HomeMy WebLinkAboutTrip Generation Distribution - PLN General - 11/17/2006 RECEUVEb
NOV 17 2006
TRIP GENERATION & DISTRIBUTION HeUX design group
Mason County Public Works Facility
Prepared for:
The Helix Group
November 13, 2006
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Prepared By:
SKILLINGS
COHHOLLY
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Trip Generation and Distribution
For
Mason County Public Works Facility
Prepared for
The Helix Group
PROJECT DESCRIPTION
This report documents the roadway system, project trip generation, trip
distribution and other features associated with the construction of the proposed
Mason County Public Works Facility in the northwest quadrant of the intersection
of State Route (SR) 101 and SR-102 in Mason County Washington, (See Fig. 1).
Site Access
Access will be by two proposed entrances. One approximately 1600 feet north of
the SR-101/SR-102 intersection on SR-101 and the other approximately 1200
feet west of the SR-101/SR-102 intersection on SR-102. There is a gated
emergency right in/right out access proposed approximately 600 feet north of the
SR-101 entrance, (See Fig. 2).
EXISTING CONDITIONS
The street system in the area of the project consists of SR-101 and SR-102.
In the vicinity of the proposed north facility entrance, SR-101 is a north—south 2-
lane roadway with a12 foot through lane in each direction. The shoulders are
paved & 4 —foot wide. The posted speed limit is 55 MPH
In the vicinity of the proposed south entrance, SR-102 is an east-west 2-lane
roadway with 1-10 foot through lane in each direction. The shoulders are 4-foot
wide & gravel. The posted speed limit is 45 MPH.
The attached exhibits depict the proposed accesses, the roadway system, the
site layout, and estimated trip distribution.
TRIP GENERATION AND DISTRIBUTION
The project will construct a public works facility consisting of administrative and
maintenance buildings. A total of 108 personnel will staff both the administrative
and maintenance areas.
Trip Generation
Trip generation rates from the Institute of Traffic Engineers (ITE) Trip Generation
7fh Edition were used to estimate daily, AM & PM peak traffic volumes generated
by the proposed facility. Average rates for the Government Office Complex (ITE
Land Use Code 733) were used to estimate trips generated based on the number
of employees
Trip Generation Summary
Average
108 Employees Peak Hour Volumes Daily
ITE Code Traffic
733 Enterin Exitinq Total
AM PM AM PM AM PM
North Entrance 41 18 5 41 46 59
SR-101 837
South Entrance 18 8 2 18 20 26
SR-102
Total 59 26 7 59 66 85
Trip Distribution
Trips will be distributed to SR-101 and SR-102 by the two site entrances; 10%
westbound on SR-102, 30% northbound on SR-101 and 60% southbound on SR-
101, (See Fig. 3).
Impacted Intersections
In addition to the site entrances, the intersection of SR-101 and SR-102 will be
impacted by more than 25 trips in the AM and PM Peak hours.
It appears that a Traffic Impact analysis will be required for the site entrances
and for the intersection of SR-101 and SR-102
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MASON COUNTY PUBLIC WORKS FACILITY
SKILLINGS VICINITY MAP
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LEGEND
x = AM
(x) = PM
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MASON COUNTY PUBLIC WORKS FACILITY
Q AM - PM PEAK TRIP DISTRIBUTION
,, SKILLINGS
COINIyOLLY FIGURE 3 05456
ASp ectconsulting
IN-DEPTH PERSPECTIVE
January 22, 2007
Mason County Department of Public Works
415 N 6th Street
Shelton, Washington 98584
Attention: Bob Thuring
Re: Geological Assessment
Proposed Public Works Facility
U.S. 101 & State Road 102
Mason County, Washington
Project No. 060159-005-01
Reference: Subsurface Exploration, Geologic Hazard and Geotechnical Engineering
g g g
Report, Proposed Mason County Public Works Facility, Highway 101, Mason County,
Washington, Aspect Consulting,January 22, 2007
Dear Mr. Thuring:
This letter summarizes our field notes and conclusions regarding the nature of the site slopes
with respect to the proposed development. Geotechnical design recommendations for the
proposed development are shown separately in our above-referenced geotechnical report. A
geologic slope reconnaissance of the site slopes and subsurface exploration in the proposed
construction areas were performed.
Project Understanding
The project site consists of an undeveloped lot north of the intersection of State Road 102 and
U.S.Route 101 in Mason County. The project consists of construction of a new Mason County
Department of Public Works(MCDPW)maintenance and office facility with a fueling station
and associated parking areas at the site. The location of the site is presented on Figure 1,Site
Location Map.
Observations
Site Conditions and Topography
The site is essentially flat, with a slope at the northwest corner of the property. The slope is
approximately 50 feet in height. Overall the slope angle was on the order of 4H:1 V
(Horizontal:Vertical),or 25 percent steepness.Mid-slope was a 20 foot high steeper zone that
was at approximately 2.5H:IV, or 40 percent steepness. The south face of the slope to the west
of the project area was reportedly the excavated face of a relict gravel pit. The site area is
shown on Figure 2,Site and Exploration Plan.
The slopes at the site are approximately 40 percent steepness and have greater than 10 feet of
vertical relief,thus meeting the Landslide Hazard Area criteria as defined in the Mason County
Mason County Department of Public Works
January 22, 2007 Project No. 060159-005-01
Resource Ordinance. As a result,the restrictions and requirements as outlined by the code
apply to development of the site.
Drainage
Drainage on the property was generally diffuse,with no evidence of concentrated flow. We
observed no evidence of groundwater seepage in the site slopes or in the exploration pits
performed for the geotechnical evaluation of the site.
Vegetation
Vegetation on the slopes consisted primarily of small fir trees and a heavy understory of salal,
berry bushes and small shrubs.
Geology
Subsurface conditions on the slope were inferred from a visual reconnaissance of the site and
review of applicable geologic literature. Soil exposed in the excavated face consisted of dense
to very dense,reddish-brown to brown, slightly silty sand,gravel and cobbles, interpreted as
intact glacial till deposits. Soils exposed in the subsurface exploration consisted primarily of
clean,sandy gravel, interpreted as glacial outwash deposits. The soils observed at the site
match the strata mapped as Pleistocene glacial till and proglacial outwash on the Washington
State DNR Geologic Map of the Shelton 1:100,000 Quadrangle, Washington.These strata
were deposited during the most recent glaciation,which locally occurred between about 13,000
and 16,000 years ago and were subsequently overridden by the glacial ice sheet. These strata
have been compressed by thousands of feet of glacial ice.As a result of this compression, the
soil exhibits low compressibility and high strength characteristics. These strata are suitable for
any required foundation or retaining wall support,provided the recommendations in the above-
referenced geotechnical report are properly followed and implemented.
Hydrology
No groundwater seepage or groundwater was observed within the slope or within the
exploration pits at the subject property.
It should be noted that fluctuations in the level of groundwater may occur due.to time of year,
variations in site usage,rainfall, irrigation,and other factors.
Slope Stability
Three types of slope failures are prevalent on slopes in the Puget Sound area. Shallow debris or
colluvial landslides usually involve failure of a thin skin of loose and weathered soil and
vegetation that mantles steep slopes. Failure usually consists of the colluvial layers sliding or
flowing over the dense or hard, undisturbed soils. The region's second most common type of
landslide failure is a rotational or deep-seated landslide failure.This type involves rotation of a
mass of soils along a bowl-shaped or curved failure plane.This type of failure often results in
movement of large blocks of relatively intact soils. The third type of failure consists of
toppling or spalling of blocks of relatively intact soils from a bluff that has been undermined
by erosion.These blocks typically fail along high angle (typically near-vertical)fractures
present in the soil units.
Page 2
Mason County Department of Public Works
January 22,2007 Project No. 060159-005-01
We observed no evidence of active,recent or incipient slope instability of any of these types on
the site slope.
If slope and runoff conditions change (i.e., extensive clearing of vegetation at the site or
concentration of stormwater) in an adverse manner during or after construction, the potential
for slope erosion and slide activity could increase.
Seismic Design Considerations
The nearest known active fault to the project site is the Tacoma fault. The western end of this
fault lies about 10 miles to the northeast of the site.This recently identified fault zone extends
at least 30 miles from near the southeastern tip of Hood Canal to the Tacoma and Federal Way
area. The U.S. Geological Survey reports that the Tacoma Fault may have caused a shallow
earthquake of 7 to 7.5 magnitude 1,100 years ago and caused about 12 feet of uplift along areas
of the Tacoma Fault(Sherrod, B.L,and others,2003, The Catfish Lake Scarp,Allyn,
Washington:Preliminary Field Data and Implications for Earthquake Hazards Posed by the
Tacoma Fault,U.S. Geological Survey Open-File Report 03-0455). The U.S. Geological
Survey believes that the Tacoma fault may be a north-dipping backthrust to the Seattle fault
(discussed below), so that slip on a master thrust fault at depth could result in movement on the
Seattle fault,the Tacoma fault,or both.Information on potential seismicity associated with the
Tacoma fault has not been published in agency documents. It is not possible to fully evaluate
the hazards from this structure until a code-based source of potential earthquake information is
available. As research continues regarding the seismic hazards in the Puget Sound region, other
suspected fault systems will likely be identified.
We presume that any future proposed structures at the site would be constructed under the
provisions of the 2003 International Building Code(IBC). For seismic site design purposes,the
soil classification for this site would be Site Class C,and a peak ground acceleration of 0.33g
may be used as determined by Chapters 16 and 18 of the 2003 IBC.
Conclusions and Recommendations
From a geotechnical perspective, the site slopes do not present a landslide hazard to the
proposed development. The nearest proposed structure is approximately 150 feet away from
the toe of the slope. The slopes have sufficient runout space that surficial slide debris,if it were
to occur, would not reach the proposed structures. The site slopes and proposed structure
locations are shown on Figure 2.
Soils in the site slope consist of very dense, slightly silty, sand, gravel and cobbles.The site
topographic, soil,and surface and groundwater characteristics suggest that, under existing
conditions,the site has a low potential for additional slope instability. If seepage,runoff,or
stormwater flow were to increase significantly,erosion of the soils on the slope and the chance
of landslides could increase. Similarly,improper hillside grading,extensive upland clearing,or
poor stormwater handling practices could increase the risk of slope instability.
Based on the general slope configuration,deep-seated seismic sliding under this design basis is
considered a low risk. The most likely impact to the property from a slope stability perspective
would be shallow debris landslides as a result of saturation of the near-surface,weathered soils
on the slope. Slides of this type are typically limited to the weathered soil unit within the upper
Page 3
Mason County Department of Public Works
January 22,2007 Project No. 060159-005-01
2 to 3 feet and typically do not have a significant effect on the underlying geologic units.
Factors that affect slope instability within the near-surface,weathered soil layer include the
following(D.H. Gray and A.T.Leiser,Biotechnical Slope Protection and Erosion Control:
Van Nostrand Reinhold,New York, 1982):
Root Reinforcement:
Roots mechanically reinforce a soil by transfer of shear stresses in the soil to tensile
resistance in the roots.
Soil Moisture Modification:
Evapotranspiration and interception in the foliage limit build-up of soil moisture.
Buttressing and Arching:
Anchored and embedded stems can act as buttress piles or arch abutments in a slope,
counteracting shear stresses.
Surcharge:
Weight of vegetation on a slope exerts both a downslope (destabilizing)stress and a
stress component perpendicular to the slope,which tends to increase resistance to
sliding.
Root Wedging:
Tendency of roots to invade cracks,fissures, and channels in a soil or rock mass and
thereby cause local instability by a wedging or prying action.
Mndthrowing:
Destabilizing influences from turning moment exerted on a slope as a result of strong
winds blowing downslope through trees.
Root reinforcement, soil moisture modification(reduction), and buttressing and arching have a
net enhancing effect on slope stability at the site. Surcharge,root wedging and windthrowing
will have a net destabilizing effect. Other sources of surficial slope instability include
improperly managed storm and surface water runoff flowing near or over the top of the slope.
Surface vegetation should not be removed on the steep slopes.The intact slopes should not
only remain substantially covered with native vegetation,can be enhanced by planting on any
bared slope faces.
Proper long-term management of sloped areas will reduce the risk of possible future landslide
activity.Consequently,we recommend considering implementation of a long-term vegetation
management plan for the site.Excellent information on this subject is available in Washington
State Department of Ecology publications,Slope Stabilization and Erosion Control Using
Vegetation(publication 93-30)and Vegetation Management:A Guide for Puget Sound Slope
Property Owners(publication 93-3 1).
Page 4
Mason County Department of Public Works
January 22, 2007 Project No. 060159-005-01
Limitations
This letter has been prepared for the exclusive use of Mason County Department of Public
Works and their agents for specific application to this project. Within the limitations of scope,
schedule and budget, our services have been performed in accordance with generally accepted
geotechnical engineering and engineering geology practices in effect in this area at the time
our letter was prepared. This report is not a legal opinion and there is no other warranty,
expressed or implied. Our observations, findings, and opinions are a means to identify and
reduce inherent risks to the owner.
Thank you for the opportunity to provide these services to you. If you have any questions,
please do not hesitate to call Andy at(206)780-7717 or John at (206) 780-7720.
Sincerely,
Aspect consulting, LLC
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rEXPIRES 9/3/0 _� EXPIRES 6/22/
James A. Peterson, PE John L. Peterson, PE
Project Geotechnical Engineer Associate Geotechnical Engineer
apeterson@aspectconsulting.com jpeterson@aspectconsulting.com
Attachments: Figure 1 —Site Location Map
Figure 2— Site and Exploration Plan
W:\_GEOTECH\060159 Mason County\Public Works Facility-005\Hwy 101 Facility Geologic Assessment.doc
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TH-1015�
Approximate Exploration Pit Location
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APPENDIX
i .
{ Exploration Pit Logs
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Well-graded gravel and Terms Describing Relative Density and Consistency
. GW gravel with sand,little to (2l
2 N 0 0 Dens SPT blows/foot
no fines
4) i` "�0 Very Loose 0 to 4
Coarse-
CD L > -00000 Loose 4 to 10
Poor) raded ravel Grained Soils
aa) w o°o°o Poorly-graded g Medium Dense 10 to 30 Test Symbols
in _ 00000 Gp and gravel with sand, Dense 30to50 y
o ° ' 00'00 little to no fines Very Dense >50 G=Grain Size
c�v o Z o 0 c'0? M=Moisture Content
Z LO o Silty gravel and silty Consistency SPT(�lblows/foot A=Atterberg Limits
0 °m GM gravel with sand Fine- Very Soft 0 to 2 C=Chemical
O rj C N
v m Soft 2 to 4 DID= D Density
aD m m Grained Soils Dry
;� Medium Stiff 4 to 8 K=Permeability
Stiff 8 to 15
Clayey gravel and very Stiff 15 to 30
> GC clayey gravel with sand Hard >30
In
L c' Component Definitions
M Well-graded sand and Descriptive Term Size Range and Sieve Number
o
m U
SW sand with gravel,little Boulders Larger than 12"
o ii a : to no fines Cobbles 3"to 12"
C
CD tZ
N c •:•_
Gravel 3"to No.4(4.75 mm)
fo aD Poorly-graded sand
0 o > �y Coarse Gravel 3"to 3/4"
Cn Sp and sand with gravel, Fine Gravel 3/4"to No.4(4.75 mm)
m v little to no fines Sand No.4(4.75 mm)to No.200(0.075 mm)
tj Z Coarse Sand No.4(4.75 mm)to No.10(2.00 mm)
06 a Silty sand and Medium Sand No.10(2.00 mm)to No.40(0.425 mm)
m ° H = SM th Silty Sand with Fine Sand No.40(0.425 mm)to No.200(0.075 mm)
0 C) a gravel
C) iL- Silt and Clay Smaller than No.200(0.075 mm)
Ln Clayey sand and (3)Estimated Percents a Moisture Content
o -V-/>" SC clayey sand with gravel g
Percentage Dry-Absence of moisture,
by Weight Modifier dusty,dry to the touch
Silt, sandy Silt,gravelly silt, <5 Trace Slightly Moist-Perceptible
(D o ML silt with sand or gravel moisture
m n 5 to 15 Slightly(sandy,silty, Moist-Damp but no visible
> c clayey,gravely) water
04 v Clay of low to medium 15 to 30 Sandy,silty,clayey, Very Moist-Water visible but
° c _j CL plasticity;silty, sandy,or gravely) not free draining
Z ravel) clay, lean clay 30 to 49 Very(sand silty, Wet-Visible free water,usual)
m
N � E gravelly Y� Y Y, y, Y
1Dclayey,gravelly) from below water table
a iz = Organic clay or silt of low Symbols
Q —
0 _, __ OL plasticity Blows/6"or surface Snout
( 2 _ Sampler portion of 6"
- — Type Bentonite
Elastic silt,clayey silt,Silt 2.0"OD Sampler Type snips
with micaceous or diato- Split-Spoon u Description
+o (D MHm Bentonite
N 8 maceous fine sand or silt Sampler I
seal
N (SPT) Continuous Push
o m 0 3.25"OD Split-Spoon Ring Sampler Filter pack with
0 o Clay of high plasticity, ( blank casing
v LO Bulk sample section
C = CH Sandy or gravelly Clay,fat 3.0"OD Thin-Wall Tube Sampler Screened casing
E clay with sand or gravel (including Shelby tube) or Hydrotip with
t� U) v r Grab Sample filter pack
r��rirrr Organic Clay Or Silt of O Portion not recovered End cap
J rri%rrir OH medium to high
rrri�ir�i plasticity (t) Percentage by dry weight (5) Combined USCS symbols used for
rrr�rri (2) (SPT)Standard Penetration Test fines between 5%and 15%as
o Peat,muck and other (ASTM D-1586) estimated in General Accordance
c y (3) In General Accordance with with Standard Practice for
o, 0 PT highly organic soils Standard Practice for Description Description and Identification of
_ 0 ou and Identification of Soils(ASTM D-2488) Soils(ASTM D-2488)
(4)Depth of groundwater �7_ ATD=At time of drilling
( _T Static water level(date)
Classifications of soils in this report are based on visual field and/or laboratory observations,which include density/consistency,moisture condition,grain size,and
1 plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein.Visual-manual and/or laboratory classification
methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System.
PROJECT NO.
Aspectconsutting �.�.
IN-DEPTH PERSPECTIVE Exploration Log Key
FIGURE NO.
+ri M"w.L,".rM, 911 FkN Awnw 04a0
ew+a+dg,ww,WA 90110 Bwmp,WA 96104 /1/ri-1
RIX)7Wwro C")126.7Na fOn
Aspect g Ex loration/Test Pit
consulting Project Number Exploration Number Sheet
IWDEPTH PERSPECTIVE
060159 005 TH 1001 1 1 of 1
Project Name Mason County DPW Highway 101 Site Ground Surface Elev 314
Location See site plan for location/Shelton,WA
Contractor/Method Mason County DPW/ Depth to Water N/A
Sampling Method Grab Sample Start/Finish Date 1/4/2007
Depth/ Sample PID Material
Elevation Tests/Remarks Description Depth
(feet) TypUD (pp-) Type (n)
TOPSOILIFOREST DUFF
WEATHERED OUTWASH
Loose to medium dense,reddish-brown,moist,silty,
gravelly,SAND(SM);roots
1 313
1
2 312 N/A GLACIAL OUTWASH DEPOSITS 2
Dense to very dense,gray,moist,gravelly SAND,trace silt
(SW);with cobbles;gravel is fine to coarse,sand is fine to
coarse
3 311
I 3
4 310
4
5 309
5
6 308 S 1 , 0� 0 Dense to very dense,gray,moist,sandy GRAVEL,trace 8
silt(GW);with cobbles;gravel is fine to coarse,sand is
A o 0 0 o fine to coarse
t p
7 307 �0�0
0 7
p
p 8
8 306 0 0 0 o Increasing cobbles with depth
,p
o,o,
o �000
N p
f N
9 305 �p�p g
� p
0 p
l �
o O�OD
10 304 10
3 S-2 �0�0
I o p
Bottom of exploration at 10.5 feet.
oNo groundwater observed,excavation walls standing
u vertically.
ySampler Type: PID-Photoionization Detector(Headspace Measurement) Logged by: DFR/JAP
® No Recovery L Static Water Level
a ®Grab Sample �Z Water Level(ATD) Approved by. J L P
W Q Groundwater Seepage(ATD)
�, C Figure No. A-3
%Aspect Ex loration/Test Pit
consulting Project Number Exploration Number Sheet
IN-DEPTH PERSPECTIVE
060159-005 TH-1004 1 of 1
Project Name Mason County DPW Highway 101 Site Ground Surface Elev 313
Location See site plan for location/Shelton,WA
Contractor/Method Mason County DPW/ Depth to Water N/A
Sampling Method Grab Sample Start/Finish Date 1/4/2007
Depth I Semple PID Material Depth
EI(feetr)n TYpeAD Tests/Remarks (ppm) Type Description Depth
TOPSOIL/FOREST DUFF
WEATHERED OUTWASH
Loose to medium dense,reddish-broom,moist,silty,
gravelly,SAND(SM);roots
1 312 1
2 311 2
N/A
i
e 0, 0 GLACIAL OUTWASH DEPOSITS
0
3 310 0 o Dense,gray,moist,sandy GRAVEL,trace sift(GW);with 3
`f o cobbles;gravel is fine to coarse,sand is fine to coarse
0
Oo Oo
i 4 309 0 4
0000
0
0
5 308 O°o0 5
0
o,o,
00 0
( 0000
6 307 0 6
0000
o
0000
7 306 o 7
,o,
�0?0
0
0000
0
o,oa
8 305 8
o
0�0;
g o.
N
9 304 0 0, 9
0000
o
a o,00
o S-1 Oo 0
10 303 10
3 Bottom of exploration at 10 feet
o No groundwater observed,excavation walls standing
vertically.
z
0
U
0 Sampler Type: PID-Photoionization Detector(Headspace Measurement) Logged by: DFR/JAP
co
® No Recovery 1 Static Water Level
®Grab Sample Water Level(ATD) Approved by: JLP
W Q Groundwater Seepage(ATD)
! W C Figure No. A-5
~I
f
Ys
eCt Exploration/Test Pit
p consulting Project Number Exploration Number Sheet
M-DEPTH PERSPECTNE
060159-005 TH-1( 1 1 of 1
Project Name Mason County DPW Highway 101 Site Ground Surface Elev 311
Location See site plan for location/Shelton,WA
Contractor/Method Mason County DPW/ Depth to Water N/A
Sampling Method Grab Sample Start/Finish Date 1/4/2007
Depth/ Sam le PID Materiel Depth
Elevation Type)D Tests/Remarks (ppm) Type Description (�)
(feet)
TOPSOIUFOREST DUFF
WEATHERED OUTWASH
Loose to medium dense,dark brown,moist,silty,gravely,
SAND(SM);roots
1 310 1
i
2 309 2
N/A °0° 0 GLACIAL OUTWASH DEPOSITS
0
o U o 0 Dense,gray,moist,sandy GRAVEL,trace silt(GWj;with
°o cobbles;gravel is fine to coarse,sand is fine to coarse
3 308 °Oo O 3
OOOO
o
o,o,
GOOD
4 307 ° 4
0000
0
0
0
5 306 5
0
O�OD
0
o,o,
6 305 6
O�Op
o,o,
0
7 304 DODO 7
( o
1 oOOO
0
S-1 �0�0
8 303 0 8
o,o,
N �pNO
N
9 302 0 0 9
Bottom of exploration at 9 feet.
No groundwater observed,excavation walls standing
a vertically.
0
10 301 10
x
i a
1 rC,
0
U
o Sampler Type: PID-Photoionizabon Detector(Headspace Measurement) Logged by: DFR/JAP
® No Recovery 1 Static Water Level
a ®Grab Sample Water Level(ATD) Approved by: J LP
Groundwater Seepage(ATD)
9Figure No. A-7
%Aspect Ex loration/Test Pit
consulting Project Number Exploration Num Sheet
IN-DEPTH PERSPEC7NE ber
060159-005 TH-1009 1 of 1
Project Name Mason County DPW Highway 101 Site Ground Surface Elev 311
Location See site plan for location/Shelton,WA
Contractor/Method Mason County DPW/ Depth to Water NIA
Sampling Method Grab Sample Start/Finish Date 1/4/2007
Depth/ Sam le PID Material Depth
Elevation P Tests/Remarks Description
(feet) TypeAD (PPrn) Type (n)
' ' ITT TOPSOIL/FOREST DUFF
WEATHERED OUTWASH
Loose to medium dense,reddish-brown,moist,silty,
gravelly,SAND(SM);roots
1 310 1
2 309 N/A 2
0 e 0 GLACIAL OUTWASH DEPOSITS
o
o O U Dense,gray,moist,sandy GRAVEL,trace silt(GW);
o numerous cobbles;gravel is fine to coarse,sand is fine to
( 3 308 o�o 3
OO; coarse
o
0000
0
4 307 0 0 p 4
CJ
' oo oe
0000
0 0
5 306 00 0 5
ODOR
0
6 305 pOpp 6
I Oo0'
t S-1 000
7 304 ?0 0 7
o,o,
0
0000
8 303 0 8
Bottom of exploration at 8 feet.
No groundwater observed,excavation walls standing
vertically.
f ? 9 302 9
1 ,
10 301 10
3
0
z
0
U
0 Sampler Type: PID-Photoionization Detector(Headspace Measurement) Logged by: DFR/JAP
® No Recovery 1 Static Water Level
a ®Grab Sample Water Level(ATD) Approved by: JLP
m Q Groundwater Seepage(ATD)
i W� l Figure No. A-9
%Aspect Ex loration/Test Pit
consulting Project Number Exploration Number Sheet
M-DEP7H PEFSPEC WE
060159-005 TH-1011 1 of 1
Project Name Mason County DPW Highway 101 Site Ground Surface Elev 311
Location See site plan for location/Shelton,WA
Contractor/Method Mason County DPW/ Depth to Water N/A
Sampling Method Grab Sample Start/Finish Date 1/4/2007
Depth/ Sample PID Material Depth
Elevation TypeAO Tests/Remarks (PPm) Type Description (n)
(feet)
TOPSOIL/FOREST DUFF
WEATHERED OUTWASH
Loose to medium dense,reddish-brown,moist,silty,
gravelly,SAND(SM);roots
1 310 1
2 309 2
/ DEPOSITS N A °0.. 0 GLACIAL OUTWASH OS TS
0
o o U Dense,gray,moist,sandy GRAVEL,trace silt(GW);with
o cobbles;gravel is fine to coarse,sand is fine to coarse
3 308 'Do D 3
oeoo
0
4 307 ° 4
OOoO
0
o,o,
0000
o
5 306 MOD 5
0
OQOD
0
i 6 6
305 °
S-1 �O�D
j o00
0
7 304 7
( o
1 0000
ODOO
0
o,o,
( 8 303 0o D 8
11 0000
0
9 302 p p O 9
o
� MOO(
ODOD
0
o Ooo0°
10 301 10
= Bottom of exploration at 10 feet.
oNo groundwater observed,excavation walls standing
vertically.
z
0
0 Sampler Type: PID-Photoion¢ation Detector(Headspace Measurement) Logged by: DFR/JAP
No Recovery 1 Static Water Level
a ®Grab Sample Water Level(ATD) Approved by. JLP
U Q Groundwater Seepage(ATD)
I ! Fi ure No. A- 11
I
%As 2Ctconsuttin Exploration/Test Pit
P g Project Number Exploration Number Sheet
IN-DEPTH PERSPECTNE
060159 005 TH 1013 1 of 1
Project Name Mason County DPW Highway 101 Site Ground Surface Elev 312
Location See site plan for location/Shelton,WA
Contractor/Method Mason County DPW/ Depth to Water N/A
Sampling Method Grab Sample Start/Finish Date 1/4/2007
Depth Sample PID Material De th
Elevation Tests/Remarks Description P
(feet) Type/ID (PDm) Type (ft)
TOPSOIL/FOREST DUFF
WEATHERED OUTWASH
Loose to medium dense,reddish-brown,moist,silty,
gravelly,SAND(SM);roots
1 311 1
0° 0 GLACIAL OUTWASH DEPOSITS
0
2 310 0 o U Dense,gray,moist,sandy GRAVEL,trace sift(GW);with 2
N/A °o cobbles;gravel is fine to coarse,sand is fine to coarse
0000
0
0000
3 309 0 3
oo o°
i q
0000
CJ
4 308
o
00�0
r _ °O
5 307 0 5
0000
O
o
Q,
6 306 6
o,o,
I o
o,o
( CJ
7 305 0?0
! 0 7
CJ
S-1 �0�0
8 304 0
o,o, 8
°o
o,o,
1
o
o00
10 302 10
3 Bottom of exploration at 10 feet.
' g No groundwater observed,excavation walls standing
vertically.
z
0
U
U
o Sampler Type; PID-Photoion¢ation Detector(Headspace Measurement) Logged by: DFR/JAP
® No Recovery 1 Static Water Level
a ®Grab Sample Water Level(ATD) Approved by: JLP
w Q Groundwater Seepage(ATD)
' C Fi ure No. A-13
t
AS% ped consuttin Ex loration/Test Pit
9 Project Number Exploration Number Sheet
fN-DEPTH PERSPECTNE
060159 005 TH-1015 1 of 1
Project Name Mason County DPW Highway 101 Site Ground Surface Elev 311
Location See site plan for location/Shelton,WA
Contractor/Method Mason County DPW/ Depth to Water N/A
Sampling Method Grab Sample Start/Finish Date 1/4/2007
Depth I Sample PID Material
Elevation Tests/Remarks Description Depth
(feet) Type�ID (ppm) Type (R)
TOPSOIUFOREST DUFF
WEATHERED OUTWASH
Loose to medium dense,reddish-brown,moist,silty,
gravelly,SAND(SM);roots
1 310 1
i
2 309 N/A GLACIAL OUTWASH DEPOSITS 2
e
Dense,gray,moist,gravelly SAND,trace silt(SW);with
1 cobbles;gravel is fine to coarse,sand is fine to coarse
3 308 3
r
i
! 4 307 q
i
t
rn
5 306 5
I
6 305 ,0. D Dense to very dense,gray,moist,sandy GRAVEL,trace 6
o sift(GW);with cobbles;gravel is fine to coarse,sand is
fine to coarse
{ >CJ
o,o
7 304 aq D 7
S-1 �0�0
o
8 303 0, 8
00�0
�o
n
o,o.
o .OoO
N
N p°
z 9 302 °a°o 9
i � o
' 10 301 10
3 Bottom of exploration at 10 feet.
( g No groundwater observed,excavation walls standing
1 s vertically.
0
U
0 Sampler Type: PID-Photoionization Detector(Headspace Measurement) Logged by: DFR/JAP
® No Recovery 1 Static Water Level
a ®Grab Sample Water Level(ATD) Approved by: J LP
U Q Groundwater Seepage(ATD)
i �, C Fi ure No. A- 15
- l
%Aspect Ex Ioration/Test Pit
Consulting Project Number Exploration Number Sheet
IN-DEPTH PERSPEGTME
060159-005 S-1 1 Of 1
Project Name Mason County DPW Highway 101 Site Ground Surface Elev 312
Location See site plan for location/Shelton,WA
Contractor/Method Mason County DPW/ Depth to Water N/A
Sampling Method Grab Sample Start/Finish Date 1/4/2007
Depth/ Sample PID Material Depth
Elevation Type/ID Tests/Remarks (ppm) Type Desuiption ft
(feet) ( )
TOPSOIL/FOREST DUFF
WEATHERED OUTWASH
Loose to medium dense,reddish-brown,moist,silty,
gravelly,SAND(SM);roots
1 311 1
r
1
2 310 N/A 0 e 0 GLACIAL OUTWASH DEPOSITS 2
p
O 0 0 Dense,gray,moist,sandy GRAVEL,trace silt(GW);with
p Q cobbles;gravel is fine to coarse,sand is fine to coarse
oeoe
00�0
e
0000
3 309 o e 3
e0e0
p
O�OD
0
i p
4 308 0 4
�0�00
oeoe
S-1 0p 0
t oe o,
i 0000
t p
ooe
5 307 eoq o 5
1 °o
oeoe
°a°o
N p
N 0e Oe
0000
e
6 306 0 0 6
Bottom of exploration at 6 feet.
P No groundwater observed,bxcavabon walls standing
vertically.
(Ij =
1 . a
z
0
O
U
0 Sampler Type: PID-Photoionization Detector(Headspace Measurement) Logged by: DFR/JAP
® No Recovery t Static Water Level
a ® Grab Sample Water Level(ATD) Approved by. J L P
Q Groundwater Seepage(ATD)
WI C Rgure No. A- 17
I
AS% pect Ex Ioration/Test Pit
Co�Sulting Project Number Exploration Number Sheet
IN-DEPTH PERSPECTIVE
060159-005 S-3 1 of 1
Project Name Mason County DPW Highway 101 Site Ground Surface Elev 312
Location Shelton,WA
Contractor/Method Mason County DPW/ Depth to Water N/A
Sampling Method Grab Sample Start/Finish Date 1/4/2007
Depth f l Depth
Sample PID Material Elevation P Tests/Remarks Description
(feet) TYPeAD (PPm) Type (ft)
TOPSOIUFOREST DUFF
WEATHERED OUTWASH
Loose to medium dense,reddish-brown,moist,silty,
gravelly,SAND(SM);roots
1 311 1
l
0,0 GLACIAL OUTWASH DEPOSITS
0
I o o u Dense,gray,moist,sandy GRAVEL,trace sift(GW);with
j r o cobbles;gravel is fine to coarse,sand is fine to coarse
t ouoo
0
( 2 310 N/A �0�0 2
{+ o
0
t
0000
G 3 309 0 3
0
0
�000
0
4 308 0 4
S-1 0
0
oQo�
5 307 0 5
o0 0
o,o,
N O
N Oo Oo
� O
0e0
111 6 306 6
Bottom of exploration at 6 feet.
No groundwater observed,excavation walls standing
vertically.
3
a
a
n
0
0
0 Sampler Type: PID-Photoionization Detector(Headspace Measurement) Logged by: DF R/JAP
§ ® No Recovery 1 Static Water Level
t Q Water Level(ATD) Approved by: JLP
a KS Grab Sam le
P
� Q Groundwater Seepage(ATD)
` Figure No. A- 19
t
Ex loration/Test Pit
%Aspectconsuliting Project Number Exploration Number Sheet
IN-DEPTH PEASPECnVE
060159-005 S-3 1 1 of 1
Project Name Mason County DPW Highway 101 Site Ground Surface Eiev 312
Location Shelton,WA
Contractor/Method Mason County DPW/ Depth to Water N/A
Sampling Method Grab Sample Start/Finish Date 1/4/2007
Depth! I Sam le PID Material De th
Elevation p Tests/Remarks Description p
(feet) TypeAD (ppm) Type (R)
TOPSOIL/FOREST DUFF
WEATHERED OUTWASH
Loose to medium dense,reddish-brown,moist,silty,
gravelly,SAND(SM);roots
1 311 1
0°D GLACIAL OUTWASH DEPOSITS
o
o o Dense,gray,moist,sandy GRAVEL,trace silt(GWj;with
°o cobbles;gravel is fine to coarse,sand is fine to coarse
0
2 310 N/A DODO 2
0
O�OD
0
0
OQO�
3 309 0 ° 3
0
o,o°
ODOD
0
0
OOOD
4 308 4
DODO
S-1 0
o�op
0
o,o,
ODOO
o
ODOp
5 307 0 5
o
N OO OO
z OOoO
A o
6 306 O o 6
0.
Bottom of exploration at 6 feet.
No groundwater observed,excavation walls standing
vertically.
x
a
0
z
z
0
U
o Sampler Type: PID-Photoionization Detector(Headspace Measurement) Logged by. DFR/JAP
® No Recovery 1 Static Water Level
a ®Grab Sample SL Water Level(ATD) Approved by J L P
U Q Groundwater Seepage(ATD)
Wt l Figure No. A-19
i