GEOTECHNICAL REPORT_Crystal Springs Road Short Plat_2023-0512
Geotechnical Report
For
Proposed Duplexes
Crystal Springs Street NW
Yelm, Washington 98597
Prepared For:
SCJ Alliance
8730 Tallon Lane NE, Ste 200
Lacey, Was hington 98516
Prepared By:
Pacific Testing & Inspection, Inc
3215 Harrison Avenue, Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6002
www.ptiinc.net
May 4, 2023
PTI Project # 230006
5/4/23
TABLE OF CONTENTS
1.0 PROJECT INFORMATION ................................................................................................................ 2
2.0 SURFACE AND SUBSURFACE CONDITIONS............................................................................... 3
Surface Observations .................................................................................................................................. 3
Groundwater ........................................................................................................................................... 4
3.0 ENGINEERING ANALYSES, CONCLUSIONS & RECOMMENDATIONS ............................... 6
3.1 Building Foundation Recommendations ......................................................................................... 6
Bearing Capacity .................................................................................................................................... 6
Settlement ............................................................................................................................................... 6
Concrete Slabs-on-Grade ........................................................................................................................ 6
3.2 Earthwork Construction Recommendations ................................................................................... 7
Excavation .............................................................................................................................................. 7
Placement and Compaction of Native Soils and Engineered Fill ........................................................... 7
3.3 Parking Lot ........................................................................................................................................ 8
3.4 Erosion ................................................................................................................................................ 8
3.5 Seismic Considerations and Liquefaction ........................................................................................ 9
3.6 Surface and Subsurface Drainage .................................................................................................... 9
4.0 CLOSURE .............................................................................................................................................10
Appendix A – Test Pit Location Plan
Appendix B – Soil Information
Appendix C – Laboratory Analysis
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Duplex Geotechnical Report
Page 2 of 10 Crystal Springs Street
Yelm, Washington
May 4, 2023
1.0 PROJECT INFORMATION
Pacific Testing and Inspection, Inc (PTI) completed this geotechnical report in support of the
planned duplexes to be located on Crystal Springs Street NW in Yelm, Washington. See the
Vicinity Map on the following page for a general indication of the project location.
The purpose of this geotechnical investigation is to assess the surface and subsurface conditions
in order to provide geotechnical recommendations that should be implemented during
development. In order to fulfill the purpose of investigation, the geotechnical program completed
for the proposed improvements of the project include:
• Review project information provided by the project owner/ representative of the property.
• Conduct a site visit to document the site conditions that may influence the construction
and performance of the proposed improvements of the project.
• Define general subsurface conditions of the site by reviewing geological maps and
observing subsoils within geotechnical test pit excavations.
• Collect bulk samples at various depths and locations.
• Complete an engineering analysis supported by the planned site alterations, and the
surface and subsurface conditions that were identified by the field investigation, soil
testing, and applicable project research; and,
• Establish conclusions based on findings, and make recommendations for foundations,
earthwork construction requirements, and other considerations.
Vicinity Map from Google Maps Website
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Duplex Geotechnical Report
Page 3 of 10 Crystal Springs Street
Yelm, Washington
May 4, 2023
2.0 SURFACE AND SUBSURFACE CONDITIONS
Information pertaining to the existing surface and subsurface conditions for the project was
gathered on April 11, 2023, by a representative with PTI. During the site visit, the type of
geotechnical investigation was assessed, site features were documented that may influence
construction, and site features were examined that may be influenced by construction. Specific
information on field methods, sampling, field testing, general geologic conditions, specific
subsurface conditions, and results from soil testing are presented in this section of the report.
Applicable test pit locations are depicted on the Test Pit Location Plan provided in Appendix A of
this report. Appendix B of this report includes soil information, and Appendix C contains
laboratory testing results.
Surface Observations
The property is currently land within the vicinity of urban development in the City of Yelm. The
site is accessed and adjacent to the west side Crystal Springs Street NW. The property is
relatively flat to slightly sloping grades descending towards the west. Critical slopes do not
appear to influence this project. Surface drainage appears to sheet flow to the west. Excessive
scour, or stream bank erosion was not observed at the time of our site visit where the
development is expected to occur. Yelm Creek is located well beyond the property limits to the
west.
Subsurface Conditions
Information on subsurface conditions for the project was accomplished by examining soils within
three (3) test pits extending to depths of up to 12 feet below the existing ground surface and
reviewing geological maps representing the general vicinity of the project.
In general, soils at the project are composed of materials from glacial advances. The geologic
conditions as presented in the “Geologic Map of Washington,” compiled by J. Eric Schuster,
2002 indicates Lower Tertiary (Oligocene-Paleocene), ITs. Lower tertiary are generally
sedimentary rocks, and dominantly deposited from glacial drift, including alluvium deposits. This
project is located within the Puget Lowland. Typically, “lower tertiary sedimentary rocks
unconformably overlie the Crescent Formation.” as revealed in the Geologic Map. Initial
sedimentary rocks were formed from shale, sandstones, and coal deposits from rivers. During the
Quaternary period, the Puget Lowland was covered by numerous ice sheets, with the most recent
being the Fraser glacier with a peak of approximately 14,000 years ago. Upon the glacial retreat,
the landscape was formed by glacial erosion glacial drift deposits.
Native soils to the depth of terminous generally consist of poorly graded and well graded gravel
(GP/ GW) with some sand and varying amounts of silt.
According to the “Soil Survey of Thurston County,” by the United States Department of
Agriculture, Soil Conservation Service, the site soils are described as Spanaway gravelly sandy
loam, 110. The soil designation is depicted in the aerial photograph below, and descriptions are
provided in Appendix B of this report.
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Duplex Geotechnical Report
Page 4 of 10 Crystal Springs Street
Yelm, Washington
May 4, 2023
Soil Survey From USDA Natural Resources Conservation Service
Groundwater
Indications of groundwater were not present within our test pits. Based on the local geology,
permanent groundwater is expected to be located more than 20 feet below the proposed building
pad.
Soil Testing
Visual classifications were performed in the field in accordance with the American Standards for
Testing and Materials (ASTM) D2488. Laboratory testing was performed in order to further
classify soils at selected locations and depths, and determine index and engineering properties of
the soils. The soil samples obtained at the project site during the field investigation were
preserved and transported for laboratory testing. The following soil tests were performed in
accordance with the American Standards for Testing and Materials (ASTM):
10 Particle Size Analyses (ASTM D422)
The results from our laboratory testing, performed by PTI, are provided in Appendix C of this
report.
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Duplex Geotechnical Report
Page 5 of 10 Crystal Springs Street
Yelm, Washington
May 4, 2023
Infiltration
Pacific Testing & Inspection, Inc (PTI) has completed three test pits on the referenced property
and ten (10) sieve analysis tests on materials that were used to determine infiltration capacity for
proposed stormwater management facilities. Specifically, we are providing infiltration rates based
on the Soil Grain Size Analysis Method as outlined in the 2019 Stormwater Management Manual
for Western Washington.
The attached sieve analysis reports depict each sample source and material characteristics that we
tested. Based on our laboratory results and the aforesaid drainage manual, infiltration was
determined to be the following:
Log10(Ksat) = -1.57+1.90D10 + 0.015D60 – 0.013D90 – 2.08ffines
where,
Ksat = saturated hydraulic conductivity, cm/sec
D10 = soil sample 10% finer by weight, mm
D60 = soil sample 60% finer by weight, mm
D90 = soil sample 90% finer by weight, mm
ffines = soil fraction passing #200 seive, by weight, mm
Cation Exchange Capacity
Water quality for this project may be achieved by the soil subgrade beneath proposed water
storage areas. The Cation-Exchange Capacity (CEC) of the soils were tested by Libby
Environmental, and determined to be the following:
TP1 @ 4’-5’ 7.17 meq/100g
TP3 @ 4’ 7.89 meq/100g
TP5 @ 4’-5’ 7.50 meq/100g
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Duplex Geotechnical Report
Page 6 of 10 Crystal Springs Street
Yelm, Washington
May 4, 2023
3.0 ENGINEERING ANALYSES, CONCLUSIONS & RECOMMENDATIONS
The following sections present engineering analyses, conclusions and recommendations with
relation to the existing conditions and proposed improvements of the project.
3.1 Building Foundation Recommendations
The recommended allowable bearing capacities and settlements as presented below, consider the
expected construction as well as the field investigation results by PTI. Stepped foundations are
acceptable, if warranted for this project. Continuous, isolated, or stepped foundations shall be
horizontally level between the bottom of the foundation and the top of the bearing strata. The
frost penetration depth is not expected to extend beyond 12 inches below the ground surface for
this project under normal circumstances and anticipated design features.
Bearing Capacity
Existing in-situ soils for this project indicates that the structure can be established on
shallow, continuous or isolated footings. Foundations shall be established on relatively
undisturbed native soil. Alternatively, foundations may be constructed on selective re-
compacted native soil or compacted engineered fill as described in the Earthwork
Construction Recommendations Section of this report.
For a bearing capacity requirement of no more than 1750 psf, a minimum continuous
footing width of 16 inches shall be placed on top of undisturbed, unyielding native soils.
For a columnar load of no more than 4 tons, a circular or square isolated foundation
diameter or width shall be at least 24 inches. Alternatively, foundations may be
constructed on engineered fill with at least 12 inches of final cover. Foundation
recommendations are made available based on adherence to the remaining
recommendations that are provided in this report. Alterations to the aforementioned
foundation recommendations may be completed upon a site inspection by a geotechnical
engineer after the foundation excavation is completed. In addition, the structural engineer
may correlate bearing loads with foundation widths based on our recommendations.
Settlement
Total and differential settlement that a structure will undergo depends primarily on the
subsurface conditions, type of structure, amount and duration of pressure exerted by the
structure, reduction of pore water pressure, and in some instances, the infiltration of free
moisture. Based on the expected native soil conditions, anticipated development, and
construction abides by the recommendations in this report, the assumed foundation
system may undergo a maximum of 1.0 inch total settlement, and a maximum differential
settlement of 0.75 inch.
Concrete Slabs-on-Grade
Interior slabs, if utilized, should be supported on a minimum of 4 inches of compacted
coarse, granular material (Retained on the U.S. Sieve #8 or greater) with less than 10%
_____________________________________________________________________________________
Duplex Geotechnical Report
Page 7 of 10 Crystal Springs Street
Yelm, Washington
May 4, 2023
finer material (U.S. Sieve #200) that is placed over undisturbed, competent native
subgrade or engineered fill.
The recommendations for interior concrete slabs-on-grade as presented herein are only
relevant for the geotechnical application of this project. Although beyond the scope of
this report, concrete slabs should also be designed for structural integrity and
environmental reliability. This includes vapor barriers or moisture control for mitigating
excessive moisture in the building.
3.2 Earthwork Construction Recommendations
Founding material for building foundations shall consist of undisturbed native soils to the
specified foundation depths. Compacted engineered fill, or selective re-compacted native soils
may be used to the extents provided in this Earthwork Construction Recommendations Section.
The following recommendations include excavations, subgrade preparation, type of fill, and
placement of fill for building foundations.
Excavation
Excavation is recommended to remove fill, any excessive organic content or other
deleterious material, if present, beneath foundations and to achieve appropriate
foundation depth. Additional sub-excavation will be required for this project if the soils
below the required foundation depth are loose, saturated, not as described in this report,
or otherwise incompetent due to inappropriate land disturbing, or excessive water trapped
within foundation excavations prior to foundation construction. All soils below the
bottom of the excavation shall be competent, and relatively undisturbed or properly
compacted fill. If these soils are disturbed or deemed incompetent, re-compaction of
these soils below the anticipated footing depth is necessary. Excavations shall be
completely dewatered, compacted, and suitable before placement of additional native
soil, engineered fill or structural concrete.
Placement and Compaction of Native Soils and Engineered Fill
For engineered fill or disturbed native soils that will be utilized as fill material directly
beneath foundations, observation and/ or geotechnical testing is required prior to
foundation construction. The following placement and compaction requirements are
necessary.
For disturbed native soils or engineered fill beneath foundations, limits of compacted or
re-compacted fill shall extend laterally from the bottom edge of the foundation at a rate of
one horizontal foot for each foot of compacted or re-compacted fill depth beneath the
foundation. See the illustration below.
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Duplex Geotechnical Report
Page 8 of 10 Crystal Springs Street
Yelm, Washington
May 4, 2023
Both engineered fill and native soils used as compacted fill should be free of roots and
other organics, rocks over 6 inches in size, or any other deleterious matter. Because of
moisture sensitivity, importing and compacting engineered fill may be more economical
than compacting disturbed native soils.
Import material or native soils free of organics may be used as engineered fill. If import
material is utilized as structural fill material for placement in building pad and parking lot
areas meet the current Washington State Department of Transportation Standard
Specification for Road, Bridge and Municipal Construction (WSDOT), Section 9-03(14),
for Gravel Borrow. The material should be placed per the recommendation in section 2-
06 of WSDOT for sub-grade. Material should be placed in 8-inch vertical lifts and
compacted with a vibratory smooth drum roller to achieve 95% of the (ASTM D1557)
modified proctor. Each lift surface should be adequately maintained during construction
in order to achieve acceptable compaction and inter-lift bonding.
Temporary earth cuts and temporary fill slopes exceeding 4 feet in height should be
limited to a slope of 2:1 (horizontal: vertical). Utility trenches or other confined
excavations exceeding 4 feet should conform to OSHA safety regulations. Permanent cut
and fill slopes shall be limited to a slope of 2:1, unless otherwise approved by an
engineer.
3.3 Parking Lot
Surface course and base course for parking lot construction should meet the requirements of 9-
03.9(03) and 9-03(10) from the Washington State Department of Transportation Standard
Specifications for Road, Bridge and Municipal Construction. Furthermore, the base material shall
be placed and compacted per the recommendations in this report. The base material should be
above structural fill and prepared subgrade after underlying unsuitable subgrade is removed, if
any. The aforesaid recommendations will yield the best product and provide a standard pavement
design life.
3.4 Erosion
Based on the USCS description of the project soils, the surface soils are considered moderately
erodible near the surface. According to the Resource Map from the Washington State DNR, the
project is not within terrain labeled ‘highly erodible.’
It is our opinion that standard erosion control recommendations within the stormwater
management plan is sufficient for the development of this project, and special erosion control
requirements are not needed.
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Duplex Geotechnical Report
Page 9 of 10 Crystal Springs Street
Yelm, Washington
May 4, 2023
3.5 Seismic Considerations and Liquefaction
Soils immediately below the expected foundation depth for this project are generally Type C,
corresponding to the International Building Code (IBC) soil profiles. According to the IBC, the
regional seismic zone is 3 for this project. The estimated peak ground acceleration ranges from
0.50g to 0.60g. This estimation is based on the United States Geological Survey (USGS) National
Seismic Hazard project in which there is an estimated 2% probability of exceedance within the
next 50 years.
The potential for liquefaction is believed to be low for this project. This is based, in part, on the
subsurface conditions such as soil characteristics and the lack of a permanent shallow water table.
Subgrade characteristics that particularly contribute to problems caused from liquefaction include
submerged, confined, poorly graded granular soils (i.e. gravel, sand, silt). Although gravel- and
silt-sized soil particles could be problematic, fine and medium grained sands are typically
subjected to these types of seismic hazards. No significant saturated sand stratifications are
anticipated to be within the upper 50 feet of the subsoil for this project.
3.6 Surface and Subsurface Drainage
Positive drainage should be provided in the final design for all planned residential buildings.
Drainage shall include sloping the ground surface, driveways and sidewalks away from the
project structures. All constructed surface and subsurface drains should be adequately maintained
during the life of the structure. If drainage problems occur during or after construction, additional
engineered water mitigation will be required immediately. This may include a combination of
swales, berms, drainpipes, infiltration facilities, or outlet protection in order to divert water away
from the structures to an appropriate protected discharge area. Leakage of water pipes, both
drainage and supply lines, shall be prevented at all times.
Infiltration is allowable for this project for any stormwater management runoff. All native soils
on the property may utilize an infiltration rate of 24 in/hr as previously calculated in this report.
The stormwater engineer shall review our investigated soil depths in this report to achieve proper
infiltration facility depth.
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Duplex Geotechnical Report
Page 10 of 10 Crystal Springs Street
Yelm, Washington
May 4, 2023
4.0 CLOSURE
Based on the project information provided by the owner, the proposed development, and site
conditions as presented in this report, it is our opinion that additional geotechnical studies are not
required to further evaluate this project. If deep foundations are considered in lieu of fill
replacement, further recommendations by PTI are required.
Due to the inherent natural variations of the soil stratification and the nature of the geotechnical
subsurface exploration, there is always a possibility that soil conditions encountered during
construction are different than those described in this report. Therefore, it is recommended that a
qualified engineer observes and documents the construction, or PTI is promptly notified if project
and subsurface conditions found on-site are not as presented in this report so that we can re-
evaluate our recommendations.
PTI did not perform environmental studies on this site. The determination of wetlands, hazardous
substances, or other environmental concerns was beyond the scope of this geotechnical report.
This report presents geotechnical design guidelines, and is intended only for the owner, or
owners’ representative, and location of project described herein. This report should not be used to
dictate construction procedures or relieve the contractor of his responsibility.
The recommendations provided in this report are valid for the proposed development at the
issuance date of this report. Changes to the site other than the expected development, changes to
neighboring properties, changes to ordinances or regulatory codes, or broadening of accepted
geotechnical standards may affect the long-term conclusions and recommendations presented in
this report.
Please contact PTI if you have any questions, comments, or require additional information.
Sincerely,
Pacific Testing & Inspection, Inc.
Michael Staten, P.E.
Engineer
5/4/23
APPENDIX A
TEST PIT LOCATION PLAN
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Thurston County Area, Washington
110—Spanaway gravelly sandy loam, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: 2ndb6
Elevation: 330 to 1,310 feet
Mean annual precipitation: 35 to 65 inches
Mean annual air temperature: 50 degrees F
Frost-free period: 150 to 200 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Spanaway and similar soils:100 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Spanaway
Setting
Landform:Terraces, outwash plains
Parent material:Volcanic ash over gravelly outwash
Typical profile
H1 - 0 to 15 inches: gravelly sandy loam
H2 - 15 to 20 inches: very gravelly loam
H3 - 20 to 60 inches: extremely gravelly sand
Properties and qualities
Slope:0 to 3 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Somewhat excessively drained
Capacity of the most limiting layer to transmit water (Ksat):High
(1.98 to 5.95 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Available water supply, 0 to 60 inches: Low (about 3.8 inches)
Interpretive groups
Land capability classification (irrigated): 3s
Land capability classification (nonirrigated): 3s
Hydrologic Soil Group: A
Ecological site: R002XA006WA - Puget Lowlands Prairie
Forage suitability group: Droughty Soils (G002XS401WA)
Other vegetative classification: Droughty Soils (G002XS401WA)
Map Unit Description: Spanaway gravelly sandy loam, 0 to 3 percent slopes---Thurston County
Area, Washington
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/5/2023
Page 1 of 2
Hydric soil rating: No
Data Source Information
Soil Survey Area: Thurston County Area, Washington
Survey Area Data: Version 16, Sep 8, 2022
Map Unit Description: Spanaway gravelly sandy loam, 0 to 3 percent slopes---Thurston County
Area, Washington
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/5/2023
Page 2 of 2
APPENDIX B
TEST PIT LOGS
Pacific Testing & Inspection Inc.
3215 Harrison Avenue, Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6002
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and
authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
Rev. 6/6/15
Revision 1
LOG OF TEST PIT
Project No.:
230006
Project Name:
Crystal Springs
Client:
SCJ Alliance
Date:
4/11/23
Test Pit No.:
1
Location:
NE Infiltration
Diameter:
Logged By:
TB
Depth of Water:
None
Date Checked:
4/11/23
Depth of
Caving:
Elev.
Or
Depth
Lab # USCS Description Remarks Moisture
(%)
0-1’ GM 10YR 4/3 Dark Brown Fine to
coarse sandy gravel w/ silt
Moist, loose,
organics
1’-3’ GP 10YR 5/6 Yellowish Brown
gravel w/ fine to coarse sand &
some silt
Moist, dense,
<8”, <40%,
rounded
3’-5’ GP 10YR ¾ Dark Yellowish Brown
poorly graded gravel w/ fine to
coarse sand, trace silt & cobble
Moist, dense,
<10”, <40%,
rounded
5’-
12’
GP 10YR ¾ Dark Yellowish Brown
poorly graded gravel w/ fine to
coarse sand, trace silt & cobble
Moist, very
dense, <12”,
<30%
12 GP Test pit terminated Same, gets
cleaner
Reported by:
Tim Barney ICC geotechnical Inspector
Reviewed by:
Michael Staten, PE
Pacific Testing & Inspection Inc.
3215 Harrison Avenue, Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6002
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and
authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
Rev. 6/6/15
Revision 1
LOG OF TEST PIT
Project No.:
230006
Project Name:
Crystal Springs
Client:
SCJ Alliance
Date:
4/11/23
Test Pit No.:
2
Location:
SE Infiltration
Diameter:
Logged By:
TB
Depth of Water:
None
Date Checked:
4/11/23
Depth of
Caving:
Elev.
Or
Depth
Lab # USCS Description Remarks Moisture
(%)
0-2’ GM 10YR 4/3 Dark Brown Fine to
coarse sandy gravel w/ silt
Moist, loose,
organics, Fill
2’-5’ GP 10YR 5/6 Yellowish Brown
gravel w/ fine to coarse sand &
some silt
Moist, dense,
<8”, <40%,
rounded
5’-7’ GP 10YR ¾ Dark Yellowish Brown
poorly graded gravel w/ fine to
coarse sand, trace silt & cobble
Moist, dense,
<10”, <50%,
rounded
7’-
12’
GP 10YR ¾ Dark Yellowish Brown
poorly graded gravel w/ fine to
coarse sand, trace silt & cobble
Moist, very
dense, <6”,
<60%
12 GP Test pit terminated Same, gets
cleaner
Reported by:
Tim Barney ICC geotechnical Inspector
Reviewed by:
Michael Staten, PE
Pacific Testing & Inspection Inc.
3215 Harrison Avenue, Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6002
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and
authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
Rev. 6/6/15
Revision 1
LOG OF TEST PIT
Project No.:
230006
Project Name:
Crystal Springs
Client:
SCJ Alliance
Date:
4/11/23
Test Pit No.:
3
Location:
S Center Infiltration
Diameter:
Logged By:
TB
Depth of Water:
None
Date Checked:
4/11/23
Depth of
Caving:
Elev.
Or
Depth
Lab # USCS Description Remarks Moisture
(%)
0-2’ GM 10YR 4/3 Dark Brown Fine to
coarse sandy gravel w/ silt
Moist, loose,
organics, <10”,
<40%
2’-5’ GP 10YR 5/6 Yellowish Brown
gravel w/ fine to coarse sand &
some silt
Moist, dense,
<12”, <40%,
rounded
5’-7’ GP 10YR ¾ Dark Yellowish Brown
poorly graded gravel w/ fine to
coarse sand, trace silt & cobble
Moist, dense,
<6”, <40%,
rounded
7’-
12’
GP 10YR ¾ Dark Yellowish Brown
poorly graded gravel w/ fine to
coarse sand, trace silt & cobble
Moist, very
dense, <8”,
<50%
12 GP Test pit terminated Same, gets
cleaner
Reported by:
Tim Barney ICC geotechnical Inspector
Reviewed by:
Michael Staten, PE
Pacific Testing & Inspection Inc.
3215 Harrison Avenue, Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6002
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and
authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
Rev. 6/6/15
Revision 1
LOG OF TEST PIT
Project No.:
230006
Project Name:
Crystal Springs
Client:
SCJ Alliance
Date:
4/11/23
Test Pit No.:
4
Location:
SW Building Pad
Diameter:
Logged By:
TB
Depth of Water:
None
Date Checked:
4/11/23
Depth of
Caving:
Elev.
Or
Depth
Lab # USCS Description Remarks Moisture
(%)
0-2’ GM 10YR 4/3 Dark Brown Fine to
coarse sandy gravel w/ silt
Moist, loose,
organics, <3”,
<20%
2’-3’ GP 10YR 5/6 Yellowish Brown
gravel w/ fine to coarse sand &
some silt
Moist, dense,
<6”, <30%,
rounded
3’-9’ GP 10YR ¾ Dark Yellowish Brown
poorly graded gravel w/ fine to
coarse sand, trace silt & cobble
Moist, dense,
<10”, <30%,
rounded
9’-
12’
GP 10YR ¾ Dark Yellowish Brown
poorly graded gravel w/ fine to
coarse sand, trace silt & cobble
Moist, very
dense, <10”,
<40%
12 GP Test pit terminated Same, gets
cleaner
Reported by:
Tim Barney ICC geotechnical Inspector
Reviewed by:
Michael Staten, PE
Pacific Testing & Inspection Inc.
3215 Harrison Avenue, Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6002
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and
authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
Rev. 6/6/15
Revision 1
LOG OF TEST PIT
Project No.:
230006
Project Name:
Crystal Springs
Client:
SCJ Alliance
Date:
4/11/23
Test Pit No.:
5
Location:
N. Center Infiltration
Diameter:
Logged By:
TB
Depth of Water:
None
Date Checked:
4/11/23
Depth of
Caving:
Elev.
Or
Depth
Lab # USCS Description Remarks Moisture
(%)
0-2’ GM 10YR 4/3 Dark Brown Fine to
coarse sandy gravel w/ silt
Moist, loose,
organics, <5”,
<30%
2’-3’ GP 10YR 5/6 Yellowish Brown
gravel w/ fine to coarse sand &
some silt
Moist, dense,
<8”, <40%,
rounded
3’-7’ GP 10YR ¾ Dark Yellowish Brown
poorly graded gravel w/ fine to
coarse sand, trace silt & cobble
Moist, dense,
<12”, <40%,
rounded
7’-
12’
GP 10YR ¾ Dark Yellowish Brown
poorly graded gravel w/ fine to
coarse sand, trace silt & cobble
Moist, very
dense, <8”,
<40%
12 GP Test pit terminated Same, gets
cleaner
Reported by:
Tim Barney ICC geotechnical Inspector
Reviewed by:
Michael Staten, PE
Pacific Testing & Inspection Inc.
3215 Harrison Avenue, Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6002
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and
authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
Rev. 6/6/15
Revision 1
LOG OF TEST PIT
Project No.:
230006
Project Name:
Crystal Springs
Client:
SCJ Alliance
Date:
4/11/23
Test Pit No.:
6
Location:
N.W Building Pad
Diameter:
Logged By:
TB
Depth of Water:
None
Date Checked:
4/11/23
Depth of
Caving:
Elev.
Or
Depth
Lab # USCS Description Remarks Moisture
(%)
0-2’ GM 10YR 4/3 Dark Brown Fine to
coarse sandy gravel w/ silt
Moist, loose,
organics, <10”,
<20%
2’-3’ GP 10YR 5/6 Yellowish Brown
gravel w/ fine to coarse sand &
some silt
Moist, dense,
<10”, <40%,
rounded
3’-7’ GP 10YR ¾ Dark Yellowish Brown
poorly graded gravel w/ fine to
coarse sand, trace silt & cobble
Moist, dense,
<8”, <50%,
rounded
7’-
12’
GP 10YR ¾ Dark Yellowish Brown
poorly graded gravel w/ fine to
coarse sand, trace silt & cobble
Moist, very
dense, <6”,
<30%
12 GP Test pit terminated Same, gets
cleaner
Reported by:
Tim Barney ICC geotechnical Inspector
Reviewed by:
Michael Staten, PE
APPENDIX C
LABORATORY ANALYSIS
Pacific Testing & Inspection Inc.
3215 Harrison Avenue Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6022
ASTM C-136 Sieve Report ASTM D-4318
Date :4/11/2023 D10 =0.79 USCS Classification % Gravel % Sand
Sample #:23-063 D30 =6.55 GP, Poorly graded Gravel with Sand 73.8%25.2%
Source:TP1 @ 1'D60 =17.16 Specifications Color:
Project #:230006 CC =3.16 No Specs 10YR3/3 Dk. Brn
Project:Crystal Springs CU =21.64 Sample Meets Specs % Silt & Clay
Client:SCJ Alliance Liquid Limit=0.0%n/a 1.1%
Tested By:TB Plastic Limit=0.0%Fineness Modulus
Date Tested:4/14/2023 Plasticity Index=0.0%6.91
Coarse Actual Interpolated Fines Actual Interpolated
Section Cumulative Cumulative Section Cumulative Cumulative
Sieve Size Percent Percent Specs Specs Sieve Size Percent Percent Specs Specs
US Metric Passing Passing Max Min US Metric Passing Passing Max Min
6.00"150.00 100%#4 4.750 26%26%
4.00"100.00 100%100%#8 2.360 21%21%
3.00"75.00 69%69%#10 2.000 20%20%
2.50"63.00 68%#16 1.180 16%16%
2.00"50.00 67%#20 0.850 11%
1.75"45.00 66%#30 0.600 7%7%
1.50"37.50 66%#40 0.425 4%4%
1.25"31.50 65%#50 0.300 3%3%
1.00"25.00 65%#60 0.250 2%
7/8"22.40 64%#80 0.180 2%
3/4"19.00 64%64%#100 0.150 2%2%
5/8"16.00 57%57%#140 0.106 1%
1/2"12.50 45%45%#170 0.090 1%
3/8"9.50 37%37%#200 0.075 1.1%1.1%
1/4"6.30 29%29%#270 0.053
#4 4.75 26%26%
Copyright Spears Engineering & Technical Services PS, 1996-2005
Comments:
Reviewed by: Tim Barney
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients,
and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.11101001000% Passing by WeightGrain Size in Millimeters
U.S. Standard Sieve Opening in U.S. Standard Sieve Hydrometer
Cobble Gravel Sands Silt
Coars Fine Coarse Medium Fine
Clays
0%#41 10 1620¾⅜30 50 10 20344020½
20%
50%
60%
70%
10%
80%
30%
40%
90%
100%% Retained by WeightRev. 6/6/15
Revision 6
Pacific Testing & Inspection Inc.
3215 Harrison Avenue Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6022
ASTM C-136 Sieve Report ASTM D-4318
Date :4/11/2023 D10 =0.83 USCS Classification % Gravel % Sand
Sample #:23-064 D30 =11.20 GP, Poorly graded Gravel with Sand 80.4%18.3%
Source:TP1 @ 3'D60 =39.95 Specifications Color:
Project #:230006 CC =3.77 No Specs 10YR3/4 Dk. Yell. Brn
Project:Crystal Springs CU =47.96 Sample Meets Specs % Silt & Clay
Client:SCJ Alliance Liquid Limit=0.0%n/a 1.3%
Tested By:TB Plastic Limit=0.0%Fineness Modulus
Date Tested:4/14/2023 Plasticity Index=0.0%7.09
Coarse Actual Interpolated Fines Actual Interpolated
Section Cumulative Cumulative Section Cumulative Cumulative
Sieve Size Percent Percent Specs Specs Sieve Size Percent Percent Specs Specs
US Metric Passing Passing Max Min US Metric Passing Passing Max Min
6.00"150.00 100%#4 4.750 20%20%
4.00"100.00 100%#8 2.360 16%16%
3.00"75.00 100%100%#10 2.000 15%15%
2.50"63.00 79%79%#16 1.180 13%13%
2.00"50.00 64%64%#20 0.850 10%
1.75"45.00 62%#30 0.600 8%8%
1.50"37.50 59%#40 0.425 4%4%
1.25"31.50 57%#50 0.300 3%3%
1.00"25.00 55%55%#60 0.250 3%
7/8"22.40 50%#80 0.180 2%
3/4"19.00 44%44%#100 0.150 2%2%
5/8"16.00 39%39%#140 0.106 2%
1/2"12.50 32%32%#170 0.090 1%
3/8"9.50 27%27%#200 0.075 1.3%1.3%
1/4"6.30 22%22%#270 0.053
#4 4.75 20%20%
Copyright Spears Engineering & Technical Services PS, 1996-2005
Comments:
Reviewed by: Tim Barney
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients,
and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.11101001000% Passing by WeightGrain Size in Millimeters
U.S. Standard Sieve Opening in U.S. Standard Sieve Hydrometer
Cobble Gravel Sands Silt
Coars Fine Coarse Medium Fine
Clays
0%#41 10 1620¾⅜30 50 10 20344020½
20%
50%
60%
70%
10%
80%
30%
40%
90%
100%% Retained by WeightRev. 6/6/15
Revision 6
Pacific Testing & Inspection Inc.
3215 Harrison Avenue Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6022
ASTM C-136 Sieve Report ASTM D-4318
Date :4/11/2023 D10 =0.31 USCS Classification % Gravel % Sand
Sample #:23-065 D30 =0.81 GP-GM, Poorly graded Gravel with Silt and Sand47.4%47.1%
Source:TP1 @ 7'D60 =8.51 Specifications Color:
Project #:230006 CC =0.25 No Specs 10YR3/4 Dk. Yell. Brn
Project:Crystal Springs CU =27.70 Sample Meets Specs % Silt & Clay
Client:SCJ Alliance Liquid Limit=0.0%n/a 5.6%
Tested By:TB Plastic Limit=0.0%Fineness Modulus
Date Tested:4/14/2023 Plasticity Index=0.0%4.82
Coarse Actual Interpolated Fines Actual Interpolated
Section Cumulative Cumulative Section Cumulative Cumulative
Sieve Size Percent Percent Specs Specs Sieve Size Percent Percent Specs Specs
US Metric Passing Passing Max Min US Metric Passing Passing Max Min
6.00"150.00 100%#4 4.750 53%53%
4.00"100.00 100%#8 2.360 46%46%
3.00"75.00 100%#10 2.000 45%45%
2.50"63.00 100%#16 1.180 40%40%
2.00"50.00 100%#20 0.850 31%
1.75"45.00 100%#30 0.600 24%24%
1.50"37.50 100%100%#40 0.425 15%15%
1.25"31.50 90%#50 0.300 10%10%
1.00"25.00 80%80%#60 0.250 9%
7/8"22.40 78%#80 0.180 7%
3/4"19.00 77%#100 0.150 7%7%
5/8"16.00 75%75%#140 0.106 6%
1/2"12.50 69%69%#170 0.090 6%
3/8"9.50 62%62%#200 0.075 5.6%5.6%
1/4"6.30 56%56%#270 0.053
#4 4.75 53%53%
Copyright Spears Engineering & Technical Services PS, 1996-2005
Comments:
Reviewed by: Tim Barney
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients,
and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.11101001000% Passing by WeightGrain Size in Millimeters
U.S. Standard Sieve Opening in U.S. Standard Sieve Hydrometer
Cobble Gravel Sands Silt
Coars Fine Coarse Medium Fine
Clays
0%#41 10 1620¾⅜30 50 10 20344020½
20%
50%
60%
70%
10%
80%
30%
40%
90%
100%% Retained by WeightRev. 6/6/15
Revision 6
Pacific Testing & Inspection Inc.
3215 Harrison Avenue Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6022
ASTM C-136 Sieve Report ASTM D-4318
Date :4/11/2023 D10 =0.81 USCS Classification % Gravel % Sand
Sample #:23-066 D30 =6.09 GP, Poorly graded Gravel with Sand 74.5%22.7%
Source:TP2 @ 3'D60 =14.53 Specifications Color:
Project #:230006 CC =3.16 No Specs 10YR3/3 Dk. Brn,
Project:Crystal Springs CU =17.96 Sample Meets Specs % Silt & Clay
Client:SCJ Alliance Liquid Limit=0.0%n/a 2.9%
Tested By:TB Plastic Limit=0.0%Fineness Modulus
Date Tested:4/14/2023 Plasticity Index=0.0%6.12
Coarse Actual Interpolated Fines Actual Interpolated
Section Cumulative Cumulative Section Cumulative Cumulative
Sieve Size Percent Percent Specs Specs Sieve Size Percent Percent Specs Specs
US Metric Passing Passing Max Min US Metric Passing Passing Max Min
6.00"150.00 100%#4 4.750 26%26%
4.00"100.00 100%#8 2.360 19%19%
3.00"75.00 100%#10 2.000 18%18%
2.50"63.00 100%#16 1.180 14%14%
2.00"50.00 100%#20 0.850 10%
1.75"45.00 100%#30 0.600 8%8%
1.50"37.50 100%100%#40 0.425 6%6%
1.25"31.50 95%#50 0.300 4%4%
1.00"25.00 90%90%#60 0.250 4%
7/8"22.40 83%#80 0.180 4%
3/4"19.00 74%74%#100 0.150 4%4%
5/8"16.00 66%66%#140 0.106 3%
1/2"12.50 51%51%#170 0.090 3%
3/8"9.50 39%39%#200 0.075 2.9%2.9%
1/4"6.30 31%31%#270 0.053
#4 4.75 26%26%
Copyright Spears Engineering & Technical Services PS, 1996-2005
Comments:
Reviewed by: Tim Barney
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients,
and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.11101001000% Passing by WeightGrain Size in Millimeters
U.S. Standard Sieve Opening in U.S. Standard Sieve Hydrometer
Cobble Gravel Sands Silt
Coars Fine Coarse Medium Fine
Clay
0%#41 10 1620¾⅜30 50 10 20344020½
20%
50%
60%
70%
10%
80%
30%
40%
90%
100%% Retained by WeightRev. 6/6/15
Revision 6
Pacific Testing & Inspection Inc.
3215 Harrison Avenue Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6022
ASTM C-136 Sieve Report ASTM D-4318
Date :4/11/2023 D10 =0.95 USCS Classification % Gravel % Sand
Sample #:23-067 D30 =8.94 GP, Poorly graded Gravel with Sand 79.2%18.7%
Source:TP2 @ 5'D60 =19.29 Specifications Color:
Project #:230006 CC =4.35 No Specs 10YR2/2 V. Dk. Brn,
Project:Crystal Springs CU =20.24 Sample Meets Specs % Silt & Clay
Client:SCJ Alliance Liquid Limit=0.0%n/a 2.1%
Tested By:TB Plastic Limit=0.0%Fineness Modulus
Date Tested:4/14/2023 Plasticity Index=0.0%6.62
Coarse Actual Interpolated Fines Actual Interpolated
Section Cumulative Cumulative Section Cumulative Cumulative
Sieve Size Percent Percent Specs Specs Sieve Size Percent Percent Specs Specs
US Metric Passing Passing Max Min US Metric Passing Passing Max Min
6.00"150.00 100%#4 4.750 21%21%
4.00"100.00 100%#8 2.360 16%16%
3.00"75.00 100%#10 2.000 15%15%
2.50"63.00 100%100%#16 1.180 12%12%
2.00"50.00 91%91%#20 0.850 9%
1.75"45.00 89%#30 0.600 7%7%
1.50"37.50 85%#40 0.425 5%5%
1.25"31.50 82%#50 0.300 4%4%
1.00"25.00 80%80%#60 0.250 3%
7/8"22.40 71%#80 0.180 3%
3/4"19.00 59%59%#100 0.150 3%3%
5/8"16.00 53%53%#140 0.106 2%
1/2"12.50 40%40%#170 0.090 2%
3/8"9.50 31%31%#200 0.075 2.1%2.1%
1/4"6.30 24%24%#270 0.053
#4 4.75 21%21%
Copyright Spears Engineering & Technical Services PS, 1996-2005
Comments:
Reviewed by: Tim Barney
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients,
and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.11101001000% Passing by WeightGrain Size in Millimeters
U.S. Standard Sieve Opening in U.S. Standard Sieve Hydrometer
Cobble Gravel Sands Silt
Coars Fine Coarse Medium Fine
Clay
0%#41 10 1620¾⅜30 50 10 20344020½
20%
50%
60%
70%
10%
80%
30%
40%
90%
100%% Retained by WeightRev. 6/6/15
Revision 6
Pacific Testing & Inspection Inc.
3215 Harrison Avenue Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6022
ASTM C-136 Sieve Report ASTM D-4318
Date :4/11/2023 D10 =0.56 USCS Classification % Gravel % Sand
Sample #:23-068 D30 =5.68 GP-GM, Poorly graded Gravel with Silt and Sand73.1%21.9%
Source:TP2 @ 7'D60 =16.79 Specifications Color:
Project #:230006 CC =3.42 No Specs 10YR3/4 Dk. Yellow. Brn.
Project:Crystal Springs CU =29.90 Sample Meets Specs % Silt & Clay
Client:SCJ Alliance Liquid Limit=0.0%n/a 5.1%
Tested By:TB Plastic Limit=0.0%Fineness Modulus
Date Tested:4/14/2023 Plasticity Index=0.0%6.27
Coarse Actual Interpolated Fines Actual Interpolated
Section Cumulative Cumulative Section Cumulative Cumulative
Sieve Size Percent Percent Specs Specs Sieve Size Percent Percent Specs Specs
US Metric Passing Passing Max Min US Metric Passing Passing Max Min
6.00"150.00 100%#4 4.750 27%27%
4.00"100.00 100%#8 2.360 20%20%
3.00"75.00 100%100%#10 2.000 19%19%
2.50"63.00 88%88%#16 1.180 15%15%
2.00"50.00 83%#20 0.850 13%
1.75"45.00 82%#30 0.600 10%10%
1.50"37.50 79%#40 0.425 8%8%
1.25"31.50 77%#50 0.300 7%7%
1.00"25.00 75%75%#60 0.250 7%
7/8"22.40 71%#80 0.180 6%
3/4"19.00 67%67%#100 0.150 6%6%
5/8"16.00 58%58%#140 0.106 5%
1/2"12.50 50%50%#170 0.090 5%
3/8"9.50 41%41%#200 0.075 5.1%5.1%
1/4"6.30 32%32%#270 0.053
#4 4.75 27%27%
Copyright Spears Engineering & Technical Services PS, 1996-2005
Comments:
Reviewed by: Tim Barney
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients,
and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.11101001000% Passing by WeightGrain Size in Millimeters
U.S. Standard Sieve Opening in U.S. Standard Sieve Hydrometer
Cobble Gravel Sands Silt
Coars Fine Coarse Medium Fine
Clay
0%#41 10 1620¾⅜30 50 10 20344020½
20%
50%
60%
70%
10%
80%
30%
40%
90%
100%% Retained by WeightRev. 6/6/15
Revision 6
Pacific Testing & Inspection Inc.
3215 Harrison Avenue Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6022
ASTM C-136 Sieve Report ASTM D-4318
Date :4/11/2023 D10 =0.45 USCS Classification % Gravel % Sand
Sample #:23-069 D30 =3.27 GW, Well-graded Gravel with Sand 66.0%30.0%
Source:TP2 @ 10'D60 =18.37 Specifications Color:
Project #:230006 CC =1.29 No Specs 10YR3/4 Dk. Yellow. Brn.
Project:Crystal Springs CU =40.71 Sample Meets Specs % Silt & Clay
Client:SCJ Alliance Liquid Limit=0.0%n/a 4.0%
Tested By:TB Plastic Limit=0.0%Fineness Modulus
Date Tested:4/14/2023 Plasticity Index=0.0%6.04
Coarse Actual Interpolated Fines Actual Interpolated
Section Cumulative Cumulative Section Cumulative Cumulative
Sieve Size Percent Percent Specs Specs Sieve Size Percent Percent Specs Specs
US Metric Passing Passing Max Min US Metric Passing Passing Max Min
6.00"150.00 100%#4 4.750 34%34%
4.00"100.00 100%#8 2.360 28%28%
3.00"75.00 100%#10 2.000 26%26%
2.50"63.00 100%100%#16 1.180 22%22%
2.00"50.00 85%85%#20 0.850 17%
1.75"45.00 84%#30 0.600 14%14%
1.50"37.50 81%#40 0.425 9%9%
1.25"31.50 79%#50 0.300 7%7%
1.00"25.00 77%77%#60 0.250 6%
7/8"22.40 70%#80 0.180 5%
3/4"19.00 61%61%#100 0.150 5%5%
5/8"16.00 55%55%#140 0.106 4%
1/2"12.50 47%47%#170 0.090 4%
3/8"9.50 44%44%#200 0.075 4.0%4.0%
1/4"6.30 38%38%#270 0.053
#4 4.75 34%34%
Copyright Spears Engineering & Technical Services PS, 1996-2005
Comments:
Reviewed by: Tim Barney
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients,
and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.11101001000% Passing by WeightGrain Size in Millimeters
U.S. Standard Sieve Opening in U.S. Standard Sieve Hydrometer
Cobble Gravel Sands Silt
Coars Fine Coarse Medium Fine
Clay
0%#41 10 1620¾⅜30 50 10 20344020½
20%
50%
60%
70%
10%
80%
30%
40%
90%
100%% Retained by WeightRev. 6/6/15
Revision 6
Pacific Testing & Inspection Inc.
3215 Harrison Avenue Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6022
ASTM C-136 Sieve Report ASTM D-4318
Date :4/11/2023 D10 =0.47 USCS Classification % Gravel % Sand
Sample #:23-070 D30 =3.46 GW, Well-graded Gravel with Sand 66.7%29.4%
Source:TP3 @ 7'D60 =18.82 Specifications Color:
Project #:230006 CC =1.36 No Specs 10YR3/4 Dk. Yellow. Brn.
Project:Crystal Springs CU =40.44 Sample Meets Specs % Silt & Clay
Client:SCJ Alliance Liquid Limit=0.0%n/a 3.9%
Tested By:TB Plastic Limit=0.0%Fineness Modulus
Date Tested:4/14/2023 Plasticity Index=0.0%6.15
Coarse Actual Interpolated Fines Actual Interpolated
Section Cumulative Cumulative Section Cumulative Cumulative
Sieve Size Percent Percent Specs Specs Sieve Size Percent Percent Specs Specs
US Metric Passing Passing Max Min US Metric Passing Passing Max Min
6.00"150.00 100%#4 4.750 33%33%
4.00"100.00 100%#8 2.360 27%27%
3.00"75.00 100%#10 2.000 26%26%
2.50"63.00 100%100%#16 1.180 21%21%
2.00"50.00 84%84%#20 0.850 16%
1.75"45.00 80%#30 0.600 13%13%
1.50"37.50 75%75%#40 0.425 9%9%
1.25"31.50 73%#50 0.300 7%7%
1.00"25.00 71%71%#60 0.250 6%
7/8"22.40 66%#80 0.180 5%
3/4"19.00 60%60%#100 0.150 5%5%
5/8"16.00 52%52%#140 0.106 4%
1/2"12.50 47%47%#170 0.090 4%
3/8"9.50 43%43%#200 0.075 3.9%3.9%
1/4"6.30 37%37%#270 0.053
#4 4.75 33%33%
Copyright Spears Engineering & Technical Services PS, 1996-2005
Comments:
Reviewed by: Tim Barney
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients,
and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.11101001000% Passing by WeightGrain Size in Millimeters
U.S. Standard Sieve Opening in U.S. Standard Sieve Hydrometer
Cobble Gravel Sands Silt
Coars Fine Coarse Medium Fine
Clay
0%#41 10 1620¾⅜30 50 10 20344020½
20%
50%
60%
70%
10%
80%
30%
40%
90%
100%% Retained by WeightRev. 6/6/15
Revision 6
Pacific Testing & Inspection Inc.
3215 Harrison Avenue Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6022
ASTM C-136 Sieve Report ASTM D-4318
Date :4/11/2023 D10 =0.45 USCS Classification % Gravel % Sand
Sample #:23-070 D30 =1.64 GP, Poorly graded Gravel with Sand 56.5%39.8%
Source:TP3 @ 12'D60 =10.34 Specifications Color:
Project #:230006 CC =0.58 No Specs 10YR3/4 Dk. Yellow. Brn.
Project:Crystal Springs CU =22.90 Sample Meets Specs % Silt & Clay
Client:SCJ Alliance Liquid Limit=0.0%n/a 3.7%
Tested By:TB Plastic Limit=0.0%Fineness Modulus
Date Tested:4/14/2023 Plasticity Index=0.0%5.26
Coarse Actual Interpolated Fines Actual Interpolated
Section Cumulative Cumulative Section Cumulative Cumulative
Sieve Size Percent Percent Specs Specs Sieve Size Percent Percent Specs Specs
US Metric Passing Passing Max Min US Metric Passing Passing Max Min
6.00"150.00 100%#4 4.750 44%44%
4.00"100.00 100%#8 2.360 35%35%
3.00"75.00 100%#10 2.000 33%33%
2.50"63.00 100%#16 1.180 26%26%
2.00"50.00 100%#20 0.850 19%
1.75"45.00 100%#30 0.600 14%14%
1.50"37.50 100%100%#40 0.425 9%9%
1.25"31.50 97%#50 0.300 6%6%
1.00"25.00 94%94%#60 0.250 6%
7/8"22.40 91%#80 0.180 5%
3/4"19.00 87%87%#100 0.150 5%5%
5/8"16.00 74%74%#140 0.106 4%
1/2"12.50 65%65%#170 0.090 4%
3/8"9.50 58%58%#200 0.075 3.7%3.7%
1/4"6.30 49%49%#270 0.053
#4 4.75 44%44%
Copyright Spears Engineering & Technical Services PS, 1996-2005
Comments:
Reviewed by: Tim Barney
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients,
and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.11101001000% Passing by WeightGrain Size in Millimeters
U.S. Standard Sieve Opening in U.S. Standard Sieve Hydrometer
Cobble Gravel Sands Silt
Coars Fine Coarse Medium Fine
Clay
0%#41 10 1620¾⅜30 50 10 20344020½
20%
50%
60%
70%
10%
80%
30%
40%
90%
100%% Retained by WeightRev. 6/6/15
Revision 6
Pacific Testing & Inspection Inc.
3215 Harrison Avenue Centralia, WA 98531
Phone (360) 736-3922 Fax (360) 807-6022
ASTM C-136 Sieve Report ASTM D-4318
Date :4/11/2023 D10 =1.10 USCS Classification % Gravel % Sand
Sample #:23-072 D30 =7.21 GW, Well-graded Gravel with Sand 77.2%21.2%
Source:TP5 @ 5'D60 =17.87 Specifications Color:
Project #:230006 CC =2.65 No Specs 10YR3/4 Dk. Yellow. Brn.
Project:Crystal Springs CU =16.26 Sample Meets Specs % Silt & Clay
Client:SCJ Alliance Liquid Limit=0.0%n/a 1.6%
Tested By:TB Plastic Limit=0.0%Fineness Modulus
Date Tested:4/14/2023 Plasticity Index=0.0%6.50
Coarse Actual Interpolated Fines Actual Interpolated
Section Cumulative Cumulative Section Cumulative Cumulative
Sieve Size Percent Percent Specs Specs Sieve Size Percent Percent Specs Specs
US Metric Passing Passing Max Min US Metric Passing Passing Max Min
6.00"150.00 100%#4 4.750 23%23%
4.00"100.00 100%#8 2.360 21%21%
3.00"75.00 100%100%#10 2.000 12%12%
2.50"63.00 93%93%#16 1.180 11%11%
2.00"50.00 92%92%#20 0.850 8%
1.75"45.00 90%#30 0.600 7%7%
1.50"37.50 87%#40 0.425 4%4%
1.25"31.50 85%#50 0.300 3%3%
1.00"25.00 82%82%#60 0.250 3%
7/8"22.40 74%#80 0.180 2%
3/4"19.00 63%63%#100 0.150 2%2%
5/8"16.00 54%54%#140 0.106 2%
1/2"12.50 44%44%#170 0.090 2%
3/8"9.50 34%34%#200 0.075 1.6%1.6%
1/4"6.30 29%29%#270 0.053
#4 4.75 23%23%
Copyright Spears Engineering & Technical Services PS, 1996-2005
Comments:
Reviewed by: Tim Barney
All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients,
and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.11101001000% Passing by WeightGrain Size in Millimeters
U.S. Standard Sieve Opening in U.S. Standard Sieve Hydrometer
Cobble Gravel Sands Silt
Coars Fine Coarse Medium Fine
Clay
0%#41 10 1620¾⅜30 50 10 20344020½
20%
50%
60%
70%
10%
80%
30%
40%
90%
100%% Retained by WeightRev. 6/6/15
Revision 6