HomeMy WebLinkAboutGEO2013-00018 - GEO Geological Review - 5/10/2013 Pq
Mason County Department of Community Develo ment
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 Mark Fenton Parcel# 4208-14-90042 &42908-14-90043
Site Address W Dayton Trails Drive, Shelton-WA 98584
(1) (a)A discussion of general geologic conditions in the vicinity of the proposed development,
Located on page(s) Pages 1-3
(b) A discussion of specific soil types
Located on page(s) Pages 2-3,4&5
(c) A discussion of ground water conditions
Located on page(s) Page 4
(d) A discussion of the upslope geomorphology
Located on page(s) Page 1
(e) A discussion of the location of upland waterbodies an (wetlands
Located on page(s) Page 3
(f) A discussion of history of landslide activity in the activity in the vicinity, as availab a in the
referenced maps and records
Located on page(s) Page 3
(2) A site plan which identifies the important development and geologic features.
Located on Map(s) Geo-Rpt Plan Sheets 1 & 2
(3) Locations and logs of exploratory holes or probes.
Located on Map(s) Geo-Rat Plan Sheet 2
(4) The area of the proposed development, the boundaries of the hazard, and associateci buffers and
setbacks shall be delineated (top, both sides, and toe) on 0 geologic map of the site.
Located on Map(s) Geo-Rpt Plan Sheets 1 &2
(5) A minimum of one cross section at a scale which adequately depicts the subsurface profile, and
which incorporates the details of proposed grade changes.
Located on Map(s) Plan Shts 3&4 and GALENA Stability Analysis vgs 1 &3 of each analysis.
(6) A description and results of slope stability analyses performed for both static and seismic loading
conditions. Analysis should examine worst case failures. The analysis should include the
Simplified Bishop's Method of Circles. The minimum static safety factor is 1.5, the minimum
seismic safety factor is 1.1. and the quasi-static analysis coefficients should be a value of 0.15.
Located on page(s) P2 4 GALENA Stability Analysis P intout vages 2& 4 of each prcl analysis.
(7) (a)Appropriate restrictions on placement of drainage features
Located on page(s) Pages 4- 5
(b) Appropriate restrictions on placement of septic drain fields
Located on page(s) Page 2
(c) Appropriate restrictions on placement of compacted fills and footings PLANS MUST BE
Located on page(s) Page 5 THEE d'03 TE
_? ; PF dI
Pa,. 1 of 2 Form Effective June 008
Discaimer: Mason County does not certify the quality of the work done in this Geotechnical Report.
(d) Recommended buffers from the landslide hazard areas shoreline bluffs and the t ps of other
slopes on the property.
Located on page(s) Page 4
(e) Recommended setbacks from the landslide hazard areas shoreline bluffs and the tops of
other slopes on the property.
Located on page(s) Page 4
(8) Recommendations for the preparation of a detailed clearing and grading plan which s ecifically
identifies vegetation to be removed, a schedule for vegetation removal and replanting, and the
method of vegetation removal.
Located on page(s) Page 5
(9) Recommendations for the preparation of a detailed temporary erosion control plan w ich
identifies the specific mitigating measures to be implemented during construction to p otect the
slope from erosion, landslides and harmful construction methods.
Located on page(s) Page 5
(10) An analysis of both on-site and off-site impacts of the proposed development.
Located on page(s) Page 5
(11) Specifications of final development conditions such as, vegetative management, drair age,
erosion control, and buffer widths.
Located on page(s) Page 5
(12) Recommendations for the preparation of structural mitigation or details of other proposed
mitigation.
Located on page(s) 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.
Located on Ma s Plan Sheets 1 & 2
I, Alan A.Tahia,P.E. hereby certify under penalty of perjury
that I am a civil engineer licensed in the State of Washington with specialized knowledge of
geotechnical/geological engineering or a geologist or engineering geologist licensed in the State of
Washington with special knowledge of the local conditions. I also certify that the Geotechnica
Reports, dated 5/10/2013 , and entitled Mark Fenton Geotechgical Report meets all the r quirements
of the Mason County Resource Ordinance, Landslide Hazard Section, are complete and true, that the
reports demonstrates conclusively that the risks posed by the landslide hazard can be mitigated through
the included geotechnical design recommendations, and that all hazards are mitigated in such a manner
as to prevent harm to property and public health and safety. (Signature and Stamp)
A. T
0 WAS
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.' EGIs]ERA '
�SSY0 L
Page 2 of 2 Form Effective June 2008
Disclaimer: Mason County does not certify the quality of the work done in this Geotechnical Report.
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Mason County DCD
PO Box 279
Shelton, WA 98584
Mark Fenton
301 E Wallace-Kneeland Blvd ST224-233
Shelton, WA 98584
(360) 401-9229
RE: Residential Geotechnical Report(s)
W Dayton Trails Drive
Shelton, WA 98584
Mason Co. Prcl No. 42008-14-9 042 &
42008-14- 043
Mason Co. Case No.s WEL2013 00011
SWG2!013-00072 SWG2013 00071
INTRODUCTION
I was contacted in April of 2013 by Mr. Mark Fenton who requested my investigation aid
documentation of slope stability and landslide hazard issues relating to improvements panned on his
residential properties identified above. The Fenton properties are located in an area appi oximately
six miles west and north of Shelton, Mason County Washington.
I've visited the property in April and May of this year to collect topographic informatio and verify
measurements and feature locations. Measurements were made using a Sokkia model No. 8047-55
inclinometer, 100 foot and 300 foot long fiberglass surveyor's tapes and other field equ pment
common to surveying. Software employed in creating a site plain and writing this report included
AutoCAD 2006, a Terrain 3-d contour modeling program, GALENA Slope Stability A alysis
software, and Microsoft Office Word 2003.
The slopes located on the Fenton properties range from level on the north end of the two parcels to
slopes ranging between 35 and 38% on the southerly portion of the easterly parcel (Tract 42).
Neither of the two Fenton properties contains slopes greater than 40%, but both parcels are within
300 feet of slopes on an adjacent property that were measured at 60% over an elevation difference of
approximately 40 feet. A gravel borrow pit has been developed)on the property immediately west of
the southerly half of parcel 42008-14-90042 and immediately south of parcel 42008-14 90043. The
pit slopes were measured at 60%towards the north and east. The gravel pit and slopes are identified
on the attached site plans as a HAZARD AREA because the pit slopes are greater than 0% with
more than 10-feet of vertical relief. The upslope geomorphology of the Fenton property may be
described as flat.
Because of the steep slopes (>40% under Mason County terminology) on or within 300 feet of the
owner's properties, Mason County requires a geotechnical report be prepared to addres potential
stability issues relating to the properties' development.
File: C:I Projects Tenton l Geo-Rpt I of 6 5110/ 013
K 1
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
The following thirteen elements are required by Mason Count o be addressed in geot hnical
reports prepared to comply with Mason County's Critical Resoirce Ordinance Sections 17.01.100
through 17.01.104.
1. SURFACE AND GEOLOGIC C NDITIONS:
The property is located in the rolling foothills south of the Ol pic Mountain range.NC arly all of
the Fenton site has been logged at some distant past time and now is typically covered with a fairly
even age stand of second growth timber, comprised mainly of Douglas fir, hemlock, cedar, and Jack
Pine trees.
An Onsite Septic System(OSS) is planned for each of the two arcels under Mason Coimty Onsite
Septic System Permits SWG2013-00071 & 00072. Greg Waldi' k designed the septic systems.
Discussing soil conditions and depths with Greg, Greg reported that he had designed several septic
systems in the W Dayton Trails community, and that the gravel pparent at the ground urface
extended to a great depth throughout the area. The properties p' se no problems for sitting septic
system components. A water well has been drilled on tract 3 in the location indicated or.the attached
site plans.
Inspection of the portion of Department of Natural Resources) 3eologic map of the Shelton area on
the following page finds the Fenton property located in an area oughly 2 miles east anc north of
Dayton and roughly 6 miles west and north of Shelton. Them and onsite investigatio of the site's
soils reveals the areas surrounding the Fenton property are mai y Continental Glacial Deposits
(Qgo) described as follows;
Continental Glacial Deposit :
Fraser Glaciation,Vashon Stade
Proglacial and recessional outw°ash,late WisciiIi iinan(Pleisto-
cene)—Typically poorly to moderately sorted,rounded gravel and
sand with localized coarser-and finer-grained co tituerrts;lithologi-
cally varied mixture of mostly northern-provenan clasts,especially
containing granitic and metamorphic rocks that i ntify the unit as
,being deposited by the Puget lobe of the Cordillejan glacier;also con-
tains varying amounts of locally derived Crescent omration basalt,
sand in the Max Chehalis Creek valley,central Cascade Range—
derived andesitic clasts;typically shades of gray ere fresh or
brown where stained especially in proglacial and porainal areas; buff
staining near the ground surface;fine sand,silt a clay constitute
local overbank sediments having relatively poor rmeability or del-
taic toreset bedding along north sides of valleys Ny th higher permea-
bility;porous and permeable enough to yield sm•+ to moderate quan-
tities of groundwater;very poorly consolidated to oose;moderately
to well-rounded clasts;mostly unweathered with tare weathered
reworked clasts;thickness varies and is not well own;most com-
monly occupies outwash channels scoured into or,through till.
r DNR OFR2003-15 Geologic Map of Shelton 1:100,000 Quadrangle,Washington
File:C:IProjectsTentonlGeo�iRpt 2 of 6 5/10/ 013
TAHJA ENGINEERING, Ioc.
PO Box 235, Hoodsport, WA 198548
(360) 877-9512
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Inspection of Washington State Ecology's Landslide Hazard Maps reveals that the Fenton properties
and surrounding area are classified as STABLE. Further inspection and soil analysis finds the soil to
be classified under the Unified Soil Classification System (USCS) as a GW (well graded gravel &
sandy gravels) soil division. Probing various areas of the Fenton property found fairly consistent soil
characteristics over both parcels with roughly 3 feet of moderately compacted gravel over more
consolidated gravel below a depth of roughly 3 feet. No upland water bodies or wetlands were found
anywhere near or on the Fenton properties.
2. SITE PLAN WITH IMPORTANT DEVELOPMENJ AND GEOLOGIC FEATURES:
A site plan showing the general topography of the area surrounding the Fenton properties is attached
in this report's appendix. Plan sheet two of the plan set shows the locations of existing I eologic
features.
3. LOCATIONS OF LOGS OF EXPLORATORY JIOLES OR PROBES:
The attached site plan shows the locations of soil probing on the Fenton property along ith
measured depths to the underlying more compact gravel layer. The undisturbed areas o the Fenton
property revealed a fairly typical weathered gravel layer 3-feet(thick resting on top of a more densely
compacted gravel soil.
4. AREA OF PROPOSED DEVELOPMENT & BOJINDARIES OF HAZARDS
BUFFERS,AND SETBACKS:
The attached site plan shows the locations of the existing and proposed Fenton property
improvements, the locations of the hazard areas (slopes> 40%), and the boundary of a 0' buffer
line out from the crest and toe of the steep slopes located near the Fenton property.
File:C:TrojectsTentonlGeo-Rpt 3 of 6 5/10/ 013
4 1 1
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
The Fenton properties themselves contain no slopes steep enough to trigger the requirements for a
geotechnical report level report. The gravel pit excavation on the adjacent property triggered a
geotechnical report level investigation and report, but any deve opment planned for the Fenton
properties will be more than 50-feet away from any hazard area: itself, and no greater separation is
needed to protect Fenton property improvements.
5. CROSS SECTION WITH PROPOSED GRADE CHANGES:
A cross section view of each of the Fenton property parcels is provided in the attached Ian sheets as
well as part of the GALENA Stability Analysis Print-Out. The currently anticipated property
improvements will not require the construction of any structural fill sections or changes to the
existing slopes or grades.
6. SLOPE STABILITY ANALY IS:
The property itself does not display any instability indicators. For stability analysis,the illside soils
were investigated and have been characterized as moderately compacted gravelly sand to a depth of
roughly 3-feet where the gravel becomes more compact to an infinite depth. Unified Soil
Classification System (USCS)typing places the soils in a GW symbol category (sandy ravel).
The soils are modeled as a homogenous GW soil characterized with a soil unit weight o 125 lbs/ft3,
a phi angle of 38°, and a cohesion character of 501bs/ft2. The Boor of the gravel pit was found to
have standing water, so the gravel pit floor (el. 300) is assumed,to represent the phreatic water
elevation in the project area.
The slope geometry and soil characteristics provide factors of safety for both Fenton p cels in a
static and a dynamic analysis that exceeds the County's minimum safety requirements. The gravel
pit slopes were measured at 60% or less. Two slopes which could potentially impact one or both of
the Fenton parcels were analyzed with the following Factors of Safety (FoS);
Parcel 42008-14-90042 Tract"2" Cross Section"B"
Static FoS: 1.91 Dynamic FoS: 1.44
Parcel 42008-14-90043 Tract"3" Cross Section"A"
Static FoS: 2.37 Dynamic FoS: 1.72
7. RECOMMENDED SETBACKS & DRAINAGE:
Slope stability analysis indicates that the southerly & westerly descending slopes locate I west and
south of the Fenton properties are stable in their present geome and condition and do not represent
a landslide or geological hazard to the anticipated development f the properties. Conformance to
building department building setbacks (20' sideyard) will provi.de adequate separation between the
hazard slopes, hazard area buffers and any property improvem ts.
File: C:IProjectsTentonlGeo-Rpt 4 of 6 5/10/ 013
TAHJA ENGINEERING, Ioc.
PO Box 235, Hoodsport, WA 198548
(360) 877-9512
The gravelly soils on the Fenton properties infiltrate all precipitation delivered to the gr und's
surface. Drainage from the developed areas of the Fenton properties should be dispersec.into
vegetated areas of the property and allowed to disperse. The separation between the anticipated
Fenton property improvements and the hazard area slopes is great enough that stormwater from the
Fenton properties will have no impact on the neighboring properties' slopes or the mod rate slopes
(<40%) on the Fenton parcels.
8. CLEARING, GRADING,AND VEGETATION MANAGEMENT:
The proposed Fenton property improvements will generally occur in the already cleared and leveled
areas of the property in the northerly half of each tract. No grading or disturbance of the steep
sloping areas on the property are being proposed, so no mitigation or changes to the moderately
sloping areas of the property appears needed other than the drainage recommendations lready made
in this report. Natural vegetation should be promoted on the sloping areas south of the properties. A
formal clearing, grading & vegetation plan does not appear warranted for the Fenton properties.
9. EROSION AND SEDIMENT ONTROL:
Inspection of the Soil Survey of Mason County found Shelton ravelly sandy loam and rove
gravelly sandy loams neither of which are identified in the Comity's Critical Resource rdinance as
susceptible to severe erosion when disturbed, and do not require the development of a s to specific
erosion and sediment control plan.
Each of the two Fenton sites has already had an access developed from W Dayton Trail Drive
which are stable in their present conditions. The planned property improvements are generally
located well inside the Fenton property boundaries. The Fenton properties themselves provide
adequate filtration length through natural vegetation to provide for water quality treatment before
any stormwater runoff is able to escape the property.
10. ON-SITE AND OFF-SITE IM ACTS:
Construction and completion of the conjectural property impro ements on the Fenton pi operties are
not expected to result in any adverse on-site or off-site impacts,
11. SPECIFICATIONS OF FINAL DEVELOPMENT:
Completion of the Fenton property improvements does not require any special specific ions for
project completion other than already made earlier in this report and as identified on the attached site
plans. Building elements are expected to comply with Mason County's current International
Building Code or International Residential Code requirements.
12. RECOMMENDATIONS FOR THE PREPARATION'OF STRUCTURAL
MITIGATION OR DETAILS OF OTHER PROPQSED MITIGATION:
Modeling of the slopes in the proximities of the conjectural property development(s) indicates that
the proposed Fenton property development will be safe. No structural measures appear necessary
other than ensuring that foundation footings bear on the moderately compact native soil underlying
the Fenton property, and that stormwater runoff is properly managed/dispersed to minimize
concentrated flows of stormwater runoff off the Fenton property.
File: C:TrojectsTentonlGeo-Rpt 5 of 6 5110/ 013
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA :98548
(360) 877-9512
13. SITE PLAN WITH THE LOCATION OF EXI TING AND PROPOSED
DEVELOPMENT ON THE SITE:
A site plan is attached as an appendix to this report and is hereby made a part of this report along
with the cross section views of the property and the stability analysis printouts.
Summary & Conclusions:
The proposed Fenton property development can be accomplished according to the owner's plans
provided recommendations made in this report are implemented and incorporated into the site's
development plans. Please feel free to contact me if there are any questions or concerns regarding
this report or my findings.
Sincerely,
T
WA
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S1 ERA '
�SStONAL�1yGti
Alan A. Tahja, P.E.
Attached: Plan Views & Cross Section Sheets
GALENATM Stability Analysis Printouts (2)
File:C:TrojectsTentonlGeo-Rpt 6 of 6 51101 013
Rev# Description Date TAHJA ENGINEERING,INC. SXTE PLAN .
Alan Tahja,P.E. Mark Fenton Fenton
PO Box 235 .301 E Wall-Knee Blvd ST224 233 Mkmt
Hoodspork WA 98548 Shelton, WA 98584 1 of4
Mason Co.Prcl No.:42008-14-90042&43 (360)877-9512 360) 401-9229
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Rev# Description Date TAHJA ENGINEERING,INC. SITE PLAN
Alan Tahja,P.E. Mark Fenton Fenton
PO Box 235 $01 E Wall-Knee Blvd ST224 233
Hoodspork WA 98548 ,Shelton, WA 98584 2 of
Mason Co.Prcl No.:42008-14-90042&43 (360)877-9512 (360) 401-9229
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Rev# Description Date TAHJA ENGINEERING,INC. SITE PLAN
Alan Tahja,P.E. Mark Fenton Fenton
PO Box 235 301 E Wall-Knee Blvd ST224 233 ,
HoodspoA WA 98548 Shelton, WA 98584 3 of4
Mason Co.Prel No.:42008-14-90042&43 (360)877-9512 (360) 401-9229
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Rev# Description Date TAHTA ENGINEERING,INC. S TE PLAN
Alan Tahja,P.E. Mark Fenton Fenton
PO Box 235 �01 E Wall-Knee Blvd ST224 233
Hoodsport, WA 98548 helton, WA 98584 4 of
Mason Co.hr No.:42008-14-90042&43 (360)877-9512 (360) 401-9229
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TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
Fenton L)ayton Trails Tract 3 X-Section A-A S �ic Stability Analysis
GA LENA V....5.02
450
440
azo
A.
aoo �r�,
0 WA
o
380
360 Development Area y /�
�754
Sao ' �asr.
0,' GISTS-a
6os Sia �S 10NAL e
Homogenous sandy(rave. ,cp,
320
Gravel Pit
Phr oatic Surface \
300 ._.._.. .I ------- .._---._...___-._---- -----. ..,...,,_,.__.._.... .. -"' Anal sis 1
Multiple Stability Analysis
280 Method: 3ishop Simplified
Surface: ircular
260 Results
critical(m imum)
Fao for of Safety: 2.37
240
0 50 100 150 200 250 31
EWted:10 h ay 2013 Processed:10 May 2013
Proiect: Fenton TR3
Static
File: CADocumerds and Settings\Owner\MyIDocuments\Galena Files\Models\Fenton TR3.gmf Tahja E gineellingr Inc.
Galena 5.02 Analysis results Lice ee: Tahja Engineering, Inc.
DATA: Analysis 1 - Static
Material Properties (1 material) -------------------
Material: 1 (Mohr-Coulomb Cu increases with depth) -
Cohesion Phi PI UnitWeight Ru
50.00 38.0 0 125.00 1.10
Water Properties ----------------
Unit weight of water: 62.40 Unit weight of water/m iium above ground: 62.40
Material Profiles (1 profile) -----------------
Profile: 1 (2 pointsp Material beneath: 1 -
0.00 400.00 300.00 400.00
Slope Surface (4 points) -------------
0.00 350.00 120.00 340.00 183.00 10.00 290.00 300.00
Phreatic Surface (2 points) --- 0.00 300.00 300.00 300 00
Failure Surface ---------------
i
Initial circular surface for critical search defined XL,XR,R
Intersects: XL: 120.00 YL: 340.00 XR: 183.00 YR: 10.00
Centre: XC: l59. 91 YC: 342.66 Radius: R: 40.00
Variable Restraints -------------------
Parameter descriptor: XL XR R
Range of variation: 60.00 60.00 40.00
Trial positions within range: 12 12 12
RESULTS: Analysis 1 - Static
Bishop Simplified Method of Analysis - Circular Failur Surface
i
File:C.IProjectslFenton TR3 X-Soc A-A Analysis Printout 1 of 4 5/10/2013
TAHJA ENGINEERING, Ind.
PO Box 235, Hoodsport, WA 548
(360) 877-9512
Critical Failure Circle Search using Multiple Circle generation Technique
Factor of Safety for initial failure circle approximation: 3.34
There were: 1083 successful analyses from a total of 1729 trial circles
646 analyses terminated due to unacceptable geometry
Critical (minimum) Factor of Safety: 2.37
Circle and Results Summary (Lowest 23 Factor of Safet) circles) --------- -------
Circle X-Centre Y-Centre X-Left Y-Left X-Right Y-Right
Radius FoS
1 169.33 376.49 122.73 338.701 169.36 315.49
60.00 2.370
2 180.24 371.30 133.64 333.51 180.27 31 .30
60.00 2.370
3 174.78 373. 90 128.18 336.10 174.82 313. 90
60.00 2.370
4 176.85 371.20 128.18 336.101 180.27 31 .30
60.00 2.374 1
5 171.39 373.80 122.73 338.701 174.82 313. 90
60.00 2.374
6 181.57 369. 60 133.64 333.511 185.73 30 .75
60.00 2.383
7 162. 99 379.08 117.27 340.23i 163. 91 31 ).09
60.00 2.383
8 167.58 372.83 122.73 338.70 169.36 315.49
56.36 2.384
9 178.49 367. 63 133.64 333.51 , 180.27 31 .30
56.36 2.384
10 173.04 370.23 128.18 336.10 174.82 313. 90
56.36 2.384
11 165.18 376.35 117.27 340.23 169.36 315.49
60.00 2.389
12 184.83 369.74 139.09 330.91 185.73 30 ).75
60.00 2.395
13 167.18 379.00 122.73 338.70 : 163. 91 31 ).09
60.00 2.396
14 178.09 373.81 133. 64 333.51 174.82 313. 90
60.00 2.396
15 183.54 371.21 139.09 330. 91 180.27 31 .30
60.00 2.396
16 172. 63 376.40 128.18 336.10 169.36 315.49
60.00 2.396
17 181.84 367.64 139.09 330.91 180.27 31 .30
56.36 2.398
18 170.93 372.84 128.18 336.10 169.36 315.49
56.36 2.398
19 176.39 370.24 133.64 333.51 174 .82 313.90
56.36 2.398
20 165.48 375.43 122.73 338.70 163.91 319.09
56.36 2.398
21 161.32 375.40 117.27 340.23 163.91 31).09
56.36 2.400
22 169.59 370.02 122.73 338.70 174.82 313.90
56.36 2.400
23 175.05 367.42 128.18 336.104 180.27 31 .30
56.36 2.400
I i
File:C.•IProjectslFenton TR3 X--Slc A-A Analysis Printout 2 of 4 5/10/2013
TAHJA ENGINEERING, Ine.
PO Box 235, Hoodsport, WA 548
(360) 877-9512
Fenton Dayton Trails Tract 3 X-Section A-A Dyn Oic Stability Analysis
GA ENA ve a oo s.o2
aso i
440
o�so�
420
400
I
380
360
Geve:opment Area
340 ��� bee94r
"°6
No geto,la Sandy gravel �g SI°oe
320
Gravel Pit
uric Surface
300 ---------- Pr---------- _.,__________. _-._._ __._.. - A�� ___- Anal si 1
Multiple Stability Analysis
280 Method: 3ishop Simplified
Surface: ircular
260 Results
Critical(m imum)
Fa tor of Safety: 1.72
240
0 50 100 150 200 250 300
Etlired:10 y 2013 Processed'10 May 2713
Proiect Fenton TR3
Dynamic
File: C:\Documents and Settings\Owner\fvly,Documents\Galena FilesXModels\Fenton TR3.gmf Tahja Engineering,Inc.
Galena 5.02 Analysis Results Lice; ee: Tahja Engineer'ng, Inc.
DATA: Analysis 1 - Dynamic
Material Properties (I material) -------------------
Material: 1 (Mohr-Coulomb Cu increases with depth) -
Cohesion Phi PI UnitWeight Ru
50.00 38.0 0 125.00 1.10
Water Properties ----------------
Unit weight of water: ', 62.40 Unit weight of water/me ium above ground: 62.40
Material Profiles (1 profile) -----------------
Profile: 1 (2 points) Material beneath: 1 - 0.00 400.00 300.0 400.00
Slope Surface (4 points) -------------
0.00 350.00 Q20.00 340.00 183.00 310.00 290.00 300.00
Phreatic Surface (2 points) --- 0.00 300.00 300.00 300. 0
Failure Surface ----- ----------
Initial circular surface for critical search defined : XL,XR,R
Intersects: XL: 120.00 YL: 340.00 XR: 183.00 YR: 310.00
Centre: XC: 159. 91 YC: 342.66 Radius: R: 40.00
Earthquake Force ----------------
Pseudo-static earthquake (seismic) coefficient: 0.15
Variable Restraints -------------------
Parameter descriptor: XL XR R
Range of variation: 60.00 60.00 40.00
Trial positions within range: 12 12 12
RESULTS: Analysis 1 Dynamic
File:C:IProjectslFenton TR3 X-S4c A-A Analysis Printout 3 of 4 5/10/2013
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i
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1
TAHJA ENGINEERING, IIJU.
PO Box 235, Hoodsport, WA 548
(360) 877-9512
Bishop Simplified Method of Analysis - Circular Failu' Surface ---------
Critical Failure Circle Search using Multiple Circle Uneration Technique
Factor of Safety for initial failure circle approxima' 'on: 2.46
There were: 1083 successful analyses from a total of 1.729 trial circles
646 analyses terminated due to unacceptabla geometry
Critical (minimum) Factor of Safety: 1.72
Circle and Results Summary (Lowest 99 Factor of Safetj, circles) --------- -----
Circle X-Centre 'Z-Centre X-Left Y-Left X-Right Y-Right
Radius FoS
1 169.33 376.49 122.73 338.70 169.36 315.49
60.00 1.717
2 180.24 371.30 133. 64 333.51 180.27 31 .30
60.00 1.717
3 174.78 373. 90 128.18 336.10 174.82 313. 90
60.00 1.717
4 176.85 371.20 128.18 336.10 180.27 31 .30
60.00 1.720
5 171.39 373.80 122.73 338.70 174.82 313. 90
60.00 1.720
6 162.99 379.08 117.27 340.23 163.91 31 ).09
60.00 1.723
7 181.57 369.60 133. 64 333.51 185.73 30 ).75
60.00 1.726
8 167.58 372.83 122.73 338.70 169.36 315.49
56.36 1.727
9 178.49 367.63 133. 64 333.51 180.27 31 .30
56.36 1.727
10 173.04 370.23 128.18 336.101 174.82 313. 90
56.36 1.727
i
11 165.18 376.35 117.27 340.23 ' 169.36 315.49
60.00 1.729
12 184.83 369.74 139.09 330. 91 185.73 30 ).75
60.00 1.735
13 160.68 381.65 117.27 340.23 158.45 32 . 69
60.00 1.735
14 167.18 379.00 122.73 338.70 163. 91 31).09
60.00 1.735
15 178.09 373.81 133.64 333.51 . 174.82 313.90
60.00 1.735
16 183.54 371.21 139.09 330. 91 180.27 31 .30
60.00 1.735
17 172.63 376.40 128.18 336.10 ' 169.36 315.49
60.00 1.735
18 161.32 375.40 117.27 340.23 163. 91 31 ).09
56.36 1.736
19 181.84 367. 64 139.09 330.91 180.27 31 .30
56.36 1.737
20 170. 93 372.84 128.18 336.10 169.36 315.49
56.36 1.737
21 165.48 375.43 122.73 338.70' 163.91 31).09
56.36 1.737
22 176.39 370.24 133.64 333.51 174.82 313.90
56.36 1.737
23 178.18 369.27 128.18 336.10 185.73 30).75
60.00 1.741
File:C:IProjectslFenton TRi X-SeIc A-A Analysis Printout 4 of 4 5/10/2013
r r r
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 8548
(360) 877-9512
Fenton Dayton Trails Tract 2 X-Section B-B Sto is Stability Analysis
GAILENA Vemtlum 5.02
460
440
ago
400
380
360 Development Area
31)78�
340 5,� � Cl 7 8 4
0NAL
320 Gravel Pic @aa J mogenous Sandy Gravel
ea ci¢Surface
Anal sis 1
280 Multiple Stability Analysis
Method: 3ishop Simplified
260 Surface: ircular
I
Results
240 critical(m imum)
Fa or of Safety: 1.91
0 50 100 150 200 250 300 350
Etlifetl:10 y 2013 Proce d.10 May 2013
Proiect Fenton TR2
Static
Eft, C:\Documents and Settings\Owner\My..Documents\Galena Files\Models\Fenton TR2 S.gmf Tahja Engineering,Inc.
Galena 5.02 Analysis Results Licensee: Tahja Engineering, Inc.
DATA: Analysis 1 - Static
Material Properties (I material) -------------------
Material: 1 (Mohr-Coulomb Cu increases with depth) -
Cohesion Phi PI UnitWeight Ru
50.00 38.0 0 125.00 1.10
Water Properties ----------------
Unit weight of water: 62.40 Unit weight of water/medium above ground: 52.40
Material Profiles (1 profile) -----------------
Profile: 1 (2 points) Material beneath: 1 - 0.00 400.00 350. )0 400.00
Slope Surface (4 points) -------------
0.00 300.00 175.00 302.00 238.00 3 D.00 347.00 350.00
Phreatic Surface (2 points) --- 0.00 300.00 350.00 300 00
Failure Surface ----- ---------
Initial circular surface for critical search defined XL,XR,R
Intersects: XL: ,J73.00 YL: 301.98 XR: 240.00 YR: 340.18
Centre: XC: 198.26 YC: 335.53 Radius: R: 42.00
Variable Restraints -'------------------
Parameter descriptor:' XL XR R
Range of variation: 60.00 60.00 45.00
Trial positions within range: 12 12 12
----------------------------------------------------- ------------------ -------
RESULTS: Analysis 1 Static
Bishop Simplified Method of Analysis - Circular Failur Surface
i
File:C.IProjectslFenton TR2 X-SPc B-B Analysis Printout 1 of 4 5/10/2013
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 548
(360) 877-9512
Critical Failure Circle Search using Multiple Circle Ganeration Technique
Factor of Safety for initial failure circle approxima 'on: 2.80
There were: 1000 successful analyses from a total of 29 trial circles
729 analyses terminated due to unacceptab geometry
Critical (minimum) Factor of Safety: 1.91
Circle and Results Summary (Lowest 23 Factor of Safet circles) --------- -------
Circle X-Centre �-Centre X-Left Y-Left X-Right Y-Right
Radius FoS
1 182.35 373.38 186.64 309.02 237.27 33 ).56
64.50 1. 907
2 176.89 370.09 181.18 305.73 231.82 335.27
64.50 1. 907
3 171.44 366.80 175.73 302.44 ' 226.36 33 . 98
64.50 1. 907
4 184.28 376.33 192.09 312.31 237.27 33 ).56
64 .50 1. 909
5 173.37 369.75 181.18 305.73 226.36 33 . 98
64.50 1.909
6 178.83 373.04 186.64 309.021 231.82 335.27
64.50 1.909
7 167. 92 366.46 175.73 302.44 220. 91 32 ). 69
64.50 1. 909
8 175.70 365.89 181.18 305.73 226.36 33 . 98
60.41 1. 919
9 186. 61 372.47 192.09 312.31 237.27 33 .56
60.41 1. 919
10 181.16 369.18 186.64 309.02 231.82 33 .27
60.41 1.919
11 170.25 362.60 175.73 302.44 220. 91 32 ). 69
60.41 1. 919
12 180.53 370.23 181.18 305.73i 237.27 33 ).56
64.50 1.925
13 175.07 366.94 175.73 302.44 231.82 33 .27
64 .50 1. 925
14 179.29 366.11 181.18 305.73 231.82 33 .27
60.41 1. 927
15 184.75 369.40 186.64 309.02 237.27 33 ).56
60.41 1. 927
16 173.84 362.82 175.73 302.W 226.36 33 .98
60.41 1. 927
17 188. 98 368.54 192.09 312.31 237.27 33 ).56
56.32 1.934
18 178.07 361.96 181.18 305.73 226.36 33 .98
56.32 1.934
19 183.53 365.25 186. 64 309.02 231.82 335.27
56.32 1. 934
20 172.62 358.67 175.73 302.44I 220. 91 32 ). 69
56.32 1. 934
21 166.78 362.18 175.73 302.44 215.45 325.40
60.41 1. 936
22 188.60 375.34 197.55 315. 60 237.27 33 .56
60.41 1. 936
23 183.15 372.05 192.09 312.31 231.82 335.27
60.41 1. 936
File:C.•IProjectslFenton TR2 X-See B-B Analysis Printout 2 of 4 5/10/2013
r • r
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 93548
(360) 877-9512
Fenton Dayton Trails Tract 2 X-Section B-B Dynamic Stability Analysis
GAf,ENA Verelun5.02
450
440
420
400
380
360 Development Area
340
6�
320 a°i¢a mogenous sandy Grave;
Grave:Pit
rnreatn,5 rSce
300 -------.-----......-- ------_.._ -_........._
Anal sis 1
280 Multi le Stability Analysis
Method: 3ishop Simplified
260 Surface: ircular
Results
240
Critical(m imum)
Fa or of Safety: 1.44
0 50 100 150 200 250 300 350
Edited.10 y 2013 Processed-10 May 2013
Proiect: Fenton TR2
Dynamic
File: CADocuments and Settings\Cwner\My Documents\Galena Files\IelodelsTenton TR2 D.gmf Tahja Ei gineering,Inc.
Galena 5.02 Analysis Results Lice' ee: Tahja Engineer'ng, Inc.
DATA: Analysis 1 - Dynamic
Material Properties (1 material) -------------------
Material: 1 (Mohr-Coulomb Cu increases with depth) -
Cohesion Phi PI UnitWeight Ru
50.00 38.0 0 125.00 1.10
Water Properties ----------------
Unit weight of water: 62.40 Unit weight of water/med m above ground: 62.40
Material Profiles (1 profile) -----------------
Profile: 1 (2 points) Material beneath: 1 - 0.00 400.00 350.00 400.00
Slope Surface (4 points) -------------
0.00 300.00 175.00 302.00 238.00 340 0 347.00 35 .00
Phreatic Surface (2 points) --- 0.00 300.00 350.00 300.00
Failure Surface ----- ----------
Initial circular surf ace for critical search defined : XL,XR,R
Intersects: XL: 173.00 YL: 301.98 XR: 240.00 YR: 340.18
Centre: XC: 198.26 YC: 335.53 Radius: R: 42.00
Earthquake Force ----'------------
Pseudo-static earthquake (seismic) coefficient: 0.15
Variable Restraints -------------------
Parameter descriptor: XL XR R
Range of variation: 60.00 60.00 45.00
Trial positions within range: 12 12 12
File:C.IProjectslFenton TR2 X-S�c B-B Analysis Printout 3 of 4 5/10/2013
TAHJA ENGINEERING, Inc.
PO Box 235, Hoodsport, WA 98548
(360) 877-9512
RESULTS: Analysis 1 Dynamic
Bishop Simplified Method of Analysis - Circular Failu' Surface --------- --
Critical Failure Circle Search using Multiple Circle neration Technique
Factor of Safety for initial failure circle approxima ' on: 2.16
There were: 1000 successful analyses from a total of 1729 trial circles
729 analyses terminated due to unacceptable geometry
Critical (minimum) Factor of Safety: 1.44
Circle and Results Summary (Lowest 22 Factor of Safety circles) --------- --------
Circle X-Centre Y-Centre X-Left Y-Left X-Right Y-Ri ht
Radius FoS
1 182.35 373.38 186.64 309.02 237.27 33).56
64.50 1.438
2 176.89 370.09 181.18 305.73i 231.82 335.27
64.50 1.438
3 171.44 366.80 175.73 302.44 226.36 332. 98
64.50 1.438
4 184.28 376.33 192.09 312.31 237.27 33).56
64 .50 1.438
5 173.37 369.75 181.18 305.73 226.36 33 . 98
64.50 1.438
6 178.83 373.04 186. 64 309.02 231.82 335.27
64 .50 1.438
7 167.92 366.46 175.73 302.44 220.91 32 ).69
64 .50 1.438
8 175.70 365.89 181.18 305.73 226.36 33 .98
60.41 1.446
9 186.61 372.47 192.09 312.31 237.27 33).56
60.41 1.446
10 181.16 369.18 186. 64 309.02 231.82 335.27
60.41 1.446
11 170.25 362.60 175.73 302.44 220. 91 32 ). 69
60.41 1.446
12 180.53 370.23 181.18 305.731 237.27 33).56
64.50 1.453
13 175.07 366. 94 175.73 302.44 231.82 335.27
64.50 1.453
14 179.29 366.11 181.18 305.73 231.82 335.27
60.41 1.454
15 184 .75 369.40 186. 64 309.02 237.27 33).56
60.41 1.454
16 173.84 1 362.82 175.73 302.44 226.36 332. 98
60.41 1.454
17 188. 98 368.54 192.09 312.31 237.27 33).56
56.32 1.459
18 178.07 361.96 181.18 305.73, 226.36 332. 98
56.32 1.459
19 183.53 365.25 186. 64 309.02. 231.82 336.27
56.32 1.459
20 172.62 358.67 175.73 302.44 220. 91 329. 69
56.32 1.459
21 166.78 362.18 175.73 302.44 215.45 326.40
60.41 1.460
22 188. 60 375.34 197.55 315. 60 237.27 339.56
60.41 1.460
File: C:IProjectslFenton TR2 X-S�c B-B Analysis Printout 4 of 4 5/10/2013