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CITY OF EDMONDS
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THIS PERMIT AUTHORIZE ONLY THE WORK NOTED. THIS ERMIT COVERS WORK TO
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vPPLICANT. ON BEHALF OF HIS OR HER SPOUSE. HEIRS, ASSIGNS AND SUCCEsoas
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I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
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119 - 62 Co BUILDING DEPARTMEN PLOTT AN
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Dennis M. Bruce, RE.
M.S.C.E., M.B.A. /Civil Engineer
RECEIVED
JUN 15 2005
June 3. 2005
PERMIT COUNTER
City of Edmonds CITY copy
c/o Michel Construction
7907212 1h St. SW, #102
Edmonds, WA 98026
Subject: Geotechnical Evaluation — Foundation Recommendations
Proposed 8-Unit Condominium Building
249 OAve. S, Edmonds, Washington
This engineering report presents the results of a geotechnical evaluation of the
property at 249 4ttAve. S, Edmonds, Washington. This evaluation was required due to
owner I contractor concerns, as well as City of Edmonds requirements.
REFERENCES:
. Property Survey, Site Plan, and Project Plans by McGrew -Michel Building Design
* Preliminary Drainage and Plot Plan (attached)
* Site photographs
BACKGROUND:
The overall property is rectangular in shape (approximately 66 feet along 0 Ave.
S and approximately 123 feet deep). An existing City of Edmonds alleyway borders the
east property line (see Survey).
Currently, the overall property contains 3 existing single-family homes with
detached garage / outbuildings.
It is understood that Michel Construction proposes to demolish the existing
homes and outbuildings and construct a new 8-unit condominium building (3 stories).
See Plans.
The overall property is essentially flat with very little slopes.
Visual evaluation revealed no evidence of any geotechnical distress: no slides,
no soil tension cracks, no foundation settlement or any evidence of erosional
degradation.
SOILS - FOUNDA 7ZON5 - S17-E DEV&OPIVENr - INSPECTION - DRAINAGE - DESIGN& PER"Ir LEGAL
P.O. Box 55502 - Shoreline, WA 98155 - (206) 546-9217 - FAX (206) 546-8442
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City of Edmonds
c/o Michel Construction, Inc.
June 3, 2005
Page 2
EVALUATION:
In order to augment the existing site geotechnical information, 4 soil test holes
were hand dug by this engineer on May 12, 2005. All 4 test holes revealed similar sub -
grade conditions, namely:
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0" to 6" Lawn, organics, roots, and organic silt
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6" to 14" Brown sandy loam, grading to silty sand
14" to 40" (bottom of test holes) Dense sands with occasional gravels
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No water was encountered in any of the 4 test holes. All test hole walls remained
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vertical and stable. No sloughing or caving occurred.
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CONCLUSIONS RECOMMENDATIONS:
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Based on the findings of this investigation, and experience with similar sites in
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the area, the Michel Construction property at 249 4 Ave. S, Edmonds, Washington is
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geotechnically approved for the proposed 8-unit condominium building, subject to the
following:
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. Standard reinforced continuous and spread footings. Allowable bearing
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pressure: 2,000 p.s.f.
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design provided drainage zone is inspected and verified by this engineer.
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For retaining wall design, use friction factor of 0.55 and passive pressure of 350
p.c.f.
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Geotechnical inspections by this engineer prior to any foundation concrete
placement.
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The proposed structure can be supported on conventional continuous and
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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 over -excavation may be required below
footings to expose competent native soils. Unless lean concrete is used to fill the over
City of Edmonds
c/o Michel Construction, Inc.
June 3, 2005
Page 3
excavated hole, the width of the over -excavation at the bottom must be at least as wide
as the sum of two times the depth of the over -excavation and the footing width. For
example, an over -excavation extending two feet below the bottom of a three-foot wide
footing must be at least seven feet wide at the base of the excavation.
Footings constructed according to the above recommendations may be designed
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for an allowable soil bearing pressure of two thousand (2,000) pounds per square foot
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(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,
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native soils (or on structural fill up to five (5) feet in thickness) will be about one-half
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inch, with differential settlements on the order of one -quarter inch.
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NOTE: The bearing capacity of 3,000 p.s.f. applies to over -excavated and
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backfill conditions. Footings placed on native soils may be designed for 2,000 p.s.f.
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
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vertical, embedded portions of the foundations. For the latter condition, the foundations
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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
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design values be used for the foundation's resistance to lateral loading:
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Parameter Design Valu
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Coefficient of Friction 0.55
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Passive Earth Pressure 350 p.c.f.
Where:
(1) p.c.f. is pounds per cubic foot.
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(2) Passive earth pressure is computed using the equivalent fluid density.
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We recommend that a safety factor of at least 1.5 be used for, design of the
foundation's resistance to lateral loading.
SLABS -ON -GRADE:
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 so ils
can be re -compacted 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
City of Edmonds
c/o Michel Construction, Inc.
June 3, 2005
Page 4
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
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earth pressures imposed by the soils retained by these structures. The following
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recommended design parameters are for walls less than twelve (12) feet in height,
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which restrain level backfill:
Parameter Design Value
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Active Earth Pressure* 35 p.c.f.
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Passive Earth Pressure 350 p.c.f.
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Coefficient of Friction 0.55
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Soil Unit Weight 125 p.c.f.
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Where:
(1) p.c.f. is pounds per cubic foot
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(2) Active and passive earth pressures are computed using equivalent fluid
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densities.
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For restrained walls which cannot defect at least 0.002 times the wall
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height, a uniform lateral pressure of one hundred (100 p.s.f. should be
added to the active equivalent fluid pressure),
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The values given above are to be used for design of permanent foundation and
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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
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behind the walls and assume that no surcharge slopes or loads will be placed above the
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walls. If these conditions exist, then those pressures should be added to the above
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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
City of Edmonds
c/o Michel Construction, Inc.
June 3, 2005
Page 5
and compaction of retaining wall backfill should be accomplished with hand -operated
equipment.
Retaining Wall Backfill
Backfill placed within eighteen (18) inches of any retaining or foundation walls
should be free -draining structural fill containing no organics. This backfill should contain
no more than five (5) percent silt or clay particles and have no particles greater than
four (4) inches in diameter. The percentage of particles passing the No. 4 sieve should
be between twenty-five (25) and seventy (70) percent. Due to their high silt content, if
the native soils are used as backfill, a drainage composite, such as Mirafi and
Enkadrain, should be placed against the retaining walls. The drainage composites
should be hydraulically connected to the foundation drain system. The purpose of these
backfill requirements is to assure that the design criteria for the retaining wall is 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.
At the time of this investigation and report, it is understood that no excavation
deeper than 4 feet will occur on the site (see Project Plans). No shoring is required if
excavations are less than 4 feet deep. If excavations exceed 4 feet in depth, temporary
shoring may be required utilizing Ecology -Blocks.
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 2H:1 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.
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City of Edmonds
c/o Michel Construction, Inc.
June 3, 2005
Page 6
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
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water drains must be kept separate from the foundation drain system.
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No groundwater was observed in any of the 4 test holes during the fieldwork.
Seepage into the planned excavation is possible, and likely if excavation occurs during
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winter months, and if encountered should be drained away from the site by use of
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drainage ditches, perforated pipe, French drains, or by pumping from sumps
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interconnected by shallow connector trenches at the bottom of the excavation,
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The excavation of the site should be graded so that surface water is directed off
the site and away from the tops of slopes. Water should not be 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 ofall
surface vegetation, all organic matter, and other deleterious material. The stripped or
removed materials should not be mixed with any materials to be used as structural fill.
Structural fill is defined as any fill placed under the building, behind permanent
retaining or foundation walls, or in other areas where the underlying soils needs to
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
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c/o Michel Construction, Inc.
� June3, 2005
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� lifts mloose thickness. The following table presents
recommended relative compaction for structural fill:
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�Location of Fill Placement Minimum RelativeCompaction
Beneath footings, slabs mwalkways sn%
Behind retaining walls oom
Beneath pavements ` ns%for upper 12inches m
oub-gsda.00mbelow that level
w»vm: Minimum relative compaction the ratio, expressed mpercentages, m
the compacted dry density to the maximum dry density, aodetermined m
accordance with AaTwTest Designation o'1osr7o(Modified pmmor).
Use nrOn-Site Soils
If grading activities take place during weather, when the sandon-site
soils are very 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 highly moisture sensitive. Grading operations will be difficult when the
moisture content of these soils greatly exceeds the optimum moisture content.
Moisture sensitive soils will also uosusceptible mexcessive softening and
"pwmpivo^from construction equipment traffic when the moisture content iogreater than
the optimum moisture content:
Ideally, structural fill, which iom»oplaced inwet weather, should consist v;a
granular soil having nnmore than five clay particles.The percentage
cvparticles passing the No. unosieve should oomeasured from that portion mthe soil
passing the mre*nuenewncosieve.
The use m^svmo`on-site soils for fill material may be acceptable ifthe upper
organic materials are segregated and moisture contents are monitored uyengineering
` inspection.
No drainage problems were evident with the property at 249 4'h Ave. S.
DRAINAGE CONTROLS:
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City of Edmonds
c/o Michel Construction, Inc.
June 3, 2005
Page 8
It is understood that the new condominium building will comply with City of
Edmonds requirements and comply with the design drainage plan.
CONCRETE:
All foundation concrete (footings, stem walls, slabs, any retaining walls, etc.)
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shall have a minimum cement content of 5-1/2 sacks per cubic yard of concrete mix.
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INSPECTIONS.
The recommendations of this report are only valid when key geotechnical
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aspects are inspected by this engineer during construction:
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. Foundation sub -grade verification
* Any retaining wall, or rockery placement
- Any fill placement
* Subsurface drainage installation
- Temporary and final erosion control
SUMMARY:
The proposed Michel Construction 8-unit condominium project at 249 4 th Ave. S,
Edmonds, Washington is geotechnically viable when constructed in accordance with
the recommendations herein, compliance with City of Edmonds approved plans and
requirements, and key geolechnical inspections during construction.
STATEMENT OF MINIMAL RISK:
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The plans and specifications for the 8-unit condominium project at 24 41 Ave. S,
Edmonds, Washington have been reviewed by this engineer and conform to the
recommendations of the analysis and report and, provided that those conditions and
recommendations are satisfied during the construction and use, and inspected and
verified by this engineer, the area disturbed by construction will be stabilized and remain
stable and will not increase the potential for soil movement, and the risk of damage to
the proposed development and from the development to adjacent properties from soil,
instability will be minimal.
CLOSURE:
The findings and recommendations of this report were prepared in accordance
with generally accepted professional engineering principles and practice. No other
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City of Edmonds
c/o Michel Construction, Inc.
June 3, 2005
Page 9
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. z
If there are any questions, do not hesitate to call.
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Dennis M. Bruce, P.E.
Geotechnical I Civil Engineer
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Dennis M. Bruce, P.E.
M.S.C.E., M.B.A. Geotechnical /Civil Engineer
May 18, 2006 R E C E-. I V I -
MAY 2 5
PA 'MGOE,� C T F1 -
OJTY OF
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City of Edmonds
Community Services Division
121 e Ave. N 0
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Edmonds, WA 98020
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Geotechnical Inspections
Subject: Field Reports - a:
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249 e Ave. S C
Edmonds, Washington M
Michel Construction, Inc. New Multi -Unit Project (8-Unit
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Condominium)
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Permit No. 2006 - 0258
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This engineering report presents the results of ongoing geotechnical inspections
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as required by the City of Edmonds Permit No. 2006 - 0258.
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REFERENCES:
* Geotechnical Reports by D. Bruce, P.E. dated June 3, 2005
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* City of Edmonds approved Project Plans
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INSPECTIONS:
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This engineer continues to provide 4AU on -site geotechnical inspections as
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required for key geotechnical activities (excavation, foundation sub -grade preparation,
any fill material placement and any retaining wall / rockery construction.
City of Edmonds Inspection Items-
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Excavation. This engineer observed excavation for this site (after demolition of
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the pre-existing house). Subsurface conditions were as anticipated by the
GeotechniGal Report (dense silty sand). All excavation cuts were stable and less
than 5 feet in total depth. Thus, no temporary shoring was required.
Ongoing inspections verified proper performance of all soil cuts.
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN & PERMIT f LEGAL
P.O. Box 55502 - Shoreline, WA 98155 - (206) 546-9217 - FAX (206) 546-8442
City of Edmonds
Re: Michel Construction, Inc.
May 18, 2006
Page 2
Soil Bearing: This engineer verified extremely dense native sub -grade soils that
easily provide a minimum of 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.
Retaining Wall / Rockeries: Not yet.
Fill Placement and Compaction: None yet required.
SUMMARY:
Ongoing geotechnical inspections have verified the proper completion of
geotechnical aspects to date (May 18, 2006).
Geotechnical inspections continue, as required.
If there are any questions, do not hesitate to call.
Dennis M. Bruce, P.E.
Geotechnical Civil Engineer
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cc: Michel Construction, Inc.
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CASCADE TEST11. LABORATORY, INC.
TESTING & INSPECTION PREVIOUS
EPORT No.
N I", I -TH 11-
KIRKLAND, WASHINGTON 9B034 -6-A-T
E_IIETT �442 '�5 .23
5)25908"
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FIELD REPORT
PROJECTT_,,,
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LOCATION
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TO: . _
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8-1.11 NO.- OWNER
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WEATHER TEMP. AT AM
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AT PM
ENGINEER
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ARCHITECT
ATTN:
CONTRACTOR
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INSPECTION PERFORMED
TEMS INSPECTED FOUNDATIONS
RESTEELICONCRETE RESTEEL ONLY
- FOOTINGS $LAS
_,:'�ELJMASONRY
- AUGER CAST PILES COLUMNS
STR.STIBOLTINr
- DRILLED PIERS WALLS
BEAMS
LOCATION JAREAS)
4-4
26CRETEIMASONRY mix NO.
DESIGN STRENGTH (I-C)
SUPPLIES
TOTAL CU. YD. PLACED
SLUMP (INCHES�
SPECIMENS CAST
NT(.Y,.)
SEE CYLINDER REPORT NO�
1____eAIRCON
YES NO - ITEMS INSPECTED WERE IN C ONFORMANCE WITH BLDG. DEPT. APPROVED PLANS
YES
REMARKS:
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DEVEtcp V,
3T RESULT S APPLY ONLY TO THE !!EMS
GEIN TESTED THIS REPORT SHALL NOT
INSPECTORTS), NAME(-)
REPRODUCED EXCEPT IN FULL, WITH-
T THE WRITTEN APPROVA 01 CASCADE
5TIMG LABORATORY. INC,
INSPECTOR SIGNATURE
WSED 710,
SIGNED By
"IS TO
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FIELD REPORT
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jUL 2686
ATTN: — VELOPMENT ERviees-cm.—
CITY OF EDMONDS
DATE
7
No�
PROJECT
LO�ATH)N
BLDG, PERMIT NO.
OWNER
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ENGINEER
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THE FOLLOWING WAS NOTED:
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Certified
Inspection Services, Inc.
1069 S.W. 328th Court, Federal Way, WA 98023
Phone (253) 927-0626
Fax (253) 661-2994
Ultrasonic Weld Inspection Report.
AWS 131.1
Customer: Cascade TestingLaboratories Date. 8/9/06
Job No.: 0607-32
Project: The 249 4th Ave. S. Residence Report No.: 27244
Specification: AWS D1. 1-2006 Class: Statically Loaded - 6.13.1rrable 6.2
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Job Description: Ultrasonic inspection of., complete penetration welds, as listed.
Remarks:
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Surface condition: as welded
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DEVELOPMENT SERVICES CTR.
Note: represents welds that need weld added and/or the backing bar removed. CITY OF EDMONDS
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Ulft-asenic Fquipment
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Instrument: Mfg.: Krautkmmer Branson Model: USK 7 Serial No.: 1566
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Transducers: Mfg.: KB Aerotech Frequency: 2.25 MHz
Dimensions: .375" x.375" Angle: 70 deg.
Dimensions: I" dia. Angle: Straight Beam
Inspected By: Thoma-s E. Horn P'Leveh 11
Approved By:
CERTIFIED INSPECTION SERVICES AWS ULTRASONIC WELD INSPECTION REPORT
Repair % 0.0%
Customer: Cascade Testing Laboratory Report No.: 27244 Reject % 0.0%
Job Description: The 249 4thAve. S. Residence
D No. Angle Leg A B S Path Length X Y Thick. C D Depth Status Weld I.D. R# "e2rks PcIftLevell
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Roof
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South ColumnfBottom Yield
Center ColumnTop Weld/South/South
Ist Floor
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Center Column[Bottorn Weld/South
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Center ColumrvTop Weld/S(Wth
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CASCAr)E TESTI, LABORATORY, INC.
PRE IOUs No_
TESTING & INSPECTION
REPVORTNo_�
5 8 3 0
125 ��917
DATE
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C600-1
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FIELD REPORT
PROJECT' C�
LOCATION
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SLOG. PERMIT NO. OWNER
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REVISED 7/05
COPIES TO:
P'7CEIVEU
CASCADE TEST ... IG LABORATORY, INC.
JUN 0
TESTI�G & INSPECTION
PREVIOUS 7 20o?
No.
N.� 128061
12919 X. 126TH PLACE
KIRKLAND, WASHINGTON 11 �425) 823-9800
425) 259-17
REPORT
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CER��
FIELD REPORT
PROJECT
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BE REPRODUCED EXCEPT IN FULL, Willi
OUT THE WRITTEN APPROVAL or CASCADE
TESTING LABORATORY, IING INSPECTOR SIGNATURE
REVISED W06 SIGNED By
COPIES To::
CUSTOM DESIGN & ENGINEERING, INC
STRUCTURAL ANALYSIS & DESIGN
FIELD REPORT
Date: May 21,2007
AeferenceprojeLt: 249-41TR ST EDMONDS, PERMITt 2006-0258
We performed an,on-site visit to look at the -hole penetrations of the support%beams and the
header that was cut down to 5 inches to allow installation of the door.
1. The hole penetrations thru the support. beams are.acceptable, sincethey.have -more
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strength.ca ' pacity than.the design loads. All these�beamswere.des!gned for stiffness
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2. The beam being cut down to S" is acceptable, since this is not a bearing wall.
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MAY 2 2,2007
DEVELOPMENT SERVICES CTS
CITY OF EDMONDS
11006 6e AVE WEST - MUKILTE0 WA 98275
PHONE (425) 343-7517 - FAX (425) 493-8388
Might Calculation Workshect
Date
Permit NLUTlbCr
Address
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03/24/2eos 13:48 4257789086 MICHEL CUNbl �94kt LIZ
LL— Diane Glenn
July 1. 2007
Michel Construction, Inc.
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Edmonds, WA 98026
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Re: 249 4'h Ave. South
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Edmonds, WA
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8 unit condominiums
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Final inspection report for 249 4t6 Ave. South, Edmonds, WA
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All inspections performed at the project were based on the builder's
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specifications, product manufacturer's specification s, and project plans. All
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references made are to the plans and specifications developed specifically
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for the project as submitted to the City of Edmonds. Course of construction
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inspections were performed of the building enclosure for the purpose of
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quality application of material to meet plans and specifications.
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Construction of the building enclosure has been constructed in substantial
compliance with requirements of Engrossed HB 1848.
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The followingareas we re inspected with comments for each item and results
of inspections.
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Windows and sliding doors (Alpine):
Window and sliding door nailing was inspected for nailing per product
manufacturer's specifications.
All areas inspected were completed with no outstanding correction items.
Office (425)709-6100 Cell (425)351-0940 40 Lake Bellevue, Suite 100f Bellevue, WA 98005
03/24/20eB 13:48 4257789086 MICHEL CONST PAGE 03
Weather barrier (DenspJass Gold, Fortifiber Jumbo Tex):
The Densghiss Gold was inspected for installation to manufacturer's
specifications. The product will serve as the preliminary defense for
moisture intrusion. The installation inspected was completed with no
outstanding correction items.
The weather barrier material (b"ding paper) was inspected for installation
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to manufacturer's specifications and building code. Consultations were
performed in the field to assure siding company had a clear understanding of
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procedure and a consistent follow through.
The weather barrier was inspected to assure no tears, gaps or missing 4eas.
Inspection made for correct overlap of material and taping or sealing of
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all penetrations. Building paper was installed with 20" minimum overlap
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creating two layers at wall,
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All areas inspected were completed with no outstanding correction items.
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Flashing (Moistop. Fortiflashl-
Window and sliding door flashing was inspected for correct application of
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material per product manufacturer's recommendations. Flex ible flashing
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(Waterblock) was installed before window installation at sides and bottom of
windows, Flexible flashing (Waterblock) was installed after building paper
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at the sides of the windows.
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Flashing (metal)
Areas were inspected for correct application of metal flashing over all wood
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trim.
All areas inspected were completed with no outstanding correction items.
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Doors:
Man doors were inspected for installation per builder's specifications. All
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sills were inspected for correct sealing against water intrusion.
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All areas inspected were completed with no outstanding correction items.
03/24/2008 13:48 4257789086 MICHEL CONST PAUh W4
Decks:
Deck flashing was inspected for correct application of flashing at deck to
wall areas, Deck surfaces at decks were inspected for correct application of
materials to assure consistency and for prevention of water intrusion
Decksare constructed with a solid surface and a scupper system to drain
water to the outside.
All areas inspected were completed with no outstanding correction items.
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Siding (qe_dqr lap and):
All siding and trim was inspected for correct installation per product
manufacturer's and builde r's specifications.
Inspections were perform ed for complete application of a] I siding pieces and
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trim. Inspections were performed for sealing of all penetrations at siding.
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Roofing flashing
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Roof flashing was inspected for correct i nstallation at all required locations
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before installation of roofing. All flashing at eaves was inspected for correct
application by product manufacturers, builder's specifications and building
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code,
All area inspected were completed with no outstanding correction items.
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Masonry:
Stone areas were inspected for correct installation per product
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manufacturer's and builder's specifications.
Inspections were performed for complete application of all stone areas. All
areas inspected were completed with no outstanding correction items.
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This represents a full report of inspection of window flashing material
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application, window installation, weather barrier application, decks material
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application, siding application and other flashing areas. A test for water
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penetration resistance testing of a representative sample of windows was
performed by a professional testing company and a report was generated
showing no failure in the windows or systems due to water penetrations.
03/24/2008 1348 4257789086 MICHEL CONST HAUL ut)
All exterior material applications are cOMPI eted to builder's specifications,
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manufacturer's specifications, building code, and good building industry
standards.
This letter will serve as notice that the building enclosure has been inspected
during the course of construction and is in substantial compliance with the
building enclosure design documents submitted to the City of Edmonds as
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part oftheplans as requ dbyEngossedBB1848.
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Building Enclosure inspector
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CASCAOE TESTING LABORATORY, INC.
TESTING E, INSPECTION
12919 N.E. 126TH PLACE KIRKLANDt (425) 823-9800 SEATTLE: (206) 525-67 0
KIRKLAND. WASHINGTON 98034 FAX: (425) 823-2203 EVERETT. (425) 259-0817
March 26, 2008
Cert No. 0607-32E
City of Edmonds Building Department
250 5th Avenue N
Edmonds, Washington 98020
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Attention: Building Department Official
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Reference: 249 41' Ave South Project
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249 4" Ave South
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Perrnit #2006-0258
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This is to advise you that the following inspections were completed per 0 ur reports for the above
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referenced project and permit. Please see the previously sent reports for actual details of the
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inspections performed.
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1. Epoxied anchor bolts & all threads
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2. Structural steel welding and bolting
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All inspections, only as inspected and reported, conformed to Edmonds approved plans,
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specifications, UBCABC and related codes and/or verbal or written instructions from the Engineer
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of Record.
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Our last report is dated 05-16-07 and is report number 128061.
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RECEIVED
Respectfully,
TESTING LABORATORY, INC.
CASCADE MAR 2 7 2008
BUILDING DEPT.
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Michele J. Guerrini
Vice President
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Mar 26 08 02:23p D. Bruce, P.E. 206-546-844e P.1
Dennis M. Bruce, P.E. MAkeq R6, 900F
M,S,C,E., M.B.A. Gentachni I 1=n ineer
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SOILS . FOUNDATIONS - SITE DEveLopmENr - tnSPECTION - DRAINAGE - DESIGN&PERMIT - LEGAL.
P.O. Box 55502 - Shoreline, WA 98155 * (206) 546-9217 - FAX (206) 54UE442
RECE!"ViFf"."
MAR 2 6 2008
BUILDING !)FPAI;: 11�
("ITY OF
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DEPARTMENT OF BUILDINGS
j;tttjtj--Avt of OtMan,&"
W1 -- tot,
PER International Building Code Section 110
At:
occupancy established by this certificate: Dwelling Units: 8 No. Stories: 3
asement: N/A
R2/U Typ Construction: VASprink B
maximum occupant Load _-*89- (Per IBC 1004)
Room capacity signs, whe�-r—,qquired, must remain posted at all times.
Owner of Building: Michel Con truc Ion Inc. Address/Tenant Space: 249 - 4S' Ave S
THE Michel 8 - Unit Condom_InjuHAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE
WMi THE INTERNATIONAL BUILDING CODE AS ADOPTED BY THE CITY FOR THE GROUP AND DIVISION
REQUIREMENTS
OF OCCUPANCY AND THE USE FOR WHICH THE PROPOSED OCCUPANCY IS CLASSIFIED.
Issued this 27"._ day of March, 2008_
CHIEF BUILDING OFFICIAL
BY:- on al,11 S,es. Any ohaAght Of -UP"CY Ot ISO fe4lins I bu"dlng Parrot and a now
This conif-ts shell be Posted In 9 -SPI—S Puble.n.S.nd.h.1t slan fthninhwho inlOglPh, oondlu
.r1fion..f 0-p-, i—d ty In. hy of Ed.onds a0dh`9 offid.l.
.......... . ..
Umbaugh, Theresa
From: McConnell, Jeanie'
Sent: Thursday, March 27, 2008 2:06 PM
To: Umbaugh, Theresa
Subject: 249 4th Ave S
Tberesa,
Engineering has signed off on the building permit. It is okay to release all but 15% of the performance bond.
Tbanks,
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Jeanie
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3/27/2008
7777�7,
Permit Inspection Details
Permit: SL020060258
1001 - E-Erosion ControUMobilization
Complete?
y
04125/2008 Sibrel 0 Approved
y
Total Tim.:
0
1015 - E-Storm Detention System
Complete?
y
0412ii/2008 Sibrel 0 Approved
y
Total Time:
0
1046 - E-Sidewalk Form (corturrilpffillti)
Complete?
y
04/2612008 Sibrel 0 Approved
y
Total Ti—
0
1076 - E-Cross Connection Final
Complete?
y
04125/2008 Sibrel 0 OK per LM
y
Total Time:
0
107,7 - E-Engineedring Final
Complete?
, Y
03 12112008 collinsj 60 Correction Notice Given - See Attached
IN
04/07/2008 MCCONNELL 0 Approved.
y
Total Tim.:
60
1106 - B-Setbacks
Complete?
'y
05117/2006 MIS 20 PER STRUNG PROPERTY LINES
y
Total Time:
20
1108 - B-Footings
Complete?
05117/2006 MIS 20 FOOTINGS APPROVED
y
Total Tim:
20
11110 - BrFoundation Wall
CC) mpleta?
y
0513612666 AB 20 FOUNDATION APPROVED (RECEIVED SOILS REPORT ON 5/25/06)
y
Total Tim.:
20
1118 - B-Slab Insulation
Complete?
y
0710612006 MIS 20 SLAB INSULATION APPROVED
y
Total Time:
20
1120 4 B.Plumb Ground Work
Complete?
Y
06/28/200S MIS 25 UNDERGROUND PLUMBING APPROVED
y
Total Time:
25
1,124, B-Pre-Rock (Beam/Col,Wrapi�shafts)
Complete?,
y
OV26/2007 Snook 45 PRE -ROCK AT FIREPLACES APPROVED
N
05/0912007 Snook 60 CORRECTION NOTICE WRITTEN
N
0511612007 Snook 60 APPROVED
y
Total Time:
166
1 .1 26,"B-Plumb Rough In
Complete?
Y
12/1112006 Snook 45 APPROVED
y
Total Time:
46
Mil -B-Gas; Test/Pipe
Complete?
Y
0412412007 Snook 35 APPROVED
Y
Total Tim.:
35
1130 -erEquipment-Mech
Complete?
y
04124/2007 Snook 45 HYDRONIC HEAT AND ROUGH IN DUCTWORK APPROVED
N
07/1612007 Graf 40 CORRIDOR DUCTING APPROVED WITH FIRESTOPPING
N
MECHANICAL DUCT FOR KITCHENS AND BATHS APPROVED
03127/2008 Bullis 30
y
Total Time:
115
4130/2008 9:26:23 AM
Page I of 2
z
0
of
M
0
-40
0 C
--i K
= in
M
0
Z
o -n
--I
3:
in IT
C) C-1)
0
0
Cf)
in 0
X
-4
z
z
0
0
in
1132 B-Exterior Sheathing
Complete?
0811712006 MS
3o EXTRIOR SHEATHING AT IST AND 2ND FLOORS APPROVED
N
0911212006 MS
25 EXTERIOR SHEATHING APPROVED
y
Total Time:
55
1136 � B-ShearNaifing
Complete?
y
0511612007 Snook
45 APPROVED
y
Total Time:
45
1140 - B-Height Verification
Complete?
y
05/22/2007 Snook
45 APPROVED
y
Total Time:
46
Complete?
Y
1142 - B-Framing
0212812007 Snook
30 MET WITH REG REGARDING HOLE BORING AND NOTCHING 0 F BEAMS. INFORMED
N
z
REG THAT A LETTER FROM THE STRUCTURAL ENGINEER OF RECORD IS REQUIRED
AT FRAMING INSPECTION SHOWING THAT BORED HOLES AND NOTCHES
IN BEAMS
ARE ACCEPTABLE. LETTER MUST BE WET -STAMPED AND SIGNED BY P.E. OF
0
RECORD.
0510912007 Snook
60 CORRECTION NOTICE WRITTEN
N
05116/2007 Snook
60 CORRECTION NOTICE WRITTEN
N
05/2212007 Snook
45 APPROVED
y
195
--I
Total Time:
M
C
1444 o�B.-,Wall Ins ulationiCaulk
Complete?
Y
IT! 0
0
05122/2007 Snook
45 APPROVED
y
0
C
Total Time:
45
1146 - B-Floor Insulation/Caulk'
Complete?
M
M Z
0512212007 Snook
45 APPROVED
y
C
Total Time:
46
> Z
tj-4l; - B-Ceiling Insulation/Caulk
complete?
y
I F- —4
okwow Snook
45 APPROVED
y
0 -n
Total Time:
46
-n
-4
1150 - B-Sheetrock Nail
Complete?
3:
1212712006 Snook
25 EXTERIOR GYP ONLY APPROVED
N
M Fit
I V; I
I
02r2312007 Snook
30 SHEETROCK AT ALL SOFFIT AREAS APPROVED
N
0 r-
ill,,
06/08/2007 BUMS
40 Third floor shretrock approved. Check fire stopping of lid at final.
N
0 M J,
C (1)
06/1312007 Buffs
45 2nd floor Sheet rock approved (not including stair enclosure)
N
w
in 0
06126/2007 BUMS
45 1 at floor sheelrock and SheetmCk for both stair enclosures apprOv cL
y
z
Total Time:
185
1158.-�IE114ftikfingfinal
Complete?
Y,
y
03127/2008 SUMS
45
Total Time;
45
z
complete?
198ii— F-FireTinat
03/2712008 Smith
60 APPROVED
y
Total Time:
60
z
2600 �.P-Planning Final
Complete?
03/1912008 clugaton
60 Signed off - did site inspection 3119108.
y
0
In
Total This.: 60
-la.pationv. 38 Total Time: 1360
Permit Inspection Details
Permit: BLD20060258
1001 - E-Eroslon Controlilillobilizatlopi
04125/2008 Sibrel 0 Approved
Y
Total Time:
0
1015 - E-Storm Detention -System,
Complete?
�Y�
04/2512008 Simel 0 Approved
Y
Total Time:
0
11046 - E-Eildewalk Form (commiftnuffl)
Complete?,
Y��
04/2512008 Sibrel 0 Approved
Y
z
Total Time:
0
0
- E-Cross�C na
1076 onnection F1 I
Cornplete7l,
Y
0
04/25/2606 Sibrel 0 OK par LM
Y
in
Total Time:
0
ingineen g
1077 -,E-IE Final
03/2112008 collinsi 60 Correction Notice Given - 6ee' Attached
N
M
C
04/07/2008 MCCONNELL 0 Approved.
Total Time:
Y
60
IT 0
0
80
1106
C
--4
0511712666 , ms 26 PERSTRUNG I P I ROP I E I RTY LIN 1� E S
Y
M
M z
Total Time:
20
110LB—B -Footingsi
C z
>
05/1712006 MS 20 FOOTINGS APPROVED
Y
Total Time:
20
itlo..,B-Foundat
tionVal,l,
qOMP alls?"
05130/2006 AS 20 FOUNDATION APPROVED (RECEIVED SOILS REPORT ON 5125/06)
Y
Total Time:
20
m m
1118 - B.Slab In sulition
Y�
0 a5
0 r
07106/2666 MS 20 SLAB INSULATION APPROVED
Y
0
C in
Q)
Total Time:
20
r
9 J)
1126 - BwPlumb Ground Work:��
COMO"!, dte?;,::,
1711 0
Z r-
0612812006 MS 25 UNDERGROUND PLUMBING APPROVED
Y
Total Time:
25
11�4-:B re-Ro�Jk:(Eleahm/Cbi fiaftsy�',-,� o , - .1 — I � �, : i" "
-P
" ,
complete?.
'Vl�
ow�w6v' Snook 45 PRE -ROCK AT FIREPLACES APPROVED
N
>
z
05109/2007 Snook 60 CORRECTION NOTICE WRITTEN
N
-4
I
0511612007 Snook 60 APPROVED
Y
U)
Total Time:
165
z
1126 -,B-Plumb Rough In
12/11/2006 Snook 45 APPROVED
Y
0
M
Total Time:
45
1128-B-GasTest/Pipe
lete
COMO ?"
04/24/2007 Snook 35 APPROV ED
Y
Total Time:
35
1130 - 121-Equipment-Miti:11
Cornlpllete?,.:,:�
04124/2007 Snook 45 HYDRONIC HEAT AND ROUGH IN DUCTWORK APPROVED
N
07116/2007 Graf 40 CORRIDOR DUCTING APPROVED WITH FIRESTOPPING
N
MECHANICAL DUCT FOR KITCHENS AND BATHS APPROVED
03/2712008 Buffis 30
Y
Total Time:
115
6/18/2009 10:39:44 AM
Page i of 2
1132-S-ExteriorSifleathing
'1EXTRIOR
CornRiete?
�Y,:
08117i2606 MS
30 SHEATHING AT IST AND 2ND FLOORS APPROVED
N
09/12/2006 MS
25 EXTERIOR SHEATHING APPROVED
y
Total Time:
55
1136 - B-Shear Nailing
doml:i1eteZ
o/1612007 Snook
45 APPROVED
y
Total Time:
45
1140 - B-HeightVerification'
C0MP!6te?:
05/2212007 Snook
45 APPROVED
y
Total Time:
45
1142 m 13-Frainlhg
0212812007 Snook
30 MET WITH REG REGARDING HOLE BORING AND NOTCHING OF BEAMS. INFORMED
N
z
REG THAT A LETTER FROM THE STRUCTURAL ENGINEER OF RECORD IS REQUIRED
AT FRAMING INSPECTION SHOWING THAT BORED HOLES AND NOTCHES IN BEAMS
ARE ACCEPTABLE. LETTER MUST BE WET -STAMPED AND SIGNED BY P.E. OF
0
RECORD.
71
05/0912007 Snook
60 CORRECTION NOTICE WRITTEN
N
05/1612007 Snook
60 CORRECTION NOTICE WRITTEN
N
05/2212007 Snook
45 APPROVED
y
Total Time:
195
ITI
U
1144 - 6-Wall Ins liationx'aulk
C r
0
M
0
05/2212007 Snook
45 APPROVED
Y
0
C
Total Time:
45
M z
05/22/2007 Snook
45 APPROVED
Y
C
Total Time:
45
>
1148
0, 1 lilbe
d MO, ,
N ti
�01
5/2212007 Snook
45 APPROVED
y
C0
O'n
Total Time:
45
n
ii�d B-Sheetrock:Nall
d omp
1 2/2712006 Snook
25 EXTERIOR GYP ONLY APPROVED
N
MITI
—C
1)
02/23/2007 Snook
30 SHEETROCK AT ALL SOFFIT AREAS APPROVED
N
0
06108/2007 BuIlls
40 Third floor sheetrock approved. Check fire stopping of lid at final.
N
0
C 171
06/13/2007 Bullis
45 2nd floor sheet rock approved (not Including stair enclosure)
N
0
06/2612007 BOIS
45 1 at floor sheetrock and sheetrock for both stair enclosures approved.
y
r
Total Time:
185
11� -B-BuillikgRriall.
imple It
;0
03/27/2008 B.Ilis,
45
y
M
Total Time:
45
z
re
198�`- F-Fi .1nal
63/V/2008 Smith
60 APPROVED
y
Total Time:
60
z
2000 m P-Planning Final.
ico TPjQte?:,
Yr
03/19/2008 clugston
60 Signed off - did site inspection 3/19/08.
y
0
ITI
Total Time!
60
Total Inspections: 38
Total Time:
1350
6118/2009 10:39:44 AM Page 2 of 2
1111M �
RECORD OF INSPECTIONS
INSPECTOR DATE APPROVED
SET13ACKS .............
FOUNDATION:
Footing...................... Is
Wall ..........................
Pier/Porch .................
Retaining Wall ........... z
0
Slab Insulation VI-11 I
PLUMBING:
Underground
Rough -in ................ 0
c m a
Commercial Final
—40
0 C
HEATING:
Gas Test ..._ ...............
ITI Z
jo —11
Gas Piping ............... >
Equipment r
Commercial Fli 0 -n
-n �O
EXTERIOR SHEATHING 17— 0--o.
NAILING .......................... M M
FRAMING ..................
FIRST FLOOR FRAMING f OE- 5.1
Q 0
Z
INSULATION ...................
7-1
Floor Insulation
Wall Insulation ........... co 3:
>
z
Ceiling Insulation
SHEETROCK NAILING z
SPECIAL INSPECTION
0
M
MISCELLANEOUS ..........
FINAL APPROVAL FOR
OCCUPANCY .................. 7
sides,
AM0UtPWd$_LL,9-ieW9t
At
DafthM
WMeMetefl;
A10,10did
DatePurchased
OJQ
ROW #
Amou nt Pal !a $ -(kd _9 r C It
Ddels'=1