HomeMy WebLinkAboutGEOTechnical Report, TPN change - GEO General - 9/16/2003 Geotechnical Report
McClary Site
Parcel #220283200020
Mason County, WA
Prepared for
Hatton Godat Pantier
Tumwater, WA
by
Geotechnical Testing Lab
Olympia, WA
September 16, 2003
GEOTECHNICAL TESTING LABORATORY
HATTON GODAT PANTIER
1840 BARNES BLVD. SW.
OLYWIA,WA 98512
Attn: Jeff Pantier
Re: Geotechnical Report
10 Acre McClary Site
Parcel220283200020
N47011.554' W122056.888'
INTRODUCTION
This report summarizes the results of our geotechnical consulting services for two proposed single-family residences
to be located near Arcadia,Washington. 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 you and our explorations and review of the site.
We understand that the 10-acre site is to be developed as two single-family residences. The site will be accessed by
a driveway from the Lynch Road. In general,grading will consist of the excavation of the foundation, footings, and
access driveways.
The site slopes toward the southeast. The steepest slope measured onsite was in excess of 100 percent, located less
than 100 feet southeast of the proposed building sites. Therefore,Mason County requires that a geotechnical report
be prepared in accordance with the Critical Areas Ordinance.
The purpose of our services is to evaluate the surface and subsurface conditions at the site as a basis for providing
geotechnical recommendations and design criteria for the project and to satisfy the requirements of the Mason
County Critical Areas Ordinance. Geotechnical Testing Laboratory is therefore providing geologic and
hydrogeologic services for the project. Specifically, our scope of services for this project will include the following:
1. Review the available geologic,hydrogeologic, and geotechnical data for the site area.
2. Conduct a geologic reconnaissance of the site area.
3. Investigate shallow subsurface conditions at the site by observing the exposed soil and reviewing published
well logs.
4. Evaluate the landslide and erosion hazards at the site per the Mason County Critical Areas Ordinance
regulations.
10011 Blomberg Street SW, Olympia,WA 98512 1
Phone#: (360)754-4612 Fax#: (360) 7544848
GEOTECHNICAL TESTING LABORATORY
5. Provide geotechnical recommendations for site grading including site preparation, subgrade preparation, fill
placement criteria(including hillside grading),temporary and permanent cut and fill slopes, drainage and
erosion control measures.
SITE 1C..�ONDITIONS
SURFACE CONDITIONS
The propose
building site is berated in an area of sparse residential development in the Puget Sound glacial upland
west of the tickering Passage� The site has a southeastern exposure. We conducted a reconnaissance of the site
area on August 27, 2003. Building site elevations range from approximately zero to 200 feet.
r
t t
The building area of the site has vegetation indigenous to the northwest. The vegetation includes madrona, fir,
maple, and alder trees as well as ferns, Scot's broom, salal,blackberries, horsetail ferns, and nettles.
At the time of the site visit,we observed no evidence of surface erosion. No < `
evidence of recent deep-seated slope instability was observed on the site
slopes or areas adjacent to this site at the time of our investigation. 4 Xa
No evidence of surface water flow was observed in the building site area at
the time of our reconnaissance. The general topography of the site area
indicates that drainage flows toward the southeast.
SITE GEOLOGY
The site is generally situated within the Puget Sound glacial upland. The existing topography,as well as the
surficial and shallow subsurface soils in the area, are the result of the most recent Vashon stade(stage)of the Fraser
glaciation that occurred between about 10,000 and 12,000 years ago, and weathering and erosion that has occurred
since. A description of the surficial soils is included in the"Site Soils"section of this report.
In general,the soils on the site are predominantly represented by Vashon glacial till deposits (Q,t)and pre-Fraser
nonglacial sediments (Q,,,).
10011 Blomberg Street SW, Olympia,WA 98512 2
Phone#: (360)7544612 Fax#: (360)754-4848
GEOTECHNICAL TESTING LABORATORY
SITE Sons
The Soil Survey of Mason County, USDA Soil Conservation Service(1960)
has mapped the site soils as Indianola loamy sand, 5 to 15 %slopes (Ib)around
the proposed building sites. The soil is excessively drained, droughty,brown
soils of the uplands. They have developed on hummocky and rolling ridges
derived from glacial drift that consisted of loose porous sand(not gravelly).
The surface soil is composed of brown, very friable loamy sand. The subsoil is
described as brown,very friable, single-grain loamy sand that contains a few
rounded shot and many roots. The depth to substratum is 15 to 30 inches. The
dark gray sand substratum is massive but crumbles readily to single grains
when removed.
The Soil Survey of Mason County, USDA Soil Conservation Service (1960)
has mapped the site soils as Indianola loamy sand, 15 to 30 %slopes(IJ along
the coastal bluff. This soil generally occupies short, steep slopes in association
with the Everett and the Alderwood soils;gravel occurs in lenses or is scattered
throughout the profile. The soil has somewhat excessive natural drainage. The
soil usually has no presence of a high water table.
The Coastal Zone Atlas, Volume 9,Mason County(MA-19)maps the site as Vashon glacial till(Q,t)in the
northwest portion of the site. Foundation stability is described as"excellent." Seismic stability is described as
"good." The chance of flooding is less than one percent.
The southeast portion includes pre-Fraser nonglacial sediments (Qn�);the slope
stability is described as "unstable." The chance of flooding is less than one
percent. Foundation stability is described as "Generally good within the
confines of slope stability considerations." Seismic stability is described as r
"Generally good within the confines of slope stability considerations." Slope
stability is described as"Variable. May be subject to landsliding. Aquiclude
characteristic commonly causes sliding in overlying materials, depending on
.
local conditions of slope,drainage, and groundwater." Glacial Erratic
SUBSURFACE EXPLORATIONS
Subsurface conditions at the site were evaluated by observing
the exposed soil from five test borings,the coastal bluff,and
reviewing available well logs. See the attached water well
report for an address located at 21 East Dawnview Crest Drive.
SUBSURFACE CONDITIONS
In general,undisturbed dense loamy sand was observed
throughout the site. This loamy sand overlays a layer of
cemented glacial till along the coastal bluff. The five borings = t
revealed only loamy sand with some shot to a depth of 38 inches tm"
(refusal). Glacial Till
10011 Blomberg Street SW, Olympia,WA 98512 3
Phone#: (360) 7544612 Fax#: (360) 7544848
GEOTECHNICAL TESTING LABORATORY
Groundwater was not observed or encountered in the test borings. , �� r �! I`' �" "
Seeps of groundwater were seen along the coastal slopes of the parcel.
Based on the site topography and the nature of the near surface soil,
seasonally perched groundwater conditions may be expected during ' '
periods of extended wet weather. Seepage and surface flow was
observed below an area described,by a neighbor, as a patented spring.
This water is partially controlled by the efforts of the eastern property
owner. T
SLOPE STABILITY Seenaee
Slopes in excess of 100 percent were observed on the 10-acre site. Since slopes of 40 percent or greater with 10 feet
or more of vertical relief occur on portions of the site, Mason County requires that a geologic hazards report be
completed according to the Critical Areas Ordinance.
The near-surface gravelly soils are in a dense to very dense condition except at
the ground surface. The surficial soils are generally in a medium dense Loamv Sand Above Till
condition.
In general,the undisturbed native soils of the site consist of a mixture of
variable amounts of sand, silt, and gravel. These soil materials are in a dense
condition except where they have been disturbed by weathering activity. These
soils are generally stable relative to deep-seated failure. No evidence of deep-
seated landslide activity or significant erosion was observed at the site at the
time of our investigation.
Weathering,erosion, and the resultant sloughing and shallow landsliding are
natural processes that can affect steep slope areas. Instability of this nature is
typically confined to the upper weathered or disturbed zone, which has been
disturbed and has a lower strength. Evidence of surficial erosion, raveling,
sloughing,and slumping was observed on the sloping areas during our
investigative visit.
.3
Landslide T-
10011 Blomberg Street SW, Olympia,WA 98512 4
Phone#: (360) 7544612 Fax#: (360) 754-4848
GEOTECHNICAL TESTING LABORATORY
Significant weathering typically occurs in the upper 2 to 3 feet and is the result of oxidation, root penetration,
wet/dry cycles, and freeze/thaw cycles. Erosion in steep slope areas such as this can be reduced by encouraging
vegetation and discouraging runoff from the steep slope. A drainpipe can be used to control the flow from top to
bottom. Erosion control recommendations for the sloping areas are provided in the"Erosion Control"section of this
report.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
Based on the results of our site reconnaissance and subsurface observations,and our experience in the area, it is our
opinion that the site is suitable for the proposed single-family residences.
The proposed building sites are stable relative to deep-seated instability and will not be affected by the proposed
single-family residences. Proper drainage control measures will reduce or eliminate the potential for erosion and
improve slope stability.
In general,the site soils are not suitable for use as structural fill material. Although saturated soil conditions are not
associated with these soils during or following extended periods of rainfall, we recommend that earthwork be
undertaken during favorable weather conditions to reduce grading time and construction costs.
Pertinent conclusions and geotechnical recommendations regarding the design and construction of the single-family
residences are presented below.
LANDSLIDE—EROSION HAZARD AREAS
Classification
The Mason County Critical Areas Ordinance(17.01.100)defines a landslide hazard area as one containing slopes
equal to or greater than 40 percent with more than a 10-foot vertical relief. A site slope is in excess of 100 percent
and the vertical relief is in excess of 10 feet. Based on this,this site does meet the technical criteria of a landslide
hazard.
The Mason County Critical Areas Ordinance(17.01.104)defines an erosion hazard area as:
Areas in Mason County underlain by soils which are subject to severe erosion when
disturbed. Such soils include, but are not limited to, those for which potential for erosion
is identified in the Soil Survey of Mason County, USDA Soil Conservation Service, 1960,
or any subsequent revisions or additions to this source. These soils include, but are not
limited to, any occurrence of River Wash ("Ra') or Coastal Beaches ("Cg') and the
following when they occur on slopes 15%or steeper:
a. Alderwood gravelly sandy loam ("Ac"and"Ad')
b. Cloquallum silt loam("Cd')
c. Harstine gravelly sandy loam ("Hb')
d. Kitsap silt loam ("Kc')
The soils at the site are mapped as Indianola loam sand. This site does not meet the technical criteria of an erosion
hazard area.
10011 Blomberg Street SW, Olympia,WA 98512 5
Phone#: (360)754-4612 Fax#: (360) 754-4848
GEOTECHNICAL TESTING LABORATORY
Slope Stability
Based on our field observations, explorations and our experience with the soil types encountered on the property,we
conclude that although the coastal slope exceeds 100 percent, they are generally unstable. The more level slopes
northwest of the coastal slope are generally stable relative to deep-seated failure in their present configuration.
A building setback from landslide hazard areas is required unless evaluated and reduced by an engineering geologist
or a licensed professional engineer. Based on our geotechnical evaluation of the site and our experience in the area,
a building setback will be needed for this lot. We recommend a building setback for the site of a distance of 100 feet
from the top of the coastal bluff and any landslide area. 'Be building setback may be measured from the bottom of
the footing to the face of the slope, in accordance with the Unified Building Code. The following figure represents a
shear angle for the Indianola soils. Shear angle and cohesion are variables used to model the site.
Peak Shear Stress vs. Normal Stress
25W
2000 35'
a
1500
is
c 1000
- �-Z<
t 1/4 ton
500 —f-1/2 ton
—A 1 ton
0
0 500 1000 1500 2000 2500
Normal Stress(psf)
Slope stability was modeled using the GEO-SLOPE/W program(version 5.13)in both static and dynamic
conditions (Ca=0.3). Factors of safety were determined using Bishop's, Janbu, and the Morgenstern-Price methods.
The site geology was modeled using a monolithic layer of Indianola loamy sand for two cross-sections(A and B).
Previously,the loamy sand was determined to have a unit weight of 118 pcf, cohesion of 150 psf,and a shear angle
(�)of 35°. Under static conditions,the slopes remained stable to shallow failure; deep-seated failure was not
demonstrated by our model. Under dynamic loading,the 2816 computations demonstrated that the slope is
susceptible to surficial raveling; large deep-seated failure was demonstrated by our model. The following figures
illustrate a moment F.S. of 0.97(slope A)and 0.96 (slope B). These solutions are the solutions of greatest concern
and exhibit the need for 100-foot setbacks for both building locations.
10011 Blomberg Street SW, Olympia,WA 98512 6
Phone#: (360)7544612 Fax#: (360) 7544848
GEOTECHNICAL TESTING LABORATORY
McCLARY SLOPE A I
Analysis Method:Morgenstern-Price / �•
Direction of SUp Movement:Left to Right
Slip Surface Option:Grid and Radius
Seismic Coefficient:Horizontal and Vertical /
0.97
t � LYD
300 y� .
200 Proposed �y,b
240 Building
220 Location • ^b
200
190
CO 100
m 1p Indianola
m oo Sod Model-Mohr-Coulomb
I1J e0 Uni Weight 110
eo Cohesion 150
4D Phi:35
20 M
e
0 so 100 170 200 2W 300 3W 400 450 eao 5o eoo 850 700 770 000 eeo e00 960
Distance(it)
A
McCLARY SLOPE B •/�
Analysis Method: Morgenstern-Price
Direction of Slip Movement: Left to Right %R
Slip Surface Option: Grid and Radius
Seismic Coefficient: Horizontal and Vertical
300 �/ ' `� /o . . . .
280
20 0 � l
240 �
220
80 Proposed g
1 '
0 Building
O 1 140 60 40 W
Location
� /.
N 120
Fj 100 Indianola
80 Soil Model:Mohr-Coulomb
60 Unit Weight: 118
40 Cohesion 150
20 Phi'35 L
0 '
0 50 100 150 200 2W 300 350 400 450 500 550 600
Distance(ft)
Changes in slope stability are not expected to result from minor excavations in the development of the site. Grading
in the building portion of the site should be conducted in accordance with geotechnical recommendations provided
herein.
10011 Blomberg Street SW, Olympia,WA 98512 7
Phone#: (360)754-4612 Fax#: (360)754-4848
GEOTECHNICAL TESTING LABORATORY
As previously discussed,weathering, erosion, and the resultant surficial sloughing and landsliding are natural
processes that affect slope areas. Significant weathering typically occurs in the upper 2 to 3 feet and is the result of
oxidation, root penetration, wet/dry cycles and freeze/thaw cycles. No significant surficial raveling or sloughing
was observed in the sloping portions of the site. To manage and reduce the potential for these natural processes,we
recommend the following:
1. No drainage of concentrated surface water or significant sheet flow onto the slope area. Drainage from the
roof shall be collected and tight-lined to the bottom of the slope. Tight-line systems may fail at the most
critical times during storm events and must be maintained and inspected regularly.
2. No filling within the setback zone unless retained by retaining walls or constructed as an engineered fill.
SEISAHC—LIQUEFACTION HAZARD
According to the Seismic Zone Map of the United States contained in Figure 16-2 of the 1997 UBC(Uniform
Building Code),the project site is located within Seismic Risk Zone 3.
Based on the subsurface conditions observed at the site, we interpret the site conditions to correspond to a seismic
Soil Profile Type Sc, for Very Dense Soil,as defined by Table 16-J(UBC). This is based on the range of SPT
(Standard Penetration Test)blow counts and/or probing with a '/cinch diameter steel probe rod. The shallow soil
conditions were assumed to be representative of the site conditions beyond the depths explored.
Based on our review of the subsurface conditions,we conclude that the site soils may be moderately susceptible to
liquefaction. The near-surface soils are generally in a medium dense condition with the static water table is located
above the cemented glacial till. Shaking of the soil may produce a denser configuration and subsequently excess
pore water.
EROSION CONTROL
It is our opinion that the potential erosion hazard of the site is not a limiting factor for the proposed single-family
residences. Removal of natural vegetation should be minimized and limited to the active construction areas.
Landscaping around the proposed building location is permissible,but understory growth on the slopes should be
encouraged as much as possible as a deterrent to erosion. Trees located on steep slopes may be removed only if the
stumps remain to deter erosion. Trimming or limbing of trees
along the slope is an acceptable practice. r
Temporary and permanent erosion control measures should be
implemented and maintained during construction and/or as
soon as practical thereafter to limit the additional influx of
water to exposed areas and protect potential receiving waters.
1.:
Erosion control measures should include,but not be limited to,
silt fences,berms and swales with ground cover/protection in
exposed areas. A typical silt fence detail follows this report.
Any re-contouring of the site will create a need for erosion
control measures as listed above.
10011 Blomberg Street SW, Olympia,WA 98512 8
Phone#: (360)754-4612 Fax#: (360)754-4848
GEOTECHNICAL TESTING LABORATORY
EARTHWORK
Site Preparation
All areas to be excavated should be cleared of deleterious matter including debris,and vegetation. Based on our
explorations,we estimate that earthwork shall be composed of drainfield,well,utility lines, foundation,and the
access road.
Where placement of fill material is required,the exposed subgrade areas should be cleared of deleterious material to
a firm and unyielding surface prior to placement of any fill. We recommend that trees be removed with the roots, in
the area where fill is to be located on a slope. Excavations for tree stump removal in any building area should be
backfilled with structural fill, compacted to the density requirements described in the"Structural Fill"section of this
report.
Any soft, loose or otherwise unsuitable areas delineated during construction or probing should be compacted, if
practical, or over-excavated and replaced with structural fill,based on the recommendations of our site
representative.
Structural Fill
All fill material should be placed as structural fill. The structural fill should be placed in horizontal lifts of
appropriate thickness to allow adequate and uniform compaction of each lift. Fill should be compacted to at least 90
percent of MDD (maximum dry density as determined in accordance with ASTM D-1557)to within 2 feet of
subgrade and 95 percent MDD in the upper 2 feet.
The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. We
recommend that the appropriate lift thickness be evaluated by our field representative during construction.
The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As
the amount of fines (material passing No. 200 sieve)increases, soil becomes increasingly sensitive to small changes
in moisture content and adequate compaction becomes more difficult to achieve.
During wet weather,we recommend the use of well-graded sand and gravel with less than 5 percent(by weight)
passing the No. 200 sieve based on that fraction passing the%-inch sieve.
If prolonged dry weather prevails during the earthwork and foundation installation phase of construction,a
somewhat higher(up to 10 percent)fines content will be acceptable. Material placed for structural fill should be
free of debris,organic matter,trash and cobbles greater than 6 inches in diameter. The moisture content of the fill
material should be adjusted as necessary for proper compaction.
Suitability of On-Site Soils as Fill
On-site Indianola soils should not be used as structural fill. In general,the native soils (loamy sand)encountered on
the site should have less than 10 percent fines(material passing the US No. 200 Sieve)and are not suitable for use
as structural fill.
10011 Blomberg Street SW, Olympia,WA 98512 9
Phone#: (360) 754-4612 Fax#: (360) 754-4848
GEOTECHNICAL TESTING LABORATORY
SITE DRAINAGE
Surface water runoff should be controlled by a system of curbs,berms,drainage swales,and/or catch basins and
prevented from flowing onto the steep slope. Due to the size of the parcel,this site may need a complete drainage
and erosion control plan.
LIMITATIONS
We have prepared this report for the use of Jeff Pantier of Hatton Godat Pantier Engineering and Surveying firm and
members of his design team,to use in the design of a portion of this project. The data used in preparing this report,
and this report,should be provided to prospective contractors for their bidding or estimating purposes only. Our
report, conclusions and interpretations are based on data from others and our site reconnaissance,and should not be
construed as a warranty of the subsurface conditions.
Sufficient consultation with our firm during construction should continue,to confirm that the conditions encountered
are consistent with those indicated by our observations,to provide recommendations for design changes should the
conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation
installation activities comply with our specifications.
If our analysis and recommendations are followed,we do not anticipate any on site or off site impact from the
proposed construction. It is our conclusion that potential landslide hazards can be overcome so as not to cause harm
to property,public health and safety, or the environment.
The scope of our services does not include services related to environmental remediation and construction safety
precautions. Our recommendations are not intended to direct the contractor's methods,techniques, sequences or
procedures, except as specifically described in our report for consideration in design.
If there are any changes in the loads,grades, locations, configurations or types of facilities to be constructed,the
conclusions and recommendations presented in this report may not be fully applicable. If such changes are made,
we should be given the opportunity to review our recommendations and provide written modifications or
verifications, as appropriate.
Respectfully,
`0 0{ Was GEOTECHNICAL TESTING LAB
AaA-6-w radz-6
Harold Parks, L.G.,L.E.G.
040 �� Senior Engineering Geologist
827
a'aed aeo�o
HAROLD PARKS
lZX� 7-3i-c�
10011 Blomberg Street SW, Olympia,WA 98512 10
Phone#: (360)754-4612 Fax#: (360)7544848
GEOTECHNICAL TESTING LABORATORY
Filter fabric material in continuous rolls. Use staples or
wire rings to attach fabric to wire.
Wire mesh support fence
for filter fabric
2 ft.
Ground surface
5 ft.
2.5 ft. 17
6 ft. max.
Bury bottom of filter material in 8
2 in. by 2 in. wood posts. in. by 12 in.trench
Standard or better or equivalent
Wire mesh support fence (to be located on the
downhill side of the filter fabric) 6 in.
Filter fabric material
2 ft.
5 ft.
Provide washed gravel btof
/
to 3 in. in trench and on filter fence fabric on the —♦
8 in. min.
Bury bottom of filter material in 8 in. �inby�in. �5 & wood posts
by 12 in. trench Standard or better or equivalent
SILT FENCE DETAIL
Not to scale
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GEOTECHNICAL
TESTING LABORATORY
Geotechnicai General flote;
SOIL PROPERTY SYMBOLS
N: Standard"N'penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch O.D.split-
spoon.
Q.: Unconfined compressive strength,tons/ft2
Qp: Penetrometer value,unconfined compressive strength,lbs/ft2
V: Vane value,ultimate shearing strength,lbs/ft2
M: Water content,%
LL: Liquid limit,%
PI: Plasticity index,%
D: Natural dry density,lbs/ft3
WT: Apparent groundwater level at time noted after completion.
DRILLING AND SAMPLING SYMBOLS
SS: Split-Spoon- 1 3/8"I.D., 2"O.D.,except where noted.
ST: Shelby Tube-3"O.D.,except where noted.
AU: Auger Sample.
GB: Grab Sample.
DB: Diamond Bit.
CB: Carbide Bit.
WS: Washed Sample.
RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION
Terms(Non-Cohesive Soils) Standard Penetration Resistance
Very Loose 0-2
Loose 2-4
Slightly Compact 4-8
Medium Dense 8- 16
Dense 16-26
Very Dense Over 26
Terms(Cohesive Soils) Q.-(tons/ft2)
Very Soft 0-0.25
Soft 0.25-0.50
Firm(Medium) 0.50- 1.00
Stiff 1.00-2.00
Very Stiff 2.00-4.00
Hard 4.00+
PARTICLE SIZE
Boulders 8 in.+ Coarse Sand 5 mm-0.6 mm Silts 0.074 mm-0.005 mm
Cobbles 8 in.-3 in. Medium Sand 0.6 mm-0.2 mm Clays 0.005 mm&Smaller
Gravel 3 in.-5 mm Fine Sand 0.2 mm-0.074 mm
10011 Blomberg Street SW,Olympia,WA 98512
Phone#:(360)754-4612 Fax#: (360)754-4848
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Geotechnical
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Laboratory
PROPOSE
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LOCATION X
Geotechnical Services
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ROPOSE k IS G
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DRIVE RUC Testing Services
10011 Blo,rnberg St.SW
Olympia,WA 98512
ACTIVE Phone:(360)7544612
SEEP Fax:(360)754-4848
Date: 09108r2003
j �" �" / %/ J / j///j Designed by: LL
/PROPOS Drawn by: LL
BUILDING Checked by: LL
LOCATIO. Dwg#:09-08-03-061
ACTIVE
SEEP
NORTH
SCALE 1 100' 1 E
PROJECT NAME:
C.I.=10' EEP
DATUM ASSUMED McCLARY SITE
THIS IS NOT A SURVEY LUMP PARCEL 220283200020
0 50 100
10
Rwisloiw.
SCALE:I W=100 fog
FIGURE 2
WATER WELL REPORT Start Card No. W057020
Unique Well I.D. g ABD636
STATE OF WASHINGTON Water Right Permit No.
(1) OWNER: Name WORLAND, LARRY Address 13 51 SPRINGWOOD DR SHELTON, VA 98584-
(2) LOCATION OF WELL: County MASON - SW 1/4 Nil 1/4 Sec Z8 T 10 N., R IV WN
2a) STREET ADDBBSS OF WELL (or nearest address) SR 21 DAWN VIRV CREST DR, SHELTON
(3}
--------------------------
PROPOSED USE: DOMESTIC
(3) -I (IO) WELL LOG
_..-
(4) TYPE OF WORK: Owner's Number of well I Formation: Describe by color, character, site of material
If more than one I and structure, and show thickness of aquifers and the kind
NEW'VRLL Method: AIR ROTARY I and nature of the material in each stratum penetrated with
===-=======-----=----=-===-===-====-===-=--•--I at least one entry for each change in formation.
(5) DIMENSIONS: Diameter of well 6 inches I---------------
--------------------------------------------------
Drilled 239 ft. Depth of completed well 239.6 It. I MATERIAL FRON TO
(6) CONSTRUCTION DI TAILS: PIPS STICI-UP I 0 1
- - - - I BROWN SAND GRAVBL i CLAY 1 1 14
Casingg installed: 6 " Dia. from 0 ft. to 234.5 ft. I BROWN SAIID CLAY SOME GRAVEL 14 1 9
WELDED " Dia. from ft. to ft. I BROWN SAND 19 1 26
-- ' Dia_ from ft. to ft. I BROWN CLAY SAND SOME GRAVBL 26 138
------- --------------------I BROWN FINE SAND WET 1 38 144
Perforations: NO i GRAY CLAY GRAVEL i SAND 1 44 178
Typppe of perforator used I GRAY CLAY GRAVEL 1 SAND 178 1154
SiZ9 of perforations in. by in. I STBBAIS FINE SAND NET 118 1154
perforations from It. to ft. I GRAY CLAY 1154 1161
perforations from ft. to ft. I GRAY BROWN CLAY NARBL9D 1161 1164
perforations from ft. to ft. I DART BROWN FINE SAND WET 164 1169
------------------ ---------------------------------------1 GRAY SAND WET 1 169 1 174
Screens: YBS 1 GRAY CLAY i 174 1178
Manufacturer's Name 1 GRAY BROWN CLAY MARBLED 1178 1185
Type STAINLESS Model No. TBLESCOPING 1 GRAY BROWN GRAVEL ! SAND 1185 I I90
Dias. 6 slot size .020 from 234.4 ft. to 2311.6 ft. GRAY SAND VATS& SOMR GRAVEL 190 239
Dias. slot size from It. to ft.
---- -------------------------------------I I I
Gravel packed: NO Site ofravel I rn I I
Gravel placed from ft. to ff. I I 1
----------------------------------------------------POOP-- •_— ca -
Surface seal: YES To what depth? 22 ft.
Material used in seal BENTONITB I ►i !
Did an strata contain unusable water? NO I
Type of water? Depth of strata It.
Method of sealing strataoft
(7) PUMP: Manufacturer's Name ` f
Type -p-- - - --I — l 1
- - -- - -
(8) WATER LEVELS: Land-surface elevation I I I
above mean sea level ft. I I I
Static level 169 ft. below top of well Date 03/19/96 I 1 I
Artesian Pressure lbs. per square inch Date I I I
Artesian water controlled by ,
Work started 03/15/96 Completed 03f19/96
- ------•
(9) WELL TESTS: Drawdown is amount water level is lowered below ' WELL CONSTRUCTOR CBRTIFICATION:
static level. I I constructed and/or accept responsibility for con-
Yas a pump test made.? NO If yes, hYY whom? I struction of this well, and its compliance with all
Yield: gal./min vith ft, drawdown after hrs. Washington well construction standards. Materials used
And the information reported above are true to my best
knowledge and belief.
Recovery data
Time Water Level Time Water Level Time Water Level MANE NICHOLSON DRILLING INC
(Person, firm, or corporation) (Type or print)
ADDRESS PO BQI 123
Date of test
Bailer test 15 aI/min. 4.5 ft, drawdown after I hrs. I JSIGNED] _ _ License No. 0519
Air test gal%n. of stem set at ft. for hra.l /
Artesian flow (.p.m. Date I Contract z
Temperature of water Was a chemical analysis made? NO , Regist'ation No. NIC, 1 1370N Date 03/21/96
=----POOP:::-�------- -----------•------_=--------_---------_:---_
---- --- --- - -- - - - ---- ----POOP-- ----•POOP•---..... ..._POOP ---POOP-- ---
CEP 2 6 2003
/
PROPOSED DRNEWAY MCC® _ PIu A N
NING
of
OPOSE RUCTURES
RNEW
NP
y loll, ^, ACTIVE
%� �X SEEP
BORING3'
ING 2
/ PRO
BSA IN BORING 1
BO G 4 / •/% /
//ACTIVE
/ j/ j 01cf / /�.j•�/ SEEP
BORIr1e's /j
j / �� � /j j /• .
///
I
EEP &
UMP
NORTH
/ / / / //%/ �� SCALE 1"=100'
C.I.=10'
DATUM ASSUMED
/• % /. /• / /j/• THIS IS NOT A SURVEY
l %/' 0 e0 100
Geotechnical TestingLaboratoryODe�si¢rod°�by 0L t°
PROJECT NAME:
Geobechnical Services 10011 Blombx4 Sl SW McCLARY SITE Drawn Chocked LL
OyrMia,VFW Qe5,2 wg*:Oby:I.I.
QNQcservkes Pbon*:t3Boi75448,z PARCEL220283200020 o�,s:o,,oBo3oe,
Testing Services F.:(350)75"80 FIGURE 2