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CITY OF EDMONDS
GEOLOGICALLY HAZARDOUS AREAS EVALUATION
HEINS PROPERTY
731 HANNA PARK ROAD
EDMONDS, WASHINGTON
JANUARY4,2006
FOR
CORY HEINS
January 4, 2006
Mr. Cory Heins
100 2"' Avenue South, Suite 390
Edmonds, Washington 98020
Subject: Geologically Hazardous Areas Evaluation
Heins Property
731 Hanna Park Road
Edmonds, Washington
GeoEngineers File No. 12504-00 1 -00
INTRODUCTION
GeoEngineers, Inc. is pleased to provide this report summarizing our geologically hazardous areas
evaluation for the Heins property located at 731 Hanna Park Road in Edmonds, Washington. Our
services have been completed in general accordance with our October 4, 2005 services agreement
authorized by Cory Heins on October 7, 2005.
The Heins property is located on the west side of Hama Park Road and immediately east of a 25-foot
high bluff that overlooks Burlington Northern Santa Fe (BNSF) railroad tracks and Puget Sound in
Edmonds as shown on our Vicinity Map, Figure 1. The property is trapezoidal in shape and is
approximately 65 feet wide (north -south) and 187 to 224 feet long (east -west) as shown on our Site Plan,
Figure 2. An existing two-story residence is located at the site approximately 55 to 75 feet from the bluff
top and an existing patio and planter area adjacent to the west side of the residence is located
approximately 35 feet from the bluff top. The existing residence will be demolished and replaced with a
new two-story residence. As planned, the new residence will be located at least 43 feet from the top of
the bluff and new patio areas will be located at least 29 feet from the top of the bluff. This report has
been generated to support a building permit application for a planned new residence construction.
SCOPE OF SERVICES
The purpose of our services is to evaluate possible geologically hazardous areas at the Heins property.
Our specific scope of services includes the following:
1. Review available maps and in-house references with respect to geologic hazards at the site.
2. Review City of Edmonds requirements for Geologic Hazard Reports and documentation.
3. Complete a reconnaissance to map geologic hazards at the site, if present.
4. Evaluate potential seismic hazards at the site based on published information.
5. Develop recommended geologic hazard buffer widths at the site.
6. Develop general drainage and erosion control recommendations for the site.
7. Summarize our evaluations, conclusions, and recommendations in a brief letter report
Heins Property
January 4, 2006
Page 2
SITE CONDITIONS
GENERAL
Boyd Benson of GeoEngineers completed a geologic reconnaissance at the site on October 6, 2005 to
evaluate site conditions and potential geologic hazards at the property with respect to planned
development at the site. The reconnaissance included a surface traverse of the property and the west -
facing bluff located overlooking the BNSF railroad tracks and Puget Sound. Photos from the
reconnaissance are presented in Attachment A of this report. A second site visit was completed by
GeoEngineers on December 3, 2005, to observe shallow hand excavations completed by the property
owner.
SURFACE CONDITIONS
The property is located west of Hanna Park Road and east of two BNSF railroad tracks and Puget Sound.
The property is generally level and is situated between Elevation 40 and Elevation 44 as shown on the
Site Plan, Figure 2. The existing residence is situated near the center of the property and is accessed via
an asphalt -concrete driveway that originates at Hanna Park Road. In general, the ground surface
surrounding the existing residence, driveway, and patio is landscaped with planting areas and grass lawn.
Numerous 10- to 40-inch diameter fir and pine tress are located east of the existing residence. Two large
40-inch diameter fir trees are located west of the residence approximately 25 to 30 feet from the bluff top.
Roof downspouts located on the existing residence are tied into a subsurface drain system based on
limited observations of subsurface drain conduit in shallow hand excavations. The sanitary sewer
connection is located on the north side of the existing residence. Both the roof downspout and sanitary
sewer likely drain to the west into an existing sanitary sewer line that, based on October 11, 1960
document tilted "Hanna Park Sewer Easement," runs north -south and is approximately 30 feet east of the
bluff top. A 1.25-inch diameter white PVC pipe was observed to extend approximately 1-foot west of the
bluff top. The 1.25-inch diameter PVC pipe appears to be a drain associated with a below ground
sprinkler system located west of the existing residence. No other water or sanitary outfalls were observed
on the property.
SLOPE CONDITIONS
The bluff is located on BNSF property with the bluff top located approximately 4 feet west of the west
Heins property line. The bluff face is 25 to 27 feet high and is inclined at 50 to 55 degrees from vertical.
The bluff face is lightly vegetated with grass and blackberry bushes. Mineral soil composed of very
dense silt with sand, gravel, and cobbles is exposed at several locations on the bluff face (see
Attachment A, Site Photographs). A ditch maintained by BNSF is located at the base of the bluff (see
Site Plan, Figure 2)_ The ditch is lined with 2- to 4-inch diameter angular rock. Approximately 1- to
3-inches of standing water was observed within the ditch at the time of our October 6, 2005, field visit.
No evidence of seepage or water discharge was observed on the bluff face west of the Heins property.
No evidence of landslide activity was observed on or adjacent to the bluff fare immediately west of the
Heins property. In addition, no evidence of landslide activity was observed on or adjacent to the bluff
face within 200 feet north and south of the Heins property. Evidence of past erosion or shallow mass
wasting was observed at an approximately 15-foot wide (north -south), 1-foot deep (east -west),
indentation into the bluff top immediately west of the northwest property corner of the Heins property.
Old accumulated yard waste was observed within the shallow indentation at the bluff top. Evidence of I
to 2 feet of erosion into the very dense mineral soil exposed on the bluff face was observed at a 4-inch
diameter drain line located approximately 150 feet north of the Heins property. The drain line did not
include an energy dissipater and was observed to discharge directly onto the bluff face.
File No. 12504-001-00 GMENGINEEMSr
.W)
Heins Property
January 4, 2006
Page 3
SUBSURFACE CONDITIONS
Based on the map titled "Coastal Zon�e Atlas of Washingon, Volume 5, Snohomish County" (Washington
State Department of Ecology, 1979), -the site is underlain by glacial till. Glacial till is an unsorted, non -
stratified mixture of silt, sand, and gravel deposited beneath and consolidated by glacial ice. Artificial fill
is mapped west of the site and extends to the shore of Puget Sound. Based on the map titled "Soil Survey
of Snohomish County Area, Washington7' (United States Department of Agriculture, 1983), the property
is underlain by 'Alderwood-Urban land complex, 2 to 8 percent slopes.' This map unit is described as
soil on till plains with slow runoff and slight hazard of water erosion.
Gray unstratified and unsorted silt with sand, gravel, and cobbles consistent with the description of glacial
till was observed on the bluff face. The glacial till was observed to be very dense and resisted excavation
with a grub axe. An approximately 1-foot thick layer of topsoil and weathered glacial till was observed at
the bluff top. Soil consistent with glacial till was encountered at a depth of approximately 2 to feet below
the ground surface in shallow hand explorations adjacent to the existing residence. Artificial fill
including angular gravel, rock, and boulders was observed at the site of the BNSF railroad tracks located
west of the Heins property.
No additional excavations or borings were completed to evaluate soil conditions at the site. Based on the
presence of glacial till on the bluff face and within shallow excavations, the relatively flat topography on
the property indicative of a till soil surface, previously completed mapping described above, and our
experience at similar sites on the shore of Puget Sound, it is our opinion that the property is underlain by
glacial till. It is also our opinion that no additional explorations are required to characterize subsurface
conditions for the purpose of this report.
GEOLOGICALLY HAZARDOUS AREAS
GENERAL
We evaluated geologically hazardous areas based on the standards and requirements contained within
Title 23 of the City of Edmonds Municipal Code (CEMC) 0=1/mrse.org). This report addresses
potential erosion hazards, landslide hazards, and seismic hazards per CEMC Section 23.80.010.
EROSION HAZARD AREAS
We evaluated erosion hazard areas based on the standards and requirements contained within CEMC
Section 23.80.020. The CEMC defines erosion hazard areas the following:
1. Areas containing soils having a "moderate to severe," 96severe," or "very severe" erosion hazard
based on information within the "Soil Survey of Snohomish County Area, Washington;"
2. Any sites with slopes of 15 percent or greater and impermeable soils interbedded with granular
soils and springs or ground water seepage-, and
3. Areas with significant visible evidence of ground water seepage, and which also include existing
landslide deposits regardless of slope.
The site is mapped as underlain by 'Alderwood-Urban land complex, 2 to 8 percent slopes' with slow
runoff and slight hazard of water erosion as described in the 'Subsurface Conditions' section of this
report. No seepage or landslide deposits were observed at the property. Based definitions within CMEC
Section 23.80-010 and our observations and experience, there are no erosion hazard areas present at the
Heins property.
File No. 12504-001-00 GwENruNEEFtk.04;
Heins Property
January 4, 2006
Page 4
LANDSLIDE HAZARD AREAS
We evaluated landslide hazard areas based on the standards and requirements contained within CEMC
Section 23.80.020. The CEMC defines landslide hazard areas the following:
1. Areas of ancient or historic failures;
2. Any area with a slope of 40 percent or steeper and with a vertical relief of 10 feet or more;
3. Any area potentially unstable as a result of rapid stream incision or stream bank erosion;
4. Any area located on an alluvial fan subject to debris flows or stream -transported sediments.
According to the "Coastal Zone Atlas of Washingon, Volume 5, Snohomish County" (Washington State
Department of Ecology, 1979), the Heins property and adjacent area is mapped as 'Stable" with respect
to slope stability. No mapped landslide features were identified on or adjacent to the property as part of
our review of in-house maps and documents. The property and adjacent area are not subject to stream
erosion or located on an alluvial fan. However, the bluff located on BNSF property located immediately
west of the Heins property is inclined at over 40 percent, has a vertical relief of greater than 10 feet, and is
therefore classified as a landslide hazard area per CEMC.
SEISMic HAZARD AREAS
General
We evaluated seismic hazard areas based on the standards and requirements contained within CMEC
Section 23.80.020. The CEMC defines seismic hazard areas as those areas subject to sever risk of
damage as a result of earthquake -induced ground shaking, slope failure, settlement, liquefaction, lateral
spreading, or surface fault rupture.
2003 IBC Seismic Design Information
We recommend the 2003 International Building Code (MC) parameters for soil profile type, short period
spectral response acceleration (Ss), I -second period spectral response acceleration (S), and seismic
coefficients FA and Fv. 1he data presented in the following table is based on US Geological Survey
Earthquakes Hazards Program information 0=://eqint.cr.usgs.jzov/eq-men/html/deaggint2002.bgW), the
site location, and 2 percent probability of exceedance in 50 years.
/Slope Stability
The bluff located on BNSF property located immediately west of the Heins property is classified as a
landslide hazard area per CEMC. However, it is our opinion that the dense to very dense glacially
consolidated till observed on the bluff has a low risk of earthquake induced slope instability.
Liquefaction Potential and Settlement
Liquefaction refers to a condition where vibration or shaking of the ground, usually from earthquake
forces, results in development of excess pore pressures in saturated soils and subsequent loss of soil
strength in the liquefied soil. In general, soils that are susceptible to liquefaction include loose to
File No. 1,2504-001-00 GMENGINEER��r
Heins Property
January 4, 2006
Page 5
medium dense, clean to silty sands that are below the water table. Dense to very dense glacially
consolidated till composed of silt, sand and gravel with no evidence of seepage was observed at the site.
Based on the soil and seepage conditions at the site it is our opinion that the potential for liquefaction,
liquefaction induced displacements, or earthquake -induced settlement at the site is low.
Lateral Spreading
Lateral spreading involves lateral displacements of large volumes of liquefied soil during an earthquake.
Lateral spreading can occur as blocks of surface soils are displaced toward a nearby free -face by
movement of the underlying liquefied soil. Due to the low potential for liquefaction at the site, we do not
anticipate lateral spreading during an earthquake event.
Surface Fault Rupture
Based on our review of available maps and resources, there are no mapped faults located in the immediate
vicinity of the site- Based on information within the US Geological Survey Quaternary Fault and Fold
Database OM:Heq"h uakes.us-gs.gov/&��faults/wafsea.html), the Seattle Fault zone is mapped
approximately 14 miles south of the site and the South Whidbey Fault zone is mapped approximately
7 miles north of the site. Based on the lack of mapped or inferred faults in the vicinity of the site it is our
opinion that the risk of surface fault rupture is low.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
Based on our observations and City of Edmonds Land Use Code regulations, the bluff located
immediately west of the Heins property is classified as a landslide hazard area. However, no evidence of
recent slope instability was observed on the bluff at or immediately adjacent to the Heins property and no
erosion hazards or seismic hazards are present on the property. It is our opinion that the planned new
residence and improvements can be constructed without adversely affecting the bluff provided that the
recommendations in the following sections of this report are implemented.
LANDSLIDE HAZARD BUFFER WIDTH
According to CEMC Section 23.80.070, the minimum buffer width for a landslide hazard area shall be
equal to the height of the slope or 50 feet, whichever is greater. However, the buffer may be reduced to a
of 10 feet when a qualified professional demonstrates that the reduced buffer width will
adequately protect the proposed development, adjacent developments, and the critical area.
Based on our evaluation, it is our opinion that the landslide hazard area buffer can be reduced to 25 feet
along with a minimum 15 foot building setback. Landscaping, uncovered decks, building overhangs, and
impervious surface may be constructed within the building setback per CEMC Section 23.40.28. In our
opinion, the reduced buffer and minimum building setback will adequately protect the landslide hazard
area and adjacent properties provided that the recommendations are implemented in accordance with
CEMC Section 23.80.070 and the following requirements:
a) Vegetation within the protected slope area may not be disturbed as part of the construction or
future activities. Existing vegetation on the slope way be, maintained. Deciduous trees may be
pruned provided that tree stumps are left in place unharmed to provide for regeneration.
b) Appropriate erosion control measures including a silt fence must be installed and maintained at
the perimeter of the disturbed area during construction activities. Only properly designed and
approved drainage systems may be installed within the landslide hazard area. Drainage systems
that traverse the protected slope area must be inspected and maintained on an annual basis.
File No. 12504-001-00 GEoENGINEER��r
Heins Property
January 4, 2006
Page 6
c) Excavation and construction activities must be accomplished in a fashion that does not disturb the
protected landslide hazard area. No equipment may be operated within five feet of the slope crest
and all disturbed areas must be immediately restored and revegetated upon completion of the
construction activities.
d) No soil or other material including yard waste may be disposed of within the protected steep
slope or buffer area.
TREE REMOVAL
Several large fir and pine trees are located on the property as shown on the Site Plan, Figure 2. it is our
opinion that removal of trees in areas of the site excluding the landslide hazard buffer will not increase the
risk of erosion or soil instability provided that areas disturbed during tree removal are restored and re -
vegetated. Vegetation on the existing slope and landscape areas within the buffer may be maintained as
described in the 'Landslide Hazard Buffer Width' section of this report.
EARTHWORK
Temporary Erosion and Sedimentation Control Measures
We recommend that temporary erosion control measures be installed at the site prior to earthwork
activities. The temporary erosion control measures must include silt fences installed along the
perimeter of the disturbed areas associated with construction at the site. Construction plans for the
site must include, depict, and describe temporary erosion and sediment control measures per CEMC
Section 18.30.050. We also recommend the following:
* Retain existing vegetation whenever feasible and revegetate or mulch denuded areas.
The ground surface in and around the work area should be sloped so that surface water is directed
away from the work area and proposed residence. The ground surface should be graded such that
areas of ponded water do not develop. Measures should be taken by the contractor to prevent
surface water from collecting in excavations and trenches. Measures should be implemented to
remove surface water from the work area.
• Earthwork activities should not take place during periods of heavy precipitation.
• Slopes with exposed soils should be covered with plastic sheeting.
• The contractor should take necessary measures to prevent soils to be used as fill from becoming
wet or unstable. These measures may include covering stockpiles with plastic sheeting, sumps
with pumps, and grading. The site soils should not be left uncompacted and exposed to moisture.
Sealing the surficial soils by rolling with a smooth -drum roller prior to periods of precipitation
will help reduce the extent that these soils become wet or unstable.
• Construction traffic should be restricted to specific areas of the site, preferably areas that are
surfaced with materials not susceptible to wet weather disturbance.
• Construction activities should be scheduled so that the length of time that soils are left exposed to
moisture is reduced to the extent practical.
0 Temporary erosion and sediment control measures must be maintained and inspected frequently.
Temporary erosion protection must be used and maintained in areas with exposed or disturbed soils to
help reduce erosion and reduce transport of sediment to adjacent areas and receiving waters. Permanent
erosion protection should be provided by re-establishing vegetation using hydroseeding or landscape
planting.
File Mo. 12504-001-00 GEoENGINEERSig
Heins Property
January 4, 2006
Page 7
Until the permanent erosion protection is established and the site is stabiliz4 site observation should be
performed by qualified personnel to evaluate the effectiveness of the erosion control measures and
provide recommendations to repair and/or modify them as appropriate. Provisions for modifications to
the erosion control system based on monitoring observations should be included in the erosion and
sedimentation control plan.
Excavation Considerations
We anticipate that the soils observed in the explorations can be excavated with conventional excavation
equipment, such as trackhoes or dozers. While not encountered in the explorations and not anticipated in
the relatively shallow excavations for this project, boulders are frequently encountered in glacial soils and
the contractor should be prepared to deal with them.
Stripping, Clearing and Grubbing
We recommend that new pavement and structure areas be stripped of organic -rich soils (grass and topsoil)
and vegetation. Based on our observations, we anticipate that stripping depths will generally be on the
order of 6 to 12 inches. Stripping depths will be locally greater where large trees are cleared and grubbed.
The stripped organic soil can be stockpiled for later use as topsoil for landscaping purposes. Depressions
that result from the removal of the roots of shrubs or trees that are present in new pavement or structure
areas should be filled with properly compacted structural fin.
Subgrade Preparation
The exposed subgrade in pavement and structure areas should be evaluated after stripping, clearing and
grabbing is complete. The evaluation should be performed by proof -rolling with heavy, rubber -tired
construction equipment during dry weather and if access for this equipment is practical. Probing should
be used to evaluate the subgrade during periods of wet weather or if access is not feasible for construction
equipment. Soft areas noted during proof -rolling or probing should be excavated and replaced with
compacted structural fill.
Structural Fill
Materials. Materials placed for driveway subgrade or foundation support are classified as structural fill
for the purpose of this report. Structural fill material quality varies depending upon its use as described
below:
• Structural fill placed during dry weather to construct driveway subgrade, to backfill utility
trenches, and to support foundations should consist of common borrow as described in
Section 9-03.14(3) of the 2004 WSDOT Standard Specifications-
• If structural fill is placed during wet weather it should consist of gravel borrow as described in
Section 9-03.14(l) of the 2004 WSDOT Standard Specifications, with the additional restriction
that the fines content be limited to no more than 5 percent.
• Structural fill placed as crushed surfacing base course below pavements should conform to
Section 9-03.9(3) of the 2004 WSDOT Standard Specifications.
Use of On -site Soils. The majority of the near surface soils observed in the explorations generally
contain a high percentage of fines (silt/clay) and are moisture -sensitive. The silt with sand and gravel
observed below the topsoil may be suitable for structural fill during dry weather. The onsite soils will not
be suitable for use as structural fill during wet weather.
File No. 12504-001-00 GwEM.1NEEflurd)
Heins Property
January 4, 2006
Page 8
Fill Placement and Compaction Criteria. Structural fill should be mechanically compacted to a firm,
non -yielding condition. In general, structural fill should be placed in loose lifts not exceeding 12 inches
in thickness. The actual lift thickness will be dependent on the structural fill material used and the type
and size of compaction equipment. Each lift should be conditioned to near the optimum moisture content
and compacted to the specified density before placing subsequent lifts. Structural fill should be
compacted to the following criteria:
• Structural fill placed in new pavement or hardscape areas, including utility trench backfill, should
be compacted to 90 percent of the maximum dry density (MDD) estimated in accordance with
ASTM D 1557, except that the upper 2 feet of fill below final subgrade should be compacted to at
least 95 percent of the I�IDD.
• Structural fill placed below structures and foundations should be compacted to at least 95 percent
of the MDD estimated in accordance with ASTM D 1557.
• Structural fill placed as crushed rock base course below pavements should be compacted to at
least 95 percent of the NOD estimated in accordance with ASTM D 1557.
• Non-structural fill, such as Ell placed in landscape areas, should be compacted to at least
85 percent of the MDD estimated in accordance with ASTM D 1557. In areas intended for future
development a higher degree of compaction should be considered to reduce the settlement
potential of these soils.
Temporary and Permanent Slopes
No temporary or permanent slopes are included in the planned construction. Any shoring or temporary
slopes must conform to applicable local, state and federal safety regulations.
SHALLow FouNDATms
Allowable Bearing Pressures
An allowable soil bearing value of 2,500 pounds per square foot (psf) may be used for footings supported
on dense undisturbed till soils or on adequately compacted structural fill extending down to the dense
undisturbed till soils. The allowable soil bearing values apply to the total of dead and long-term live
loads and may be increased by up to one-third for wind or seismic loads- If structural fill is placed below
the foundations, the zone of structural fill should extend laterally beyond the footing edges a horizontal
distance at least equal to the thickness of the fill. We recommend that the exterior footings be founded a
minimum of 18 inches below the lowest adjacent grade
Settlement
The post -construction settlement of shallow footings supported as recommended above is estimated to be
about '/4 - to '/2- inch.
DRAINAGE CONSIDERATIONS
General
We recommend that all footing and roof drains discharge into the existing drainage system if approved by
the City of Edmonds. Alternatively, drainage at the site may be discharged to the existing rock -lined
ditch at the base of the bluff via a discharge system as described in Figures C- I and C-2 in Attachment C
and upon approval by BNSF and the City of Edmonds. Roof drains should not be connected to the
File No. 12504-001-00 GEoENGMFER��r
Heins Property
January 4, 2006
Page 9
footing drains. However, the roof drain and footing drains may discharge via a common discharge system
over the bluff as described in Figures C- I and C-2 in Attachment C and upon approval by BNSF and the
City of Edmonds.
Perimeter Footing Drains
We recommend that footing drains be installed along the perimeter of the planned foundation. The drains
should consist of 4-inch-diameter perforated collector pipe enveloped within a minimum thickness of
6 inches of gravel backfill for drains conforming to Section 9-03-12(4) of the 2002 WSDOT Standard
Specifications. A non -woven geotextile such as Mirafi 140N should be placed between the gravel
backfill and the native soils to prevent migration of the soils into the drainage backfill.
We recommend using either heavy -wall solid pipe (SDR-35 PVC) or rigid corrugated polyethylene pipe
(ADS N-12, or equal) for the collector pipe. We recommend against using flexible tubing for footing
drain pipe.
The pipes should be laid with a minimum slope of one-half percent and discharge into the stormwater
collection system to convey the water to a suitable disposal location. The pipe installations should
include a cleanout riser with cover located at the upper end of each pipe run. The cleanouts may be
placed in flush mounted access boxes.
LIMITATIONS
GeoEngineers has developed this report to evaluate slope hazards at the Heins property at 731 Hanna Park
Road in Edmonds, Washington. Within the limitations of scope, schedule and budget, our services have
been executed in accordance with the generally accepted practices for slope stability evaluations in this
area at the time this report was prepared.
This report has been prepared for the exclusive use of Cory Heins, his authorized agents, and regulatory
agencies following the described methods and information available at the time of the work. No other
party may rely on the product of our services unless we agree in advance to such reliance in writing. The
information contained herein should not be applied for any purpose or project except the one originally
contemplated.
Any alteration, deletion or editing of this document without explicit written permission from
GeoEngineers is strictly prohibited and may jeopardize the success of the plans. Any other unauthorized
use of this document is prohibited. This document is intended to be used in its entirety. If an excerpt is
quoted or paraphrased, it must be properly referenced.
Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if
provided, and any attachments are only a copy of the original document. The original document is stored
by GeoEngineers and will serve as the official document of record.
Please refer to Attachment B titled Report Limitations and Guidelines for Use for additional information
pertaining to use of this report.
File No. 12504-001-00 GWENGINEEFLiry
Heins Property
January 4, 2006
Page 10
REFERENCES
Yount, J. C, 1993, "Geologic Map of Surficial Deposits in the, Seattle 30' x 60' Quad, King County."
USGS Open File Report 93-233.
City of Edmonds, 2005, "Land Use Code." htjp://search.inrsc.or
USGS Earthquakes Hazards Program (1-ittp:Heqint.cr.usgs.gov/eg-men/litnit/deaggint2OO2.htrn]),
USGS Quaternary Fault and Fold Database (1-itip:Hearthquakes.usg�s..Roy/gfaults/v�,a/sea.html
Sincerely,
GeoEngineers, Inc.
e
Boyd E. Benson, PE, LEG
Geologist
:44Y
Thomas A. Tobin, PE
Principal
BEB.TATjma EXPIRES 1/23/,P4�
Redm.\OO\Finals\124630010OLR.doc
Attachments: Figure 1 — Vicinity Map
Figure 2 —Site Plan
Attachment A — Site Photos
Attachment B — Report Limitations and Guidelines for Use
Attachment C — Drainage Design Plans
Four copies submitted
Copyright(D 2006 by GeoEngineers, Inc. All rights reserved.
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is — ---- 1. .0
26 sw i!
191H 30'
"E
BELLA COOLA CL4<
ST I ST 221 TH ST
MCD C 0 C'�
2n
51 .1 Z21�T
W*F
2000 0 2000
Feet
Vicinity Map
Heins Residence
731 Hanna Park Road
Edmonds, Washington
Reproduced with permission granted by THOMAS BROS. MAPS.
This map is copyrighted by THOMAS BROS. MAPS. It Is Figure 1
GMENGINEER��r
unlawful to copy or reproduce all or any part thereof, whether
for personal use or resale, without permission.
ATTACHMENTA
SITE PHOTOS
...........
Looking cast from the bluff top towards the existing residence at the site.
Slope Crest
Looking southwest at bluff top at west edge of property. Note BNSF
train and Puget Sound west of bench and property line.
File No. 12504-001-00 GEoENGINEERUO.,