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Lu PERMIT APPLICATION: loo DAYS
IL PERMIT LIMIT. I YEAR - PROVIDED WORK IS STARTED WITHIN 100 DAYS
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
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2 EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
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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
01 NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION."
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TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
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APPLICATION APPROVAL
This application is not a permit until signed by the
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05/22/1999 14:28 425493838e
CUSTOM DESIGN & ENG
CUSTOM DESIGN & ENGINEERING, INC.
1100660 TH Ave West
Mukilteo WA 98275
(425) 343-7517 — fax (425) 493-8388
FAX COVER SHEET (this page + pages)
Date: 111,510-+
To: C117YOF
From: Atex
Reference: 145- ETV EFET 1Z CTA% I �J I
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PAGE 01
Structural Analysis
Structural Design
Design Services
FZEECEIV�
JAN 13 -4. 'j
PERMIT COUNTER
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05/22/1999 14: 28 4254938388 CUSTOM DESIGN
ENG PAGE 02
Date: 1/13/2004
Reference Permit Number: #03-492
Contact Person: Rob Michel
Dwight McGrew
RE: Cantilever retaining wall detail application
I hereby authorize Rob Michel or Dwight McGrew to add a section indicator to sheet S -5 (or any other
sheet they deem necessary) to reference the retaining wall section shown on detail 2, S-6A.
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No 36923
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JAN 13 2004
PERMIT COUNTER
Analysis Document:
cugtorn Design Date: Contract Number:
Page;
And EngIneerIng, Inc
1/13/2004
(425) 343-7517
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Dennis M. Bruce, P.E.
M.S.C.E., M.B.A. Geotechnical /Civil Engineer
December 1, 2003
Mr. Rob Michel
Michel Construction, Inc.
7907 - 212th Street S.W. #102
Edmonds, Washington 98026
Subject: Geotechnical Evaluation "Soiis Report"
Proposed Single Family Residence
745 Bell Street, Edmonds, Washington
RECEIVED
DEC 12 2003
PERMIT COUNTER
This engineering report presents the results of a geotechnical evaluation of a
new single family residence lot , located at 745 Bell Street, Edmonds, Washington,
with respect to the' proposed single family residence project. This evaluation was
required due to owner / developer concerns, as well as City of Edmonds requirements.
BACKGROUND:
This engineer conducted a preliminary geotechnical evaluation of the property
on December 1, 2003. The property is rectangular in shape, and consists of
approximately 6,590 square feet. This engineer understands that the property consists
of approximately 59.96 frontage feet along the south side- of Bell Street. The adjoining
properties, as well as the neighborhood, consist of single family residences on similar
size lots.
The subject property contains mature trees, shrubs and grassy areas. The
property is moderately sloped (less than 14%), and drains following the natural
northwesterly slope across the property.
EVALUATION:
Visual assessment of the property at 745 Bell Street revealed no evidence of
any geotechnical distress. No slides, no settlements, no creep, nor any significant
erosional degradation were observed. This engineer has considerable experience in
the immediate vicinity and understands the foundation subgrade conditions.
Experience has proven that the subgrade soils are fully capable of properly supporting
the proposed single family residence project.
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN& PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
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Michel Construction, Inc. 745 Bell Street
Page two
In order to augment the existing site geotechnical information, soil test pits were
dug on December 1 , 2003. A total of two (2) soil test pits were dug. Both soil test pits
revealed similar subgrade conditions, namely:
0" to 8" Lawn, roots, and organic silt
8" to approx. 9' Relatively clean sands, with occasional gravels, dense to
very dense
No ground water was observed in any of the test pits. All test pit walls
remained vertical and stable. No sloughing or caving occurred.
CONCLUSIONS RECOMMENDATIONS -
Based on the findings of this investigation, and experience with similal sites in
the area, the property at 745 Bell Street is geotechnically approved for the
proposed Michel Construction single family residence project, subject to the following:
Standard reinforced continuous and spread footings. Allowable bearing
pressure: 2,000 p.s.f.
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.c.f.
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 ' minimum 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 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.
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Michel Construction, Inc. / 745 Bell Street
Page three
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,
-half
native soils (or on structural fill up to five (5) feet in thickness) will be about one
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 foundations resistance to
lateral loading:
Design alue
Parameter
Coefficient of Friction 0.55
Passive Earth Pressure 350 p.c.f.
Where:
(1) p.c.f. is pounds per cubic foot.
(2) Passive earth pressure is computed using the equivalent fluid density.
A safety factor of at *least 1.5 is recommended for design of the foundation's
resistance to lateral loading.
SLABS-014- 3RADE:
Slab -on -grade floors may be supported on undisturbed, competent native soils
or 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)
inches 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.
PERIVIA ENT ) RETAINING WALLS:
Retaining walls backfilled on one side only should be designed to resist lateral
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Michel Construction, Inc. / 745 Bell Street
Page four
earth pressures imposed by the soils retained by these structures. The following
recommended design parameters are for walls less than twelve (12) feet in height
which restrain level backfill:
Paramete
Active Earth Pressure*
Passive Earth Pressure
Coefficient of Friction
Soil Unit Weight
Where:
Design Value
35 p.c.f.
350 p.c.f.
0.55
125 p.c.f.
(1) p.c.f. is pounds per cubic foot
(2) Active and passive earth pressures are computed using equivalent fluid
densities.
For restrained walls which cannot deflect 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
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Michel Construction, Inc. / 745 Bell Street
Page five
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 at, height of
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.
DERATIONS:
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.
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Michel Construction, Inc. / 745 Bell Street
Page six
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 tenches at the bottom of the excavation.
The excavation and site should be graded so that surface water is directed off
the site and away from the tops of slopes. Water should not be allowed to stand in any
area where foundations, slabs, or pavements are to be constructed. Any exposed
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.
The proposed building and pavement areas should be stripped and cleared of
all 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.
_NOTE: specific clearing limits to be established at pre -construction meeting with City
of Edmonds building officials and inspectors.
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
support loads. This engineer should observe site conditions during and after
excavation prior to placement of any structural fill.
All structural fill should be placed in horizontal lifts with a moisture content at or
near the optimum moisture content. The optimum moisture content is that moisture
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.
The allowable thickness of the fill lift will depend on the material type,
compaction equipment, and the number of passes made to compact the lift. In no case
should the lifts exceed twelve (12) inches in loose thickness. The following table
presents recommended relative compaction for structural fill:
Locatioi of Fill Placement
Beneath footings, slabs or walkways
Minimum Relative
Corngaction
95%
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Michel Construction, Inc. / 745 Bell Street
Page seven
Location of Fill Placement Minimum Relative
Compaction
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-1557-78 (Modified Proctor).
Use of On -Site Soils
If grading activities take place during wet weather, or when 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 sandy and thus are not
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
c1purnping" 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 problem * s were evident at 745 Bell Street. Surface runoff flows
generally northwesterly. This engineer recommends compliance with the City of
Edmonds standard storm water drainage controls within the existing city of Edmonds
storm water system.
Michel Construction, Inc. / 745 Bell Street
Page eight
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:
The recommendations of this report are only valid when key geotechnical
aspects are inspected by this engineer during construction:
• Foundation subgrade verification
• Retaining wall, or rockery placement
• Any fill placement
SUMMARY:
The proposed Michel Construction single family residence project at 745 Bell
Street, is geotechnically viable when constructed in accordance with the
recommendations herein, compliance with City of Edmonds approved plans and
requirements.
CLOSURE:
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 during 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.
MIZU.-
NOW
Dennis M. Bruce, P.E.
Geotechnical / Civil Engineer
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"Soils Report"
Proposed Single Family Residence
745 BELL Street, Edmonds, Washington
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CHARACTERISTICS:
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property is redalIgUlar, alld C011SiStS OfapprOXiIiiately 6,590 sqUare feet. The property
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consists of approximately 59.96 frontage feet along the north side of Bell Street. The
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adjoining properties, as vvell as the neighborhood, consist of single family residences,on
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sin-iiiar size. lots.
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The SUbject property contains 111atUre trees, Shl-Libs and lowland grassy areas
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The propert is moderately sloped (less than 1.4%,), and drains northwesterly to the
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existing soil.
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TEST PITS:
ViSLRII assessment of the property at 745 Bell Street appeared stable. No slides,
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settlenients, creep, 1101* any si-nificant erosional degradation Nvere observed. Thl-OLIgh
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experience in the immediate vicinity I Understand the foundation SUb grade conditions.
Experience has proven that the SUb grade soils are hilly capable of property SUpporting
65
the proposed single family residence project.
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In order to aUgment the existing site creotechnical information, soil test pits kvere
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hand dL111' on October 30, 2003. A total of t,,\,o (2) soil test pits vvere du,-. Both soil test
0 a r SUb grade con ditions, namely:
pits revealed siniii,
0" to 8" Grasses, roots, and organic silt
8" to approx. 4' Relatively clean sands, vvith occasional gravels, dense to
very dense
No gl-OLInd \vater was observed in any of the. test pits. All test pit vvalls
remained vertical and stable. No SIOLIghilIg 01- CaVillg OCCUrred.
7907 - 212TH SW, #102 EDMONDS, WA 98026 (425) 776-2211 FAX (425) 778-9086 #MICHEC1061DS
SOIL PARAMETERS
Based oil preViOLIS CoriSti-LIC tioll oil sirijilar sites in tile area, t lie propertyat 745
Bell Street is stable as pro osed Under the following conditions:
p
and sp -ing
Stand ard 'einforced CoritirILIOLIS, read footings. Allo�vable bew
p ress Lire: 2,000 p.s.f.
f 35. c.f. is recommended foi- ail), retaini,ng vvall
EqUiValellt flUid pressUre o P.
design.
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For retaining wall desigil, Use friCti011 factor 0 fO.55, d.passi ve pressUre of
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350 p.c.f..
=5
rted oil co wei tional 0116111.101-Is and
The proposed Sti-LICtUre can be SUPPO I c
laced
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ative Soils OrO1TStrL Ct Ll ra I fill above
spread footings bearing Oil Undistui -bed n, p
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soils. See tile latei SUb-sectioll for StRiCtUral fill placement and compactio.n
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native
ColltillLIOLls a rid indkfidt.lal spread footill,S ShOUld have mininium
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recornmendations.
widths of 1 2ighteen (18) and twenty-fOL11- (24) inches, respectively, and ShOUld be
in beloxv tile lovver adjacent finish grOUnd SUrface.
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bottorned at least eighteen (18) c'hes
str e above recommendations may be designed
Footings Coll Ucted according to th
(3,000) per sqUare foot
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\Vable soil bearing preSSUre of three thOLISaIld POL111dS
for ail allo be Used when
(p.s.f.). A one-third increase in this desi-ri bearing pressure ina
it is
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the above design crit(�.ria,
considering short-term w ind or seismic loads. Foi I
foo tj JgS fOUnded oil corripetent,
tilat total pOSt-COjlStrL1Cti Oil settlement of I
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anticipate -half
(01 oil StrUCtUral fill Lip to five (5) feet in t hickness) vvill be abOUt 011e
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native soils
inch, with differential settlements oil the.order of one -qUarter inch.
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Lateral loads dUe to kvind or seismic forces rnay be resisted by friction between
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1-til preSSUre acting oil the
the fOUndations and the bearin- soilst oi- by passive ea .
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Foi- the latter condition, the
tile fOUnda tions.
vertical, ernbedded portions of back fill
be directly against undiStUrbed soil oi- the
fOL1ndatiojjS 111LIsL either POUred
the fOUndaLion 1111-1st be level StRiCtUral fill..The followiring
placed aro Und tile OLItside of
be foi' tile fOUndation's resistance to late' -at loading:
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-IlLies ShOUld L sed
design V,
Pai -ameter Design VALIQ
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Coefficient of Friction 0.55
m
Passive Earth PreSSUI-C 350 p.c.t.
p.C.f. is POLHICIS per CUbic foot.
(2) PassiVe earth preSSUre is compLited LiSillg tile eqUiValCllt flUid density.
A safety factor of at least 1 .5 is recommended for design of tile fOLIndation'
resistance to lateral loadin(T.
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FOUNDATIONS AND RETAINING WALLS:
Retaining walls back filled oil one side Oilly ShOUld be designed to resist lateral
eal-th pl'eSSLII'L'S imposed by the soils retained by these StRiCtUres. The follovving
recommended design parameters are for \vails less than twelve ('12) feet ill height %vi-lich
-estrain level back fill:
Parameter Design VllUe
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-JresSUrc
Active Eai 35 p.c.f.
Passive Earth PresSUre 350 p.c.f.
m
Coefficient of Friction 0.55
Soil Unit Weight 1.25 p.c.f.
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restr ined \vails \vhich cannot deflectat least 0.002 times the wall
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height, a UllifOl'I'll lateral preSSUI-e of one Ill-Indred ('100 P.S.f. ShOUld be
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added to the active e�-Liivalent fiLlid pl'eSSLlre).
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The valUes given above ai -e to be Used foi- desigli of permanent fOUndation and
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retaining walls only. A safety factor of at least'L5 ShOUld be Used foi- ovel-tL11-11ing and
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sliding.
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The above design ValUes do 110t i1lCILlde the effects of all), Ilydl'OStatiC pl'eSSLlres
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behind the \,\,ails and aSSUIlle that 110 SUI-ClIaMe slopes oi- loads vvill be placed above tile'
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\,\,ails. If these conditions exist, then those presSUres ShOUld be added to the above
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lateral pl-eSSUI-eS.
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Fleavy COI)Stl'Llction eqUipment ShOUld not be operated behind retaininO, and
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fOl-111dation walls vvithin a distallce eqUal to the heicht of the \vall. Placement and
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compaction of retaining vvall back fill ShOUld be accomplished vvith hand -operated
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eqUipment.
Back fill placed within eighteen (18) inches of all retaining or fOUndation \valls
ShOUld be free -draining StRiCtUl-al fill containing no organics. This back fill ShOUld
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contain no more than five (5) percent silt or clay particles and have no particles greater
thall fOL11- (4) inches ill diameter. The percentage of particles passing the No. 4 sieve
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SIlOLlId be betvveen twenty-five (25) and seventy (70) percent. DUe to their high silt
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contenL, if the native soils al-e Used as back fill, a draina,,e composite, SUch as Mirafi and
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Enkadrain, ShOUld be placed against the retaining walls. The drainage composites
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ShOUld be hydl-aUlically connected to the fOUndation drain system.
SITE EXCAVATION:
Ill no case SI1OLlId excavation slopes be greater than the limit s specified ill local,
state and national government safety I'e"LlIations. Temporary CLItS Lip to a height of
fOL11- (4) feet deep ill LHISMUrated soils may be vertical. For temporary CLItS having a
hei,flit greater than fOL11- (4) feet, tile CLIt ShOUld have ill inclination no steeper than 'I:'I
(FlorizontaWertical) from tile top of the slope to the bottom of tile excavation.
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STRUCTURAL FILL:
NOTE:Under 110 Cil-CLIMStances shall removed Organic debris be mixed in vvith
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strLiCtUral fill materials. Specific cleai -ing limits to be establishedat Pre-C011StrLlCti011
meeting Nvith City of Edmonds bUilding officials and inspectors.
StRiCtUl-al fill is defined as any fill Placed Under the bUilding, bellind permanent
-e tile Underlying soils needs to
retaining or fol-Indation.vvalls, or in other areas xvilel. t
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S pport loads. This engineer ShOLdd observe site conditions dUrilIg and after excavation
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prior to placement of ally StrUCtOral fill.
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All StRICtUral fill ShOUld be placed in horizontal lifts with a I IlOiStUre content at or
near the Optill'11.1111 moisture content. The Optirill.1111 1110iStUre content is that 1110iStUre
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content which reSLlltS ill the greatest compacted dry density.
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The allovvable thickness of the fill lift \vill depend oil ti e material type,
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compaction eqUipment, and the IlUmber of passes made, bUt ShOUld not exceed twelve
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(12) inches in1lbose thickness. The follovving table has proven effective in similar cases:
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acement Millill lUm Relative
Location of Fill Pl,
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Compaction,
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Beneath footings slabs oi- xvalkvvays 95%,
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Behind retaining vails 901,11
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Benea th pavements 95%) for Lipper -1.2 inches Of SUb grade
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90%, below that level
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If -illg vvet \veather, there may be a need to
9 rading activities take place dUl
illlpOl-t gl-allUlar fill; however, the onsite soils are generally sandy and 110t lllOiStLlre
-ations will be diffiCLIlt when the lllOiStLlre content of these soils
sensitive. Gi, ding Opel,
exceeds tile OptillIL1111 1110iStUre content.
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Ideally, Sh-LICtUral fill \vhich is to be placed in wet \veather ShOUld consist of a
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grallUlar soil having no more than five (5) percent silt oi- clay particles. The percentaye
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of particles passing the No. 200 sieve ShOLIM be IlleaSUred from that portion of the soil
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p assim, the three-qUarter-inch sieve.
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All fOUnda . tion concrete (footings, stem walls, slabs, all retainin" walls,
e tc.) shall have a Millil111-111 Cerrient content of 5-1 /2 sacks per CUbic yard of concrete
III I X.
If yOU have any qUeSti(AIS please call.
Dwi, it R. McGrew
D\,jL It Iz. �,4(
N/IiCllel C011Stl'LlCti011 111C.
inichell: unwlink.com
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1111101111111 I ji 1!"F.
200306090364 3 PGS -
06-09-2003 10:02am $21-00
SNOHOMISH COUNTY. WASHINGTON
NO EXCISE TAX
REQUIRED
Return Address:
Michel Construction, Inc. JUN 0 13 2003
7907 21211 Street SW, #102
BOB DANTINI, Snchomisn County ireasufff
Edmonds, WA 98026
by --BOB DAN INI
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ACCESS EASEMIENT AGREEMENT
76
FIRST AMER!ukp�
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Whereas Michel Construction, Inc. Grantee, is the owner of the following legally
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described property:
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Lots 27 & 28, Block 86, CITY OF EDMONDS, according to the plat
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recorded in 2 of Plats, Page(s) 28 and 29, records of Snohomish. County, Washin, ton
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Whereas Revocable Living Trust of Ada Marie Kyllonen, Grantor, is the owner of
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the followin- legally described property:
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Lots 25 & 26, Block 86, CITY OF EDMONDS, according to the plat recorded in 2
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of Plats, Page(s) 28 and 29, records of Snohomish County, Washington
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ID
Revocable Livin- Trust of Ada Marie Kyllonen, Grantor� Hereby rants an access
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easement for ingress and earess over, under and across the South 20.00 Feet of the
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above described Lots 25 & 26 to Michel Construction, Inc.,
This access easement shall be perpetual and shall run with the land for
benefit and burdens of heirs and successors in interest to the described parcel.
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The Grantee and the Grantor agree not park any vehicles or leave any
materials on access easement or use access easement for any other use than
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accessing lots 27 & 28 without permission of the Grantor.
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The Grantee and the Grantor shall have the riaht and the duty to maintain
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the easement and make all repairs. All maintenance and repairs shall conform to
City of Edmonds Standards. If repairs are needed, Grantee and Grantor shall share
equally in the expense of su ch repairs.
Grantor retains the ri-ht to revoke this easement if Grantee or their
Successors fail to maintain, make repairs or pay their share of expenses within
thirty (30) days after receipt of written notice from Grantor or Grantor's agent.
Pa-e I of 3 RECEIVED
DEC 12 2003
PERMIT COUNTER
Dated this d a y o f 2003.
Grantor Grantee
STATE OF WASI-IINGTON
ss.
COUNTY OF SNOHOMISH
On This day of 2003, before me, the undersigned, a
Notary Public in and for the Stat f Washingto d I missioned and sworn,
personally appeared —
to me known to be the President of
—01
the corporation that
executed the foreaoin- instrument, and acknowledged the said instrument to be
the free and voluntary act and deed of said corporation, for the uses and purposes
therein, and oath stated or proved to me on the basis of satisfactory evidence that
he is authorized to execute the said instrument.
GIVEN under my hand and official seal this day of J Ulyil:�7 2003.
Notary Public in and for the State
L W/o i e—? �W
Washington, residing at
L IBLIU
INC'70N
commiss 2()06
t�AARGH--
Page 2 of 3
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E
STATE OF WASIUNGTON
ss.
COUNTY OF SNOHOMISH
On This day of 2003, before me, the undersigned, a
Notary Public in and for the State -of Washingtnn, duly commissioned and sworn,
personally appeared _to me known to
be the of the Revocable Livina Trust
of Ada Marie Kyllonen executed the fore-oin- instrument, and acknowledged the
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said instrument to be the free and voluntary act and deed of said corporation, for
the uses and purposes therein, and oath stated or proved to me on the basis of
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satisfactory evidence that he is authorized to execut e the said instrument.
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GIVEN under my hand and official seal this d ay of 2003.
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Notary Public in and for the State
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Washington, residing at
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Pa".,e 3 of 3 PAiMELA J.
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NOTARY PUBLIC
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DGRUBB
STATE OF WASHINGTON
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_'P
COMMISSION EXPIRES
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'2006
MARCH 6, 2006
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1.q/08/03 10:49 FAX 4255514131
To: Snohomish County Assessor
3rd Floor, County Admin. Bldg.
Everett, WA 98201
Attn: Segregation Dept.
Phone # 425-388-3525
FIRST AMERICAN TITLE #1
Please print:
From: SIT" �'��'Y-
7 57 &(-
Daytime'phone#
Contact Person WQd HIC,461
Contacts Phone# c9-06 - F2 0 r4"J'
Tax Account(s) #
OLD TYPE & U LINED:
-PLEASEL!RaLEDhL��
Is there a lending institute with an interest in this property? YPS.
if yes, you will need to provide evidence of their approval of this request.
I am the owne&hDer if other please explain) ?0W 01
of the above mentioned tax parcels. and am requesti6g a
A-rg�r�eagtion combination1gorrection of the legal description of the above tax
L A justmen
parcelj(E), per the attached Survey/Short PlaVE3oundary Line d
Deed/Othgo
'his property. If there are
There ardb �Jldtn Ing bu-ildings located on k
'�e—
buildings, p �—�'-w where they are located by attaching a map or sketch.
Additional informat' n that may be �elpful in complying with your request:
15011�� /1/",s -- L)
C, or
00I)i
D2
Signature "P4 r- r Request taken by R EIVED
DEC 12 2003
PERMIT COUNTER
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1-0/081,03 10:50 FiU 4255514131
FIRST AMERICAN TITLE -"l 0002
Exhibit "X'
Real property in the County of SnohOmis h,
State of Washington, described as f011OWS:
Lots 27 and 28, Block 86, City of Edmonds,
according to the plat recorded in Volume 2 of Plats, Page(s)
28 and 29, records of Snohomish County, Washington.
Tax Parcel Number: 00434208602500
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12/08/03 10:50 FAX 4255514131
FIRST AMERICAN TITLE t:1
003
SNOHOMISH
COUNTY
Property Account Surnmary
Account No.: 00434208602500
Alternate Property Number:
43420860250009
Account Type: Real Prop"
TCA: 00210
Located On:
Situs Address: 751 BELL ST
EDMONOS, WA 96020
Legal' CITY OF EDMONDS BLK 086
D-00 LOTS 25-26-27-ZB
parties:
Role Name & Address
Owner KYLLONEN ADA MARIE
751 BELL ST
EDMONDS, WA 98020
ScadpeL KYLLONEN ADA PAARIE
Exempt party 751 BELL ST
Name EDMONDS, WA 95020
Taxpayer KYLLONEN ADA MARIE
751 BELL ST
EDMONDS, WA 98020
Property Value$;
Value Name
2003
2002
Taxable Value Regular
$120.450
$120,480
S120.4BO
market Tcytal
$358,700
$358,700
S358,700
Assessed Value
$358,700
$35B,700
$356,700
Market Land
$293,000
8293,000
$293,000
Market Improvement
$65.700
$65.700
$65,700
Property C harp cteristi es:
Tax Year Characterh5tic
Value
2003 Use Code
111 Single Family
Residence - Delached
Unit of Measure
Acre(s)
Size
0.3
exemptions:
Tax YeRT Description
Count
Amount
As!sessment Basis
2003 Senior/Disabled Level A
S238,220
Assessed Value
2002 SeniorlDIsabled Level A
1
$235,220
Assessed Value
2001 Senior/C)Isabled Level A
2
S476.440
Assessed Value
(End of Repwi)
Run: 5/1912003 3:29:23 PM ASCO037 (Ascend30_prod] page I
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NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE
IT IS DUE TO THE QUALITY OF THE DOCUMENT.
—4
14
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12/08/03 10:50 FAX 4255514131
SW .24-, 27
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FIRST AMERICAN TITLE =1
A or 5-m�C-10--os"o 00'
NW-24-27-3
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2.206 2.207
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Dennis M. Bruce, P.E. MAR.�
M.S.C.E., M.B.A. Geotechnical/ Civil Engineer
March 26, 2004
City of Edmonds
Community Services Division
121 5 th Ave. N
Edmonds, WA 98020
Subject: Geotechnical Inspections
Michel Construction, Inc. New Single -Family Residence
745 Bell St., Edmonds, Washington
Edmonds Permit No. 2004 - 0039
This engineering report presents the results of geotechnical inspections with
regard to the new single-family residence being constructed at 745 Bell St., Edmonds,
Washington by Michel Construction, Inc. These inspections were required as a
condition of permit authorized January 22, 2004 by City of Edmonds.
REFERENCES:
0 Geotechnical Report by D. Bruce, P.E. dated December 1, 2003
0 City of Edmonds approved Project Plans
0 Site photographs
INSPECTIONS:
V;Sito ner %Alee� ds trinn
Thlis e ngi neer 111 aso p rovid ed a mil-lim. um of three iinspection , - I. —
the excavation and foundation phase of the project (see photographs).
City of Edmonds Special Inspection Items:
0 Erosion Control: Contractor properly established a rocked construction entrance
off Bell St. and maintains siltation fencing along the down -slope portions of the
property (west side and north side). Erosion control measures are geotechnically
approved through this date (March 26, 2004).
0 Excavation: As anticipated by the findings of the Geotechnical Report, project
excavation encountered dense to very dense sub -grade sands with gravels (see
photographs). All excavation cuts remain stable and are monitored by this
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN& PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
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City of Edmonds
Commercial Services Division
Re: Michel Construction
March 26, 2004
Page 2
engineer. Excavation is geotechnically approved through this date (March 26,
2004).
0 Slope Stability: The controlled excavation did not result in any adverse effects to
the neighborhood or regional slopes. All adjacent slopes remain stable through
this date (March 26, 2004).
* Soil Bearing: This engineer verified the foundation sub -grade soils easily provide
a minimum of 2,000 p.s.f. bearing capacity.
"OK" to place foundation footings and stem walls in accordance with City of
Edmonds approved Plans. Contractor subsequently placed reinforced concrete
footings and stem walls (see photographs).
Subsurface Drainage: Ongoing work — monitored by this engineer. Due to the
extremely porous nature of the native sands, subsurface drainage is not a crucial
element of this project.
However, overall control of impervious storm water is important and will be
constructed in accordance with approved Plans and this engineer's inspections.
SUMMARY:
All special geotechnical inspection items have been properly completed through
this date (March 26, 2004).
0 Geotechnical inspections are ongoing.
It there are any questions, do not hesitate to call.
M.
of WAS
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17405.3
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rEXPIRES 12/23/100
DMB:abj
cc: Michel Construction
Dennis M. Bruce, P.E.
Geotechnical / Civil Engineer
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Dennis M. Bruce, P.E.
M. S. C. E., M. B. A. Geotechnical /Civil Engineer
August 17, 2004
City of Edmonds
Community Services Division
121 5 th Ave. N
Edmonds, WA 98020
Subject: Geotechnical Inspections
Michel Construction, Inc. New Single -Family Residence
745 Bell St., Edmonds, Washington
Edmonds Permit No. 2004 - 0039
This engineering report presents the results of on -site geotechnical inspections
for the Michel Construction new residence at 745 Bell St., Edmonds, Washington.
These inspections were required as a condition of permit authorized January 22, 2004
by City of Edmonds.
REFERENCES:
• Geotechnical Report by D. Bruce, P.E. dated December 1, 2003
• City of Edmonds approved Project Plans
• Site photographs
INSPECTIONS:
This engineer has provided on -site geotechnical inspection visits for the new
residence at 745 Bell St., Edmonds, Washington.
City of Edmonds Special Inspection Items:
1 Erosion Control: Contractor properly maintains siltation fencing along the down -
slope portions of the property (west and north side). Erosion control measures
are geotechnically approved through this date (August 17, 2004).
2) Excavations: No additional excavation since previous report. All excavation
encountered dense sub -grade sands as anticipated. All project excavations are
approved.
3) Slope stability: The controlled excavations did not result in any adverse effects to
the neighborhood or regional slopes. All adjacent slopes remain stable through
this date (August 17, 2004).
SOILS - FOUNDA rIONS - SITE DEVELOPMENT - INSPECrION , DRAINAGE a DESIGNS PERMIT , LEGAL
P.O. Box 55502 - Shoreline, WA 98155 e (206) 546-9217 * FAX (206) 546-8442
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City of Edmonds
Commercial Services Division
Re: Michel Construction
August 17, 2004
Page 2
4) Soil Bearing Verification: As previously discussed, this engineer verified that
foundation sub -grade soils easily provide a minimum of 2,000 p.s.f. bearing
capacity.
Foundation footings and stem walls were properly constructed in accordance
with City of Edmonds approved plans.
5) Fill Placement and Compaction: No significant amounts of imported fill were
required. The on -site soils are essentially pure, clean sands. These native sub -
grade soils provide excellent soil bearing and have been effectively used for
localized grading purposes. This engineer verified that any sub -grade soils were
properly compacted prior to foundation placement. All fill material is approved.
6) Rockeries: This engineer provided regular inspections to verify project rockeries
were properly installed: base rock were sufficiently embedded in the dense,
native sub -grade soils, rock size, rock linkage, face batter, and drainage zone
comply with this engineer's recommendations and normal good practices.
All site rockeries have been geotechnically inspected and are approved.
7) Subsurface Drainage: This engineer verified all subsurface drainage has been
properly installed and is approved.
SUMMARY:
All special geotechnical inspection items have been properly completed through
this date (August 17, 2004).
Periodic geotechnical inspections continue for erosion control and final grading
aspects.
If there are any questions, do not hesitate to call.
e7
Dennis M. ruce, P.E!.
Geotechnical / Civil Engineer
DMB:abj
cc: Michel Construction
EXPIRES 12/23/
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Height Calculation Worksheet
Address:
Date:
Inspector(s):
1. Datum Point: [-Y\
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2. Datum Point Elevation:
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3. Average Grade: I Lo
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.4. Maximum Elevation Allowed: I (.0'4-Xr(avet4agib giade): 25 c3q 12--S
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5. Reference Point Elevation Shot to House:
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6. Measurements from line shot onto house to roof ridge:'
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7. Actual Elevation: (reference point elevation") + (measurements
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from #6) 1 Fic-6,
Conclusion:
_(actual) is greater/(ess �th (allowed); therefore the house is/
is not over the height requirement per ECDC 16.20.30 requirements
0
Dennis M. Bruce, RE.
M.S.C.E., M.B.A. Geotechnical /Civil Engineer
June 8, 2005
City of Edmonds RFCFJVF_1)
Community Services Division JUN 4 2005
121 5 Ih Ave. N BUILDING DEPAM9F-NT
Edmonds, WA 98020 CI-yy ()F EDMONDS
Subject: Final Report — Geotechnical Inspections
745 Bell St., Edmonds, Washington
Michel Construction, Inc. Niew Residence
Edmonds Permit No. 2004 - 0039
This engineering report presents the final results (with the tion of final
landscaping and -c-ov ) geotechnical inspections for t e ic el ons c ion
—ground pj�
new residence at 745 Bell St., Edmonds, Washington. These inspections were required
by City of Edmonds January 22, 2004.
REFERENCES:
• City of Edmonds approved Project Plans
• Geotechnical and Inspection Reports by D. Bruce, P.E.
• Photographs
INSPECTIONS:
This engineer has provided on -site geotechnical inspections for the new
residence at 745 Bell St., Edmonds, Washington.
City of Edmonds Inspection Items:
1) Erosion Control: Contractor has properly maintained erosion control measures
consisting of: rocked lower and upper construction entrances, siltation fencing,
straw bales as required and diligent regular cleanup. All temporary erosion
control measures are approved through this date (June 8, 2005).
Permanent erosion control measures consisting of final landscaping, plantings
and final cleanup have Vet to occur. When final erosion control measures are
established, this engineer shall perform a final inspection and issue a report at
that time.
SOILS - FOLINDA TIONS - SITE DEVELOPMENT - INSPECrION - DRAINAGE - DESIGN & PERA41T - LEGAL
P.O. Box 55502 * Shoreline, WA 98155 - (206) 546-9217 9 FAX (206) 546-8442
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City of Edmonds
Re: Michel Construction, Inc.
June 8, 2005
Page 2
2) Excavation: All excavations completed (see previous inspection reports). All
excavations encountered the dense sands as anticipated. All excavations are
geotechnically approved.
3) Slope Stability: Previously discussed. The development of this site did not create
any instability on the slopes of this property or adjacent properties.
4) Soil Bearing: Previously verified at a minimum of 2,000 p.s.f. bearing capacity.
All foundations were properly installed in accordance with City of Edmonds
approved Plans.
5) Structural Fill Placement: Contractor effectively utilized on -site sub -grade sands
for preparation of slab areas. This engineer verified that all sand was properly
placed and compacted. All structural fill material is geotechnically approved.
6) Rockeries: All rockeries for this project (up -slope (easterly) and down -slope
(westerly)) have been installed under this engineer's inspections. Base course
rocks were properly founded in dense, native sub -grade soils. Rock linkage,
batter and drainage zones were properly installed.
All site rockeries have been completed and are approved.
7) Subsurface Drainage: Previously verified and approved.
SUMMARY:
0 This engineering report completes special inspections for 74.5 Bell. St.
All geotechnical inspection items (with the e��io�nof final landscaping) have
been properly completed and are approved. -
The final landscaping, when installed, will com lete all geotechnical aspects for
this project.
If there are any questions, do not hesitate to call. - OV WAS
N( - �� ' r. E__ .9
Dennis M. Bruce, P.E. 17405
Geotechnical / Civil Engineer
.GISTE
.G _V
DMB:abj ONAL
cc: Michel Construction, Inc.
rEXPIRES 12/23/ =0
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Jan 12 06 03:33p D. Bruce, P.E. 206-546-8442 P.1
Dennis M. Bruce, P.E. 7j-1A-,oj. 1R.J
M.S.C.E., M.B.A. Geatechnical /Civil Engineer
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SOILS FOUNDATIONS - SITEDEVELOPMENT - INSPECTION - DRAINAGE - DESIGN&PERMIT , LEGAL
P.O. Box 55502 - Shoreline, WA 98155 - (206) 546-9217 - FAX (206) 546-8442
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MEMOTO
FROM:
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FINAL PROJECT APPROVAL FORM
TO:
DATE:
PERMIT COORDINATOR, BUrLDING DIVISION
FIRE DEPARTMENTDATE
PLE."ASF SIrN
ENGWEERING DIVISION DATE Z/ ( aT
PLF SI.N
PLANNING DIVISION DATE
FLEASr SIGN
PROJECT
SITE ADDRESS
PERMIT 112 Q04 -0
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DESCRIPTION OF woRKTO BE INSPECTED
A Field inspection was conducted to determine compliance with -approved plans. Final apprioval
denotes that there are no objections from the -above signed Departn'ient to the release of
PERIFORMANCE BONDS and (lie granting of:
GRANT FINAL PROJECT APPROVAL
GRANT PROJECT APPROVAL WITH CONDITIONS NOTED
0 Copy of CONDITIONS given to owner/contractor by inspector.
FAILED FINAL INSPECTION - OUTSTANDING ISSUES
El Copy of CORRECTION NOTICE given to owner/contractor by inpector
2.
3.
RE -INSPECTED OUTSTANDING ISSUES - GtzAN'r FINAL PROJECT APPROVA-1,
Date Signature
I:Ieiiiii:[)Idg:foniis:oc,tpi-vI 3125/04
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RECORD OF INSPECTIONS
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f5q-'��'SETBACKS .....................
FOUNDATION:
to
Footing ......................
Wall ..........................
Pier/Porch .................
Retaining Wall ...........
Slab Insulation ....... V,
.PL4MB,1Nti:
4j.0adA/,e. Underground .............
Rough -In ...................
Commercial Final ......
HEATING:
Gas Tesf ....................
Gas Piping .................
Equipment .................
Commercial Final .......
EXTERIOR SHEATHING
NAILING ..........................
FRAMING ........................
FIRST FLOOR FRAMING ...
INSULATION ...................
Floor Insulation .........
Wall Insulation ...........
Ceiling Insulation .......
SHEETROCK NAILING ...
SPECIAL INSPECTION ...
MISCELLANEOUS ..........
FINAL APPROVAL FOR
OCCUPANCY ..................
INSPECTOR DATE APPROVED
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Tile Initials Ware Miltoll
Thoiiipsoii,j tcinporary coiltract
illspector f7,01. tile city.
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Cl�spl&e
SideSewer#
Amout Paid $ --Realpt 411�
pires
Datebsued-4. =MON"
WaterMeterSi e
Amount Recelpt 47
DatePurchased
traount. P.--*Ad $__-Ilecelpt V_
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