HomeMy WebLinkAboutGEO2018-00033 for COM2018-000777 - BLD Engineering / Geo-tech Reports - 3/14/2018 GEO
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: rr 1 (
Permit#: 06-4� Parcel#:
Date(s) of the Document(s) reviewed: ,�CZo1
1. (a) A discussion of general geologic conditions in the vicinity of the proposed development,
OK?_ Comment:
(b) A discussion of specific soil types
OK? X' Comment:
(c) A discuss' n of ground water conditions
OK?_ Comment:
(d) A discussion of the upslope geomorphology
OK? Comment:
(e) A discussion f the location of upland waterbodies and wetlands
OK?_X Comment:
(f) A discus o of history of landslide activity in the vicinity, as available in the referenced maps and records
OK? Comment:
2. A site plan that identifies the important development and geologic features.
OK? Comment:
3. Locations and logs of exploratory holes or probes.
OK? Comment:
4. The area of the proposed development, the boundaries of the hazard, and associated buffers and setbacks shall
bed Ii Bated (top, both sides, and toe) on a geologic map of the site.
OK? Comment:
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? Comment:
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 coeffients should be a value of 0.15.
OK?Y Comment:
7. (a) Appropri to restrictions on placement of drainage features
OK? Comment:
(b) Appropriate restrictions on placement of septic drain fields
OK?k_Comment:
(c) Appropriate restrictions on placement of compacted fills and footings.
OK? �l Comment:
Page 1 of 2 TT Form Effective June 2008
(d) Recommended buffers from the landslide hazard areas shoreline bluffs and the tops of other slopes.
OK? � Comment:
(e) Recommended setbacks from the landslide hazard areas shoreline bluffs and the tops of other slopes.
OK? X Comment:
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? Comment:
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? A Comment:
10. An analysis of both on-site and off-site impacts of the proposed development.
OK? Comment:
11. Specifications of final development conditions such as, vegetative management, drainage, erosion control, and
buffer widths.
OK? �< Comment:
12. Recommendations for the preparation of structural mitigation or details of other proposed mitigation.
OK? Comment:
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? X Comment:
Are the Documents signed and stamped? By whom? ray (�U ire
License#: Z License type: e
FIRST REVIEW Approved ❑ Need more info.
If not approved, what is the next action/recommendation for further action?
Reviewed by i `ate- 'J -, on Id . Time spent in review:
SECOND REVIEW/ UPDATE ❑ Approved ❑ Need more info.
Reviewed by on . Time spent in second review:
THIRD REVIEW/UPDATE ❑ Approved ❑ Need more info.
Reviewed by on . Time spent in third review:
Disclaimer. Mason County does not certify the quality of the work done in this Geotechnical Report.
Page 2 of 2 Form Effective June 2008
PL-A- NfMNG RECEIVED
Mason County Department of Community Development
MAY 18 2018
Submittal Checklist For a Geotechnical Report
615 W. Alder Street
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/IoWe,w CO /=ilzv t9Is."14cj1�Parcel# 333 23,2 �� _ �6�O
Site Address 1�4 SfZeef U.V10.<1 I,l,� l�'/�fJ�•i���(� SP5— 2—
(1) (a)A discussion of general geologic conditions in the vicinity of the proposed development,
Located on page(s) 7— q
(b) A discussion of specific soil types
Located on page(s)
(c) A discussion of ground water conditions
Located on page(s) q
(d) A discussion of the upslWe geomorphology
Located on page(s) �J
(e) A discussion of the location of upland waterbodies and wetlands
Located on page(s)
(f) A discussion of history of landslide activity in the activity in the vicinity, as available in the
referenced maps and records
Located on page(s) /6
(2) A site plan, which identifies the)mportant development and geologic features.
Located on Map(s) /0 z
(3) Locations and logs of exploratory holes or probes.
Located on Map(s) /r7 Y1U 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) 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) /0 , 22/ 2, 3
(6) A description and results of slope stability analyses performed for both static and seismic loading
conditions. Analysis should examine worst-case failures. The analysis should include the
Simplified Bishop's Method of Circles. The minimum static safety factor is 1.5; the minimum
seismic safety factor is 1.1 and the quasi-static analysis coeffients should be a value of 0.15.
Located on page(s) /0, // . /Z
(7) (a)Appropriate restrictions on placement of drainage features
Located on page(s) /L _/3
(b) Appropriate restrictions
on
placement of septic drain fields
Located on page(s)
(c) Appropriate restrictions on placement of compacted fills and footings
Located on page(s) 13
Page 1 of 2 Form Effective June 2008
Disclaimer: 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 tops of other
slopes on the property. l3
Located on page(s)
(e) Recommended setbacks from the landslide hazard areas shoreline bluffs and the tops of
other slopes on the property.
j3
Located on page(s)
(8) Recommendations for the preparation of a detailed clearing and grading plan which specifically
identifies vegetation to be removed, a schedule for vegetation removal and replanting, and the
method of vegetation removal.
Located on page(s) 1
(9) Recommendations for the preparation of a detailed temporary erosion control plan which
identifies the specific mitigating measures to be implemented during construction to protect the
slope from erosion, landslides and harmful construction methods.
Located on page(s) /3 -/!Y
(10) An analysis of both on-site and off-site impacts of the proposed development.
Located on page(s) )7
(11) Specifications of final development conditions such as, vegetative management, drainage,
erosion control, and buffer widths.
Located on page(s) i H
(12) Recommendations for the preparation of structural mitigation or details of other proposed
mitigation. �I
Located on page(s)
(13) A site map drawn to scale showing the property boundaries, scale, north arrow, and the location
and nature of existing and prop'sed development on the site.
Located on Mao(s) /=/6- Z-
I, Culzrrs D CUJ ,Ii 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 Geotechnical Report,
dated N / /y, 2olg, and entitled s/ee a,. , ,f-, IncitpMk meets all the
requirements of fhe Mason County Resource Ochinance, Landslide Hazard Section, is complete and true,
that the assessment 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)
t Wash;n
a f
i 2439
ease oho
Curtis Dean Cushman
Page 2 of 2 Form Effective June 2008
Disclaimer: Mason County does not certify the quality of the work done in this Geotechnical Report.
i
3
Com So !8 - 000-71
G EOTECHNICAL REPORT
SLEEPING QUARTERS ADDITION
MASON COUNTY FIRE DISTRICT #6
. UNION, WASHINGTON
r
r
PREPARED FOR
MASON COUNTY FIRE DISTRICT #6
r
BY
ALL AMERICAN GEOTECHNICAL
is OLYMPIA, WASHINGTON
MARCH 14, 2018
•
r
r
r
Ir
CONTACT INFORMATION
PREPARER INFORMATION
AAG PROJECT NUMBER: AAG18-015
CONTACT: CURTIS D.CUSHMAN
ADDRESS: 8947 BUTTONWOOD LANE NE
OLYMPIA,WASHINGTON 98516
TELEPHONE: (360)491-5155
CELL: (360)481-6677
EMAIL ADDRESS: CURTIS.CUSHMAN@COMCAST.NET
CLIENT INFORMATION
CLIENT: MASON COUNTY FIRE DISTRICT#6
TELEPHONE: (360)898-4871
BILLING ADDRESS: MASON COUNTY FIRE DISTRICT#6
P.O.Box 39
UNION,WA 98592-0039
SITE ADDRESS: MASON COUNTY FIRE DISTRICT#6
E.50 SEATTLE STREET
UNION,WASHINGTON
CONTACT CAPTAIN CODY DAGGETT
MASON COUNTY FIRE DISTRICT#6
(360)898-4871
CDAGGETT@MCFD6.COM
PARCEL NUMBERS 33232-50-16001
GPS LOCATION: N470 21' 18.15" W1230 05' 59.23" (Proposed Addition Site)
AAG18-015 8947 Buttonwood Lane NE,Olympia, WA 98516 2
Phone#: (360)491-5155 Cell#:(360)481-6677
ALL Armktcm GroucmcAL
SCOPE OF UNDERSTANDING
MASON COUNTY FIRE DISTRICT#6
P.O.Box 39
UNION,WA 98592-0039
RE: GEOTECHNICAL REPORT
ADDITION FOR MASON COUNTY FIRE DISTRICT#6
E.50 SEATTLE STREET
UNION,WASHINGTON
N470 21' 18.15" W1230 05'59.23"
PARCELS 33232-50-16001
MARCH 15,2018
Dear MCFD#6:
Mason County Fire District #6 (client) hired All American Geotechnical, Inc. (AAG) through Captain
Cody Daggett on March 5, 2018 to prepare a geotechnical report to comply with the Mason County
Requirements in the Critical Areas Ordinance in accordance with the Submittal Checklist For a
Geotechnical Report for the above property in the city of Union in Mason County, Washington.
The site is to be developed by the addition of a mobile home for use as sleeping quarters on a pre-existing
asphalt apron currently used as a parking lot on the southwest part of the property.
As per your request, we have conducted a soils exploration and slope stability analysis for the above-
mentioned parcel. This is to be in compliance with the requirements of Mason County Planning for a
geotechnical report due to potential landslide conditions. We have provided two copies for your review
and distribution.
Landslide hazards will be detailed in the text. Other geotechnical information is likewise included.
We appreciate this opportunity to be of service to you and we look forward to working with you in the
future. If you have any questions concerning the above items,the procedures used, or if we can be of any
further assistance please call us at the phone number listed below.
t Wash Respectfully Submitted,
ALL AMERICAN GEOTECHNICAL,INC.
Engir�enng Gedoglsl �,
Curtis D.Cushman,L.G.,L.E.G.
Senior Engineering Geologist
Curtis Dean Cushman
AAG 18-01 5 8947 Buttonwood Lane NE,Olympia,WA 98516 3
Phone#:(360)491-5155 Cell#:(360)481-6677
ALL AMMCAN GROTE HNICAL
TABLE OF CONTENTS
SCOPE OF UNDERSTANDING 3
INTRODUCTION 6
1) SITE CONDITIONS 6
SURFACE CONDITIONS 6
A) SITE GEOLOGY 7
B) SOIL TYPES 8
C) GROUND WATER CONDITIONS 9
D) UPSLOPE GEOMORPHOLOGY 9
E) UPSLOPE WATERBODIES AND WETLANDS 9
F) LANDSLIDE ACTIVITY 10
2) SITE PLAN 10
3) EXPLORATORY HOLES OR PROBES 10
4) PROPOSED DEVELOPMENT 10
5) CROSS SECTION 10
6) SLOPE STABILTY ANALYSIS 10
SEISMIC LIQUEFACTION HAZARD 12
GEOSEISMIC SETTING 12
LATERAL EARTH PRESSURES 12
7) RESTRICTIONS 12
A) PLACEMENT OF DRAINAGE FEATURES 12
B) PLACEMENT OF SEPTIC DRAIN FIELDS 13
C) PLACEMENT OF COMPACTED FILLS AND FOOTINGS 13
RECOMMENDATIONS FOR SITE PREPARATION 13
RECOMMENDATIONS FOR STRUCTURAL FILL 13
D) BUFFERS 13
E) SETBACKS 13
8) CLEARING AND GRADING PLAN 13
9) EROSION CONTROL PLAN 13
10) ON AND OFFSITE IMPACTS 14
11) FINAL DEVELOPMENT CONDITIONS 14
12) STRUCTURAL MITIGATION 14
13) SITE PLAN 14
CONCLUSIONS AND RECOMMENDATIONS 14
PROVISIONS 15
GENERAL 15
CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION PROJECTS 15
READ THESE PROVISIONS CLOSELY 15
AAG18-015 8947 Buttonwood Lane NE,Olympia, WA 98516 4
Phone#:(360)491-5155 Cell#:(360)481-6677
ALL AMERICAN GEOTECHNICAL
• REFERENCES 16
APPENDIX 18
LABORATORY ANALYSIS 19
2009 AASHTO DESIGN SPECIFICATIONS 20
. 2012/2015 IBC DESIGN SPECIFICATIONS 21
. SLOPE MODELS 22
. STATIC MODEL A-A' 22
. DYNAMIC MODEL A-A' 23
FIGURES 24
FIGURE 1.VICINITY MAP 24
FIGURE 2.SITE PLAN 25
•
AAG 18-015 8947 Buttonwood Lane NE,Olympia,WA 98516 5
Phone#: (360)491-5155 Cell#: (360)481-6677
ALL AMERICAN GEOTECHNICAL
INTRODUCTION
This report summarizes the results of our geotechnical consulting services for the proposed sleeping
quarters addition on the parcel herein described. The building site is in the southwest part of a square
parcel currently developed as the fire station of Mason County Fire District#6 in Union, Washington. In
general, the property is terraced on a moderate slope going down to the north toward Hood Canal. A
I� drainage defines the west side of the property. The property is on a rise above the main part of Union.
The location of the site is shown relative to the surrounding area on the Vicinity Map, Figure 1.
Our understanding of the project is based on our discussions with Captain Cody Daggett representing the
client. In general, there will be no grading affecting slope stability, the addition to be placed on an
existing asphalt lot on a terraced slope. The addition will be a residential mobile home that will be set
back approximately 28 feet from the top of the Landslide Hazard Area (LHA). The approximate layout
of this is shown on the Site Plan, Figure 2. Access to the proposed work site is from E. Seattle Street
accessed from SR-106 via E McCreavy Road in Union, Washington.
The purpose of our services is to evaluate the surface and subsurface conditions at the site in order to
satisfy the requirements of the Mason County Critical Areas Ordinance. Specifically, our scope of services
for this project includes the following:
1. A review of the available geologic, hydrogeological and geotechnical data for the site
area.
2. A geologic reconnaissance of the site area and surrounding vicinity.
3. Investigation and identification of shallow subsurface conditions at the site by
characterizing the exposed soil, sampling, and reviewing published well logs.
4. Comparison of the site to published geologic maps, previous field investigations, and
open file reports. Inspection of aerial photographs to determine the geomorphology of
the site.
5. Evaluation of the landslide,erosion, and seismic hazards at the site per the Mason County
Critical Areas Ordinance regulations (as of January 1, 2007).
6. Slope modelling.
The slope on the west of the building site exceeds a slope of 40% and is greater in height than 10 feet.
This area is within 300 feet of the building site. This is considered a Landslide Hazard Area (LHA)
Therefore, Mason County requires that a geotechnical report be prepared in accordance with the Mason
County Resource Ordinance Sections 17.01.100 through 17.01.104.
1) SITE CONDITIONS
SURFACE CONDITIONS
The proposed location for a residential mobile home addition is located near the southwest part of the
client property. The client property overall slopes gently to the north developed in two terraces, the
uppermost one of which will be the residence site. The proposed addition will be back-set 28 feet from
the top of the LHA. The LHA itself is approximately 40 feet high with a slope in places of over 100%.
The overall site elevation of the entire property ranges from approximately just under 55 feet in the
AAG18-015 8947 Buttonwood Lane NE,Olympia, WA 98516 6
Phone#:(360)491-5155 Cell#: (360)481-6677
ALL Amman GrowcwtcAL
drainage to approximately 110 feet along its south side. The residence will be placed on a level platform
of asphalt at or near the 105 foot contour.
Curtis D Cushman, L.E.G. and Blaise Jelinek E.I.T., conducted a site reconnaissance on March 5, 2018.
The purpose of a site visit is to physically observe the property and adjacent properties in order to
identify any recognized geologic conditions. Subsurface exploration was done by observing exposed soil
across the site and near the drainage ravine. Visual observations were documented and site-specific
features were mapped.
The parcel is almost entirely developed with buildings, asphalt parking areas and broad lawns; and has no
native vegetation except for a fringe of mature trees along the ravine. The trees are uniformly straight
and vertical and show no signs of slope movement. Some of these are on or are immediately above the
top of the LHA and may become hazard trees at some time in the future. At the present time none pose a
hazard via uprooting to present structures or the propped mobile home. No evidence of deep-seated slope
instability was observed onsite.
The mobile home addition will be within the 50-foot vegetation buffer. The location of the mobile home
will not involve any removal of exiting vegetation, nor will any footing or access excavation be done.
A) SITE GEOLOGY
The following is taken from the Geologic Map of the Skokomish Valley and Union 7.5-minute
Quadrangles, Mason County, Washington, by Polenz, M.., et al.; 2010 revised 2015; DNR Open File
Report 2010-03.
The residence will be constructed on common Vashon till(Qgt) described briefly as follows:
Qgt Vashon lodgment till—Unsorted, unstratified mix of clay, silt, sand, gravel, and sparse boulders;
typically supported by a sandy matrix; mostly gray; compact, resembling concrete.
The drainage cuts though this relatively thin layer to reveal deposits designated Qpuop:
QpuoP Pre-Fraser Olympic-source glacial and nonglacial deposits—Gravel, sand, silt, clay, and
diamicton, including tills and paleosols; tan to reddish brown or gray; compact;poorly sorted.
This is a thicker unit that defines the sturdy basement beneath the Fraser deposits. As this unit was
compacted by the mass of Fraser glaciation, it is likely the steep sides of the ravine reflect this
compaction.
The nearest water well (Tag BBS 712) is that of P.U.D. Number 1 located on McCreavy just below 51h
Street drilled in 1956. As it is located at an elevation of 235 feet and it was drilled to a depth of-166 feet
very little of the drill log is useful. However, the log repeatedly calls the drilling "hard," through most of
the hole.
AAG 18-015 8947 Buttonwood Lane NE,Olympia, WA 98516 7
Phone#: (360)491-5155 Cell#: (360)481-6677
ALL AmEpucAN GEoTECHNICAL
According to the CZAW map #MA_7ith.jpg, the building site is in the Intermediate zone (I), with stable
areas (S) above and below it. The CZAW maps shows no major (e.g. mapable) landsides in the
immediate area.
The site visit confirmed the mapping and descriptions in the literature. The building platform is very
stable and suitable for construction.
There are no nearby mapped faults and the nearest active fault zone is the Tacoma Fault near Allyn,
Washington, to the north. Seismic acceleration is important in modelling the slope stability as the Puget
Sound area is in an active tectonic zone and although this fault does not pose an immediate hazard to the
proposed building project, low levels of seismic activity are not uncommon and there is always the
possibility of a major shock.
B) SOIL TYPES
The soils are described by the USDA Web Soil Survey as:
Mason County, Washington
Aa—Alderwood gravelly loam, 0 to 15 percent slopes
Map Unit Setting
• National map unit symbol: 2t62h
• Elevation: 50 to 800 feet
• Mean annual precipitation: 25 to 60 inches
• Mean annual air temperature: 48 to 52 degrees F
• Frost-free period: 160 to 240 days
• Farmland classification: Prime farmland if irrigated
Map Unit Composition
• Alderwood and similar soils: 85 percent
• Minor components: 15 percent
• Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Alderwood
Setting
• Landform: Ridges, hills
• Landform position (two-dimensional): Shoulder
• Landform position (three-dimensional): Nose slope, talf
• Down-slope shape: Linear, convex
• Across-slope shape: Convex
• Parent material: Glacial drift and/or glacial outwash over dense glaciomarine deposits
Typical profile
• A - 0 to 7 inches: gravelly loam
• Bw1 - 7 to 21 inches: very gravelly sandy loam
• Bw2 - 21 to 30 inches: very gravelly sandy loam
• Bg - 30 to 35 inches: very gravelly sandy loam
AAG18-015 8947 Buttonwood Lane NE, Olympia, WA 98516 8
Phone#: (360)491-5155 Cell #: (360)481-6677
ALL AMERICAN GROTECHNI L
• 2Cd1 - 35 to 43 inches: very gravelly sandy loam
• 2Cd2 - 43 to 59 inches: very gravelly sandy loam
Properties and qualities
• Slope: 0 to 15 percent
• Depth to restrictive feature: 20 to 39 inches to densic material
• Natural drainage class: Moderately well drained
• Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low
(0.00 to 0.06 in/hr)
• Depth to water table: About 18 to 37 inches
• Frequency of flooding: None
• Frequency of ponding: None
• Available water storage in profile: Very low (about 2.8 inches)
On site this soil is seen to be relativelythick comprising the unit found in on-site cuts. It is uniform for
P g
at least 4 feet in thickness and is a unit whose sand proportion is coarse-grained and contains abundant
fine gravel. There is no clay present and the silt fraction is subordinate (See granularity determination,
below). It is classified(ASTM) as GM Silty gravel with sand.
The soil is not important to the placement of the residence. The mobile home will be placed on pre-
existing asphalt as described above.
C) GROUNDWATER CONDITIONS
The ravine has flowing water, said by Captain Daggett to be due to it being used to accept drain water
from a common municipal drain system. No other water was seen except for a small amount of water
entering the pre-existing drain on the asphalt. The exit of this drain is likely in the ravine but was not
seen.
There was no evidence of active surface erosion on or around the asphalt parking lot. Soils nearby were
not saturated and were firm.
D) UPSLOPE GEOMORPHOLOGY
The slope continues up to the south-southwest to a broad ridge approximately 1,100 feet away. At a
maximum height of 320 feet, this represents a slope of just over 15%. This does not constitute an
immediate hazard to the mobile home site. There are several developed residential properties between
the site and the ridge along with roads. These pose no geotechnical hazard to the property.
E) UPSLOPE WATERBODIES AND WETLANDS
There are none.
AAG 18-015 8947 Buttonwood Lane NE,Olympia,WA 98516 9
Phone#: (360)491-5155 Cell#:(360)481-6677
ALL A mcm GEoTzcnNt L
F) LANDSLIDE ACTIVITY
The 7.5-minute quadrangle shows no nearby landslides. In fact, the areas mapped as being underpinned
by the QpuoP pre-Fraser units shows no landslide activity. Some small land failures may have occurred,
but these would be relatively minor and too small to map. There does not appear to be any evidence of
landslide potential at the residence site.
LiDAR from the Puget Sound Lidar Consortium (g47123c1 Ibe) shows no evidence of any landslides in
the area around the site.
1
There was no evidence of current on-site landslide activity.
2) SITE PLAN
The proposed residence location is on Figure 2. The geology is overall Qgt with the QpuoP shown in the
drainage. The soil typ a is shown as throughout the site.
3) EXPLORATORY HOLES OR PROBES
The site was surface examined, including in the ravine and in cuts roughly at the addition location.
Sample location for field evaluation is as shown on Figure 2.
4) PROPOSED DEVELOPMENT
Figure 2 shows the required features of. proposed developments, the boundaries of the hazard (LHA),
and associated buffers and setbacks. Water and septic are pre-existing on the property.
5) CROSS SECTION
1 Two (2)cross-sections are in the Appendix. They are along line A-A' which includes the building site.
' 6) SLOPE STABILTY ANALYSIS
The Slope Stability Analysis is as follows following the Mason County Resource Ordinance of 2009:
' 17.01.100E5(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 [dynamic] safety factor is 1.1 and the quasi-static analysis
r coefficients should be a value of 0.15.
' Slope stability was modeled using the GALENA 6.1 program in both static and dynamic conditions (ca=
1 0.208). "Static" condition refers to an "as is" state of a given slope. "Dynamic" puts seismic
AAG18-015 8947 Buttonwood Lane NE,Olympia,WA 98516 10
' Phone#: (360)491-5155 Cell#:(360)481-6677
1
ALL AmEwAN GEouLcHNI `AL
acceleration into the model for earthquake conditions. The factor for ground acceleration (ca) was
determined from the Peak Ground Acceleration from the USGS Seismic Design Maps, included in the
Appendix.
Factors of safety were determined using the Bishop (semi-circular) method. The site was modeled as a
two-layer model. The parameters are provided in the output in the appendix. A ground water table was
not included in the model. Spread footings were included in the models, represented as the continuous
load in the model. The model was loaded with a uniform load of 2000lb/ft starting at the edge of the
proposed structure. The models represent the steepest slopes in the vicinity of the property and the
steepest slopes on property.
The upper layer is the Qgt Vashon lodgment till. The Qgt was modeled with a unit weight of 1251bs per
cubic foot, common for the Vashon till deposits. Despite classification as a soft rock, it is locally friable,
so cohesion of 300 lbs per square foot and phi angle of 38 degrees were selected as conservative values
for Qgt in the model.
The lower layer is the QpuoP Pre-Fraser Olympic-source glacial and nonglacial deposits, Vashon
recessional outwash. This material is exposed in the drainage to the west of proposed structure, and
would be encountered beneath the Qgt. The QpuoP was modeled with a unit weight of 125lbs per cubic
foot, cohesion of 400 lbs per square foot and phi angle of 40 degrees. These were selected as
conservative values for QpuoP in the model.
Testing a range of failure circles identifies the worst-case scenario: therefore, the initial parameters in the
A-A' in a model with a total length of 117.9 feet, the toe is at 60 feet, the building envelope is from 107'
to 117' feet, the initial upslope location is at 107', and the initial radius is 55 feet. These initial positions
were tested over a range of 20 feet, 20 feet, and 10 feet respectively; with 50 positions tested over each
range. Our computations in both the Static and Dynamic condition analyzed at least 125,001 possible
failure circles for each case. The graphical output of this data is presented in the appendix.
Under static conditions, the slope generally did not show susceptibility to deep failure that would cause
damage to the proposed addition. See Appendix for model output and cross-sections. Under dynamic
loading (Ca=0.208), the computations demonstrated that the slope is safe and not susceptible to a deep-
seated movement. The following are the Factors of Safety (FoS) attained for the section with respect to
its current topographical representation.
Factors of Safety for Mason County Fire District#6 Pro osed Annex
Analysis Factor of Safe Static Factor of Safe (Dynamic)_
A-A', 3.42 2.24
These calculated Factors of Safety (FoS) meet the requirements set forth by Mason County that is, 1.50
for static and 1.1 for dynamic loading scenarios. Thus, based on our slope models representing critical
slopes at the subject site, it is apparent that the building site is not susceptible to damage by deep-seated
movements or instability.
The values input were selected to be as conservative as possible so the FoS are likely higher. This
analysis shows this particular site to be stable.
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No other slopes qualified as Landslide Hazard Areas.
SEISMIC LIQUEFACTION HAZARD
The Liquefaction Susceptibility Map of Mason County, Washington by Palmer, Magsino, Poelstra,
Bilderback, Folger, and Niggemann (September 2004) maps the site area as having a Very Low
liquefaction potential.
The Site Class Map of Mason County, Washington by Palmer, Magsino, Bilderback, Poelstra, Folger, and
Niggemann(September 2004)maps the area as site Class C. Site class C is a very stiff soil or soft rock.
GEOSEISMIC SETTING
According to the Seismic Zone Map of the United States contained in the 2006 International Building
Code (IBC),the project site is located where the maximum spectral response acceleration is 45 percent of
gravity (g).
We recommend following seismic factors for design purposes.
• Site Class: C (stiff soil/soft rock)
• Spectral response acceleration, short period(SMs): 1.434g(Fa= 1.05)
• Spectral response acceleration, 1-second period(SM1): 0.776g(F,= 1.55)
LATERAL EARTH PRESSURES
These numbers will only be needed if there are excavations of any sort in this glacial material and soils.
Lateral loads may be resisted by friction on the bases of footings and floor slabs and as passive pressure
on the sides of footings. An allowable coefficient of friction of 0.40 may be used to calculate friction
between the concrete and the underlying native soil. We recommend the following be used to determine
the lateral earth pressures considering the onsite GM:
• + (soil friction angle) 34 degrees
• Ko(at rest earth pressure coefficient) 0.441
• Ka(active earth pressure coefficient) 0.283
• Kp(passive earth pressure coefficient) 3.54
• y(soil unit weight) 125 pcf
7) RESTRICTIONS
A) PLACEMENT OF DRAINAGE FEATURES
The mobile home will be drained into a pre-existing drain in the asphalt. The residence will not add any
capture area to the pre-existing asphalt parking lot. The geometry of the site indicates the flow from the
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residence will go into the drain. The drains of the addition should be daylighted to the south to insure
this direction of flow. No surface water should be directed toward the bluff.
B) PLACEMENT OF SEPTIC DRAIN FIELDS
The drain fields are pre-existing.
C) PLACEMENT OF COMPACTED FILLS AND FOOTINGS
RECOMMENDATIONS FOR SITE PREPARATION
There is no grading or footing excavation required for site preparation as the mobile home will be placed
on the pre-existing parking lot. Utility attachments will involve minor trenching if any at all. If any
excavation occurs on or near a steep slope all deleterious material will be removed and sub-soils reached.
Any material that is excavated may be stockpiled and later used for erosion control and/or landscaping.
Surficial material unsuitable for these tasks should be removed from the project site.
No structural fill should be needed.
RECOMMENDATIONS FOR STRUCTURAL FILL
None will be needed.
D) BUFFERS
The 50-foot vegetation buffer from the top of the LHA will be intruded upon by the proposed residential
placement. However,no vegetation will be disturbed due to the pre-existing development of the property
and the location of the mobile home on the asphalt.
E) SETBACKS
The residential site is well outside of the hazards as defined by the slope stability model and the resultant
Factors of Safety. (Figure 2).
8) CLEARING AND GRADING PLAN
No clearing or grading is needed for the residence.
9) EROSION CONTROL PLAN
It is our opinion that the potential erosion hazard of the site is not a limiting factor for the proposed
developments. There will be no removal of natural vegetation at the mobile home site.
AAG 18-01 5 8947 Buttonwood Lane NE,Olympia, WA 98516 13
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The possibility of down-slope contamination is highly unlikely if proper control methods are employed.
A silt fence may be installed if trenching or other activity is done at or near a steep slope.
A revegetation plan should not be required.
10) ON AND OFFSITE IMPACTS
There should be no notable on- or offsite impacts if the project is completed according to the
recommendations of this report and in accordance with all regulations.
No geotechnical impact is anticipated in the placement of the residential mobile home.
11) FINAL DEVELOPMENT CONDITIONS
. All final conditions will follow the design by the Engineer of Record and compliance with all regulatory
. agencies. If this and the above recommendations are followed, final development conditions will be
achieved.
12) STRUCTURAL MITIGATION
There is none.
13) SITE PLAN
Please see Figure 2.
CONCLUSIONS AND RECOMMENDATIONS
Based on the results of the site reconnaissance, subsurface observations, and our experience in the area, it
is our opinion that the site is suitable for the proposed project. The proposed mobile home location is
stable relative to deep-seated instability and will not be affected by the proposed addition. The proposed
. structure does not undermine adjacent slopes. Drainage is pre-existing and will not be augmented by the
mobile home.
No disturbance of the 50' vegetation will occur.
While the ravine does not show any indications of failure, it should be monitored to insure there is no
undercutting or other severe erosion that may eventually lead to land failure, however minor. Vegetation
should be maintained in the area, preferably native species good for stabilizing slopes.
10
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PROVISIONS
GENERAL
We have prepared this report for the exclusive use of the Mason County Fire District #6 and their
authorized agents for the proposed development in Mason County, Washington. Site inspections,
research, and mapping have culminated in this report. This report is intended to meet the requirements of
the Mason County Critical Areas Ordinance. This report does not specify setbacks for: line-of-sight
setbacks, FWHCA setbacks, eagle tree setbacks, wetland setbacks, or property line setbacks. Within the
limitations of scope, schedule and budget, our services have been executed in accordance with generally
accepted practices in the field of geotechnical engineering in this area at the time this report was
prepared. No warranty or other conditions,expressed or implied, should be understood.
Clients and property owners must understand that, while a slope may be found to have an acceptable
Factor of Safety related to deep-seated mass wasting, surficial failure and landslides can and do occur on
. steep slopes. The property owners should monitor the stability of their property following construction.
r Moreover, acceptable Factors of Safety do not guarantee there cannot be failures. It is the responsibility
of the property owners to understand that there are always risks in building on or near steeply sloped
areas.
r
CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION PROJECTS
Our geotechnical recommendations are not intended to direct the contractor's procedures, methods,
schedule or management of the work site. The contractor is solely responsible for job site safety and for
r managing construction operations to minimize risks to onsite personnel and to adjacent properties.
READ THESE PROVISIONS CLOSELY
Some clients, design professionals, and contractors may not recognize that the geoscience practices
(geotechnical engineering or geology) are far less exact than other engineering and natural science
disciplines. This lack of understanding can create unrealistic expectations that could lead to
disappointments, claims and disputes. All American Geotechnical includes these explanatory
"limitations"provisions in our reports to help reduce such risks.
r The equipment, techniques and personnel used to perform an environmental study differ significantly
from those used to perform a geotechnical or geologic study and vice versa. For that reason, geotechnical
engineering or geologic reporting does not usually relate any environmental findings, conclusions or
recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated
contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns
regarding a specific project.
r
r
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r
r
r
ALL AmpticAN GaoTF.cHNICAL
REFERENCES
MAPS
DeLorme 3-13 TopoQuads(2002),Source Data USGS,Yarmouth,Maine.
Dragovich,Logan,Walsh,and Schasse(2002), Geological Map of Washington—Northwest Quadrant(Geological Map GM-
50),published by Washington State Department of Natural Resources
Palmer, Magsino, Poelstra, Bilderback, Folger, and Niggemann (September 2004), The Liquefaction Susceptibility Map of
Mason County, Washington, published by Washington State Department of Natural Resources.
Palmer, Magsino, Bilderback, Poelstra, Folger, and Niggemann (September 2004), The Site Class Map of Mason County,
Washington,published by Washington State Department of Natural Resources.
Polenz, M., and others (2010), Geologic Map of the Skokomish Valley and Union 7.5-minute Quadrangles, Mason County,
Washington,Washington State Department of Natural Resources Open File Report 2010-03.
Rogers, A. M., Walsh, T. J., Kockelman, W. J., and Priest, G. R. (1996), Map showing known or suspected faults with
quaternary displacement in the Pacific Northwest, published by U.S. Geological Survey OFR 91-441-0, Plate 1,
scale 1:2,000,000.
Washington State Department of Ecology (1979), Coastal Zone Atlas of Washington, Volume 9, published by Washington
State Department of Ecology.
PUBLICATIONS
Ambrose(1981),Simplified Design of Building Foundations,Table 2.5,pages 48-57,published by John Wiley&Sons,Inc.
ASTM International(2005),Annual Book of Standards 2005,Section 4, Volume 4.08,published by ASTM International,West
Conshohocken,Pennsylvania.
Bloom(1991),Geomorphology,published by Prentice-Hall,Inc.,Upper Saddle River,New Jersey.
Gallagher, Patricia M. (October 27, 2000), Passive Site Remediation for Mitigation of Liquefaction Risk, Dissertation
submitted to the Faculty of the Virginia Polytechnic Institute and State University,Virginia.
International Code Council,Inc.(2006),2006 International Building Code,published by International Code Council,Inc.
Kollmorgen Instruments Corporation (1994), Munsell Soil Color Charts (1994 Revised Edition), published by Macbeth
Division of Kollmorgen Instruments Corporation,New Windsor,New York.
McCarthy(1993), Essentials of Soil Mechanics and Foundations, published by Prentice-Hall, Inc., Upper Saddle River,New
Jersey.
Ness,Fowler,Parvin(1960),The Soil Survey of Mason County, Washington, USDA Soil Conservation Service,in cooperation
with the United States Department of Agriculture,and Washington Agricultural Experimental Station, and the Soils
Conservation Service.
Parks, Neal, Koloski, Laprade, Molinari, Butler, and Lorentson (November 2006), Guidelines for Preparing Engineering
Geology Reports in Washington, published by Washington State Geologist Licensing Board,Olympia,Washington.
Prakash(1981),Soil Dynamics,Figure 6.3,page 173,published by McGraw-Hill,Inc.
Sowers(1979),Introductory Soil Mechanics and Foundations: Geotechnical Engineering,Macmillan Publishing Co.,Inc.
AAG 18-015 8947 Buttonwood Lane NE,Olympia,WA 98516 16
Phone#:(360)491-5155 Cell#:(360)481-6677
r
r
ALL AwtRICAN GEOTIECHNICAL
Washington State Department of Transportation(WSDOT)(2005), Standard Specifications for Road, Bridge, and Municipal
Construction 2006 M41-10,prepared by WSDOT Engineering Publications,P.O.Box 47408,Olympia,Washington.
WEBSITES
rMason County Government Information Services
(http://www.co.mason.wa.us)
Mason County Codes,Ordinances,and Regulations
' (http://www.co.mason.wa.us/code)
Puget Sound Lidar Consortium
(http://pugetsoundlidar.ess.washington.edu/l idardata/index.html)
Slope Stabilization Erosion Control Using Vegetation A Manual of Practice for Coastal Bluff
' (http://www.ecy.wa.gov/biblio/9330.htmi)
Vegetation Management Guide for Puget Sound Bluff Property Owners
(http://www.ecy.wa.gov/biblio/933 I.htm1)
rUnited States Department of Agriculture Natural Resource Conservation Service
r (http://soildatamart.nres.usda.gov)
rWashington Administrative Code
(http://apps.leg.wa.gov/wac/)
Washington Department of Ecology
(http://apps.ecy.wa.gov/welllog)
(https:Hfortress.wa.gov/ecy/coastalatlas/viewer.htm,
r
r
AAG 18-015 8947 Buttonwood Lane NE,Olympia, WA 98516 17
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r
ALL Amptic.AN GF.O TE,CHNICAL
APPENDIX
Laboratory Analysis
USGS Seismic Design Specifications
Slope Models
Figure 1. Vicinity Map
Figure 2. Site Plan
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LABORATORY ANALYSIS
Materials Testing & Consulting, Inc.
Geotechnieal Engineering • Special Inspection . Materials Testing a Emirolunental Consulting ' , .a...►`"
Sieve Report
Project:Q.C.-All American Crv+av imical Date Beceh:rd:5-Mar-I S ASTM D-2487 Unified Soils Classification System
Project#:ISS010 Sampled By:SBO GM,Silty Gravel with Sand
Client:All Amerman Geotechmc2l Inc. Date Iested:7-Mar-18 Sample Color:
Soeare:Mason County Fire Department Tested Br.JE Brown •CCREDITE M-
Sam le#:518-0332
ASTM D-2216,ASTM D-2419,ASTM D-018,ASTM D-SW
DP1-0.031 Zan %Gmd-48.9% Coen of Curvature.CC'2.55
Sp"iBcadons Do.) 0.062 non %Smd-39.1% CoeS.ofUmfoumt5•.Cu-120.63
No Specs Dur,-0.143 man %Sik&Clay-12.0Y. Fmaness Modulus-4.36
Sample%leers Specs,NA Dom,-1,095 nan Liquid Unit-da Pleme L®tl-da
D0p-4.521 = PW6ciy lodes-n'a Moisture%,as sampled-4.3%
Dina,-7,532 am Sean Equry lint-nla Reg'd sand Eq,malmt-
D(,-51 192 eao Frsct re%,I Face-n'a Req'd Fracture%,I Fece-
Dus1 Ratio- 49.189 Fractwe'ti_2+Faces-n'a 'd Fraetme%.2-F-=
ASW C-1 AS71d D4913
Actual Ltespelated ws".,s.Cuvr.mn
Camulative Camabdre
?"S St. Test pom"t &pets Spec.
L00irs: Nettie Paa Passin Me: Min
OOX 00.0Ye O.OY
,m,, ;�`wyt MLa
I E E iiiii mA
2.00" 300.00 1 1 .
10.00" 250.00 OOP/ 100.0% O,01%
B.0" 200.00 100',b 100.0% 0.0Ye
6.00" I50.00 lOOY. 100.0% 0.0%
4.00" 100.00 lW% I00.01/6 0.0Y.
3.OD" 75.00 IODX IODX 100.0% OR%
2.50" 63.00 94X 94% 100.0% 0.01%
2.00" 50.00 90% 90% 100.0% 0.0% ,vr ma•
1.75" 45.00 90% 90% 100.0% 0.0%
1.50" 37.50 99% 8r/. 100.0% 0,M.
1.25" 31.50 85% 95% 100.0% 0.01%
1.00" 25.00 81% 91% 100.0% 0.01%
3l4' 19.00 78Y. 7r,G 100.0% 0.0%
5/6 16.00 75% 75% 100.0% O.W.112: 1250 V% 70% 100.0% 00%
3l8' 9.50 65% 65% 100.0% 0.0% a wn
1l4" 6.30 57Y. 57% 100.0% 0.0Y.
#4 4.71 51% 51% 100.0% O.OX
#8 236 39% 100.0% 0 . 11Of
#10 2.00 3rti 3r/. 11.0% 0.0Y.
#16 1.19 31% 100.0% 0.01/.
#20 0.250 211% 2r/. 100.0% 0.0%
#30 0.600 25% 100.01/. 0.0%
#40 0.425 2r/ 22Y. 100.0% 0.0% a ran
#50 0.3M 20% 100.0% 0.0%
#60 0.2M 11% 1rc 100.0% 1.oi
#90 0.180 17% 17% 100.0% 0.0% °� ar naro o 60`
#100 0.150 15% 15% 100.01/6 0.0%
0140 0.106 13% I00.01% 0.0%
1170 0.090 13% 100.0% 0.0%
#200 0.075 12.0Y. 12.0% 100.0% 0.0%
M,rt i� - ara.rs..r rs.
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Comments:
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AAG 18-015 8947 Buttonwood Lane NE, Olympia, WA 98516 19
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AU. 4- wRICAN GEOTECHNICAL
2009 AASHTH DESIGN SPECIFICATIONS
El= Design Maps Summary Report
User-Specified Input
Report Title MCFD#6
Tue March 13, 2018 17:32:38 UTC
Building Code Reference Document 2009 AASHTO Guide Specifications for LRFD Seismic Bridge Desig
(which utilizes USGS hazard data available in 2002)
Site Coordinates 47.355040N, 123.0998°W
Site Soil Classification Site Class C -"Very Dense Soil and Soft Rock"
Risk Category I/II/III
r
1; S r1 14
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USGS-Provided Output
PGA = 0.416 g Az = 0.416 g DesKr Response Spect+jm
1Q
Ss = 0.919 g Sos = 0.949 g 1 w
S, = 0.354 g SDI = 0.512 g aw
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Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of
the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
AAG 18-015 8947 Buttonwood Lane NE, Olympia, WA 98516 20
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ALL AmEnicAN Gr®'T`EcHN ICAL
2012/2015 IBC DESIGN SPECIFICATIONS
2« Design Maps Summary Report
User-Specified Input
Report Title MCFD#6
Tue Harch 13,2018 17:30:42 UTC
Building Code Reference Document 2012/2015 International Building Code
(which utizes USGS hazard data available in 200S)
Site Coordinates 47.355040N, 123.09980W
Site Soil Classification Site Class C-"Very Dense Soil and Soft Rock"
Risk Category I/II/III
Sit WISH
w/` m �s RFS ATION
M A11
USGS—Provided Output
SS = 1.4349 S, = 1.434 g SDs = 0.9S6 g
S, = 0.597 g SM1 = 0.776 g SD, = 0.S17 g
For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted)and
deterministic ground motions in the direction of maximum horizontal response,please return to the application and
select the"2009 NEHRP"building code reference document.
MCEP Response Spectrum Design Response Spectrum
asp
aw
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am
010
am aX au sea aW 1m 1m 140 163 190 2013 am am a40 am an Im +m 14W 1W im Ym
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the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
AAG18-015 8947 Buttonwood Lane NE, Olympia, WA 98516 21
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ALL AM E RI CAN GEoTIECHNICAL
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FIGURES
FIGURE 1.VICINITY MAP
123'08'00'W 123.07'00'W 123.06'00'W 123°05'00'W WGS84 123.N'00'W
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AAG18-015 8947 Buttonwood Lane NE, Olympia, WA 98516 24
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ALL AMERICAN GROTECHNICAL
FIGURE 2.SITE PLAN
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1
NOTES
This is not a survey. This map is a presentation —
of information from county, state, and federal �� 1
agencies, client provided information, and onsite ;
observations; for discussion purposes of the O
report with which this map is included.
Water, sewer, and electric will be connected to �-
the main building. Roof water will discharge O tv eet
upon asphalt and flow to existing catchbasin.
38
Site Geology
QgoVashon Lodgement Till ;'" ,�
90
o
poop Pre-Fraser-Olympic source �' hoc Q
glacial and non-glacial de ! eo
g deposits g p ;c�/ 95 1 � E 4th Street
fi
puo
Site Soil ' f Existing
o A 1 Firestation
!
ti
Aa Alderwood gravelly loam, , ON
0 to 15 percent slopes. 100' _
X Existing
Prop Sleeping Firetruck
o Wash; ; , rter 27 X 68
Garage
SCALE 1"=50'
=5 Sample
r►g:na.�n9 Geologist
243s ��,� •�� f
used ----- �� — 30
Curtis Dear. � � 11
E 4th Street
All American Geotechnical, Inc. Project Drawn By: Site Plan 32232-50-16001
Number: BWJ Permit Number: Parcel Numbers: Figure
8947 Buttonwood Lane NE Sleeping Quarters Addition Mason County Fire District#6 50 E Seattle Street
Olympia, Washington 98516 AAG18-015 3/6/18 Union, WA Applicant Name: Site Address: 2