HomeMy WebLinkAboutModified Geological Assessment for MEP2004-00036 - GRD Engineering / Geo-Tech Reports - 2/1/2005 �ON_STATFo�
M MASON COUNTY
o S o° v= PUBLIC WORKS DIRECTOR/COUNTY ROAD ENGINEER
Y N,� Shelton,Washington 98584
v DATE: February 181h, 2005
1864
INTER-DEPARTMENTAL COMMUNICATIONS
TO: Kristen French, DCD—Planner
FROM: Alan A. Tahja, P/W- Co. Hydr. Engr. WO#PLG-05
SUBJ: Geo-Report Review NAME: Hicks rg ading 2 Tahuya River area
Mf_p2 )q -,00v3 (o
The geotechnical report prepared for grading already performed on the Martin R. Hicks property
identified as Mason County Tax Parcel Number 32212-77-00090,near Tahuya,has been
received and reviewed by Public Works. Though the report appears to satisfactorily address
County requirements for geotechnical reporting, its conclusions indicate a need for additional site
grading to make the improvement(s) compliant with County grading and stability requirements
The report indicates that the cut slope created by past grading has resulted in an artificially
oversteepened slope in the neighborhood of 200%. The engineer describes this existing cut slope
as "marginally stable"The report also indicates that a"potential for relatively larger, but still
localized failures of this slope exist, where larger"chunks"of soil may cleave off of the cut
slope". The report also indicates that the fill slope on the lower side of the road appears stable,
and"appear(s)to be placed at the natural angle of repose for this type of material.
The report also indicates that no evaluation of contaminated soils was made. Given the remote
character of this site, I interpret this to be the author's dismissal of a concern about buried
vegetation beneath the fill area.
The report appears to attempt to dismiss what the County considers minimum requirements, and
provides no recommendations for bringing the site into compliance with grading requirements, or
geotechnical reporting requirements and recommendations that can eliminate the unstable slopes
existing on this site.
In summary,the report should be returned to the applicant, or their engineer, and
recommendations requested from the engineer/geologist as to how the site can be stabilized and
made to conform to County stability requirements.
Please feel free to contact me at County extension 461 if you have any questions regarding these
comments, or if you feel any features need further discussion or attention.
Si cerely,' „ T
'Alan A. Tahj
File: H: \WP\GEO\Reviews\Hicks.doc
WORK ORDER -PUBLIC WORKS DEPT.
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ALKA1 .1
CONSULTANTS., L LC' Modified Geological Assessment
Tax Parcel # 32212-77-00090
Mason County, Washington
February 2004
• Environmental ACLO5-01-G001
Engineering
• Geotechnical
Engineering
z
• Wetland
Consulting
' ' • ' 0 0 Ross 1 '
MODIFIED GEOLOGICAL ASSESSMENT
TAx PARCEL#32212-77-00090
MASON COUNTY,WASHINGTON
RECEIVED
FEB 0 7 2005
Prepared for: MCCD - PLANNING
MR. MARTIN HICKS
1986 LONGvIEw AVENUE
PORT ORCHARD,WASHINGTON
Prepared by:
ALKAI CONSULTANTS,LLC
9465 PROVOST ROAD NW, SUITE 204B
SILVERDALE,WA 98383
Project No.ACL05-01-GO01
1 February 2005
ALKAI CONSULTANTS, LLC .
Environmental Engineering • Geotechnical Engineering • Wetland Consulting
1 February 2005 Project No. ACL05-01-GOO 1
Mr. Martin Hicks
1986 Longview Avenue
Port Orchard,Washington
Subject: Modified Geological Assessment
Tax Parcel#32212-77-00090
Mason County,Washington
Mr. Hicks,
Presented herein is ALKAI Consultants, LLC's(ALKAI)modified geological assessment for the graded hill slope at
the subject parcel. This assessment was conducted in accordance with our signed contract agreement dated 30
December 2004. This assessment is necessary in response to a notice of Civil Violation letter from Mason County
Department of Community Development dated 20 December 2004,which alleges that"significant, unpermitted
grading activity created a nearly vertical cut extending up a hillside on the parcel"and that the"land modification was
performed in a Landslide Hazard Area". This assessment is to be used as part of a"after the fact"permit application,
which requires that a Geotechnical Report be submitted. Based on known site conditions and the proposed land use
for the parcel,ALKA1 believes that a modified Geological Assessment provides sufficient information and
recommendations for the slope modification from the grading activities. This Geological Assessment has been
performed in general compliance with Mason County Resource Ordinance 17.01.100.
This geological assessment is based on observed conditions during ALKAI's site reconnaissance of the parcel on 6
January 2005 and a review of readily available reference resources. The readily available resources listed below were
reviewed.
• "Soil Survey of Mason County Washington",United States Department of Agriculture, 1960.
• U.S.G.S. 7.5 minute series topographic map of the Lilliwaup Quadrangle.
• The Washington Division of Geology and Earth Resource(WDGER),Geologic Map of Washington-
Northwest Quadrant.
• "The Geological Map of North Central Mason County, Washington", by R.J. Carson, 1976
• "Relative Slope Stability of the Southern Hood Canal Area,Washington, by M. Smith and R.J.Carson,
1977.
Soil and slope conditions of the subject property were visually examined and evaluated using available soil exposures
on the cut and fill slopes. These exposures combined with available reference material on the site provided a basis for
a general understanding of the surface and subsurface conditions as discussed below.
A topographic base map was generated for the parcel and surrounding area using available Puget Sound LIDAR
Consortium(PSLC)LIDAR(Light Distance And Ranging)information from Green Mountain GeoServices,LLC.
ALKAI's field mapping information was placed on this base map and used to construct a slope profile. This profile
was used to assess the stability of the overall slope and cut and fill areas.
GEOLOGIC AND GEOTECIINICAL CONSULTING
Project No.ACL05-01-GOO 1
Modified Geological Assessment,Tax Parcel#32212-77-00090
1 February 2005
Page No.2
I. SITE CHARACTERISTICS
The subject parcel is 9.3 acres located in rural Mason County in the West%2 of Section 12,Township 22 North,Range
3 West,as shown on Figure 1. The subject parcel is currently forested with mature trees with a thin understory of
secondary tree growth and ferns. The parcel is primarily located a hillside on the Tahuya River Valley,with the
northwestern side of the parcel on the valley bottom and the east side of the parcel rising steeply to the east as shown
in Figure 2. The entire hillside has a relief of approximately 270 feet,from Elevation 80 feet on the west side of the
site to Elevation 350 feet on the east side of the site. The hillside slopes from approximately 80 to 100 percent near
the toe of the slope to approximately 40 percent above elevation 150 feet. A profile of the preexisting hill slope and
the modified hill slope is shown in Figure 3.
An access road to the base of the hill slope traverses in a northwest direction before it nears the base of the slope and
turns to the southwest through a switchback turn. After the switchback turn,the road appears to have been recently
improved through grading activities which widened the road by cutting into the hillslope on the east side of the road
and filling on the west side of the road, as shown in Figures 2 and 3. A photo log showing these features is attached
to this assessment. The vertical height of the cut increases to the south, starting at 0 feet and increasing to
approximately 40 feet at the end of the road. At the end of the road,an elevated trailer pad extends west onto the
valley floor. This pad appears to have been constructed using fill generated from the cut slope,resulting in a
relatively level pad approximately 100 feet long and 20 to 40 feet wide and approximately 8 to 15 feet high with a
side slope of approximately 70 to 100 percent(35 to 45 degrees). This pad appears to be part of the recent grading
activities. The soil cut slope ranges from approximately 170 to 270 percent(60 to 70 degrees).
Based on these site characteristics,the hill slope is considered a"Landslide Hazard Area"because it meets the
following criteria:
• Area with artificial oversteepened or unengineered slopes, i.e. cuts or fills.
• Area with a slope of 40 percent or steeper and with a vertical relief of 10 or more feet except areas composed
of consolidated rock.
• The area is identified as Class 2 slope based on the map of"Relative Slope Stability of the Southern Hood
Canal Area,Washington", by M. Smith and R.J. Carson. A Class 2 slope is considered to be stable under
natural conditions,but may become unstable if disturbed by man's activities.
ALKAI understands that the use of the area modified by recent grading activities is for site access and recreational
use,and that no permanent structures will be developed within or near the modified slope. ALKAI also understands
that no additional modifications to the slope are currently planned.
II. SITE SURFACE AND SUBSURFACE CONDITIONS
The Washington Division of Geology and Earth Resource(WDGER),Geologic Map of Washington-Northwest
Quadrant, dated 2002, indicates that the top of the hillside consists of glacial till,the hillside itself consists of glacial
outwash, and the valley consists of recent alluvium. In general,glacial till consists of an unsorted,unstratified,highly
compacted mixture of clay, silt, sand,gravel,cobbles, and boulders deposited by glacial ice and may contain
interbedded stratified sand, silt, and gravel. In general,glacial outwash consists of recessional and proglacial
stratified sand, gravel,and cobbles with minor sit and clay interbeds deposited in delta, ice-contact,beach,and melt
water stream environments and may include advance outwash. Materials below the glacial till layer are generally
identified as advance outwash or other pre-glacial deposits,consisting of zones of dense to very dense, somewhat
cleaner materials, showing some degree of sorting or bedding,or materials of a mixed or indefinite origin
incorporated into the till unit. ALKAI interprets that the glacial outwash on the hillside is considered advance
outwash.
ALKAI Consultants, LLC 9465 • Provost Road NW, Suite 204 B • Silverdale, Washington 98383 •
Ph.: (360) 613-2407 9 Fax: (360) 613-2408
Project No.ACL05-01-GOO 1
Modified Geological Assessment,Tax Parcel#32212-77-00090
1 February 2005
Page No.3
The United States Department of Agriculture, Soil Conservation Service, Soil Survey of Mason County, 1960(SCS)
indicates that the hillside consists of the Alderwood soil,derived from glacial till and/or advanced glacial outwash.
This soil is a considered a gravelly to very gravelly to very cobbly sandy loam. Permeability is moderately rapid.
Runoff is slow with a slight erosion hazard.
Site soils appear to generally consistent with the mapped soils. The hillside and slope cut soils appeared to consist of
consolidated glacial outwash. This soil appeared to consist of very dense well-graded gravel with sand, silt and
cobbles. Approximately 1 to 2 feet of topsoil and organics overlies the granular soils. The valley soils appeared to
consist of alluvium consisting of loose to medium dense, silty sand and sandy silt. The fill material appeared to
consist of material derived from the hill side,consisting of medium dense,well-graded gravel with sand, silt, and
cobbles. Grass vegetation appeared to be establishing itself on portions of the cut and fill slopes.
Surface water was observed in what appears to be an excavated pond west of west of the trailer pad on the valley
bottom. Groundwater seepage was observed coming out of the cut slope face only at the southern end of the cut,
starting approximately 15 vertical feet above the toe of the cut slope. This groundwater seepage appeared to be
diverted into a collection system that discharged into a ditch that drains into the excavated pond. The flow of the
groundwater seepage appeared to be less than 1 gallon per minute. Variations in groundwater can fluctuate with
temperature and precipitation. These observations were made in a typically wet time of the year.
Based on ALKAI's observations,the overall hill slope currently appears to be stable. No geomorphic evidence of
past slope instability were observed. However, in the area where the slope has been modified due to recent grading
activities,evidence of raveling was observed along the majority of the exposed cut slope. At the northern end of the
cut,a relatively small amount of soil had recently Bluffed off the crest of the cut slope(see Photo). In general,a thin
layer of vegetation,roots,and top soil was observed overhanging at the crest of the cut slope. The fill slopes for the
trailer pad and along the west side of the access road appeared to be stable.
III.CONCLUSIONS
Based on ALKAI's site observations, available topographic data,and review of pertinent materials,the site appears to
meet the requirements of the Mason County Resource Ordinance as a Landside Hazard Area due to the steepness of
the hill slope. The overall hill slope appears stable. In undisturbed areas,the near surface of the hillslope appears
stable with no localized instabilities. The recent grading activities have created an exposed cut slope that is
considered very steep,approximately 60 to 70 degrees,and up to approximately 40 feet in height. Typically,this type
of slope geometry results in unstable slopes, especially with the presence of groundwater seeping from the face of the
cut. However the consolidated,free-draining, granular nature of the soil appears to make the overall cut slope
marginally stable. This slope has localized failures such as raveling and soil Bluffing caused by undercutting of the
uphill topsoil. These localized failures are expected to continue indefinitely unless mitigative measures are taken, and
periodic maintenance of the road is likely. The potential for relatively larger,but still localized failures of this slope
exist,where larger"chunks"of soil may cleave off of the cut slope. The fill slopes into the valley bottom are
relatively steep,but appear stable due to the granular nature of the fill and appear to be placed at the natural angle of
repose for this type of material.
ALKAI Consultants, LLC 9465 • Provost Road NW, Suite 204 B • Silverdale,Washington 98383 •
Ph.: (360) 613-2407 • Fax: (360) 613-2408
Project No.ACL05-01-G001
Modified Geological Assessment,Tax Parcel#32212-77-00090
1 February 2005
Page No.4
IV. RECOMMENDATIONS
A. Erosion Control and Slope Stability
Based on ALKAI's observations during this geological assessment,the recent modification to the hillslope as a result
of grading activities does not appear to affect the overall stability of the hill slope,but does appear to affect the local
stability of the cut slope area,which will impact the access road to the site and the vegetation above the crest of the
cut slope. Because of the potential instability of cut slope,ALKAI recommends that no permanent or temporary
structures,vehicles,trailers,etc. be placed within a buffer area from the toe of the slope. ALKAI recommends this
buffer distance be equal to the vertical height of the cut slope.
ALKAI recommends that the current cut slope continue to be vegetated to minimize raveling on the slope. To varying
degrees,maintenance of slope vegetative can aid in slowing the overall rate of any potential slope degradation. The
Washington State Department of Ecology(DOE)has three publications,which may be helpful in developing long-
term slope vegetation maintenance/protection and landscape plans.
• "Slope Stabilization and Erosion Control Using Vegetation: A Manual of Practice for Coastal Property
Owners",May 1993,Publication 93-30.
• "Vegetation Management: A Guide for Puget Sound Bluff Property Owners",May 1993,Publication 93-31.
• "Surface Water and Ground Water on Coastal Bluffs: A Guide for Puget Sound Property Owners",June 1995,
Publication 95-107.
ALKAI recommends that the cut slope be periodically monitored for evidence of overall slope instability by an
experienced engineering geologist,geological engineer,or geotechnical engineer.
ALKAI recommends that the face of the slope cut remain exposed(except for vegetation)to allow for unhindered
drainage of groundwater seepage from the slope face. Any proposed modifications to the slope that results in
covering of the slope face should allow for free drainage out of the cut slope face to prevent additional saturation of
the cut slope,which would cause the slope to lose its strength and potentially become unstable.
The soils on the slope are slightly erodible in the disturbed state or under conditions of channelized water flow.
Storm water runoff should be controlled and not directed to or allowed to free-flow tow r and across or over the slope
p
area. ALKAI recommends that,through minor site grading, surface storm runoff should be directed away from the
cut slopes and collected where possible for disposal. Erosion of exposed soils will be most noticeable during periods
of rainfall and may be controlled by the use of normal erosion control measures, such as silt fences,hay bales,
mulching,control ditches or diversion trenching,and contour furrowing.
B. Seismic Concerns
The property is located in Seismic Zone III as defined by the Uniform Building Code(UBC),as is the entire Puget
Sound region. In the event of an earthquake of adequate magnitude and/or duration some soil movement on the
steeper slopes is possible if other conditions are right. The potential for soil movement on this property is greater than
that for properties elsewhere with similar slope and soil conditions,due to the cut slope.
C. Further Investigation
Based on our understanding of site conditions and the intended use of the property,ALKAI does not recommend that
a Geotechnical Report be prepared to further evaluate site conditions.
ALKAI Consultants, LLC 9465 • Provost Road NW, Suite 204 B • Silverdale,Washington 98383 •
Ph.: (360) 613-2407 • Fax: (360) 613-2408
Project No.ACL05-01-GOO 1
Modified Geological Assessment,Tax Parcel#32212-77-00090
1 February 2005
Page No.5
V. ASSESSMENT LD41TATIONS
ALKAI's geological assessment has been prepared for the exclusive use of Mr. Martin Hicks and his agents for use in
obtaining a grading permit for the subject parcel. The conclusions and recommendations in this assessment are based
on our interpretation of site conditions, as they presently exist,anticipated future construction activities,and the
expectation that the exploratory efforts adequately define the subsurface conditions across the site. The soil
conditions described in this assessment and the conclusions and recommendations contained in this assessment are
provided for this specific site only and should not be expanded for use on adjacent properties without additional
exploration and review of those sites by ALKAI. The assessment should be provided to prospective contractors for
their bidding or estimating purposes,but the assessment conclusions and interpretations should not be construed as a
warranty of the subsurface conditions. There are possible variations in subsurface conditions. In the event that the
subsurface conditions different from those encountered during this study be observed or suspected,ALKAI should be
advised. At that time a review of the changed conditions will be made,and alternative or remedial recommendations
given as required. ALKAI has not explored subsurface conditions as part of this study,nor have we evaluated the site
for the potential presence of contaminated soil,and have not evaluated or addressed groundwater conditions or
concerns except as noted in this assessment. The evaluation of possible environmental or geo-environmental
considerations is beyond the scope of this assessment. The owner and any contractor should make themselves aware
of and become familiar with applicable local, state,and federal safety regulations, including current OSHA
excavation and trench safety standards. Construction site safety generally is the sole responsibility of the contractor.
The contractor shall also be solely responsible for the means,method,techniques, sequences,and operations of
construction operations. ALKAI is providing the preceding information and recommendations solely as a service to
Mr. Martin Hicks.Under no circumstances should the provision of this information or recommendations be construed
to mean that the ALKAI(or subcontractors)are assuming responsibility for construction site safety or the contractor's
activities; such responsibility is not implied and should not be inferred. Within the limitations of scope, schedule,and
budget for this work,ALKAI's work has been done in accordance with generally accepted practices followed in this
area at the time this is assessment was made. No other warranty, expressed or implied is made.
Should you have any questions or concerns,which have not been addressed,or if we may be of additional assistance,
please call our office at(360)613-2407.
't�AVENA
Sincerely, y GoF wa,SH/ti O,p�
' CA
`
No 40734
O R
Shawn E. Williams L.E.G.,R.E.A. Jay C. Davenport,P.E. '�F FGIS7ER� Goa
Senior Licensed Engineering Geologist Senior Geotechnical Enginee SS�OWAL
RYwt�s lZ���
Attachments.
Figure 1 - Site Vicinity Map
Figure 2- Site Plan
Figure 3 - Slope Profile
Site Photos
c:\documents and settings\all users\documents\projects\ac105-g001 tahuya slope assessment\report\final geologic assessment.doc
ALKAI Consultants, LLC 9465 • Provost Road NW, Suite 204 6 • Silverdale, Washington 98383 •
Ph.: (360) 613-2407 9 Fax: (360) 613-2408
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FIGURE 1 VICINITY MAP
Project Name: Geological Assessment, Tax
Parcel #32212-77-00090
A LKA I CONSULTANTS, LLC. Location: Mason County,Washington
Project No.: ACL05-G001
Environmental Engineering•Geotechnical Engineering•Wetland Consulting Client: Martin Hicks
Date: 1/31/05
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PROJECT NAME: TAHUYA SLOPE ASSESSMENT
LOCATION: MASON COUNTY, WASHINGTON
CLIENT: MR. MARTIN HICKS
CONTOUR INTERVAL = 2 FEET DATE: 1/6j2005
PROJECT ACL05-001
BASE MAP PROVIDED BY GREEN MOUNTAIN GEOSERVICES, LLC ON 6 JAN. 2005
o so izo FIGURE 2 — SITE PLAN
SCALE IN FEET
PROFILE VIEW LOOKING NORTHEAST
210 FT
62 FT
PREVIOUS SLOPE PROFILE
------CURRENT SLOPE PROFILE
31 FT
44 FT � 14 FT
18 FT
27 FT
0 30 60
SCALE IN FEET
HORIZONTAL SCALE = VERTICAL SCALE
ALKAI Consultants, LLC
PROJECT NAME: TAHUYA SLOPE ASSESSMENT
LOCATION: MASON COUNTY, WASHINGTON
CLIENT: MR. MARTIN HICKS
CURRENT SLOPE PROFILE DETERMINED BY FIELD MEASUREMENT PERFORMED BY ALKAI CONSULTANTS, LLC ON 6 JAN. 2005 PROJECT 6#ACL05-001
PREVIOUS SLOPE PROFILE BASED ON MAP PROVIDED BY GREEN MOUNTAIN GEOSERVICES, LLC ON 6 JAN. 2005 FIGURE 3 - SLOPE PROFILE
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Photo 1-View of fill and slope modifications looking southeast.
Site Photos for Tax Parcel#32212-77-00090 taken 6 January 2005 by ALKAI Consultants, LLC.
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Photo 2-View of south end of cut slope looking northeast.
Site Photos for Tax Parcel#32212-77-00090 taken 6 January 2005 by ALKAI Consultants, LLC.
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Photo 3-View of cut slope looking southeast along profile line.
Site Photos for Tax Parcel#32212-77-00090 taken 6 January 2005 by ALKAI Consultants, LLC.
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Photo 4-VieNN oaf fill slope looking southwest.
Site Photos for Tax Parcel#32212-77-00090 taken 6 January 2005 by ALKAI Consultants, LLC.
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Photo 5-View of slope cut,road,and fill slope,looking southwest.
Site Photos for Tax Parcel #32212-77-00090 taken 6 January 2005 by ALKAI Consultants, LLC.
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Photo 6-View of slope fadlure (sluffing) near north end of cut slope.
Site Photos for Tax Parcel#32212-77-00090 taken 6 January 2005 by ALKAI Consultants, LLC.
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Photo 8-View of trailer pad fill,looking west from crest of cut slope.
Site Photos for Tax Parcel#32212-77-00090 taken 6 January 2005 by ALKAI Consultants, LLC.
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ALKAI Consultants, LLC.
9465 Provost Road NW Suite 204 B
Silverdale, WA 98383
Phone (360) 613-2407
Fax (360) 613-2408
Environmental • Geotechnical Engineering • Wetlands Consulting