embedded portions of the foundations. For the latter condition, the foundations
must either be poured directly against undisturbed soil or the backfill placed around the
outside of the foundation must be level structural fill. We recommend the following
design values be used for the foundation's resistance to lateral loading:
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-Mr. Rob Michel
Michel Construction, Inc.
April 30, 2001
Page 4
Parameter Desion Value
Coefficient of Friction 0.55
Passive Earth Pressure 350 p.c.f.
Where:
p-c-f. is pounds per cubic Foot.
(2) Passive earth pressure is computed using the equivalent fluid density.
We recommend that a safety factor of at least 1.5 be used for design of the
foundation's resistance to lateral loading.
SLABS -ON -GRADE:
S -on-grade floors may be supported on undisturbed, competent nativle soils or
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on structural fill. The slabs may be supported on the existing soils provided these soils
can be recompacted prior to placement of the free -draining sand or gravel underneath
the slab. This sand and gravel layer should be a minimum of four (4) in ches thick. We
also recommend using a vapor barrier such as 6 -mil. plastic membrane beneath the
slab with minimum overlaps of 12 inches,for sealing purposes.
PERMANENT FOUNDATION AND RETAINING WALLS:
illed on one side only should be designed to resist lateral
Retaining walls backfi
earth pressures imposed by the soils retained by these structures. The following
recommended design parameters are for walls less than twelve (12) feet in heightwhich
restrain level backfill:
Param Design Value
Active Earth Pressure* 35 p.c.f.
Passive Earth Pressure 350 p.c.f.
Coefficient of Friction 0.55
Soil Unit Weight 125 p.c.f.
Where:
p.c.f. is pounds per cubic foot
(2) Active and passive earth pressures are computed using equivalent fluid
densities.
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Mr. Rob Michel
Michel Construction, Inc.
April 30, 2001
Page 5
For restrained walls which cannot defect at least 0.002 times the wall
height, a uniform lateral pressure of one hundred (100 p.s.f. should be
added to the active equivalent fluid pressure).
The values given above are to be used for design of permanent foundation and
retaining walls only. An appropriate safety factor should be applied when designing the
walls. We recommend using a safety factor of at least 1.5 for overturning and sliding.
The above design values do not include the effects of any hydrostatic pressures
behind the walls and assume that no surcharge slopes or loads will be placed above the
walls. If these conditions exist, then those pressures should be added to the above
lateral pressures. Also, if sloping backfill is desired behind the walls, then we will need
to be given the wall dimensions and slope of the backfill in order to provide the
appropriate design earth pressures.
Heavy construction equipment should not be operated behind retaining and
foundation walls within a distance equal to the height of the wall, unless the walls are
designed for the additional lateral pressures resulting from the equipment. Placement
and compaction of retaining wall backfill should be accomplished with hand -operated
equipment.
Retaining Wall Backfill
Backfill placed within eighteen (18) inches of any retaining or foundation walls
should be free -draining structural fill containing no organics. This backfill should contain
no more than five (5) percent silt or clay particles and have no particles greater than ,
four (4) inches in diameter. The percentage of particles passing the No. 4 sieve should
be between twenty-five (25) and seventy (70) percent. Due to their high silt content, if
the native soils are used as backfill, a drainage composite, such as Mirafi and
Enkadrain, should be placed against the retaining walls. The drainage composites
should be hydraulically connected to the foundation drain system. The purpose of these
backfill requirements is to assure that the design criteria for the retaining wall as not
exceeded because of a build-up of hydrostatic pressure behind the wall. The
subsection entitled General Earthwork and Structural Fill contains recommendations
regarding placement and compaction of structural fill behind retaining and foundation
walls.
EXCAVATION AND SLOPES:
In no case should excavation slopes be greater than the limits specified in local,
state and national government safety regulations. Temporary cuts up to a height of *
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Mr. Rob Michei
Michel Construction, Inc.
April 30, 2001
Page 6
four (4) feet deep in unsaturated soils may be vertical. For temporary cuts having a
height greater than four (4) feet, the cut should have an inclination no steeper than 1:1
(Horizontal:Vertical) from the top of the slope to the bottom of the excavation. Under
specific recommendations by the geotechnical engineer, excavation cuts may be
modified for site conditions. All permanent cuts into native soils should be inclined no
steeper than 2:1 (H:V). fill slopes should not exceed 1;1 (H:V). It is important to note
that sands do cave suddenly, and without warning. The contractors should be made
aware of this potential hazard.
Water should not be allowed to flow uncontrolled over the top of any temporary
or permanent slope. All permanently exposed slopes should be seeded with an
appropriate species of vegetation to reduce erosion and improve stability of the surficial
layer of soil.
The apparent "bluff -face" reveals extremely dense, glacially compacted,
"hardpan" soils. The slope cut is geotechnically stable, and requires no additional
retaining or stabilization measures. Some select grading/trimming is recommended to
remove occasional zones of overburdened soils. This engineer envisions slight
grading/trimming to achieve a more uniform slope face.
If desired, a toe -of -slope stabilization wall may be utilized to prevent ongoing
erosional sloughing. Ecology block, rockery, or key stone block may be utilized along
the base of slope. Specific designs by this engineer recommended.
DRAINAGE CONSIDERATIONS:
Footing drains are recommended at the base of all footings and retaining walls.
These drains should be surrounded by at least six (6) inches of one -inch -minus washed
rock wrapped in non -woven geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar
material). At the highest point, the perforated pipe invert should be at least as low as
the bottom of the footing and it should be sloped for drainage. All roof and surface
water drains must be kept separate from the foundation drain system.
No groundwater was observed in any of the test pits during the field work.
Seepage into the planned excavation is possible, and likely if excavation occurs during
winter months, and if encountered should be drained away from the site by use of
drainage ditches, perforated pipe, French drains, or by pumping from sumps
interconnected by shallow connector trenches at the bottom of the excavation.
The excavation of the site should be graded so that surface water is directed off
the site and away from the tops of slopes. Water should not be a lowed to stand in any
area where foundations, slabs, or pavements are to be constructed. Any exposed
Mr. Rob Michel
Michel Construction, Inc.
April 30, 2001
Page 7
slopes to be covered with plastic to minimize erosion. Final site grading in areas
adjacent to buildings should be sloped at least two (2) percent away from the building,
except where the area adjacent to the building is paved.
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GENERAL EARTHWORK AND STRUCTURAL FILL:
The proposed building and pavement areas should be stripped and cleared of all
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surface vegetation, all organic matter, and other deleterious material. The stripped or
removed materials should not be mixed with any materials to be used as structural fill.
Structural fill is defined as any fill placed under the building, behind permanent
retaining or foundation walls, or in other areas where the underlying soils needs to
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support loads. This engineer should observe site conditions during and afterexcavation
prior to placement of any structural fill.
All structural fill should be placed in horizontal lifts with a moisture content at or
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mum moisture content is that moisture
near the optimum moisture content. The opti'
content which results in the greatest compacted dry density. The moisture content of fill
soils is very important and must be closely controlled during the filling and compaction
process.
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The allowable thickness of the fill lift will depend on the material type, compa on
equipment, and the number of passes made to com pact the lift. In no case should the
lifts exceed twelve (12) inches in loose thickness. The following table presents
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recommended relative compaction for structural fill:
Location of Fill Placement Minimum Relative
Compaction
Beneath footings, slabs or walkways 95%
Behind retaining walls 90%
Beneath pavements 95% for upper 12 inches of
Subgrade, 90% below that level
Where: Minimum relative compaction is the ratio, expressed in percentages, Of
the compacted dry density to the maximum dry density, as determined in
accordance with ASTM Test Designation D-1 557-78 (Modified Proctor).
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Mr. Rob Michel
Michel Construction, Inc.
April 30, 2001
Page 8
Use of On -Site Soils
11
If grading activities take place during wet weather, or when the silty, on -site soils
are wet, site preparation costs may be higher because of delays due to rains and the
potential need to import granular fill. The on -site soils are generally silty and thus are
moisture sensitive. Grading operations will be difficult when the moisture content of
these soils exceeds the optimum moisture content.
Moisture sensitive soils will also be susceptible to excessive softening and
upumping" from construction equipment traffic when the moisture content is greater than
the optimum moisture content.
Ideally, structural fill which is to be placed in wet weather should consist of a
granular soil having no more than five (5) percent silt or clay particles. The percentage
of particles passing the No. 200 sieve should be measured from that portion of the soil
passing the three -quarter -inch sieve. :
The use of "some" on -site soils for fill material may be acceptable if the upper
organic materials is segregated and moisture contents are monitored by engineering
inspection.
DRAINAGE CONTROLS:
No drainage problems were evident with the approximately three and one-half (3
acre site at 9601 Edmonds Way. Surface runoff flows generally southerly following
the native topography. Compliance with standard storm water detention methods in
accordance with City of Edmonds requirements.are geotechnically acceptable.
EDMONDS COMMUNITY DEVELOPMENT CODE 20.16B.110:
This engineer has reviewed Edmonds Community Development Code (ECDC)
regarding exemption criteria.
This engineer believes that the property at 9601 Edmonds Way qualifies for such
exemption.
The proposed Michel Construction development will not decrease stability on
any adjacent property and the site following the permitted activity. The site itself
and adjacent property will be stable within the meaning of chapter 19.05 ECDC,
as demonstrated by engineering analysis meeting requirements of the state
building code as adopted by this Code. Key geotechnical inspection by this
engineer to verify.
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Mr. Rob Michel
Michel Construction, Inc.
April 30, 2001
Page 9
The steep slope portions of this property are mapped as the following deposits
on the "Geologic Map of the East and Part of the Edmond's West Quadrangels"
by James P. Minard (Department of the Interior U.S.G.S. 1983, Map MF-1541):
till.
No excavations will occur on the steep slopes.
No retaining structures are necessary nor envisioned on the steep slopes. As
discussed, an erosion stabilization rockery may be utilized at the base -of -slope.
This erosion stabilization structure is not necessary nor is considered a retaining
structure.
None of the following conditions are present on or adjacent to the portion of the
property classified as a steep slope: impermeable soils inter -bedded with
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granular soils, springs or ground water seepage, significant visible evidenc of
ground water seepage, previous landslide or instability, or existing landslide
deposits.
The thickness of organics, debris, weathered soils, colluvial soils or soils
exhibiting loose conditions (as measured by the standard penetration test (ASTIVI
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D1 586) method of sampling) on or adjacent to the portion of the subje
properties classified as a steep slope do not exceed three (3) feet
Thus, the property qualifies for exemption.
CONCRETE:
All foundation concrete (footings, stem walls, slabs, any retaining walls, etc.)
shall have a minimum cement content of 5-1/2 sacks per cubic yard of concrete mix.
INSPECTION:
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The recommendations of this report are only valid when key geotechni
aspects are inspected by this en-gineer during construction:
0 Soil cuts
9 Foundation -subgrade verification
* Retaining wall, or rockery placement
e Any fill placement
e Subsurface drainage installation
10301 0 f; L41
Mr. Rob Michel
Michel Construction, Inc.
April 30, 2001
Page 10
SUMMA :
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The proposed Michel Construction, Inc. ten lot development of eight single family
residences at 9601 Edmonds Way is geatechnically viable when constructed in
accordance with the recommendations herein, compliance with City of Edmonds
approved plans and requirements, and key geotachnical inspection during construction.
GEOTECHNICAL REVIEW OF MANS:
As discussed, the proposed eight lot development is geotechnically viable. It is
essential, however, that this engineer review final plans for the upper eight houses, as
well as any development on the lower portion of the property prior to permit issuance.
This final geotechnical review will allow for verification of -geotechnical criteria to be
made. Recommendations or plan modifications to improve geotechnical compliance
may also occur upon final review.
CL03JURE:
The findings and recommendations of this report were prepared in accordance
with generally accepted professional engineering principles and practice. . No other
warranty, either express or implied, is made. The conclusions are based on the results
of the field exploration and interpolation of subsurface conditions between explored
locations. If conditions are encountered durin g construction that appear to be different
than those described in this report, this engineer should be notified to observe the
situation and review and verify or modify the recommendations.
If there are any questions, do not hesitate to call.
Dennis M. Bruce, P.E.
Geotechnical / Civil Engineer
DMB:abj
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CITY OF EDMONDS
1215TH AVENUE NORTH -EDMONDS, WA98020 e (425) 771-M *FAX (425) 771-Mi
Website: wwacl.edmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning e Building *,Engineering
November 14,2003
Martens. Const.
Attn: Jack Martens
PO Box 13858
Millcreek, WA 98087
Building Permit: 2003-0478
Site Address: 2280796th PL W
Expiration Date: 7/4/04
Dear Jack Martens:
GARY HAAKENSON
MAYOR
The purpose of this letter is to inform you that the last remaining inspection on your
project is a final inspection(s). The final inspection(s) determines that there are no
outstanding life -safety issues and approval allows the City to close your permit file.
The City considers the final inspection to be one of the most important inspections
conducted on a project. In order to grant final approval the following must be complete:
smoke detectors, house numbers, guardrails, handrails, self -close doors between garage
and residence, egress'from sleeping rooms, safety glazing, weather-stripping, any
Engineering department requirements etc. Of course not all of these things may
specifically apply to your project but it does give you an idea about the kinds of things
that must be complete as well as some items that do not need to be installed such as:
paint, carpet, moldings, wallpaper, etc. Please be advised permits expire one year from
the date of issuance. If you will need more time to complete the work, permits can be
renewed prior to expiration for one half fees. -If the permit expires without a final
approval granted by the Building Inspector, fall fees are required in order to renew the
it. This can be very costly to you and we strongly encourage you to check your
permi
permit expiration date and call for the required final inspection(s). Note: If more than
one department is required to final your project, this is noted on your Job Card.
Please feel free to contact me at 425-771-0220 if you have any questions.
Sincerely,
Permit Coordinator
Incorporated August 11, 1890
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MEMO TO: PERMIT COORDINATOR, BUILDING DIVISION
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Building Permit
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THIS PFERIII RIZES ONI YAME WORK NOTED. THIS PERMIT COVERS WORK TO
BE DONE ON PRIVATE PROPERTY ONLY. AMY CONSTRUCTION ON THE PUBLIC
Grading
DOMAIN (CURBS. SIDEWALKS, DRIVEWAYS. MARQUEES, ETC.) WILL REQUIRE
SEPARATE PERMISSION.
Engir. Review
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PERMIT APPUCATION: ISO DAYS
PERMIT UMM I YEAR - PROVIDED WORK IS STARTED WITHIN I 80.DAYS
Engr. Inspection
SEE 13ACK OF PINK PERMIT FOR MORE INFORMATION
'APPLI'CANT, Ot4 ;;TF OF HiS OR'HER. SPOUSE, HEIRS AS . SIGNS AND SUCCESORS
Fire Review
Plan Chk. Deposit
IN INTEREST, AGREES TO INDEMNIF*, DEFEND AND HOLD, HARML98S THE CITY OF
EDMONDS, WASHINGTON. ITS OFFICIALS, EMPLOYEES. AND AGENTS FROM ANY AND
Fire Inspection
Receipt #
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
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Total Amt. Due
DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
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Recording Fee
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I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
APPLICATION APPROVAL
GIVEN IS CORRE"' AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC-
CALL
ihis application 13 not a permit until signed by the
TION. AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOIED
Building Official at his/her Deputy: and Fees are paid, and
IN*VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
FOR INSPECTION
receipt is acknowledged IF) space provided.
WORKMENS CoMffj,4SATION INSURANCE AND RCW 18.27.
OFFICI,�L/91SIGN DATE
11 RE DATE SIGNED
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CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK - OWNER GOLD - ASSESSOR
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