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Geological Assessment 'k
for
Redal Single Family Residential Property
2581 Mason Lake Drive East
Parcel No. 22233 52 00049
Mason County, Washington
April 10, 2008
Project#0838
Prepared For:
Denny's Home Improvements, Inc.
3085 E. Mason Benson Road G��ti` ESTyT
Grapeview, Washington 98546 WAS
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Prepared By: -
Envirotech Engineering Ago RF 43045
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74 NE Hurd Road GIS'iER
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Belfair, Washington 98528
Phone: 360-275-9374 F EXPIRES JAN 10,2009
Fax: 360-275-4789
TABLE OF CONTENTS
1.0 INTRODUCTION...........................................................................................................................1
1.1 PROJECT INFORMATION............................................................................................................... 1
1.2 PURPOSE OF INVESTIGATION AND SCOPE OF WORK..................................................................... 1
2.0 SURFACE CONDITIONS..............................................................................................................3
2.1 GENERAL OBSERVATIONS............................................................................................................3
2.2 TOPOGRAPHY............................................................................................................................... 3
2.2.1 Upslope Geomorphology....................................................................................................... 3
2.2.2 Downslope Conditions.......................................................................................................... 3
2.3 SURFACE DRAINAGE..................................................................................................................... 3
2.4 SLOPE AND EROSION OBSERVATIONS...........................................................................................4
3.0 SUBSURFACE INVESTIGATION.................................................................................................5
3.1 FIELD METHODS,SAMPLING AND FIELD TESTING........................................................................ 5
3.2 GEOLOGIC CONDITIONS............................................................................................................... 5
3.3 SPECIFIC SUBSURFACE CONDITIONS.............................................................................................6
3.3.1 Groundwater......................................................................................................................... 6
3.4 SOILS TESTING.............................................................................................................................6
3.4.1 Irsual Classification............................................................................................................. 7
4.0 ENGINEERING CONCLUSIONS..................................................................................................8
4.1 LANDSLIDE HAZARDS...................................................................................................................8
4.1.1 Septic Drainfield Impacts...................................................................................................... 9
4.1.2 Surface and Subsurface Drainage...................................................................................... 10
4.1.3 Off-site impacts................................................................................................................... 10
4.2 EROSION HAZARDS..................................................................................................................... 10
4.3 SEISMIC HAZARDS...................................................................................................................... 10
4.4 OTHER CONSIDERATIONS........................................................................................................... 11
5.0 CLOSURE..................................................................................................................................... 12
Appendix A- Site Plan
Appendix B - Soil Information
Soil Logs
Well Reports
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1.0 INTRODUCTION
Envirotech Engineering (Envirotech) has completed this geological assessment for a
developed residential property located at 2581 Mason Lake Drive East, identified as
parcel number 22233 52 00049 located in Mason County, Washington (Project). As
presented herein, this assessment includes information pertaining to the Project in this
Introduction Section; observations of the property and surrounding terrain in the Surface
Conditions Section; field methods and soils descriptions in the Subsurface Investigation
Section; and, assessments for landslides, erosion, seismic hazards, and other
considerations in the Conclusions Section.
An initial geological/geotechnical evaluation of the Project was conducted by Envirotech
with the property owner's representative, Roger Denny, on April 7, 2008. It was
determined that slopes between 15% and 40% were present within 300 feet of the
planned development, and subsequently will require a geological assessment pursuant to
landslide hazard areas of the Mason County Resource Ordinance (MCRO). During the
evaluation and site visit by Envirotech, surface and subsurface conditions were assessed.
After completion of the field work and applicable Project research, Envirotech prepared
this geological assessment.
1.1 Project Information
Information pertaining to the Project was provided by the property owner's representative
with general assumptions by Envirotech that are typical of this type of development. The
Project is accessed by E Mason Lake Drive East connecting Mason Benson Road. See the
vicinity map on the following page of this report. The existing development consists of a
cabin on the west end of the property that will be demolished prior to redevelopment. The
new development is expected to consist of a new residential structure that will basically
be located within the footprint of the existing building, and extend beyond the footprint
towards the east. The property consists of an existing gravel surfaced driveway. A
proposed on-site septic system will be located upslope from the anticipated building
location. Building construction is expected to consist of continuous footings with a slab-
on-grade, and a daylight basement. All drainage collected, if any, from foundations, roofs
and/ or retaining walls are expected to have a protected outfall located downslope from
the proposed building. Approximate site development with relation to existing site
features are illustrated in the Site Map in Appendix A.
1.2 Purpose of Investigation and Scope of Work
The purpose of this geological assessment was to evaluate the Project in order to confirm
that the proposed development is outside of any landslide hazard area and its associated
buffers and setbacks as determined in the MCRO. The investigation included
characterizing the general Project surface and subsurface conditions, and evaluating the
suitability of the soils to support the planned site development. In order to fulfill the
purpose of investigation, the geological/ geotechnical program completed for the
Envirotech Engineering Geological Assessment
Ph. 360-275-9374 page 1 Parcel 22233 52 00049
Fax: 360-275-4789 Mason County, Washington
April 10, 2008
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proposed improvements of the Project include:
• Review project information provided by the Project owner/ developer;
• Conduct a site visit to document the site conditions that may influence the
construction and performance of the proposed improvements;
• Define the general subsurface conditions of the site by observing existing
excavations within the Project, and review well logs from existing wells near the
Project;
• Perform soils testing to determine selected index properties of the soils that
includes 2 visual classifications;
• Complete an engineering assessment supported by planned site alterations, and
the surface and subsurface conditions that were identified by the field
investigation, soil testing, and applicable Project research; and,
• Establish engineering conclusions based on findings and anticipated development.
24
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Envirotech Engineering Geological Assessment
Ph. 360-275-9374 page 2 Parcel 22233 52 00049
Fax: 360-275-4789 Mason County, Washington
April 10, 2008
2.0 SURFACE CONDITIONS
Information pertaining to the existing surface conditions for the Project was gathered on
April 7, 2008 by Michael Staten, geotechnical engineer with Envirotech. During the site
visit, site features were documented, and near-surface soils were visually classified. This
Surface Conditions Section provides information on general observations, vegetation,
topography, drainage and slope/ erosion conditions for the Project and surrounding areas
that may impact the Project.
2.1 General Observations
The Project is currently developed land as previously mentioned, and surrounded by
moderate density rural residential development. Mason Lake borders the west end of the
property, and E Mason Lake Drive East borders the east side of the property. Dense
vegetation on the property consists of firs, huckleberry, salal and rhodedundrun, and
other trees and shrubbery common to this area of the Pacific Northwest. An aerial photo
of the project and immediate vicinity is provided on the following page.
2.2 Topography
The Project is situated within and near moderate terrain. Mason Lake Drive is located
along a crest. The planned building location is partially flat due to the existing
development, and will extend into the upslope bank. The topographic information
provided in this section was extrapolated from a public lidar source, and incorporated
observations and field measurements. Slope verification included measuring slope
lengths and inclinations with a cloth tape and clinometer. See the Site Map in Appendix
A for an illustration of the general slope indicators with respect to the planned
development.
2.2.1 Upslope Geomorphology
Ascending grades are located to the east of the planned development. These
slopes generally range from 15% to 21%, with a vertical relief of approximately
30 feet. There are no apparent natural water bodies or wetlands located upslope
from the planned development.
2.2.2 Downslope Conditions
Descending grades of up to approximately 15% exist to the west of the planned
building location, and extends to Mason Lake. This slope decreases as it descends
into the lake.
2.3 Surface Drainage
The majority of the stormwater runoff originating upslope from the anticipated
Envirotech Engineering Geological Assessment
Ph. 360-275-9374 page 3 Parcel 22233 52 00049
Fax: 360-2754789 Mason County, Washington
April 10, 2008
development is expected to be minimal due to the relatively small watershed. Runoff
originating from the top of the crest appears to mostly sheet flow towards the lake.
Excessive scour, erosion or other indications of past drainage problems were not
observed at or near the planned development.
2.4 Slope and Erosion Observations
The existing moderate slopes near the Project signal a potential landslide or erosion
hazard area. Some indicators that may suggest past slope movements include:
• Outwash of sediments near the bottom of the slope,
• Fissures, tension cracks or naturally stepped land masses on the face or top of the
slope, and parallel to the slope,
• Fine, saturated subsurface soils,
• Old landslide debris,
• Significant bowing or leaning trees, or,
• Slope sloughing or calving.
Significant mass wasting on the property or within the general vicinity of the Project
were not observed or discovered during research. Indications of past landslides, current
unstable slopes, deep-seated slope problems, or surficial slope failures were not observed
during the site visit.
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Mason Lake
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Aerial Photo from Mason County Website
Envirotech Engineering Geological Assessment
Ph. 360-275-9374 page 4 Parcel 22233 52 00049
Fax: 360-275-4789 Mason County,Washington
April 10, 2008
3.0 SUBSURFACE INVESTIGATION
Information on subsurface conditions pertaining to the Project was gathered during
research and a site visit accomplished on April 7, 2008 by Michael Staten, geotechnical
engineer with Envirotech. Specific information on field methods, sampling, field testing,
subsurface conditions, and results from soil testing are presented in this section of the
report. Appendix B has pertinent information on subsurface conditions for the Project,
including one test pit logs representative of the site soils, and one water well report.
3.1 Field Methods, Sampling and Field Testing
Information on subsurface conditions for the Project was accomplished by observing
soils within existing test pit excavations of up to approximately 4 feet below the existing
ground surface. Information on subsurface conditions also included reviewing water well
reports originating from nearby properties. No soil samples were collected for this
Project.
Envirotech measured the relative density of the in-situ soils by gauging the resistance of
hand tools. Field testing results generally indicated loose to medium dense soils in the
upper 12 inches, medium dense to dense soils from 12 inches to 38 inches below natural
ground, and very dense soils below 38 inches from the ground surface to the depth of
terminous.
3.2 Geologic Conditions
In general, soils at the project are composed of materials from glacial advances. The
geologic conditions as presented in the "Geologic Map of Washington," compiled by J.
Eric Schuster, 2002 indicates Quaternary sediments, Qg. Quaternary sediments are
generally unconsolidated deposits, and dominantly deposited from glacial drift, including
alluvium deposits. This project is located within the Puget Lowland. Typically, "lower
tertiary sedimentary rocks unconformably overlie the Crescent Formation." as revealed in
the Geologic Map. Initial sedimentary rocks were formed from shales, sandstones and
coal deposits from rivers. During the Quaternary period, the Puget Lowland was covered
by numerous ice sheets, with the most recent being the Fraser glacier with a peak of
approximately 14,000 years ago. Upon the glacial retreat, the landscape was formed by
glacial erosion glacial drift deposits.
According to the "Soil Survey of Mason County," by the United States Department of
Agriculture, Soil Conservation Service, the site soils are described as Alderwood gravelly
sandy loam, Ab, with 5% - 15% slopes. According to this soil survey, "the surface soils
consist of a friable, brown, gravelly sandy loam 8 to 13 inches deep. It has a weak
granular structure and contains numerous rounded shot. Below the surface soil, to depths
ranging from 18 to 24 inches, is a pale-brown gravelly sandy loam that is very friable, is
single-grained, and contains small to moderate amounts of shot. Between this layer and
the cemented till is a 3- to 10-inch layer of very pale brown gravelly sandy loam. It
Envirotech Engineering Geological Assessment
Ph. 360-275-9374 page 5 Parcel 22233 52 00049
Fax: 360-275-4789 Mason County,Washington
April 10, 2008
contains no shot and is firmer but has the same texture as the layer above. The cemented
till consists of light gray, gravelly sandy loam, and it normally occurs at depths ranging
from 24- to 32-inches It is impermeable to roots, and slow permeable to water. Below
this, to a depth of many feet, the till is uniformly cemented, fairly uniform light gray. The
cemented substratum tends to restrict the rapid downward movement of moisture."
3.3 Specific Subsurface Conditions
The following subsurface conditions are estimated descriptions of the Project subgrade
utilizing information from the depth of penetration at all testing, sampling, observed and
investigated locations. Soils for this project were described utilizing the Unified Soil
Classification System (USCS). Using the USCS in conjunction with estimated relative
densities and other anticipated engineering properties of the soil, susceptibility for
potential landslides, erosion and seismic hazards may be assessed.
The Project is composed of native soils beneath an organic/ soil mixture of about 6 to 8
inches. For engineering purposes, these native soils consist of distinguishable layers, as
presented below.
Soils within the upper 3 feet of natural ground are primarily moist, loose to dense, brown
poorly graded sand with silt and gravel (SP-SM) with some cobbles. Gravels are
primarily coarse, and subrounded. Sand content was primarily medium and coarse, and
the fines content exhibited none to low plasticity.
Soils beginning at approximately 3 feet below the ground surface to the depth of
terminous were exhibited to be very dense "hardpan," and consisted of very low
moisture, grey poorly graded sand with silt and gravel (SP-SM).
According to the well reports and knowledge of the general area, the hardpan may extend
to depths of over 45 feet below the ground surface.
3.3.1 Groundwater
From the water well report, permanent groundwater is expected to be greater than
80 feet directly below the property near the planned building pad location.
Seepage or other perched groundwater was not observed or indicated on the well
report.
3.4 Soils Testing
The soil samples obtained at the Project site during the field investigation were preserved
and transported for possible laboratory testing. Visual classification of soils was
performed in the field. The following soil tests were performed in accordance with the
American Standards for Testing and Materials (ASTM):
Envirotech Engineering Geological Assessment
Ph. 360-275-9374 page 6 Parcel 22233 52 00049
Fax: 360-275-4789 Mason County, Washington
April 10, 2008
2 Visual Classifications (ASTM D2488)
3.4.1 Visual Classification
The general results from the visual classification are presented above in the
Subsurface Conditions Section at depths of up to 4 feet below the natural ground
surface. Specifically, soils within the upper 3 feet in one of the test pits consisted
of approximately 40% gravel, 55% sand-sized soils, and 5% silts. Soils below the
previously referenced strata consisted mostly of about 40% gravel, 50% sands,
and 10% silts. Minor variations observed during the visual classification of
particle size content (i.e. gravel, sand, fines), or isolated pockets within the soil
stratification were insignificant in relation to the overall engineering properties of
the soil.
Envirotech Engineering Geological Assessment
Ph. 360-275-9374 page 7 Parcel 22233 52 00049
Fax: 360-275-4789 Mason County, Washington
April 10, 2008
4.0 ENGINEERING CONCLUSIONS
The following sections present engineering assessments and conclusions concerning the
proposed development of the Project. These conclusions have been made available based
on the planned improvements as outlined in the Introduction Section of this report;
general observations of drainage and topography as summarized in the Surface
Conditions Section; and, soil conditions that were identified by the field investigation and
soils testing as outlined in the Subsurface Investigation Section. Conclusions for the
Project that is provided herein, includes pertinent information for landslide, erosion and
seismic hazards.
4.1 Landslide Hazards
For the planned development, as provided in the Introduction Section, surface and
subsurface conditions as presented in this report, it is Envirotech's opinion that the
proposed development is not within 300 feet of a landslide hazard area or its associated
buffer or setback per the MCRO.
Landslides and erosion are natural processes, and structures near slopes possess an
inherent risk of adverse settlement, sliding or structural damage due to these processes.
These risks cannot be eliminated for any site with moderate to steep sloping grades.
Geotechnical and geological engineering provides an acceptable factor of safety for
building near sloping site conditions. These factor of safeties are based on engineering
judgment, and engineering standards accumulated from years of academic and
professional research by individuals in the field of geotechnical and geological
engineering.
Surface sloughing or other types of surficial slope movements usually do not affect the
deep-seated structural capability of the slope. However, excessive and/or repeated
surficial slope movements, if not repaired, may represent a threat to the structural
integrity of the slope. With expected drainage and erosion control provisions for this
Project during and after construction, it is unlikely that this Project will experience
excessive surficial movements. However, maintenance of the slope should be completed
if the situation does arise in order to prevent the possibility of further surficial or deep
seated slope movements that may be damaging to life or property.
According to the Resource Map from the Washington State Department of Natural
Resources (DNR), the Project is not within terrain labeled `highly unstable' or `highly
erodible' relating to soils. In addition, DNR did not indicated previous landslide activity
near the Project. DNR labeled portions of this project as medium slope instability with
relation to slopes. This delineation is primarily dependent upon slopes and convergence.
Secondly, lithology and precipitation are modeled within this delineation. In summary,
this designation is based on mapping without field observations or knowledge of the
specific site geology or soils. A resource map from DNR is provided on the following
page of this report.
Envirotech Engineering Geological Assessment
Ph. 360-275-9374 page 8 Parcel 22233 52 00049
Fax: 360-275-4789 Mason County, Washington
April 10,2008
Past landslide activity near the proposed development was not revealed during the Project
research. In addition, detrimental landslide activity was not observed during the site visit
as outlined in the Surface Conditions Section of this report. Considering the planned
construction as summarized in the Introduction Section of this report, it is our opinion
that the proposed site alterations will not encourage a landslide hazard.
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4.1.1 Septic Drainfield Impacts
The approximate locations of the planned septic drainfields are presented on the
Site Plan in Appendix A of this report. The drainfields are not expected to
Envirotech Engineering Geological Assessment
Ph 360-275-9374 page 9 Parcel 22233 52 00049
Fax:360-275-4789 Mason County,Washington
April 10,2008
adversely influence moderate slopes within the vicinity of the septic components.
This determination is partly based on the behavior and characteristics of the
Project soils under saturated conditions, in addition to the relatively moderate
grades located immediately upslope and downslope from the proposed drainfield
locations.
4.1.2 Surface and Subsurface Drainage
This Project does not appear to experience significant subsurface drainage or
surface runoff. It is our opinion that groundwater or surface drainage is not a
limiting factor for this Project.
4.1.3 Off-site impacts
From a geotechnical perspective, it is Envirotech's opinion that adjacent
properties, both upslope and downslope from the planned site alterations should
not be negatively impacted. Existing stable slopes, good stormwater collection
systems downslope from the property, and anticipated stable slopes after
construction does not warrant off-site concerns for this Project.
4.2 Erosion Hazards
Based on the USCS description of the Project soils, the upper soils are considered to have
a low erodibility factor. Temporary and/ or permanent erosion control measures may be
required for any site when land disturbance is involved. Erosion control will mostly
depend on the timeliness of construction, moisture content of the soil, and amount of
rainfall during construction. Soil erosion typical to the existing conditions and planned
disturbance of this Project include wind-borne silts during dry weather, and sediment
transport during prolonged wet weather. Sediment transport of disturbed soils could be
from stormwater runoff or tracking off-site with construction equipment. Erosion control
measures may need to be employed if excessive erosion occurs or required by the County
or other prevailing agencies.
Erosion control information and specifications may be found in the applicable
"Stormwater Management Manual for Western Washington," prepared by the
Washington State Department of Ecology Water Quality Program.
4.3 Seismic Hazards
Soils immediately below a portion of the expected foundation depth for this Project are
generally Type D, corresponding to the International Building Code (IBC) soil profiles.
Type C soils may be used for the very dense hardpan located at least 4 feet below the
existing ground surface. According to the IBC, the regional seismic zone is 3 for this
Project. The estimated peak ground acceleration ranges from 0.50g to 0.60g. This
estimation is based on the United States Geological Survey (USGS) National Seismic
Envirotech Engineering Geological Assessment
Ph. 360-275-9374 page 10 Parcel 22233 52 00049
Fax: 360-275-4789 Mason County, Washington
April 10, 2008
Hazard Project in which there is an estimated 2% probability of exceedance within the
next 50 years.
There are no known faults beneath this Project. The nearest Class `A' or 'B' fault to this
property is the Tacoma Fault Zone. This fault is a Class `A,` and is located approximately
1 to 2 miles to the north of the Project. This information is supported by the USGS
Quaternary Fault and Fold Database for the United States.
The potential for liquefaction and other earthquake induced hazards are believed to be
low for this Project. This is based on subsurface conditions such as soil characteristics
and the lack of a permanent shallow water table. Subgrade characteristics that particularly
contribute to problems caused by seismic events include submerged and confined,
poorly-graded granular soils. Although gravel- and silt-sized soil particles could be
problematic, fine and medium grained sands are typically subjected to these types of
seismic hazards. Significant `submerged and confined' sand stratifications are not
anticipated to be within the upper 50 feet of the subsoils.
4.4 Other Considerations
Conclusions in this report are based on the anticipated improvements for this Project. Site
development that significantly deviates from the anticipated improvements presented in
this report may require geotechnical design recommendations. Exterior walls located in
the cut section of the slope for daylight basements should be engineered and designed to
resist lateral earth pressures. Soils from the foundation excavation and building pad
grading should be immediately removed from the site or protected in order to prevent
sedimentation into the nearby lake.
Envirotech Engineering Geological Assessment
Ph. 360-275-9374 page 11 Parcel 22233 52 00049
Fax: 360-275-4789 Mason County, Washington
April 10, 2008
5.0 CLOSURE
Based on the project information and site conditions as presented in this report, it is
Envirotech's opinion that additional geotechnical studies are not required to further
evaluate this Project.
Due to the inherent natural variations of the soil stratification and the nature of the
geotechnical subsurface exploration, there is always a possibility that soil conditions
encountered during construction are different than those described in this report.
Therefore, it is recommended that a qualified engineer observes and documents the
construction, or Envirotech is promptly notified if project and subsurface conditions
found on-site are not as presented in this report so that we can re-evaluate our
recommendations.
This report presents a geological/ geotechnical assessment, and is intended only for the
owner, or owners' representative. Furthermore, this report is only valid for the project
information and location described herein.
The services described in this report were prepared under the responsible charge of
Michael Staten, a professional engineer with Envirotech. Michael Staten has appropriate
education and experience in the field of geotechnical engineering in order to assess
landslide hazards, earthquake hazards, and general soil mechanics.
Please contact Michael Staten at 360-275-9374 if you have any questions, comments, or
require additional information.
Sincerely,
Envirotech Engineering
7&k15
Michael Staten, P.E.
Geotechnical Engineer
Envirotech Engineering Geological Assessment
Ph. 360-275-9374 page 12 Parcel 22233 52 00049
Fax: 360-275-4789 Mason County, Washington
April 10,2008
APPENDIX A
SITE PLAN
SCALE- 1 INCH 50 FEET
0
MASON LAKE
EXISTING HOUSE TO
BE REMOVED
PROPOSED HOUSE TO
BE OVER EXISTING EXISTING 6' CUT
HOUSE FOOTPRINT
AND EXTEND THROU
EXISTING DRIVEWAY
VIA CUT INTO
UPSLOPE /-PROPERTY LINE
APPR❑XIMATE
L❑CAITON OF
EXISTING 1i1
DRIVEWAY ro
0
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e
TP1
APPROXIMATE LOCAITON
OF PROPOSED SEPTIC
DRAINFIELD
J
H•
80 FT
E MASON LAKE DR EAST
PROJECT/ OWNER/ LOCATION,
REDAL
GEOLOGICAL ASSESSMENT
REDAL
2581 MASON LAKE DRIVE
PARCEL NO 22233 52 00049
MASON COUNTY WASHINGTON
ENGINEER,
LEGEND ENVIROTECH ENGINEERING
74 NE HURD ROAD
�y2%t SLOPE DIRECTION BELFAIR, WASHINGTON 98528
TPI 9 TEST PIT 360-275-9374
SITE PLAN
APPENDIX B
SOIL INFORMATION
TEST MT LOG
TEST Pff NUMBER TP-11
PROJECT: Redal SFR Geological Assessment DATE OF LOG: 04/7/2M
PROJECT NO: OM LOGGED BY: MACS
CLIENT: Roger Denny EXCAVATOR: N/A
LOCATION: Parcel 22233 52 00049 DRILL RIG: None
Mason County,Washington ELEVATION: N/A
INITIAL DEPTH OF WATER: N/A FINAL DEPTH OF WATER: N/A
VArroAM MNE RATM TM
SOIL STRATA,
DEPTH SAMPLERS USCS DESCRIPTION LL PI CURVE
AND TEST DATA DEPTH10 30 50
0
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KENNETH NEAL & ASSOCIATES MCCD - PLANNING
CONSULTING ENGINEERING GEOLOGISTS
3314 Gibraltar Ct. S.E.,Olympia,WA 98501-3968
Telephone: 360 352-5125 Fax: 360 236-0201 of Way
e-mail: eq%LBE KE-1 ^^''
`-'Aril 23i,2�()}S�E
MEMORANDUM
PA %, L F,L
TO: Mason County Department of Community Development Engineering Geo ogist
ATTENTION: Robert D.Fink,AICP,Planning Manager �s 100
FROM: Kenneth G.Neal,L.G.,L.E.G.,Principal Engineering Geologist "
KENNETH G. NEAt_
SUBJECT: Review Comments—BLD 2008-00143 -
"Geological Assessment for Redal Single Family Residential Property, 2581
Mason Lake Drive East, Parcel No. 22233 52 00049, Mason County,
Washington," report, dated April 10, 2008, by Envirotech Engineering, for
Denny's Home Improvements,Inc.
We recommend this assessment be approved. There are no geologically hazardous conditions within the
vicinity of the building site.
If you have any questions, please call. I can most easily be reached on my cell phone at 360-280-6180.
2 copies submitted