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MASON COUNTY PERMIT NO.
3Id2OI — oo4 I
BUILDING PERMIT APPLICATION ' Re-k CC-A
426 W. Cedar• P.O. Box 186, Shelton, WA 98584
Shelton (360) 427-9670 • Be!fair (360) 275-4467 • Elma (360) 482-5269 ' - 5
On the web www.co.mason.wa.us
APPLICANT INFORMATION CONTRACTOR INFORMATION
Owner
Y/2 o A] Sw A N S OAJ Company Name
Mailing Address
Mailing Address 3 r Z NW 0 t/EL° Lee le D Citya State Code
City 1JArfro u LL r_ -State h Zip Code c G Other Zip
Phone )4a-GQf Sf7QB Other Ph. Phonetractor Reg. # Exp.
Lien/Title Holder VINA-
co11 Ic St.J?►nsan m MS A/ 4/lnrh E Mail Address
DriversE mail address DOB i l t`1 ite4W Drivers Lic.# DOB
Lic.#
SEPTIC/WATER SYSTEM INFORMATION - Connect to New Septic Existing Septic Xs
Connect to Water System Name of Water System
Well Water System Name of Water.System i
PARCEL INFORMATION-j2 Di it Parcel No, - ''-' `! -St ' C-6C- '`).. Fire District
Legal Description t VIE--- ( /-'`',P '�
11,'�/LJ�"' [ if:�, i�
Site Address(Please include street name, stygN number and city) 5" I I) L ".t_ L �t c'�h e r
� `?.1/. Nt.;► ICI ri6C.:iti.(9 l i(r—(`,i...6,hmit.1k_, (49_, LUIVVICE)CAI.r��tV ,
irectiohs to si e , `�t�
�,i l ,:i60 v°ec-72eA. '/ (.i
Will timber be cut and sold in parcel prepay tion?Yes River/Creek Al Pond /V
Is drty within 200' of Saltwater Runoff Creamke River
es or Bluffs > 15% Al
Wetland /U Seasonal Runoff Stream p
Is this permit submittal the result of a Stop Work Notice,Correction Notice or other enforcement action?Yes/No
TYPE OF JOB - New )\ Add Alt Repair Other PRIMARY RESIDENCE ❑ SEASONAL 'Tj
Use of Building Lrv!^/ E7 Describe Work ` Kdh S�2nd Floor
No. of Bedrooms --(--No. of Bathrooms, / Square Footage- 1st F'lo/or Other Sq. ft.
3rd Floor Al Basement , /k Deck 1/, /Covered Deck /�
Al Attached A Detached A Carport � Attached Detached
Garage
MANUFACTURED HOME INFORMATION - Make I�QE&EN 1It.G&--- Model For Year2010
Length 3C� Width_U Serial No. CO R 4v q QAS2-t O tD'S No. of Bedrooms L. No athrooms
Type of Heat0C'fn AIR- Purchase Pric $ yg",A 7O Replacement Unit? Yes/
612/
Installer Name
Certification No.
OWNER/BUILDER Acknowledges submission of ina urate information may result in a stop work order or permit revocation.Acknowledgement of
1 such is by signature below.I declare that I am the owne,owners legal representative,or the contractor.I further declare that I am entitled to receive this
permit and to do the work as proposed in the applicatio .I declare that I have obtained the permission from all the necessary parties.If permission is
required from any easement holder or any other party i nterest regarding this application or the work proposed in the application,I have obtained
permission from them to apply for this permit and conduct the work proposed. The owner or agent on owners behalf,represents that the information
provided is accurate and grants employees of Mason dun access
cROGRESabN a described
property and structure for review and inspection.
F TION OFA
N.
Datc" I
IX2.0
_
Owner/Own . Representa we/Contractor (indicate which one)
Accepted by: 'I Date��`.)-ICI 1 1
FOR OFFICIAL E BEYOND THIS POINT p
DEPARTMENTAL REVIEW APPROVED DENIED . NOTES
Building Department v('�iila !AVilial.C.Ztt d,h,; 1i'f-- 0kf NYP? (1}9-17
Planning Department
Environmental Health Department
Public Works Department
Fire Marshal
FEES
Building Permit Fee Site Inspection
Plan Review Fee EH Review Fee
Plumbing & Base Fee Planning Review Fee
Mechanical & Base fee Other
Wood/Gas/Pellet Stove Fee State Fee
Violation Fee Pre-Paid at Submittal
Valuation $ TOTAL FEES
M.
PLOT PLAN
1 ! ' I i 1 1 1 t —
. . . . . . . .>-j mac _ . . . . - . . . -
f7 ANot
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_ -
~ 1/1- - - - . . - a x
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C1,4:'Y' .,,L,---' , - -c i
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_ _ ' ` ? 64E5E flv G }c ." - C :4 ` '' 1 n
- _ :
COUNTY( C- D PLANNING- - �„,�
-31TE PLAN REQUIRED TO3E ON SITE i S' — !a ° \
I - - GHANGES SUBJET T s.,APPRQVAL -rpr i 4c- .
— - /di beers `�2�� - _ _ ,.
r I Ili i i 1� i i I 1 II ,i i I
DBSIGNBR PL0T LA i ➢ s� @ � ,$ ,
ALL SETBACKS ARE MEASURED
1 Dt
Scaled plot plan if lot is under i acres FROM THE FUR 6 i ?rve area
;-- PROJECTION SOF THE BUILDING
Existing and proposed wells, including
parking
walla within 100 ft of property lines
_--- - j 4.-.I3CL5
U Topographical features, cuts, banks
�/ -Direction and percent of slope
l.J Location and orientation of curtain
drain & all absorption area components -- Building stub-out
irlil
SraTko� MASON COUNTY
Mo DEPARTMENT OF COMMUNITY DEVELOPMENT
o A U = Planning Division
o ° ► . P 0 Box 279, Shelton,WA 98584
(360)427-9670
1864 o
REQUEST FOR ADDITIONAL INFORMATION
June 30, 2008
BYRON SWANSON
317 NW OVERLOOK DR
VANCOUVER WA 98665
Parcel No.: 4232950 0002
Project Description: SFR
Dear Applicant:
You have submitted a permit .pplication (case no. BLD2008-00344) for proposed construction or development the county. Upon review of your application, I require
additional information to complete the permit review process.
Therefore, review of your ap0 ication will not proceed until the necessary information
is provided (see the comment section of this letter for details.) Once the information
is submitted and the applicOun is complete, I will continue to process your
application accordingly. If thei additional information is not provided to the County
within 180 days of this reque1 , the application shall expire and no further action on
the proposed developments all take place.
Please contact me at (360) 427-9670, ext. 295 if you have questions.
Sincerely,
VAPIP1A (Ahlt5 4
Tarnmi Wright
Land Use Planner
Mason County Planning Department
6/30/2008 Page 1 of 2 BLD2008-00344
REQUEST FOR ADDITIONAL INFORMATION
6/30/2008 Case No.: BLD2008-00344
Comments: Enclosed are the results of the review of the Geological Report for Mr.
Byron Swanson for the proposed building site at 451 Wynoochee
Drive, Hoodsport, WA. There are a couple of items that Alkai
Consultants has isted as needing to be addressed. Please send the
required inform6tion to:
Tammi Wright, Planner
Mason County P anning Department
PO Box 279
Shelton, WA 98 84
Once the reque ted information is received I will complete the review of
the Geotechnic0 Report.
cc: Alan Tahja, Tahja Engineering, Inc.
6/30/2008 Page 2 of 2 BLD2008-00344
: ALKA
I CONSULTANTS, LLC .
Environmental Engineering • Geotechnical Engineering • Wetland Consulting
June 27, 2008 10174
Mason County Department of Community Development E
P.O. Box 279iL
E Rik �
Shelton,WA 98584 ?{ a
Attn: Tammi Wright MCCD - PLAN.PsJING
Geotechnical Report Review
Permit# Bld 2008-00344
Applicant: Swanson
Dear Ms. Wright
At your request, we have reviewed a G otechnical Report for the above referenced permit. The report was
prepared by TAHJA ENGINEERING, I (TE) dated July 27, 2007. The report was signed and stamped by
Alan A. Tahja,P.E. (License#30784).
In our opinion, the Geotechnical Report I oes not contain all the elements required for a Geotechnical Report in
the Mason County Code Section 8.52.141.5.E. We have completed the checklist that shows the appropriate page
number of the items that were supplied in the report. The items that are not included in the report are:
(1) (e) - There was no mention of the location of upland waterbodies and wetlands or the lack of upland
waterbodies and wetlands.
(1) (f) - Pg 3 discusses that there is no ,hysical indicators of landslide activity but there was no historical data
given.
(3) — There are no locations given for e slopes or cuts that were inspected. There are no logs for the slopes,
cuts,or probes.
(4)—No geologic map was given and the site plan does not show the buffers and setbacks clearly.
(6) — The results of the slope stability a alysis were not included in the body of the report. The results do not
depict the post construction site that is a'.played in the cross section.
(9)—The report states "minimal erosion and sediment control measures should be adequate" but never identifies
what mitigations should be performed.
We therefore recommend that Mason County does not accept the geotechnical report until the above mentioned
items are addressed.
9465 Provost Road NW, Suite 202 • .ilverdale, Washington 98383 • (360) 613-2407 • Fax: (360) 613-2408
b a Project No. 10174
Mason County Review
June 27,2008
Page No.2
Should you have any questions or concerns, or if we may be of additional assistance, please call our office at
(360)613-2407 or contact us by e-mail at.im@alkai.net.
Sincerely,
r
f `
J es Harding,E.I.T
P oject Engineer ,'2
Ff
f
Attachments: Geo Tech Work Order
Geotechnical Report by TE
Mason County Requirements Checklist
9465 Provost Road NW, Suite 202 • Silverdale,Washington 98383 • (360) 613-2407 • Fax: (360) 613-2408
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Mason County DCD
Planning Division
PO Box 279
Shelton, WA 98584
Byron& Janice Swanson
317 Overlook Drive
Vancouver, WA 98665-8541
RE: Geotechnical Report
Parcel No. 42329-50-00002
Lake Cushman Div. 1, Lot 2
Wynoochee Drive
Hoodsport, WA 98548
INTRODUCTION
I was contacted by the Swansons in the Spring of this year who requested my investigation
and documentation of slope stability and landslide hazard issues relating to the residential
development of Mason County Property Tax Parcel Number 42329-50-00002. Topographic
information was collected on July 17, 2007,using a Trimble T5415 Total Station, a Sokkia
model 8047-55 inclinometer, and other equipment as needed.
The property is generally level with the westerly quarter of the property sloping down
towards Prospect Ridge Drive at slopes measured as steep as 110%.
The Swansons are in the process of developing and landscaping the property for future use as
a single family residence. T e property is currently improved with a small storage building, a
fairly large cleared and leveled parking and storage area, an existing Onsite Septic System
(OSS), and an improved access off of Wynoochee Drive. The accompanying site plan shows
the general layout of the property and existing improvements.
With slopes on or within 300-feet of the property exceeding 40%with heights greater than 10-
feet, Mason County requires a geotechnical report to be developed to address stability issues
relating to the property's development. 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 property has been logged in the past and the upland area of the property is generally
clear and level. The sloping sections of the property contain medium aged second growth fir,
hemlock, and cedar trees growing generally paralleling the property's boundary lines.
File:C:IProjects\Swanson\Geo-Rpt 1 of 5 7/27/2007
•
%
TAHJA ENGINEERING, Inc.
P• Box 235, Hoodsport, WA 98548
(360) 877-9512
Besides the conifers,the slopi g areas of the property have a moderate covering of Salal,
Oregon grape, ferns, and othe i egetation.
Inspection of the Shelton Qua s I angle Geologic Map finds the property located in the area
between Lake Cushman to thj est and SR 119 to the east, with a soil type identified as Evcf.
This soil is described' as a Te iary Igneous Rocks, as follows;
Eve : Crescent For ,'tion basalt, undifferentiated(lower to middle Eocene)—
Submarine,plagioclase gyro 'ne basalt with local diabase and gabbro;pervasive zeolite and
chlorite alteration in the matr ,; commonly amygdaloidal with zeolite and(or) chlorite
amygdules; dark gray with gr,,•nish tint, brown where weathered, reddish and variegated
along altered contact zones; , ntains flows,pillow basalt, and breccias; refilled lava tubes
common in breccias; column, joint orientation is commonly highly variable; highly
vesiculated and(or)pillowed nits are commonly highly altered and contain abundant clay
minerals, whereas thick units ith strong columnar joint formation tend to be less altered;
commonly sheared and faulte.; contains rare interbeds of laminar basaltic siltstone or fine
sandstone with for a-minifer', aunas referable to the Ulatisian Stage (Rau, 1981). Locally
divided into:
Evcf Crescent Formation .•salt,flow dominated
Evcp Crescent Formation •4,salt,pillow dominated
The Series 1950,No. 9 SOIL .URVEY of Mason County indicates the site soils are a
Hoodsport gravelly sandy lo. 0 (Hd)usually found on slopes ranging from 5 — 15 percent.
The Hoodsport soil types are ;prone to neither erosion, or liquification, and is not listed in
Mason County's Resource 0 •inance as an erodible soil or an erosion hazard. The
Hoodsport soils are typically 4escribed as excessively drained, and typically are composed of
a fairly high percentage of c• obles or gravels. The soil is also comprised of varying ratios of
fines, including silts and cla •, which may comprise as high as 12 or 15%of the soil mass.
The soils on the Swanson sit- contain a moderate amount of fines, along with a
conglomeration of sand, gra ;is and cobbles, and are generally the weathered surface of the
glacial till soils which under i- the whole region. The soil provides good foundation support
in its undisturbed state,but st be properly placed and compacted if fill sections are
expected to provide reliable o-aring.
Further consideration of the .•ils found on site lead to describing the soils in terms of the
USCS criteria, and describi 1 the soils as a cemented GP-GC (gap-graded gravels or
uniform gravels, sandy gray s)with a major clayey sand component. These soil
designations were used in c . acterizing the soil for stability analysis.
' Quad Map&Soil Descriptions •-rived from the Geologic Map of Shelton1:100,000 Quadrangle,
Washington, DNR Washington D ision of Geology and Earth Resources,Open File Report 2003-15
File:C:IProjects\SwansonlGeo-Rpt 2 of 5 7/27/2007
TAHJA ENGINEERING, Inc.
PO Box 235,Hoodsport, WA 98548
(360) 877-9512
2. DEVELOPMENT AND GEOLOGIC FEATURES:
A site plan has been developed for this property and is attached in the appendixes. The final
location and size of the future residence is still being finalized. The Swansons intend to
construct a daylight basement structure generally in the location shown on the attached site
plan. Though the property contains slopes in the 48° range,they are comprised of an
underlying glacial till, and may be considered very stable. A minimal setback is
recommended later in this report,but may be considered an arbitrary distance, since properly
designed footings could allow a structure to be sited on the slope. The groundwater table is
presumed to be at the approximate Lake Cushman lake level (-'El 720 Winter, 738
Summer), and does not affect this site's stability.
3. LOCATIONS OF LOGS OF EXPLORATORY HOLES OR PROBES:
Inspection of the slopes and cuts in the subject property's vicinity were inspected and areas
throughout the property were probed with a soil probing tool. The probing and observed cuts in
the area confirmed the Shelton Qaudrangle Map soil description, and the Mason County Soil
Survey description of the soils as generally being medium dense soil horizons of weathered
Vashon glacial till to a depth around 3-feet where it becomes more dense and can be
characterized as hardpan.
4. CROSS SECTION WITH PROPOSED GRADE CHANGES:
A cross section is included in the appendix. A daylight basement is proposed in the
approximate location shown on the plans which places the structure on the slope above
Prospect Ridge Drive. A short(<4-foot in height) rockery or retaining wall may be installed
to provide a walkway along the residence's westerly side to provide access to the basement
from the west.
5. SLOPE STABILITY ANALYSIS:
The steepest slopes on the property in its present condition contain no obvious recent mass
landslides or stability problem indicators. The level building area in the central area of the
property has no discernible irregularities, settlements,fissures, or evidence of consolidation
problems.
Unified Soil Classification System typing places the soils in a coarse grained soil (GP-GC)
classification with a dry density between 120-135 lbm/ft3 and a typical effective stress
friction angle(0)> 37°. A soil density of 130 lbm/ft3 will be used in the stability analysis,
along with a phi angle of 40°. Back-analysis of the existing slope indicates these are
relatively conservative soil properties. Slope stability calculations are addressed on a
GALENATM Stability Analysis Program printout following the site plans. Foundations
bearing on the medium dense and dense GP-GC soil (Hoodsport gravelly sandy loam) can
expect to realize bearing capacities of the natural soil in the 1000 to 1500 pounds per square
foot range,with settlement for residential foundations within half an inch overall.
File:C:IProjects\Swansor4Geo-Rpt 3 of 5 7/27/2007
TAHJA ENGINEERING, Inc.
PO Box 235,Hoodsport, WA 98548
(360) 877-9512
6. RECOMMENDED SETBACKS & DRAINAGE:
Though the property contains a relatively steep slope in the westerly direction,the slopes on
the property are underlain by glacial till and may be considered stable. A 5-foot setback is
recommended between the face of any footing near a steep slope and the face of the slope'.
This setback is primarily intended to ensure that the footings are founded on the underlying
glacial till layer, and to accommodate cover soil over the footings to provide protection
against freeze/thaw cycles and the elements.
Of greater importance than the setback, is a recommendation that the footings be founded on
undisturbed dense soil. Footings located in any areas suspected of being"old" fill material,
should be excavated down to the dense till layer, or at a minimum, down to undisturbed
original medium dense material and backfilled with a Controlled Density Backfill material
such as crushed rock or crushed gravel. Excavation of a basement beneath the proposed
house,with the main floor elevation roughly even with the level portions of the property
generally ensures that footings will bear on undisturbed glacial till.
Drainage through and off the property appears random, and generally un-directed. Runoff
from the existing site generally sheets off the property to the north and west. Runoff from a
future residence's roof and othe impervious areas may be dispersed over the vegetated
slopes,but should not be introduced at the top of any slopes in a concentrated discharge.
Splash blocks at the corners of the house could be employed, or the roof gutters may be
collected and delivered to a gravel filled level trench located at the crest of the slope the
runoff is directed over. The level dispersion trenches need only be 12 to 24"deep,by 3'
wide, by 10' long. An alternative to dispersing runoff over the slopes in a sheet flow would
be to convey the collected runoff to the bottom of the slope in a tightline pipe. Drainage
through and off the property needs little improvement.
7. CLEARING, GRADING,AND VEGETATION MANAGEMENT:
General site grading and preparation has already been accomplished,and very little additional
clearing will be needed to proceed with the residential development of the property.
Once a residence is constructed on the property, a greater area of the leveled clearing may be
expected to be planted with grass and landscape plantings.The hillsides surrounding the
construction area should be planted with deep rooting plants of the owner's choice. A good cover
of vegetation on the slopes will help reduce or eliminate erosion and sloughing associated with
freeze/thaw cycles. Overall, it appears the development of the property will have a minor impact
on the property itself, and little or no impact to surrounding properties.
8. EROSION AND SEDIMENT CONTROL:
As indicated earlier in this report,the site's soils are not considered erodible, and minimal
Erosion and Sediment(E&S) Control measures should be adequate to protect neighboring
properties and State waters. Access to the site already exists off of Wynoochi Drive (a private
Lake Cushman Maintenance Company Road), and is stable in its present condition.
File:C:IProjects\Swanson\Geo-Rpt 4 of 5 7/27/2007
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
The major future earthwork will be excavating the house's basement. These development
areas drain mainly to the owner's property, and will have approximately 20+-feet of
vegetative to pass through before any runoff exits the property at its normal discharge
locations. The existing and proposed features should provide adequate protection against adverse
stormwater runoff impacts.
9. ON-SITE AND OFF-SITE IMPACTS:
Construction and completion of the proposed improvements are not expected to result in any
adverse on-site, or off-site impacts. The proposed residential development and landscaping of
the property will not result in adverse impacts to either the subject property or to neighboring
properties.
1 Q SPECIFICATIONS OF FINAL DEVELOPMENT CONDITIONS:
The completed site will be all ed to return, for the most part,to a naturally vegetated state. The
main ground cover will be gravel parking, lawn and medium height shrubbery.
In the future development of the property, discharging concentrations of collected
Stormwater runoff within 20 feet of a property boundary should be avoided.
Conclusions and Summary;
The residential development of the Swanson property located on Wynoochi Drive does not
appear to present any stability problems that cannot be overcome, and will not result in any
undesirable impacts.
The property itself provides an adequate vegetated buffer area to protect neighboring
properties and State Waters from adverse stormwater runoff impacts. The stormwater related
recommendations made in this report should be adequate for both temporary and permanent
stormwater runoff management and concerns.
I hope this report meets the needs of the Swansons, and Mason County in planning the
property's development.
A. .t of W , 'E A
Sincerely, • ,toroN
o
Alan A. Tahja, P.E.
�784
0+4' �EG./STEW' �'w
Attached: Site Plan(Plan Sheets 1 & 2) sloxAL ��
Cross Section(Plan Sheet 3)
Stability Analysis (GALENA Stability Analysis Pall ( —
File: C:1Projects\Swanson\Geo-Rpt 5 of 5 7/27/2007
Revision# Description Date TAHJA ENGINEERING,Inc. Site Plan Swanson
Alan Tahja,P.E. Byron&Janice Swanson
PO Box 235 317 Overlook Drive Sheet
Hoodsport, WA 98548 Vancouver, WA 98665-8541 1 of 3
Mason County Prcl No.: 42329-50-00002 (360)877-9512 (360)695-8728
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Alan Tahja,P.E. Byron&Janice Swanson Swanson
PO Box 235 317 Overlook Drive Shed
Hoodsport; WA 98548 Vancouver, WA 98665-8541 2 of 3
Mason County Prcl No.: 42329-50-00002 (360)877-9512 (360)695-8728
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Alan Tahja,P.E. Byron&Janice Swanson Swanson
PO Box 235 317 Overlook Drive fame
Hoodsport WA 98548 Vancouver, WA 98665-8541 3 of 3
Mason County Prcl No.: 42329-50-00002 (360)877-9512 (360)695-8728
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?AHJA ENGINEERING, Inc.
PO Box 235,Hoodsport, WA 98548
(360) 877-9512
Swanson - Lake Cushman Division 1, Lot 2 Stability Analysis
GALENA �. sm
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860- ,�� o'�.- 4
.07 aso— — ►1
840—
:P 3370
830— O'4,�sE TEg�9��
ezo— ~�
LS
;TONAL E�
810— EXPIRES � �� ,
800—
� . Analysis: 1
— Multiple Stability Analysis
790—
Mefhod Bishop Simplified
Surface: Circular
780—
Resul
Critical(minimum)
770— Factor of Safety 3.80
0 20 40 60 80 100 120 140 160
E4ted'20 Jul 2007 P.:eased 20 Jul 2007
Proiect: Swanson-Lk Cushman Div.1,Lot 1 Stability Analysis
Static
C:\Documents and Settings\OwneAMY Documents\Pro acts\Swanson\Stability\Stability Analysis 1.gmf Tahja Engineering,Inc.
if
Galena 5.00 Analysis Results
Licensee: Tahja Engineering, Inc.
DATA: Analysis 1 - Static
Material Properties (1 -naterial)
Material: 1 (Mohr-Coulomb Cu increases with depth) - GP-SC Gravelly
Clayey Sands
Cohesion Phi . PI UnitWeight Ru
300.00 40.0 10 130.00 0.00
Material Profiles (1 profile)
Profile: 1 (2 points) Material beneath: 1 - GP-SC Gravelly Clayey
Sands
0.00 850.00 160.00 850.00
Slope Surface (8 points)
0.00 794.00 34.30 794.00 38.20
798.00 41.60 800.00 53.70 806.00
66.50 810.00 92.10 820.00 152.00
822.00
Failure Surface
File:C:\Projects\Swanson\Stability Prnt-Out 1 of 4 7/20/2007
?AHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Initial circular surface for critical search defined by: XL,XR,R
Intersects: XL: 34 .00 YL: 794.00 XR: 92.00
YR: 819.96
Centre: XC: 50.56 YC: 834.76
Radius: R: 44.00
Variable Restraints
Parameter descriptor: XL XR R
Range of variation: 50.00 55.00 25.00
Trial positions within range: 20 20 20
RESULTS: Analysis 1 - Static
Bishop Simplified Methoc of Analysis - Circular Failure Surface
Critical Failure Circle Search using Multiple Circle Generation
Techniques
Factor of Safety for initial failure circle approximation: 4.15
There were: 6478 successful analyses from a total of 8001 trial circles
1523 analyses aborted due to unacceptable geometry
Critical (minimum) Factor of Safety: 3.80
Negative normal stresses exist on the base of one or more slices -
examine slice data and consult the Galena Users' Guide
Circle and Results Summary (Lowest 9 Factor of Safety circles)
Circle X-Centre Y-Centre X-Left Y-Left X-Right Y-
Right Radius FoS
1 40.85 849. 91 32.68 794.00 87.66 818.26
56.50 3.802
2 42.80 849.59 32. 68 794.00 90.55 819.40
56.50 3.806
3 38. 92 850.16 32.68 794.00 84.76 817 .13
56.50 3.807
4 41.48 848.48 32.68 794.00 87.66 818.26
55.18 3.811
5 39.54 848.76 32. 68 794.00 84 .76 817.13
55.18. 3.811
6 40.58 849.51 30.05 794.00 87. 66 818.26
56.50 3.816
7 42.50 849.11 30.05 794 .00 90.55 819.40
56.50 3.816
8 40.16 847.35 32. 68 794.00 84.76 817.13
53.87 3.817
9 43.44 848.13 32.68 794.00 90.55 819.40
55.18 3.820
File:C:IProjects\Swanson\Stability Prnt-Out 2 of 4 7/20/2007
se
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
GALENA veraaa sm
aao—
I I 1
870—
aso—
850—
840— -
830— —
eaaame�cl.o�aro
820—
810—
aoo—
Analysis: 1
no— — Multiple Stability Analysis
Method: Bishop Simplified
Surface: Circular
780—
Results
770— — Critical(minimum)
Factor of Safety 2.71
0 20 40 60 80 100 120 140 160
Ed.20 Jul]007 Vmcuead'20 Jul R00]
Protect:Swanson-Lk Cushman Div.1,Lot 1 Stability Analysis
Dynamic
File: ClDocuments and Settings\Owner\My Documents\Propds\Swanson Stabiiity\Stability Analysis 1.gmf Tahja Engineering,Inc.
Galena 5.00 Analysis Results
Licensee: Tahja Engineering, Inc.
DATA: Analysis 1 - Dynamic
Material Properties (1 material)
Material: 1 (Mohr-Coulomb Cu increases with depth) - GP-SC Gravelly
Clayey Sands
Cohesion Phi PI UnitWeight Ru
300.00 40.0 10 130.00 0.00
Material Profiles (1 profile)
Profile: 1 (2 points) Material beneath: 1 - GP-SC Gravelly Clayey
Sands
0.00 850.00 160.00 850.00
Slope Surface (8 points)
0.00 794.00 34.30 794 .00 38.20 •
798.00 41.60 800.00 53.70 806.00
66.50 810.00 92.10 820.00 152.00
822.00
Failure Surface
File: C:IProjects\Swanson\Stability Prnt-Out 3 of 4 7/20/2007
a' '
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Initial circular surface for critical search defined by: XL,XR,R
Intersects: XL: 34 .00 YL: 794.00 XR: 92.00
YR: 819.96
Centre: XC: 50.56 YC: 834.76
Radius: R: 44.00
Earthquake Force
Pseudo-static earthquake (seismic) coefficient: 0.150
Variable Restraints
Parameter descriptor: XL XR R
Range of variation: 50.00 55.00 25.00
Trial positions within range: 20 20 20
RESULTS: Analysis 1 - Dynamic
Bishop Simplified Methoc of Analysis - Circular Failure Surface
Critical Failure Circle Search using Multiple Circle Generation
Techniques
Factor of Safety for initial failure circle approximation: 2.96
There were: 6478 successful analyses from a total of 8001 trial circles
1523 analyses aborted due to unacceptable geometry
Critical (minimum) Factor of Safety: 2.71
Negative normal stresses exist on the base of one or more slices -
examine slice data and consult the Galena Users' Guide
Circle and Results Summary (Lowest 7 Factor of Safety circles)
Circle X-Centre Y-Centre X-Left Y-Left X-Right Y-
Right Radius FoS
1 42.80 849.59 32. 68 794.00 90.55 819.40
56.50 2.710
2 40.85 849. 91 32.68 794 .00 87. 66 818.26
56.50 2.712
3 45.01 849.14 32. 68 794.00 93.45 820.04
56.50 2.714
4 41.48 848.48 32.68 794.00 87.66 818.26
55.18 2.718
5 43.44 848.13 32. 68 794.00 90.55 819.40
55.18 2.720
' 6 42.50 849.11 30.05 794 .00 90.55 819.40
56.50 2.721
7 38.92 850.16 32.68 794.00 84.76 817.13
56.50 2.722
File:C:IProjects\Swanson\Stability Prnt-Out 4 of 4 7/20/2007
T HJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Mason County DCD
Attention: Tammi Wright
PO Box 279
Shelton, WA 98584
Byron & Janice Swanson
317 Overlook Drive
Vancouver, WA 98665-8541
RE: Geotechnical Report Update
Lake Cushman Div. 1, Lot 2
Mason Co. Prcl No. 42329-50-00002
Mason Co. Case No.s
Tammi Wright,
I've been contacted by the Swansons and yourself regarding the applicability of the
geotechnical report I prepared for the Swanson property in July of 2007.
I've been by the site today, and nothing's changed. The report I wrote dated 7/27/07 is
still valid, and applicable to the proposed Swanson site development plans.
Please feel free to call me or email me (atahja@hctc.com) if you have any additional
questions or concerns regarding this update, or the original geotechnical report.
Sincerely,
Alan A. Tahja, P.E. A
Attached: Wright email r uesting report update
� 30784
C �ECISTE0 +4
�SS!ONAL E' '
1
EXPIRES
File: C:\Projects\SwansonlGeo-Update 1 of 1 4/2/2008
Page 1 of 1
Alan
From: Tammi Wright[TammiW@co.mason.wa.us]
Sent: Wednesday, April 02, 2008 11:35 AM
To: atahja@hctc.com
Subject: Byron Swanson#42329-50-00002 (451 Wynoochee Drive)
Alan,
I just got a building permit from Mr. Swanson. He left a note on the application that he talked with you and that
you told him that you needed a call or letter from Mason County requesting and addendum stating that site
conditions have not changed. Can you accept this email or should I send a formal letter?
Tammi Wright, Planner
Mason County DCD
PO Box 279
Shelton, WA 98584
(360)427-9670 ext. 295
tammiw(a�co.mason.wa.us
4/2/2008
Lo cDN
TAHJA ENGINEERING, Inc.
P Box 235, Hoodsport, WA 98548
(360) 877-9512
Mason County DCD
Planning Division
PO Box 279
Shelton, WA 98584
Byron & Janice Swanson
317 Overlook Drive
Vancouver, WA 98665-8541
RE: Geotechnical Report
Parcel No. 42329-50-00002
Lake Cushman Div. 1, Lot 2
Wynoochee Drive
Hoodsport, WA 98548
INTRODUCTION
I was contacted by the Swansons in the Spring of this year who requested my investigation
and documentation of slope stability and landslide hazard issues relating to the residential
development of Mason County Property Tax Parcel Number 42329-50-00002. Topographic
information was collected on July 17, 2007, using a Trimble T5415 Total Station, a Sokkia
model8047-55 inclinometer, and other equipment as needed.
The property is generally level with the westerly quarter of the property sloping down
towards Prospect Ridge Drive at slopes measured as steep as 110%.
The Swansons are in the process of developing and landscaping the property for future use as
a single family residence. The property is currently improved with a small storage building, a
fairly large cleared and leveled parking and storage area, an existing Onsite Septic System
(OSS), and an improved access off of Wynoochee Drive. The accompanying site plan shows
the general layout of the property and existing improvements.
With slopes on or within 300-feet of the property exceeding 40% with heights greater than 10-
feet, Mason County requires a geotechnical report to be developed to address stability issues
relating to the property's development. 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 property has been logged in the past and the upland area of the property is generally
clear and level. The sloping sections of the property contain medium aged second growth fir,
hemlock, and cedar trees growing generally paralleling the property's boundary lines.
File: C:IProjects\Swanson\Geo-Rpt 1 of 5 7/27/2007
1 '
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Besides the conifers, the sloping areas of the property have a moderate covering of Salal,
Oregon grape, ferns, and other vegetation.
Inspection of the Shelton Quadrangle Geologic Map finds the property located in the area
between Lake Cushman to the west and SR 119 to the east, with a soil type identified as Eva.
This soil is described' as a Tertiary Igneous Rocks, as follows;
Eve : Crescent Formation basalt, undifferentiated(lower to middle Eocene) —
Submarine,plagioclase pyroxene basalt with local diabase and gabbro;pervasive zeolite and
chlorite alteration in the matrix; commonly amygdaloidal with zeolite and(or) chlorite
amygdules; dark gray with greenish tint, brown where weathered, reddish and variegated
along altered contact zones; contains flows,pillow basalt, and breccias; refilled lava tubes
common in breccias; columnar joint orientation is commonly highly variable; highly
vesiculated and(or)pillowed units are commonly highly altered and contain abundant clay
minerals, whereas thick units with strong columnar joint formation tend to be less altered,•
commonly sheared and faulted; contains rare interbeds of laminar basaltic siltstone or fine
sandstone with for a-miniferal faunas referable to the Ulatisian Stage (Rau, 1981). Locally
divided into:
Evcf Crescent Formation basalt,flow dominated
Evcp Crescent Formation basalt,pillow dominated
The Series 1950, No. 9 SOIL SURVEY of Mason County indicates the site soils are a
Hoodsport gravelly sandy loam(Hd) usually found on slopes ranging from 5 — 15 percent.
The Hoodsport soil types are prone to neither erosion, or liquification, and is not listed in
Mason County's Resource Ordinance as an erodible soil or an erosion hazard. The
Hoodsport soils are typically described as excessively drained, and typically are composed of
a fairly high percentage of cobbles or gravels. The soil is also comprised of varying ratios of
fines, including silts and clays, which may comprise as high as 12 or 15% of the soil mass.
The soils on the Swanson site contain a moderate amount of fines, along with a
conglomeration of sand, gravels and cobbles, and are generally the weathered surface of the
glacial till soils which underlie the whole region. The soil provides good foundation support
in its undisturbed state, but must be properly placed and compacted if fill sections are
expected to provide reliable bearing.
Further consideration of the soils found on site lead to describing the soils in terms of the
USCS criteria, and describing the soils as a cemented GP-GC (gap-graded gravels or
uniform gravels, sandy gravels) with a major clayey sand component. These soil
designations were used in characterizing the soil for stability analysis.
Quad Map& Soil Descriptions derived from the Geologic Map of Shelton1:100,000 Quadrangle,
Washington, DNR Washington Division of Geology and Earth Resources, Open File Report 2003-15
File: C:IProjects\SwansonlGeo-Rpt 2 of 5 7/27/2007
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
2. DEVELOPMENT AND GEOLOGIC FEATURES:
A site plan has been developed for this property and is attached in the appendixes. The final
location and size of the future residence is still being finalized. The Swansons intend to
construct a daylight basement structure generally in the location shown on the attached site
plan. Though the property contains slopes in the 48° range, they are comprised of an
underlying glacial till, and may be considered very stable. A minimal setback is
recommended later in this report,but may be considered an arbitrary distance, since properly
designed footings could allow a structure to be sited on the slope. The groundwater table is
presumed to be at the approximate Lake Cushman lake level (—El 720 Winter, 738
Summer), and does not affect this site's stability.
3. LOCATIONS OF LOGS OF EXPLORATORY HOLES OR PROBES:
Inspection of the slopes and cut in the subject property's vicinity were inspected and areas
throughout the property were p obed with a soil probing tool. The probing and observed cuts in
the area confirmed the Shelton audrangle Map soil description, and the Mason County Soil
Survey description of the soils s generally being medium dense soil horizons of weathered
Vashon glacial till to a depth around 3-feet where it becomes more dense and can be
characterized as hardpan.
4. CROSS SECTION WITH PROPOSED GRADE CHANGES:
A cross section is included in the appendix. A daylight basement is proposed in the
approximate location shown on the plans which places the structure on the slope above
Prospect Ridge Drive. A short(<4-foot in height) rockery or retaining wall may be installed
to provide a walkway along the residence's westerly side to provide access to the basement
from the west.
5. SLOPE STABILITY ANALYSIS:
The steepest slopes on the property in its present condition contain no obvious recent mass
landslides or stability problem indicators. The level building area in the central area of the
property has no discernible irregularities, settlements, fissures, or evidence of consolidation
problems.
Unified Soil Classification System typing places the soils in a coarse grained soil (GP-GC)
classification with a dry density between 120-135 lbm/ft3 and a typical effective stress
friction angle (0)> 37°. A soil density of 1301bm/ft3 will be used in the stability analysis,
along with a phi angle of 40°. Back-analysis of the existing slope indicates these are
relatively conservative soil properties. Slope stability calculations are addressed on a
GALENATM Stability Analysis Program printout following the site plans.Foundations
bearing on the medium dense and dense GP-GC soil(Hoodsport gravelly sandy loam) can
expect to realize bearing capacities of the natural soil in the 1000 to 1500 pounds per square
foot range, with settlement for residential foundations within half an inch overall.
File: C.IProjects\Swanson\Geo-Rpt 3 of 5 7/27/2007
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
6. RECOMMENDED SETBACKS & DRAINAGE:
Though the property contains a relatively steep slope in the westerly direction, the slopes on
the property are underlain by glacial till and may be considered stable. A 5-foot setback is
recommended between the face of any footing near a steep slope and the face of the slope.
This setback is primarily intended to ensure that the footings are founded on the underlying
glacial till layer, and to accommodate cover soil over the footings to provide protection
against freeze/thaw cycles and the elements.
Of greater importance than the setback, is a recommendation that the footings be founded on
undisturbed dense soil. Footings located in any areas suspected of being"old" fill material,
should be excavated down to the dense till layer, or at a minimum, down to undisturbed
original medium dense material and backfilled with a Controlled Density Backfill material
such as crushed rock or crushed gravel. Excavation of a basement beneath the proposed
house, with the main floor elevation roughly even with the level portions of the property
generally ensures that footings will bear on undisturbed glacial till.
Drainage through and off the property appears random, and generally un-directed. Runoff
from the existing site generally sheets off the property to the north and west. Runoff from a
future residence's roof and other impervious areas may be dispersed over the vegetated
slopes, but should not be introduced at the top of any slopes in a concentrated discharge.
Splash blocks at the corners of the house could be employed, or the roof gutters may be
collected and delivered to a gravel filled level trench located at the crest of the slope the
runoff is directed over. The level dispersion trenches need only be 12 to 24"deep, by 3'
wide, by 10' long. An alternative to dispersing runoff over the slopes in a sheet flow would
be to convey the collected runoff to the bottom of the slope in a tightline pipe. Drainage
through and off the property needs little improvement.
7. CLEARING, GRADING, AND VEGETATION MANAGEMENT:
General site grading and preparation has already been accomplished, and very little additional
clearing will be needed to proceed with the residential development of the property.
Once a residence is constructed on the property, a greater area of the leveled clearing may be
expected to be planted with grass and landscape plantings. The hillsides surrounding the
construction area should be planted with deep rooting plants of the owner's choice. A good cover
of vegetation on the slopes will help reduce or eliminate erosion and sloughing associated with
freeze/thaw cycles. Overall, it appears the development of the property will have a minor impact
on the property itself, and little or no impact to surrounding properties.
8. EROSION AND SEDIMENT CONTROL:
As indicated earlier in this report,the site's soils are not considered erodible, and minimal
Erosion and Sediment(E&S) Control measures should be adequate to protect neighboring
properties and State waters.Access to the site already exists off of Wynoochi Drive (a private
Lake Cushman Maintenance Company Road), and is stable in its present condition.
File: C:IProjects\SwansonlGeo-Rpt 4 of 5 7/27/2007
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
The major future earthwork will be excavating the house's basement. These development
areas drain mainly to the owner's property, and will have approximately 20+-feet of
Vegetative to pass through before any runoff exits the property at its normal discharge
locations. The existing and proposed features should provide adequate protection against adverse
stormwater runoff impacts.
9. ON-SITE AND OFF-SITE IMPACTS:
Construction and completion of the proposed improvements are not expected to result in any
adverse on-site, or off-site impacts. The proposed residential development and landscaping of
the property will not result in adverse impacts to either the subject property or to neighboring
properties.
la SPECIFICATIONS OF FINAL DEVELOPMENT CONDITIONS:
The completed site will be allowed to return, for the most part, to a naturally vegetated state. The
main ground cover will be gravel parking, lawn and medium height shrubbery.
In the future development of the property, discharging concentrations of collected
Stormwater runoff within 20 feet of a property boundary should be avoided.
Conclusions and Summary;
The residential development of the Swanson property located on Wynoochi Drive does not
appear to present any stability problems that cannot be overcome, and will not result in any
undesirable impacts.
The property itself provides an adequate vegetated buffer area to protect neighboring
properties and State Waters from adverse stormwater runoff impacts. The stormwater related
recommendations made in this report should be adequate for both temporary and permanent
stormwater runoff management and concerns.
I hope this report meets the needs of the Swansons, and Mason County in planning the
property's development.
Sincerely, ' -
yo iv-
Alan A. Tahja, P.E. 3nve4
q4 'ECISTEgB9
Attached: Site Plan(Plan Sheets 1 & 2) �`SSioNAL
Cross Section(Plan Sheet 3)
Stability Analysis (GALENA Stability Analysis PrO ( (—
File:C:IProjects\SwansonlGeo-Rpt 5 of 5 7/27/2007
Revision# Description Date TAHJA ENGINEERING,Inc. Site Plan PrRile
Alan Tahja,P.E. Byron&Janice Swanson Swanson
PO Box 235 317 Overlook Drive Sbret
Hoodsport, WA 98548 Vancouver, WA 98665-8541
Mason County Prcl No.: 42329-50-00002 (360)877-9512 (360)695-8728 1 of 3
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Revision# Description Date TAHJA ENGINEERING,Inc. Site Plan Swanson
Alan Tahja,P.E. Byron&Janice Swanson
PO Box 235 317 Overlook Drive gy,,,
Hoodspork WA 98548 Vancouver, WA 98665-8541 2 of 3
Mason CountyPrcl No.: 42329-50-00002 (360)877-9512 (360)695-8728
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Revision# Description Date TAHJA ENGINEERING,Inc. Cross Section View pm,.
Alan Tahja,P.E. Byron&Janice Swanson Swanson
PO Box 235 317 Overlook Drive
Sbeet
Hoodspork WA 98548 Vancouver, WA 98665-8541 3 of 3
Mason County Prcl No.: 42329-50-00002 (360)877-9512 (360)695-8728
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TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Swanson - Lake Cushman Division 1, Lot 2 Stability Analysis
GALENA o....sco
i 1 I
::i tt OF A 1- r
t .4
• 840— —
830- �0 +G`ST8 g,61[w�
- S'IONAL S`
ago—
:::
— Multiple Stability Analysis
Method: Bishop Simplified
Surface: Circular
780—
RM_IJit
— Critical(minimum)
770— Factor of Safety: 3.80
0' 20 40 60 80' 100 120 140 160
ailed:20 Jul 2007 Rocessed 20 Jul 2007
Project: Swanson-Lk Cushman Div.1,Lot 1 Stability Analysis -
Static
a En ,Inc.
File: C:tDocuments and Settings\Owner\My Documents NrojecStSWanson\Stability\Stability Anaysis t.gmf Tah'J 9ineerin 9
Galena 5.00 Analysis Results
Licensee: Tahja Engineering, Inc.
DATA: Analysis 1 - Static
Material Properties (1 material)
Material: 1 (Mohr-Coulomb Cu increases with depth) - GP-SC Gravelly
Clayey Sands
Cohesion Phi PI UnitWeight Ru
300.00 40.0 10 130.00 0.00
Material Profiles (1 profile)
Profile: 1 (2 points) Material beneath: 1 - GP-SC Gravelly Clayey
Sands
0.00 850.00 160.00 850.00
Slope Surface (8 points)
0.00 794.00 34.30 794 .00 38.20
798.00 41.60 800.00 53.70 806.00
66.50 810.00 92.10 820.00 152.00
822.00
Failure Surface
File: C:\Projects\Swanson\StabilityPrnt-Out 1 of 4 • 7/20/2007
r '
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Initial circular surface for critical search defined by: XL,XR,R
Intersects: XL: 34.00 YL: 794.00 XR: 92.00
YR: 819. 96
Centre: XC: 50.56 YC: 834.76
Radius: R: 44.00
Variable Restraints
Parameter descriptor: XL XR R
Range of variation: 50.00 55.00 25.00
Trial positions within range: 20 20 20
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: 4 . 15
There were: 6478 successful analyses from a total of 8001 trial circles
1523 analyses aborted due to unacceptable geometry
Critical (minimum) Factor of Safety: 3.80
Negative normal stresses exist on the base of one or more slices -
examine slice data and consult the Galena Users' Guide
Circle and Results Summary (Lowest 9 Factor of Safety circles)
Circle X-Centre Y-Centre X-Left Y-Left X-Right Y-
Right Radius FoS
1 40.85 849. 91 32. 68 794.00 87.66 818.26
56.50 3.802
2 42.80 849.59 32. 68 794.00 90.55 819.40
56.50 3.806
3 38.92 850.16 32.68 794.00 84.76 817.13
56.50 3.807
4 41.48 848.48 32.68 794.00 87. 66 818.26
55.18 3.811
5 39.54 848.76 32. 68 794.00 84.76 817.13
55.18, 3.811
6 40.58 849.51 30.05 794.00 87.66 818.26
56.50 3.816
7 42.50 849.11 30.05 794.00 90.55 819.40
56.50 3.816
8 40.16 847.35 32.68 794.00 84.76 817.13
53.87 3.817
9 43.44 848.13 32.68 794.00 90.55 819.40
55.18 3.820
File:C:IProjects1Swanson\Stability Prnt-Out 2 of 4 7/20/2007
TAHJA ENGINEERING, Inc.
PO Box 235,Hoodsport, WA 98548
(360) 877-9512
GALENA ...so.
I I I 6ao— —
'
870— —
eso—
850-
840—
830—
810-
800—
Analysis: 1
—iso—
Multiple Stability Analysis
Multiple
Bishop Simplified
Surface.: Circular
780— —
Results
— Critical(minimum)
770— Factor of Safety 2.71
I I I I i I 1 I i
0 20 40 b0 80 100 120 140 160
Edled 20 Jul 2007 Pmc.02.0 20 Jul 2007
Project: Swanson-Lk Cushman Div.1,Lot 1 Stability Analysis
Dynamic
ELcI CADocumeMs and Settings\ownenMy Documents\Pro ec slSwanson\StabIlmnStaea5ry analysis 1.smf Tahja Engineering,Inc.
Galena 5.00 Analysis Results
Licensee: Tahja Engineer_ng, Inc.
DATA: Analysis 1 - Dynamic
Material Properties (1 material)
Material: 1 (Mohr-Coulomb Cu increases with depth) - GP-SC Gravelly
Clayey Sands
Cohesion Phi PI UnitWeight Ru
300.00 40.0 10 130.00 0.00
Material Profiles (1 profile)
Profile: 1 (2 points) Material beneath: 1 - GP-SC Gravelly Clayey
Sands
0.00 850.00 160.00 850.00
Slope Surface (8 points)
0.00 794.00 34.30 794.00 38.20
798.00 41. 60 800.00 53.70 806.00
66.50 810.00 92.10 820.00 152.00
822.00
Failure Surface
File:C:IProjects\Swanson\Stability Pr fit-Out 3 of 4 7/20/2007
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Initial circular surface for critical search defined by: XL,XR,R
Intersects: XL: 34.00 YL: 794.00 XR: 92.00
YR: 819. 96
Centre: XC: 50.56 YC: 834 .76
Radius: R: 44.00
Earthquake Force
Pseudo-static earthquake (seismic) coefficient: 0. 150
Variable Restraints
Parameter descriptor: XL XR R
Range of variation: 50.00 55.00 25.00
Trial positions within range: 20 20 20
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: 2.96
There were: 6478 successful analyses from a total of 8001 trial circles
1523 analyses aborted due to unacceptable geometry
Critical (minimum) Factor of Safety: 2.71
Negative normal stresses exist on the base of one or more slices -
examine slice data and consult the Galena Users' Guide
Circle and Results Summary (Lowest 7 Factor of Safety circles)
Circle X-Centre Y-Centre X-Left Y-Left X-Right Y-
Right Radius FoS
1 42.80 849.59 32.68 794.00 90.55 819.40
56.50 2.710
2 40.85 849.91 32. 68 794.00 87.66 818.26
56.50 2.712
3 45.01 849.14 32.68 794.00 93.45 820.04
56.50 2.714
4 41.48 848.48 32. 68 794.00 87.66 818.26
55.18 2.718
5 43.44 848.13 32. 68 794.00 90.55 819.40
55.18 2.720
6 42.50 849.11 30.05 794.00 90.55 819.40
56.50 2.721
7 38.92 850.16 32.68 794.00 84.76 817. 13
56.50 2.722
File:C:(Projects\Swanson\Stability Prnt Out 4 of 4 7/20/2007
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Initial circular surface for critical search defined by: XL,XR,R
Intersects: XL: 34.00 YL: 794.00 XR: 92.00
YR: 819. 96
Centre: XC: 50.56 YC: 834.76
Radius: R: 44.00
Earthquake Force
Pseudo-static earthquake (seismic) coefficient: 0.150
Variable Restraints
Parameter descriptor: XL XR R
Range of variation: 50.00 55.00 25.00
Trial positions within range: 20 20 20
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: 2. 96
There were: 6478 successful analyses from a total of 8001 trial circles
1523 analyses aborted due to unacceptable geometry
Critical (minimum) Factor of Safety: 2.71
Negative normal stresses exist on the base of one or more slices -
examine slice data and consult the Galena Users' Guide
Circle and Results Summary (Lowest 7 Factor of Safety circles)
Circle X-Centre Y-Centre X-Left Y-Left X-Right Y-
Right Radius FoS
1 42.80 849.59 32.68 794 .00 90.55 819.40
56.50 2.710
2 40.85 849.91 32.68 794.00 87.66 818.26
56.50 2.712
3 45.01 849.14 32.68 794.00 93.45 820.04
56.50 2.714
4 41.48 848.48 32.68 794.00 87.66 818.26
55.18 2.718
5 43.44 848.13 32.68 794.00 90.55 819.40
55.18 2.720
6 42.50 849.11 30.05 794.00 90.55 819.40
56.50 2.721
7 38.92 850.16 32.68 794 .00 84.76 817.13
56.50 2.722
File:C:IProjects\SwansonlStabilityPrfa Out 4 of 4 7/20/2007
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
GALENA eesao
880—I r I I I t I
870—
150
860—
850—
840—
830—
easemem owaa,
820—
800—
— __ _ Analysis: 1
790 — Multiple Stability Analysis
Method: Bishop Simplified
780— Surface: Circular
Results
770—
— Critical(minimum)
Factor of Safety 2.71
t 1
0 20 40 80 80 100 120 140 160
Ed.:20.12007 lased'20.12007
Project: Swanson-Lk Cushman Div.1,Lot 1 Stability Analysis
Dynamic
fL C1Documents and Settings\Owner\My Documents\Projects\Swanson\Stability\Stability Analysis 1.gmf Tahja Engineering,Inc.
Galena 5.00 Analysis Results
Licensee: Tahja Engineering, Inc.
DATA: Analysis 1 - Dynamic
Material Properties (1 material)
Material: 1 (Mohr-Coulomb Cu increases with depth) - GP-SC Gravelly
Clayey Sands
Cohesion Phi PI UnitWeight Ru
300.00 40.0 10 130.00 0.00
Material Profiles (1 profile)
Profile: 1 (2 points) Material beneath: 1 - GP-SC Gravelly Clayey
Sands
0.00 850.00 160.00 850.00
Slope Surface (8 points)
0.00 794.00 34.30 794.00 38.20 •
798.00 41. 60 800.00 53.70 806.00
66.50 810.00 92.10 820.00 152.00
822.00
Failure Surface
• File:C:(Projects\SwansonlStability Prnt-Out 3 of 4 7/20/2007
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Initial circular surface for critical search defined by: XL,XR,R
Intersects: XL: 34.00 YL: 794.00 XR: 92.00
YR: 819.96
Centre: XC: 50.56 YC: 834.76
Radius: R: 44.00
Variable Restraints
Parameter descriptor: XL XR R
Range of variation: 50.00 55.00 25.00
Trial positions within range: 20 20 20
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: 4.15
There were: 6478 successful analyses from a total of 8001 trial circles
1523 analyses aborted due to unacceptable geometry
Critical (minimum) Factor of Safety: 3.80
Negative normal stresses exist on the base of one or more slices -
examine slice data and consult the Galena Users' Guide
Circle and Results Summary (Lowest 9 Factor of Safety circles)
Circle X-Centre Y-Centre X-Left Y-Left X-Right Y-
Right Radius FoS
1 40.85 849.91 32.68 794.00 87.66 818.26
56.50 3.802
2 42.80 849.59 32.68 794.00 90.55 819.40
56.50 3.806
3 38. 92 850.16 32.68 794.00 84 .76 817.13
56.50 3.807
4 41.48 848.48 32. 68 794 .00 87 . 66 818.26
55.18 3.811
5 39.54 848.76 32. 68 794 .00 84.76 817.13
55.18. 3.811
6 40.58 849.51 30.05 794.00 87. 66 818.26
56.50 3.816
7 42.50 849.11 30.05 794.00 90.55 819.40
56.50 3.816
8 40.16 847.35 32. 68 794.00 84.76 817.13
53.87 3.817
9 43.44 846.13 32.68 794.00 90.55 819.40
55.18 3.820
File:C:1Projects\Swanson\Stability Prnt-Out 2 of 4 7/20/2007
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Swanson - Lake Cushman Division 1, Lot 2 Stability Analysis
GALENA *son
880
870— A. i
wA
850— _ \ �� :. i
840- ,
830- a178� C�
�V
ez0— �`4, G/sTE3 �\-+Y
- IONALE
:::
——
/ Analysis: 1
no-
— Multiple Stability Analysis
Method: Bishop Simplified
780— Surface: Circular
770— Results
— Critical(minimum)
Factor of Safety: 3.80
i r r i i
0 20 40 60 80 100 120 140 160
Edited 20 Jul 2007 Processed 20 Jul 2002
Proiect: Swanson-Lk Cushman Div.1,Lot 1 Stability Analysis
Static
fife: C:\Documents and SettingslOwner\My Documerrts\ProjectslSwsnson\Stability\Stability Analysis torn( Tahja Engineering,Inc.
Galena 5.00 Analysis Results
Licensee: Tahja Engineering, Inc.
DATA: Analysis 1 - Static
Material Properties (1 material)
Material: 1 (Mohr-Coulomb Cu increases with depth) - GP-SC Gravelly
Clayey Sands
Cohesion Phi PI UnitWeight Ru
300.00 40.0 10 130.00 0.00
Material Profiles (1 profile)
Profile: 1 (2 points) Material beneath: 1 - GP-SC Gravelly Clayey
Sands
0.00 850.00 160.00 850.00
Slope Surface (8 points)
0.00 794.00 34.30 794.00 38.20
798.00 41.60 800.00 53.70 806.00
66.50 810.00 92.10 820.00 152.00
822.00
Failure Surface
File:C.IProjects\Swanson\Stability Prnt-Out 1 of 4 7/20/2007
Revision# Description Date T A ENGINEERING,Inc. Cross Section View .Fa.
A1ap Tahja,P.E. Byron&Janice Swanson Swanson
PO ox 235 317 Overlook Drive _,„
Hoodsport, WA 98548 Vancouver, WA 98665-8541 3 of 3
Mason County Prcl No.: 42329-50-00002 (360 877-9512 (360)695-8728
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Revision# Description Date TAHJA ENGINEERING,Inc. Site Plan
Alan Tahja,P.E. Byron&Janice Swanson Swanson
PO Box 235 317 Overlook Drive
Sheet
Hoodspork WA 98548 Vancouver, WA 98665-8541
Mason CountyPrcl No.: 42329-50-00002 (360)877 9512 (360)695-8728 2 of 3
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Site Plan
Description
1 of 3
Revision# Date TAHJAianArahrpG.EINE. ERING,Inc.
PO Box 235
HcodsPort, WA 98548 Byron
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(310 877-9512 Vancouver, WA 98665-8541
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TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
The major future earthwork will be excavating the house's basement. These development
areas drain mainly to the owner's property, and will have approximately 20+-feet of
vegetative to pass through before any runoff exits the property at its normal discharge
locations. The existing and proposed features should provide adequate protection against adverse
stormwater runoff impacts.
9. ON-SITE AND OFF-SITE IMPACTS:
Construction and completion of the proposed improvements are not expected to result in any
adverse on-site, or off-site impacts. The proposed residential development and landscaping of
the property will not result in adverse impacts to either the subject property or to neighboring
properties.
10 SPECIFICATIONS OF FINAL DEVELOPMENT CONDITIONS:
The completed site will be allowed to return, for the most part, to a naturally vegetated state. The
main ground cover will be gravel parking, lawn and medium height shrubbery.
In the future development of the property, discharging concentrations of collected
Stormwater runoff within 20 feet of a property boundary should be avoided.
Conclusions and Summary;
The residential development of the Swanson property located on Wynoochi Drive does not
appear to present any stability problems that cannot be overcome, and will not result in any
undesirable impacts.
The property itself provides an adequate vegetated buffer area to protect neighboring
properties and State Waters from adverse stormwater runoff impacts. The stormwater related
recommendations made in this report should be adequate for both temporary and permanent
stormwater runoff management and concerns.
I hope this report meets the needs of the Swansons, and Mason County in planning the
property's development.
A.
Sincerely,
4
VS
Alan A. Tahja, P.E.
44-
3o784
Attached: Site Plan(Plan Sheets 1 &2) •�;'�S1.0NAL R
ONAL E
Cross Section (Plan Sheet 3)
Stability Analysis (GALENA Stability Analysis Prii ( (— _{
File:C:IProjectslSwansonlGeo-Rpt 5 of 5 7/27/2007
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
6. RECOMMENDED SETBACKS & DRAINAGE:
Though the property contains a relatively steep slope in the westerly direction, the slopes on
the property are underlain by glacial till and may be considered stable. A 5-foot setback is
recommended between the face of any footing near a steep slope and the face of the slope.
This setback is primarily intended to ensure that the footings are founded on the underlying
glacial till layer, and to accommodate cover soil over the footings to provide protection
against freeze/thaw cycles and the elements.
Of greater importance than the setback, is a recommendation that the footings be founded on
undisturbed dense soil. Footings located in any areas suspected of being"old" fill material,
should be excavated down to the dense till layer, or at a minimum, down to undisturbed
original medium dense material and backfilled with a Controlled Density Backfill material
such as crushed rock or crushed gravel. Excavation of a basement beneath the proposed
house, with the main floor elevation roughly even with the level portions of the property
generally ensures that footings will bear on undisturbed glacial till.
Drainage through and off the property appears random, and generally un-directed. Runoff
from the existing site generally sheets off the property to the north and west. Runoff from a
future residence's roof and other impervious areas may be dispersed over the vegetated
slopes, but should not be introduced at the top of any slopes in a concentrated discharge.
Splash blocks at the corners of the house could be employed, or the roof gutters may be
collected and delivered to a gravel filled level trench located at the crest of the slope the
runoff is directed over. The level dispersion trenches need only be 12 to 24"deep, by 3'
wide, by 10' long. An alternative to dispersing runoff over the slopes in a sheet flow would
be to convey the collected runoff to the bottom of the slope in a tightline pipe. Drainage
through and off the property needs little improvement.
7. CLEARING, GRADING, AND VEGETATION MANAGEMENT:
General site grading and preparation has already been accomplished,and very little additional
clearing will be needed to proceed with the residential development of the property.
Once a residence is constructed on the property, a greater area of the leveled clearing may be
expected to be planted with grass and landscape plantings. The hillsides surrounding the
construction area should be planted with deep rooting plants of the owner's choice. A good cover
of vegetation on the slopes will help reduce or eliminate erosion and sloughing associated with
freeze/thaw cycles. Overall, it appears the development of the property will have a minor impact
on the property itself, and little or no impact to surrounding properties.
8. EROSION AND SEDIMENT CONTROL:
As indicated earlier in this report,the site's soils are not considered erodible, and minimal
Erosion and Sediment(E&S) Control measures should be adequate to protect neighboring
properties and State waters. Access to the site already exists off of Wynoochi Drive (a private
Lake Cushman Maintenance Company Road), and is stable in its present condition.
File: C:lProjects\SwansonlGeo-Rpt 4 of 5 7/27/2007
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
2. DEVELOPMENT AND GEOLOGIC FEATURES:
A site plan has been developed for this property and is attached in the appendixes. The final
location and size of the future residence is still being finalized. The Swansons intend to
construct a daylight basement structure generally in the location shown on the attached site
plan. Though the property contains slopes in the 48° range, they are comprised of an
underlying glacial till, and may be considered very stable. A minimal setback is
recommended later in this report, but may be considered an arbitrary distance, since properly
designed footings could allow a structure to be sited on the slope. The groundwater table is
presumed to be at the approximate Lake Cushman lake level (—El 720 Winter, 738
Summer), and does not affect this site's stability.
3. LOCATIONS OF LOGS OF EXPLORATORY HOLES OR PROBES:
Inspection of the slopes and cuts in the subject property's vicinity were inspected and areas
throughout the property were probed with a soil probing tool. The probing and observed cuts in
the area confirmed the Shelton Qaudrangle Map soil description, and the Mason County Soil
Survey description of the soils as generally being medium dense soil horizons of weathered
Vashon glacial till to a depth around 3-feet where it becomes more dense and can be
characterized as hardpan.
4. CROSS SECTION WITH PROPOSED GRADE CHANGES:
A cross section is included in the appendix. A daylight basement is proposed in the
approximate location shown on the plans which places the structure on the slope above
Prospect Ridge Drive. A short (<4-foot in height) rockery or retaining wall may be installed
to provide a walkway along the residence's westerly side to provide access to the basement
from the west.
5. SLOPE STABILITY ANALYSIS:
The steepest slopes on the property in its present condition contain no obvious recent mass
landslides or stability problem indicators. The level building area in the central area of the
property has no discernible irregularities, settlements, fissures, or evidence of consolidation
problems.
Unified Soil Classification System typing places the soils in a coarse grained soil (GP-GC)
classification with a dry density between 120-135 Ibm/ft3 and a typical effective stress
friction angle (0)> 37°. A soil density of 130 lbm/ft3 will be used in the stability analysis,
along with a phi angle of 40°. Back-analysis of the existing slope indicates these are
relatively conservative soil properties. Slope stability calculations are addressed on a
GALENATM Stability Analysis Program printout following the site plans. Foundations
bearing on the medium dense and dense GP-GC soil (Hoodsport gravelly sandy loam) can
expect to realize bearing capacities of the natural soil in the 1000 to 1500 pounds per square
foot range, with settlement for residential foundations within half an inch overall.
File: C:I Projects\SwansonlGeo-Rpt 3 of 5 7/27/2007
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Besides the conifers, the sloping areas of the property have a moderate covering of Salal,
Oregon grape, ferns, and other vegetation.
Inspection of the Shelton Quadrangle Geologic Map finds the property located in the area
between Lake Cushman to the west and SR 119 to the east, with a soil type identified as Eva..
This soil is described' as a Tertiary Igneous Rocks, as follows;
Eve : Crescent Formation basalt, undifferentiated(lower to middle Eocene) —
Submarine,plagioclase-pyroxene basalt with local diabase and gabbro;pervasive zeolite and
chlorite alteration in the matrix; commonly amygdaloidal with zeolite and(or) chlorite
amygdules; dark gray with greenish tint, brown where weathered, reddish and variegated
along altered contact zones; contains flows,pillow basalt, and breccias; refilled lava tubes
common in breccias; columnar joint orientation is commonly highly variable; highly
vesiculated and(or)pillowed units are commonly highly altered and contain abundant clay
minerals, whereas thick units with strong columnar joint formation tend to be less altered,•
commonly sheared and faulted; contains rare interbeds of laminar basaltic siltstone or fine
sandstone with for a-miniferal faunas referable to the Ulatisian Stage (Rau, 1981). Locally
divided into:
Evcj Crescent Formation basalt,flow dominated
Evcp Crescent Formation basalt,pillow dominated
The Series 1950,No. 9 SOIL SURVEY of Mason County indicates the site soils are a
Hoodsport gravelly sandy loam (Hd) usually found on slopes ranging from 5 — 15 percent.
The Hoodsport soil types are prone to neither erosion, or liquification, and is not listed in
Mason County's Resource Ordinance as an erodible soil or an erosion hazard. The
Hoodsport soils are typically described as excessively drained, and typically are composed of
a fairly high percentage of cobbles or gravels. The soil is also comprised of varying ratios of
fines, including silts and clays, which may comprise as high as 12 or 15% of the soil mass.
The soils on the Swanson site contain a moderate amount of fines, along with a
conglomeration of sand, gravels and cobbles, and are generally the weathered surface of the
glacial till soils which underlie the whole region. The soil provides good foundation support
in its undisturbed state, but must be properly placed and compacted if fill sections are
expected to provide reliable bearing.
Further consideration of the soils found on site lead to describing the soils in terms of the
USCS criteria, and describing the soils as a cemented GP-GC (gap-graded gravels or
uniform gravels, sandy gravels)with a major clayey sand component. These soil
designations were used in characterizing the soil for stability analysis.
Quad Map&Soil Descriptions derived from the Geologic Map of Shelton1:100,000 Quadrangle,
Washington, DNR Washington Division of Geology and Earth Resources,Open File Report 2003-15
File: C:IProjects\Swanson\Geo-Rpt 2 of 5 7/27/2007
6 Li)-2_00 - (y.),N
•
TAHJA ENGINEERING, Inc. MUD
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Mason County DCD
Planning Division
PO Box 279
Shelton, WA 98584
Byron& Janice Swanson
317 Overlook Drive
Vancouver, WA 98665-8541
RE: Geotechnical Report
Parcel No. 42329-50-00002
Lake Cushman Div. 1, Lot 2
Wynoochee Drive
Hoodsport, WA 98548
INTRODUCTION
I was contacted by the Swansons in the Spring of this year who requested my investigation
and documentation of slope stability and landslide hazard issues relating to the residential
development of Mason County Property Tax Parcel Number 42329-50-00002. Topographic
information was collected on July 17, 2007, using a Trimble T5415 Total Station, a Sokkia
model 8047-55 inclinometer, and other equipment as needed.
The property is generally level with the westerly quarter of the property sloping down
towards Prospect Ridge Drive at slopes measured as steep as 110%.
The Swansons are in the process of developing and landscaping the property for future use as
a single family residence. The property is currently improved with a small storage building, a
fairly large cleared and leveled parking and storage area, an existing Onsite Septic System
(OSS), and an improved access off of Wynoochee Drive. The accompanying site plan shows
the general layout of the property and existing improvements.
With slopes on or within 300-feet of the property exceeding 40% with heights greater than 10-
feet, Mason County requires a geotechnical report to be developed to address stability issues
relating to the property's development. 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 property has been logged in the past and the upland area of the property is generally
clear and level. The sloping sections of the property contain medium aged second growth fir,
hemlock, and cedar trees growing generally paralleling the property's boundary lines.
File: C.•IProjects\SwansonlGeo-Rpt 1 of 5 7/27/2007
Page 1 of 1
Alan
From: Tammi Wright[TammiW@co. ason.wa.us]
Sent: Wednesday, April 02, 2008 11:35 AM
To: atahja@hctc.com
Subject: Byron Swanson#42329-50-011002 (451 Wynoochee Drive)
Alan,
I just got a building permit from Mr. Swanson. He left a note on the application that he talked with you and that
you told him that you needed a call or letter from Mason County requesting and addendum stating that site
conditions have not changed. Can you accept this email or should I send a formal letter?
Tammi Wright, Planner
Mason County DCD
PO Box 279
Shelton, WA 98584
(360)427-9670 ext. 295
tammiw(c�co.mason.wa.us
4/2/2008
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Mason County DCD
Attention: Tammi Wright
PO Box 279
Shelton, WA 98584
Byron& Janice Swanson
317 Overlook Drive
Vancouver, WA 98665-8541
RE: Geotechnical Report Update
Lake Cushman Div. 1, Lot 2
Mason Co. Prcl No. 42329-50-00002
Mason Co. Case No.s
Tammi Wright,
I've been contacted by the Swansons and yourself regarding the applicability of the
geotechnical report I prepared for the Swanson property in July of 2007.
I've been by the site today, and nothing's changed. The report I wrote dated 7/27/07 is
still valid, and applicable to the proposed Swanson site development plans.
Please feel free to call me or email me (atahja@hctc.com) if you have any additional
questions or concerns regarding this update, or the original geotechnical report.
Sincerely,
Alan A. Tahja, P.E.
A •
v��F "Ar 4
Attached: Wright email requesting report update
-ti w'T ";/
"� 4, a7784 'w�
4.Zr`SIONAL EAGl
EXPIRES ' z r '`
File: C:IProjects\Swanson\Ceo-Update 1 of 1 4/2/2008
I 4
Rev# Description Date TAHJA ENGINEERING,INC. SCALED PLOT PLAN p'°'P'.
1. Hazard Area&Buffer Sheet 7/08 Alan Tahja,P.E. Byron&Janice Swanson Swanson
PO Box 235 317 Overlook Drive Shoot
Hoodsport, WA 98548 Vancouver, WA 98665-8541 1 of I
Mason Co.Prcl No.: 42329-50-00002 (360)877-9512 (360)695-8728
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TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Mason County DCD
Attention: Tammi Wright
Planning Division
PO Box 279
Shelton, WA 98584
Byron & Janice Swanson
317 Overlook Drive
Vancouver, WA 98665-8541
(360) 695-8728
Re; Geotechnical Report Addendum
Parcel No.: 42329-50-00002
Mason Co. Case No.s: BLD2008-00344
INTRODUCTION
As indicated in the attached letter from Mason County Department of Community Development,
and the attached geotechnical report review letter prepared by James Harding, an Engineer in
Training representing ALKAI Consultants, LLC., additional information is requested pertaining
to Mason County case no. BLD2008-00344.
Information requested by Mr. Harding is followed by my responses;
1. ALKAI Consultants, LLC: (1) (e) —There was no mention of the location of upland
waterbodies and wetlands or the lack of upland waterbodies and wetlands.
Lake Cushman is located approximately 600-feet west of the Swanson property. No other upland
waterbodies or wetlands were found on or near the Swanson property. Lake Cushman's location
is indicated on page 2 of the original report.
2. ALKAI Consultants, LLC. (1) (f)—Pg 3 discusses that there is no physical indicators of
landslide activity but there was no historical data given.
The Washington State Coastal Atlas indicates that the site is located in a"Stable" area.
3. ALKAI Consultants, LLC: (3) — There are no locations given for the slopes or cuts that
were inspected. There are no logs for the slopes, cuts, or probes.
The contours provided on the site plan provide the locations of the steep slope on the Swanson
property. The site plans also included soil probe locations. The shallow surface soil layers were
found to be fairly uniform and the description of the probing on page 3 of the report provides a
description of the probing results/soil log(s).
File: C.•1Projects\SwansonlGeo-Addndm 1 of 3 7/9/2008
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
6. ALKAI Consultants, LLC (9) — The report states "minimal erosion and sediment control
measures should be adequate" but never identifies what mitigations should be performed.
Inspection of the Mason County Soil Survey found the site not to be in any of the County's listed
"erodible" soils, thus relieving the proposed property development of a formal Erosion and
Sediment (E&S) Plan as required in Resource Ordinance Section 17.01.104.
The original geotechnical report prepared for the Swanson property indicates that the site already
has an erosion resistant access and that 20-foot plus wide vegetated buffers are present to provide
a filtering mechanism for runoff emanating from the central area of the property. During
construction of the proposed residence, the basement is expected to be excavated from the
Prospect Ridge Road. An access to the basement will be developed from the Prospect Ridge
Road side of the property. This access should be stabilized with a minimum 4-inch deep layer of
crushed rock or gravel from the Prospect Ridge Road shoulder into the Swanson property.
During construction, a silt fence should be installed along the Swanson property's westerly
property boundary to intercept still stormwater runoff long enough to settle out silt, sand and
turbidity.
In Conclusion;
Though the proposed Swanson pr perty development will occur either on a hazard area(Slope
>40%) or its associated buffer(s), it can be safely developed according to the Swanson's
proposed plans without structural mitigation or stability concerns, provided the recommendations
made in the original geotechnical report prepared for this property are made part of the
property's development plans.
Please feel free to contact me if there are any questions or concerns regarding this addendum, my
original report, or my findings.
Sincerely,
y,Sti
Alan A. Tahja, P.E. 4
Attached: County request for additional information 4 pryg4 �,�
Review letter from Mr. James Harding, E.I.T. °����GrsTEg� 1��'
Hazard Area& Buffer delineation plan sheet s`SIONAL Y.1G
EXPIRES ..�
File:C:\Projects\SwansonlGeo-Addndm 3 of 3 7/9/2008
1
Rev# Description Date TAHJA ENGINEERING,INC. SCALED PLOT PLAN A""Pa.
1. Hazard Area&Buffer Sheet 7/08 Alan Tahja,P.E. Byron&Janice Swanson Swanson
PO Box 235 317 Overlook DriveShed
Hoods-port, WA 98548 Vancouver, WA 98665-8541 1 of I
Mason Co.Prcl No.: 42329-50-00002 (360)877-9512 (360)695-8728
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04 Cotik i MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT
44MiPlanning Shelton(360)427-9670
3 Volli.1 Mason County Bldg.I Belfair(360)275-4467
' 411 N 5th Street Elma(360)482-5269
`,voi ,i PO Box 279
Shelton,WA 98584
18570 HOME PAGE—www.co.mnason.wa.us
FINDINGS OF FACT
Landslide Hazard Area Buffer Reduction
Applicant: Byron &Janice Swanson
Parcel No.: 42329-50-00002
Site Address: 451 N. Wynoochee Drive, Hoodsport
Per the Mason County Resource Ordinance (MCRO) 17.01.100 (D)(6) an application has been made to
reduce the required 50-foot buffer to 0 feet. Notice of the application for the buffer reduction was made
as provided in Section 15.07.010 of the Mason County Development Code. Per MCRO(D)(6)(c) findings
have been made that there are no impacts to anadromous fish or their habitat or to fish and wildlife
habitat conservation areas as the proposal is not within shoreline, stream or wetland buffers. Impacts
have been avoided. Findings have also been made that the approval is conditioned as necessary to be
consistent with the recommendations contained within the Geotechnical Report (see conditions attached
to BLD2008-00344).
i
Mason County Review Checklist
For a Geotechnical Report
Instructions:
This checklist is intended to assist Staff in the review of a Geotechnical Report. The Geotechnical Report
is reviewed for completeness with respect to the Resource Ordinance. If an item is found to be not
applicable, the Report should explain the basis for the conclusion. The Report is also reviewed for clarity
and consistency. If the drawings, discussion, or recommendations are not understandable, they should be
clarified. If they do not appear internally consistent or consistent with the application or observations on
site, this needs to be corrected or explained. If resolution is not achieved with the author, staff should
refer the case to the Planning Manager or Director.
Applicant's Name: Byron &Janice Swanson
Permit#BLD2008-00344 Parcel #42329-50-00002
Date(s)of the Document(s) reviewed: Geotechnical Report 7/27/2007
Addendum 7/9//2008
(1) (a)A discussion of general geologic conditions in the vicinity of the proposed development,
OK? Yes Comment: Pages 1-2
(b) A discussion of specific soil types
OK? Yes Comment: Page 2
(c) A discussion of ground water conditions
OK? Yes Comment: Page 3
(d) A discussion of the upslope geomorphology
OK? Yes Comment: Pages 1-3
(e) A discussion of the location of upland waterbodies and wetlands
OK? Yes Comment: Page 1 —Addendum
(f) A discussion of history of landslide activity in the activity in the vicinity, as available in the
referenced maps and records
OK? Yes Comment: Page 3; Addendum Page 1
(2) A site plan which identifies the important development and geologic features.
OK? Yes Comment: Plan Sheets 1-3; Revised Plan Sheet 1
(3) Locations and logs of exploratory holes or probes.
OK? Yes Comment: Plan Sheet 2
(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.
OK? Yes Comment: Revised Plan Sheet 1
(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.
OK? Yes Comment: Plan Sheet 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. arid the quasi-static analysis coefficients should be a value of 0.15.
OK? Yes Comment: Plan Sheet 3 & GALENA Stability Analysis Printout
(7) (a)Appropriate restrictpns on placement of drainage features
OK? Yes Comment: Page 4
(b) Appropriate restrictions on placement of septic drain fields
OK? Yes Comment: Page 1
(c) Appropriate restrictions on placement of compacted fills and footings
OK? Yes Comment: Page 4
(d) Recommended buffers from the landslide hazard areas shoreline bluffs and the tops of other
slopes on the property.
Page 1 of 2 Form Effective June 2008
OK? Yes Comment: Page
(e) Recommended setbacks from the landslide hazard areas shoreline bluffs and the tops of
other slopes on the property.
OK? Yes Comment: Page 4
(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.
OK? Yes Comment: Page 5
(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.
OK? Yes Comment: Page 5
(10) An analysis of both on-site and off-site impacts of the proposed development.
OK? Yes Comment: Page 5— None expected
(11) Specifications of final development conditions such as, vegetative management, drainage,
erosion control, and buffer widths.
OK? Yes Comment: Page 5
(12) Recommendations for the preparation of structural mitigation or details of other proposed
mitigation.
OK? Yes Comment: Page 5
(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.
OK? Yes Comment: Plan Sheets 1-2
Are the Documents signed and stamped? Yes .
Type and #of License: Professional Engineer #30784
If not approved, what is the next action/recommendation for further action?
I`` 17—A4 —O
Reviewed b , on
Time spent in review: k '
SECOND REVIEW/ UPDATE:
Reviewed by , on •
Time spent in second review: •
THIRD REVIEW/ UPDATE:
Reviewed by , on
Time spent in third review:
Disclaimer: Mason County does not certify the quality of the work done in this Geological Report.
Page 2 of 2 Form Effective June 2008
Mason County epartment 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 Byron & Janice Swanson Parcel# 42329-50-00002
Site Address 451 Wynoochee Drive, Hoodsport, WA 98548
(1) (a) A discussion of general g ologic conditions in the vicinity of the proposed development,
Located on page(s) P s 1-
(b) A discussion of specific it types
Located on page(s) P 2
(c) A discussion of ground ter conditions
Located on page(s) P 3
(d) A discussion of the upslo a geomorphology
Located on page(s) P s 1
(e) A discussion of the locati n of upland waterbodies and wetlands
Located on page(s) P 2 P 1 of Addendum
(f) A discussion of history o landslide activity in the activity in the vicinity, as available in the
referenced maps and r ords
Located on page(s) Pq 3
(2) A site plan which identifies t e important development and geologic features.
Located on Map(s) Pan Shts 1 & 2
(3) Locations and logs of exploratory holes or probes.
Located on Map(s) Plan Shts 1 & 2
(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) Pan Shts 1 & 2
(5) A minimum of one cross se tion at a scale which adequately depicts the subsurface profile, and
which incorporates the details of proposed grade changes.
Located on Map(s) Plan Sht 3 & GALENA Cross Section View
(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 1.1.1and the quasi-static analysis coeffients should be a value of 0.15.
Located on page(s) Pq &GALENA Stability Analysis Printout
(7) (a) Appropriate restrictions on placement of drainage features
Located on page(s) Pq
(b) Appropriate restrictionsl on placement of septic drain fields
Located on page(s) Pq 1�
(c) Appropriate restrictions on placement of compacted fills and footings
Located on page(s) Pqs 4-5
Page 1 of 2 Form Effective June 2008
Disclaimer: Mason County does n certify the quality of the work done in this Geotechnical Report.
(d) Recommended buffers from the landslide hazard areas shoreline bluffs and the tops of other
slopes on the property.
Located on page(s) P 4
(e) Recommended setback rom the landslide hazard areas shoreline bluffs and the tops of
other slopes on the propa y.
Located on page(s) Pg 4
(8) Recommendations for the pr paration of a detailed clearing and grading plan which specifically
identifies vegetation to be re oved, a schedule for vegetation removal and replanting, and the
method of vegetation remova
Located on page(s) Pq 5
(9) Recommendations for the pr paration of a detailed temporary erosion control plan which
identifies the specific mitigati g measures to be implemented during construction to protect the
slope from erosion, landslide and harmful construction methods.
Located on page(s) P 5
(10) An analysis of both on-site a d off-site impacts of the proposed development.
Located on page(s) P 5
(11) Specifications of final development conditions such as, vegetative management, drainage,
erosion control, and buffer widths.
Located on page(s) Pq 5
(12) Recommendations for the preparation of structural mitigation or details of other proposed
mitigation.
Located on page(s) Pg 5
(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�Shts1 &2
I, Alan A. Tah'a P.E. hereby certify under penalty of perjury
that I am a civil engineer licensed in t e State of Washington with specialized knowledge of
geotechnical/geological engineering',or a geologist or engineering geologist licensed in the State of
Washington with special knowledge Lf the local conditions. I also certify that the Geotechnical
Report, dated 7/27/2007 and entitled
Swanson Geotechnical Re.o meets all the requirements of the Mason
County Resource Ordinance, Landsli•e Hazard Section, is complete and true, that the assessment
demonstrates conclusively that the ri•ks posed by the landslide hazard can be mitigated through the
included geotechnical design recom endations, and that all hazards are mitigated in such a manner as
to prevent harm to property and publ c health and safety. (Signature and Stamp)
ver
-411
,p 30784
h'ECISTVie �w
`SS/ONAL E���
EXPIRES t
Page 2 of 2 Form Effective June 2008
Disclaimer: Mason County does nO certify the quality of the work done in this Geotechnical Report.
(<1.--..‘� � MASON COUNTY
c DEPARTMENT OF COMMUNITY DEVELOPMENT
M
2 S° Planning Division
y o T ► �? P 0 Box 279, Shelton, WA 98584
N
�o� Y �,o~ (360)427-9670
Public Notice of Application to Reduce Landslide Hazard Area Buffer
Notice is hereby given that BYRON SW NSON has filed an application (BLD2008-00344) to reduce the
required 50-foot buffer to 0.00 feet adja ent to a landslide hazard area. This notice is required under the
Mason County Resource Ordinance 17.' 1.100, Section D(6)(a) for buffer reductions. Notice of application
for the reduction of a buffer shall be ma e as provided in Section 15.07.010 of the Mason County
Development Code (which specifies ho notice is to be sent to adjacent property owners and posted on
site).
A Geotechnical Report was submitted to support the buffer reduction request. The report must meet the
requirements of the Mason County Res urce Ordinance 17.01.100 Landslide Hazard Areas.
Site Address and Project Location: 451 N WYNOCHEE DR HOODSPORT
Parcel Number: 423295000002
Date of Application: 03/27/2008
A determination of completeness was m de on 7/15/2008.
Any person desiring to express their vie s or wanting to be notified of the action taken by the County
should mail comments to Tammi Wrigh Mason County Dept. of Community Development,PO Box 279,
Shelton, WA 98584 or call (360) 427-9 0 ext. 295 with questions regarding this permit application by
8/5/2008.
A decision on the application will be made within 120 days of the date of completeness.
The proposal is SEPA exempt per WAC 197-11-800 (1)(a)(i).
BLD2008-00344 Page 1 of 1
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Mason County DCD
Planning Division
PO Box 279
Shelton, WA 98584
Byron & Janice Swanson
317 Overlook Drive
Vancouver, WA 98665-8541
(360) 695-8728
e; Geotechnical Report Addendum
Parcel No.: 42329-50-00002
Mason Co. Case No.: BLD2008-00344
Mason County's geotechnical document review process should reveal that the proposed
residential development of the Swanson property will result in locating the proposed residence
inside the 50-foot vegetated Hazard Area Buffer required along a hazard area(slope>40%)
under Resource Ordinance 17.01.100.
Inspection of the site plan submitted for the proposed property development shows that there is
virtually no place on the Swanson property that can be developed that will not fall within either
a landslide hazard area or its associated buffer.
Stability analysis of the existing slopes indicate that the site's slopes are stable, so the location
proposed for the new residence may be considered within Mason County safety criteria and
safe. Therefore, on behalf of the Swansons, I request that a reduction in the Landslide Hazard
Area buffer required in Section 17.01.100 be reduced to allow the sitting of a residence inside
the hazard area buffer, generally as shown on the already submitted plan sheets.
The Swansons are planning a daylight basement structure which will be located on top of the
property's steep westerly descending slope, thus taking advantage of the property's natural
relief.
Sincerely,
A. 77 _
sr F wAsib. 4,1
4`
Alan A. Tahja, P.E.
4
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� 30754 'wV
o �4'GISTSO9 ,4'CV
�s&ZONAL S'-
nS t
File: C:IProjects\Swanson\HA Buffer "eduction Rqst 1 of 1 7/9/2008
•
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Mason County DCD
Attention: Tammi Wright
Planning Division
PO Box 279
Shelton, WA 98584
Byron & Janice Swanson
317 Overlook Drive
Vancouver, WA 98665-8541
(360) 695-8728
Re; Geotechnical Report Addendum
Parcel No.: 42329-50-00002
Mason Co. Case No.s: BLD2008-00344
INTRODUCTION
As indicated in the attached letter from Mason County Department of Community Development,
and the attached geotechnical report review letter prepared by James Harding, an Engineer in
Training representing ALKAI Consultants, LLC., additional information is requested pertaining
to Mason County case no. BLD2008-00344.
Information requested by Mr. Harding is followed by my responses;
1. ALKAI Consultants, LLC: (1) (e)— There was no mention of the location of upland
waterbodies and wetlands or the lack of upland waterbodies and wetlands.
Lake Cushman is located approximately 600-feet west of the Swanson property. No other upland
waterbodies or wetlands were found on or near the Swanson property. Lake Cushman's location
is indicated on page 2 of the original report.
2. ALKAI Consultants, LLC: (1) —Pg 3 discusses that there is no physical indicators of
landslide activity but there was no historical data given.
The Washington State Coastal Atlas indicates that the site is located in a"Stable" area.
3. ALKAI Consultants, LLC: (3)— There are no locations given for the slopes or cuts that
were inspected. There are no logs for the slopes, cuts, or probes.
The contours provided on the site plan provide the locations of the steep slope on the Swanson
property. The site plans also included soil probe locations. The shallow surface soil layers were
found to be fairly uniform and the description of the probing on page 3 of the report provides a
description of the probing results/soil log(s).
File:C:IProjects\Swanson\Geo-Addndm 1 of 3 7/9/2008
,
AHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
4. ALKAI Consultants, LLC: (4) -No geologic map was given and the site plan does not
show the buffers and setbacks clearly.
The Swanson property is located at the approximate location show on the portion of the Geologic
Map of Shelton 1:100,000 Quadrangle below. Attached please find a new plan sheet which
shows the entire Swanson property to be either in a hazard area(Slopes>40%) or in its 50-foot
buffer.
----
4..
////'-'NC::\-1:17:-.1:- ----' -'-'-ltjl?_ --/' : '''‘‘41. ---'17% ''' -'4---- lir;1101,, '04/
- 'Qgo
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5. ALKAI Consultants, LLC: (6) — The results of the slope stability analysis were not
included in the body of the report. The results do not depict the post construction site that
is displayed in the cross section.
The County's Resource Ordinance does not dictate the format of geotechnical assessments or
reports. The stability analysis results were provided in the GALENA stability analysis printout
which was indicated as an attachment to the report along with the required site plan sheet and
cross section sheet(s).
Excavation of material for the proposed basement/foundation of the proposed residence will
effectively reduce the material and weight of soil included in the slope modeled, so modeling the
site as performed should be considered an acceptable and conservative analysis.
File: C:IProjects\SwansonlGeo-Addndm 2 of 3 7/9/2008
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
6. ALKAI Consultants, LLC: (9)— The report states "minimal erosion and sediment control
measures should be adequate" but never identifies what mitigations should be performed.
Inspection of the Mason County Soil Survey found the site not to be in any of the County's listed
"erodible" soils, thus relieving the proposed property development of a formal Erosion and
Sediment(E&S) Plan as required in Resource Ordinance Section 17.01.104.
The original geotechnical report prepared for the Swanson property indicates that the site already
has an erosion resistant access and that 20-foot plus wide vegetated buffers are present to provide
a filtering mechanism for runoff emanating from the central area of the property. During
construction of the proposed residence, the basement is expected to be excavated from the
Prospect Ridge Road. An access to the basement will be developed from the Prospect Ridge
Road side of the property. This access should be stabilized with a minimum 4-inch deep layer of
crushed rock or gravel from the Prospect Ridge Road shoulder into the Swanson property.
During construction, a silt fence should be installed along the Swanson property's westerly
property boundary to intercept and still stormwater runoff long enough to settle out silt, sand and
turbidity.
In Conclusion;
Though the proposed Swanson pr perty development will occur either on a hazard area(Slope
>40%) or its associated buffer(s), it can be safely developed according to the Swanson's
proposed plans without structural mitigation or stability concerns, provided the recommendations
made in the original geotechnical report prepared for this property are made part of the
property's development plans.
Please feel free to contact me if there are any questions or concerns regarding this addendum, my
original report, or my findings.
Sincerely, .' • 7'
OF WAS� 6�,
1 s Alan A. Tahja, P.E. I���
Attached: County request for additional information , 3378 w'7
Review letter from Mr. James Harding, E.I.T. °,4 4.4"GtsTE 1,\¢`v
Hazard Area& Buffer delineation plan sheet `sIONAL ECG
EXPIRES t[7:1+Og
File: C:IProjects\SwansonlGeo-Addndm 3 of 3 7/9/2008
Pile
Rev# Description Date TAHJA ENGINEERING,INC. SCALED PLOT PLAN .
1. Hazard Area&Buffer Sheet 7/08 Alan Tahja,P.E. Byron&Janice Swanson Swanson
PO Box 235 317 Overlook Drive Sheet
Hoodsport, WA 98548 Vancouver, WA 98665-8541 1 of 1
Mason Co.Prcl No.: 42329-50-00002 (360)877-9512 (360)695-8728
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ALKA1 CONSULTANTS, LLC .
Environmental Engineering • Geotechnical Engineering • Wetland Consulting
June 27, 2008 10174
Mason CountyDepartment of Communi Development 1 !FI£ � � '. _
p p ' TUFT -
P.O. Box 279
d
Shelton, WA 98584
Attn: Tammi Wright L
r � 1 ,, f
Geotechnical Report Review ' ` � �"�
Permit#Bld 2008-00344
Applicant: Swanson
Dear Ms. Wright
At your request, we have reviewed a Geotechnical Report for the above referenced permit. The report was
prepared by TAHJA ENGINEERING, Inc. (TE) dated July 27, 2007. The report was signed and stamped by
Alan A. Tahja,P.E. (License#30784).
In our opinion, the Geotechnical Report does not contain all the elements required for a Geotechnical Report in
the Mason County Code Section 8.52.140.5.E. We have completed the checklist that shows the appropriate page
number of the items that were supplied in the report. The items that are not included in the report are:
(1) (e) - There was no mention of the location of upland waterbodies and wetlands or the lack of upland
waterbodies and wetlands.
(1) (f) - Pg 3 discusses that there is no physical indicators of landslide activity but there was no historical data
given.
(3) — There are no locations given for the slopes or cuts that were inspected. There are no logs for the slopes,
cuts,or probes.
(4)—No geologic map was given and the site plan does not show the buffers and setbacks clearly.
(6) — The results of the slope stability analysis were not included in the body of the report. The results do not
depict the post construction site that is displayed in the cross section.
(9)—The report states "minimal erosion and sediment control measures should be adequate" but never identifies
what mitigations should be performed.
We therefore recommend that Mason County does not accept the geotechnical report until the above mentioned
items are addressed.
9465 Provost Road NW, Suite 202 • Silverdale, Washington 98383 • (360) 613-2407 • Fax: (360) 613-2408
Project No. 10174
Mason County Review
June 27,2008
Page No.2
Should you have any questions or concerns, or if we may be of additional assistance, please call our office at
(360) 613-2407 or contact us by e-mail at Jim@alkai.net.
Sincerely,
i ,,.._
J es Harding,E.I.T
P oject Engineer -'
/
i
Attachments: Geo Tech Work Order
Geotechnical Report by 1'E
Mason County Requirements Checklist
9465 Provost Road NW, Suite 202 • Silverdale,Washington 98383 • (360) 613-2407 • Fax: (360) 613-2408