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CITY OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
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PERMIT APPLICATION: SEE ECDC 19.00.005(A)(S)
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PERMIT LIMIT. SEE ECOC 19.00ROMAMID
SEE BACK or PINK PERMIT FOR MORE INFORMATION
A ON BEHALF F HIS OR HER SPOUSE, HEIRS. ASSIGNS AND SUCCESSORS
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Plan Chk. Deposit
;APPLICANT,
IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
WASHINGTON, ITS FIFICIALS, EMPLOYEES, AND AGENTS ROM AN' AND
EDMONDS' S RIECTLYFOR INDIRECTLY
ALL CLAIMS FOR DAMAGE OF WHATEVER NATURE. ARISING 01
FRE, Inspection
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HWAGEOSCIENCES INC.
Geotechnical Eriginc8rillg
Hydrogeology
Geoenvironmentid Servires
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HWAGEOSCIENCES INC.
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January 1,3., 2005
HWA Project No. 2004-086-21-200
Tenhoff Company Custom Homes
P.O. Box 64
Mukilteo, WA 98275
Subject: GEOTECHNICAL INVFSTIGATION
Parcel at 167XX - 74'h place West Z
Edmonds, Washington 9
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Dear Mr. Tenhoff;
This report presents the results of a geotechnical investigation, undertaken for a proposed
single-family residence you plan to construct on the lot at 167XX - 70' Place West in
Edmonds, Washington (Figure 1), The southern portion of the lot is considered a Steep
Slope Hazard Area, as defined in Edmonds Community Development Code (ECDC).
The purpose of this investigation is to detennine the subsurface conditions in the vicinity of
the proposed development and to develop recommendations for foundation support and site
development consistent with ECDC requirements. Our work included a site reconnaissance,
subsurface explorations and engineering analyses to develop our results and conclusions.
PROJECT DESCRIPTION
We understand that the planned residence will have footprint dimensions of approximately
50 feet east -west by 35 feet north -south (Figure 2). The western half of the house will have a
basement/garage floor slab at approximate finished floor elevation of275 feet. The eastern
halfofthe structure steps up to main floor elevation 284 feet. As currently proposed, the
house will be set back at least 25 feet from the top of the steep slope to the south and east.
SITE DESCRIPTION AND OBSERVATIONS
The site is located on the south side of 74'h Place West, to the north of Meadowdale Beach
Road. Signage along 74t" Place West indicates it to be a private road adjacent to the subject
property.
The undeveloped property is currently vegetated with grasses, shrubs, and some trees. An
existing sports court is situated in the western edgeof the property, straddling the property
line and encroaching on the subject property. We understand that.the subject property was
formerly part of the adjoining property to the west, but these two properties were sub-
divided. Access to these two sites is along an easement from 741h Place West along the.
19730 - 64th Avenue W. �i_
common property line.
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The southern portion of the property slopes down to the south at inclinat 98036,5957
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January 13, 2005
HWA Project No. 2004-086-21-200
varying from about 2Y4 to IHAV (horizontal:vertical), or 44 percent to 100 percent. An
old/existing pioneer trail appears to have been cut into the south -facing slope, leading
southeast from the subject property toward the rear of the adjoining property to the south
with municipal address 16719 - 74 1h Place West. The steepest portions ofthe existing slope
extend both above and below this trail.
The northwest region of the property is relatively flat, and the northeast region is
characterized as a promontory, with a gently sloping rise to the east, a summit, and a
moderately steep slope down to the east/southeast. The attached site plan (Figure 2), which
was provided to us by you, includes partial topography for the site. A north -south profile
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drawn through the proposed residence and the slope to the south is shown in Figure 3.
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SUBSURFACE EXPLORATIONS
The site was explored by means of three boreholes (designated 13H-1 through BH-3),
extending to depths ranging from 26.5 feet to 50.75 feet below ground surface (BGS), at the
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approximate locations shown in Figure 2. A standpipe piezometer was installed in borehole
BH- 1, in order to monitor the ground water level. The boreholes were drilled using a rubber-
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track -mounted drill rig, owned and operated by Davies Drilling, of Seattle, Washington,
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under subcontract to HNAIA,. Tbe boreholes were logged by an HWA geotechnical engineer.
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Pertinent information, including soil description and engineering characteristics, stratigraphy,
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and ground water occurrence, are recorded on the attached soil logs, Figures 5 through 7. A
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legend of the terms and symbols used on the exploration logs is presented in Figure 4. The
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stratigraphic contacts shown on the logs and cross-section represent the approximate
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boundaries between soil types; actual transitions may be more gradual. It should be noted
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that the soil and ground water conditions depicted are only for the specific dates and
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locations reported and, therefore, are not necessarily representative ofother locations and
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times. it is anticipated that water conditions will vary depending on seasonal precipitation,
local subsurface conditions and other factors.
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LABORATORY TESTING
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Representative soil samples obtained from the subsurface explorations were returned to
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HWA's laboratory for further examination and testing. Laboratory tests were conducted on
selected soil samples to characterize certain properties of the on -site soils. Laboratory tests,
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as described below, included moisture content determination and grain size distribution.
Moisture Content of Soil: The moisture content ofselected soil samples (percent by dry
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mass) was determined in accordance with ASTM D 2216. The results are shown at the
sampled intervals on the appropriate summary logs, Figures 5 through 7.
Particle Size Analysis of Soils: Selected samples were tested to determine the particle
distribution of material in accordance with ASTIVI D422. The results are summarized on the
attached Grain Size Distribution reports (Figures 8 through 10), wl-dch also provide
2004086-200 Gwtmh Lettendoc 2 HWA GEOSCIENCES INC.
January 13, 2005
HWA Project No. 2004-086-21-200
information regarding the classification of the samples and the moisture content at the time of
testing.
SUBSURFACE CONDITIONS
The geologic map for the project area (Geologic Map ofthe Edmonds East and Part ofthe
Edmonds West Quandrangles, Department of the Interior, United Stated Geological Survey,
by J. P. Minard, 1983, USGS Map MF-I 541) indicates that the subject property is underlain
by Vashon Advance Outwash. Locally, advance outwash typically consists ofrelatively
permeable and cohesionless sand and gravels, which were deposited by meltwater flowing
from an advancing glacier, and subsequently over -ridden by glacial ice,
Our subsurface explorations encountered Advance Outwash, consisting of medium dense to
very dense sand, below approximately 5 to 7 feet. The upper 5 to 7 feet consisted ofloose
sand, which we interpret as disturbed or weathered Advance Outwash.
Boring BH-I, which extended approximately 51 feet BGS, encountered a very stiff,
cohesionless silt lens at 36 feet BGS (sample S-1013). The subsequent sample at 40 feet BGS
(sample S- 11) encountered clean sand (Advance Outwash), indicating the silt lens is
relatively thin (less than 4 feet thick). The sand above the silt lens at 35 feet (sample S-10A)
was wet, suggesting some appreciable lateral extent to the silt lens and perched ground water
over the silt. The ground water level was measured at 41 feet below existing ground surface
in theIiez'orneter in BH- I on November 12, 2004, four days after the boring was completed.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
Our explorations encountered approximately 5 to 7 feet of loose sand overlying medium
dense to very dense sand. Based on our investigation and subsequent slope stability analyses,
we believe that the structure can be supported on spread footings, provided the footings are
founded in the unweathered, medium dense to dense, advance outwash encountered
approximately 5 to 7 feet below existing ground surface, as discussed below.
'Me ECDC requirements for steep slope hazard areas and development in these areas are also
discussed below as pertain to this project. Based on our calculations, we anticipate no
reduction in stability ifthe required buffer of 50 feet is reduced to 10 feet. Accordingly,
when combined with the required building setback of 15 feet, the new residence will be
required to be at least 25 feet from the top of the steep slope hazard area.
EDMONDS REQUIREMENTS FOR STEEP SLOPES
In this section, extracts from the ECDC relating to Steep slopes are summarized in italics,
with our responses pertaining to the subject property following, as appropriate..
2004086-200 Gt�ch L�ttmd= 3 HWA GEOSCIENCES INC.
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HWA Project No. 2004-086-21-200
Steep Slope Hazard Area
The following section ofthe ECDC (20.15B.060.A.3.c) defines Steep Slope Hazard Areas:
"Steep slope hazard areas " means any ground that rises at an inclination of40 percent or
more within a vertical elevation change ofat least 20feet (a vertical rise of] Ofeet or more
for every 25feet ofhorizonfal distance). A slope is delineated by establishing its toe and top
and measured by averaging the inclination over at least 20feet ofvertical relief
The southern portion of the property is classified as a steep slope, as the slope is
approximately 35 feet in height over approximately 56 feet in length, resulting in an
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approximately 63 percent (average) slope.
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Setback and Buffer
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The following sections ofthe ECDC describe the required building setback and buffers for
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critical areas:
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Secliqn,210.15B. 080. C — Building Setback Lines. A building setback line ofl 5feet is required
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from the,edge ofany buffer to prevent construction intrusions into the buffer. Thesetback
shall be identified on the siteplan, which isfiled as an attachment to the notice on title
required by ECDC 20.15B. 160(B).
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Section 20.15B.110.A —Buffers. Buffersfor geologically hazardous areas shall be 50feet in
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width, they shall be maintained with their native -vegetation, and where appropriate, be
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placed within a critical areas tract. This 50-foot buffer requirement maybe reduced to 10
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feet by the director or hislher designee upon review ofcritical areas study preparedpursuant
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to ECDC 20.15B. 140 (A) by a licensed geotechnical engineer or geologist which clearly
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demonstrates that the proposed buffer alteration will have no adverse impact upon the site,
the public or any private party. "Adverse impact" shall include but not be limited to a
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decrease in site stability as defined in Chapter 19.05 ECDC, Such report shall be certified in
aform suitableforfiling with the Snohomish County recorder and generally comply with the
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provisions ofthis chapter as well as the geotechnical report requirements ofChapter 19.05
ECDC Staffapproval or disapproval ofproposed buffer reductions shall be subject to
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appealpursuant to theprovisions ofECDC 20.105. 010(A)(4).
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A steep slope exemption would allow the building to encroach into both the I O-foot steep
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slope buffer and the 15-foot building setback.
Steep Slope Exemption.
ECDC Section 20.15B.1 10 identifies five site criteria a site must have in order to qualify for
the Steep Slope exemption. These site criteria are described as follows:
2004*.200 Gwtwh Letter.dw 4 HWA GEOSCIENCES INC.
January 13, 2005
HWA Project No. 2004-086-21-200
1) "The sitefollowing the permitted activity will be stable."
2) "The development will occur on steep slope areas that are mapped as one ofthe
following deposits on the "Geological Map ofthe Edmonds East and Edmonds West
Quadrangles ", by J.P. Minard: Till, Advance Outwash, andlor Olympia Gravel or
on steep slope areas comprised offill placed under engineered conditions on stable
geological deposits ofthese same soils.
3) "Anyj�;'lls must he placed with a gradingpermit, that thefill grading be designed by a
licensedprofessional engineer, native soils beneath thefill were prepared in
accordance with the design, and that the specified compaction ofthefill be verified
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throughout the entirefill,
4) "None ofthefollowing conditions exist on the steep slope area: impermeable soils
interbedded with granular soils, springs or groundwater seepage, significant visible
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evidence ofgroundwater seepage, previous landsliding or instability, or existing
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landslide deposits,
5) "The thickness oforganics, debris, weathered soils, colluvial soils, or soils exhibiting
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loose conditions on or adjacent to the steep slope may not exceed threefeet.
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Our deep boring (BH-1) encountered an interbed ofvery stiffsilt between 36 and 40 feet, and
evidence ofperched ground water over the silt. The permeability of the silt is much lower
than that of the overlying sand. Additionally, 5 to 7 feet of loose weathered Advance
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Outwash was revealed in each of our borings. Because site criteria No's. 4 and 5 are not
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satisfied, we conclude that a steep slope exemption will not be allowed. Therefore, the house
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must be sited with a 1 0-foot slope buffer and 15-foot building setback, unless a Critical Areas
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Variance is obtained. The variance process is lengthy and requires a public hearing.
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We understand that the house footprint is currently proposed with a minimum 25-foot
setback from the top ofthe steep slope. With this setback, our calculations indicate that the
stability of the existing steep slope will not be affected by the house, provided the structure is
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founded on medium dense to dense, unweathered, advance outwash.
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Figure 11 presents the results of a static slope stability analysis for the current (existing)
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slope configuration, indicating an existing minimum factor ofsafety against sliding of 1.55.
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Figure 12 presents the results of a slope stability analysis for the proposed development,
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indicating a minimum factor of safety of 1.57. The very slight increase in the factor of safety
is due to site grading (excavation) down to Elevation 284 feet between the house and the
steep slope. The critical slip surface is a shallow slide, and the setback of the house is
sufficient so . as not to reduce the stability ofthis critical surface. The core ofthe slope is
comprised of'Medium dense to dense granular materials and deep-seated slides are unlikely
in such materials.
2004086-200 Gwtmh Lttter.dm 5 HWA GEOSCIENCES INC.
January 13, 2005
HWA Project No. 2004-086-21-200
FOUNDATIONS
Our subsurface investigations revealed medium dense to dense, clean, sand with gravel
(advance outwash) below approximately 5 to 7 feet below existing ground surface. The
upper 5 to 7 feet consists of loose sand, which we interpret as weathered Advance Outwash.
We recommend the new structure bear in the medium dense to dense, unweathered, Advance
Outwash. This will require footing excavations of up to 7 feet, which we understand will
primarily be accommodated utilizing a daylighted basement/garage beneath the western half
ofthe structure. For foundations bearing in the unweathered advance outwash, we
recommend using an allowable bearing capacity of 2,500 pounds per square foot (psf) for
spread footing foundation design, Wall footings should have a minimum width of 18 inches,
and column footings should have a minimum width of 24 inches. Minimum footing widths
may govern footing design. Footings should be founded at least 18 inches below the lowest
adjacent finished grade. Foundation subgrades for the new structure should be evaluated by an
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experienced geotechnical engineer to verify the presence ofcompetent bearing soil and see that
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all loose and disturbed materials have been removed.
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In order to minimize impacts to the steep slope area, we recommend that no construction
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materials or stockpiled soils be placed within 15 feet ofthe top ofthe steep slope during
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construction. Additionally, construction equipment and machinery should be kept at lest
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15 feet from the top of the steep slope.
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EXCAVATIONS
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Maintenance of safe working conditions, including temporary excavation stability, is the
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responsibility of the contractor. All excavations in excess of 4 feet in depth should be sloped
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in accordance with Part N ofWAC (Washington Administrative Code) 296-155, or be
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shored. The weathered outwash classifies as Type C soil. Unsupported excavations in
Type C soils must be inclined no steeper than I YH: IV (horizontal to vertical). Flatter slopes
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may be required where ground water seepage occurs; however, this is not anticipated based
on the subsurface investigations. Temporary slopes should be protected from erosion, as
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necessary, by covering the cut face with well -anchored plastic sheets. Based on the soil
conditions observed in our explorations, we anticipate that the on -site soils can be excavated
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with conventional equipment such as backhoes and loaders.
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BASEMENT RETAINING WALLS
For this project, the proposed residential structure will include one or more basement walls
that will need to act as a soil retaining wall system. We recommend a static -plus seismic
equivalent fluid density of 60 pounds per cubic foot (pco be used to determine design lateral
earth pressures against concrete basement/retaining walls. This assumes a level backfill
againstthewall. For sloping ground, not exceeding a maximum ofgradient of2H:IV
(26 degrees), the equivalent fluid density should be increased by 1 pcf for each I -degree
increase in uphill inclination ofbackslope from horizontal. Ifsurcharge loads such as parked
2004086 1 -200 O.I.h Ldte,.d.. 6 HWA GcoSciENcEs INc.
January 13, 2005
HWA Project No. 2004-086-21-200
vehicles will exist above retaining walls, a uniform rectangular surcharge pressure of 80
pounds per square foot should be assumed, in addition to the equivalent fluid pressure noted
above.
Wind, earthquakes, and unbalanced earth loads will subject the walls to lateral forces, which
may be resisted by a combination of sliding resistance of the footing base on the underlying
soil, and by passive earth pressure against the buried portions of the wall and footing.
For design purposes, an allowable coefficient of friction ofO.40 may be assumed between the
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base ofthe footing and compacted structural fill or native soils. The allowable passive earth
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pressure may be determined on the basis of an equivalent fluid unit weight of 280 pcf. The
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recommended allowable passive earth pressure values include factors of safety of about 2.0
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for static conditions and 1.5 for short-term transient conditions. It is to be recognized that
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any future grading plans should take into account the resistance being provided by the soil in
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front of and restraining the wall, Therefore, removal of any soil from the area in front or
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below the wall should not be undertaken unless the wall is suitably braced to compensate for
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any loss ofrestraint. Similarly, any future grading which adds soil to the area above the wall
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needs to take intoaccount the additional loading to the wall.
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RoCKERIES
We understand that cuts may be used to terrace the backslope uphill and along the sides of
the basement/garage excavation. We further understand a number of rockery walls are being
considered for support of these cuts. It should be noted that rockeries are not considered
structural retaining walls and, as such, provide protection primarily against surficial erosion
of otherwise stable materials behind the wall.
All rockeries should be developed in accordance with the City of Edmonds Design Criteria
for Rockeries. According to the City ofEdmonds, a retaining wall permit is not required for
retaining,walls-4 feet or less in height, provided the wall is not located in a Critical Area.
We pecornmend limiting the maximum height of rockeries for this project to no higher than
4,feet, The.jzradient of the slope behind any rockery should not be steeper than 50%, or
2H:IV. If,,due to spatial constraints or other requirements, deeper cuts along the slope are
necessary, rookeries will need to be designed by a professional engineer and permitted by the
City. HWA is available to provide assistance with rockery design, should this be required.
Rock quality is an important factor in long-term rockery wall performance. Numerous
rockery failures occur as a result of degradation of poor quality rocks from freeze -thaw and
other weathering cqnditions. Visual assessment ofrock quality is difficult, and the contractor
should be responsible for verifying that the rocks used are sufficiently hard, sound, durable
and relatively free from cracks, seams or other defects tending to reduce the resistance to
weathering. Rocks should be placed so that each rock overlaps at least two rocks in the
2004086-200 G.wh Uttmd.. 7 HWA GEoSciENcEs INC
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January 13, 2005
HWA Project No. 2004-086-21-200
course below. The long axis of each rock should be placed perpendicular to the slope. The
rock surfaces between individual courses should be relatively flat, and should never slope
downward away from the wall.
STRUCTURAL FILL MATERIALS AND COMPACTION
For purposes of this report, material used to raise grades or material placed behind, under, or
to support structures, is classified as structural fill. The existing site soils, which generally
consist of clean to slightly silty sand, should be suitable for use as structural fill in dry
weather conditions, provided the soil is free of organics or other deleterious materials. If
on -site soil is to be used as structural fill, the maximum dry density and optimum moisture
content should be determined by performing a minimum of two Modified Proctor
(ASTM,DI557) tests on representative on -site soil samples. Ifearthworkistobeperformed
during wet weather conditions, the. on -site soils will ' not be suitable and the recommendations
of the Wet Weather Earthwork section of this report should be followed.
If imported structural fill is to be used, it should consist of clean granular soils that are free
from organic matter or other deleterious materials. Such materials should comprise particles
of less than 4-inch maximum dimension, with less than 7 percent fines (material passing the
U.S. No. 200 sieve), as specified for "Gravel Borrow" in Section 9 03.14(t) of the WSDOT
Standard Specifications (WSDOT, 2004). The fine-grained portion of structural fill soils
should be non -plastic.
Imported 6ckfill for walls should consist of clean, free -draining, granular soils that are free
from organic matter or other deleterious materials. Such materials should comprise particles
of less than 4-incb maximum dimension, with less than 5 percent fines, as specified for
"Gravel Backfill for Walls" in Section 9-03.12(2) of the Standard Speci/ications. Thefine-
grained portion ofstructural fill soils should be non -plastic.
Compaction
Structural fill soils should be moisture conditioned, placed in loose horizontal lifts less than
8-inches thick, and compacted to at least 95% of the maximum dry density determined using
test method ASTM D1557 (Modified Proctor). Backfill within 3 feet ofwalls should be
compacted with a hand operated vibratory plate compactor to at least 92% of the Modified
Proctormaximum dry density, to avoid potential over -stressing ofthe wall. Wall backfill
more than 3 feet away from the wall should be compacted to at least 95% ofthe Modified
Proctor maximum dry density.
Achievement ofvioper density ofa compacted fill depends on the size and type of
cpmpacti , on equipment, the number of passes, thickness of the layer being compacted, and
soil moisture -density properties. In areas where limited space restricts the use ofheavy
2004086-200 Geotech Letter.doc HWA GEOSCIENCES INC.
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HWA Project No. 2004-086-21-200
equipment, smaller equipment can be used, but the soil must be placed in thin enough layers
to achieve the required relative compaction.
Generally, loosely compacted soils result from poor construction technique or improper
moisture content. Soils with high fines contents are particularly susceptible to becoming too
wet and coarse -grained materials easily become too dry for proper compaction. We
recommend that HWA be retained to provide construction assistance and material testing.
SEISMIC CONSIDERATIONS
We anticipate that the new structure will be designed in accordance with the 2003
International Building Code (IBC) standards. For seismic design, the site is considered Site
Class D, as described in Section 1615.1 of the 2003 IBC. For the site location, the design
maximum considered spectral response acceleration at short periods, %, is 1.23g. The design
maximum considered spectral response acceleration at I second period, S1, is 0.43g.
Soil liquefaction is a phenomenon wherein loose, saturated, granular deposits temporarily
lose. strength and behave as a liquid in response to earthquake shaking. Based on the medium
deu�e/dense nature ofthe outwash and the depressed ground water table, we consider the
potential for seismic liquefaction on the site to be negligible. Hence, soil liquefaction is not
considered to be an issue for this site.
Seismic 'Slope StabWty
We analyzed the stability of the existing and proposed slope geometry along Cross Section
A -A', as presented in Figures 11 and 12.. To assess the slope during an earthquake event, a
pseudo -static slope stability analysis was performed. In the pseudo -static approach, the
effects of an earthquake are modeled by applying a constant horizontal acceleration to the
potential slide mass. Because the ground motions during an actual earthquake are transient,
the constant acceleration value assumed in the pseudo -static analysis is a fraction of the
maximum acceleration that the site would experience during the design event.
For our analyses, a design seismic event associated with a 10% probability of exceedance in
50 years was selected. This corresponds to a recurrence interval of approximately 475 years.
A horizontal peak ground acceleration (PGA) value of O.30g was used for the on -site soils,
based on United States Geological Society (USGS) Earthquake Hazards Program
recormnendations for the site area. We used a constant horizontal acceleration equal to one-
half of the PGA, or 0. 1 5g, for the pseudo -static analysis.
Our analysis indicates that the minimum factor of safety associated with the design event is
1, 15 for the existing geometry and 1. 17 for the proposed geometry. Typically, a minimum
factor of safety of the order of 1. 1 during a seismic event is considered acceptable when
evaluating seismic slope stability with the pseudo -static method. Additionally, our analyses
2004086-200 Gmtech Letter.doc 9
HWA GEOSCIENCES INC.
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indicate that the critical sliding surface during an earthquake is a shallow surficial slide,
located sufficiently far from the house as not to impact the structure, if sliding were to occur.
SITE'lliRAINAGE
Roof drains from the new residential structure should carry all runoff through a tightline to a
r drain or other appropriate outlet, and must not discharge on any part of the existing
slope. Perimeter footing drains should be provided behind exterior foundation walls with
their invert at or below the footing base level. Z
Drainage pipe for footing drains should consist of a minimum 4-inch diameter, perforated,
plastic pipe, appropriately sloped to drain. Bedding and backfill for the pipe should extend a
minimum of one -pipe diameter around the pipe, and should consist of 3/8-inch minus,
washed pea gravel. This gravel should be enveloped in filter fabric meeting the
specifications of Section 9-33.2, Table 2, Class C, of the 2004 WSDOT Standard
Specifications. Roof downspouts and footing drains should not be connected, in order to
reduce the potential for clogging and flooding ofthe perimeter drains.
EROSION CONSIDERATIONS
Erosion during construction can be minimized by careful grading practices, the appropriate
use of silt fences and/or straw bales and other erosion control measures in accordance with
the requirements ofthe City of Edmonds, and by implementing the recommendations in the
Wet Weather Earthwork section ofthis report. Disturbed areas of the site should be
mulched and seeded, and growth of vegetation should be encouraged as soon as possible after
grading.
Surface runoff and erosion control during construction should be the responsibility of the
contractor. All collected water should be disposed ofolf-site in accordance with state and
local stormwater discharge requirements. Permanent control of surface water should be
inco i rpo I rated in the final grading design. Water should not be al lowed to pond immediately
adjacent to foundations or paved areas. Grading 'measures, slope protection, ditching, sumps,
dewateiiag, and other measures should be employed, as necessary, to permit proper
completion of the work.
Native soil or stockpiles of excavated native material should not remain exposed for more
than 7 days during the drier months (May to'end of October) and 2 days during the remaining
part ofthe year. Stockpiles should be covered during periods ofprecipitation at any time of
the year.
WET WEATHER EARTHwoRK
On -site soils are not considered especially moisture sensitive, however, care should be taken
when performing earthwork in wet weather or wet conditions in order to minimize potential
2004086-200 G.t�6 Ltw,d.� 10 HWA GEOSCIENCES INC.
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for erosion, runoff, etc. General recommendations relative to carthwork performed in wet
weather or in wet conditions are presented below. These recommendations should be
incorporated into the contract specifications and should be required when earthwork must be
performed in wet conditions.
1) Earthwork should be performed in small areas to minimize exposure to wet
weather. Excavation or the removal of unsuitable soil should be followed
promptly by the placement and compaction of clean structural fill. The size and
.;i,, type of construction equipment used may have to be limited to prevent soil
disturbance.
2) Material used as structural fill should consist of clean granular soil with less than
�5% passing the No. 200 sieve, based on wet sieving ofthe material fraction
passing the 3/4-inch sieve.. The fine-grained portion of the structural fill soils
should be non -plastic. These are additional restrictions on the structural fill
materials described above.
3) The ground surface within the construction area should be graded to promote run-
offofsurface water and to prevent the por;iding bfwater.
ill material should be monitored by
4) Excavation and placement of structural f
someone experienced in wet weather earthwork to determine that the work is
being accomplished in accordance with the project specifications and the
recommendations contained herein.
CONDITIONS AND LEmTATIONS
We have prepared this letter report for use by Tenhoff Company Custom Homes and their
designated agents for use in the design of a single-family residence on the site property. This
report should be provided to prospective contractors for their bidding or estimating purposes,
but conclusions and interpretations included in this letter report should not be construed as
our warranty of the subsurface conditions. Experience has shown that soil and ground water
conditions can vary significantly over small distances. Inconsistent conditions can occur
between explorations and may not be detected by a geotechnical study. If, during future site
operations, subsurface conditions are encountered which vary appreciably from those
described herein, HWA should be notified for review of the recommendations of this letter
report, and revision of such if necessary.
This report is issued with the understanding that it is the responsibility of the owner to ensure
that the information and recommendations contained herein are brought to the attention of
the appro priate design team personnel and incorporated into the project plans and
specificaii ' ons. It is also the owner's responsibility to see that the necessary steps are taken to
verify that the contractor and subcontractors carry out these recommendations in the field. In
2004086-200 G.I.h Lettmd.� 11, HWA GEOSCIENCES INC.
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this regard, we recommend that HWA be retained to review the plans and specifications. We
also recorimiend that HWA be retained to monitor the geotechnical aspects of construction.
The scope of work did not include environmental assessments or evaluations regarding the
presence or absence of wetlands or hazardous substances in the soil, surface water, or ground
water at this site. This firm does not practice or consult in the field ofsafety engineering.
We do not direct the contractor's operations and we cannot be responsible for the safety of
personnel other than our own on -the site; the safety of others is the responsibility of the
contractor. The contractor should notify the owner if any of the recormnended actions
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We appreciate the opportunity to be of service. If you have any questions or concerns, please
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Erik 0. Andersen, P.E. L.A. "Lome" Balanko, P.E.
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20040M200 Gwtech LetterAM 12 HWA GEoSciENcEs INC.
January 13, 2005
HWA Project No. 2004-086-21-200
ENCLOSURES:
:Tigure 1.
Vicinity Map
Figure 2.
Site and Exploration Plan
Figure.3.
Cross Section AW
Figure 4.
Legend ofTerms and Symbols used on the Exploration Logs
Figures 5 — 7.
Logs ofExplorations BH-I through BH-3
Figures 8 — 10.
Particie-Size Analysis of Soils
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Figure 11.
Slope Stability Analysis — Existing Condition
Figure 12.
Slope Stability Analysis — Proposed Condition
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HMGE0SCffNCUlNC 167XX 74TH PLACE DATE 11R.'Ell
EDMONDS, WASHINGTON
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LEGEND SCALE:
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BH-1 BOREHOLE D . ESIGNATION AND APPROMMATE LOCATION ll-c
167)0( 74TH PLACE SITE AND 2
A K HMGMSCUNaSINC E EXPLORATION
CROSS SECTION DESIGNAMN AND LOCA11ON DMOND�, WASHINGTON PLAN I A.05 2004-086
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LEGEND
BOREHOLE DESIGNATION
4
SLOW COUNT
WATER LEVEL READING -
NOV. 12, 20D4
INFERRED GEOLOGIC CONTACT
PIEZOMETER SCREEN ZONE
14
BoTrOM OF BORING
PROADED BY:
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HORIZONTAL SCALE: 1"=10'
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COHEStONUESS SOILS
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LEGEND OF TERMS AND
SYMBOLS USED ON
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HMGEOSCIENCESINC Edmonds, Washington I EXPLORATION LOGS
PR0JECTNo,: 2004-086 FIGURE* 4
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eDRILLING COMPANY: Davies Drilling SURFACE ELEVATION: 288.50 feet
DATE STARTED: 111812004
DRILLING METHOD: Hollow Stem Auger
DATE COMPLETED: 11/812004
SAMPLING METHOD: SPT WImpe and cathead
LOGGED BY: S. Hawkins
LOCATION: BE Comer or Proposed House - See Figure 2
Standard Penetration Test
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DESCRIPTION
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Oxidation stains noted.
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resulting In artificially high blow count value.
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BORINU:
167xx 74th Place BH- 1
Edmonds, Washington PAGM I of 2
HWAGEOSCIENCES INC PRojrCT NO.: 2004-086 FIGURE'
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DATE STARTED: 111812004
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DATE
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SAMPLING METHOD: SPT w1rope and cathead
LOGGED BY: 8. H—kins
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This tog of subsurface conditions appiles, only at the specified location and
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BORING:
167xx 74th Place
HwAGEosaNCES INC Edmonds, Washington PAGE-. 2 of 2
PROJECT No, 2004-086 FIGURE: 5
PZO 2004086.GPJ 115105
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BORING:
167xx 74th Place BH- 2
HWAGEOSCIENCES INC Edmonds, Washington PAGE: i of I
BORING 2004086.GPJ 115105 PROJECT No.: 2004-086 FIG 9* 6
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'DRILLING COMPANY: DaAes Enlifing SURFACE ELEVATION: 281.00 1 feet DATE STARTED: 1118/2004
DRILLING METHOD: Hollow Stem Auger DATE COMPLETED: 111812004
SAMPLING METHOD: SPT w/rope and cathead LOGGED BY: B. Hawkins
LOCATION: SW Corner of Proposed House - See Figure 2
W
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—25
Total depth 26Z feel.
No ground water seepage observed during drilling.
30
0 20 10 1 80 1�0
water C... I%
Plaso. Unfit 1 0 Liquid Limit
Natural Water Content
NOTE:
This log of
subsurface Conditions applies only at the speolned location and
on the date Indicated
and therefore
may hot heoes'arily be Indlo.fi,e of L, times and/., [..ficals,
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goo, 167xx 74th Place BH- 3
HmaosaENCB INC Edmonds, Washington PAGE: I of I
PROJECTNO, 2004-086 FIGURE: 7
BORING 2004086,GP) 115105
goo, 167xx 74th Place BH- 3
HmaosaENCB INC Edmonds, Washington PAGE: I of I
PROJECTNO, 2004-086 FIGURE: 7
BORING 2004086,GP) 115105
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MINIM
SYMBO
SAMPLE DEPTH (it)
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol
LLTPL
PI
Gravel
Sand
-1.
Fines
%
1
7.3
87.2
5.5
BH- 2
S_ 2.5-4.0
(SP) Brown, poorly graded SAND with silt
BH- 2
S-3 5.0-6.5
(SP) Brown, poorly graded SAND with silt
0.4
90.2
9.4
A
SH- 2
S-4 7.6-9.0
(Sp) Brown, poorly graded SAND with slit
— 0.0
91.2
167xx 74th Place
goo Edmonds, Washington METHOD ASTM D422
HMIGEOSCIENCtSINC PROJECTNo.: 2004-086 FIGURE: 9
KWAGRSZ 20NO85,GPJ 1=9104
F-GRA
SAND
Coarse I
Fine
Coarse medium Fine
SILT CLAY
U.S. STANDARD SIEVE SIZES
3/'r
3'. 1.1./2. 1 �18" 3,18"
�4 #10 #20 #40 #60 #100 #200
90
X
70
>_ 60
DO
ill it ill
w
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W 'go
ill
LL
N11 t I
F- 40
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Lu
30
W
Q.
20
0.-
50
10
0.5 0.1 0.05
0.01 0,005 0.001 770005
GRAIN SIZE IN MILLIMETERS
SYMBOL SAMPLE
DEPTH (ft)
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
% MC LL Pl. p, Gr.�el Sand Fin a
J� "^ %
* SH-3LS.3
50-6.5
(SM) Brown. silty SAND
6:wsh
6 0.6 86.7 12.8
a S-5
BH- 3 S_!i
10.0 - 11.5
:r.
(:SPM)).rai:h bro poorly graded SAND with silt
0.0 93.4 6.6
S.
* SH. 3 S-8
25'0 - 26.5
(SP) Gray, poorly graded SAND with silt
4 0.0 94.3 5.7
PARTICLE -SIZE ANALYSIS
167xx 74th Place
OF SOILS
HMGEOSCIENaS INC
Edmonds, Washington
METHOD ASTM D422
PROJECTNo.: 2004-086 FIGURE: 10
HWAGRSZ 20NOMM IV29104
HWAGEOSCIENCES INC.
UWAIA
1;cvle'l i I Enginer'i"'g I'd se'rie" 11", 1'� &T'Sli,ig
April 26, 2005
HWA Project No. 2004-086-21-1300
Custom Built Homes Inc. MICROFILM
8107 209'h Avenue SE
Snohomish, Washington 98290
Attention: Phil Oppenheimer
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Subject: GEOTECuNicAL ADDENDum LIETTER No. 1
Parcel at 167XX 74h Place West
Edmonds. Washington
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Dear Mr. Oppenheimer:
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In accordance with your request, we prepared this addendum to our January 13, 2005
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Geotechnical Report.
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The area to the north ofthe subject parcel is an ancient landslide, referred to as the Meadowdale
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Landslide Complex (MLC). The area within and immediately surrounding the MLC is
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considered to be an Earth Subsidence Hazard Area. Development within the Earth Subsidence
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Hazard Area is subj ect to development standards of Chapter 19. 10 o f Edmonds Community
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Development Code (ECDC). The limits of the Earth Subsidence Hazard Area were established
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in the 1979 report ofRoger Lowe Associates, and amended by the 1985 report of GeoEngineers,
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Inc.
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The subject parcel lies to the southeast, and outside the limits of, the Earth Subsidence Hazard
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Area identified in the 1985 GeoEngineers, Inc. report.
We trust that this satisfies you current needs. If you have any questions or require additional
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information, please contact the undersigned at your convenience.
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A4111 I', RECWIVC- D
Sincerely,
APR 2 9 2005
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HWA GEOSCIENCES -INC. P0
PERMIT COUNTER
Erik 0. Andersen, P.E.
Senior Geotechnical Engineer
CITY COPY
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M10ROFILM
19730 - 64th AwnueW.
Suite 200
Lynnwood, WA 98036.5957
Tel: 425,774.0106
F= 425.774.2714
wwwhw.S,l.
GARY HAAKENSON
CITY OF EDMONDS MAYOR
121 STH AVENUE NORTH -EDMONDS, WA 98020 - (425) 771-0220 -FAX (425) 771-0221
Websile: �.dedmonds.us
DEVELOPMENT SERVICES DEPARTMENT
I.?, sc)l� Planning Building - Engineering
September 7, 2005
Mr. James Thomas
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Architectural Design Associates
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2221 Everett Ave, #2 10
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Everett, WA 98201
RE: Plan Check #05-169, Custom Built Homes 16705 74 1h p, W
Driveway Slope Exceeding 14%
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Dear Mr. Thomas,
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This letter is being sent in response to your request to exceed the maximum allowed
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driveway slope of 14%, dated August 18, 2005. Review ofthe submitted letter and site
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plan indicate that site constraints prevent you from obtaining a 14% driveway slope
without "burying" the basement & garage portion of the house. It is understood that
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adjustments to the house and driveway have already been made in order to reduce the
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driveway slope to 20% for a portion of the driveway and less than 14% for the remainder.
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For these reasons, it is found reasonable to allow a maximum driveway slope of20% for
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the location noted on the site plan, All other areas of the driveway shall be less than
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14%.
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Please call the Engineering Inspection line at 425-771-0220, ext. 1326, to schedule Your
driveway form inspection, prior to pour. If you have any questions regarding these
requirements please feel free to contact Jeanie McConnell at 425-771-0220, ext. 1338.
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Sincerely,
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CITY ENGINEER
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Sixeet file
V-flan check #05-169
Incorporated August 11, 1890
ter Citu - Hokinnn JAnan
NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE
IT IS DUE TO THE QUALITY OF THE DOCUMENT.
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WATER & SEV
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INSPECTIONS R
(,"C.O.W/CILAIPHOLEGOVERl CAU. 425-771-0220
�2 74 th PLkCE WE&T
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,ITR�NGE s 12 14'-
VLT GO
(EXi5T'6-) METER,
�ATEP
VERIFY LO�VTION
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ROCK, TE PO CA
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'48'10"E 135.00
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N S�OCKPILE
L� 283,13 A
'�EE NOTE #3
N89048' "E 604
T.OJW. EL. 2&13-5i
CH D S.O.F. EL- 2165i
T.0,W. EL. 2865i T.O.W. EL. 21305
TOP EL. 2115 r/ 5.0.F. EL. 28(ok
B.O.F. EL. 211.0t,�/
NV. 2100
T.O.W. [)FN,\
EL. 21 216 w PROPOSED NEW RESIDENCE
GARAGE SLAB 2150
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�-T.o LOWER 5LA5 218-5
282 �2533 MAIN FLOOR 281-5
T.Ol UPPERFLOOR 2915
EL� 2 (o RIDGE
�z T. 0 RIM 21 .0 NEW T.O.W. EL. 2895t r
DRiVEWAY aOR EL, 28og � "?
Ilm c 11 8-V . I -\ X
4" DIA, 50LID VERt 2(o D T.01 EL. 2&b X,
1% IK\
PVC F`171E ( I GAZI
SLOPE FOR L 214 B.O.F. EL. 21robi
T I JVT.O.W T.01 EL. 2885
RAIN LINES 1 2 B.O.F. EL. 21ro5i
L,"6ND��ArPME -K WALL'Typ.
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WALL 2 -3 AX HIGW �j D
�28
-7 FROM RQOF �-AREA
DRAINS 28'-0" DISTURB GE
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ARCHITECTURAL DESIGN ASSOCIATES
2221 EVERETT AV E. #210, EVERETT, WA. 98201
425-259-0661 F: 425-252-6911
ithomas(a)arch-design.ne
8-18-05
To: Jeannie McConnell, P.E.
City of Edmonds Engineering
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Re: Plan check # 05-169
Phil Oppenheimer Custom Built Homes
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For construction at 167 05 74' Pl. W, Edmonds
Dear Ms McConnell,
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This letter is written to explain the rationale for a driveway that slopes greater
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than the standard limit of 14 %.
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We have tried to graduate the approach to the driveway without excess cut and
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retaining wall by staying close to natural grade (within 2') which at the central rim of
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the driveway is about 20%. Less than thi s slope would create a deep er cut for the
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garage and require and even taller retaining wall which now already 10' tall.
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The home is designed to set into the hill such that the garage is bunkered into
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the hill in an effort to use the existing topography and site the home properly.
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As evidenced by the Variance required to get even this small building area, we
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did not have a lot of options to site a viable home.
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We have graduated the approaches to the 20% ar ea and created a 5% turnaround
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at the garage.
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We feel this area of 20% slope is not unusual in this area and hope you can
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allow this driveway to be constructed as designed in this latest revision.
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Respectfully submitted,
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James Thomas, Architect
AZrch:itectu7ra1 Besign Associates, Inc.
- - -- --- -- -
(15,19/2006 12:39 FAX 425 623 6867 SUMMIT SURVEYING &01
SUMUT SURVEYING INC,
May 19,2006
Mr. Phil Oppenheimer
Custom Built Homes
107 209" Ave SE
Snohomish WA 98290
Re: New Residence on Lot I -A as shown on Survey recorded under AFN j09312195269
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DesrMW Oppenheimer:
This letter is to certify that based on field measurements made by Summit Surveying Inc. on
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.-May, 11, 2006 our Survey Field crew has verified the previously staked-comers-orrtho North, line ofsaid-
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Lot I -A and found the corners to be staked correctly. At that time we also staked the foundation comers
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as shown on the site plan.
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Ifyou have any questions regarding this matter, please give me a call.
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Charles A. Richardson 29 1
Professional Land Surveyor, Registration No. 29291
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12606-32ndAve.Nit IGrkIaud,WRshJngt0II98034 Ph (425) $14-8487 Fax (425) 823-8867
R S C;FIVF-D
MAY 2 3
DeVELOFMEt4T SERVICES ClR'
Cq OF EI)MONC)S
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12606-32ndAve.Nit IGrkIaud,WRshJngt0II98034 Ph (425) $14-8487 Fax (425) 823-8867
R S C;FIVF-D
MAY 2 3
DeVELOFMEt4T SERVICES ClR'
Cq OF EI)MONC)S
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MAY-11-2006 THU 10:15 AM HWA GEOSCIENCES FAX K 4257742714 F, 02/04
V
19730-64th Avenue West I N�,
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LynnWOOd, WA 96036 6-21-300 fl
nu Tel. 425-774-0106
HWAGEOSCIENCES INC Fox. 425-774-2714 1 Fro6j------r0;/04/06
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WA.
custom 13Rjit mornes KWAF1.1dR.
E01-1k Dan iel Coltrane
Jeffrark
SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY:
First Site visit� svucrravel: 1300 Arrived at Site: 1315 Departed Site: 1400 Lad Travel: 1415
SUMMARY OF ON SITE OBSERVATIONS AND ACTIVITIES:
oil site today to observe carthwork acfivities and temporary excavation.
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I observed deposits ofinnedium dense to dense poorly graded sand with silt. Bea n
ity Ila,,; not yet been confirmed, but the excavation has reached foundation bearing
capac
elevation ut slab on grade at 288' el., part of the slab on grade at 27 8.5 ft. el and the two
d been excavated when I was present and
car garage at 279'. cl. At least half ofthe site ha
tomorrow. Material that was removed
excavation was scheduled to continue on through
was placed in a stockpile in the western, halfofthe lot at least 30 feet from the top ofthe
slope. Excavation slopes ranged from 3-4 foot tall vertical cuts to III -.IV cut slopes.
JCITP- H: IV, that
ark informed me while I was on site that all Cuts would be inclined atl
was not occurring, and that a silt fence was
would be covered when work
going to be placLd at the western end ofthe property surrounding the site and stockpile
on the westerriside.
SIGNATUMS:
HWA 1r ' t E r or Rcvi*cwcr HWA Fiol Represe iv
ojec cro Signed:
Reviewed: —
SUMMARY OF UNRESOLVED ISSUES
Fr-001 #1 Placement ofsilt fence at western end ofsite.
RECEIVED
2606
DEVELOP ENT SEPIV CES CTR.
M I(
CITY OF EDMONDS
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MAY-11-2006 THU 10:16 AM HWA GEOSCIENGES
FAX NO, 4257742714 P. 03/04
1973M4th Avenue West Jo No. P. No,
Lynnwood, WA 98036 1 Oft
Tol. 425-774-0106
HWAGEOSCIENCES INC. Fox. 425.774�2714
2004-086-21-1(1()
ft ork NO.
Pr-002
05/05/06
*1 All-
D, 011heWeek
P PIW
'ic-ait ii�,V�,7ti_gatiot,16705 7
Ir1
705 74' F1 W PaTnOnQ-1,
r6day
Edinon WA.
7—P. F
rb i'l 0
oo6-0273
C%MR.
Sunny 65
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r_'_ n"Ot 1-7--
Phil Opp�nheirner
Erik Andersen
9
Daniel Coltrane
SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY:
First Sitc Visit: 5 Departed Site: 1345 End Travel: 1400
Start Travel: 13 00 Arrived at Site; 131
SUMMARY OF ON SITE OBSERVATIONS AND ACTIVrrIES:
0 TO measures.
on site today to obqervo temporary excavation and site erosion c nt I
Iha site visit consisted of conversing with Jcffthe excavator in relation to approaching
wet we
atber and the level at which the foundation would sit.
JoIT agreed that silt fences should be placed around the western end ofthe site, and that
stockpiles should be covered when not being worked. For drainage from the site the
material is penneable so water will most likely not Pond or flow off site, and a silt fence
has already been placed around the southern side ofthe site to protect the steep slope,
Foundation grade was achieved with a grade bcam allowing for undisturbed bearing,
It was recommended that the soutbmst comer of the house foundation be further
ci n ben
Compacted before the foundation is placed due to loose material b ngprese tw
probed.
Jeffinformed me that material will be removed ftom the site tonnorrow, after that a
proctor sample will be collected for futare on -site compaction testing.
SIGNATURES:
HWA Fiel4 Represe
IIWA Project 1��ineer or ev, wet
1koviewed:_ &T
SUMMARY OF UNRESOLVED ISS(JES
Fr-001 #1 Placement of silt fence at western end ofsite,
Fr-002 #2 Further compaction ofthe southeost comer of the foundation.
RECFIVED
DEVELOPMENT SEAVICES CTR,
CITY OF EDMONDS
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MAY-11-2006 THU 10:16 AM HWA GEOSOIENCES FAX NO, 4257742714 F. 04/04
�e u
n e s
ij Lynnwood, WA 98036
INC. T '1..425-774-0106
HWAGEOSCIENCES FLax 425-774-2714
Job N.,
P.g. No.
2004-086-21-300
1 of I
Repo� No'
Pale
Fr-003
05/10/06
Pl*.t N
Locatlon or Add=s
00Y.1th.Week
Gcotechnical investigation 1670574"PIW
Edmonds, WA.
16705 �4` PI W Edmonds,
WA.
Wednesday
O;;r.1_ -
Parmit No,
Weather Temp. (F)
..Lhil Oppenheimer
2006-0273
Sunny 65
('RnVG.1
Clort R
HWA-ProiLet Engirser
Custom Built 110mcs
Phil Oppenheimer
Erik Andersen
_��nh�rx subcontra.lor
KW�ARJdR�P, �
LLET—ark—
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Daniel Coltrane
SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY:
First Site Visit: Start Travel: 1400 ArdvedatSitc:1415 Departed Site: 1430 EndTravel: 1445
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SUMMARY OF SITE OBSERVATIONS AND ACTIVITIES:
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On site today to collect a sample for proctor analysis.
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A sample ofsand with silt and gravel, Esperance sand, was collected and confirmed with
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Phil as the best onsite material for backfill behind the walls.
The stockpiles have not been covered.
Phil also informed me that after the foundation had been surveyed the footing forms
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would be built, and that the southeast comer ofthe foundation had been compacted. Thus
issue #2 has been resolved, however final inspection of soil bearing and foundation
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subgradc for wall footings will be conducted when folmis are being placed,
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11WA 11 . E R HWA Field
roictt �agZcr 11 Reprus:?t&
Reviewed: Signed
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SUMMARY OF UNRESOLVED ISSUES
ra
Fr-001 #1 Placement of silt fence at western end ofsitc.
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1'r-002 #2 Resolved.
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Fr-003 #3 Covering of stockpiled material during non -working periods.
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RECEIVED
MAY 2GGG
DEVELOPMENT SERVICES CTTI.
CITY OF EDMONDS
MAY-15-2006 MON 04:48 PM HWA GEOSCIENCES FAX NO, 4257742714 P. 02
Lynnwood, WA 98036
INC. Tel. 425-774-0106
HWAGEOSCIENCES Fax. 425-774-2714
-7-look —N—,
job No.
F. � No,
2004-086-21-300
1 ofl
ReDorl No.
Fr-004
05/15/06-
---
—Edmonds,
Loc3tion or Address
—6-Y of —thewla
New residence at 16705 747" PI W WA.
16�05 74" P1 W Edmonds,
WA.
Monday
F-M No.
westhe?
heimer
2006-0273
Sunny 70
�nqineer
T_
Phil Oppenheimer
Erik Andersen
SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY:
First Site Visit: Start Travel: 1530 Arrived at Site: 1540 Departed Site: 1550 End Travel: 1600
SUMMARY OF SITE OBSERVATIONS AND ACTIVITIES:
On site today for final soil bearing inspection.
All footings were being placed on native unweathered advanced outwash, with the
exception ofissuc #2 rr-002. Issue #2 Fr-002 addresses further compaction ofweathered
advinice outwash in the soutlicaqt comer oftbe foundation at 288 ft. el. This issue was
resolved between Fr-002 and Fr-003 when the compaction was confirmed on site.
Further excavation for the 11 81, thick footings, and the slab underneath the stair well was
occurring upon my arrival. This was being conducted by hand, so no significant
disturbance of the native will occur.
In summary, all foundation subgrades are adequately prepared and suitable for foundation
support.
Both stockpiles were covered with plastic on Friday, May 12"'; this was confinned upon
mysitc visit. An extension ofthe silt fence on the northern side of the site has also been
placed; this extends around the stockpiles close to the northem. steep slope.
SIGNATI)RES:
HWA Prqject,�i
Iiineer or I IlWA Field,�epresentati
ReviLw
SUMMARY OF UNRESOLVED ISSUES
PI-001 #1 Placement of silt fence at western end of site.
Fr-003 #3 Resolved.
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MAY-16-2006 TUE 03:00 PM HWA GEOSCIENCES FAX NO, 4257742714 P. 03
19730-64th Avenue West jot No. P. ONO.
Lynnwood, WA 98036 20 -086-21-300 1 of I
Tel. 425-774-0106
HWAGEOSCIENCES INC F... 42s-774-2114 Repon No. — /15/06
Fr-005
L.,,iim Addre'S DO orthoweeK
gF
5�011 N�111 PI W Edmo 71 W Edmonds, WA. Tucsd
reSi(
Now rest once at 1 705 74 'Pl W Edmo s, A. 16705 74�'Pl W Edmond -------
SUMMARY OF i.IELD TIME SPENT ON PROJECT TODAY:
First Site Visit; StUrL Travel: 13 15 Arrived -at Site: 1325 Departed Siw 1345 End TmvcL 1400
�S:
SUMMARY ITL, OBSI�j ONSAND TI ITIL
I placement of Reinforcing Steel.
ACTIVITY BEING 1NSPECT13
ITEM BIiING CONSTRUCTED: footings
and south outside walls at garage level (noor 1)
DE*I'AII,T-,',I) I.00ATION: North, cast,
CTION: Periodic
TYPE OF INSPE
STATUS OFPI,ACEMENT OF TIJIS MATERIAL:
or as being complete. This is a preliminary inspection prior to
Rebar was presented by the conti act
closing formwork.
(X) Rebar was presented by the contractor as being complete, This is a final inspection.
HWA INSPECTION ACTIVITIES RELATED TO THIS IfEM: HWA carried out visual observation and
correct placement, and adequate cover�
measurements to confirm bar si7es, number ofbars, the item inspected was found in
CONFORMANCF� OF *1111S ITEM: To the best orthe inspector's knowledge, -conformance items
confori-nanceMth approved plans, specifications and RF-Ts, with the exception ofany non
list below.
item 1 - Three areas in the footing were observed having less that' the mmirnum cover (3 inches when cast
against earth). Thc contractor removed soil from under the rebar to provide adequate cover. This issue is
resolved. 10 dowels Ill the north and south walls did not have the hooks alterriating (detail 3/S-2.0). The
Item #2 -- The #
contractor re -tied the hooks correctly. This issue is resolved.
SIGNATURB:
HWA r -presell ve
I'lWA Project re
... f1ti-ev"C&II-1
R E C 5 1 V F- r)
MAY 16 2006
St][MMARY OF UNRESOLVED ISSUES
Fr-001 #1 Placement ofsilt lence at western end ofsitc. BUILDING DEPT.
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MAY-19-2006 FRI 03:43 PH HWA GEOSCIENCES FAX NO, 4257742714 P. 02
19730-640% Avenue Wo�L Su;W 200 Field Report No.: FR-006
9 "T". Is Lyr—od. WA 98035 Date (mmfddlyy): 5119f2006
HWA Project No,: 2004-086-21
HVikGEOSCIENCES INC. Fax. 425-774-2714 HWA Task No.: 300
Pn.is., No..
Location of Aftess of Pfolem
11
New Residence
1 6705 74th PL W Edmonds, WA
1PI,
2006-0273
weather
Vhil'Oppenheimer
;h-1-5r,
it Oppenheimer
Overcast/Cool
Design Awhonly (engineer 0, anuillect or moord)
Design Authority Rup—lative
HWA Projeci manager
Erik Andersen
Giinor.1 contractor
General contractor Repre-Fentolive
HWA Field KeprarieraAUVO
Custom Built Homes
Phil Oppenheimer
Tony Martin
FIELD REPORT
SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY:
First Silo Visit: Start Travel: 1030 Arrived at Site: 1045 Departed Site: 1100 End Travel: 1115
Second Site Visit: Start Travel: 1300 Arrived at Site: 1316 Departed Site: 1345 End Travel: 1400
ACTIVF� Placement of Reinforcing Steel.
ITEM BEING CONSTRUCTED: Retaining walls.
DETAILED LOCATION: Exterior retaining walls or residence
TYPE OF INSPECTION: Periodic
STATUS OF PLACEMENT OF THIS MATERIAL:
Reber was presented by the contractor as being complete. The first site Visit showed incorrect horizontal rebar lap
splices per drawings. Drawings calls for rebar lap splices to be staggered. The contractor corrected this deficiency prior
to our second job site visit, This is a preliminary inspection prior to closing formwork.
HWA INSPECTION ACTIVITIES RELATED TO THIS ITEM: HWA carried out visual observation and measurements to
confirm bar sizes, number of bars, correct placement, and adequate cover.
CONFORMANCE OF THIS ITEM! To the best of the inspector's knowledge, the item inspected on the second visit was
found in conformance with approved plans, specifications and RFIs.
i�iiC—E—L—LA—NEOUS —ACTIVITIES, OBSERVATIONS A—N,61-0—R&OMMENTS:
None at this time.
11111 AT
Signed:2�," Reviewed:
HWA Fleld.R6Wesentat4e HWA Project Engineer or Reviewer
SUMMARY OF UNRESOLVED ISSUES
Report# Item# Status
na na There are no outstanding issues at this time
This roporl should only be miarridivied In its entirely. Report Is not frial until �jqnod by HWA rield representative and KWA roviowcf, Page I of I
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JUN-06-2006 TUE 11:53 AM HWA GEOSCIENCES FAX NO. 4257742714 P, 02/11
19730-64th Avenue West
i1w, Lynnwood, WA 98036
FJ30-N—. -
Poo. NO.
Tel. 425-774-0106
HWAGEOSCIENCES INC, F... 425-774-2714
2004-086-21-300
1 ofl
Re oM No,
Fr-007
05/30/06
ii.�O,Add
D. th ftk
New residence at 16705 74' PI W b4m A,
16705 74 PI onds, WA.
Tu
.ribeirner
P'il No...
2006-0273
Tam
Su 70
JeffPark
Custorn Built Homes
�6'k
w, , �Id"RVI
I nqnit!l Coltra
SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY:
First Site Visiu Start'rravel: 1115 Arrived at Site: 1130 Departed Site: 1200 r*ndTraVCI: 1215
SUMMA14LY OF SITE OBSERVATIONS AND ACTIVITIES!
ACT11VITY BRING INSPECTED: placement ofperimctcr footing drain.
ITEM BEING CONSTRUCTED: footing drain
DLTATIMI) LOCATION: outside perimeter ofliouse and east side ofgmgc andbouse wall.
TYPE OFINSPECTION: Periodic
S,I,Kl,js or, PLACEMFNT OF THIS ITEM:
,V'perl'braled PVC drain line was being laid out around the perimeter ofthe house and 1 1/4" washed rock was
stockpiled on site for placement.
IIWA INSPECTION ACTIVITIES RELATED TO T14TS ITEM: ITWA carried out visual observation and
measurements to confirm pipe sizes and rock type.
CONFORMANCE OF T141S ITEM: To the best ortbe inspector's knowledge, the item inspected was found in
conformance with approved plans, specifications and RFIs, with the exception ofany non-confarmance items list below.
je, ern
item I -Plans call for I foot ofwashcd I a gravel surrounding 4" perforated PVC pipe. Phil Oppenhi cr stated that
1 Ig" washed rock with filter fabric would be used instead which will provide sufficient drainage, therefore this issue is
resolved.
MISCELLANEOUS ACTIVITES:
On sitcto discuss and observe placement offooting drains andbackfill material,
Received newspecifications forwall design ofeastern garagewall to allow backfillingbeforc, the flooris
built.
Received approved site drainage plan.
SIGNATURES:
HWA N'qi Signed: -ield
_u cwe' "WA r
'o" " " P
Reviewed: _V-SE
SUMMARY OF UNRESOLVED ISSUES
Fr-001 ill Placement ofsilt fence at western end of site.
Fr-007 #1 Resolved
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JUN-06-2006 TUE 11:54 AM HWA GEOSCIENCES FAX NO, 4257742714 P. 03/11
V/
19730,641h Avenue West, Suite 200 Field Report No.; FR-008
Lyn ...d, WA 90036 Date (mm/ddlyy): 513112006
U Tel.' '25-774-0106 HWA Project No.: 2004-086-21
HWAGEOSCIENCES INC. po�� 425-774-2714 HWA Task No.; 300
P1.1.0 Nal-
11- .1 Adele,$ of Pigj-
'106M5
Fwhifi—N.�
Now Residence
74th PL W Edmonds, INA
2006-0273
�`*m
C-liant Repmsentatim
Witsln�,
Phil Oppenhcimer
Overcast/Worm
oo�ionAuthortiy(en4in0ofor�MhIIOCIOI(OCO�I
as.
HWAPtejodMa a(IST
Erik Andersen
r0ol`ti C. 1—tar
';e',eh',eR;pm.nw'�'
HWA Field Rep-entauvo
Custom Built Homes
Op r, I r
Daniel Coltrane
z
FIELD REPORT
SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY: 0
First Site Visit: Start Travel: 1115 Arrived at Site: 1130 Departed Site: 1515 End Travel: 1530
ACTIVITY BEING INSPECTED: Compaction of native send with silt for use as structural fill.
GENERAL LOCATION: East side of eastern G..ge retaining Wall,
DETAILED LOCATION: The specific locations and elevations tested am summarized on the attached 'Field Compaction Test Report'.
TYPE OF INSPECTION: Continuous
DETAILS Or PLACFMENT OF THIS MATERIAL: Based on Inf-enation provided by visual observation materials were placed In approldmaloty S' lifts
unc,smp. d h cknoss And compacted with a Wacker WR 1550.
cis IN
HWA INSPECTION ACTIVITIES RELATED TO THIS ITEM: HWA carried out visual observation and compaction testing. HWAwas able to observe
both the lift placement and the compaction application pflor to tasting, Test results am summarized on the altachad'Field Compaction Test Reporf.
CONFORMANCE OF THIS ITEM: To the best of the Inspector's knowledge, the item Inspected was found in conformance with approved plans,
specifications and RFIs,
W—IsCiELANEOUS ACTIVITIES, OBSERVATIONS ANDICIR—COMMENTS:
On site to lest backfill compaction and observe placement of footing drain.
Picked up sample S-2 and retured it to HWA labratory for proctor analysis (ASTM 1557-0).
There are no new issues at this time.
iIGNA�F61RES,
Signed Reviewed:—��
HWA Field Re e ritative HWA Project Engineer or Reviewer
SUMMARY OF UNRESOLVED ISSUES
Relsort# Iterng Status
Fr-001 #1 Placement of silt fence at western end of site
Thi,,.p,ix,,ho�id.�lyb.rop,.d�,.dl,ll�onlimty. patch *,,i not final until signed by HWA lield r0msartsf- end 14WA ravlewer. Page I of 2
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JUN-06-2006 TUE 11:56 AM HWA GEOSCIENCES FAX NO, 4257742714 P. 05/11
19730�64lh Avenue West. Suit. 200 Field Report No.: FR-009
LY-Ood,WA 96036 Date (mmlddfyy): 611/2006
7.1,425-774-0106 HWA Project No.: 2004-086-21
HWAGEOSCIENCES NC F- 425-774-2714 HWA Task l 300
Pmla� N—
Loo.ti. BrAdd,O�S .( Proj.�l
permit NO.
New Residence
16705 74th PL W Edmonds, WA
2006-0273
cilont
Client R.P-ent0l.
vv.—al
PhilP imer
Phil 0 enheime
Overcast/Warm
.4
D.�Igl Aulll.NY Rep.— iati;Z
HWA P.J.d --gs,
Erik Andersen
G-ml Coat-t., R.P-3a-lau-
HWA Fjotd RePM-101110
Custom Built Homes
Jcff Park
Daniel Coltrane
FIELD REPORT
SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY:
First.Site Visit: Start Travel: 0815 Arrived at Site: 1830 Departed Site: 1030 End Travel: 1045
Second Site Visit: Start Travel: 1615 Arrived at Site: 1630 Departed Site: 1645 End Travel: 1700
ZT-1V1TYiET�E-1NSPECTlFD! Compaction ofnalive sand with sill (bruse as structural fill,
GENERAL LOCATION: Outside perimeter of retaining vvalls�
DFTA LED LOCATION: The pactr. locations and elevations lasted are summarized on the attached 'Field Compaction Test Report.
I �
TYPE OF INSPECTION: Continuous
DETAILS OF PLACEMENT OF THIS MATERIAL: Based on information provided by visual observation malariols were placed in approximately 8"lifis
uncompacted thickness and compactedath a Wacker OPU 5045H.
HWA INSPECTION ACTIVITIES RELATED TO THIS ITEM: HWA carried out compaction losing, HWA was not able to observe the lift placement or
compaction application prior 10 losing. Test result, am summarized on the attached Field Compaction Test Report'.
CONFORMANCE OF THIS ITEM: To the best of the inspectors knowledge, the Item inspected was found in collf0raraftee with approved plans,
specifications and Fps, with the exception of any non-conformance items list below.
Item 91 Testing during second visit d;d not meet 9S% compaction, Jeff Park was Informed of the situation and the material will be rocompacted and,
retested lommorrow morning.
W1i&E-LLANE'0- -USACTIV-ITIES, OBSERVATIONS AND/OR COMMENTS:
On site to test backfill compaction and observe placement of footing drain.
SIGNATURES: (;�-o �-�
Signed:_ 0 tA� &4L-7- Reviewed:
HWA Field Repr9sentative HVIA Project Engineer or Reviewer
SUMMARY OF UNRESOLVED ISSUES
Report# Item* Status
Fr-001 #1 Placement of silt fence at western end of site.
Fr-009 #1 Compaction of material placed on the south side and northwest outside perimeters of the house
I ITS report shoUld only be reproduted In its ontirety. Report 1. not linal unill Signud by HWA ricid raproontallvo and HWA rovIewp,
Page I of 2
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JUN-06-2006 TUE 11:56 AM HWA GEOSCIENGES
FAX NO, 4257742714
P.
07/11
19724-04th Avenue Woct, Suite 200 Field Report No.:
FIR-01 0
ir "T", It Lynn—d. WA 96036
Date (rinnin/cifty):
61212006
Tel.425-774-0106
HW)kGEoSCI ENCES INC.
HWA Project No.:
2004-086-21
-425-774-2714
HWA Task No.:
300
Plciludl Name
—Don at AOdMs% of FMIACL --
I-Ildn"o'
New Residence
16705 74th PL W Edmonds, WA
2006-0273
ch. it
widitner
Phil Oppenheimer
Phil Oppenheimer
Overcast/Warm
USSIgnAUII,Oaty(onginseteromtiiiactoftecofd)
D.rign Authonly R.P.—tatIv.
HWA project Manager
Erik Andersen
G.,Ieml C.Alrawn,
Gi,an't Ropms.rmt—
MWA Field ROPIeWlatile
.Ustom Built Homes
C
JeffPark
Daniel Coltrane
FIELD REPORT
SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY:
First Site Visit: Start Travel: 0815 Arrived at Site: 0830 Departed Site: 0900 EndTravel:0915
Second Site Visit: Start Travel: 1130 Arrived at Site: 1145 Departed Site: 1215 End Travel: 1230
Third Site Visit: Start Travel: 1615 Arrived at Site: 1630 Departed Site: 1645 End Travel: 1700
ACTIVITY BEING INSPECTED: Compaction ofnatlun sand with sill for use as structuralfll.
GENERAL LOCATION: Outside pohmetoror retaining walls.
DETAILED LOCATION: The specific locations and elevations tested eta summarized an the aftachod'Fiald Compaction TestReporv.
TYPE OF INSPECTION: Continuous
DETAILS OF PLACEMENT OFTHIS MATERIAL: Based on Information provided by visual observation materials were placed In approximately WIM.
uncomplacted thickness and compacted with a Wacker DPU 504SH.
14WA INSPECTION ACTIVITIES RELATED TO THIS ITEM: HWA carried out compaction testing. HWA was notable to observe the lift placement or
compaction application prior to testing. Test results are summarized on the attached 'Field Compaction Test ReporiC.
CONFORMANCE OF THIS ITEM: To the bast .1 the Insipacloes knowledge, the item inspected was found in conformance with approved plans,
specifications and R51s, with the exception of any non-conformance items list below.
iW—$�ELLANE&GS ACTIVITIES, OBSERVATIONS AND/OR COMMENTS:
On site to test backfill compaction and observe placement of footing drain,
718" crushed washed rock was delivered to replace the 1 1/4" washed rock for the footing drain. This material was
approvod by HWA before delivery.
SIGNATURES,,,,,,, ) — a
Sigrl Reviewed:
HWA Fiold Rep so titive HWA Project Engineer or Reviewer
SUMMARY OF UNRESOLVED ISSUES
Report# ItemW Status
Fr-001 #1 Placement of silt fence at western end of site.
Fr-009 #1 Resolved.
Thl. mport should only be toproduced In Its entirely. Ration Is not 11M.1 rull tilined by HWA (11.1d relprd-10- and HWA ravlawar. Page I of 2
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JUN-06-2006 TUE 11:59 AM HWA GEOSCIENCES FAX NO, 4257742714 P. 09/11
1973044th A—ue West, Sota 200 Field Report No.: FR-Dil
Lyn —ad, WA 980 6 Date (mmlddlyy): 61512006
U Tdl.42S-774-0106 HWA Project No.: 2004-086-21
HWAGEOSCIENCES INC Fox, 42,5-774-2714 HWA Task No.: 300
P'.J'.'1 Name
Locaf— ' Ald, '
I'VirilN .
Now Residence
15705 74th PL W Edmonds, WA
2006-0273
P 'I& nh,,LimLr
717,penhei�er
Overcast/Warm
n9trouroramhaostarracordi
DeSige AUlhotity Repialarijuva
HWA Picost man.iqor
Erik Andersen
00. 1.1 C.N`0130r
Gapanil Contractor Rnpresantallva
NWA Field Representative
Custom Built Homes
Jeff Park
Daniel Coltrane
FIELD REPORT z
SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY: 9
0
First Site Visit: Start Traveli 0945 Arrived at Site: 1000 Departed Site: 1030 End Travel: 1045 M
ZT-1VITY8i G —INSPECTED': —Compadon ofnailive iand with slit for use as structural fill.
GENERAL LOCATION: Outside perimeter of retaining walls.
DETAILED LOCATION: The specific locations and elevations tested are summarized on the allached'Field Compaction Test RaporV. m
TYPE OF INSPECTION: Continuous C a
DETAILS OF PLACEMENT OF THIS MATERIAL: Based on informarion proVided by visual obsertation materials were placed in approximately &'IiftS m
0
uncompacted thickness and compacted with a Wacker WP 1550, C
HWA INSPECTION ACTIVITIES RELATED TO THIS ITEM: HWA carried out compaction testing. HWA did not obscr,,o the lift placement of
compaction application prior to testing. Tel results are summarized on the alLachad'Field Compaction Test RQ;l M
M z
CONFORMANCE OF THIS ITEM: To the best of the Inspector's knowledge, the item Inspected was found in conformance with approved plans.
specifications and RFIc, with (he exception of any non-conformance items list below.
�iSCELLA�IiOUS ACTIVITIES, OBSERVATIONS AND/OR COMMENTS:
On site to test backfill compaction and observe placement of footing drain.
Completion ofthe footing drain placment occured today.
All drain was placed in at least 1' of either 1 1/4" washed rock or 7/8" washed crushed rock and covered with permable
geolextile as a filter, Placement of footing drain fell within all specifications of the design and has been approved by
HWA as being properly installed.
'g�C�NATURG��.
Slgned:_��
,V
pr �,6k �, Reviewed:
HWA Field Repr entative HWA Project Engineer or Reviewer
SUMMARY OF UNRESOLVED ISSUES
Repon# Item# Status
Fr-001 #1 Placement of silt fence at western end of site.
This repon should only be relpioducod in its enl;mly, Rupert Is not firol until olgried by HWA r..Td representative and HWA rev' alwer.
Page I of2
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JUN-06-2006 TUE 12:00 PM HWA GEOSGIENCES FAX NO, 4257742714
P, 10/11
111311*111h All— Well, 2ol,o 11,
Field Report No.:
FR-01 I
Lyn-..d,WA 95036
Date (mmfdd/yy)!
61512006
425,774,0106
HWA Project No.:
2004-086-21
BWleh
AGEOSCIENCES INC.
Fal. 426-774-2714
HWA Task No.*
300
P,b)-i Some
11 All,,�LIIWIcl,60..,
POMMI No.
New Residence
1670, 4M ds, WA
2006-0273
p.ro
C1,1111 R I ..........
W.ath.,
mor
ph. 'I �_eh.im.,
OvercastlWarm
Phil nhe
qlfo�, .1 01001t .1 MOM)
Dosgo Authority Reer".—W.
MA P.].M Manage,
Erik Andersen
G�roral otructor
GO-1 C-Mtof RQprCGe,f40vQ
HWA FIrld
Custom Built Homes
Jeff Park
Daniol Coltrane
FIELD COMPACTION TEST REPORT - NUCLEAR METHOD
MATERIAL BEING PLACED: see accompanying field roport
PROJECT IMPROVEMENT TESTED: see accompanying field report
Test
No.
Detailed Test Locotion
Elev'n
or
Depth
a G.-
Probe
Depth
(in) �
Lab Control*
(Proctorlilice/Marshall)
Field Test
Relative
Com ction
Den
�Densily �Moist
ID
#—
Max.
Dens.
Opt
Moist.1size9%
6ver
Total
Pot
Dry
pcf
Moist.
%
Field
Spec
%
15'f7oFNWcornorofhous9onnorfh
$ldo, 3' oul from W,711
01
8"
S-f
122A
6.6
9
12Z 6
Ils-51
8.0
-%
93
.92
2
At NF corner othouso 5'out from wall
o'
8"
S-1
122.4
6.6
.9
125,4
116.41
7.7
96
92
4
4
5
7
7
8
10
11
12
Test Method — X ASTM D292203017 (soil) —ASTM 02950 (asphalt) Other.
Densomoter: —Traxler 3440 —TroxierS.130 —Troxler3411-S -CPN MC1-DR-P
Serial 0: 51617 Density Standard Count.: 40941 Moisture Standard Count: 9414
'Lab Control: _Standard Proctor X Modified Procter
Asphalt Wrshall Density _Atph.h Maximum Theoretical Density (Wice)
COMMr-NTS: Te'tIocation" and elevations are approximate. Testing przvldo� data Only for a sp-Mc test location and to a limited depth,
Accompanying field report provides additional Information. "Depth B.G. indicates depth below grebe. Grade means the design finish Brood of the
current typo of fill material being placed. Bolded results Indicate compaction below specified value. n
Completed By: Daniel Coltrane — Reviewed By: Erik Andersen t );Ic�
Tois roportchouid Only be reProdVOOd In its Brolnoy. Report is not fin.11 until signed by MWA, rold tepooserostIve and HWA onlew0t. Page 2 of 2
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JUN-06-2006 TUE 12:01 PM HWA GEOSCIENCES FAX NO, 4257742714 P. 11/11
1 7 0-64M Avenue vvest
UUM L9yn3nWOod, WA 98036
Tel, 416-774-0106
HWAGEOSCIENCES INC Fax. 425-774-2714
F��,�N�
20 4 _086_21_300
N1,
1, LO ;-1
1 R M.,
r-r-012
06/06106
'd"�
D-1 M. ...X
W Edmonds, WA.
T17 -4 A W Edmonds, WA.
M
I Tuesday
0—
L6N—;
_I
Wlllhll
Phil Oppenheimer
Ni 2 7 3
Sunny 65
L C1111111111
M
Mani Rr.P�-
I HWA P,]Ui E�gin—
J�111"11111111
Custom Built Homes
JeffPark
13��k Andersen
—W---
DanM
SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY:
First Site Visit: Start Travel: 0815 ArrivedatSitc:0830 Departed Site: 0900 EndTiavel: 0915
—Srrr-. ORST�R—VkR-ONS —AND ACTIV—ITIfS—'--
All driveway retaining wall footings were being placed on native unweathered advanced outwash with the
exception ofthe western most end ofthesouthcm retaining wall which contains an approximately 6 foot long 6 inch
deep wedge orweathered material. The contractor was informed that this material should be removed and replaced with
suitable onsite fill material. In summary, all foundation subgrades are adequately prepared and suitable for
foundation support.
Fill material placed around the outside perimeter ofthe North, South, and East sides oftbe house, on the eastern side of
the eastern garage retaining wall, and below all slabs has been approved according to the specification.; ofthe HWA
report and the city of Edmonds. Material outside the perimeter ofthe house and behind the eastern garage retaining wall
was tested with a nuclear density gauge and found to be either 92% or 95% (specification varies based based on
location) ofthe HWA laboratory modified proctor (ASTM D 1557). Material placed under the lower house and garage
slab on grade was probed with a 1/211 diameter steel t-handled probe and Found to be firm and unyielding.
MISCELLANEOUS ACTIVITES AND ISSUES:
Report 9. Itern A Issue
Fr-012 Removal ofunguitable subgradc undemeatb the western most portion ofthe
Southern driveway reWning wall footing.
SIGNATLIRES:
BWA Prqleat V 11WA
Reviewed:- %� 5- — Signed:
SUMMARY OF UNRESOLVED ISSUES
Fr-001 141 Placement ofsilt fence; at western end ofsite.
Fr-012 #1 Removal ofunsuitable subgrade.
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JUN-13-2006 TUE 10:13 AM HWA GEOSCIENCES FAX NO, 4257742714 F. 02/02
""044th Avenue Want, Suite 200 Field Report No,: FR-013
Lynnwood. WA 90036 Date (mm/ddlyy); 611212006
Tel. 424-774-0106 HWA Project No.; 2004-086-211
HWAGEOSCIENCES INC. F... 425,774-2714 HWA Task No.: 300
Pnujc.-flV--0
Locution of Address at Project
Ferinif No.
New Residence
16705 74th PIL W Edmonds, WA
2006-0273
clant Represerrim
�,;1110ppcnheimor
Phil Oppenheimer
OvercasVWarm
Design Authority (engf—t or archilact of record)
Design Authority Represembilive
11WA Project Manager
Erik Andersen
G.-r.1 ant,.Mr
General Cont—tar Repros rultive
MA Field Representative
Custom Built Homes
Phil Oppenheimer
Tony Martin
FIELD REPORT
SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY:
First Site Visit: Start Travel: 1315 Arrived at Site: 1330 Departed Site: 1345 End Travel: 1400
ACTIVITY BERG INSPECTED: Placement of Reinforcing Steel.
ITEM BEING CONSTRUCTED: Retaining walls
DETAILED LOCATION: The stepped Retaining walls at garage entrance
TYPE OF INSPECTION: Periodic
STATUS OF PLACEMENT OF THIS MATERIAL:
Reber was presented by the contractor as being complete. This site visit showed rebar to be per drawings.-
HWA INSPECTION ACTIVITIES RELATED TO THIS ITEM: HWA carried out visual observation and measurements to
confirm bar sizes, number of bars, correct placement, and adequate cover.
CONFORMANCE OF THIS ITEM: To the best of the inspector's knowledge, the item inspected was found in
conformance with approved plans, specifications and RFIs.
MISCELLANEOUS ACTIVITIES, OBSERVATIONS AND/OR COMMENTS:
None at this time.
Signed..,]� I,- Reviewed:,
HWA Field E_�e �,,entatwe HWA Project Engineer or Reviewer
SUMMARY OF UNRESOLVED ISSUES
Repor-W Item# Status
na na There are no outstanding issues at this time.
This repon should only be tuproduced in its entirely, Raport Is not rinal unfit t1girted by HWA red ropineserilat-, ard HWA isviswer.
Page I of I
GARY HAAKENSON
CITY OF EDMONDS MAYOR
121 5TH AVENUE NORTH - EDMONDS� WA 98020 - (425) 771-0220 FAX �425) 771-0221
Website: �dedmonds.wa.us
DEVELOPMENT SERVICES DEPARTMENT
ci�' Planning - Building Engineering
April 24,2007
Phil Oppenheimer
Z
Custom Built Homes
8107 209" Avenue SE
Snohomish, Washington 98290
RE: Order to Correct Violation Notice Dated April 9, 2007
-1 n
SFR @ 16705 74th Place West, Edmonds
#2006-0 273 Expired on April 5, 2007
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Building permit
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Dear Mr. Oppenheimer,
0
ed Order to Correct Violation Notice, I permit was obtained to
As a follow-up to the referenc Elmonds. The building
Place West in E
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new single family residence at 16705 74"'
construct a and expired on April 5, 2007. The verning code authority
go
permit was valid for one year a
tions as well as final inspection approv Is be granted by the
requires that progress inspec requires that a Certificate of occupancy be
Also, Section RHO
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applicable City Inspectors.
issued by the Building official prior to use or occ, upancy of the residence. According to City
inspection approvals.
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permit inspection records you have not received all required
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The City utilizes the Civil Penalties ordinance and fines as a last resort to gain code compliance.
is the next step in the process) fines of
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Once a Notice of Civil violation is issued (note this
imposed and continue to acc rue at the same rate until the City approves the
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per day are
$100.001 unt of $5,000-00 the City
c advised, once fines accrue to the amo,
hot water tank installation. B to state RCW Law, the
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utilizes a collection agency for the re-couping o f fines and, pursuant
f 150% of the amount owed plus added
collection company collects fines at a rate 0
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administrative costs.
you no longer have a valid building permit ail work shal I cease and desist on the
Because e you will receive in this
This is the last correspondenc
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property until a new permit is obtained.
the expired permit by May 4, 2007 shall result in the issuance of Notice
matter, failure to renew
of Civil Violation and fines of $100.00 per day s hall accrue until this matter is resolved to the
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satisfaction of the City.
if you have any questions please feel free to contact me at 425-771-02-20 extension 1226 during
city business hours Monday through Friday.
Sincerely,
J�tnraf
Building Official
Incorporated August 11, 1890
Sister Citv - Hekinan, Japan
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CITY OF EDMONDS
DEVELOPMENT SERVICES DEPARTMENT
121 5th Avenue North, Edmonds, WA 98020
(425) 771-0220
ORDER TO CORRECT VIOLATION
Location of Violation (Address and Tax Account Parcel No): 16705 74h Place West, Edmonds, WA
98026 Tax Account Parcel No. 00576300000100
issued To: Custom Built Homes, Phil Oppenheimer, Owner
Address Of Person This Order Is Issued To: 8107 209"' Avenue SE, Snohomish, WA 98290
Code Section Violated: International Residential Building Code Sections R1 05, 109 & I 10.
Description of Violation: Fail e to call for required inspections..associated with Building Penni
#2006-0271 Failure to coMplete work prior to the expiration date of.the permit 1 5, 2007 and
failure to renew the nennit.
Corrective Action Required: Renew the expired building pennit by filing a new.pen-nit gpplication
with the City and remitting fees of $2,440. Contact Theresa Umbaugh, Permit Coordin tor for
Correction is Required no later than: 5:00pm - (time) April 23, 2007 —_(date)
If correction is not made by the date and time specified in the Order, a Notice of
Civil Violation shall be issued. The Notice of Civil Violation shall assess fines of
$100.00 per day, or portion of a day, during which the violation continues.
Date Posted: Date Mailed: April 9,2007 Date Served
issuing Party Jeannine L. Graf Title Building Official
Signature
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CITY OF EDMONDS
DEVELOPMENT SERVICES DEPARTMENT
121 5th Avenue North, Edmonds, WA 98020
(425) 771-0220
O"ER TO CORRECT VIOLATION
Location of Violation (Address and Tax Account Parcel No): 16705 74'h Place West, Edmonds, WA
98026 Tax Account Parcel No. 00576300000100
Issued To: Custom Built Homes, Phil Oppenheimer. Owner
dAvenue SE, Snohomish, WA 99290.
Address Of Person This Order Is Issued To: 8107 209
Code Section Violated: International Residential Building Code Secti 05, R109 & RI 10.
Descriptio Violation: Failure to call for required inspections associated with Building Permit
#20 ailure to complete work prior to the expiration date of the permit April 24, 2008 and
failure to..renew the permit.
Corrective Action Required: Renew the expired building pennit by filing a new pennit Wlication
with the City and remitting fees of $2,440 l2lus a $15 City surcharge fee. Contact Theresa Urnbaugh,
Senior Permit.Coordinator for assistance.
Correction is Required no later than: 5:00pm ime) ate)
If correction is not made by the date and time specified in the Order, a Notice of
Civil Violation shall be issued. The Notice of Civil Violation shall assess fines of
$100.00 per day or portion of a day, during which the violation continues.
Date Posted: Date Mailed: April 25, 2009 , Date Served
Issuing Party Jeannine L. Graf Title Building Official
Signature
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CITY OF EDMONDS
DEVELOPMENT SERVICES DEPARTMENT
121 Sth Avenue North, Ednionds, WA 98020
(425) 771 0220
.NOTICE OF CIVIL VIOLATION
Location of Violation (Address and Tax Account Parcel No), 16705 74"' Place West. Edmonds, WA
98026 Tax Account Parcel No. 00576300000100
Issued To: Custom Built Homes, Phil Oppenheimer, Owner
Address Of Person This Order is Issued To: 8107 209"' Avenue SE, Snohomish, WA 98290
Code Section Violated: international Residential Building Code Sections R 05,RI09&RIIO . .....
WD iption of Violation: Failure to call for.required inspections associated with -Building Permi #2007-
, Failure to complete work prior to the xpiration date of the permit April 24, 2008 and failure to
renew the permit.
Corrective Action Required: Renew the expired building permit by filing a newpermit application with
the City and remitting fees of $2,440 plus a $15 City surcharwe fee. Contact Theresa Umbaugh. Senio
Permit Coordinator for assistance.
Be advised, the person(s) to whom this Notice is issued is being assessed $100-00 pe or portion
of a day, during which the violation continues. The imposed monetary penalties are immediately
due and payable to the City of Edmonds at 121 Sth Avenue North, Edmonds, WA 98020 during
normal City business hours. Fines shall continue to accrue at the rate of $100.00 per day until this
matter is resolved to the satisfaction of the City.
Further, if correction is not made by— 5-.00pm (time) May 29 2_008 (date) an abatement notice may be
issued warning of impending City abatement of the violation. Any and all costs, including incidental
costs, will be added to the monetary penalties assessed against the person(s) to whom the Notice is issued.
Note, this decision is appealable to the City of Edmonds Hearing Examiner by filing a complete
appeal application including written notice of appeal with the Development Services Director no
later than May 2_9 Z008 at 5:00 p.m. The appeal filing fee is $605.00.
Date Posted:— May 14, 2008 Date Mailed: May 14, 2008
Issuing Party: Jeanninel. _GrafTitle: Building Officia
Signature:—
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GARY I-AAKENSON
CITY OF EDMONDS MAYOR
121 STH AVENUE NORTH EDMONDS, WA 98020 - (425) 771-0220 FAX (425) 771-0221
Websile: —i.edmonds—us
DEVELOPMENT SERVICES DEPARTMENT
913 Planning Building - Engineering
Mr. Phil Oppenheimer May30,2008
Custom Built Flornes
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8107 209"' Avenue Southeast
Snohomish, Washington 98290
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RE: 16705 74"' Place West, Edmonds
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Notice ofCiviI Violation dated May 14, 2008
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Dear Mr. Oppenheimer:
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The purpose or this letter is to officially inform you that you have failed to comply with
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f the corrective action required on the Notice of Civil Violation (issued on May 14, 2008)
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and failed to file an appeal in the timeline provided. Therefore, your administrative
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remedies in this matter are exhausted and as of today civil penalty fines pursuant to the
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Notice of Civil Violation total $1,700.00 and are immediately due and payable to the
City�
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If you continue to take no action on this matter fines will continue to accrue at the
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rate of $100-00 per day for each and every day the violations exist and until the
matter is resolved to the satisfaction of the City. Also once fines reach a total of
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$5,000-00 the City shall utilize its, collection company for the recouping of full fines
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and, be advised, once fines are turned over to collections fines are collected at a rate
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of 150% of the fine amount owed in addition to administrative costs the collection
agency is permitted to assess.
We strongly urge you to immediately follow the corrective actions of the Notice (copy
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enclosed for your convenience).
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If you have any questions regarding the civil penalty process, fines or the corrective
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action required by the Notice, please feel free to contact me during City business hours at
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425-771-0220 extension 1226.
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Sincerely,
Jeannine L. Graf
Building Official
Incorporated August 11, 1890
Siqfp, Citu - H�W—n .1--
Date
PernlitNumber
Address
inspector V--,%
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Actual Height (A+B+C) -3
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177777777�
Pat,% Permit Inspection Details
N1 Permit: BLD20060273
PERMIT
1001 - E-Eroslon Control/Mobilization
Complete?
Y
07/19/2006 Ed 30
Y
Total Time:
30
1013 - E-Storm, Tightline
Complete?
Y
07/1912006 Ed 30
Y
Total Time:
30
1016 - E-Storrin Detention System
Complete?
Y
07/19/2006 Ed 30 Detention OK to Backfil need to see connection to city system plus CB Insp,
N
10123/2008 Sibrel 10 Connection to city system verified.
Y
0
Total Time:
40
1017 - E-Footing Drain Connection
Complete?
Y
-4
07119/2006 Ed 30 Footing was connection to input of detention system; wrote correction notice
to either route
N
footing drains to outflow of storm or to dryell.
1012312008 Sibrel 10 Vefified fig drain connection to city system
Y
C I'll
M 0
Total Time:
40
0
1025 - E-Sevver Lateral/Main Inspection
Complete?
Y
0
C
06127/2006 ad 25 OK to Backlill, insp for cleanouts @ final. Legacy SS permit #10129
N
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1012312008 Sibrel 10 CO @ PL mq'd to be Exposed.
N
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to
11/25/2008 Sibrel 0 Verified CO
Y
Total Time:
36
1034 - E-Water Service Line
Complete?
Y
0712412006 Hawkins 0 OK to backfill - not connected at house and meter
N
0
10123/2008 Sibrol 0 Mate net type of WSL not specified on as -built, but appears to be copper @
meter. Verify
N
connection to bee @ for.
1112512008 Sib.[ 0 WSL vented as copper
Y
in IT
Total Time:
0
0
1044 - E-Driveway Form & Slope Ver.
Complete?
Y
0
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02/1512007 Sibrel 30 OK to pour driveway, OK to eliminate curtain drain In driveway, BUT ONLY
IF adequate
Y
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crusslope is maintained on driveway towards detention system.
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1077 - E-Engineering Final
Total Time:
Complete?
30
Y
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W
1012W2008 Stool 15 See attached Correction Notice 102308
N
1112512008 Sibrol 0 Approved
Y
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Total Time:
15
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1106 - B-Setbacks
Complete?
Y
05116/2006 MS 20 SETBACKS APPROVED PER SURVEYOFVS LETTER
Y
Total Time:
20
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11108 - B-Foofings
Complete?
Y
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05/16/2006 MS 20 FOOTINGS APPROVED
Y
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Total Time:
20
1110 - B-Foundation Wall
Complete?
Y
05/23/2006 Me 20 FOUNDATION APPROVED
Y
Total Time:
20
1120 - B-Plumb Ground Work
Complete?
Y
0511612006 MS 20 UNDERGROUND PLUMBING AT WEST SIDE OF BUILDING APPROVED
N
0910812006 MS 20 APPROVED
Y
Total Time:
40
1126 - B-Plumb Rough In
Complete?
Y
121812008 8:05:42 AM
Page I of 2
09108/2006 MS 20 APPROVED
y
Total Time:
20
1128 - B-Gas TesVPipe
Complete?
y
0910812006 MS 20 APPROVED
y
Total Time:
20
1132 - B-Extenor Sheathing
Complete?
y
08118/2006 MS 25 CORRECTION NOTICE WRITTEN
N
08/23/2006 MS 25 EXTERIOR SHEATHING APPROVED
y
Total Time:
so
1136 - B-Shear Nailing
Complete?
y
1210412006 Snook 30 APPROVED
y
Total Time:
30
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1140 - B-Height Verification
Complete?
y
1210412006 Snook 30 APPROVED
y
Total Time:
30
1142 - B-Framing
Complete?
y
12104/2006 Snook 3D CORRECTION NOTICE WRITTEN
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12/0612006 Snook 20 APPROVED
y
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Total Time:
so
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1144 - B-Walf Insulation/Caulk
Complete?
y
C
1210612006 Snook 20 APPROVED
y
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Total Time:
20
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1146 - B-Floor Insulation/Caulk
Complete?,
y
C
1210612006 Snook 20 APPROVED
y
Total Time:
20
1148 - B-Ceiting insulation/Caulk
Complete?
y
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1210412008 steinike 15
y
Total Time:
Is
I ISO - B-Sheetrock Nail
Complete?
y
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0
12120/2006 Snook 20 APPROVED
y
0
Total Time:
20
0
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1168 - B-Building Final
Complete?
y
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0312712007 Snook 20 SHOWER PAN LINER APPROVED
N
1210412008 steinike 45
Total Time:
65
-.tions: 34
Total Tim&:
660
Permit Inspection Details
Permit: BLD20060273
PERMITTI—';,;'�
1001 -:E-Erosion Control/Mobilization"
Ake!"
0711912006 Ed 30
Y
Total Time:
30
1013-E-StormTlghtline
Cona0lirtel-
Y,
07119/2006 Ed 30
Y
Total Time:
30
101 Sr. E�Stctrm Detention System
complete?,
Y
07/1912006 Ed 30 Detention OK to Backfill; need to see connection to city system plus CB insp.
N
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10/23/2008 Sibrel 10 Connection to city system verified.
Y
Total Time:
40
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1017,� EaFoobng Drain Connection
complIt'?-',
Y
0711912006 Ed 30 Footing was connection to input of detention system; wrote correction notice
to either mute
N
footing drains to outflow of storm or to drywell.
10/23/2008 Sibrel 10 Verified fig drain connection to city system
Y
Total Time:
40
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1025'mEaSevver-Lateral/Main Inspect
com�lpleta?':
�:"!"Y"
0
,,Ion
Backfill, for final. Legacy SS #10129
80
0612712006 ed 25 OK to frap cleanouts permit
10/23/2008 Sitind 10 CO @ PL reqd to be Exposed.
N
N
C
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11125/2008 Sitind 0 Verified CO
Y
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Total Time:
35
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16jite-t-.WaterServlce'Llne,
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07/24/2006 Hawkins 0 OK to backfill - not connected at house and meter
N
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10/2312008 Sibrid 0 Matedal type of WSL not specified on as -built, but appears to be copper @ meter, Verify
N
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connection to hse @ Idn.
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11/25/2008 Sibrel 0 WSL verified as copper
Y
-4
X 9
Total Time:
0
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1644,m E-Drivewi ay Forth
C3
0
02/1512007 Sibrel 30 OK to pour driveway. OK to eliminate curtain drain In driveway, BUT ONLY
IF adequate
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crosslope Is maintained on driveway towards detention system.
90)
Total Time:
30
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1077 - E-Engineering Final
10/23/2008 Sibrei 15' See attached Correction Notice 102308
11125/2008 Sjbnd 0 Approved
Y
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Total Time:
Is
ill)6-B-Setbacks,
cot �Oja , iis'?`.
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05/1612006 MS 20 SETBACKS APPROVED PER SURVEYOR'S LETTER
Y
Total Time:
20
'Y,
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1108 - BrFootings
complete?,
0
05/16/2006 MS 20 FOOTINGSA�PPROVED
Y
Total Time:
20
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1110 -B-Foundation Will
omplete?:�-
05/23/2006 MIS 26 FOUNDATION APPROVED
Y
Total Time:
20
1120 - B-Plumb GroundVork
Pomplete7. 11 1
y
I
05116/2006 MS 20 UNDERGROUND PLUMBING AT WEST SIDE OF BUILDING APPROVED
N'
09/08/2006 MS 20 APPROVED
Y
Total Time:
40
1126 - B-Plumb Rough In
Complelts?.-
6122/2009 11:58:47 AM
Page I of 2
09/0812006 MS
20 APPROVED
y
Total Time: 20
Jjjii� B4Gas TeStlPIpe
C6 Y
Mit e,w
09/08/k6g' MS
20 .1 APP I ROVED
y
Total Time: 20
1132 � B.Eiterior Sheathing
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d6 61 je "y:
08M/2066 MS
26 CORR IECTtON NOTICE WRITTEN
N
08/2312006 MS
25 EXTERIOR SHEATHING APPROVED
y
Total Time: 50
1136�,B.'Shear Nailing
C ornpi
1 2/0412006 Snook
30 APPROVED
y
Total Time: 30
6�1-161ghi Verfificath'
1210412006 Snook
30 APPROVED
y
Total Time: 30
1142 �:B-Ora'nrl*
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12104/2005 Snook
30 CORRECTION NOTICE WRITTEN
N
12/0612006 Snook
20 APPROVED
y
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Total Time; 50
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0
i2/06=06 Snook
20 APPROVED
y
Total Time: 20
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12/0612006 Snook
. .... ...
20 APPROVED
y
Total Time: 20
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12104/2008 st-inike
Is
y
O"n
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Total Tim.: is
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12120/,2"006 'Snook
20 APPROVED
y
Total Time: 20
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ojj2ii�667 Snook
20 SHOWER PAN LINER APPROVED
N
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1210412008 stolnike
45
y
Total Time: 65
Total Inspections: 34
Total Time: 660
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6/22/2009 11:58:47 AM
Page 2 of 2
oft,
RECORD OF INSPECTIONS
INSPECTOR
DATE APPROVED
SETBACKS ...........
FOUNDATION:
(As
Footing ..........
Wall
Pier/Porch .................
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Retaining Wall ...........
0
Slab Insulation
PLUMBING:
74 =H
Underground
Rough -in ..............
1711
0
Commercial Final
0
0
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HEATING:
Gas Test
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tr ", , 4 ...............
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Gas Piping
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Equipment . ................
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Commercial Final
Rill M
EXTERIOR SHEATHING
NAILING ..........................
065
0
FRAMING ........................
0
FIRST FLOOR FRAMING
2L
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INSULATION ................ . .. ..
.....
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Floor Insulation
Wall Insulation
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Ceiling Insulation
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SHEETROCK NAILING
0
SPECIAL INSPECTION
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MISCELLANEOUS ..........
FINAL APPROVAL FOR
OCCUPANCY ............
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