716 SPRUCE ST.PDF716 SPRUCE ST
ADDRESS:
TAX ACCOUNVPARCEL ER:
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED) FOR:
CRITICAL AREAS: G4 — I
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
DETERMINATION: ❑ Conditional Waiver ❑ Study Required VWaiver
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED: / ?�D�
SEWER LID FEE $: LID #:
SHORT PLAT FILE: LOT: BLOCK:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
WATER METER TAP CARD DATED:
OTHER:
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OC*al Areas Checkliso File No: CA -01- 141
Site Information (soils/topography/hydrology/vegetation)
1. Site Address/Location: —7/ s le y cJ c�2� S' a
2. Property Tax Account Number: 001er!�"- 04S' DO - 0
3. Approximate Site Size (acres or square feet): .so O
4. Is this site currently developed? -Kyes; no.
If yes; how is site developed? S
5. Describe the general site topography. Check all that apply.
Flat: less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal
distance of 66-feet). ,
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10-feet
over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal
distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water:_; Approx. Depth:
7. Site contains areas of seasonal standing water: Approx. Depth:
What season(s) of the year? f
8. Site is in the floodway A floodplain of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round?
Flows are seasonal? (What time of year? ).
10. Site is primarily: forested ; meadow ; shrubs _ ; mixed
urban landscaped (la4m shrubs etc)
11. Obvious wetland is present on site:
`;For City Staff use Orfly
P�7 153
1. Plan Check Nuatber; 4f aphcable?
2 Site is Zoned? S
3 SCS mapped soil t3rpe(s)? Lb
4. Critical Areas inventory of C.A.- map indicates Cntfenl 4 m on ,site?
5 Site within designated. ebv
arth subsidence landslide 1►aard arise? O s:
DETERII � A�OlaJ
S:
_ WANER
Reviewed .
Critical Areas Checklist.&0.19.2001
Citl0oAdmonds
Development Services Department
Planning Division
Phone: 425.771.0220
Fax: 425.771.0221
The Critical Areas Checklist contained on this form is to
be filled out by any person preparing a Development,
Permit Application for the City of Edmonds prior .to
his/her submittal of the application to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The information
needed to complete the Checklist should be easily
available from observations of the site or data available at
City Hall (Critical areas inventories, maps, or soil
surveys).
Date Meived w' O/
City Receipt
Critical Areas File #: G►} di -141
Critical Areas Checklist Fee: $45.00
Date Mailed to ADolicant:
A property owner, or his/her authorized representative,
must fill out the checklist, sign and" date it, and submit it
to the. City. The City .will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit. application.
Please submit a vicinity map, along with the signed copy
of this form.to assist City staff in finding and locating the
specific piece of property described on this. form. In
addition; the applicant shall include other pertinent
information (e.g. site . plan, topography map, etc.) or .
studies in conjunction with this Checklist to assistant staff
in completing their preliminary assessment of the site.
The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees
to release, indemnify, defend and hold the City of Edmon&-harmless from any and all damages, including reasonable
attorney's fees, arising from any action or infraction based `in whole or part upon false, misleading, inaccurate or
incomplete information furnished by the applicant, his/her/its agents or employees. .
By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my
knowledge and that I am authorized to file this applica 'onco the behalf of the owner as listed below.
SIGNATURE OF APPLICANT/AGENT DATE /0 i0' ~ �1
Property Owner's Authorization
By my signature, I certify that I have authorized the above Applicant/Agent to apply for the subject land use application,
and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the
purposes of inspection and posting
aatttttendanLt t� this a lication. /
SIGNATURE OF OWNER G�Z�?v ' �" DATE
PLEASE PRINT CLEARLY in
Owner/Applicant:
Names
Street Address
City State Zip
Telephone: 2 2 6^ d a 41
Email address (optional):
Applicant Representative:
Name
Street Address
City State Zip
Telephone:
Email Address (optional):
Critical Areas Checklist.doc/3.19.2001
000Wal Areas Checklio leA File No: C4 -ol - i41
Site Information (soils/topography/hydrology/vegetation)
1. Site Address/ Location:
.Pro a Tax Account Number 0.�. D
2.
p - O
3. Approximate Site Size'(acres or -square feet):.
4. . Is ddg site currently developed? -Kyes; no.
If yes; how is site developed? —,S F
5. Describe the general site topography. Check all that apply.
Flat: less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of 10=feet over a horizontal
distance of 66-feet).
Hilly: slopes present'on site bf more than 15%'and Tess than 30 0 (a vertical rise of 10-feet
over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal
distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: J Approx. Depth: `
7. Site contains areas of seasonal standing water: �_ ; Approx. Depth:
;e
What season(s) of the year?-
8. Site is in the floodway : AG ' flo'odplain of a'
water course.
9. Site contains a creek or an area where water flo1. ws across thegrounds surface? Flows are year-round?
Flows are seasonal? (What time of year? )
10. Site is primarily: forested :meadow ;shrubs : mixed
urban landscaped (lawn;shrubs etc)
11. Obvious wetland is present on site: 6
1b,-
City of Edmonds
Development Services Department.
Planning Division
Phone: 425.771.0220
Fax: 425.771.0221
The Critical Areas Checklist contained on this form is to
be filled out by any person preparing a Development
Permit Application for the. City of Edmonds prior to
his/her submittal of the application to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The information
needed to complete the Checklist should be easily
available from observations of the site or data available at
City Hall (Critical areas inventories, maps, or soil
surveys).
f Date Received:
City Receipt #:
Critical Areas'Fle #: c�,o'l -i4-1
Critical Areas Checklist Fee: $45.00
Date,Mailed to,ADDIICant:
A property owner, or his/her -authorized representative,
must fill out the checklist; sign and date it, and submit it
tq the City.. The Citywill review' Ahe checklist; make a
precursory site visit, and make a. determination of the
subsequent steps necessary to complete a development
permit, application.
Please submit a vicinity map, along with the signed copy
of this form to assist City staff in finding and locating the
specific piece of property described on this form. In
addition; the applicant shall include other pertinent
.information (e.g. site plan, topography map, etc.) or
studies in conjunction with this Checklist to assistant staff
in completing their preliminary assessment of the site.
The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing,of the application agrees
to release, indemnify, defend and hold the City of Edmonds"harmless from any and all damages, including reasonable
attorney's fees, arising from any action or infraction based' -in whole or part upon false, misleading, inaccurate or
incomplete information furnished by the applicant, his/her/its agents or employees.
By my signature, I certify that the information and exhibits herewith submitted .are true and correct to the best, of my
knowledge and that I am authorized to file this applica 'on the behalf of the owner as listed below.
SIGNATURE OF APPLICANT/AGENT _ DATE /D
Property Owner's Authorization
By my signature, I certify that I have authorized the above Applicant/Agent to apply for the subject land use application,
and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the
purposes of inspection and posting attendant t this application. / /
SIGNATURE OF OWNER GAG Gr DATE G e / 4' O
Owner/Applicant: .n/_
Name '
7q'0 7 /� 771 <' Z
r1
Street Address
City State Zip
Telephone:
Email address (optional):
Applicant Repre
PERMIT COUNTER
Name ,,w►
aTr3E , EJ
L
Street Address
City State Zip
Telephone:
Email Address (optional):
Critical Areas Checklist.doc/3.19.2001 • • •
PLANNING DATA
SITE ADDRESS: I1(o -S PLAN CHK#: OZ
PROJECT DESCRIPTION: -IS F72-
REDUCED SITE PLAN PROVIDED?( Yes / o
MAP PAGE: /- CORNER LOT: es o FLAG LOT: Yes o
ZONING: " V' CRITICAL AREAS DETERMINATION #:
❑ Study Reguired:
,rr
❑ Conditional Waiver
SEPA DETERMINATION: �—
❑ Fee
❑ Checklist
❑ APO list w/ notarized form
❑ Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger)
Exempt t4S / r to a'✓G . ��7 -s 44k,
SETBACKS:�7�a�S�7�G��-
Required Setba
Street: /(v.$7Left Side:_ Right Side: Rear:
Actual Setbacks: /
Street:%{ Left Side: 'S Right Side: > Rear: Street map map checked for additional setback required? (Yes / No I DNA)
❑ DETACHED STRUCTURES:
❑ ROCKERIES: — G c c._.I A
❑ FENCES/TRELLISES:
❑ BAY WINDOWS / PROJECTING MODULATION:
❑ STAIRS / DECKS:
PARKING: Required:_.;2-- Actual:'f""
LOT AREA: <? 13$
LOT COVERAGE
Calculations:
BUILDINGHEIGHT:
Datum Point:
Maximum
A.D.U.
Z
e lev, h ,
imElevation• / TZZZ.'�S
ial Height: 2� . 60OZ2� /, 9 l �
SUBDIVISION:
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: es I No
OTHER: �-D G �-1 . �I O . CQ 3�
Plan Review By.
NewBPPlanningDataForan.DOC
Dennis M. Bruce, P.E.
M.S.C.E., M.B.A. Geotechnical/Civil Engineer
r�F
SEP 1 12002
PERMIT COUNTER
Mr. Rob Michel
Michel Construction, Inc.
7907 - 212th Street S.W. #102
Edmonds, Washington 98026
September 6, 2002
CITY C®PY
Subject: Geotechnical Evaluation "Soils Report"
Proposed Single Family Residence
7xx Spruce Street, Edmonds, Washington
This engineering report presents the results of a geotechnical evaluation of a
new single family residence lot (Lot "A"), located at 7xx Spruce 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 September 6, 2002. It is understood that the property is "L" shaped, and consists of
approximately 8,138 square feet. This engineer understands that the property consists
of approximately 101.7 frontage feet along the south side of Spruce Street. The
adjoining properties, as well as the neighborhood, consist of single family residences
on similar size lots.
The property has recently been subdivided, with an existing house to .the
southwest (718 Spruce Street, Lot "B"). The subject property contains mature trees,
shrubs and lawn areas. the property is gently sloped (less than 5%), and drains
northwesterly to the existing City of. Edmonds storm system.
EVALUATION:
Visual assessment 'of the property at 7xx Spruce 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
Michel Construction, Inc. / 7xx.Spruce Street
Page two
In order to augment the existing site geotechnical information, soil test pits were
dug under this engineer's observation in September, 2002. A total of two (2) backhoe
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 similar sites in
the area, the property at 7xx Spruce 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.
Michel Construction, Inc. / 7xx Spruce 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,
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 pressureacting 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:
Parameter
Design Value
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 -ON -GRADE:
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.
PERMANENT FOUNDATION AND RETAINING WALLS:
Retaining walls backfilled on one side only should be designed to resist lateral
Michel Construction, Inc. / 7xx Spruce 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:
Parameter 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:
(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
Michel Construction, Inc. / 7xx Spruce 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 a 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.
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.
Michel Construction, Inc. / 7xx Spruce 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.
GENERAL EARTHWORK AND STRUCTURAL FILL:
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:
Location of Fill Placement Minimum Relative
Compaction
Beneath footings, slabs or walkways 95%
i
C�
Michel Construction, Inc. / 7xx Spruce Street
Page seven
Location of Fill Placement
Behind retaining walls
Beneath pavements
Minimum Relative
Compaction
90%
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
"pumping" 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 at 7xx Spruce 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. / 7xx Spruce 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 7xx
Spruce 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.
Dennis M. Bruce, P.E.
DMB:v Geotechnical / Civil Engineer
,+Ltd
O'"s 12MV c3k W
05/17/2004 15:05 4257789086 MICHEL CONST PAGE 03
C.8t
MAY 1 7 2004
Dennis M. Bruce, P.E. LF3Y:
M.S.C.E., M.B.A. Geotechnical/Civil Eng n
May 7, 2004
City of Edmonds
c/o Michel Construction, Inc.
7907 212" St. SW, #102
Edmonds', WA 98026
Subject: Final Report - Geotechnical Inspections
716 Spruce St., Edmonds, Washington
City of Edmonds Permit No. 20020881
MAY 1:7 2W4
DEVELOPMENT SERVICES CTR.
CITY OF EDGMS
.v'
This engineering report presents the final results of ongoing geotechnical
inspections for the new residence at-716 Spruce St., Edmonds, Washington. These
inspections were required by City of Edmonds permit stipulations.
REFERENCES:
City of Edmonds approved Project Plans
Geotechnical Report by D. Bruce, P.E. dated September 6, 2002
Construction photographs
INSPECTIONS:
This engineer performed on -site geotechnical inspections for the following
aspects of the new residence:
Excavation: Soil cuts encountered dense, native sub -grade soils consisting of
relatively clean sands with occasional gravels as anticipated by the Geotechnical
Report. Soil cuts greater than 4 feet required localized placement of Eco-Block
shoring (see photographs). Excavation cuts remained stable throughout the
foundation and stem wall installation phase of the project. All excavation is
geotechnically approved.
• Soil Bearing: This engineer verified dense, native, sub -grade soils easily
capable of providing 2,000 p.s.f. bearing capacity. "OK" to proceed with
foundation formwork, reinforcing steel and concrete placement in accordance
with City of Edmonds approved Plans and inspections.
SOILS - FOUNDATIONS - SITE DEVELOPMENT • INSPECTION - DRAINAGE - DESIGN 8 PERMIT • LEGAL
P.O. Box 55502 • Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
05/17/2004 15:05 4257789086
i
M •
a �
City of Edmonds
c/o Michel Construction, Inc.
May 7, 2004
Page 2
MICHEL CONST
0
PAGE 02
• Structural Fill: No significant quantities of structural fill was required due to the
presence of dense, native sub -grade soils. Localized rains and seepage into the
foundation zone allowed for effective use of gravel in some portions of the
formwork. This gravel was used as a construction expedient and improved
overall foundation integrity.
40 Retaining Wall Rockery: This engineer verified proper installation of the west
property line Eco-Block stabilization wall (adjacent the joint parking area, as well
as the stabilization rockeries on both sides of the new residence).
Base rocks were properly embedded in dense, native sub -grade soils. Rock
linkage, batter, drainage zone and overall "blending in" to the site contours was
successfully completed and is geotechnically approved.
SUMMARY:
• All special geotechnical inspection aspects have been properly completed and
are approved.
If there are any questions, do not hesitate to call.
DMB:abj
Dennis M. Bruce, P.E.
Geotechnical / Civil Engineer
RECEIVED
MAY -17 2004
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
•
0
Return Address:
Michel Construction, Inc.
7907 212th Street SW, #102
Edmonds, WA 98026
ACCESS EASEMENT AGREEMENT
Whereas Michel Construction, Inc. is the owner of the following legally described
property:
Lot B, CITY OF EDMONDS SHORT PLAT S-2001-196, recorded under Auditor's
File No. 200208025006, being a portion of Lots 5,6,7,8, and 9, Block 5, KELLOG PLAT TO
EDMONDS, according to the plat recorded in Volume 2 of Plats, Page(s) 42, records of
Snohomish County, Washington
Hereby grant an access easement for ingress and egress over, under and across
the North 40.00 Feet of the access portion of the above described Lot B to Michel
Construction, Inc., owner of the following described property:
Lot A, CITY OF EDMONDS SHORT PLAT S-2001-196, recorded under Auditor's
File No. 200208025006, being a portion of Lots 5,6,7,8, and 9, Block 5; KELLOG PLAT TO
EDMONDS, according to the plat recorded in Volume 2 of Plats, Page(s) 42, records of
Snohomish County, Washington.
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.
The Grantee agrees not to use this easement access as his primary access and
not park any vehichels or leave any, materials on access easement or use access
easement for any other use than accessing Lot A.
The Grantee and the grantor, shall have the right and the duty to maintain
the easement and make all repairs. All maintenance and repairs shall conform to
City of Edmonds Standards. If repairs are needed, grantees and grantors shall share
equally in the expense of such repairs.
Grantor retains the right to revoke this easement if Grantee or their
successors fail to maintain, make repairs or pay their share of expsenses within
thirty (30) days after receipt of written notice, from Grantor or Grantor's agent .
Page 1 of 2
•
•
Dated this 1Z day of � '*-, 2002.
Grantor Grantee
STATE OF WASHINGTON
) ss.
COUNTY OF SNOHONIISH )
On This 9. day 6 C TO 19t e , .2002, before me, the
undersigned, a Notary Public in and for the Statf Washington, duly
o
commissioned and sworn, personally appeared ^' e'i o uJ 1►'1 j`c�./e
to me
known to be the President of L W E i 4f 8-A) 5 i k jj L,L,
the corporation that executed the foregoing 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 17 -1/- day of r 2002.
otary Public in and for the State
Washington, Washington, residing at
ROOD►
Page 2 of 2.
i STATE ��
Dennis M. Bruce, P.E.
M.S.C.E., M.B.A.
September 6, 2002
Mr. Rob Michel
Michel Construction, Inc.
7907 - 212th Street S.W. #102
Edmonds, Washington 98026
Subject: Geotechnical Evaluation "Soils Report"
Proposed Single Family Residence
7xx Spruce Street, Edmonds, Washington
Geotechnical / Civil Engineer
"`^'FFT FICF
This engineering report presents the results of a geotechnical evaluation of a
new single family residence lot (Lot "A"), located at 7xx Spruce 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 September 6, 2002. It is understood that the property is "L" shaped, and consists of
approximately 8,138 square feet. This engineer understands that the property consists
of approximately 101.7 frontage feet along the south side of Spruce Street. The
adjoining properties, as well as the neighborhood, consist of single family residences
on similar size lots.
The property has recently been subdivided, with an existing house to the
southwest (718 Spruce Street, Lot "B"). The subject property contains mature trees,
shrubs and lawn areas. the property is gently sloped (less than 5%), and drains
northwesterly to the existing City of Edmonds storm system.
EVALUATION:
Visual assessment of the property at 7xx Spruce 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
Michel Construction, Inc. / 7xx Spruce Street
Page two
In order to augment the existing site geotechnical information, soil test pits were
dug under this engineer's observation in September, 2002. A total of two (2) backhoe
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 similar sites in
the area, the property at 7xx Spruce 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.
Michel Construction, Inc. / 7xx Spruce 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,
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:
Parameter
Design Value
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 -ON -GRADE:
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.
PERMANENT FOUNDATION AND RETAINING WALLS:
Retaining walls backfilled on one side only should be designed to resist lateral
Michel Construction, Inc. / 7xx Spruce 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:
Parameter
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
Michel Construction, Inc. / 7xx Spruce 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 a 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.
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.
Michel Construction, Inc. / 7xx Spruce 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.
GENERAL EARTHWORK AND STRUCTURAL FILL:
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:
Location of Fill Placement Minimum Relative
Compaction
Beneath footings, slabs or walkways 95%
Michel Construction, Inc. / 7xx Spruce Street
Page seven
Location of Fill Placement
Behind retaining walls
Beneath pavements
Minimum Relative
Compaction
90%
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
"pumping" 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 at 7xx Spruce 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. / 7xx Spruce 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 7xx
Spruce 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.
DMB:v
If there are any questions, do not hesitate to call.
4 Dennis M. Bruce, P.E.
Geotechnical / Civil Engineer
MW i ''S"1
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030
16.20.030
Table of
site development standards.
Minimum
Minimum
Minimum
Minimum
Maximum
Minimum
Sub
Lot Area
Minimum
Street
Side
Rear
Maximum
Coverage
Parking
District
(Sq. Ft.)
Lot Width
Setback
Setback
Setback
Height
M
Spaces
RS-20
20,000
100'
25'
35 & 10'
25'
25'
35%
1
RS-12
12,000
80'
25'
10,
25'
25'
35%
1
RSW-12
12,000
—
15'
10'
35'
25'
35%
1
RS-8
8,000
70'
25'
7-1/2'
15'
25'
35%
1
RS-6
6,000
60'
20'
5'
15'
25'
35%
1
See Chapter 17.50 ECDC for specific park-
ing requirements.
Thirty-five feet total of both sides, 10 feet
minimum on either side.
Lots must have frontage on the ordinary
high-water line and a public street or access
easement approved by the hearing examiner.
16.20.040 Site development exceptions.
A. Average Front Setback. If a block has
residential buildings on more than one-half of
the lots on the same side of the block, the
owner of a lot on that block may. use the aver-
age of all the setbacks of the existing residen-
tial buildings on the same side of the street as
the minimum required front setback for the lot.
Detached structures such as garages; carports;
and uncovered porches, decks, steps and patios
less than 30 inches in height, and other uncov-
ered structures less than 30 inches in height
shall not be included in the "average front set-
back" determination.
An applicant for such a determination shall
provide a drawing which locates the street
property line for the entire block, as well as the
existing street setbacks of all buildings
required to be used for the purpose of calculat-
ing ;the "average front setback." The drawing
shall be prepared and stamped by a land sur-
veyor registered in the state of Washington.
B. Eaves and Chimneys. Eaves and chim-
neys may project into a required setback not
more than 30 inches.
C. Porches and Decks. Uncovered and
unenclosed porches, steps, patios, and decks
may project into a required setback not more
than one-third of the required setback, or four
feet, whichever is less; provided that they are
no more than 30 inches above ground level at
any point.
D. Setback Adjustments. Chapter 20.50
ECDC contains a procedure for adjusting dis-
tances and locations in special situations.
E. Corner Lots. Corner lots have no rear
setback; all setbacks other than the street set-
backs shall be side setbacks.
F. Docks, Piers, Floats.
1. Height. The height of a residential
dock or pier shall not exceed five feet above
the ordinary high water mark. The height of
attendant pilings shall not exceed five feet
above the ordinary high water mark or that
height necessary to provide for temporary
emergency protection of floating docks.
2. Length. The length of any residential
dock or pier shall not exceed the lesser of 35
feet or the average length of existing decks or
piers within 300 feet of the subject dock or
pier.
3. Width. The width of any residential
dock. or pier shall not exceed 25 percent of the
lot width when measured parallel to the shore-
line.
4. Setbacks. All residential docks or
piers shall observe a minimum 10-foot side
yard setback from a property line or a storm
I
(Revised 5/01) 16-6
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COMPLETE EXEMPT
SIGN AREA
ALLOWED. `: PROPOSED
HEIGHT.
ALLO ¢D PROPOSED'
PROPERTY TAX ACCOUNT PARCEL NO.
EXP
. —EW ESIDENTIAL PLUMBING / MECH
ADDITION, COMMERCWL°' COMPLL4NCE OR
❑ ❑ CHANGE OF USE
❑RIJIODEC APARTMENT`.
; ❑ _ ❑ SIGN rt'
ING FENCE-_-_—,
❑ H/4Rtyos ❑ ( X FT)
'LOT COVERAGE
ALLOWED'' ;PROPOSED',
i 7 G ..
REQUIRED SETBACKS. (FT.)
FRONT SIDE REAR
,;
PROPOSED SETBACKS (FT,) .
FRONT L/R SIDE REAR
c- .
'
PAF('KING
RE O PROVIDED
LOT
PLANNING°REVIEWED BY .. ,DA E
REMARKS
OTHER
❑ . DEMOLISH : ❑ TANK ❑ +d.
ARAGE .. RETAINING. WALL „J
PORT - : ❑ ROCKERY Q RENEWAL'
(TYPE OF USE. BUSINESS OR ACTIVITY) EXPLAIN
(- ff
UE
t
CHECKED BY
TYPE OF CONSTRUCTION OCCUPANT'
O.STORIES
NUMBER
:. �. %J
NUMBER OF"17CRITICOF6
DWELLING
UNITS .
REAS _
UMBER
SPECIAL INSPECTOR
REQUIRED YES
AREA ' PANT
5T jrOAD
DE8CRIBE WORK T0' BE- DONE
REMARKS
PROGRESS INSPECTIONS PER UBC.108/FINAL INSPECTION REO'D
.. PC .
VALUATION; $
.
kol . .
1
Descrl Uon
FEE :
D
FEE
'
Plari Check
(.. .. .
EAT: SOURCE. GLAZING.%
. 'SLOPE �... / Building
PLAN:CHEC1KNO: .. ` vESTED.DATE Plumbing . /'D'
Mechanical.. %+ .
THIS PEAtYITALrTNORrm6 ONLY THE WORK NOTED Twe PERMIT COVERS WORK TO.
t : BE DONE:ON PRIVATE PROPERTY ONLY ANY CONSTRUCTION :ON THE PUBLIC
DOMAIN (CURBS SIDEWALK$, DRIVEWAYS, MARQUEES.'ETC.).WILL.REQUIRE G�$ding RBCOrding F89
SEPARATE PERMISSION. �r
Engi Review .... City Surcharge' -
PERMIT APPLICATION: 180 DAYS _
4 PERM LIM11 I YEAR - PROVIDED WORK IS STARTED WITHIN 180.DAY8 Engr. In8pection V StatB SUTCharge /
SEE aACK OF PINK PERMIT FOR MORE INFORMATION . ,
APPLICANT, ON BEHALF OF HIS OR HER SPOUSE HEIRS, ABSK�NS ANo succEsoRs Traffic. Mitigation' Plan Chk Deposit
IN INTEREST AGREES TO INDEMNIFY DEFEND AND HOLD HARMLESS THE:CrTY OF
EDMOND$ WASNINGTON ITS OFFI . EMPLOYEES, AND AGENTS FROM ANY AND.. FUe'.RBVieW H.: Receipt #
ALL CLANSFOR DAMAGES OF W _ iEVER. NATURE, ARISING DIRECT y OR INDIRECTLY
FROM THE ISSUANCE OF;TH*PERMrT, ISSUANCE OF THIS'PERMIT SHALL.NOT BE F(r9 1TISpeCt1011 TgtaLArnOUnt Due.
9 'DEEMED TO MODIFY WANE OJ.,I REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
= NOR LJMR N ANY WAY THE Ows ABILITY TO ENFORCE ANY. ORDINANCE PROVISION
Landscaponsp. 1.` Receipt #
.I HEREBY ACKNOWLEDGE THAT I,HAVE READ:THI8 APPUCATION; THAT.THE INFORMATION '
GM]J `I8,CORREUP AND THAT I.AM:THE OWNER. OR THE DULY AUTHORIZED AGENT, OF APPLICATION APPROVAL , ,
: THE OWNER,„I `AGREE ;TO COMPIY wall cmr AND STATE LAWS REGULATING CONSTRUC-;: CALL i TNB epplicatlon is nM a pemdt uiHO elpned by the
TION; AND IN: DOING ,THE WORK AUTHORIZED THEREBY NO PERSON WILL BE'EMPLOYED; Bullding OMdel or his/her Deputy: end Fees are OW, and.
IN, VIOLA N. F THE LABOR CODE ESTATE OF WASHINGTON RELATING TO FOR: INSPECTION fe�ptI-adutomedgedInBP D!vded•
WO TI IN8U : CE ., D RCW 18.27.: .. .
OFF1 SIGNATUR PI
SI TU OWN DATE SIGNED t425)
771,- 0.WR0.
RE D&BY-
ATTE ION : EXT 1333DA
IT IS UNLAWFUL TO USE OR OCCUPY ABUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE :AND APPROVAL OR A :CERTIFI- 771-0221
ORIGINAL Fl YELLOW - INSPE R
CATE.OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109,
FAX PINK - 0, ER GOLD - ASSESSOR
10/01
ATE RECEIVED
CITY. OF EDMONDS
CONSTRUCTION. PERMIT APPLICATION
OWNER NAMEINAME OF BUSINESS
011r � ,PVC rV lltl6r
I MAILING ADDRESS
-77 9' 0 7
CITY ZIP TELEPHONE
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NAME
ADDRESS
CITY
NAME
�C�•
..+ I
ADDRESS
ZIP .
r
ZIP
STATE LICENSE NUMBER EXPIRATION DATE
PROPERTY TAX ACCOUNT PARCEL NO.
By-.
00
.fo o sv o
❑ NEW
❑
RESIDENTIAL
❑
PLUMBING / MECH
❑ ADDITION
❑
COMMERCIAL
❑
COMPLIANCE
OF USE
�., PERMIT EXPIRES
USE PERMIT
ZONE NUMBER
JOB SUITE/APT#
ADDRESS
MENEM
PLAT NAME/SUBDIVISION NO.
LOT NO.
LID NO.
LID FEE $
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP.RIN
Pear* ed
..
SNO Use PermitRaptl
EXISTING PROPOSED
Inspection ReqLdred
SaswalkRe Wtired
REQUIRED DEDICATION FT
Undergorwo
METER SIZE
LINE SIZE
NO. OF FIXTURES
PRV REQUIRED
O
YES 10 NO 13
z
REMARKS
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE
_ _ . i .. .
ENGINEERING -
FIRE REVIEWED BY
DATE I c I
VARIANCE OR CU SHORELINE OR ADB# INSPECTION I BOND
REO'D POSTED
10 YES IO NO
SEPA REVIEW SIGN AREA HEIGHT
COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED. PROPOSED
EXP
LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.)
ALLOWED PROPOSED FRONT SIDE REAR FRONT L/R SIDE REAR
❑ REMODEL
❑ APARTMENT
❑ SIGN
REO'D PARKING
PROVIDED
AREA
I'PLANNING REVIEWED BY
❑ REPAIR
❑ GRADING CYDS
❑ FENCE X
FT)
REMARKS
DEMOLISH
❑. ,TANK
❑ OTHER
GARAGE
❑ CARPORT
RETAININd WALL
❑ ROCKERY
❑ RENEWAL
U7(TYP OF USE, BUSINESSS� ORR EXPLAIN:
`i�'�
'•ACTIVrM
er/G6'ov
NUMBER
NUMBER OF
CRITICALOF
DWELLING
/ y L'
BER /L 1
STORIES
UNITS
NUR Vf
DESCRIBE WORK TO BE DONEE
ei-*i o
1
HEAT SOURCE GLAZING % LOT SLOPE %
1
PLAN CHECK NO: VESTED DATE
DATE
CHECKED BY
TYPE O ONSTRUCTION
CO
OCCUPANT
GROUP
SPECIAL INSPECTOR
REQUIRED ❑ YES
AREA
OCCUPANT
LOAD
REMARKS
PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTIC
VALUATION $
Description
FEE
Description
Plan Check
Building
Plumbing
Mechanical
FEE
THIS PERMIT AUTHORS ONLY TILE WORK NOTED.' THIS PERMIT COVERS WORK TO
t BE DONE ON PRIVATE PROPERTY ONLY ANY CONSTRUCTION ON THE PUBLIC
DOMAIN
Grading
Recording Fes
(CORM SIDEWALKS, DRIVEWAYS, MARQUEES, ETC4 WILL REQUIRE
SEPARATE PERMISSION.
Engr. Review
City Surcharge
PERMITAPPLICATION: 1SD DAYS
d PERMIT LJMIC 1 YP,AR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
Engr. Inspection
State Surcharge
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS
Traffic Mitigation
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 Review
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 MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
Fire Inspection .
Total Amount Due
� �+
NOR LIMIT IN ANY WAY THE CITY S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.'
Landscape Insp.
Receipt #
64
I HEREBY ACKNOWLEDGE THAT 1 HAVE READ THIS APPLICATION; THAT THE INFORMATION
OMEN. 18•CORREC7; 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•
CALL
T^le application is not a permit until signed by the
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
Building Official or his/her Deputy: and Fees are paid, and
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON. RELATING TO
FOR INSPECTION
receipt IsacknovAedgedInspecaprwided.
WORKMEN`tqQKN8ATION INSURANCE AND RCW 18.27.
at GNA RE ER AG
DATE SIGNED
(425)
O 81 TORE � DATE
61
Air 9/ D
RELEASED BY DA TV
ATTENTION
EXT 1333
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
771-0221
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFY-
OF OCCUPANCY HAS BEEN GRANTED.. UBC SECTION
ORIGINAL - FILE • YELLOW - INSPECTOR
.109
1ao1
0/01
F
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PINK - OWNER • GOLD - ASSESSOR . .
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
SPRUCE STREET
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THE DRAWING SHOWN HEREON DOES NOT NECESSARILY CONTAIN ALL OF THE INFORMATION
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4509 243rd Place S.W. Mountlake Terrace, WA 98043
(425)673-7502 (206)523-1654
CB RIM 206.8 EDGE OF ROAD' SITE BM
IE (8" S) 04.3 --- 0 FIRE HYDRANT
II
ABANDONED 4" DI WATER
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CONNECT NEW " PVC \UG GUTTER SOEWALK
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SANITARY WTR
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205 SEWER LATERAL—0 900 00' 00"
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220 N E
F�" 918.001
INSTALL
//o, INSTALL N INSTALL WOOD FENCE NEW CB# WTR MTV NEW C13#3 il FOOTING DRAINS NOT'
\A IM 210.000 uj TO BE TIED INTO
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INSPECTIONS REQ`D r
0 ACCEPTABLE TIGHTLINE •
CALL 425-771-0220 EXT. 1326 MATERIAL
54TALL NE 4' ROCKERY SDR 35 0
PJ E W #4 TYPE 1 j SCH 40 Tm
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ENTRANCE REQUIRED
103.061
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GAS PAETER' TO BE RELOCATED
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APPROVED AS NOTED
BY ENGINEERING
Date:
LEGEND
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REVISIONS
Finish Grp
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and outoic
TO 5
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w/ drilled
1 7/8"" in
Frame and Grate
Olympic Foundry MH40G or equal
Flow
CONTROL CATCH BA51N DETAIL
N.5.
2.00'
TOp SOIL
(5EE 501L LOG RF. 5f -5M FILTER FABRIC
NELSON-COUVRETTE ORGANIC 5F 5M
NCA # 145795 IN FREE DRAINING 1-1/4"
SHORT FLAT FILE) GRANULAR FILL
5F-5M/5M
4" FERF. DRAIN FIFE
TRENCH SECTION
SCALE: 1 /2" = 1'
W
5
10
15
20
25
30 35
40 45
50
55
215
2-1-0
CB #4
TYPE 1
CB #3
TYPE 1
RIM 21
53 LN FT 18"
N-12 ADS @ .
°/a
RIM 21 '
INV. 20
n nn,
INV. 207.50
205
SYSTEM PROFILE
NO SCALE
FROM CONTROL CB
SYSTEM CK055 SECTION
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REVISIONS:
Y
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II II I III p II
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205
210
ASPHALT
215
220
TEMPORARY
ROCK
ENTRANCE
220
1 l - 011
FILTER FABRIC
211-411
QUARRY
51'ALL5
TO OF 5WALE FLOW
--- - --- ----- -------------
2X2 DF
IN GRAVEL--INED TRENCH IU U R T w i i vivi yr r I L i cr, r/AUr,1U 1N 1 Nr-NUn
2X2 D F
OR BETTER
ROCK CHECK PAM 5ECTION
CONSTRUCTION SEQUENCE
NO SCALE
1. PRE -CONSTRUCTION MEETING -CONTACT
CITY OF EDMONDS ENGINEERING INSPECTOR
— 425-771-0220
2. CALL FOR UTILITY LOCATIONS
3. REVIEW ESC NOTES AND -DETAILS --
4. INSTALLATION OF ESC DEVICES
5. INSTALL CB PROTECTION
6. GRADING ACTIVITIES
7. REFERENCE STABILIZATION OF EXPOSED AREA REQUIREMENTS
S. UTILITY ACTIVITIES
9. CONSTRUCTION ACTIVITIES
1. Maintain natural vegetation for silt control where possible. 10. REMOVAL OF ESC DEVICIES
2. Temporary erosion sedimentation control facilities shall be constructed by placing siltation I I. INSTALLATION OF LANDSCAPING
Control filters around swales (natural or manmade) and shall be maintained in a satisfactory
condition until such time that land clearing and/or construction of permanent drainage facilities
are completed and operational. Facilities shall then be removed and the site restored to the original
or final design condition.
3. As construction progresses and expected seasonal conditions dictate, more siltation control
facilities may be required to insure complete siltation control of this property. Therefore, during the
course of construction, it shall be the obligation of the contractor to address any new conditions that
may be created by his activities and to provide additional facilities, as may be needed.
4. ESC Minimum Requirement - Stablization of Exposed Areas. All soils exposed by land disturbing
activities shall be staliblized by suitable application of BMPs, including, but not limited to, sod
hydroseeding, or other vegetation, plasitic covering, or mulching. All BMPs shall be selected,
designed and maintained in accordance with the Manual. The exposed soils shall be stabilized
according to an approved timetalbe. (Typically, no soils shall remain exposed for more than two (2)
days from October 1 through April 30 and no more than seven (7) days from May 1 through
September 30)
5. Construction Access Route. Construction vehicle access shall be, whenever practicle, limited
to one route. Access points shall be stabilized with quarry spalls or cruched rock to minimize the
tracking of sediment onto public roads. If sediment is transported onto a road surface, the roads
shall be cleaned thoroughly at the end of each day. Sediment shall be removed from roads by shoveling
or sweeping and transported to a controlled sediment desposal area within 24 hours. Street washing
shall be allowed only after sediment is removed in this manner.
6. ESC Minimum Requirement - Manintenance. All erosion and sediment control BMPs shall be regularly
inspected and maintained by th owner to ensure continued performance of their intended function. All
maintenance and repair shhll be conducted in accordance with the manual.
7. ESC Minimum Requirement - Cut and Fill Slopes. Cut and fill slopes shall be designed and constructed
in a manner that will minimize erosion. In addition, slopes shall be stabilized in accordance with ESC
Requirement No. 2.
8. ESC Minimum Requirement - Storm Drain Inlet Protection. All storm drain inlets made operable during
construction shall be protected so that storm water runoff shall not enter the conveyance system without
first being filtered or otherwise treated to remove sediment.
9. ESC Minimum Requirement - Protection of Adjacent Properties. Adjacent properties shal be protected
from sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or filters, dikes or
mulching, or by a combination of these measures and other appropriate BMPs.
FILTER. FENCE DETAIL
STANDARD STRE:NGT GRATE
FILTER FABRIC
",' ?;
-
CATCH BA51N
i
NOTE: ONLY TO BE USED WHERE FONDING OF WATER
ABOVE THE CATCH 13A51N WILL NOT CAUSE
TRAFFIC FROBLEM5 AND WHERE OVERFLOW WILL
NOT RESULT IN EROSION OF SLOE ES.
NO 5CALE
A -A FILTER FABRIC
FKOTECTION-
N.5.
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T� ��T •T •T YY� t/T rT•
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T YY •T• Y•T•
T •T�, T•T ••T''T�•
T 71.
TEMPORARY PROVIDE FULL WIDTH OF IN EGRESS AREA
ROAD ENTRANCE DETAIL
SCALE: N.S.
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9.09.02
REVISIONS
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