HomeMy WebLinkAboutReport Addendum 2 parcels - BLD Engineering / Geo-tech Reports - 4/29/2024 TAHJA ENGINEERING, Inc. PLANNING
PO Box 235,Hoodsport, WA 98548
(360) 877-9512
Mason County DCD
Building Department
615 W Alder Street
Shelton, WA 98584
Dan Rodius
240 Rockview PL
Shelton, WA 98584
Re; Geotechnical Report Update/Addendum
360 Kokanee Ridge DR
Hoodsport, WA 98548
Parcel No.: 42216-51-00121
Mason County Permits: MEP2014-00026, GE02014-00034
DIS2012-00254/BLD2013-00013
SWG2013-00189
In 20141 authored a geotechnical report for two adjacent properties located in the plat of Lake
Cushman, Division 10. My client was Charles& Virginia Hussey. The parcel numbers were 42216-
51-00120&42216-51-00121. Mr. Rodius has acquired parcel number 42216-51-00121 and wishes to
develop the property with a residential structure. I've visited the property twice this year. During the
past ten years the properties have not been altered and are essentially in the same condition as they
were ten years ago. Mr. Rodius has asked me to update the report(s)I authored ten years ago.
Ten years ago a neighbor(Morrow)expressed a concern regarding the removal of trees from the
downslope on the Hussey property, but they didn't provide any documentation supporting their
concerns. I feel my original geotechnical report still is pertinent and should be acceptable as I
originally authored it.
Please feel free to contact me if there are any questions or concerns regarding this analysis or my
findings. Sincerely,
$of Water
ECIS 18VLV
�ssIONAL IS
Alan A. Tahja, PE
File:C:Trojecus Pdcifec Builders-Rodius Geo-Add 1 of 1 4/29/2024
Mason County Department of Community Development
Submittal Checklist For a Geotechnical Report
Instructions:
This checklist must be submitted with a Geotechnical Report and completed, signed, and stamped by the
licensed professional(s)who prepared the Geotechnical Report for review by Mason County pursuant to
the Mason County Resource Ordinance. If an item found to be not applicable,the report should explain
the basis for the conclusion.
Applicant/Owner Charles&Virginia Hussey Parcel ft 42216-51-00120&00121
Site Address 340 N Kokan"Ridge Drive,Hoo& 221L Washineton 98W
(1) (a)A discussion of general geologic conditions in the vicinity of the proposed development,
Located on page(s) Paves 1-4
(b) A discussion of specific soil types
Located on page(s) Pages 2,3.4,5&6
(c) A discussion of ground water conditions
Located on page(s) Page 2
(d) A discussion of the upslope geomorphology
Located on page(s) Page 2
(e) A discussion of the location of upland waterbodies and wetlands
Located on page(s) Page 2
(f) A discussion of history of landslide activity in the vicinity,as available in the referenced maps
and records
Located on page(s) Page 3
(2) A site plan which identifies the important development and geologic features.
Located on Map(s) Pisa Sheets 1 &2&3
(3) Locations and logs of exploratory holes or probes.
Located on Map(s) Plan Sheet 3
(4) The area of the proposed development,the boundaries of the hazard,and associated buffers and
setbacks shall be delineated (top, both sides,and toe)on a geologic map of the site.
Located on Map(s) Plan Sheets i&2
(5) A minimum of one cross section at a scale which adequately depicts the subsurface profile,and
which incorporates the details of proposed grade changes.
Located on Map(s) Pion Sheets 4&5 and GALENA Stability Analysis oases 1 &3
(6) A description and results of slope stability analyses performed for both static and seismic loading
conditions. Analysis should examine worst case failures. The analysis should include the
Simplified Bishop's Method of Circles.The minimum static safety factor is 1.5, the minimum
seismic safety factor is 1.1.and the quasi-static analysis coefficients should be a value of 0.15.
Located on page(s) Pages 5-6 and GALENA Stability Analysis Printout pages 2&4
(7) (a)Appropriate restrictions on placement of drainage features
Located on page(s) Page 6
(b) Appropriate restrictions on placement of septic drain fields
Located on page(s) Page 7
(c) Appropriate restrictions on placement of compacted fills and footings
Located on page(s) Page 7
Page 1 of 2 Form Effective June 2008
Disclaimer. Mason County does not certify the quality of the work done in this Geotechnical Report.
Printed From Mason County DMA
drip'%°ems rrcrr�ksa^G;�+~:t�r;r:iy LfY'IS
(d) Recommended buffers from the landslide hazard areas shoreline bluffs and the tops of other
slopes on the property.
Located on page(s) PaLyc 6
(e) Recommended setbacks from the landslide hazard areas shoreline bluffs and the tops of
other slopes on the property.
Located on page(s) Page 6
(8) Recommendations for the preparation of a detailed clearing and grading plan which specifically
identifies vegetation to be removed, a schedule for vegetation removal and replanting,and the
method of vegetation removal.
Located on page(s) P8se 7
(9) Recommendations for the preparation of a detailed temporary erosion control plan which
identifies the specific mitigating measures to be implemented during construction to protect the
slope from erosion, landslides and harmful construction methods.
Located on page(s) Page 7
(10) An analysis of both on-site and off-site impacts of the proposed development.
Located on page(s) Pace 7
01) Specifications of final development conditions such as, vegetative management,drainage,
erosion control,and buffer widths.
Located on page(s) Page 7
(12) Recommendations for the preparation of structural mitigation or details of other proposed
mitigation.
Located on page(s) Pa8es7
(13) A site map drawn to scale showing the property boundaries,scale, north arrow,and the location
and nature of existing and proposed development on the site.
Located on Map(s) Plan Sheets 1,2&3
I, Alan A.Tahia P E hereby certify under penalty of perjury
that I am a civil engineer licensed in the State of Washington with specialized knowledge of
geotechnicallgeological engineering or a geologist or engineering geologist licensed in the State of
Washington with special knowledge of the local conditions. 1 also certify that the Geotechnical
Report, dated 9/16/2013 and entitled Charles&Virginia Hussey Geotechnical Resort meets all
the requirements of the Mason County Resource Ordinance, Landslide Hazard Section, is complete and
true,that the report demonstrates conclusively that the risks posed by the landslide hazard can be
mitigated through the included geotechnical design recommendations,and that all hazards are mitigated
in such a manner as to prevent harm to property and public health and safety. (Signature and Stamp)
�of •fir
54
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�`9slONAL$�G1
Page 2 of 2 Form Effective June 2008
Disclaimer Mason County does not certify the quality of the work done in this Geotechnical Report.
Printed From Mason County DIIIVIIS
I'driled frarn Mason Countyt D Y1u
TAHJA ENGINEERING, Inc.
PO Box 235,Hoodsport, WA 98548
(360) 877-9512
Mason County DCD
Planning Division
PO Box 279
Shelton, WA 98584
Charles&Virginia Hussey
PO Box 1487
Hoodsport, WA 98548
(360)877-9419 cell(360) 797-7958
RE: Geotechnical Report
340 N Kokanee Ridge Drive
Hoodsport, WA 98548
Mason Co.Prcl No.s; 42216-51-00120&00121
Mason Co.Case No.s DIS2012-00254
BLD201340013
Mason County's geotechnical document review process will determine that the proposed
Hussey residential property improvements will result in encroachment inside the 50-foot
vegetated Hazard Area Buffer required under Resource Ordinance 17.01.100.
Stability analysis of the slope below the proposed building location(s)indicates that the
structure(s)will satisfy Mason County safety requirements,and the addition of a residence will
not result in any adverse effects.
Therefore,on behalf of the Husseys, I request that a reduction in the Landslide Hazard Area
buffer required in Section 17.01.100 be reduced to as little as zero(0)feet to allow the
construction of a residence as promoted in my site plans and geotechnical report dated 9/16/13.
Sincerely,
WAg
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`�fONAL��G1
Alan A. Tahja,P.E.
File:C:1Pr rUlume3AHA BeBer Reduction Rq I of 1 9/16/2013
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TAHJA ENGINEERING,Inc.
PO Box 235,Hoodsport, WA 98548
(360)877-9512
Mason County DCD
Planning Division
PO Box 279
Shelton, WA 98584
Charles&Virginia Hussey
PO Box 1487
Hoodsport, WA 98548
(360)877-9419 cell (360)797-7958
RE: Geotechnical Report
340 N Kokanee Ridge Drive
Hoodsport, WA 98548
Mason Co. Prcl No. 42216-51-00120& 00121
Mason Co. Case No.s DIS2012-00254
BLD2013-00013
INTRODUCTION
I was contacted in August of this year by Mr.Charles Hussey who requested my investigation
and documentation of slope stability and landslide hazard issues relating to the permitting and
development of his residential properties identified as Lake Cushman Division 10,Lots 120&
121. Lot 120 was improved in the past with a residence which was destroyed by fire in June or
July of 2012. That lot's address is listed as 340 N Kokanee Ridge Road,Hoodsport,Washington.
I've visited the properties in August and September of this year to collect topographic
information and verify measurements and feature locations. Measurements were made using a
Spectra T5415 Total Station and Range pole,a Sokkia model No. 8047-55 inclinometer, 100 foot
and 300 foot long fiberglass surveyor's tapes and other field equipment common to surveying.
Software employed in creating a site plan and writing this report included AutoCAD 2006,a
Terrain 3-d contour modeling program,GALENA Slope Stability Analysis software,and
Microsoft Office Word 2003.
The Hussey properties currently both have Onsite Septic Systems with double compartment
septic tanks and gravity drainfields.Approximately a third(36%)of Lot 121 and approximately
27%of Lot 120 is within 50-feet of slopes ranging from 601/6 to approximately 80%located
along the northerly property lines of each lot.The"Hazard Area(s)"surrounding the property
and the County's 50-vegetated buffer line are identified on the attached plan sheets.
The septic tank locations shown on the attached site plans are accurately located,but the exact
extent of the drainfield beds or trenches has not been determined but are in the general areas
shown on the attached plans.Property utilities are served from southerly lot corners along N
Kokanee Ridge Drive including communications,electric power and Lake Cushman Community
j water.
I
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Printed FrOF% o bounty DM,
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TAHJA ENGINEERING,Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Because of the steep slopes(>40%under Mason County terminology)on or within 300 feet of
the planned development activities,Mason County is expected to require a geotechnical report to
be prepared to address potential stability issues relating to the properties' developments.The
following thirteen elements are required by Mason County to be addressed in geotechnical
reports prepared to comply with Mason County's Critical Resource Ordinance Sections
17.01.100 through 17.01.104.
1. SURFACE AND GEOLOGIC CONDITIONS:
The properties are located in the mountainous foothills of the southern Olympic Mountain range
bound on their northerly boundaries by downslopes varying from 60 to 80%±. Lake Kokanee is
located approximately 375 feet northwest of the Hussey properties about 120 feet in elevation
below the Hussey properties. Lake Kokanee may be considered a groundwater elevation for the
vicinity.The properties are located at the transition from the steep downslope to Lake Kokanee
and a foothill plateau extending to the bases of Mt Washington and Mt.Elinore providing a
generally flat upslope geomorphology for the sites.
Both properties were improved with Onsite Septic Systems at an undocumented time.No permit
records were found for either property except Mason County's Case No.;DIS2012-00013
indicating a"fire destroyed building"and a demolition permit(BLD2013-00054)to remove the
debris from the demolished structure(lot 120). Lot 120 has an access driveway and cleared
central area of the property,generally the yard remaining from the destroyed structure.
Lot 121 has no permit records and no specific site address for this lot number. Lot 121 has an
existing access driveway,parking,camping and picnicking areas,mainly in the northerly half of
the lot.The southerly half the lot along N Kokanee Ridge Drive is generally in a natural
condition with medium aged second growth Douglas Fir,Hemlock and Cedar trees.Understory
vegetation of Huckleberry,Salal and Oregon Grape.The perimeters of both lots are generally
vegetated with second growth trees and low ground cover.
No streams,wetlands,or upland water bodies were found in the vicinity of the two properties.
Neither driveway included a drain culvert,but the absence of ditching on the property's side of
the N Kokanee Ridge Drive road keeps stormwater run-on to the properties to a minimum. A
small depression was found in the southerly center of the two lots which had a natural existing
relief north along the two property's mutual property line where it disperses over the steep slope
to the north.
Inspection of the Geologic Map of Shelton 1:100,000 Quadrangle,Washington on the following
page finds the Hussey property located in an area between the Olympic Mountain foothills to the
north and west and Hood Canal to the east.The map reveals that the area surrounding the Hussey
property is mainly a proglacial and recessional outwash(Qgo)soil typically overlying a
cemented glacial till substrate. The onsite geologic soil description is provided on the following
pages.
DNR OFR2003-15 Geologic Map of Shelton 1:100.000 Quadrangle.Washington
PrintedF�`r:'���yojiTCount M�of8 9/16/2013
Pfinted from Mason;County DMa
TAHJA ENGINEERING, Inc.
PO Box 235,Hoodsport, WA 98548
(360)877-9512
The Geologic Map of Shelton 1:100,000 Quadrangle reveals that the Hussey property is located
in the vicinity of several contacts or fault lines identified on the map as(1) the terminus of two
faults emanating from the north and terminating approximately 4 miles to the northeast of the
Hussey property on the north side of Dow Mountain(2)a fault line runs southwest to northeast
through Lake Cushman approximately 3'/, miles northwest of the Hussey site,and(3)a fault
line which follows Hood Canal is located approximately 3'/,miles southeast of the Hussey
property.The presence of these features does not represent an unusual hazard, and standard
seismic analysis of the site is intended to anticipate potential tectonic impacts.
Inspection of Washington State Ecology's Landslide Hazard Maps reveals that the Hussey
property and surrounding areas are classified as stable,with no landslide areas,either old or
recent in the Hussey property area. Further inspection and soil analysis finds the soil to be
classified under the Unified Soil Classification System(USCS)as a GP-GC soil division. Soil
probing revealed an approximate 3-foot deep layer of weather till (topsoil)overlying a deeper
cemented glacial till substrate.
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TAHJA ENGINEERING, Inc.
PO Box 235,Hoodsport, WA 98548
(360)877-9512
1777-777"1 Advance outwash,late Wisconsinan(Pleistocene)--Gtaciofluvial
sand and gravel and lacustrine clay,silt,and sand deposited during
the advance of glaciers;sandy units commonly thick,well sorted,and
fine grained.with interlayered coarser sand,gravel,and cobbles and
silt rip-up lag deposits at their base;may contain nonglacial sedi-
ments;generally overlain by till.
Fraser Glaciation,fyashon titade
Proglacial and recessional out%ash,late%,visconsinan(Pleisto-
cene)—Typically poorly to moderately sorted.rounded gravel and
sand with localized coarser-and ftner-grained constituents;titholosi-
eally varied mixture of mostly northern-provenance clasts,especially
containing granitic and metamorphic mcks that identify the unit as
being deposited by the Puget lobe of the Cordilleran glacier,also con-
tains varying amounts of locally derived Crescent Formation basalt,
and in the Mox Chehalis Creek valley,central Cascade Range—
derived andesitic clads:typically shades of gray where fresh or
brown where stained especially in proglocial and morainal areas;buff
Raining near the ground surface:fine sand,silt,and clay constitute
local overbank sediments having relatively poor ptmzieabi8ty or del-
taic foreset bedding along north sides of valleys with higher permea-
bility;porous and permeable enough to yield small to moderate quan-
tities of groundwater;vcry poorly consolidated to loose;moderately
to well-rounded clads;mostly unweathered with rare weathered
reworked clasts:thickness varies and is not well known:most com-
monly occupies outwash channels scoured into or through till.
2. SITE PLAN WITH IMPORTANT DEVELOPMENT AND GEOLOGIC FEATURES:
A site plan showing the general topography of the area surrounding the Hussey property is
attached in the appendix.
3. LOCATIONS OF LOGS OF EXPLORATORY HOLES OR PROBES:
The attached site plan sheet 3 shows the locations of soil probing on and around the Hussey
properties along with measured depths to the underlying glacial till layer.The undisturbed areas
of the Hussey property reveal a fairly typical weathered till layer of soil ranging between 2 and 4
feet thick resting on top of a more dense and cemented glacial till soil.
4. AREA OF PROPOSED DEVELOPMENT&BOUNDARIES OF HAZARDS,
BUFFERS,AND SETBACKS:
The attached site plans show the locations of the existing and proposed Hussey property
improvements,the locations of the hazard areas(slopes>40%),and the boundary of a 50' buffer
line out from the crest and toe of the steep slopes in the vicinity of the property.20-foot building
setback lines are shown on plan sheets for both properties' sideyard setbacks. A 25-foot front
yard building setback line is shown from the edge of N Kokanee Ridge Dr(a private road)for
both lots.5-foot sideyard Building Setback Lines are shown on plan sheet 3 for both lots.A 20'
backyard building setback is shown on both lots 120& 121.An alternate 10-foot backyard
building setback is shown on lot 120 as well as the 5-foot sideyard building setback lines. A 10-
foot backyard building setback line on lot 120 is an acceptable geological setback location.A 20-
foot geotechnical setback line on lot 121 is recommended which is roughly coincident with the
existing crest of the slope on lot 121.
c:Pr. I ey�Geo-Rpt _ 4 of 8 9/16/2013
MS
ason
Printed frorn Mason Cout~l:y 1•?l S
TAHJA ENGINEERING,Inc.
PO Box 235,Hoodsport, WA 98548
(360)877-9512
Probing of the soils in the areas adjacent to the steep slopes typically found competent soil within
3-feet of the ground's surface within 5-feet of the crests of the steep slopes. Geologically, a
building setbacks as small as 3-feet back from the horizontal breakout point of the footings on
the steep slopes could be supported(see item 7 below).
Lot 120.has un-documented fill inside the standard 20-ft back yard building setback. Probing
along the crest of the downslope found moderately loose soils within five feet of the crest of the
existing slope.Approximately 5-ft back from the crest of the downslope,probe depths to
competent bearing soil(1500 psf)was typically 241'f. A 10-ft building setback from the lot's
rear property line would provide approximately 10-ft of separation between the old fill slope and
a foundation.
Lot 121.has been cleared and graded to produce a breaking slope towards the north.The slope
below the crest of the slope shown on the attached drawings begins with a modest 32%slope
over an approximate 25' distance before it steepens to 60%t.A geotechnical building setback
from the crest of the slope which is generally coincident with the standard 20-ft backyard
building setback would be acceptable.
Installing a deck out over the crest of the steep slopes would be acceptable for either property
provided their foundations meet minimum IBC building code requirements for covered decks
and the foundations bear on the undisturbed natural glacial till(hardpan)layer. A conjectural
residence is shown on lot 121 which shows the building placed roughly along the lot's standard
20' back yard building setback line and the structure foundation.A deck is shown attached to the
conjectural residence. Building setback issues aside,a covered deck located on the slope on lot
121 would be acceptable.
5. CROSS SECTION WITH PROPOSED GRADE CHANGES:
A cross section view of each of the two properties is provided in the attached plan sheets as well
as part of the GALENA Stability Analysis Print-Outs. Current plans for developing the property
with a residential structure do no require any grade changes.
6. SLOPE STABILITY ANALYSIS:
The property itself does not display any instability indicators. For stability analysis,the hillside
soils were investigated and have been characterized as glacial till located at a depth of roughly 3-
feet beneath the weathered till surface layer of medium dense soil(weathered glacial till). An
infinitely deep glacial till was used in modeling the hillside slopes.
Unified Soil Classification System(USCS)typing places the soils in a dual symbol category due
to its fines content falling between 5 and 12%. The coarse element of the soil conforms to a GP
classification,and the fine soils conform to a GC soil category. The soils are best described as
GP-GC soils characterized with the weathered till having a soil unit weight of 123 Ibs/ft3,a phi
angle of 30°,and a cohesion character of 150 lbs/ft,and the dense cemented till layer at a depth
of 3 feet having a soil unit weight of 125 lbs/ft3,a phi angle of 301,and a cohesion character of
300 Ibs/ft2 or more. Lake Kokanee is located at an elevation approximately 120-feet below the
building elevation on the Hussey property and may be considered the water table elevation in
File:C:k 'mac lGeo-)g# 5 of 8 9/16/2013
Printed _ � M 4County M
Rimed fi a►rs Masf)n Cot nbj-U S
TAH3A ENGINEERING,Inc.
PO Box 235,Hoodsport, WA 98548
(360)877-9512
this area.The stability modeled uses a phreatic surface above the ground's surface to represent a
saturated soil condition.The slope geometry and soil characteristics provide a factor of safety for
the site in a static and a dynamic analysis that exceeds the County's minimum safety
requirements. Analysis of the individual lots produced the following Factors of Safety(FoS);
Lot 120 Static FoS 8.8 Dynamic FOS 5.6
Lot 121 Static FoS 9.6 Dynamic FOS 5.6
7. RECOMMENDED SETBACKS&DRAINAGE:
Slope stability analysis indicates that the steep bank descending from the Hussey properties'
northerly boundaries is stable in its current condition.Planned improvements are located inside
of the County's required 50-foot landslide hazard area buffer,so a request that the proposed
property improvements(residence)be allowed inside the hazard area buffer has been prepared
and attached to this report for County acceptance.A 3-foot building setback from the horizontal
break out point of the face of a foundation on the slope is recommended as the minimum
geotechnical setback on the properties. The recommended 3' setback dimension may be
measured as the horizontal projection of the bottom of the foundation footing out to the existing
slope.Foundations other than foe decks should not be planned"on"the slope withoutout further
foundation planning and engineering.
I
T 3'Separation betwem face of
footing and break out point on
slope.Bottoms of footings to
\ bear an undisturbed till substrate.
Drainage from the present site sheets to its natural drainage directions fairly evenly to the north
and discharges to the greenbelt area north of the Hussey properties.Though the slope below the
Hussey property is tali and steep,it is well vegetated and appears to be well drained.
Runoff from the Hussey driveways should be dispersed along their lengths into vegetated areas
of the properties.Runoff produced by the conjectural structures should be collected and
discharged at the buildings' corners to splash blocks located at the outlets.The ground should
slope downward away from the structure's foundations/walls.No concentrated stormwater
discharges(pipe ends)should disperse any closer than 10-feet back from the steep slopes on the
properties. Stormwater runoff collected and delivered to the northerly areas of the properties
should be dispersed over as large and area as possible with a level swale(3'xIO'xl' deep),a
dispersion pipe(Pipe end fitted with a"T'and two 4 to 5-foot lengths of perforated pipe
installed to spread out flows delivered to them—buried or open).
Dispersing runoff from the properties' developed impervious areas into vegetated areas of the
property is highly recommended.An existing drainage swale runs down the length of the two
F; C:t eylGeo-Rpl 6 of 8 9/16/2013
P interx F Projec\� o County
TAH3A ENGINEERING,Inc.
PO Box 235, Hoodsport, WA 98548
(360)877-9512
properties between them which provides readily available stormwater dispersion and delivery to
the vegetated slope along the north side of the two properties.
New septic systems are being considered for the two lots,typically in the southern areas of the
two properties.The southerly areas of the two properties present no special geological issues,
and should be able to conform to standard State and Mason county Health Regulations.
8. CLEARING,GRADING,AND VEGETATION MANAGEMENT:
The planned residential property improvements are being planned in already cleared portions of
the two properties.Some of the larger trees on the Hussey property are shown on the attached
plans.The largest conifer trees in the available building area are 36-inches in diameter or less. It
is likely the finished site will revert to native vegetation or landscaping shrubs and lawn as the
owner may choose.A detailed clearing and grading plan does not appear warranted for the scope
of the planned residential improvements.
The currently proposed Hussey property improvements are planned to be constructed in the
already cleared areas of the property.Grading will likely be restricted to standard residential
foundation excavation along with modest landscaping around any finished improvements.
9. EROSION AND SEDIMENT CONTROL:
Inspection of the Soil Survey of Mason County found the site to be located in an area with a
Hoodsport(Hd Gravelly sandy loam)soil type,which is not identified in the County's Critical
Resource Ordinance as susceptible to severe erosion when disturbed,and does not require the
development of site specific permanent stormwater detention features. During the site's
development with a residential structure,the construction area's downslope side should have a
silt fence installed to provide sediment control and protection to down gradient properties during
construction.
10. ON-SITE AND OFF-SITE IMPACTS:
Construction and completion of the proposed residential improvements to the Hussey properties
is not expected to result in any adverse on-site or off-site impacts.The addition of residences
should not result in adverse impacts to either of the subject properties or neighboring properties.
11. SPECIFICATIONS OF FINAL DEVELOPMENT:
Structure foundations should be installed no less than 12-inches below the surrounding ground's
level.Footings installed less than 3-feet back from the crests of the site's steep slopes should be
excavated down to the consolidated till soil layer(hardpan).Footings installed more than 3-feet
back from the slope's crest may be installed with a standard height stem wall and footing,
provided any weak soils are removed and replaced with a controlled density fill such as
compacted crushed rock or lean concrete.
12. RECOMMENDATIONS FOR THE PREPARATION OF STRUCTURAL
MITIGATION OR DETAILS OF OTHER PROPOSED MITIGATION:
Modeling of the slopes in the proximities of the proposed residences indicates that the locations
are safe,and no structural measures appear necessary.No structural fills are being proposed for
the structures' installation,and no excavation on the steep slopes is being planned.
F C:iProjec ' seylGeo-RM 7 of 8 9/16/2013
f �t eE6 n County
PrInte-d from A"asvn crw°uvh"D*,As-
TAHJA ENGINEERING, Inc.
PO Box 235,Hoodsport, WA 98548
(360)877-9512
13. SITE PLAN WITH THE LOCATION OF EXISTING AND PROPOSED
DEVELOPMENT ON THE SITE:
A site plan is attached as an appendix to this report and is hereby made a part of this report along
with the cross section view of the property and the stability analysis printouts.
Summary&Conclusions:
The proposed Hussey property improvements can be developed according to the owner's plans
with minimal concerns about the site's stability.
Please feel free to contact me if there are any questions or concerns regarding this report or my
findings. Sincerely,
ot� RA
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Alan A.Tahja,P.E.
Attached: Hazard Area Buffer Reduction Request
Plan Views,Cross Section Sheet
GALENATM Stability Analysis Printout
P �erff a k � � "' County D� f s 9/16/2013
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Alan Tahjo,P.E. Charles&Virginia Hussey
PO Box 235 PO Box 1487
HoodWort WA 98548 Hoodspor4 WA 98548 4 o£5
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PO Box 235 PO Box 1487
Hoodmod, WA 98548 HoodvpoM WA 98548 5 of
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TAHJA ENGINEERING,Inc.
PO Box 235, Hoodsport, WA 98548
(360)877-9512
Huss X-Section A-A(Lot 120)Static Stability Analysis icwLEnrw �snz
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Galena 5.02 Analysis Results Licensee: Tahja Engineering, Inc.
DATA: Analysis 1 - Static
Material Properties (2 materials) -------------------
Material: 1 (Mohr-Coulomb Isotropic) - Weathered Surface Soil Layer
Cohesion Phi UnitWeight Ru
150.00 30.0 123.00 1.10
Material: 2 (Mohr-Coulomb Isotropic) - Cemented Glacial Till Substrate (Hardpan
Cohesion Phi UnitWeight Ru
300.00 30.0 125.00 1.10
Water Properties ----------------
Unit weight of water: 7.00 Unit weight of water/medium above ground: 62.40
Material Profiles (2 profiles) -----------------
Profile: 1 (2 points) Material beneath: I - Weathered Surface Soil Layer
0.00 700.00 700.00 700.00
Profile: 2 (10 points) Material beneath: 2-Cemented Glacial Till Substrate
0.00 602.00 54.60 600.00 63.30 599.00
248.90 595.00 277.60 577.00
314.50 557.00 336.10 545.00 346.70 537.00
383.70 518.00 675.00 517.00
Slope Surface (11 points) -------------
0.00 605.00 54.60 603.00 63.30 601.00
237.50 600.00 250.90 599.00
277.60 580.00 314.50 560.00 336.10 548.00
346.70 540.00 383.70 521.00
,k: r��tfi1, c 0 X Sec.� ns uw 1 of4 9/16/2013
rint'Q'7 oM mason County DM
pIrted from"Mason co4un#:Y DMS
TAHIA ENGINEERING,Inc.
PO Box 235,Hoodsport, WA 98548
(360)877-9512
675.00 520.00
Phreatic Surface (2 points) --- 0.00 705.00 700.00 705.00
Failure Surface ---------------
Initial circular surface for critical search defined by: XL,XR,R
Intersects: XL: 200.00 YL: 600.22 XR: 384.00 YR: 521.00
Centre: XC: 314.34 YC! 612.50 Radius: R: 115.00
Variable Restraints -------------------
Parameter descriptor: XL XR R
Range of variation: - 155.00 155.00 100.00
Trial positions within range: 12 12 12
------------------------------------------------------------------------------
RESULTS: Analysis 1 - Static
Bishop Simplified Method of Analysis - Circular Failure Surface --------------
Critical Failure Circle Search using Multiple Circle Generation Techniques
Factor of Safety for initial failure circle approximation: 10.16
There were: 1079 successful analyses from a total of 1729 trial circles
650 analyses terminated due to unacceptable geometry
Critical (minimum) Factor of Safety: 8.75
Circle and Results Summary (Lowest 17 Factor of Safety circles) --------------------
Circle X-Centre Y-Centre X-Left Y-Left X-Right Y-Right
Radius FoS
1 315.58 565.97 249.32 599.12 376.95 524.46
74.09 8.750
2 329.48 654.26 192.95 600.26 391.05 520.97
146.82 9.657
3 326.99 673.03 178.86 600.34 391.05 520.97
165.00 9.671
4 322.49 661.00 178.86 600.34 391.05 520.97
155.91 9.676
5 334.25 666.17 192.95 600.26 391.05 520.97
155.91 9.684
6 324.37 641.48 192.95 600.26 391.05 520.97
137.73 9.706
7 338.77 677.47 192.95 600.26 391.05 520.97
165.00 9.759
8 317.68 648.15 178.86 600.34 391.05 520.97
146.82 9.764
9 336.42 647.41 207.05 600.17 391.05 520.97
137.73 9.785
10 330.96 634.71 207.05 600.17 391.05 520.97
128.64 9.786
it 326.07 662.18 192.95 600.26 376.95 524.46
146.82 9.794
12 329.54 667.59 278.86 600.34 405.14 520.93
165.00 9.797
13 321.22 650.41 192.95 600.26 376.95 524.46
137.73 9.800
14 315.46 667.64 164.77 600.42 391.05 520.97
165.00 9.810
15 325.00 654.66 178.86 600.34 405.14 520.93
155.91 9.819
16 331.76 648.09 192.95 600.26 405.14 520.93
146.82 9.824
17 330.67 673.34 192.95 600.26 376.95 524.46
155.91 9.841
r File: 1P tsWH L 0 X Sec A-A ysis Pr' t 2 of 4 9/16/2013
Prined c Mason s r" y DM S
Pdnteed from tAasm County DMS
TAHJA ENGINEERING,Inc.
PO Box 235,Hoodsport, WA 98548
(360)877-9512
Hussey X-Section A-A(Lot_ 120)Dynamic Stability Anal sis
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Galena 5.02 Analysis Results Licensee: Tahja
Engineering, Inc.
DATA: Analysis 1 - Dynamic
Material Properties (2 materials) -------------------
Material: 1 (Mohr-Coulomb Isotropic) - Weathered Surface Soil Layer
Cohesion Phi UnitWeight Ru
150.00 30.0 123.00 1.10
Material: 2 (Mohr-Coulomb Isotropic) - Cemented Glacial Till Substrate (Hardpan
Cohesion Phi UnitWeight Ru
300.00 30.0 125.00 1.10
Water Properties ----------------
Unit weight of water: 7.00 Unit weight of water/medium above ground: 62.40
Material Profiles (2 profiles) -----------------
Profile: 1 (2 points) Material beneath: 1 - Weathered Surface Soil Layer
0.00 700.00 700.00 700.00
Profile: 2 (10 points) Material beneath: 2 - Cemented Glacial Till Substrate
0.00 602.00 54.60 600.00 63.30 599.00
248.90 595.00 277.60 517.00
314.50 557.00 336.10 545.00 346.70 537.00
383.70 516.00 675.00 517.00
Slope Surface (11 points) -------------
0.00 605.00 54.60 603.00 63.30 601.00
237.50 600.00 250.90 599.00
rim ror � $ A t` lk 3of4 9/16/2013
TAHJA ENGINEERING,Inc.
PO Box 235,Hoodsport, WA 98548
(360)877-9512
277.60 580.00 314.50 560.00 336.10 548.00
346.70 540.00 383.70 521.00
675.00 520.00
Phreatic Surface (2 points) --- 0.00 705.00 700.00 705.00
Failure Surface ---------------
Initial circular surface for critical search defined by: XL,XR,R
Intersects: XL: 200.00 YL: 600.22 XR: 384.00 YR: 521.00
Centre: XC: 314.34 YC: 612.50 Radius: R: 115.00
Earthquake Force ----------------
Pseudo-static earthquake (seismic) coefficient: 0.150
Variable Restraints -------------------
Parameter descriptor: XL XR R
Range of variation: 155.00 155.00 100.00
Trial positions within range: 12 12 12
-------------------------------------------------------------------------------------
RESULTS: Analysis 1 - Dynamic
Bishop Simplified Method of Analysis - Circular Failure Surface
---------------------------------------------------------------
Critical Failure Circle Search using Multiple Circle Generation Techniques
Factor of safety for initial failure circle approximation: 6.21
There were: 1079 successful analyses from a total of 1729 trial circles
650 analyses terminated due to unacceptable geometry
Critical (minimum) Factor of Safety: 5.56
Circle and Results Summary (Lowest 14 Factor of Safety circles) -------------------
Circle X-Centre Y-Centre X-Left Y-Left X-Right Y-Right
Radius FoS
1 315.46 667.64 164.77 600.42 391.05 520.97
165.00 5.562
2 304.11 661.21 150.68 600.50 391.05 520.97
165.00 5.580
3 300.11 670.48 150.68 600.50 376.95 524.46
165.00 5.599
4 311.48 675.92 164.77 600.42 376.95 524.46
165.00 5.601
5 310.92 654.72 164.77 600.42 391.05 520.97
155.91 5.632
6 318.19 661.16 164.77 600.42 405.14 520.93
165.00 5.646
7 307.18 663.89 164.77 600.42 376.95 524.46
155.91 5.647
8 326.99 673.03 178.86 600.34 391.05 520.97
165.00 5.647
9 322.49 661.00 178.86 600.34 391.05 520.97
155.91 5.659
10 3C6.93 653.52 150.68 600.50 405.14 520.93
165.00 5.674
11 288.91 664.01 136.59 600.58 376.95 524.46
165.00 5.679
12 292.85 653.57 136.59 600.58 391.05 520.97
165.00 5.689
13 323.12 680.43 178.86 600.34 376.95 524.46
165.00 5.698
14 318.78 669.11 178.86 600.34 376.95 524.46
155.91 5.698
r File'CVPr " stffias L D X-ecA-A a/ysis Pwout 4 of 4 9/16/2013
Print+ From Mason County D S
Printer!from Mason County DMS
TAHJA ENGINEERING,Inc.
PO Box 235,Hoodsport, WA 98548
(360)877-9512
Hussey X-Section B-B Lot 121)Static Stability Analysis
GALENA wo.►�
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Galena 5.02 Analysis Results Licensee: Tahja Engineering, Inc.
DATA: Analysis 1 - Dynamic
Material Properties (2 materials) -------------------
Material: 1 (Mohr-Coulomb Isotropic) - Weathered Surface Soil Layer
Cohesion Phi UnitWeight Ru
150.00 30.0 123.00 1.10
Material: 2 (Mohr-Coulomb Isotropic) - Cemented Glacial Till Substrate (Hardpan
Cohesion Phi UnitWeight Ru
300.00 30.0 125.00 1.10
Water Properties ---------------
Unit weight of water: 7.00 Unit weight of water/medium above ground: 62.40
Material Profiles (2 profiles) -----------------
Profile: 1 112 points) Material beneath: 1 - Weathered Surface Soil Layer
0.00 700.00 700.00 700.00
Profile: 2 (10 points) Material beneath: 2 - Cemented Glacial Till Substrate
(Hardpan
0.00 599.00 51.40 598.00 54.90 597.00
193.10 597.00 236.70 595.00
262.00 587.00 311.30 557.00 341.40 537.00
380.70 517.00 511.00 507.00
Slope Surface (11 points) -------------
0.00 602.00 51.40 601.00 54.90 600.00
193.10 6C0.00 236.70 598.00
File:C-) rs1H 1 X-sec B-B eau PrWOW 1 of 4 9/16/2013
Printed �o �Zaso, ounty DM
Printed fyom Masan Coupty DMS
TAHJA ENGINEERING,Inc.
PO Box 235,Hoodsport, WA 98548
(360)877-9512
262.00 590.00 311.30 560.00 341.40 540.00
380.30 520.00 511.00 510.00
675.00 520.00
Phreatic Surface (2 points) --- 0.00 105.00 700.00 705.00
Failure Surface ---------------
Initial circular surface for critical search defined by: XL,XR,R
Intersects: XL: 200.00 YL: 599.68 XR: 384.00 YR: 519.75
Centre: XC: 314.41 YC: 611.30 Radius: R: 115.00
Variable Restraints -------------------
Parameter descriptor: XL XR R
Range of variation: 155.00 155.00 100.00
Trial positions within range: 12 12 12
------------------------------------------------------------------------------
RESULTS: Analysis 1 - Dynamic
Bishop Simplified Method of Analysis - Circular Failure Surface
---------------------------------------------------------------
Critical Failure Circle Search using Multiple Circle Generation Techniques
Factor of Safety for initial failure circle approximation: 10.14
There were: 1084 successful analyses from a total of 1729 trial circles
645 analyses terminated due to unacce table geometry
Critical (minimum) Factor of Safety: 9.63
Circle and Results Summary (Lowest 15 Factor of Safety circles) -------------------
Circle X-Centre Y-Centre X-Left Y-Left X-Right Y-Right
Radius Fos
1 327.56 671.51 178.86 600.00 391.05 519.21
165.00 9.633
2 322.98 659.47 178.86 600.00 391.05 519.21
155.91 9.633
3 318.46 567.37 249.32 594.01 376.95 521.91
74.09 9.651
4 329.98 652.72 192.95 600.00 391.05 519.21
146.82 9.666
5 324.76 639.94 192.95 600.00 391.05 519.21
137.73 9.699
6 31B.09 646.61 178.86 600.00 391.05 519.21
146.82 9.703
7 330.42 665.24 178.86 600.00 405.14 518.12
165.00 9.704
8 334.84 664.63 192.95 600.00 391.05 519.21
155.91 9.709
9 319.68 666.91 178.86 600.00 376.95 521.91
155.91 9.715
10 315.94 666.12 164.77 600.00 391.05 519.21
165.00 9.720
11 321.98 648.18 192.95 600.00 376.95 521.91
137.73 9.724
12 325.74 652.30 178.86 600.00 405.14 518.12
155.91 9.725
13 326.97 659.95 192.95 600.00 376.95 521.91
146.82 9.725
14 324.14 678.23 178.86 600.00 376.95 521.91
165.00 9.730
15 314.99 655.01 178.86 600.00 376.95 521.91
146.82 9.752
fie: jectsWu= L 21 X-Sec XB is Pr mu 2 of 4 9/16/2013
Prinifec"From mason c n r DMS
Printed horn Mason County DMS
s
TAHJA ENGINEERING, Inc.
PO Box 235,Hoodsport, WA 98548
(360)877-9512
Hussey X-Section B-B(Lot 121)Dynamic Stability Analysis
GALENA v...em
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Hussey-Cushman Div 10 LOI 120
Dyna-
8& Th*Engkos",Inc.
Galena 5.02 Analysis Results Licensee: Tahja Engineering, Inc.
DATA: Analysis 1 - Dynamic
Material Properties (2 materials) -------------------
Material: 1 (Mohr-Coulomb Isotropic) - Weathered Surface Soil Layer
Cohesion Phi UnitWeight Ru
150.00 30.0 123.00 1.10
Material: 2 (Mohr-Coulomb Isotropic) - Cemented Glacial Till Substrate (Hardpan
Cohesion Phi UnitWeight Ru
300.00 30.0 125.00 1.10
Water Properties ----------------
Unit weight of water: 7.00 Unit weight of water/medium above ground: 62.40
Material Profiles (2 profiles) -----------------
Profile: 1 (2 points) Material beneath: 1 - Weathered Surface Soil Layer
0.00 700.00 700.00 700.00
Profile: 2 (10 points) Material beneath: 2 - Cemented Glacial Till Substrate
(Hardpan
0.00 599.00 51.40 598.00 54.90 597.00
193.10 597.00 236.70 595.00
262.00 587.00 311.30 557.00 341.40 537.00
380.70 517.00 511.00 507.00
Slope Surface (11 points) -------------
0.00 602.00 51.40 601.00 54.90 600.00
193.10 600.00 236.70 598.00
Fik:C.lPro'ectjiff s L121 X-Sec a-B*Wois Priwoat 3 of 4 9/16/2013
Printed From Meson County Dies
Printed from Mason Mourlj MAS
r
TAH3A ENGINEERING,Inc.
PO Box 235,Hoodsport, WA 98548
(360)877-9512
262.00 590.00 311.30 560.00 341.40 540.00
380.70 520.00 511.00 510.00
675.00 520.00
Phreatic Surface (2 points) --- 0.00 705.00 700.00 705.00
Failure Surface ---------------
Initial circular surface for critical search defined by: XL,XR,R
Intersects: XL: 200.00 YL: 599.68 XR: 384.00 YR: 519.75
Centre: XC: 314.41 YC: 611.30 Radius: R: 115.00
Earthquake Force ----------------
Pseudo-static earthquake (seismic) coefficient: 0.150
Variable Restraints -------------------
Parameter descriptor: XL XR R
Range of variation: 155.00 155.00 100-00
Trial positions within range: 12 12 12
---------------------------------------------------------------------------
RESULTS: Analysis 1 - Dynamic
Bishop Sinplified Method of Analysis - Circular Failure Surface
---------------------------------------------------------------
Critical Failure Circle Search using Multiple Circle Generation Techniques
Factor of Safety for initial failure circle approximation: 6.24
There were: 1084 successful analyses from a total of 1729 trial circles
645 analyses terminated due to unacceptable geometry
Critical (minimum) Factor of Safety: 5.56
Circle and Results Summary (Lowest 14 Factor of Safety circles)---------------
Circle X-Centre Y-Centre X-Left Y-Left X-Right Y-Right
Radius Fos
1 300.87 668.32 150.68 600.00 376.95 521.91
165.00 5.559
2 304.51 659.69 150.68 600.00 391.05 519.21
165.00 5.567
3 315.94 666.12 164.77 600.00 391.05 519.21
165.00 5.567
4 312.38 673.74 164.77 600.00 376.95 521.91
165.00 5.572
5 307.95 661.71 164.77 600.00 376.95 521.91
155.91 5.615
6 318.93 658.82 164.77 600.00 405.14 519.12
165-00 5.624
7 311.33 653.19 164.77 600.00 391.05 519.21
155.91 5.628
8 289.56 661.86 136.59 600.00 376.95 521.91
165.00 5.631
9 307.55 651.17 150.68 600.00 405.14 518.12
165.00 5.642
10 296.42 655.40 150.68 600.00 376.95 521.91
155.91 5.657
11 293.17 652.04 136.59 600.00 391.05 519.21
165.00 5.665
12 327.56 671.51 178.86 600.00 391.05 519.21
165.00 5.676
13 322.98 659.47 178.86 600.00 391.05 519.21
155.91 5.683
14 319.68 666.91 178.86 600.00 376.95 521.91
155.91 5.686
,1e: tat 21 X-&c B-e $is PrWOW 4 of 4 9/16/2013
Prin E om asan aunty DMS
Printed frorn Masm County OMS