Agenda packet — Wheatland City Council, November 10, 2025 (part 8 of 13)

Ignore the upper one-foot of footing depth (below the lowest adjacent soil grade) in determination of the passive pressure. Both frictional resistance and passive earth pressure can be combined for lateral resistance; when combined, increase the safety factor against sliding from a minimum of 1.5 to 2.0.

If necessary for evaluation of lateral loading on shallow vaults, use an At-Rest equivalent fluid weight of 65 pcf for the drained condition and 95 pcf for undrained. The drained condition assumes groundwater does not accumulate; the undrained condition would be applied below an assumed groundwater level.

We based these values on foundations bearing on native soil and native soil backfill compacted against vault walls.

Soil Corrosivity
We have not completed our subsurface explorations or laboratory testing for the proposed structures.

Based on data from pipeline borings for similar materials (lean clays) we expect clay soils to be corrosive to extremely corrosive conditions to metal pipes. We are not corrosion consultants and cannot evaluate DRAFT

7.5.8 BLACKBURN

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Section 3, Item # 3.1

UPDATED DRAFT PRELIMINARY GEOTECHNICAL BASIS OF DESIGN REPORT OPUD – South Yuba Sewer and Water Infrastructure Project, Olivehurst, CA April 30, 2021
62 the potential corrosion impacts to metallic elements embedded in or in contact with the ground. A corrosion consultant should provide specific corrosion protection recommendations for buried metallic elements used at the site.

Concrete Slabs on Grade

7.5.9.1 Slab Underlayment
For minor structures, concrete slabs-on-grade may be used provided the contractor(s) prepares the structure pads in accordance with our grading recommendations and any addenda by Blackburn. Use a minimum slab thickness of 4 inches. Underlay the concrete slabs with a minimum of 4 inches of washed, crushed, and compacted rock to provide uniform support. Concrete reinforcement, doweling, curing, joint spacing, and mix design should conform to ACI guidelines. The above recommendations are not for slabs subject to equipment or forklift loads. Moderately expansive clay potentially underlay the site. To mitigate potential expansive soil, consider a slab thickness of 6 -inches with 8-inches of crushed rock.

Trench Backfill and Compaction

7.5.10.1 Pipe Bedding and Pipe Zone Material
Support pipe on a minimum of 4 inches of granular bedding and in accordance with the pipe manufacturer’s recommendations. Although we do not anticipate soft, unsuitable pipe subgrade at any particular location, it can occur with shallow groundwater conditions and sandy soils. Notify the project engineer and Blackburn for review and mitigation recommendations if encountered. To achieve a stable and non-yielding subgrade suitable for pipe placement and backfilling, typical mitigation may include:
• Replacement of unsuitable subgrade with ¾-inch minus crushed rock (minimum of 6 inches) • Enclose rock in geotextile filtration fabric such as Mirafi 140N (or equivalent).

A granular pipe zone material may be used. Native soils will contain a significant amount of fines (passing #200 sieve) and will not be suitable for bedding or pipe zone backfill. For pipe bedding and initial backfill material (which extends to 1 foot above the top of pipe) use material that meet the specification in Table 7.3.

Table 7.3: Pipe Bedding and Initial Backfill Requirements Gradation Test Procedures
Sieve Size Percent Passing ASTM Caltrans
1 inch 100 D6913 202
¾ inch 90-100 D6913 202
No. 4 35-60 D6913 202
No. 30 10-30 D6913 202
No. 200 2-5 D6913 202
Sand Equivalent
Minimum 25 D2974
DRAFT

7.5.9 7.5.10

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Section 3, Item # 3.1

UPDATED DRAFT PRELIMINARY GEOTECHNICAL BASIS OF DESIGN REPORT OPUD – South Yuba Sewer and Water Infrastructure Project, Olivehurst, CA April 30, 2021
63 Blackburn considers the following materials to be suitable as alternative pipe zone (bedding) backfill material:
• Controlled Low Strength Material (CLSM)
• Controlled Density Fill (CDF)

7.5.10.2 Trench Backfill
Trench backfill about the Pipe Zone material may consist of excavated soils. Fill should be free of debris and concentrations of vegetation or clay soils and meet the specifications in Table 7.4.

Table 7.4: Intermediate Trench Backfill Requirements
Gradation Test Procedures
Sieve Size Percent Passing ASTM Caltrans
3 inch 100 D6913 202
No. 200 20-70 D6913 202
Organic Content
Less than 3% D2974
Expansion Index
Less than 20 D4829
If import fill is required for trench backfill, it should be graded and have material properties as follows:
• 100% passing the 1-inch sieve
• 75% to 100% passing the #4 sieve
• Minimum 12% passing the #200 sieve
• Plasticity Index not greater than 20
• Free of debris and concentrations of vegetation.

Use ¾-inch Class 2 AB in the upper 12-inches of the trench within roadways.

7.5.10.3 Trench Backfill Compaction
Follow the pipe manufacturer’s requirements for initial backfill to avoid damage to the pipe. To facilitate compaction in the pipe zone area (top of bedding up to 12 inches above pipe), use a trench width that provides a minimum clearance of 12 inches between the pipe and trench wall. • Moisture condition trench backfill to within 2% of optimum moisture content and compact to a minimum 92% relative compaction (based on ASTM 1557) below 10 feet and 90% relative compaction (based on ASTM 1557) above 10 feet.
• Use a maximum compacted lift thickness of 8 inches unless field performance testing can demonstrate adequate compaction of thicker lifts.
• Jetting is not acceptable for compaction.

Test all trench backfill (bedding, pipe zone backfill, trench zone, etc.):
• At vertical increments of not more than 1 foot and at final grade or pavement subgrade.

DRAFT

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UPDATED DRAFT PRELIMINARY GEOTECHNICAL BASIS OF DESIGN REPORT OPUD – South Yuba Sewer and Water Infrastructure Project, Olivehurst, CA April 30, 2021
64 • At horizontal testing frequencies of at least one test for every 200 linear feet of pipe (both sides of pipe in pipe zone).
• Complete at least one compaction curve (Proctor) for each material type, source location (for import), and as changes in native materials occur. Material changes include a change in material designation based on the Unified Soil Classification System. • Testing frequency can be adjusted based on contractor performance, ease of compaction, and material variability.

Soil excavated during pipe installation can have moisture contents well over optimum, especially during the winter and spring months or if perched water is encountered. In this case, it will be necessary to dry back the soil to within 2% of optimum moisture content prior to use as backfill.

It is important to achieve compaction of pipe zone materials at the pipe haunches and spring line; compaction below the pipe spring line will be a difficult task for the contractor. We recommend a compaction demonstration section to test placement and compaction means and methods for each material type that will be used.
8 RISK MANAGEMENT
This report provides preliminary design considerations only. Blackburn has not completed the field work, lab testing, and analysis necessary to provide final design recommendations. Blackburn could not complete the necessary work because alignments were not finalized and rights of entry to properties were not obtained in time for Blackburn to plan, coordinate, and execute field investigations at the locations of proposed improvements.

Blackburn will submit a final report after all field work, lab testing, and analysis has been completed.

Our experience and that of our profession clearly indicates that the risks of costly design, construction, and maintenance problems can be significantly lowered by retaining the geotechnical engineer of record to provide additional services during design and construction. For this project, retain Blackburn to:
• Review and provide comments on the civil plans and specifications prior to construction. • Attend a preconstruction meeting with the owner, general contractor, earthwork contractor, underground contractor and other parties associated with the management, oversite and process of demolition and earthwork prior to site clearing, grubbing and demolition of existing structures to review geotechnical recommendations, testing requirements and project schedule. • Observe removal of underground utilities, foundations, vegetation (root balls and roots) and other underground features in accordance with the project plans, specifications and this Geotechnical Report including loose soil generated from the removal. • Monitor construction to check and document our report assumptions. At a minimum, Blackburn should monitor grading, overexcavation and recompaction of building pad areas, trench backfill, pavement subgrade and aggregate base compaction, and footing excavations. • Update this report as design changes occur, 2 years or more lapse between this report and construction, and/or site conditions have changed.

DRAFT

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Section 3, Item # 3.1

UPDATED DRAFT PRELIMINARY GEOTECHNICAL BASIS OF DESIGN REPORT OPUD – South Yuba Sewer and Water Infrastructure Project, Olivehurst, CA April 30, 2021
65 If we are not retained to perform the above applicable services, we are not responsible for any other party’s interpretation of our report, and subsequent addendums, letters, and discussions. 9 LIMITATIONS
Blackburn performed services in accordance with generally accepted geotechnical engineering principles and practices currently used in this area. This report is for preliminary design only and shall not be used for final design. Where referenced, we used ASTM or Caltrans standards as a general (not strict) guideline only. We do not warranty our services.

Blackburn based this report on the current site conditions. We assumed the soil and ground water conditions encountered in our borings are representative of the subsurface conditions across the site.

Actual conditions between these locations could be different.

Blackburn completed a Phase 1 Initial Site Assessment for the project. Refer to Blackburn’s report dated October 15, 2020 for our evaluation of on-site hazardous material.

Appendices A2, B2, and D2 present our exploratory boring logs and test pit logs. The lines designating the interface between soil types are approximate. The transition between soil types may be abrupt or gradual. Our recommendations are based on the final logs, which represent our interpretation of the field logs, laboratory test results and general knowledge of the site and geological conditions.

Refer to Appendix G (Important Information about This Geotechnical Engineering Report, Geoprofessional Business Association, 2019) for additional limitations regarding this report.

Modern design and construction is complex, with many regulatory sources/restrictions, involved parties, construction alternatives, etc. It is common to experience changes and delays. The owner should set aside a reasonable contingency fund based on complexities and cost estimates to cover changes and delays.

DRAFT

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Section 3, Item # 3.1
Geotechnical  Geo-Environmental  Construction Services  Forensics

UPDATED DRAFT PRELIMINARY

GEOTECHNICAL BASIS OF DESIGN
REPORT
Olivehurst Public Utilities District
South Yuba Sewer and Water
Infrastructure Project
Olivehurst, CA

FIGURES
Vicinity Map
Overall Project Map
Regional Geologic Map
USDA Soil Map
Regional Fault Map

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Section 3, Item # 3.1
McGowan Pkwy
14th St
11th St
Olivehurst Ave
Arboga Rd
Rancho Rd Ostrom Rd
Powerline Rd Feather River Blvd
Plumas Arboga Rd
Forty Mile Rd
Virginia Rd
Morrison Rd
Dairy Rd
Mary Ave
Lindhurst Ave
4/30/2021 3842.x Fig1 OPUD South Yuba Sewer.dwg
Figure 1
April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

VICINITY MAP
SCALE 1"=5,000'
WWTP
To Lincoln To Sacramento

PIPELINE

PIPELINE
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CONSULTING
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© 2020 Microsoft Corporation © 2020 Maxar ©CNES (2020) Distribution Airbus DS ARBOGA RD OLIVEHURST AVE POWERLINE RD

BERNICE AVE

GEORGE AVE
McGOWAN PKWY

MAGE AVE

RANCHO RD

PLUMAS ARBOGA RD ARBOGA RD FORTY MILE RD

OSTROM RD
7TH AVE
4TH ST

YUBA COUNTY

AIRPORT

ROSSER RD

MORRISON RD

S BEALE RD BRADSHAW RD VIRGINIA RD

RANCHO RD

PLUMAS ARBOGA RD CHIPPAWA TRAIL

HALE RD
70 65
65 PLUMAS ARBOGA RD
70 VICTORIA LN
OS-1
OS-2
P-4
P-2
TP1
TP4
TP3
TP2
TP5
P-5
P-6 P-7
TC-2C
TC-2AA P-8
TC-7A
TC-7B
TC-8A
TC-8B
TC-9B
TC-9A
P-10
P-32 P-11
P-12
P-13
TC-10B
TC-10A
TC-14
P-14
P-15
P-16
P-17
P-18
TC-6A
P-29
P-30
TC-12B
TC-12A
P-28
P-24
P-25
P-26
TC-13
P-1
P-9
P-27
P-3
T-1
S-1
OS-4
S-2 S-3
S-4 (Alt 1)
S-5
S-6
S-7
S-8
TC-1A
TC-1B
TC-1C TC-2A
TC-2B
TC-3C
TC-3B
TC-3A
TC-11B
TC-11A P-19
P-20
P-22 P-21 P-23
WW-1
S-4 (Alt 2)
OS-3
4/30/2021 3842.x Fig2 OPUD South Yuba Sewer.dwg
Figure 2
April 2021
File No. 3842.x
OPUD Yuba County Sewer and
Water Infrastructure Project
Olivehurst, California

OVERALL PROJECT MAP
SCALE 1" = 2,500'

L E G E N D
Approximate Pipeline Water Only
Approximate Pipeline Sewer Only
Approximate Pipeline Sewer and Water
Oliverhurst Sewer Boring Location
Pipeline Boring Location
Trenchless Crossing Boring Location
Planned Pump/Lift Station Boring Location
Planned Waste Water Treatment Plant
Test Pit Location
Planned Tank Boring Location
Planned Olivehurst Sewer Boring Location
Planned Trenchless Crossing Boring
Location
Planned WWTP Boring Location
Planned Pipeline Boring Location
P-X
TC-X
OS-X
LS-X
TP-X
T-X
OS-X
TC-X
WW-X
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Section 3, Item # 3.1
4/30/2021 3842.x Fig3 OPUD South Yuba Sewer.dwg
Figure 3
April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

REGIONAL GEOLOGIC MAP

PIPELINE
WWTP
SCALE 1:45,000

L E G E N D
Approximate Pipeline Water Only
Approximate Pipeline Sewer Only
Approximate Pipeline Sewer and Water

PIPELINE
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GEOLOGIC UNITS

SURFICIAL DEPOSITS
Alluvial Deposits (Holocene)
Qsc - Stream Channel Deposits
Qa -Alluvium
Qo - Overbank Deposits
Qao • Alluvium and Overbank Deposits, undivided
Qal - Alluvial Deposits, undivided
Older Alluvium (Pleistocene)
Modesto Formation
Qmu - Upper Member, Modesto Fm.

Qml - Lower Member, Modesto Fm.

Riverbank Formation
Qru - Upper Member, Riverbank Fm.

Qrl - Lower Member, Riverbank Fm.

BASIN DEPOSITS
Qb - Basin Deposits, undivided {Holocene)

LANDSLIDE DEPOSITS
Qls - Landslides {Holocene and Pleistocene)

SEDIMENTARY ROCKS INCLUDING

SOME VOLCANIC ROCKS
Tia - Laguna Formation {Pliocene)
5,000
--===--- Feet
0 2,500
Qa
1599
Section 3, Item # 3.1
4/30/2021 3842.x Fig4 OPUD South Yuba Sewer.dwg
Figure 4
April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

USDA SOIL MAP
SCALE 1" = 3,000'

L E G E N D
Approximate Pipeline Water Only
Approximate Pipeline Sewer Only
Approximate Pipeline Sewer and Water
Area of
Interest
Map Unit Symbol Unit Name
131 Hollenbeck Silty Clay Loam
134 Hollenbeck-Urban Land Complex
141 Conejo Loam
142 Conejo Loam
143 Conejo-Urban Land Complex
185 Kimball Loam
197 Oakdale Sandy Loam
198 Oakdale - Urban Land Complex
208 Redding Gravelly Loam
214 San Joaquin Loam
217 San Joaquin - Urban Land Complex
254 Water
Source: USDA Web Soil Map - Yuba County, California, 1:45,000, printed 10/27/2020.

BLACKBURN
CONSULTING 1600
Section 3, Item # 3.1
4/30/2021 3842.x Fig5 OPUD South Yuba Sewer.dwg
Figure 5
April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

REGIONAL FAULT MAP
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LEGEND
USGS Quaternary Faults
Quaternary Fau s Database
Historic("' 150 years), well constrained
location
Historic(,< 150years), moderately
constrained location
Historic ("' 1 SO years), inferred loca ion
L,,restQuaternary (,<15,000 years), well
constrained location
latest Quaternary ("' 15,000 yea rs),
moder11tely constrained location
Latest Quaternary( "'15,000 years), inferred
location
Late Quaternary("' 130,000 years), well
constrained location
l,ite Quaternary ("' 130,000 years),
moderately contrained location
Late Ouetemery ("' 130,000 years), inferred
location
Middle and late Quaternary("' 750,000
years), well constrained location
Middle and late Quaternary("' 750,000
years), moder11tely consvained location
Middle and late Quaternary("' 750,000
years), inferred location
Undifferentiated Oueternery (,< 1.6 million
years), well consvained location
Undifferentiated Quaternary("' 1.6 million
years), moderately constrained location
Undifferen ·atedOuaternery("' 1.6million
years), inferred location
Unspecified age, well constrained location
Unspecified age, moderately constrained
location
Unspecified age, inferred location
Class B (various age), well constrained
location
Class B (various age), moderately
constrained location
Class B (various age), inferred location
Class B Faults -
Geologic evidence demonstrates the existence of a fault or suggests Quaternary deformation, but either (1) the fault might not extend deeply enough to be a potential source of significant earthquakes, or (2) the currently available geologi evidence is too strong to confidently assign the feature to Class C but not strong enough to assign it to Class A.

Source: U.S. Geological Survey and california Geological Survey, Quaternary fault and fold database for the United States, accessed July 5, 2020, at:
https://www.usgs.gov/natural-hazards/earthquake-hazards/faults 1601
Section 3, Item # 3.1
Geotechnical  Geo-Environmental  Construction Services  Forensics

UPDATED DRAFT PRELIMINARY

GEOTECHNICAL BASIS OF DESIGN
REPORT
Olivehurst Public Utilities District
South Yuba Sewer and Water
Infrastructure Project
Olivehurst, CA
APPENDIX A: Sewer and Water Pipelines
A1: Site Plan
A2: Boring and Test Pit Logs Legend
Boring and Test Pit Logs
A3: Laboratory Test Results

BLACKBUR------------------------

CONSULTING
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Section 3, Item # 3.1

ARBOGA RD OLIVEHURST AVE POWERLINE RD BERNICE AVE GEORGE AVE McGOWAN PKWY

MAGE AVE

RANCHO RD

PLUMAS ARBOGA RD ARBOGA RD FORTY MILE RD

OSTROM RD
7TH AVE
4TH ST

YUBA COUNTY

AIRPORT

ROSSER RD

MORRISON RD

S BEALE RD BRADSHAW RD VIRGINIA RD

RANCHO RD

PLUMAS ARBOGA RD CHIPPAWA TRAIL HALE RD
70 65
65 PLUMAS ARBOGA RD
70 VICTORIA LN
OS-1
OS-2
P-4
P-2
TP1
TP4
TP3
TP2
TP5
P-5
P-6 P-7
TC-2C
TC-2AA P-8
TC-7A
TC-7B
TC-8A
TC-8B
TC-9B
TC-9A
P-10
P-32 P-11
P-12
P-13
TC-10B
TC-10A
TC-14
P-14
P-15
P-16
P-17
P-18
TC-6A
P-29
P-30
TC-12B
TC-12A
P-28
P-24
P-25
P-26
TC-13
P-1
P-9
P-27
P-3
T-1
S-1
OS-4
S-2 S-3
S-4 (Alt 1)
S-5
S-6
S-7
S-8
TC-1A
TC-1B
TC-1C TC-2A
TC-2B
TC-3C
TC-3B
TC-3A
TC-11B
TC-11A P-19
P-20
P-22 P-21 P-23
WW-1
S-4 (Alt 2)
OS-3 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg
Appendix A1a
April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PROJECT ALIGNMENT LEGEND
Source: South County Sewer and Water Project, Volume
2 plans created by Jacobs, dated October 2020.

Alignment Package Admin Draft 10-12-2020.

SCALE 1" = 2,500'

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Section 3, Item # 3.1
P-1
P-1
Appendix A1b
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
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OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN
WWTP

MARY AVE

BLACKBURN
CONSULTING 1604
Section 3, Item # 3.1
P-2
P-3
Appendix A1c
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

MARY AVE

BLACKBURN
CONSULTING 1605
Section 3, Item # 3.1
S-2
P-4
LS-2
Appendix A1d
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN
MARY AVE McGOWAN PKWY
' McGOWAN PKWY

BLACKBURN
CONSULTING 1606
Section 3, Item # 3.1
TC-1B
TC-1A
TC-1C
350+ ft.

P-5
S-3
Appendix A1e
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN
McGOWAN PKWY SR 70 SB SR 70 NB

TRENCHLESS CROSSING
McGOWAN PKWY

PUMP STATION
McGOWAN PKWY

NEAR DAN AVE DAN AVE EVELYN DR

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Section 3, Item # 3.1
P-6
P-7
Appendix A1f
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN
McGOWAN PKWY
McGOWAN PKWY OLIVE AVE
SR 65 SB LARSON ST

BLACKBURN
CONSULTING 1608
Section 3, Item # 3.1
TC-2A
TC-2AA
Appendix A1g
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN
SR 65 SB SR 65 NB
McGOWAN PKWY
RANCHO RD McGOWAN PKWY

OLIVE AVE

TRENCHLESS CROSSING
SR 65 SB

BLACKBURN
CONSULTING 1609
Section 3, Item # 3.1
TC-2C
TC-2A
TC-2B
P-8
TC-2C
Appendix A1h
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN
OLIVE AVE SR 65 SB SR 65 NB

RANCHO RD

TRENCHLESS CROSSING

RANCHO RD

BLACKBURN
CONSULTING 1610
Section 3, Item # 3.1
TC-7A
TC-7B
TC-8A TC-8B
Appendix A1i
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

RANCHO RD
McGOWAN PKWY

RANCHO RD

TRENCHLESS CROSSING

BLACKBURN
CONSULTING 1611
Section 3, Item # 3.1
P-9
TC-9A TC-9B
Appendix A1j
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

RANCHO RD

TRENCHLESS CROSSING
Hutchinson Creek SHIMER RD

BLACKBURN
CONSULTING 1612
Section 3, Item # 3.1
P-10
S-4 (Alt 1)
S-4 (Alt 2)
Appendix A1k
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

SHIMER RD

RANCHO RD

PUMP STATION

RANCHO RD NEAR
OSTROM RD (ALT 2)

OSTROM RD

FORTY MILE RD PUMP STATION

RANCHO RD NEAR
OSTROM RD (ALT 1)

RANCHO RD

BLACKBURN
CONSULTING 1613
Section 3, Item # 3.1
P-11
P-12
Appendix A1l
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

RANCHO RD

BLACKBURN
CONSULTING 1614
Section 3, Item # 3.1
TC-10A TC-10B
S-5
P-13
Appendix A1m
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

RANCHO RD

PUMP STATION

RANCHO RD NEAR

KIMBALL CREEK

TRENCHLESS CROSSING
~
39'9-+00.00

BLACKBURN
CONSULTING 1615
Section 3, Item # 3.1
TC-14
Appendix A1n
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

RANCHO RD

BLACKBURN
CONSULTING 1616
Section 3, Item # 3.1
P-14
P-15
S-6
Appendix A1o
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

RANCHO RD

VIRGINIA RD

PUMP STATION

RANCHO RD

NEAR VIRGINIA RD

BLACKBURN
CONSULTING 1617
Section 3, Item # 3.1
P-16
Appendix A1p
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

RANCHO RD

NO PLAN FOR
STA. 485 - to
end of Rancho Rd
P-17

BLACKBURN
CONSULTING 1618
Section 3, Item # 3.1
TC-3C
Appendix A1q
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN
SR 65 SB
SR 65 NB

SHIMER RD

TRENCHLESS CROSSING

SHIMER RD

RANCHO RD

PUMP STATION

RANCHO RD

NEAR OSTROM
RD (ALT 1) PLUTE RD

BLACKBURN
CONSULTING 1619
Section 3, Item # 3.1
TC-3A TC-3B
TC-3C
Appendix A1r
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California
PIPELINE ALIGNMENT PLAN SR 65 SB SR 65 NB

SHIMER RD

TRENCHLESS CROSSING

ROSSIER RD

ROSSIER RD
SR 65 SB OFF-RAMP

FORTY MILE RD
CONSULTING 1620
Section 3, Item # 3.1
TC-3A
Appendix A1s
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

ROSSIER RD
SR 65 SB TRENCHLESS CROSSING TO TOYOTA AMPHITHEATER FORTY MILE RD

BLACKBURN
CONSULTING 1621
Section 3, Item # 3.1
P-24
P-25
TC-13
Appendix A1t
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

FORTY MILE RD

BLACKBURN
CONSULTING 1622
Section 3, Item # 3.1
P-26
S-7
Appendix A1u
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

FORTY MILE RD

FORTY MILE RD MORRISON RD

PUMP STATION

FORTY MILE RD,
SOUTH

BLACKBURN

CONSULTING
.:1.
~)ii;
I
1623
Section 3, Item # 3.1
P-27
P-28
Appendix A1v
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

FORTY MILE RD

HARD ROCK

HOTEL & CASINO

BLACKBURN

CONSULTING
·~
~
1624
Section 3, Item # 3.1
P-28
TC-12A TC-12B
S-8
Appendix A1w
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

HARD ROCK

HOTEL & CASINO

FORTY MILE RD

KIMBALL CREEK PUMP STATION

FORTY MILE RD

NEAR KIMBALL CREEK

TRENCHLESS CROSSING

BLACKBURN

CONSULTING
,,
s
t:C;)i_
~
1625
Section 3, Item # 3.1
P-29
Appendix A1x
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

FORTY MILE RD

BLACKBURN
CONSULTING 1626
Section 3, Item # 3.1
P-30
P-32
Appendix A1y
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

FORTY MILE RD
SR 65 SBSR 65 NB ROSSIER RD

FORTY MILE RD
/
I
IOQO 19110UM> 1112•0000 19~,QO
1SNIO.OO 186>00.00
------------------------------------------ 2
-.... ........ ...... - -.... ...... ....

BLACKBURN
CONSULTING 1627
Section 3, Item # 3.1
Appendix A1z
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

PLUTE RD

RANCHO RD

OSTROM RD

FORTY MILE RD FORTY MILE RD

HARD ROCK HOTEL & CASINO

NUNDATION MITIGATI
/ DETENTION ,AREA

BLACKBURN

CONSULTING
---- -- - -- - --------n - -- - -- - -- - -- -
I
l() ....
fil-HHH~ tH Hi•l-"'o'F"' ~~ ~-·~
1628
Section 3, Item # 3.1
P-23
Appendix A1aa
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

MORRISON RD FORTY MILE RD

MORRISON RD
-
~
81 +00.00
_7

BLACKBURN

CONSULTING
-----I
-----------------
N
s
N
1629
Section 3, Item # 3.1
P-22
Appendix A1bb
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

MORRISON RD

BLACKBURN

CONSULTING
s
s
1630
Section 3, Item # 3.1
P-21
Appendix A1cc
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

MORRISON RD

MORRISON RD
.00
X 8fl1
w
802
pp

BLACKBURN

CONSULTING
X 813
pp
N
1631
Section 3, Item # 3.1
P-20
TC-11A TC-11B
Appendix A1dd
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

MORRISON RD

TRENCHLESS CROSSING
IE)POIYERPOt..E
/

BLACKBURN

CONSULTING
s
88S 00.00
1632
Section 3, Item # 3.1
P-19
Appendix A1ee
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

MORRISON RD

MORRISON RD
---
(E)POWERPOl:.E

BLACKBURN

CONSULTING
\
\
' \_
\
\
'\
\
'\
\
'\
\
\
'\
\
\_
\
'\
\
\
'\
'\
\
\
'\
\
'\
\
'\
\
\
'
'\
\
'\
\
'\
\
\
908 0000
N
\
I
(El ?OWERPOI.E •
1633
Section 3, Item # 3.1
TC-6A
Appendix A1ff
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

MORRISON RD
SR 65 SB
SR 65 NB
MORRISON RD SR 65 SB SR 65 NB

RANCHO RD
P-18

DISTANCE TO ACTUAL

BORING LOCATION NOT KNOWN
.00
\
\
........ •• .............. ____ _

BLACKBURN

CONSULTING
.............. __________
--...-......................
'" ··,. ·,
··, ··, ··,. ·,
·-,. ·,._
' .,
1634
Section 3, Item # 3.1
OS-3
OS-4
S-1
Appendix A1gg
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppA1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

PIPELINE ALIGNMENT PLAN

SUNDARI

OIVEHURST AVE CLARICE
OIVEHURST AVE HICKS AVE 11TH AVE PUMP STATION

OLIVEHURST AVE
AT 11TH AVE
OS-1 and OS-2 are
farther north. OS-1
is near 11th Ave. and
Olivehurst Ave. and
OS-2 is near 10th
Ave and Olivehurst.

BLACKBURN
CONSULTING 1635
Section 3, Item # 3.1
(ASTM D 2435)
(ASTM D 5333)
(ASTM D 698 & 1557, CTM 216)
(CTM 643,
CTM 417, CTM 422)
(ASTM D 4767)
(ASTM D 3080)
(ASTM D 4829)
(ASTM D 2216)
(ASTM D 2974)
(ASTM D 5084)
(ASTM D 6913 & 7928)
(ASTM D 4318)
(ASTM D 5731)
(CTM 301)
(CTM 217)
(AASHTO T100)
(ASTM D 4943)
(ASTM D 4546)
(ASTM D 2166)
(ASTM D 7012)
(ASTM D 2850)
(ASTM D 7263)
(AASHTO T223 / ASTM D 2573)
PAGE 1
California Sampler (2" ID)
Modified California Sampler (2.4" ID)
8/5/2019 Boring Legend for Reports 2019.dwg

BORING RECORD LEGEND

GROUP SYMBOLS AND NAMES
G.-aphic / Symbol Group Names G.-aphic / Symbol Group Names -.-: Wellijraded GRAVEL 0 Lean CLAY
·•· GW Lean CLAY - $ANO
••.•: Wellijraded GRAVEL with $ANO Lean CLAY wtth GRAVEL be\) 0
~ CL SANDY lean CLAY
0000 Poo<1y graded GRAVEL SANDY lean CLAY with GRAVEl
ooo" GP GRAVELl Y lean CLAY
o0 o~, Poo<1y graded GRAVEL wtth $ANO GRAVELLY lean CLAY with SANO -.~
Wellijraded GRAVEl with SILT / SILTY CLAY
.. ~ GW-GM
~ SIL TY CLAY wtth $ANO
••.• Wellijraded GRAVEl with SILT and $ANO SIL TY CLAY wtth GRAVEL - ~ CL-ML $ANDY SIL TY ClA Y
-~ IJW
Wellijraded GRAVEL with CLAY (or SllTY CLAY) SANDY SIL TY CLAY with GRAVEl GW-GC Well-9raded GRAVEL with CLAY and SAND GRAVELLY Sil TY CLAY •.II,: (or SIL TY CLAY and SAND) GRAVELLYSILTYCLAYwtthSAND be~ Poo<1y graded GRAVEL with SILT SILT 00 SllTwtthSAND <:><1, GP-GM 0' Poo<1y graded GRAVEL with SILT and $AND SILT wtth GRAVEL 0 ML SAN0YSllT be 1, ~IL jly~iRAVEL with CLAY SANDY Sil T with GRAVEL 0 o ~ C, '"' GP-GC
~lljly~~~~~ CLAY and SAND

GRAVELLY SILT
Oo' o/1 GRAVELLY SILT with SAND
b ~ J' Sn.TY GRAVEL ES ORGANIC lean CLA y 0c,b b, 1<:,I( ,, GM ORGANIC lean CLAY with SAND le I c • '; Sn. TY GRAVEL with $AND
~ ORGANIC lean CLAY with GRAVEL
R,~_; Ol SANDY ORGANIC lean CLA y
Cl.A YEY GRAVEL SANDY ORGANIC lean CLAY with GRAVEL
111 o,,~ GC GRAVELLY ORGANIC lean CLAY CL.A YEY GRAVEL with SAND GRAVELLY ORGANIC lean CLAY with SAND ~ Sn. TY, CLAYEY GRAVEL ORGANIC SILT
GC-GM 1, ORGANIC SILT with SAND
Sn. TY, CLAYEY GRAVEL with SAND \ ORGANIC SILT with GRAVEL I• Ol SANDY ORGANIC SILT . : ... Wellijraded SAND \ SANDY ORGANIC SILT with GRAVEL .. _..:, .. SW I• GRAVELLY ORGANIC SILT
.. Wellijraded SAND with GRAVEL GRAVELLY ORGANIC SILT with SANO ,· .. Poony gn><led $AND
~ FalCIAY ....
.. ..... SP Fal CIAYwilh SAND
... .. POOtiy gn><led $AND with GRAVEL Fal CLAY with GRAVEL ..... ~ CH SANDY fal Cl.A Y .. Well-9roded SAND with SILT SANDY fal CLAY with GRAVEL .. SW-SM GRAVELLY fat CLAY
Well-9roded SAND with SILT and GRAVEL GRAVELLY fat CLAY with SAND .. i;,; Well-9roded SAND with CLAY (or SIL TY CLAY) Elastic SILT .. [/. SW-SC Elastic Sil T with SAND
./ ~~!~~ti~~ V:J~i""d GRAVEL Elastic Sil T with GRAVEL ,;. MH SANDY elastic SILT •' Poony graded SAND with SILT SANDY elastic SILT with GRAVEL .. SP-SM GRAVELLY elastic SILT Poony graded SAND with SILT and GRAVEL .. GRAVELLY elastlc SILT with SANO IF Poony graded $AND with CLA y (or SIL TY Cl.A Y) k,; #" .1 ORGANIC fat CLAY (; SP-SC ~#"'.1 ORGANIC fat CLAY with $AND ~lljly~~s ~$~;' and GRAVEL ~#"'u ORGANIC fat CLAY with GRAVEL . . OH SANDY ORGANIC fat CLAY .. .. Sn.TY SANO ~#"'.1 SANDY ORGANIC fat CIA Y with GRAVEL ~#"'.1 .. SM GRAVELLY ORGANIC fat CLAY ..
.. Sn. TY $ANO with GRAVEL L,,,1:,,,i GRAVELLY ORGANIC fat CLAY with SAND ~- CLAYEY SAND }( I ORGANIC elastic SILT 0 SC ORGANIC elastic SILT with SANO CLAYEY $ANDwilh GRAVEL 0 11 I ORGANIC elastlc SILT wllh GRAVEL :VV:: (II OH SANDY elastic ELASTIC Sil T
SIL TY, CLAYEY SANO 0 11 I SANDY ORGANIC elastlc SILT with GRAVEL .. SC-SM (II GRAVELLY ORGANIC elastic SILT :'./ Sn. TY, CLAYEY SANO with GRAVEL ~ I GRAVELLY ORGANIC elastic Sil T with SAND Ll Ll" ~,,_ /,- ORGANIC SOIL
-~~ PT PEAT ¼ ORGANIC SOIL with SAND
~~l' ORGANIC SOIL with GRAVEL
" " ~~ OUOH SANDY ORGANIC SOIL
~ COBBLES ¼ SANDY ORGANIC SOIL with GRAVEL
COBBLES and BOULDERS
:1~ GRAVELLY ORGANIC SOIL
BOULDERS GRAVELLY ORGANIC SOIL with SAND

DRILLING METHOD SYMBOLS
[R] Auger Drilling ~ Rotary Drilling

BLACKBURN

CONSULTING
Dynamic Cone
or Hand Driven El Diamond Core

FIELD AND LABORATORY TESTS
C Consolidation
CL Collapse Potential
CP Compaction Curve
CR Corrosion, Sulfates, Chlorides
CU Consolidated Undrained Triaxial
DS Direct Shear
El Expansion Index
M Moisture Content
OC Organic Content
P Permeability
PA Particle Size Analysis
Pl Liquid Limit, Plastic Limit, Plasticity Index
PL Point Load Index
PM Pressure Meter
pp Pocket Penetrometer
R R.Value
SE Sand Equivalent
SG Specific Gravity
SL Shrinkage Limit
SW Swell Potential
TV Pocket Torvane
UC Unconfined Compression - Soil
Unconfined Compression - Rock
uu Unconsolidated Undrained TriaxJal
UW Unit Weight
VS Vane Shear

SAMPLER GRAPHIC SYMBOLS
[g] Standard Penetration Test (SPT)
~ -·- ·- __ ,,.,.. ......

B - ·- ---··-,..·-·
[I] Shelby Tube [II] Piston Sampler
[] NX Rock Core
~ HQ Rock Core
I Bulk Sample ~ Other (see remarks)

WATER LEVEL SYMBOLS
5j__ First Water Level Reading (during drilling)
:f__ Static Water Level Reading (short-term)
.!. Static Water Level Reading (long-term)
1636
Section 3, Item # 3.1
PAGE 2
8/5/2019 Boring Legend for Reports 2019.dwg

BORING RECORD LEGEND
Extrudes between fingers when squeezed

CONSISTENCY OF COHESIVE SOILS
Descriptor Unconfined Compressive Pocket
Strength Torvane (tsf) Field Approximation (tsf) Penetrometer (tsf) Very Soft < 0.25 < 0.25 < 0.12
Soft 0.25 - 0.50 0.25-0.50 0.12- 0.25 Easily penetrated several inches by thumb Medium Stiff 0.50 - 1.0 0.50-1.0 0.25- 0.50 Can be penetrated several inches by thumb with moderate effort Stiff 1.0- 2.0 1.0 - 2.0 0.50 - 1.0 Readily indented by thumb but penetrated only with great effort
Very Stiff 2.0- 4.0 2.0 - 4.0 1.0 - 2.0 Readily indented by thumbnail Hard >4.0 >4.0 > 2.0 Indented by thumbnail with difficulty

APPARENT DENSITY OF COHESIONLESS SOILS MOISTURE
Descriptor SPT N60 - Value (blows / foot) Descriptor Criteria Very Loose 0-4 Dry Absence of moisture, dusty, dry to the touch Loose 5 - 10
Medium Dense 11 - 30 Moist Damp but no visible water
Dense 31 - 50 Wet Visible free water, usually soil is below Very Dense > 50 water table

PERCENT OR PROPORTION OF SOILS SOIL PARTICLE SIZE
Descriptor
Trace
Few
Little
Some
Mostly
Descriptor
Nonplastic
Low
Medium
High
Descriptor
Weak
Moderate
Strong
Criteria Descriptor Size
Particles are present but estimated Boulder > 12 inches to be less than 5% Cobble 3 to 12 inches
5 to 10% Gravel Coarse 3/4 inch to 3 inches
Fine No. 4 Sieve to 3/4 inch
15 to 25% Coarse No. 1 0 Sieve to No. 4 Sieve
30 to45% Sand Medium No. 40 Sieve to No. 10 Sieve
50 to 100% Fine No. 200 Sieve to No. 40 Sieve
Silt and Clay Passing No. 200 Sieve

PLASTICITY OF FINE-GRAINED SOILS
Criteria
A 1/8-inch thread cannot be rolled at any water content.

The thread can barely be rolled, and the lump cannot be formed when drier than the plastic limit.

The thread is easy to roll, and not much time is required to reach the plastic limit; it cannot be rerolled after reaching the plastic limit. The lump crumbles when drier than the plastic limit.

It takes considerable time rolling and kneading to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. The lump can be formed without crumbling when drier than the plastic limit.

CEMENTATION
Criteria
Crumbles or breaks with handling or
little finger pressure.

Crumbles or breaks with considerable
finger pressure.

Will not crumble or break with finger
pressure.

NOTE: This legend sheet provides descriptors and
associated criteria for required soil description components only. Refer to Caltrans Soil and Rock Logging, Classification, and Presentation Manual (2010), Section 2, for tables of additional soil description components and discussion of soil description and identification.

BLACKBURN
CONSULTING 1637
Section 3, Item # 3.1
111
107
18 19

3.75 >4.5
>4.5

3.5 >4.5
38 85
80 100
65 85
5 8
11 19
32 47
30 50/3.5"
14 24
28 19
43 50/5"
1 2
3 4
5 ASPHALT CONCRETE (6")
AGGREGATE BASE (6")
Lean CLAY (CL); very stiff; dark yellowish brown; moist; few fine SAND
SANDY Lean CLAY (CL); hard; dark yellowish brown; moist; some fine to medium SAND
CLAYEY SAND (SC); very dense; dark yellowish brown; moist; fine to medium SAND; some fines; some moderate to strong cementation
Lean CLAY with SAND (CL); very stiff; dark yellowish brown; moist; little fine to medium SAND
SANDY SILT (ML); hard; grayish green; moist; some fine to medium SAND
Bottom of exploration at 21.5 ft below ground surface (bgs) No groundwater encountered
Top Pour Cement Grout Backfill

HELPER'S NAME
Nick/Mike

BOREHOLE DIAMETER
4 in

HOLE ID
OS-1

COMPLETION DATE
9-10-20

BEGIN DATE
9-10-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

21.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Rick
LOCATION (Lat/Long or North/East and Datum)

39.09495° / -121.55168°

EQUIPMENT
Diedrich D120

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Top Pour Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID OS-1
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 19 79
50/3.5''
52 93/11''
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
-i,--lf
~ .. ~ . -
~~- - ..
;;;;
§1/ ~ .. §%~ ;;;;
E%
§~------------------------
~ .. ~~ ;;;;
§1/ .. §%~ ;;;;
E%
~½------------------------- .. :=z· ... :~u· ,...·•.·. ;;;; ~% ~ t::z•·:-· Ez<_.·· .. ;;;;v:·::.< ;;;; :::7 .. -::: f,-/2 r--- .• . ~z .. §~:<:
- ;;;; ,•. :::%·:.· f,- .•
E:'./
~ .. ~1/ ;;;;
§~ .. E~ ;;;;
§~ .. E~ ;;;;
t::~
:= ill ~ I I .. E ~ f,-
f,-
f,-
... ... :=
E ~ f,-
f,-
f,-
-
~ I
I

BLACKBURN
CONSU LTI NG I I 1638
Section 3, Item # 3.1
106
79 21
38 >4.5

3.25 4.5

2.25 56
95 90
90 90
12 17
24 10
18 24
6 10
14 5
5 10
1 2
3 4
ASPHALT CONCRETE (9")
Lean CLAY (CL); hard; dark yellowish brown; moist; few fine SAND
very stiff; reddish brown
SANDY Lean CLAY (CL); very stiff; olive gray; moist; fine SAND; some fines
Bottom of exploration at 21.5 ft below ground surface (bgs) No groundwater encountered
Bulk A obtained 1-5 ft bgs
Top Pour Cement Grout Backfill

HELPER'S NAME
Nick/Mike

BOREHOLE DIAMETER
4 in

HOLE ID
OS-2

COMPLETION DATE
9-10-20

BEGIN DATE
9-10-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

21.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Rick
LOCATION (Lat/Long or North/East and Datum)

39.09024° / 121.55182°

EQUIPMENT
Diedrich D120

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Top Pour Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID OS-2
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 41 42
24 15
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
- ~-~
~~ ..
;;;;
~~ .. ~~ ;;;;
~~ §~ ~ ..
;;;;
§~
§~ ..
§~ ;;;;
§~ ..
§~ ~
;;;;
§~ ..
§~ ;;;;
§~ .. §~ ;;;;
§~ .. ~~ ~ ;;;;
§~ .. ~~------------------------- ;;;;
§~ .. E~ ;;;;
§~%
,- / ~ .. E ~ ,-
,-
,-
... ... ::::

E ~ ,-
,-
,-
-
~ I
I

BLACKBURN
CONSULTING I I 1639
Section 3, Item # 3.1
31 91
>4.5

1.25 NA

1.25 37 DS
83 78
89 100
22 50/5"
3 4
6 3
4 9
5 5
7 1
2 3
4 ASPHALT CONCRETE (6.5")
Lean CLAY with SAND (CL); (hard); dark brown; moist; little fine SAND
hand auger first 5 feet
SILT (ML); hard; light grayish brown with orangish brown streaks; dry; few very fine SAND
Lean CLAY (CL); stiff; brown; moist; trace very fine SAND CLAYEY SAND (SC); medium dense; dark yellowish brown;
moist; fine SAND; some fines
Bottom of exploration at 21.5 ft below ground surface (bgs) No groundwater encountered
Bulk A obtained 0.5-4.5 ft bgs
Top Pour Cement Grout Backfill

HELPER'S NAME
Caleb/Cody

BOREHOLE DIAMETER
4 in

HOLE ID
P-01

COMPLETION DATE
9-11-20

BEGIN DATE
9-11-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

21.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Chad
LOCATION (Lat/Long or North/East and Datum)

39.06729° / -121.54802°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Top Pour Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-01
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 50/5''
10 13
12 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 _,.. ,_ -
-
§1/ =
.. §~
-
-
;;;;
§~ -
=
.. §~ -
-
E ;;;; / _________________________ -
- = ... ~ .. :::: -
- -
E ;;;;
- -
- = -... .. :::: -
-------------------------
~1/ -
;;;;
§~ -
=
.. §~ -
-
~
;;;;
§~ -
=
.. §~ -
-
;;;;
§~ -
=
.. §~ -
-
;;;;
§/'.'.~ -
= E:%
~ .. ------------------------- -
-;c·. -
;;;;z·-- ;;;; -%· .. t::%··::- -
= :--%•·:- .. ::=z<-· -
-
t=t2 ;;;;
------------------------- -
- = -... .. :::: -
- -
E
~
;;;;
- -
- = -... .. ::::

E ~
- -
-- -
... ... :::: -
- -
E ~
- -
-- -
-
~ I
I

BLACKBURN
CONSU LTI NG I I 1640
Section 3, Item # 3.1
99 89
23 32

3.75 >4.5

4.0 3.5
32 12
72 78
83 100
20 27
30 6
12 17
7 13
15 7
11 15
1 2
3 4
ASPHALT CONCRETE (4")
AGGREGATE BASE (3")
Lean CLAY with SAND (CL); (very stiff); dark brown; moist; very fine SAND
hand auger first 5 feet
increasing SAND content
Lean CLAY with SAND (CL); very stiff; mottled dark yellowish brown and grayish brown with reddish streaks; moist; little very fine SAND
hard; dark brown
mottled dark yellowish brown and orangish brown and black Bottom of exploration at 21.5 ft below ground surface (bgs) No groundwater encountered
Bulk A obtained 0.6-4.5 ft bgs
Top Pour Cement Grout Backfill

HELPER'S NAME
Caleb/Cody

BOREHOLE DIAMETER
4 in

HOLE ID
P-02

COMPLETION DATE
9-11-20

BEGIN DATE
9-11-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

21.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Chad
LOCATION (Lat/Long or North/East and Datum)

39.07126° / -121.5474°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Top Pour Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-02
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 57 29
28 26
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
_,..
~~ ------------------------- .. §~ ;;;;
§~
§1/ ..
§~ ;;;;
§7'.; ------------------------ .. ~~ ~ ;;;;
§1/ .. E~ ;;;;
§~ .. E~ ;;;;
§1/ ~ .. ~~ ;;;;
~~ .. ~~ ;;;;
~1/
§~ ~ ..
;;;;
§~
§~ ..
§1/ ;;;;
§~ ..
§~ ~
;;;;
E/j .. E ~ f--
f--
f--
... ... ::::

E ~ f--
f--
f--
-
~ I
I

BLACKBURN
CONSULTING I I 1641
Section 3, Item # 3.1
120
86 30
33 >4.5

3.75 3.0
NA
75 89
100
100
28 50/6"
8 14
22 4
8 12
12 9
13 1
2 3
4 ASPHALT CONCRETE (1")
AGGREGATE BASE (6")
Lean CLAY (CL); (hard); dark brown; moist; few very fine SAND Lean CLAY with SAND (CL); hard; mottled dark yellowish brown and light grayish brown with orangish brown streaks; dry; very fine SAND
very stiff; dark yellowish brown; moist
CLAYEY SAND (SC); medium dense; mottled dark yellowish
brown and grayish brown with black streaks; moist; fine SAND; some fines
Bottom of exploration at 21.5 ft below ground surface (bgs) No groundwater encountered
Bulk A obtained 0.6-5 ft bgs
Top Pour Cement Grout Backfill

HELPER'S NAME
Caleb/Cody

BOREHOLE DIAMETER
4 in

HOLE ID
P-03

COMPLETION DATE
9-11-20

BEGIN DATE
9-11-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

21.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Chad
LOCATION (Lat/Long or North/East and Datum)

39.07525° / -121.54735°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Top Pour Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-03
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 50/6''
36 20
22 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 _,.. := ~.,..,.

E1/ ------------------------- .. ~~ ;;;;
§~ .. ~~ ;;;;
§~ ------------------------ .. ~~ ~ ;;;; §1/ .. E~ ;;;; §~ .. E~ ;;;; §1/ ~ .. ~~ ;;;;
~~ .. ~~ ;;;; ~1/
§~ ~ ..
;;;;
§~
§1/% .. E1/ ;;;;
:::½.·· ------------------------- ,-z• :--h·.:.- .. - •'. :::z· :.·• ;;;; :--/2•·:.·
~ f,-- •• .
:::z· ... • ..... .. ,-:.::1.-
E ~ ,-
,-
,-
... ... :=
E ~ ,-
,-
,-
-
~ I
I

BLACKBURN
CONSULTING I I 1642
Section 3, Item # 3.1
93 77
27 44

4.5 >4.5

1.0 0.75
83 51
100
78 100
7 6
9 45
50/1"
4 6
7 2
3 4
1 2
3 4
ASPHALT CONCRETE (6")
AGGREGATE BASE (15")
SANDY Lean CLAY (CL); hard; dark reddish brown; moist; some fine SAND
Lean CLAY with SAND (CL); hard; light grayish brown with dark reddish brown streaks; dry; strong cementation
Lean CLAY (CL); medium stiff to stiff; dark brown; moist medum stiff; moist to wet
Bottom of exploration at 15.0 ft below ground surface (bgs) No Groundwater Encountered
Backfill native cuttings

HELPER'S NAME
Caleb/Cody

BOREHOLE DIAMETER
4 in

HOLE ID
P-04

COMPLETION DATE
9-10-20

BEGIN DATE
9-10-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

15.0 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Chad
LOCATION (Lat/Long or North/East and Datum)

39.07729° / -121.54499°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Backfill native cuttings

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-04
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 15 50/1''
13 7
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
-i,---
-
-
~ ..... .. ~ . = - .. -· • • -
§~ ------------------------- -
;;;;
§~ ~ -
=
.. §%1/ -
-
§1/ ;;;;
-
§~------------------------ = ~ .. ~1/% - -
-
- ;;;;
E1/ -
= §~------------------------- .. ~~ -
-
;;;;
§1/ -
=
.. E~ -
-
~
;;;;
§~ -
=
.. E~ -
-
;;;;
§1/ -
=
.. ~~ -
~
-
;;;;
§~ -
=
:::: -
-
- -
E ~
- -
-- -
... ... :::: -
- -
E ~
- -
-- -
... ... :::: -
- -
E ~
- -
-- -
... ... :::: -
- -
E ~
- -
-- -
... ... :::: -
- -
E ~
- -
-- -
-
~ I
I

BLACKBURN
CONSU LTI NG I I 1643
Section 3, Item # 3.1
95 104
29 23

2.75/
>4.5
>4.5
>4.5
>4.5
>4.5
87 90
65 95
75 85
9 19
33 15
28 44
13 23
40 14
34 50/4.5"
14 29
38 1
2 3
4 5
ASPHALT CONCRETE (3")
AGGREGATE BASE (3")
SANDY Lean CLAY (CL); hard; dark yellowish brown; moist; some fine to medium SAND
Lean CLAY (CL); very stiff to hard; mottled olive gray and brown; moist; trace fine SAND; moderate cementation
SILT (ML); Hard; mottled olive gray and brown; moist; fine SAND; some fines
Lean CLAY (CL); hard; brown; moist; few fine to medium SAND dark yellowish brown
Bottom of exploration at 21.5 ft below ground surface (bgs) No Goundwater Encountered
Top Pour Cement Grout Backfill

HELPER'S NAME
Jeff/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
P-05

COMPLETION DATE
9-14-20

BEGIN DATE
9-14-20

GROUND WATER

READINGS
DURING

TOTAL DEPTH

21.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Top Pour Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-05
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 52 72
63 84/10.5''
67 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 _,.. = IWI
§1/ ~------------------------ .. ~~~ ;;;; = /
E% ~ .. =~ ;;;; :-- ------------------------- f--
f--
f--
... .. =
E ~ ;;;; f--
f--
f--
... .. =
E ;;;; f--
f--
f--
§~ ------------------------- ..
§~ ~
;;;;
§~ ..
§~ ;;;;
§~ ..
§~ ;;;;
§~ M .. §~ ;;;;
§~ .. ~~ ;;;;
§~ .. ~~ ;;;;
~~1/, ~ .. f-- /
E ~ f--
f--
f--
... ... =
E ~ f--
f--
f--
-
~ I
I

BLACKBURN
CONSULTING I I 1644
Section 3, Item # 3.1
94 102
27 24

0.25 >4.5
>4.5
32 100
80 65
0 8
21 37
11 25
33 1
2 3
ASPHALT CONCRETE (4")
AGGREGATE BASE (6")
Lean CLAY (CL); (stiff); dark yellowish brown; moist; [FILL] SANDY Lean CLAY (CL); soft; mottled dark yellowish brown and dark gray and brown; very moist; [FILL]
Lean CLAY with SAND (CL); hard; dark yellowish brown; moist; little fine SAND
Bottom of exploration at 16.5 ft below ground surface (bgs) No Goundwater Encountered
Bulk A obtained 1-5 ft bgs
Backfill native cuttings

HELPER'S NAME
Jeff/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
P-06

COMPLETION DATE
9-14-20

BEGIN DATE
9-14-20

GROUND WATER

READINGS
DURING

TOTAL DEPTH

16.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Backfill native cuttings

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-06
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 58 58
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
_,.. -- -
-
§,· = ------------------------ .. §1/ -
-
;;;;
§%1/ -
=
E~ .. ------------------------- -
~1/ -
;;;;
§~ -
=
~ .. E~ -
-
;;;;
§~ -
=
.. §~ -
-
------------------------- ;;;;
§~ -
=
.. E~ -
-
~
;;;;
§~ -
=
.. E1/ -
-
;;;;
§~ -
=
.. §~ -
-
;;;;
~~ -
=
.. §1/1/ ~ -
-
t::~/ ;;;;
;:: -
... ... :::: -
- -
E ~ f-- -
f--
f-- -
... ... :::: -
- -
E ~ f-- -
f--
f-- -
... ... :::: -
- -
E ~ f-- -
f--
f-- -
... ... :::: -
- -
E ~ f-- -
f--
f-- -
-
~ I
I

BLACKBURN
CONSULTING I I 1645
Section 3, Item # 3.1

4.25 17 112
>4.5
>4.5
>4.5
38 19
65 34
60 70
65 4
9 15
13 37
50/4"
3 24
50/0.5"
6 31
50/4"
1 2
3 4
ASPHALT CONCRETE (3")
AGGREGATE BASE (4")
SANDY Lean CLAY (CL); hard; reddish brown; moist; some fine to medium SAND; trace coarse SAND
Lean CLAY with SAND (CL); hard; strong brown; slightly moist; little fine to medium SAND; trace coarse SAND
Lean CLAY (CL); hard; dark yellowish brown; dry; strongly cemented
Lean CLAY with SAND (CL); hard; dark yellowish brown; dry; little medium SAND; moderately cemented
Bottom of exploration at 16.5 ft below ground surface (bgs) No Goundwater Encountered
Backfill native cuttings

HELPER'S NAME
Jeff/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
P-07

COMPLETION DATE
9-14-20

BEGIN DATE
9-14-20

GROUND WATER

READINGS
DURING

TOTAL DEPTH

16.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Backfill native cuttings

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-07
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 24 87/10''
74/6.5''
81/10''
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
_,.. = IWI
E1/ .. ~~ ;;;;
§~ ~ .. E1/ ;;;;
§~ ------------------------ .. ~~ ~ ;;;;
§1/ .. E~ ;;;;
§~ ------------------------- .. ~~ ;;;;
§1/ ~ - .. E~ - ;;;;
§~ .. §~ ------------------------- ;;;;
§~ .. §%% ~ I I ;;;; ~ /
;::
... ... ::::

E ~ f--
f--
f--
... ... ::::

E ~ f--
f--
f--
-
~ I
I

BLACKBURN
CONSULTING I I 1646
Section 3, Item # 3.1
16 112
>4.5
>4.5
>4.5
>4.5
31 17
50 100
100
61 21
50/2.5"
8 13
13 7
38 50/5"
4 33
50/3"
1 2
3 4
Lean CLAY (CL); hard; orangish brown; dry; few very fine SAND Lean CLAY with SAND (CL); hard; dark brown; moist; little fine SAND; few medium SAND
yellowish brown; dry; little very fine SAND
Bottom of exploration at 15.0 ft below ground surface (bgs) No groundwater encountered
Bulk A obtained 0-5 ft bgs
Backfill native cuttings

HELPER'S NAME
Ernesto/Lawrence

BOREHOLE DIAMETER
4 in

HOLE ID
P-08

COMPLETION DATE
9-1-20

BEGIN DATE
9-1-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

15.0 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Toby
LOCATION (Lat/Long or North/East and Datum)

39.07897° / -121.5265°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Backfill native cuttings

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-08
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 50/2.5''
26 88/11''
83/9''
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
_,..
§%
§~ ..
§~ ~
;;;;
§~ ..
§~ ;;;;
-------------------------
§~ ~ ..
§~ ;;;;
§1/ ..
§~ ;;;;
§~ ..
§~ ~
;;;;
§1/ .. §~ ;;;;
§~ .. §~% ~ ;;;;
~1/
:::: -
E ~ f--
f--
f--
... ... ::::

E ~ f--
f--
f--
... ... ::::

E ~ f--
f--
f--
-
~ I
I

BLACKBURN
CONSULTING I I 1647
Section 3, Item # 3.1
104
104
22 14
>4.5

4.5 NA
>4.5
83 89
100
100
6 13
19 11
13 33
11 11
11 27
29 32
1 2
3 4
Lean CLAY (CL); hard; reddish brown; moist
Lean CLAY with SAND (CL); hard; dark yellowish brown with grayish brown streaks; moist; little fine SAND
Poorly Graded SAND with CLAY (SP-SC); medium dense; dark brown; moist
CLAYEY GRAVEL with SAND (GP-GC); dense; dark brown;
moist
Lean CLAY with SAND (CL); hard; yellowish brown; moist; little to some very fine SAND
Bottom of exploration at 15.0 ft below ground surface (bgs) No groundwater encountered
Bulk A obtained 0-5 ft bgs
Backfill native cuttings

HELPER'S NAME
Ernesto/Lawrence

BOREHOLE DIAMETER
4 in

HOLE ID
P-09

COMPLETION DATE
9-1-20

BEGIN DATE
9-1-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

15.0 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Toby
LOCATION (Lat/Long or North/East and Datum)

39.0734° / -121.51844°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Backfill native cuttings

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-09
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 32 46
22 61
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
_,..
§% -
-
=
§~ ..
-
-
§~ ~
;;;;
-
=
§~ ..
-
-
§~ ------------------------- ;;;;
-
=
§~ ~ ..
-
-
§~ ;;;;
-
=
§~ ..
-
-
§% ;;;;
------------------------- -
f---':""7'-----:-' :;;;.V· =
.. :=:v. -
-·v -
E>v..·
~
;;;; f,-- •• •. -
:=:.v.· =
E:Y· ..
-
t:·:V. -
i,-· • ;;;; --v. §,. ------------------------- -
=
.. ~~~o -
~
-
;;;;
~~ -
------------------------- =
:= -
-
- -
E ~
- -
-- -
... ... := -
- -
E ~
- -
-- -
... ... := -
- -
E ~
- -
-- -
... ... := -
- -
E ~
- -
-- -
... ... := -
- -
E ~
- -
-- -
-
~ I
I

BLACKBURN
CONSU LTI NG I I 1648
Section 3, Item # 3.1
10 116
>4.5
NA
NA 42
80 70
80 18
39 50/6"
5 18
35 10
26 30
1 2
3 Lean CLAY (CL); (hard); brown; dry; few SAND
Hand auger first 5 feet
Lean CLAY with SAND (CL); hard; yellowish brown; dry; very fine SAND
CLAYEY SAND (SC); dense; dark yellowish brown; dry; fine SAND; some fines
SILTY SAND (SM); dense to very dense; dark brown and grayish brown; moist; trace fines
Bottom of exploration at 15.0 ft below ground surface (bgs) No Goundwater Encountered
Bulk A obtained 0-4 ft bgs
Backfill native cuttings

HELPER'S NAME
Ernesto/Lawrence

BOREHOLE DIAMETER
4 in

HOLE ID
P-10

COMPLETION DATE
8-31-20

BEGIN DATE
8-31-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

15.0 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Toby
LOCATION (Lat/Long or North/East and Datum)

39.07025° / -121.51411°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Backfill native cuttings

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-10
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 89/12''
53 56
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
_,..
§% -
-
=
§~ ..
-
-
§~ ;;;;
-
=
§~ ..
-
-
§~ ------------------------- ;;;;
-
=
§~ ~ ..
-
-
§~ ;;;;
-
=
§~ ..
-
-
§~ ;;;;
-
,-z = .... ------------------------- .. :::z:< -
-
-u ;;;; ,...·._.
-z ~ ,- .. -
:::z· ..- = Ez·:_.· ..
-
;;;;v:·::-: -
-· ·> ;;;; f---.•·.
------------------------- -
,- . = ,-
.... .. :=· -
- ~
-
E: ;;;; ,- . -
,- . ,- . =
:= -
-
- -
E ~ ,- -
,-
,- -
... ... := -
- -
E ~ ,- -
,-
,- -
... ... := -
- -
E ~ ,- -
,-
,- -
... ... := -
- -
E ~ ,- -
,-
,- -
... ... := -
- -
E ~ ,- -
,-
,- -
-
~ I
I

BLACKBURN
CONSU LTI NG I I 1649
Section 3, Item # 3.1
113
102
16 18
>4.5
>4.5
>4.5
>4.5
>4.5
UC
70 90
50 55
85 14
33 49
10 20
24 4
12 22
13 37
50/6"
8 15
16 1
2 3
4 5
Lean CLAY (CL); hard; yellowish red; dry; trace very fine SAND SANDY SILT (ML) interbedded with Lean CLAY (CL). SANDY
SILT (ML); hard; dark yellowish brown; moist; little very fine SAND. Lean CLAY (CL); hard; orangish brown with grayish streaks; moist; few fine SAND
Lean CLAY (CL); hard; dark brown; moist; trace very fine SAND CLAYEY SAND (SC); medium dense; orangish brown; moist;
some fines
Bottom of exploration at 21.5 ft below ground surface (bgs) No Goundwater Encountered
Bulk A obtained 0-5 ft bgs
Backfill native cuttings

HELPER'S NAME
Ernesto/Lawrence

BOREHOLE DIAMETER
4 in

HOLE ID
P-11

COMPLETION DATE
8-31-20

BEGIN DATE
8-31-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

21.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Toby
LOCATION (Lat/Long or North/East and Datum)

39.066925° / -121.50914°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Backfill native cuttings

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-11
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 82 44
34 87/12''
31 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 _,..
§% -
-
=
§~ ..
-
-
§~ ~
;;;;
-
=
§~ ..
-
-
§~ ;;;;
-
§~ =
~ ..
-
-
§~ ;;;;
-
§~ =
..
-
§~ -
;;;;
-
§~ =
..
-
§/'.'.~ -
~
;;;;
::: / -
- ------------------------- = ... .. ::: -
- -
E ;;;;
- -
- = -... .. ::: -
- -
E ;;;;
- -
- = -... .. :::
~ -
- -
E ;;;;
- -
- = -... .. ::: -
- -
;;;; ------------------------- ;;;;
§% -
=
§~ ..
-
-
§~ ~
;;;;
-
=
E~ ------------------------- .. E ~
- -
-- -
... ... ::: -
- -
E ~
- -
-- -
-
~ I
I

BLACKBURN
CONSULTING I I 1650
Section 3, Item # 3.1
104
105
7 15
>4.5
>4.5
NA
>4.5
95 100
100
100
13 18
18 33
50/4"
50/4"
13 50/6"
1 2
3 4
ASPHALT CONCRETE (9")
AGGREGATE BASE (15")
Lean CLAY with SAND (CL); hard; dark reddish brown; little fine to medium SAND; dry; few moderate cementation
SANDY Lean CLAY (CL); hard; reddish brown; dry; some fine to medium SAND
CLAYEY SAND (SC); very dense; dark yellowish brown; dry; fine to medium SAND; little fines; little moderate cementation SILT with SAND (ML); hard; yellowish brown; dry; little fine SAND; trace cementation
Bottom of exploration at 14.5 ft below ground surface (bgs) No Goundwater Encountered
Bulk A obtained 2-5 ft bgs
Backfill native cuttings

HELPER'S NAME
Ernesto/Jason

BOREHOLE DIAMETER
4 in

HOLE ID
P-12

COMPLETION DATE
9-2-20

BEGIN DATE
9-2-20

GROUND WATER

READINGS
DURING

TOTAL DEPTH

14.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Toby
LOCATION (Lat/Long or North/East and Datum)

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
SS

BACKFILL AND COMPLETION
Backfill native cuttings

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-12
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 36 50/4''
50/4''
50/6''
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
-
i,---
-
-
= ..... .. t: •. -
-
§~· ------------------------
~
;;;;
§~ -
=
.. §%% -
-
;;;;
E /'.'. -
= §~------------------------ ~ .. ~~ -
-
;;;;
§1/ -
=
.. E~ -
-
;;;;
§%% -
=
.. := /'.'. -
-
~~------------------------
-
;;;;
:=z· ... :-
:=:x··,· = Ez·::< ..
-
:z·. :-
;;;; -z· :::z•:.• -
Ez··:::: =
.. -.·. -
:= ./ ... ~ -
:= ill ,.~ ;;;;
f,-
f,- -
... ... := -
- -
E ~ f,- -
f,-
f,- -
... ... := -
- -
E ~ f,- -
f,-
f,- -
... ... := -
- -
E ~ f,- -
f,-
f,- -
... ... := -
- -
E ~ f,- -
f,-
f,- -
... ... := -
- -
E ~ f,- -
f,-
f,- -
-
~ I
I

BLACKBURN
CONSU LTI NG I I 1651
Section 3, Item # 3.1
105
94 90
20 23
12 >4.5
>4.5
>4.5
>4.5
7 70
80 70
70 12
13 18
25 27
24 16
24 50/6"
28 40
50/5"
1 2
3 4
Lean CLAY (CL); hard; dark brown; moist; few medium SAND Lean CLAY with SAND (CL); hard; dark yellowish brown; dry; little fine SAND; moderate cementation
SANDY Lean CLAY (CL); hard; dark yellowish brown; moist; some fine SAND
Poorly Graded SAND with SILT (SP-SM); medium dense; dark yellow brown; moist; fine to medium SAND; lenses of SILTY SAND
Bottom of exploration at 21.5 ft below ground surface (bgs) No Goundwater Encountered
Top Pour Cement Grout Backfill

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
P-13

COMPLETION DATE
8-24-20

BEGIN DATE
8-24-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

21.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.06067° / -121.50016°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Top Pour Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-13
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 31 51
74/12''
90/11''
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
-~"'T""'T".,...,...---------------t----t--t----t----t-----!---t-----!-t---t---t--t--t----t--t-H §%
-
§~
§~ ~ E/j n §% r-+---+---+---+--+-+--+---+--+---+---+---+--t--------1 ~~------------------------- §~ .-----+~---+---+--+-+-+-+-+--+-+---+-+------+------, §~ n
§1/
§~
§~-------------------------
~~ §1/
E~
§~
E~
~~ ~//

BLACKBURN

CONSULTING
~ I
I
I I
..
;;;;
..
;;;;
..
;;;;
..
;;;;
..
;;;;
..
;;;;
..
;;;;
..
;;;;
..
;;;;
..
;;;;
..
~
...
~
1652
Section 3, Item # 3.1
116
105
16 22
>4.5
>4.5
>4.5
>4.5
>4.5
56 UC
75 80
70 100
9 23
25 16
24 33
17 36
50/5"
50/5"
28 50/5"
1 2
3 4
5 ASPHALT CONCRETE

AGGREGATE BASE
Lean CLAY (CL); (Stiff); Dark Reddish Brown; Moist
Lean CLAY with SAND (CL); Hard; Dark Yellowish Brown; Moist; Little Fine SAND; Some Moderate Cementation
SANDY Lean CLAY (CL); Hard; Strong Brown; Moist; Some Fine through Coarse SAND; Few Fine GRAVEL; Trace Coarse
GRAVEL
Less GRAVEL
Lean CLAY with SAND (CL); Hard; Mottled Olive and Dark
Yellowish Brown; Moist; Little Medium SAND
CLAYEY SAND (SC); Very Dense; Dark Yellowish Brown; Dry; Strongly Cemented
Moist
Bottom of exploration at 21.0 ft below ground surface (bgs) No Goundwater Encountered
Top Pour Cement Grout Backfill

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
P-14

COMPLETION DATE
8-25-20

BEGIN DATE
8-25-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

21.0 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.05473° / -121.49171°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Top Pour Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-14
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 48 57
86/11''
50/5''
50/5''
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
_,..
f--r-3 f-- • ------------------------ f-- ~-
:==1/ .. §1/,
~
;;;;
E1/ .. §~ ;;;;
§~ .. :::% ~ ;;;; §1/
§~ ..
§~ ;;;;
§~ .. §~ l. J ;;;;
~~ n ..
;;;; i,--½ ------------------------- :=z· ... :
:=:x··,·
Ez·::< .. :z·. :;;;; ~z· :::z•:.•
Ez··:::: - .. -.·. ~%· ,...· .· ;;;; ~z- §~:::< .. :::%•::-· ~ .. ;;;; i,-· .• ~z :::x-:.··
:;;;x·::- .. :::z··::·:
§z·:.-:. ~ ;;;;
:=.1/·
:= -
E ~ f--
f--
f--
... ... :=
E ~ f--
f--
f--
-
~ I
I

BLACKBURN
CONSU LTI NG I I 1653
Section 3, Item # 3.1
114
115
102
16 14
21 >4.5
>4.5
>4.5
>4.5
UC
70 80
70 70
12 13
18 25
27 24
16 24
50 28
40 50/5"
1 2
3 4
Lean CLAY (CL); hard; dark brown; dry; medium plasticity moist
SANDY Lean CLAY (CL); hard; strong brown; dry; some fine SAND; medium plasticity
SILT (ML); hard; yellowish brown; dry; few very fine SAND Bottom of exploration at 16.5 ft below ground surface (bgs) No Goundwater Encountered
Backfill native cuttings

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
P-15

COMPLETION DATE
8-24-20

BEGIN DATE
8-24-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

16.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.05341° / -121.48963°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Backfill native cuttings

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-15
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 31 51
74 90/11''
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
_,..
§%
§~ ..
§~ ~
;;;;
§~ ..
§~ ;;;;
-------------------------
§~ ~ ..
§~ ;;;;
§1/ ..
§~ ;;;;
§~ .. §~
~
;;;;
;::
... .. ::::

E ;;;; f--
f--
f--
... .. ::::

E ;;;; f--
f--
f--
... .. ::::
§ ~ I I ;;;;
;::
... ... ::::

E ~ f--
f--
f--
... ... ::::

E ~ f--
f--
f--
-
~ I
I

BLACKBURN
CONSULTING I I 1654
Section 3, Item # 3.1
116
104
16 21

3.75 >4.5
>4.5
>4.5
30 16 41
85 80
90 95
9 13
15 9
14 19
25 50/6"
18 25
30 1
2 3
4 ASPHALT CONCRETE (4")
AGGREGATE BASE (32")
Lean CLAY with SAND (CL); (stiff); dark reddish brown; little medium SAND; odor
CLAYEY SAND (SC); medium dense; dark reddish brown; moist; fine to medium SAND; some fines
little fines
SANDY Lean CLAY (CL); hard; mottled dark yellowish brown and olive brown; moist; some moderate cementation; some fine through coarse SAND
Lean CLAY with SAND (CL); hard; mottled dark yellowish brown and olive brown; moist; little fine to medium SAND; some weak cementation
mottled gray and dark yellowish brown; some moderate to strong cementation
Bottom of exploration at 21.5 ft below ground surface (bgs) No Goundwater Encountered
Bulk A obtained 3-5 ft bgs
Top Pour Cement Grout Backfill

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
P-16

COMPLETION DATE
8-25-20

BEGIN DATE
8-25-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

21.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Top Pour Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-16
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 28 33
50/6''
55 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 _,.. -■ -
-
f--,
f--. ' = E~◄ ..
-
-••, -
-,1 ;;;; E~~ -
f-- •
f-- ►; = --- ------------------------- .. ~% -
-
;;;;½, ------------------------- ;;;; f--z• .. -
~% =
~ .. §Zz•·:: -
-
:---:. ;;;;
f--z
-
f--z·· = Ez·> .. -.· -
§%z<
-
;;;;
:::v::.· -
:;;;%·:: =
.. §%z:>
-
-
~
;;;; f--,' -
§~ = ------------------------- .. ~~ -
-
;;;;
§1/ -
=
.. §~ -
-
------------------------- ;;;;
§~ -
=
~ .. E~ -
-
;;;;
§~ -
=
.. E1/ -
-
;;;;
§~ -
=
.. §~ -
-
;;;;
§~% ~ -
=
E/ .. E ~ f-- -
f--
f-- -
... ... ::: -
- -
E ~ f-- -
f--
f-- -
-
~ I
I

BLACKBURN
co N s u LT I N G I I 1655
Section 3, Item # 3.1
110
117
18 13
>4.5

3.0 NA
>4.5
>4.5
36 31
67 83
83 89
100
14 50/5"
7 9
10 11
23 19
16 34
50/6"
26 50/5"
1 2
3 4
5 Lean CLAY (CL); hard; orangish brown; dry; few very fine SAND CLAYEY SAND (SC); medium dense; dark reddish brown; moist; some fine SAND
CLAYEY SAND (SC); dense; dark yellowish brown; moist; fine SAND; little fines
Lean CLAY (CL); hard; light grayish brown; dry; few very fine SAND
mottled dark yellowish brown and grayish brown; trace very fine SAND
Bottom of exploration at 21.5 ft below ground surface (bgs) No groundwater encountered
Bulk A obtained 0-5 ft bgs
Top Pour Cement Grout Backfill

HELPER'S NAME
Ernesto/Lawrence

BOREHOLE DIAMETER
4 in

HOLE ID
P-17

COMPLETION DATE
9-1-20

BEGIN DATE
9-1-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

21.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Toby
LOCATION (Lat/Long or North/East and Datum)

39.04718° / -121.4808°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Top Pour Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-17
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 50/5''
19 42
84/12''
50/5''
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
_,..
§%
§~ ..
§~ ~
;;;;
§~ ..
§~ ;;;;
,-z .... ------------------------ .. :::z:::-:.
-u· ,...·•.·. ~ ;;;;
-z t::z•·:.·
Ez·:_.·· .. §V:z:\: ;;;;
t::z::::- -------------------------
:--u·.::- .. - •'.
:::z·:•·· ;;;; :--z•·:.·
~ f,-- •• .
§%%:{: .. -z--·· ;;;;.·:. ;;;;
§%z<-·:
--u· .. :::~·:::: ;;;;· .. ------------------------- ;;;; §~ .. E~ ~ ;;;;
§~ .. E1/ ;;;;
§~ .. §~ ;;;;
§~%
E/ ~ .. E ~ ,-
,-
,-
... ... :::

E ~ ,-
,-
,-
-
~ I
I

BLACKBURN
CONSU LTI NG I I 1656
Section 3, Item # 3.1
111
96 18
27 >4.5
>4.5
>4.5
>4.5
61 89
61 100
14 15
16 29
33 38
13 33
49 5
19 28
1 2
3 4
Lean CLAY (CL); hard; orangish brown; dry; few medium coarse GRAVEL
No GRAVEL
dark yellowish brown with grayish streaks; trace very fine SAND dark yellowish brown; moist
Bottom of exploration at 15.0 ft below ground surface (bgs) No groundwater encountered
Bulk A obtained 0-5 ft bgs
Backfill native cuttings

HELPER'S NAME
Ernesto/Lawrence

BOREHOLE DIAMETER
4 in

HOLE ID
P-18

COMPLETION DATE
9-1-20

BEGIN DATE
9-1-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

15.0 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Toby
LOCATION (Lat/Long or North/East and Datum)

39.04409° / -121.47634°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Backfill native cuttings

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-18
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 31 71
82 47
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
_,..
§%
§~ ..
§~ ~
;;;;
§~ ..
§~ ;;;;
§~ ~ .. §~ ;;;;
§~ .. §~ ;;;;
§~ .. ~~ ;;;;
§~ ~ .. ~~ ;;;;
§~ .. §~ ~ ;;;;
~%
:::: -
E ~ f--
f--
f--
... ... ::::

E ~ f--
f--
f--
... ... ::::

E ~ f--
f--
f--
-
~ I
I

BLACKBURN
CONSULTING I I 1657
Section 3, Item # 3.1
109
101
17 17

2.25 >4.5
>4.5
>4.5
100 48 33
90 80
100
6 7
11 11
18 38
3 6
47 9
16 23
1 2
3 4
ASPHALT CONCRETE (7")
AGGREGATE BASE (10")
Lean CLAY (CL); very stiff; reddish brown; dry
moist
hard; dry to moist; few fine SAND; little moderate cementation dry
Lean CLAY with SAND (CL); hard; yellowish brown; slightly moist; little fine SAND; strong cementation
SILT (ML); hard; dark yellowish brown with white specks; slightly moist
Bottom of exploration at 15.0 ft below ground surface (bgs) No groundwater encountered
Bulk A obtained 1.4-5 ft bgs
Backfill native cuttings

HELPER'S NAME

BOREHOLE DIAMETER
4 in

HOLE ID
P-24

COMPLETION DATE
9-8-20

BEGIN DATE
9-8-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

15.0 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Rick
LOCATION (Lat/Long or North/East and Datum)

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
SS

BACKFILL AND COMPLETION
Backfill native cuttings

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-24
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 18 56
53 39
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
-i,--1
,-~· '
.. .. 1~- - ;;;;
§~ ~ ..
§1/ ;;;;
§~ ~ .. §~ ;;;;
§~ .. §1/ ;;;;
§~ .. E~ ;;;;
E% ~ .. §~ ;;;;
§%1/ ..
rn ------------------------
~ ;;;;
:::: -
E ~ ,-
,-
,-
... ... ::::

E ~ ,-
,-
,-
... ... ::::

E ~ ,-
,-
,-
-
~ I
I

BLACKBURN
CONSULTING I I 1658
Section 3, Item # 3.1
114
91 13
25 >4.5
>4.5
>4.5
>4.5
>4.5
31 10 85
85 85
85 100
22 50/6"
15 26
40 21
46 50
14 50/6"
12 18
25 1
2 3
4 5
ASPHALT CONCRETE (7")
AGGREGATE BASE (10")
Lean CLAY with SAND (CL); hard; reddish brown; dry; little fine to medium SAND; indurated slightly; trace cementation
Lean CLAY with SAND (CL); hard; dark yellowish brown; moist; little fine to medium SAND; black specks
grayish brown; dry; some white cementation
SILT with SAND (ML); hard; yellowish brown; moist; little fine SAND; few cementation
Bottom of exploration at 20.0 ft below ground surface (bgs) No groundwater encountered
Bulk A obtained 1.4-5 ft bgs
Top Pour Cement Grout Backfill

HELPER'S NAME

BOREHOLE DIAMETER
4 in

HOLE ID
P-25

COMPLETION DATE
9-8-20

BEGIN DATE
9-8-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

20.0 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Rick
LOCATION (Lat/Long or North/East and Datum)

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
SS

BACKFILL AND COMPLETION
Top Pour Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-25
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 50/6''
66 96
50/6''
43 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 -i,--1
,-~· '
.. .. 1~- - ;;;;
M
§~ ..
§1/ ;;;;
§%~
~ .. ~% ;;;;
§f------------------------
§~ ..
§~ ;;;;
§1/ ..
§~ ~
;;;;
§~ ..
§~ ;;;;
§1/ .. §~ ;;;;
M §~ .. ~~ ;;;;
§1/ .. ~1/ ;;;;
~I------------------------
~ .. :=
,-
,-
... ... :=
E ~ ,-
,-
,-
... ... :=
E ~ ,-
,-
,-
-
~ I
I

BLACKBURN
CONSULTING I I 1659
Section 3, Item # 3.1
111
100
19 25
>4.5
>4.5
>4.5
>4.5
NA 8
94 89
72 83
100
4 15
50/4"
13 27
34 18
39 50/6"
16 38
50/5"
21 37
39 1
2 3
4 5
ASPHALT CONCRETE (6.5")
AGGREGATE BASE (14")
Lean CLAY (CL); hard; dark grayish brown; moist; some weak cementation
SANDY SILT (ML); hard; orangish brown; dry; some fine SAND Lean CLAY (CL); hard; mottled orangish brown and dark
yellowish brown with grayish brown streaks; moist; few fine SAND
grayish brown; trace fine SAND
SILT with SAND (ML); hard; dark yellowish brown with grayish brown streaks; moist; little very fine SAND
Poorly Graded SAND with SILT (SP); very dense; dark yellowish brown; moist; fine SAND
Bottom of exploration at 21.5 ft below ground surface (bgs) No Groundwater Encountered
Top Pour Cement Grout Backfill

HELPER'S NAME
Caleb/Cody

BOREHOLE DIAMETER
4 in

HOLE ID
P-26

COMPLETION DATE
9-10-20

BEGIN DATE
9-10-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

21.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Chad
LOCATION (Lat/Long or North/East and Datum)

39.03908° / -121.51503°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Top Pour Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-26
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 65/10''
61 89/12''
88/11''
76 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 -i,--1- .. ,. ..... --· • • !~- -~
-
>---+--+----,f---+---+----,f---+---+-----+---+--+-----+----1 E
~ ------------------------- :=/
§~ ~ §~ ~nf-----+--+-+---+----+-----+---+---+-f-----+--+-~ §1/
§~
§~
§~
§1/ -~-----+---+---+---+-+---+-+----+->--+-+--+-------< §~
§~-------------------------
E
---...
:=
-
E
---...
:=
-
E
~- ------------------------- -· ....
:=

BLACKBURN

CONSULTING
~ I
I
I I
-
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
~ -
-
...
-
-
~ -
-
1660
Section 3, Item # 3.1
104
96 19
26 >4.5
>4.5
>4.5
>4.5
100
100
100
100
7 15
50/4"
44 50/6"
28 50/5"
22 50/4"
1 2
3 4
ASPHALT CONCRETE (6")
AGGREGATE BASE (12")
Lean CLAY (CL); (hard); mottled dark brown and dark grayish brown; moist
SILT with SAND (ML); hard; mottled light brown and orangish brown; dry; some weak cementation; little fine SAND
hard augering
light grayish brown with dark orangish brown streaks
dark brown with blackish streaks; moist; some moderate
cementation
Lean CLAY with SAND (CL); hard; dark yellowish brown with blackish streaks; moist; little fine SAND; some weak cementation Bottom of exploration at 21.0 ft below ground surface (bgs) No Groundwater Encountered
Bulk A obtained 1.5-5 ft bgs
Top Pour Cement Grout Backfill

HELPER'S NAME
Caleb/Cody

BOREHOLE DIAMETER
4 in

HOLE ID
P-27

COMPLETION DATE
9-10-20

BEGIN DATE
9-10-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

21.0 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Chad
LOCATION (Lat/Long or North/East and Datum)

39.04651° / -121.51497°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Top Pour Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-27
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 65/10''
50/6''
50/5''
50/4''
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
-i,--1
-
-
~ ..... .. ~ . = - .. -· • • -
~1/- - -
;;;;
-
=
§~ ..
-
-
§~ ;;;;
-
=
E/'.'.%
~ ..
-
::: / -
::: ;;;;
-
- = -... .. ::: -
- -
E ;;;;
- -
- = -... .. ::: -
- -
E M ;;;;
- -
- = -... .. ::: -
- -
E ;;;;
- -
- = -... .. ::: -
- -
E ;;;;
- -
- = -... ~ .. ::: -
- -
E ;;;;
- -
- = -... .. ::: -
- -
E ;;;;
- -
------------------------- - = §1/ .. §~
-
-
M ;;;;
~% -
=
::: -
-
- -
E ~
- -
-- -
... ... ::: -
- -
E ~
- -
-- -
-
~ I
I

BLACKBURN
CONSU LTI NG I I 1661
Section 3, Item # 3.1
111
104
19 10

2.25 >4.5
>4.5
NA
NA
80 80
100
70 100
7 9
14 53
50/4"
50/6"
15 16
20 12
16 19
1 2
3 4
5 ASPHALT CONCRETE (6")
AGGREGATE BASE (12")
Lean CLAY (CL); very stiff; dark grayish brown; moist
SANDY Lean CLAY (CL); hard; dark yellowish brown; moist; some fine SAND; moderate cementation
CLAYEY SAND (SC); very dense; dark yellowish brown; moist; fine to medium SAND; little fines; strongly cemented
Poorly Graded SAND with CLAY (SP-SC); medium dense to
dense; yellowish brown; moist; fine to medium SAND; few fines Poorly Graded SAND (SP); medium dense to dense; olive gray; very moist; fine to medium SAND
Bottom of exploration at 21.5 ft below ground surface (bgs) No Groundwater Encountered
Top Pour Cement Grout Backfill

HELPER'S NAME
Caleb/Cody

BOREHOLE DIAMETER
4 in

HOLE ID
P-28

COMPLETION DATE
9-8-20

BEGIN DATE
9-8-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

21.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Chad
LOCATION (Lat/Long or North/East and Datum)

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Top Pour Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-28
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 23 50/4''
50/6''
36 35
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
-
E
f--
f--
f--
...
::::

BLACKBURN

CONSULTING
~ I
I
=
..
;;;;
=
..
;;;;
=
..
;;;;
=
..
;;;;
=
..
;;;;
=
..
;;;;
=
..
;;;;
=
..
;;;;
=
..
;;;;
=
..
;;;;
=
..
~
-
...
~
-
I
I 1662
Section 3, Item # 3.1
100
102
21 20
NA
NA
NA
100
90 95
12 16
20 8
12 17
10 16
20 1
2 3
ASPHALT CONCRETE (6")
AGGREGATE BASE (12")
SANDY Lean CLAY (CL); stiff; brown; moist
CLAYEY SAND (SC); medium dense to dense; dark yellowish brown; moist; fine SAND; some fines
fine to coarse SAND
medium to coarse SAND; little fines
Bottom of exploration at 16.5 ft below ground surface (bgs) No Groundwater Encountered
Bulk A obtained 1.5-5 ft bgs
Backfill native cuttings

HELPER'S NAME
Caleb/Cody

BOREHOLE DIAMETER
4 in

HOLE ID
P-29

COMPLETION DATE
9-8-20

BEGIN DATE
9-8-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

16.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Chad
LOCATION (Lat/Long or North/East and Datum)

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Backfill native cuttings

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-29
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 36 29
36 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 -i,--1 ~ .. ~ . ... . - .. -· • • ~1/- - ;;;;
§~ .. :;;;s..s------------------------- ;;;;
:=z· ... :
:=:x··,·
Ez·::<
~ .. :z·. :;;;; -z· :::z•:.•
Ez··:::: .. -.·. -%· ,...· .· ;;;; -z· §~\:: .. Ez•::-· - .. ;;;; i,-· .• -z ~ :::x-:.·· :;;;½·::- .. Ez··::-:

E·/. ;;;; -Z
:::✓,::.::-:- --z·· .. :=%·:,·.
;;;;z··.:. ;;;; Ez: :;;;%·.::- .. :=%:.
~ -.··.· -'/'.· i,- .• . ;;;; - • _.·
:=
... ... :=
E ~
---... ... :=
E ~
---... ... :=
E ~
---... ... :=
E ~
- ---
~ I
I

BLACKBU R N
co N s u LT I N G I I 1663
Section 3, Item # 3.1
117
115
10 17
>4.5

1.5 >4.5
>4.5
67 80
90 100
100
9 20
21 14
16 10
16 45
50/4"
32 50/4"
1 2
3 4
SANDY Lean CLAY (CL); hard; dark yellowish brown; dry; some fine to medium SAND; trace fine to coarse GRAVEL
GRAVELLY Lean CLAY (CL); hard; mottled black and dark
yellowish brown; little fine to coarse GRAVEL; few COBBLES; few fine to coarse SAND; few ASPHALT CONCRETE debris
SANDY Lean CLAY (CL); stiff; dark yelowish brown; dry; some fine to medium SAND
hard; trace fine to coarse GRAVEL; trace COBBLES
SILT with SAND (ML); hard; yellowish brown; dry; little fine SAND Bottom of exploration at 14.5 ft below ground surface (bgs) No Goundwater Encountered
Bulk A obtained 0-5 ft bgs
Backfill native cuttings

HELPER'S NAME
Ernesto/Jason

BOREHOLE DIAMETER
4 in

HOLE ID
P-30

COMPLETION DATE
9-4-20

BEGIN DATE
9-4-20

GROUND WATER

READINGS
DURING

TOTAL DEPTH

14.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Toby
LOCATION (Lat/Long or North/East and Datum)

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
SS

BACKFILL AND COMPLETION
Backfill native cuttings

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-30
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 41 26
95/10''
50/4''
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
_,..
§%
§~ .. ~%1/ ~
;;;;
:= /
§~ ..
§%1/ ;;;;
:;;/ .. §~ ~ ;;;;
~~ .. ~~ ;;;; ~1/
§~ ..
;;;;
§~ ~ §~ ..
§1/ ;;;;
§%1/ .. ~ / llrii....lll1 ;;;; = Ill ,, "'I
;::
... ... :=
E ~ f--
f--
f--
... ... :=
E ~ f--
f--
f--
... ... :=
E ~ f--
f--
f--
... ... :=
E ~ f--
f--
f--
... ... :=
E ~ f--
f--
f--
-
~ I
I

BLACKBURN
CONSULTING I I 1664
Section 3, Item # 3.1
97 109
23 20

3.25 >4.5
>4.5
>4.5
60 100
90 100
6 7
9 5
7 13
20 35
38 11
18 45
1 2
3 4
SILT with SAND (ML); very stiff; yellowish brown; dry; little fine SAND
Lean CLAY (CL); hard; dark yellowish brown; dry; few fine SAND Lean CLAY with SAND (CL); hard; dark yellowish brown; dry; little fine SAND
some cementation
Bottom of exploration at 15.0 ft below ground surface (bgs) No Goundwater Encountered
Bulk A obtained 0-5ft bgs
Backfill native cuttings

HELPER'S NAME
Ernesto/Jason

BOREHOLE DIAMETER
4 in

HOLE ID
P-32

COMPLETION DATE
9-4-20

BEGIN DATE
9-4-20

GROUND WATER

READINGS
DURING

TOTAL DEPTH

15.0 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Toby
LOCATION (Lat/Long or North/East and Datum)

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
SS

BACKFILL AND COMPLETION
Backfill native cuttings

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID P-32
SHEET
1 of 1Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 16 20
73 63
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
_,.. :=
f--
f--
... .. :=
E ;;;; f--
~ f--
f--
§~ ..
§~ ;;;;
§~ ~ ..
§~ ;;;;
§~ ..
§~ ;;;;
§~ .. §f ------------------------ ;;;;
§~ ~ .. E~ ;;;;
§~ .. E1/ ~ ;;;;
~~ := -
E ~ f--
f--
f--
... ... :=
E ~ f--
f--
f--
... ... :=
E ~ f--
f--
f--
... ... :=
E ~ f--
f--
f--
... ... :=
E ~ f--
f--
f--
-
~ I
I

BLACKBURN
CONSULTING I I 1665
Section 3, Item # 3.1

2.25 >4.5

4.25 >4.5
>4.5
90 100
90 100
90 4
6 10
28 50/4"
8 12
15 17
28 35
9 16
35 1
2 3
4 5
ASPHALT CONCRETE (6")
SANDY Lean CLAY (CL); very stiff; dark yellowish brown; moist; some fine to medium SAND
mottled dark yellowish brown and black and brown; strong cementation
Lean CLAY with SAND (CL); hard; dark yellowish brown; moist; little fine SAND
fine to medium SAND
SANDY Lean CLAY (CL); hard; olive brown; moist; some fine to medium SAND
Lean CLAY with SAND (CL); hard; mottled olive gray and brown and black; moist; little fine SAND; some moderate cementation SANDY Lean CLAY (CL); hard; mottled dark olive gray and brown; moist; some fine to medium SAND; some moderate

HELPER'S NAME
Nick/Mike

BOREHOLE DIAMETER
4 in

HOLE ID
TC-02A

COMPLETION DATE
9-10-20

BEGIN DATE
9-10-20

GROUND WATER

READINGS
DURING

29.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Rick
LOCATION (Lat/Long or North/East and Datum)

39.07996° / -121.53077°

EQUIPMENT
Diedrich D120

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-02A
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
DWC
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 16 50/4''
27 63
51 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 _,.. ,_
§1/ .. §~ ;;;;
§~ ~ .. §~ ;;;;
§~ .. §~ ~
§%1/
;;;;
§1/ .. §~------------------------- ;;;;
§~ .. §~ ;;;;
§~ ~ .. §1/ ;;;;
§~ .. §~ ;;;;
~~ .. g~ ~ ;;;;
§f------------------------- .. ~~ ;;;;
§1/ .. §~ ;;;; ~% ~ §1/ ..
§~ ;;;;
§~ .. §7;1/ ------------------------- ;;;;
- ,- /
~ I
I

BLACKBURN
CONSULTING I I 1666
Section 3, Item # 3.1
>4.5

2.25 >4.5
>4.5
>4.5
>4.5
100
85 100
85 100
100
22 50/5"
7 13
21 12
16 27
24 38
50/4"
17 34
50/4.5"
14 24
50/6"
6 7
8 9
10 11
cementation
SANDY Lean CLAY (CL) (continued).

SANDY Lean CLAY (CL); very stiff; olive gray; moist; some fine SAND
hard; mottled olive brown and brown
Lean CLAY with SAND (CL); hard; olive gray; moist; little fine to medium SAND; moderate cementation
some strong cementation
dark reddish brown veins; moderate cementation
Bottom of exploration at 51.5 ft below ground surface (bgs) Groundwater Encountered at 29 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-02A
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
DWC
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 50/5''
34 43
88/10''
84/10.5''
74/12''
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 - §~ ~
§~ ;;;;
-
=
§~ ~
E1/ ;;;;
-----------------------~
-
§~ =
~
§~ ~
;;;;
§~ ~
§~ ;;;;
§~ ~
§~ ;;;;
§~ ~ ~
§~ ;;;;
§~ ~
~~ ------------------------- ;;;;
§~ ~
E~ ;;;;
§~ ~ ~
E1/ ;;;;
§~ ~
§~ ;;;;
~~ ~ ~1/ M ;;;;
~~ ~
~~ ;;;;
~~ §1/ ~
§~ ~
;;;;
~% I I ~
E ~ f--
f--
f--
... ... ::::

E ~ f--
f--
f--
-
~ I
I

BLACKBURN
CONSULTING I I 1667
Section 3, Item # 3.1
>4.5
>4.5

1.0 >4.5
>4.5
100 29 4
100
100
90 100
90 35
40 49
25 50/4.5"
3 4
5 4
6 8
8 19
24 17
37 50/4"
1 2
3 4
5 6
ASPHALT CONCRETE (2.5")
AGGREGATE BASE (12")
SILT (ML); hard; mottled dark yellowish brown and grayish brown; dry; few very fine SAND
medium stiff to stiff; moist; trace fine SAND
Lean CLAY with SAND (CL); hard; mottled dark yellowish brown and grayish brown with blackish streaks; moist; little very fine SAND
grayish brown with dark reddish brown streaks

HELPER'S NAME
Ernesto/Lawrence

BOREHOLE DIAMETER
4 in

HOLE ID
TC-02C

COMPLETION DATE
8-31-20

BEGIN DATE
8-31-20

GROUND WATER

READINGS
DURING

27.5 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4"), SPT (1.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Toby
LOCATION (Lat/Long or North/East and Datum)

39.08058° / -121.52931°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-02C
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
DWC
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 89 50/4.5''
9 14
43 87/10''
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
_,.. ~I'll
t:~.i E -~ .. -------------------------
E ;;;; f,-
f,-
~ f,-
... .. ::::

E ;;;; f,-
f,-
f,-
... ~ .. ::::

E ;;;; f,-
f,-
f,-
... .. ::::

E ;;;; f,-
~ f,-
f,-
... .. ::::

E ~ ;;;; f,-
f,-
f,-
... .. ::::
;;;; ------------------------- ;;;;
§%
§~ ~ ..
§~ ;;;;
§~ ..
§~ ;;;;
§~ .. §~ ~
;;;;
§~ .. §~ ;;;;
§~ .. §/'.'.~ ;;;;
~1/ -
~ I
I

BLACKBURN
CONSULTING I I 1668
Section 3, Item # 3.1
>4.5
NA
NA
>4.5
>4.5
NA
NP
44 NP
19 20
70 100
90 100
100
100
15 50/6"
11 20
23 7
14 18
20 46
50/4"
20 26
22 16
19 21
7 8
9 10
11 12
Lean CLAY with SAND (CL) (continued). grayish brown with orangish brown streaks; increasing SAND content
SILTY SAND (SM); dense; dark yellowish brown; wet; fine to medium SAND
sand catcher
Lean CLAY (CL); hard; grayish brown with orangish brown streaks; moist; few very fine SAND
SANDY SILT (ML); hard; grayish brown with orangish brown streaks; moist; very fine SAND
Poorly Graded SAND with CLAY (SP-SC); dense; dark brown; moist; fine SAND
Bottom of exploration at 51.5 ft below ground surface (bgs) Groundwater Encountered at 27.5 ft bgs
Bulk A obtained 1.2-5 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-02C
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
DWC
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 50/6''
43 32
96/10''
48 40
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 -
-
§~ ~ §~ ,-....+--+--+----+-----+-----,>-----+---+--+-+---+--+-~ §% _______________________ ~
E:
:::-
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-· E·
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BLACKBURN

CONSULTING
~ I
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I I
-
-
-
;;;;
-
=
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-
;;;;
-
=
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-
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~
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~
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;;;;
-
=
~
~ -
-
...
-
-
~ -
-
1669
Section 3, Item # 3.1
>4.5
>4.5
>4.5
>4.5
41 43
42 20
22 22
95 50
70 79
10 12
18 3
14 28
28 39
50/5"
25 43
50/5"
1 2
3 4
Lean CLAY (CL); Hard; Reddish Brown; Dry; Medium Plasticity Moist
CLAYEY SAND (SC); Medium Dense; Reddish Brown; Moist;
Mostly Fine to Medium SAND; Some CLAY
Lean CLAY with SAND (CL); Hard; Yellowish Brown; Moist; Little Medium SAND
Lean CLAY (CL); Hard; Mottled Dark Yellowish Brown, Olive, and Gray; Few Medium SAND; Some Moderate Cementation
Lean CLAY (CL); Hard; Mottled Olive and Dark Yellowish Brown; Moist; Trace SAND; Trace Moderate Cementation
Fat CLAY (CH); Hard; Yellowish Brown; Moist

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
TC-06A

COMPLETION DATE
8-24-20

BEGIN DATE
8-24-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

41.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.04217° / -121.47595°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger/ Rotary Wash
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-06A
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 30 42
89/11''
93/11''
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
_,..
§%
§~ ..
§~ ;;;;
§~ ..
§~ ;;;;
§~ ~ .. §~ ;;;;
;::z-:-·
:--~·-::- .. ~c.....'-.'. -------------------------
§1/ ;;;;
§~ ..
§~ ~
;;;;
§~ .. §1/ ;;;;
§~ .. §~ ------------------------- ;;;;
§~ .. E~ ~ ;;;;
§~ .. E1/ ;;;;
§~ ------------------------- .. ~~ ;;;;
§1/ ~ .. E~ ;;;;
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§%% ------------------------- ;;;;
- ~'l
~ I
I

BLACKBURN
CONSULTING I I 1670
Section 3, Item # 3.1
29 93
>4.5

3.5 4.5
>4.5
57 32 UC
75 70
95 100
11 13
18 12
14 17
16 32
27 12
21 39
5 6
7 8
Fat CLAY (CH) (continued).

SANDY Lean CLAY (CL); Very Stiff; Mottled Olive and Brown; Moist; Some Fine SAND; Low to Medium Plasticity
SANDY Lean CLAY (CL); Hard; Dark Yellowish Brown; Moist; Some Fine to Medium SAND; Medium Plasticity
Lean CLAY (CL); Hard; Dark Yellow Brown; Moist; Medium
Plasticity
Bottom of exploration at 41.5 ft below ground surface (bgs) No Goundwater Encountered
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-06A
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 31 31
59 60
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 - ~% ~ -
-
-
~% ;;;;
-
= ~% ~
-
-
;;;; §% -
=
~
§~ -
-
------------------------ ;;;;
§~ ~ -
=
~
E~ -
-
;;;;
§~ -
=
~
§~ -
-
------------------------- ;;;;
§~ -
=
~ ~
E~ -
-
;;;;
§~ -
=
~
§~ -
-
------------------------- ;;;;
§~ -
=
~
E~ -
-
~
;;;;
§~% -
= -/ ~
E ~
- -
-- -
... ... :::: -
- -
E ~
- -
-- -
... ... :::: -
- -
E ~
- -
-- -
... ... :::: -
- -
E ~
- -
-- -
... ... :::: -
- -
E ~
- -
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... ... :::: -
- -
E ~
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... ... :::: -
- -
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I

BLACKBURN
CONSULTING I I 1671
Section 3, Item # 3.1

1.25 >4.5

1.25 >4.5
>4.5
42 38
4 16
80 55
20 100
100
10 7
6 14
50/5"
6 8
10 13
26 40
12 19
35 1
2 3
4 5
ASPHALT CONCRETE (9")
AGGREGATE BASE (12")
Lean CLAY (CL); stiff; dark reddish brown; moist; few very fine SAND
Lean CLAY with SAND (CL); hard; yellowish brown; little very fine SAND; moderate cementation
stiff; increasing SAND content; no cementation
SILT (ML); hard; mottled grayish brown and orangish brown; moist
Lean CLAY (CL); hard; dark brown with orangish streaks; moist; moderate cementation; trace very fine SAND
SANDY SILT (ML); (hard); mottled dark yellowish brown and grayish brown with orangish streaks; moist, some SAND;
moderate cementation

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
TC-07A

COMPLETION DATE
8-28-20

BEGIN DATE
8-28-20

GROUND WATER

READINGS
DURING

23.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.0769° / -121.52352°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-07A
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 13 50/5''
18 66
54 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 -i,--1
-
-
= ..... .. t: •. -
;;;; •• ------------------------- -
;;;; ~1/ ~ -
=
~~ ..
-
-
E%% ;;;;
-
E~ =
~ ..
-
§~------------------------ -
;;;;
§~ -
=
.. ~~ -
-
;;;;
~~ -
=
~~ ..
-
-
~~ ~
;;;;
-
=
§~ ..
-
-
§~ ;;;;
-
=
§~/'.'. ..
-
-
- / ;;;; :-- ------------------------- f,- -
f,-
f,- = ... .. :=
~ -
- -
E ;;;; f,- -
f,-
f,- = ... .. := -
- -
E ;;;; f,- -
f,-
f,- =
§~ ------------------------- ..
-
-
§~ ~
;;;;
-
=
§~ ..
-
-
~~% ;;;;
-
:= / -----------------------~ = ... .. := -
- -
E ;;;; f,- -
f,-
f,- = -
~ I
I

BLACKBURN
CONSU LTI NG I I 1672
Section 3, Item # 3.1
NA
NA
NA
NA
NA
NP NP 57
5 90
65 70
70 70
70 9
15 20
15 18
23 10
16 18
19 24
23 11
23 25
13 19
30 6
7 8
9 10
11 switched to mud rotary
SANDY SILT (ML) (continued).

Poorly Graded SAND (SP); dense; dark brown; moist; fine to medium SAND; trace fines
dark brown with golden specs; wet
dark brown
dark brown with golden specs
trace coarse SAND
Bottom of exploration at 51.5 ft below ground surface (bgs) Groundwater Encountered at 23 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-07A
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 35 41
34 47
48 49
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 -
-
::::

E
---...
::::

E
---... ------------------------- -· -.·

BLACKBURN

CONSULTING
~
-
...

I
I
I I 1673
Section 3, Item # 3.1

2.25 3.75
>4.5
NA

4.5 24
NP
9 NP 51
50 100
60 90
70 5
5 5
3 4
10 16
50/6"
12 20
25 11
19 19
1 2
3 4
5 ASPHALT CONCRETE (8.5")
AGGREGATE BASE (16")
Lean CLAY (CL); very stiff; dark brown; moist; few very fine SAND
reddish brown
Lean CLAY with SAND (CL); hard; yellowish brown; moist; little very fine SAND
increasing SAND content
SANDY SILT (ML); (hard); mottled reddish brown and dark yellowish brown; wet; fines; fine SAND; some weak cementation Lean CLAY (CL); hard; yellowish brown; moist; few very fine SAND
SANDY SILT (ML); very stiff; brown; moist; some very fine SAND

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
TC-07B

COMPLETION DATE
8-28-20

BEGIN DATE
8-28-20

GROUND WATER

READINGS
DURING

15.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.07654° / -121.52298°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-07B
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 10 14
50/6''
45 38
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
-i,---
-
-
I ------------------------ =
..
-
-
~
;;;;
§~ -
=
.. E~ -
-
;;;;
§~ -
=
~ .. E1/ -
-
;;;;
§~ -
=
.. §~ -
-
;;;;
§f------------------------- -
=
§~ ..
-
-
§~ M ;;;;
-
=
§1/ ..
-
-
§~ ;;;;
-
§~ =
..
-
-
§1/% ;;;;
-
:= / \J = ... ----------------------- .. :=
~ -
- -
E ;;;;
- -
- = -
§~ ------------------------- ..
-
-
§~ ;;;;
-
=
§~ ..
-
-
§~ ~
;;;;
-
=
§~ ..
-
-
§%1/ ;;;;
-
:= / = ... ------------------------- .. := -
- -
E ;;;;
- -
- = - -
~ I
I

BLACKBURN
CONSULTING I I 1674
Section 3, Item # 3.1

2.5 NA
NA
NA
NA
NA
36 10
9 90
100
75 80
100
100
5 12
19 17
25 27
12 17
18 12
13 9
17 35
50/5.5"
12 17
19 6
7 8
9 10
11 SANDY SILT (ML) (continued).

Poorly GRADED SAND with CLAY (SP-SC); medium dense;
dark brown; moist; fine to medium SAND
switched to mud rotary
Poorly GRADED SAND (SP); dense; dark brown; wet; fine to medium SAND
medium dense; moist; trace fines
wet; few coarse SAND
CLAYEY SAND (SC); very dense; dark yellowish brown; moist; mostly fine SAND; some fines
Poorly GRADED SAND (SP); medium dense; dark brown; moist; fine to medium SAND; trace fines
Bottom of exploration at 51.5 ft below ground surface (bgs) Goundwater Encountered at 15 ft bgs
Bulk A obtained 2-5 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-07B
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 31 52
35 22
85/11.5''
36 25
26 27
28 29
30 31
32 33
34 35
36 37
38 39
40 41
42 43
44 45
46 47
48 49
50 51
52 53
54 55
-
-
~lJ
~ . - - - - - - - - - - - - - - - - - - - - - - - - 1L-4--+---+--+---e----+--+--+---+--+--+-+---+-----l ~ :=:. v.· ;;;;
-
=
~-:v.

EL~-
r~ ~-- ~
~
;;;;
-
=
~
;;;;
= ... .v- n E::v. f-+---f---+--+---f-+--+--+--1----f---+-+----f---lk! ~ ;;;;:-v
E:\i.':
~~(L'_ - - - - - - - - - - - - - - - - - - - - - - - - r--· .. -.· ..

BLACKBURN

CONSULTING
~ I
I
I
,c:-
)c:~
>c:=
c;;;
c-
>c:=
)<::;;;
,c:-
c=
,,....-
>c:=
,c:-
>C;;;
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>c:=
cc=
>c:= >c:-
c=
c= )c:~
>c:-
c=
><.....-
>c:= )<::-
>C~
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)<::~
c=
>C;;;
>c:= )<::-
>C;;;
c=
>c:- --
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c=
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>c:=
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>c:=
>c:=
c;;;
c-
~
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...
~
-
I 1675
Section 3, Item # 3.1

2.75 >4.5
NA

1.25 28 15 17
100
90 80
90 5
10 13
16 30
37 6
9 7
3 6
12 1
2 3
4 ASPHALT CONCRETE (9")
AGGREGATE BASE (9")
Lean CLAY (CL); Very Stiff; Dark Brown; Moist; trace SAND Lean CLAY with SAND (CL); Hard; Dark Yellowish Brown with Black Streaks; Moist; Little Fine SAND; Trace Fine GRAVEL CLAYEY SAND (SC); (Medium Dense); Mottled Dark Brown and Grayish Brown; Wet; Fine SAND; Little Fines
Poorly-graded SAND with CLAY (SP-SC); Medium Dense;
Mottled Dark Brown and Black; Wet; Fine to Medium SAND
Lean CLAY (CL); Stiff; Mottled Light Gray and Dark Yellowish Brown; Moist; Medium Plasticity
CLAYEY SAND (SC); Medium Dense; mottled light gray and dark yellow brown with black streaks; moist; little to some fines Lean CLAY (CL); hard; bluish gray; moist; few fine SAND

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
TC-08A

COMPLETION DATE
8-27-20

BEGIN DATE
8-27-20

GROUND WATER

READINGS
DURING

14.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.07538° / -121.5213°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-08A
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
DWC
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 23 67
16 18
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
-i,--1 1~- - ..
;;;;
§~ ..
§~ ;;;;
§~ ~ ..
§1/ ;;;;
§%1/ .. ~% ;;;;
§f-------------------------
§~ ..
§~ ~
;;;;
§1/ ..
§~ ;;;;
§~ .. ~i-----------------------~ ;;;;
:=z·---:
:=:x··,· ~.·:.· .. :=y-::
-· . ~~
:--:: V.·
:=-:v. ,~ ;;;;
:;;;:-v
r---.· .• .. :=.v
~ -:~,;,: ;;;; E;_.lL -------------------------
§1/ .. §~ ;;;;
§~ ~ .. -7.·
§Zz.<:: ,c:-
><="" :=z-:: >c:=
:;;;y;· _.· c;;; -.• c- ::::z··--· >c= §7:1/··· •• ------------------------- )<::;;; ,c:-
c=
- - / --
~ I
I

BLACKBURN
CONSU LTI NG I I 1676
Section 3, Item # 3.1
>4.5
NA
>4.5
NA
NA
NA
27 12
100 91
45 100
70 65
65 3
13 37
3 5
9 10
16 19
15 19
24 20
31 31
15 26
32 5
6 7
8 9
10 Lean CLAY (CL) (continued).

Lean CLAY (CL); (stiff); dark gray; wet; few very fine SAND hard; moist; weak cementation
Poorly-graded SAND (SP); dense; mottled dark brown and black; moist; fine to medium SAND; trace fines
very dense; wet
Bottom of exploration at 51.5 ft below ground surface (bgs) Goundwater Encountered at 14 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-08A
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
DWC
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 50 14
35 43
62 58
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 -
-
;;;;.
:=·
f--.
f--•
....
:=.

BLACKBURN

CONSULTING
~ I
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...
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-
I
I 1677
Section 3, Item # 3.1
>4.5
>4.5

2.75 >4.5
NA
30 17
9 100
70 50
75 100
6 11
12 8
12 22
6 9
10 31
42 28
3 8
16 1
2 3
4 5
ASPHALT CONCRETE (8")
AGGREGATE BASE (16")
Lean CLAY (CL); hard; dark brown; moist; trace fine GRAVEL Lean CLAY with SAND (CL); hard; dark yellowish brown; moist; little very fine SAND; some moderate cementation
dark yellowish brown with gray streaks and black specks; increasing SAND content
Poorly-graded GRAVEL with CLAY and SAND (GP-GC); very
dense; grayish brown; wet; mostly fine GRAVEL; little fine to coarse SAND; few fines
SANDY Lean CLAY (CL); hard; mottled orangish brown and light gray; moist; some fine SAND
Lean CLAY with SAND (CL); (very stiff); bluish gray; moist; moderate cementation
CLAYEY SAND (SC); medium dense; dark yellowish brown with orangish brown and grayish brown streaks and golden specks; wet

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
TC-08B

COMPLETION DATE
8-27-20

BEGIN DATE
8-27-20

GROUND WATER

READINGS
DURING

15.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.07514° / -121.52096°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger / Mud Rotary
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-08B
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
DWC
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 23 34
19 70
24 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 -i,--- -.... .. t: •. -· . - •'
~~ ------------------------ ;;;;
§~ ~ .. E~ ;;;;
~~-------------------------
§~ ~ ..
§~ ;;;;
§1/ ..
§~ ;;;;
§~ ..
§~ ~
;;;;
§1/ .. §~ ;;;;
§~ .. ~~ ;;;;
-~ \J ~l -----------------------
~ .. -o
:::c:,
;;;; :-- 0
~% .. §1/ ;;;; §f -------------------------
§~ ..
§~ ~~
;;;;
--I;' n .. §?'.%.\: ;;;; :--z-:: :::0· ..•
:;;;z-:.· .. ::=:x:::-:: ;;;;%: • ;;;; -.··.·
- • -y - r--,· .••
~ I
I

BLACKBURN
CONSULTING I I 1678
Section 3, Item # 3.1
>4.5

3.25 NA
NA
NA
NA
NP
27 NP
11 43
49 100
100
90 0
75 75
8 12
23 9
12 15
7 10
16 7
10 15
22 25
26 26
34 42
6 7
8 9
10 11
Lean CLAY (CL); hard; grayish brown with orangish brown streaks; moist; few fine SAND
SILTY SAND (SM); medium dense; dark brown with orangish brown streaks and golden specks; wet
SANDY Lean CLAY (CL); very stiff; grayish brown; moist; some fine SAND
CLAYEY SAND (SC); medium dense; grayish brown with
orangish brown streaks; moist; mostly fine SAND
Poorly Graded SAND (SP); dense; yellowish brown and black with golden specks; wet; fine to medium SAND
no recovery, switched to mud rotary
very dense
Bottom of exploration at 51.5 ft below ground surface (bgs) Groundwater Encountered 15 ft bgs
Bulk A obtained 2-5 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-08B
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
DWC
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 35 27
26 25
51 76
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 -
-
§~ >----+--+---+---+---+--+-+-+->--+---+--+----+------a §~
E~
~~------------------------- ;::%'.
§0 ~ =z· E n !:). 1-----+--+--+---+---+--+---+--+--+---+---+----+----+------l E;> -1/·.i
E~-
§~:
§>d
;;;;
-
=
~
;;;;
-
=
~
;;;;
=
~
;;;;
=
~
;;;;
=
~
;;;;
=
~
;;;;
=
~
;;;;
§~:_ ------------------------~ =
t: :-:-:- ~-+--+-f-f--+---+-f-f--+---+--f--+---+--+----f----1,-lc ~

BLACKBURN

CONSULTING
~ I
I
I
,c:-
)c:~
>c:=
c;;;
c-
>c:=
)<::;;;
,c:-
c=
,,....-
>c:=
,c:-
>C;;;
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cc=
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c=
c=
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>c:-
c=
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~
-
...
~
-
I 1679
Section 3, Item # 3.1
>4.5
NA

3.5 3.0
27 34
12 19
46 70
95 90
100
8 8
8 16
9 9
10 7
10 6
7 10
1 2
3 4
ASPHALT CONCRETE (8")
AGGREGATE BASE (16")
Lean CLAY (CL); Hard; Dark Brown; Dry; Medium to High
Plasticity
CLAYEY SAND (SC); Medium Dense; Dark Reddish Brown;
Moist; Fine to Medium SAND
Lean CLAY (CL); Very Stiff; Reddish Brown; Moist; Trace Fine SAND
SANDY Lean CLAY (CL); (Stiff to Very Stiff); Olive; Moist; Some Fine through Coarse SAND; Few Fine GRAVEL
Lean CLAY with SAND (CL); Very Stiff; Olive; Moist; Little Fine SAND

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
TC-09A

COMPLETION DATE
8-26-20

BEGIN DATE
8-26-20

GROUND WATER

READINGS
DURING

25.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.07174° / -121.51609°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

24.0 ft on 8-26-20

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-09A
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 16 18
17 17
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
-i,--n -.
~·: -------------------------
..
;;;;
§~ .. E~ ;;;;
§~ .. E1/ ~ ;;;;
§~ .. §~ ;;;;
~~ .. §1/1/
;=1/
~
;;;;
;::z-:-· :--h·.::- .. - •'.
:::z·:-·- ;;;; :--%•·:-·
f,-- •• .
§ZX:{: .. -9::.· ;;;;.··.· ------------------------- ;;;; §~ .. E~ ~ ;;;;
§~ .. §~ ------------------------- ;;;;
§~ .. §%% ;;;; = /
E% ~ .. §~ ;;;;
§~ .. E~ l ;;;;
- ~/j \J
~ I
I

BLACKBURN
CONSULTING I I 1680
Section 3, Item # 3.1

1.75 2.75
NA

1.25 2.0

1.75 >4.5
38 NP
17 NP
56 34
100
100
85 80
80 85
5 6
6 4
6 9
8 10
13 6
9 12
8 11
11 14
29 33
5 6
7 8
9 10
Lean CLAY (CL); Stiff; Olive Gray; Moist; Interbedded Lenses of CLAYEY SAND (SC); (Medium Dense); Dark Yellowish Brown; Wet; Fine to Medium SAND; Few to Little Fines
SILTY SAND (SM); Medium Dense; Reddish Brown; Wet; Mostly Fine SAND; Some Medium SAND; Interbedded Lenses of
SANDY SILT (ML); (Stiff); Reddish Brown; Moist; Some Fine SAND
Lean CLAY (CL); Medium Stiff; Dark Reddish Brown; Moist; Little Weak Cementation
SANDY Lean CLAY/CLAYEY SAND (CL/SC); Stiff/Medium
Dense; Dark Reddish Brown; Moist to Wet; Some Fine to
Medium SAND; Some Weak Cementation
SANDY Lean CLAY (CL); Stiff; Dark Reddish Brown; Moist; Some Fine SAND
Some Fine to Medium SAND; Weak to Moderate Cementation
Bottom of exploration at 51.5 ft below ground surface (bgs) Goundwater Encountered at 25 ft bgs
Bulk A obtained 2-5 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-09A
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 12 15
23 21
22 62
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 - §~ ~ )c:=
)c:=
§~ )C-
--
)c:=
§~ )c:~
)C-
)c:= E1/ )c:~
)c:=
§~
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)c:~
c=
§~ ,,--
~ )c:=
)c:=
§~ c;;;
cc=
§~ )c:;;;
,c:-
~/ c=
------------------------- )c:;;;
-· )c:= -. .. ,c:-
;;;;. >C;;; -. .. )c:= --· )c:= -· .... .. ~- :=. ..
~ ,C:-
-· .. )c:= E: .. )c:-
-· --
--· .. c= .... .. )c:~ t:· )c:- -· c= ;;;;· .
-------------------------
§% >C~
)c:=
)c:-
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c=
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~ )c:=
:= / c=
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c=
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1c:-
E ~
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... ... := -
-
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- -
-- -
-
~ I
I

BLACKBURN
CONSULTING I I 1681
Section 3, Item # 3.1
>4.5
>4.5
>4.5

1.5 3.0
>4.5
22 7
60 90
80 70
95 6
9 9
5 6
8 9
8 8
5 7
10 6
13 21
1 2
3 4
5 ASPHALT CONCRETE (6")
AGGREGATE BASE (12")
Lean CLAY (CL); Hard; Dark Reddish Brown; Moist; Trace
Medium SAND; Few Moderate Cementation
SILTY CLAY (CL-ML); Hard; Dark Reddish Brown; Moist; Trace Medium SAND
Lean CLAY (CL); Hard; Dark Yellowish Brown; Dry; Strong Cementation
Lean CLAY (CL); Hard; Dark Brown; Moist
SANDY Lean CLAY (CL); Stiff; Olive Brown; Moist; Some Fine to Medium SAND
SANDY Lean CLAY with GRAVEL (CL); Very Stiff; Olive Brown; Moist; Some Fine to Medium SAND; Little Fine GRAVEL
Lean CLAY (CL); Hard; Mottled Olive Gray and Dark Reddish Brown; Moist; Medium Plasticity; Few Moderate to Strong Cementation
CLAYEY SAND (SC); (Medium Dense); Dark Reddish Brown;
Wet; Fine to Medium SAND; Some CLAY

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
TC-09B

COMPLETION DATE
8-26-20

BEGIN DATE
8-26-20

GROUND WATER

READINGS
DURING

23.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.07146° / -121.5157°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

25.0 ft on 8-26-20

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-09B
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 18 14
16 17
34 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 -""-I-..... -..
•
·- -· • - - -
§1/ ~
-
§~ ~n>--+---+--+---+---+--+---+---+->----+---+-~
~ ~------------------------- := V
:= V
-
Ev V ~ E V ~ V 1--+--+-f-f--+---+-f-f--+---+--f--+---+--+----+--~ E V
:= V i,- --------------------------
§%
§~ E% ~ E1/ n ;% ,-......+----+-+---+--+-+----+--+-+----+---+-+----+-------< E1/
~~-------------------------
§~ ~% :=% ~ ~ 1/ 1-'-+--+---+----+---+--+----+--+---+----+--+--+---+-----I §~
§~
~~-------------------------
§~
§1/ ;% ,-......+----+-+---+--+-+----+--+-+----+---+-+----+-------< ~ E1/
~1-;-----------------------~
:z%:::-:.
,...
§0 ,

BLACKBURN

CONSULTING
~ I
I
I I
-
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
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-
-
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-
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-
-
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-
=
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-
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-
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-
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-
-
;;;;
-
=
1682
Section 3, Item # 3.1
81 79
40 43

2.75 3.25

2.5 1.0
NA

4.0 1.5
42 46
17 16
UC
UC
100
100
80 85
100
85 85
4 4
6 5
7 12
7 10
11 5
5 6
3 5
9 16
21 30
8 9
12 6
7 8
9 10
11 12
CLAYEY SAND (SC) (continued). Lean CLAY with SAND (CL); Very Stiff; Strong Brown; Some Weak Cementation
SILTY SAND (SC); (Medium Dense); Dark Reddish Brown; Wet; Fine SAND; Some Fines
SILT (ML); Very Stiff; Dark Yellowish Brown; Moist
SANDY Lean CLAY (CL); Very Stiff; Dark Yellowish Brown; Moist; Some Fine SAND
CLAYEY SAND (SC); Loose to Medium Dense; Dark Yellowish Brown; Wet
SANDY Lean CLAY (CL); Very Stiff; Dark Yellowish Brown; Moist; Some Fine to Medium SAND
CLAYEY SAND (SC); Medium Dense; Dark Yellowish Brown;
Wet; Fine to Medium SAND; Some Fines; Weak Cementation
Bottom of exploration at 51.5 ft below ground surface (bgs) Groundwater Encountered at 25 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-09B
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 10 19
21 11
14 51
21 25
26 27
28 29
30 31
32 33
34 35
36 37
38 39
40 41
42 43
44 45
46 47
48 49
50 51
52 53
54 55
- -./,;,
~ )c:=
~1/ )c:=
)C-
--
§~ )c:=
)c:~
E1/ )C-
)c:=
)c:~ ~% )c:=
)C- ...
- ------------------------- )c:~ • . . -. .. c=
;;;;. ,,--
-. ..
~ )c:=
- )c:= ;::
... c;;;
:= cc=
E )c:;;;
- ,c:-
- c=
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:= )c:=
;;;; ,c:-
------------------------- >C;;;
§% )c:= )c:=
§~ ~ ~-
,C:-
)c:=
§~ )c:-
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)c:-
~z ------------------------- c=
>C~
-z·:. )c:= :=%:-.- )c:- ~· .. >C~ ~¼ c=
v--- ... z.. )c:= -z· ~ :::z•:. c=
Ez·>: >C;;;
- )c:= .. )c:-
;;;;%•· ..
~ >C;;; -z· c=
§%%:< )c:-
--
~%·:> c=
;;;; •. · c=
)c:- -z f.--,' . )c:=
§~ c=
------------------------
~~ ~ )C=
)c:=
>C~
~1/1/ )c:-
§% )c:~
c=
,c:- ~7-f·. ------------------------- )c:~
-z·: )c:= ~%-::,: c;;; ~% c-
)c:=
.-- ... z.. ,c:- -z· ~ :::z•:. c= :::-·-:, )c:;;;
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E ~
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... ... := -
-
E ~
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-
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I

BLACKBURN
CONSU LTI NG I I 1683
Section 3, Item # 3.1
>4.5

4.0 2.0

3.0 2.25
47 29
80 95
100
90 100
4 6
11 12
18 21
8 9
14 7
14 22
8 12
10 1
2 3
4 5
ASPHALT CONCRETE (7")
AGGREGATE BASE (10")
SANDY Lean CLAY (CL); hard; reddish brown; dry; some fine through coarse SAND; few fine to coarse GRAVEL
Lean CLAY (CL); very stiff to hard; dark yellowish brown; dry; little fine SAND
CLAYEY SAND (SC); medium dense; strong brown; moist; fine through coarse SAND; some fines
SANDY SILT (ML); very stiff; olive; dry; some fine to medium SAND
Poorly Graded SAND with SILT (SP-SM); medium dense; dark yellowish brown; wet; fine through coarse SAND
Poorly-graded SAND (SP); medium dense; dark yellowish brown; moist; fine to medium SAND; interbedded lenses with few fines

HELPER'S NAME
Ernesto/Jason

BOREHOLE DIAMETER
4 in

HOLE ID
TC-10A

COMPLETION DATE
9-2-20

BEGIN DATE
9-2-20

GROUND WATER

READINGS
DURING

24.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Toby
LOCATION (Lat/Long or North/East and Datum)

39.06253° / -121.5029°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
SS

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-10A
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 17 39
23 36
22 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 ---1 1~- -~
§~ ~n>--+---+--+---+---+--+---+---+->----+---+-~
§~
-
:;;;1/
E
f--
f--
f--
...
f--•
-.·.

E:: :: f,-- ,•.
f--' • r--.·.

E:::::
-.·.
- •'. ~:--:-
r--.· .• f-- .•
r---· .. •.
-------------------------
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BLACKBURN

CONSULTING
~ I
I
I I
=
..
;;;;
=
..
;;;;
=
..
;;;;
=
..
;;;;
=
..
;;;;
=
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=
..
;;;;
=
..
;;;;
=
..
;;;;
=
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;;;;
=
..
;;;;
=
..
;;;;
=
1684
Section 3, Item # 3.1
NA
>4.5
>4.5
NA
NA
NA

NP NP UC
43 100
100
100
85 95
80 10
13 15
13 22
27 13
22 27
12 16
15 15
16 18
20 29
30 6
7 8
9 10
11 Poorly Graded SAND (SP) (continued).

SANDY SILT (ML); very stiff; dark yellowish brown; moist; some very fine SAND
SILTY SAND (SM); dense; mottled dark yellowish brown and olive gray; moist; fine SAND; some fines
switched to mud rotary
dark yellowish brown; fine to medium SAND; little fines Poorly Graded SAND (SP); medium dense; dark yellowish
brown; wet; fine to medium SAND; trace fines
SILTY SAND (SM); medium dense; dark yellowish brown; moist; fine to medium SAND; little fines
Poorly Graded SAND (SP); medium dense; gray; wet; fine to medium SAND
fine through coarse SAND; trace GRAVEL in shoe
Bottom of exploration at 51.5 ft below ground surface (bgs) Goundwater Encountered at 24 ft bgs
Bulk A obtained 1.4-5 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-10A
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 28 49
49 31
34 59
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 -
-
---...
:=
E
---...
-· -.
;;;;.
:=.
-·
-· E:
§::::::
~-:-:-: ~- .. r--- • •. -.·.
-· .. ~ ·:·:-:
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r---. ·: .• ~ , .. t::.:-:-
-------------------------

BLACKBURN

CONSULTING
~ I
I
I I
;;;;
-
=
~
;;;;
;;;;
-
...
1685
Section 3, Item # 3.1

1.0 1.25
>4.5
NA

4.0 46 21
11 60
80 90
80 100
3 4
5 2
2 3
14 31
32 33
30 45
10 14
19 1
2 3
4 5
Lean CLAY (CL); Stiff; Reddish Brown; Moist; Medium Plasticity SANDY Lean CLAY (CL); (Very Stiff); Reddish Brown; Moist Lean CLAY (CL); Hard; Dark Yellowish Brown; Moist; Weakly Cemented
Well Graded GRAVEL with CLAY and SAND (GW-GC); Very
Dense; Dark Yellowish Brown; Moist; Fine to Coarse GRAVEL; Some Fine through Coarse SAND
Lean CLAY with SAND (CL); Hard; Yellowish Brown; Moist; Little Fine to Medium Sand
SILTY SAND (SM); Medium Dense; Dark Olive Brown; Wet; Fine to Medium SAND; Little SILT

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
TC-10B

COMPLETION DATE
8-25-20

BEGIN DATE
8-25-20

GROUND WATER

READINGS
DURING

24.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.06202° / -121.50216°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-10B
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 9 5
63 75
33 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 _,..
§%
§~ ..
§~ ~
;;;;
§~ ..
§~ ;;;;
§~ ~ .. §~ ;;;;
§~ .. §~ ------------------------- ;;;;
§~ .. E~ ;;;;
§% -------------------------
~ .. ~1/ ;;;;
~~
~~ .. ------------------------- ;;;;
::: • I ~ :;;;,411 .. E. I
;;;;,411 ~ ;;;;
E•I
:;;;~~ ------------------------- .. §~
§~ ;;;;
§~ ..
§~ ~
;;;;
§~ ..
§~ ;;;;
§~ ..
§ill -----------------------~ ~ ;;;
>c=
>c:=
-
~ I
I

BLACKBURN
CONSULTING I I 1686
Section 3, Item # 3.1
NA

4.5 2.0
>4.5
NA
NA
NA
NP
27 NP
10 95 19
100
100
100
100
60 7
8 9
20 23
23 16
24 30
16 18
18 15
16 22
13 14
16 6
7 8
9 10
11 SILTY SAND (SM) (continued).

SANDY Lean CLAY (CL); Hard; Dark Yellowish Brown; Moist; Some Fine to Medium SAND
Lean CLAY (CL); Stiff; Dark Yellowish Brown; Moist; Trace SAND; Some Moderate Cementation
Hard
SILTY SAND (SM); Dense; Dark Yellowish Brown; Moist; Mostly Fine to Medium SAND; Some SILT
Poorly-graded SAND (SP); Dense; Olive Gray; Moist; Fine to Medium SAND; Interbedded Lens of SANDY SILT (ML)
Little Coarse SAND
Bottom of exploration at 51.5 ft below ground surface (bgs) Goundwater Encountered at 24 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-10B
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 17 46
54 36
38 30
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 - -·
~ -. )c:=
;;;;. )c:=
)C- -. -- --· )c:= -·
.... )c:~ ::::. )C-
-· )c:= E: )c:~
-· )c:= --· )C-
§~ ------------------------- )c:~
c=
§%1/ ,,--
~ )c:=
)c:= -/ c;;;
§~ cc=
§~
)c:;;;
,c:-
c=
§~ )c:;;;
)c:=
,c:-
§~ >C;;;
)c:=
§~
)c:=
~ ~-
,C:-
§~
)c:=
)c:-
--
§1/% c=
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)c:-
:::: / c= ~ _1. ------------------------- >C~
-· )c:= --· )c:- .... >C~ t:·
-· c=
E: v---
~ )c:= -· c= -· -.... >C;;;
-· )c:= -. )c:-
;;;;. >C;;; -. c= --· )c:= -·
... ·- - - - - - - - - - - - - - - - - - - - - - - - - )c:- -· -. c= .. c= ;;;;. . . )c:- -. )c:= --· c= -· .... ::::. ..
~ )C= -· .. )c:= ;;;;-::-
-· .. >C~ f.--,•:.
-•• r---·.·.· )c:- .... . . )c:~ t::·.·.·. §>< c=
,c:-
)c:~ -· )c:= -· ::: -:::- c;;;
-· c- -. .. )c:=
;;;;. . . .-- -. ..
~ ,c:-
--· c= -·
.... )c:;;;
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E ~
- -
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... ... :::: -
- -
E ~
- -
-- -
-
~ I
I

BLACKBU R N
co N s u LT I N G I I 1687
Section 3, Item # 3.1

2.25 1.25

2.0 NA
NA
40 NP
26 NP 9
100
85 85
100
85 6
8 12
5 8
13 3
6 8
4 7
9 9
11 13
1 2
3 4
5 ASPHALT CONCRETE (3')
AGGREGATE BASE (4")
Lean CLAY (CL); very stiff; dark yellowish brown; moist; few fine SAND
some cementation; few fine through coarse SAND
Lean CLAY (CL); stiff; mottled dark yellowish brown and olive; moist; few very fine to fine SAND; trace cementation
SILT with SAND (ML); very stiff; dark yellowish brown; moist; little fine SAND; black specks (organics?)
CLAYEY SAND (SC); medium dense; dark yellowish brown;
moist; fine to medium SAND; some fines
Poorly Graded SAND with SILT (SP-SM); medium dense; dark brown; moist; fine to medium SAND; few fines

HELPER'S NAME
Nick/Mike

BOREHOLE DIAMETER
4 in

HOLE ID
TC-12A

COMPLETION DATE
9-9-20

BEGIN DATE
9-9-20

GROUND WATER

READINGS
DURING

24.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Rick
LOCATION (Lat/Long or North/East and Datum)

39.05402° / -121.51507°

EQUIPMENT
Diedrich D120

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
SS

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-12A
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 20 21
14 16
24 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 _,.. = IWI -
-
~/, =
§~ ------------------------- ..
-
-
§~ ~
;;;;
-
=
§1/ ..
-
-
§~ ;;;;
-
=
§~ ~ ..
-
-
§1/ ,, ;;;;
-
§~ =
..
-
§1/ -
;;;;
-
E%~ =
.. := / -
-
:-- ------------------------ ;;;;
- ~ -
- = -... .. := -
- -
E ;;;;
- -
- = -... .. := -
- -
E ;;;;
- -
- = -
t: -z<--· ------------------------ .. ~ -
-
-½ ,...· .. · ;;;; -z•' -
:::z· ..• =
Ez<.-· ..
-
§%%:\ -
;;;;
:::z•·:- -
-.• = Ez·:_.· ..
-
:= :-./ -
=~:. ·------------------------ ;;;; --·
~ -
-r---· .. = .... .. t:-: -
;::;::::: -
;;;; -· -
-· = -..... .. -· -. -
~ -
;;;;. ,, ;;;; -. -,• -
-· = - -
~ I
I

BLACKBU R N
co N s u LT I N G I I 1688
Section 3, Item # 3.1
NA
>4.5
>4.5
NA
NA
NA
42 11
60 95
100
65 65
65 4
7 12
8 15
23 20
50/4"
16 24
31 18
20 22
14 19
24 6
7 8
9 10
11 fine through coarse SAND; wet
Poorly Graded SAND with SILT (SP-SM) (continued).
switched to mud rotary
SILT (ML); hard; yellowish brown; moist; trace fine SAND; weak cementation
olive brown
Poorly Graded SAND with SILT (SP-SM); very dense; dark
brown; wet; fine to medium SAND; few fines
dense; lenses of SILT with SAND (ML); (stiff); olive brown; moist; little fine SAND
Bottom of exploration at 51.5 ft below ground surface (bgs) Goundwater Encountered at 24 ft bgs
Bulk A obtained 0.6-5 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-12A
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 19 38
50/4''
55 42
43 25
26 27
28 29
30 31
32 33
34 35
36 37
38 39
40 41
42 43
44 45
46 47
48 49
50 51
52 53
54 55
-
-
;;;;
-
= ~ - )c:=
)c:=
)C-
)c:=
)c:=
)c:~
)c:-
>c:= ------------------------7~7-T-7--t---r7--t--+-7--t--+-T---+--7\ ~- ,c:-
)c:=
)c:~
c=
)c:~
>c:=
c;;;
c-
)c:=
)c:;;;
,c:-
c=
,,...-
>c:=
,c:-
>C;;;
)c:=
>c:=
cc=
)c:=
)c:-
c=
c=
)c:~
)c:-
E . . - - - - - - - - - - - - - - - - - - - - - - - - -1:--+--f--t--+---+-+--+-+--+--+--+-+--+-----il~..::; ~-·· ~
c=
><.....-
f,-- •'.
:;;;:-·:-
)c:=
)c:-
t: ,: r---+--+----,r-+---+----,r-+---+--r-+---+--+--7---;ici §>: >C~ )C-
~-
f,-- .• •
:::-:···
~-
-...

BLACKBURN

CONSULTING
~ I
I
)c:~
c=
>C;;;
)c:=
)c:-
>C;;;
c= )c:-
--
c=
c= )c:-
. .--
c=
>C~
)c:-
>c:=
>C~
,c:-
)c:=
)c:~
c=
,,--
)c:=
>c:=
c;;;
c-
~
-
...
~
-
I
I 1689
Section 3, Item # 3.1
>4.5
>4.5
>4.5

4.5 43 15
85 100
90 85
10 22
36 24
50/4"
23 50/4"
9 15
20 1
2 3
4 ASPHALT CONCRETE (7")
AGGREGATE BASE (12")
Lean CLAY (CL); hard; dark gray; moist; few fine to medium SAND
Lean CLAY (CL); hard; reddish brown; moist; few fine SAND; few moderate cementation
SILT with SAND (ML); hard; dark yellowish brown; dry; little fine to medium SAND
fine SAND; some strong cementation
trace cementation
CLAYEY SAND (SC); (medium dense); dark yellowish brown; wet; fine to medium SAND; some fines

HELPER'S NAME
Caleb/Cody

BOREHOLE DIAMETER
4 in

HOLE ID
TC-12B

COMPLETION DATE
9-9-20

BEGIN DATE
9-9-20

GROUND WATER

READINGS
DURING

17.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Chad
LOCATION (Lat/Long or North/East and Datum)

39.05476° / -121.51507°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

18.0 ft on 9-9-20

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-12B
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 58 50/4''
50/4''
35 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 -i,--1
-
-
-' ~· = -.. .. -· • . -
-
§1/ ;;;;
§~ -
=
..
-
~~ -
;;;;
§~ -
=
~ .. ~% -
-
§1/
;;;;
-
=
§~ ..
-
-
~~~ ;;;;
-
:= / = ... ------------------------- .. := -
- -
E ~ ;;;;
- -
- = -... .. := -
- -
E ;;;;
- -
- = -... .. := -
- -
E ;;;;
- -
- = -... ~ .. := -
- -
E ;;;;
- -
- ~ = -... .. := -
- l -
E ;;;;
- -
- = -... .. := -
- -
E
~
;;;;
- -
- = -... .. := -
- -
E/.·. ------------------------- ;;;; -z: -
:;;;x<:-: =
.. ~% -
-
""/2'. ;;;; -z·• -
-
r---.•:. ,'·:-,? = -
~ I
I

BLACKBURN
CONSU LTI NG I I 1690
Section 3, Item # 3.1

4.0 >4.5
>4.5

2.0 NA
NA
39 NP
8 NP
UC
46 95
85 100
100
60 95
7 12
20 15
28 45
26 23
24 15
25 38
9 23
31 8
20 36
5 6
7 8
9 10
CLAYEY SAND (SC) (continued). Lean CLAY (CL); hard; olive gray; moist SILT (ML); hard; mottled dark yellowish brown and brown; moist; few fine SAND
SILTY SAND (SM); hard; mottled dark olive gray and dark brown; moist
Poorly Graded SAND (SP); (dense); dark gray; wet
SANDY SILT (ML); very stiff; dark gray; moist; some fine SAND SILTY SAND (SM); very dense; dark gray; moist; fine to medium SAND; little fines
Poorly Graded SAND (SP); dense; dark gray; wet; fine to medium SAND; trace fines
Bottom of exploration at 51.5 ft below ground surface (bgs) Goundwater Encountered at 17 ft bgs
Bulk A obtained 1.5-5 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-12B
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 32 73
47 63
54 56
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 -
-
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BLACKBURN

CONSULTING
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1691
Section 3, Item # 3.1

2.25 1.75
>4.5
>4.5

4.0 80
95 90
85 100
5 6
7 3
4 6
18 50/4"
8 19
27 10
14 19
1 2
3 4
5 ASPHALT CONCRETE (6.5")
AGGREGATE BASE (12")
SILT (ML); very stiff; dark brown; moist
Lean CLAY (CL); stiff; dark yellowish brown; moist; trace fine SAND
SILT (ML); hard; grayish brown; dry; few fine SAND; little cementation
light brown
trace cementation

HELPER'S NAME
Nick/Mike

BOREHOLE DIAMETER
4 in

HOLE ID
TC-13

COMPLETION DATE
9-8-20

BEGIN DATE
9-8-20

GROUND WATER

READINGS
DURING

28.0 ft

TOTAL DEPTH

51.4 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Rick
LOCATION (Lat/Long or North/East and Datum)

39.03709° / -121.51498°

EQUIPMENT
Diedrich D120

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

26.0 ft on 9-8-20

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
SS

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-13
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 13 10
50/4''
46 33
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
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BLACKBURN
CONSU LTI NG I I 1692
Section 3, Item # 3.1
>4.5
>4.5
>4.5
NA

2.75 NA
100
90 100
90 85
90 16
47 50/4"
10 17
30 13
30 50/5.5"
12 22
33 15
26 31
22 41
50/5"
6 7
8 9
10 11
SILT (ML); hard; mottled grayish brown and yellowish brown; moist; trace; fine SAND
switched to mud rotary
SANDY SILT (ML); hard; dark brown; moist; some very fine SAND; trace cementation
SILTY SAND (SM); dense; dark brown; wet; very fine to fine SAND; some fines; interbedded lenses of fines
SILT (ML); very stiff; light brown; moist
Poorly Graded SAND with SILT (SP-SM); very dense; dark
brown; wet; fine through coarse SAND; few fines
Bottom of exploration at 51.4 ft below ground surface (bgs) Goundwater Encountered at 28 ft bgs
Bulk A obtained 1.5-5 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-13
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 97/10''
47 80/11.5''
55 57
91/11''
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 - :::: ~ -
-
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BLACKBURN
co N s u LT I N G I I 1693
Section 3, Item # 3.1
>4.5
>4.5
>4.5
NA
NA
60 90
80 65
90 20
36 29
10 50/4"
12 28
50/6"
12 19
28 12
16 16
1 2
3 4
5 ASPHALT CONCRETE (8")
AGGREGATE BASE (2")
Lean CLAY (CL); hard; brown; dry; trace fine SAND
Lean CLAY with SAND (CL); hard; brown; moist; little fine to medium SAND
dry
dark yellowish brown; moist; some moderate to strong
cementation
SILTY SAND (SM); dense; dark yellowish brown; moist; fine SAND; some fines
Poorly Graded SAND (SP); medium dense to dense; olive gray; moist; fine to medium SAND; trace coarse SAND
CLAYEY GRAVEL with SAND (GC); very dense; gray; dry; some fine GRAVEL; some fine through coarse SAND; little fines

HELPER'S NAME
Caleb/Cody

BOREHOLE DIAMETER
4 in

HOLE ID
TC-14

COMPLETION DATE
9-8-20

BEGIN DATE
9-8-20

GROUND WATER

READINGS
DURING

28.0 ft

TOTAL DEPTH

41.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Chad
LOCATION (Lat/Long or North/East and Datum)

39.05742° / -121.49553°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-14
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 65 50/4''
78/12''
47 32
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
---~-------------------------
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BLACKBURN

CONSULTING
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1694
Section 3, Item # 3.1
NA
NA
NA
100
45 45
30 23
50/3"
17 22
27 14
23 49
10 11
11 6
7 8
9 CLAYEY GRAVEL with SAND (GC) (continued).

CLAYEY SAND with GRAVEL (SC); dense; gray; wet; mostly fine to medium SAND; little fines; few fine GRAVEL; few coarse SAND
CLAYEY SAND (SC); very dense; gray; moist; fine to medium SAND; some fines; trace fine GRAVEL
Lean CLAY (CL); (stiff); dark yellowish brown; moist; trace fine SAND
Bottom of exploration at 41.5 ft below ground surface (bgs) Goundwater Encountered at 28 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-14
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 10/21/20 50/3''
49 72
22 25
26 27
28 29
30 31
32 33
34 35
36 37
38 39
40 41
42 43
44 45
46 47
48 49
50 51
52 53
54 55
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BLACKBURN
co N s u LT I N G I I 1695
Section 3, Item # 3.1
To: Dan Contreras
Blackburn Consulting (W.SAC)
2491 Boatman Ave
West Sacramento, CA 95691
CA 95742
(916) 852-8557
From: Gene Oliphant, Ph.D. \ Randy Horney"".'t\_-c\, ·~ General Manager \ Lab Manager \
0 Date Reported
Date Submitted
10/21/2020
10/15/2020
The reported analysis was requested for the following location:

Location 3842.X OPUD Site ID: OS-2-3B.

Thank you for your business.
* For future reference to this analysis please use SUN# 83257-173751.

EVALUATION FOR SOIL CORROSION
Soil pH 6.92
Moisture 26 .. 5 %
Minimum Resistivity 0.99 ohm-cm (xl000)
Chloride 17.9 ppm 00.00179 %
Sulfate 8.5 ppm 00.00085 %
Redox Potential ( +) 208 mv
Sulfides Presence - NEGATIVE

METHODS
pH and Min.Resistivity CA DOT Test #643 Mod. (Sm.Cell)
Sulfate CA DOT Test #417, Chloride CA DOT Test #422m
Redox Potential ASTM G-200m, Sulfides AWWA Cl05/A25.5
1696
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
CLAYEY SAND, dark yellowish brown
#200 38.1
SC
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: OS-1 Depth: 10.25-10.75'
Sample Number: 3C Date:

Client:

Project:

Project No: Figure
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO) PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm.
100 10 1 0.1 0.01 0.001
% +3" Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay

38.1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
1:

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11 : 11 : 11
11 11 I
: :

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1697
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SANDY lean CLAY, olive gray
#200 56.0
CL
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: OS-2 Depth: 21-21.5'
Sample Number: 4C Date:

Client:

Project:

56.0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

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: : : : :

Ii Ii Ii Ii Ii i i i
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1:
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11 : 11 : 11
11 11 I
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1698
Section 3, Item # 3.1

DIRECT SHEAR TEST REPORT
Blackburn Consulting
W. Sacramento, CA
Client: Jacobs Engineering Group Inc.

Project: OPUD South Yuba Sewer Infrastructure
Source of Sample: P-1 Depth: 16-16.5'
Sample Number: 3C
Proj. No.: 3842.X Date Sampled:

Sample Type: 2.4" Cal Mod
Description: CLAYEY SAND, dark yellowish
brown
Assumed Specific Gravity= 2.7
Remarks:

Figure
Sample No.

Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.

Height, in.

Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.

Height, in.

Normal Stress, psf
Fail. Stress, psf
Strain, %
Ult. Stress, psf
Strain, %
Strain rate, in./min. Initial At Test Shear Stress, psf 0 500
1000
1500
2000
2500
3000
Strain, %
0 10 20 30 40
1 2
3 Vertical Deformation, in.

0.03 0.02

0.01 0
-0.01
-0.02
-0.03
Strain, %
0 5.5 11 16.5 22
Dilation Consol. 1
2 3 Fail. Stress, psf
0 2000
4000
6000
Normal Stress, psf
0 2000 4000 6000
C, psf
f, deg
Tan(f)
Results
334.2

29.2 0.56
1 19.1
102.1

79.4 0.6509

2.400

1.000

23.5 103.1
100.0

0.6346

2.400

0.990
1000.0
907.2

2.3 0.003
2 23.9

98.1 89.9

0.7185

2.400

1.000

25.4 100.0
100.0

0.6862

2.400

0.981
2000.0
1429.2

4.0 0.003
3 24.8

98.1 93.4

0.7180

2.400

1.000

24.7 101.1
100.0

0.6666

2.400

0.970
4000.0
2575.1

8.1 0.003
- /
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1699
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: P-11-3C
Type of Sample: 2.4" Cal Mod
Sample Description: SANDY SILT, reddish brown
Depth: 11-11.5'
Sample Length: 5.16 in Sample + Tube: 738 g
Diameter: 2.41 in Tube: 0.00 g
Height-to-Diameter Ratio: 2.15 Sample Weight: 738 g
Sample Area: 4.55 in2 Wet Density: 119.8 pcf
Sample Volume: 23.5 in3 Moisture: 18 %
Specific Gravity: 2.65 (assumed) Dry Density: 101.8 pcf Saturation: 75.1 %
*Moisture content taken after test
Test Results
Rate of Strain: 0.0300 in/min Rate of Strain ½%: 0.026 in/min Deflection at Max. Load: 0.072 in Rate of Strain 2%: 0.103 in/min Maximum Load: 145 lbs Strain Rate: 0.030 in/min
Strain at Failure: 1.39 % 15% Strain: 0.774 in

4.61 in2
Compressive Strength: 2.26 tsf

31.4 psi
Unconfined Compression
ASTM D 2166
Sample Data
Strain Information
Average cross-sectional area
at failure:
38~<.1'
p H-3(.
f- l\,SC
"->.. (.
38~~-1'
P-ll-3C.

II-11.s'
~<..
1700
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: P-11-3C
Type of Sample: 2.4" Cal Mod
Sample Description: SANDY SILT, reddish brown
Depth: 11-11.5'
Compressive Strength: 2.26 tsf

31.4 psi
Unconfined Compression
ASTM D 2166

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0

0.0% 0.5% 1.0% 1.5% 2.0% 2.5% 3.0% 3.5% 4.0%
Compressive Stress (psi)
Axial Strain (%)
Stress (σc) vs. Strain (ε1)
blackburn
consulting
1701
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: P-14, 2C
Type of Sample: 2.4" Cal Mod
Sample Description: SANDY lean CLAY, strong brown
Depth: 6-6.5'
Sample Length: 5.39 in Sample + Tube: 868 g
Diameter: 2.40 in Tube: 0.00 g
Height-to-Diameter Ratio: 2.25 Sample Weight: 868 g
Sample Area: 4.53 in2 Wet Density: 135.4 pcf
Sample Volume: 24.4 in3 Moisture: 16.3 %
Specific Gravity: 2.65 (assumed) Dry Density: 116.4 pcf Saturation: 102.9 %
*Moisture content taken after test
Test Results
Rate of Strain: 0.0300 in/min Rate of Strain ½%: 0.027 in/min Deflection at Max. Load: 0.136 in Rate of Strain 2%: 0.108 in/min Maximum Load: 215 lbs Strain Rate: 0.030 in/min
Strain at Failure: 2.52 % 15% Strain: 0.809 in

4.64 in2
Compressive Strength: 3.34 tsf

46.3 psi
Unconfined Compression
ASTM D 2166
Sample Data
Strain Information
Average cross-sectional area
at failure:

I
l
1702
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: P-14, 2C
Type of Sample: 2.4" Cal Mod
Sample Description: SANDY lean CLAY, strong brown
Depth: 6-6.5'
Compressive Strength: 3.34 tsf

46.3 psi
Unconfined Compression
ASTM D 2166

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0

40.0 45.0

50.0 0.0% 1.0% 2.0% 3.0% 4.0% 5.0% 6.0%
Compressive Stress (psi)
Axial Strain (%)
Stress (σc) vs. Strain (ε1)
blackburn
consulting
1703
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: P-15, 2C
Type of Sample: 2.4" Cal Mod
Sample Description: SANDY lean CLAY, strong brown
Depth: 6-6.5'
Sample Length: 5.46 in Sample + Tube: 846 g
Diameter: 2.39 in Tube: 0.00 g
Height-to-Diameter Ratio: 2.28 Sample Weight: 846 g
Sample Area: 4.49 in2 Wet Density: 131.4 pcf
Sample Volume: 24.5 in3 Moisture: 14.4 %
Specific Gravity: 2.65 (assumed) Dry Density: 114.9 pcf Saturation: 86.8 %
*Moisture content taken after test
Test Results
Rate of Strain: 0.0300 in/min Rate of Strain ½%: 0.027 in/min Deflection at Max. Load: 0.153 in Rate of Strain 2%: 0.109 in/min Maximum Load: 454 lbs Strain Rate: 0.030 in/min
Strain at Failure: 2.79 % 15% Strain: 0.819 in

4.62 in2
Compressive Strength: 7.08 tsf

98.4 psi
Unconfined Compression
ASTM D 2166
Sample Data
Strain Information
Average cross-sectional area
at failure:
35~l-1
-P--r5) ~(_ •
C-lL
1704
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: P-15, 2C
Type of Sample: 2.4" Cal Mod
Sample Description: SANDY lean CLAY, strong brown
Depth: 6-6.5'
Compressive Strength: 7.08 tsf

98.4 psi
Unconfined Compression
ASTM D 2166

0.0 20.0

40.0 60.0

80.0 100.0
120.0

0.0% 1.0% 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0%
Compressive Stress (psi)
Axial Strain (%)
Stress (σc) vs. Strain (ε1)
blackburn
consulting
1705
Section 3, Item # 3.1
To: Rob Pickard
Blackburn Consulting (W.SAC)
2491 Boatman Ave
W. Sacramento, CA 95691
CA 95742
(916) 852-8557
From: Gene Oliphant, Ph.D. \ Randy Horney,:2
General Manager \ Lab Manager\
Date Reported
Date Submitted
09/30/2020
09/23/2020
The reported analysis was requested for the following location:

Location 3842.X OPUD Site ID: P-2-3C.

Thank you for your business.
* For future reference to this analysis please use SUN# 83095-173433.

EVALUATION FOR SOIL CORROSION
Soil pH 6.02
Minimum Resistivity
Chloride
Sulfate

METHODS

2.04 ohm-cm (xl000)

15.4 ppm

4.1 ppm

00.00154 %

00.00041 %
pH and Min.Resistivity CA DOT Test #643
Sulfate CA DOT Test #417, Chloride CA DOT Test #422m
1706
Section 3, Item # 3.1
i l 4 l 9 Sunrise Gold
Rancho
To: Rob Pickard
Blackburn Consulting (W.SAC)
2491 Boatman Ave
W. Sacramento, CA 95691
From: Gene Oliphant, Ph.D. \ Randy Horner-17A
General Manager \ Lab Manager~
Date Reported 09/30/2020
Date Submitted 09/23/2020
The reported analysis was requested for the following location:

Location 3842.X OPUD Site ID: P-4-4C.

Thank you for your business.
* For future reference to this analysis please use SUN# 83095-173434.

EVALUATION FOR SOIL CORROSION
Sclil pH 6.03
Minimum Resistivity
Chloride
Sulfate

METHODS

3.22 ohm-cm (xl000)

6.7 ppm
0 .2 ppm

00.00067 %

00.00002 %
pH and Min.Resistivity CA DOT Test #643
Sulfate CA DOT Test #417, Chloride CA DOT Test #422m
1707
Section 3, Item # 3.1
l l 419 Sunrise Gold
Rancho CA 95742
To: Rob Pickard
Blackburn Consulting (W.SAC)
2491 Boatman Ave
W. Sacramento, CA 95691
(916) 852-8557
From: Gene Oliphant, Ph.D. \ Randy Horne~":2,
General Manager \ Lab Manager\
Date Reported 09/30/2020
Date Submitted 09/23/2020
The reported analysis was requested for the following location:

Location 3842.X OPUD Site ID: P-7-3B.

Thank you for your business.
* For future reference to this analysis please use SUN# 83095-173435.

EVALUATION FOR SOIL CORROSION
Soil pH 6.33
Minimum Resistivity
Chloride
Sulfate

METHODS

1.42 ohm-cm (xl000)

9.1 ppm

5.0 ppm

00.00091 %

00.00050 %
pH and Min.Resistivity CA DOT Test #643
Sulfate CA DOT Test #417, Chloride CA DOT Test #422m
1708
Section 3, Item # 3.1
4 9 Sunrise Gold Circle, l 0
Rancho
To: Rob Pickard
Blackburn Consulting (W.SAC)
2491 Boatman Ave
W. Sacramento, CA 95691
From: Gene Oliphant, Ph.D. \ Randy Horney<l,~
General Manager \ Lab Manager \
Date Reported 09/30/2020
Date Submitted 09/23/2020
The reported analysis was requested for the following location:

Location 3842.X OPUD Site ID: P-8-3B.

Thank you for your business.
* For future reference to this analysis please use SUN# 83095-173436.

EVALUATION FOR SOIL CORROSION
Soil pH 6.24
Minimum Resistivity
Chloride
Sulfate

METHODS

1.15 ohm-cm (xl000)

3.1 ppm

19. 8 ppm

00.00031 %

00.00198 %
pH and Min.Resistivity CA DOT Test #643
Sulfate CA DOT Test #417, Chloride CA DOT Test #422m
1709
Section 3, Item # 3.1
To: Rob Pickard
Blackburn Consulting (W.SAC)
2491 Boatman Ave
W. Sacramento, CA 95691
From: Gene Oliphant, Ph.D. \ Randy Horney(t,.~
General Manager \ Lab Manager'
Date Reported 09/30/2020
Date Submitted 09/23/2020
The reported analysis was requested for the following location:

Location 3842.X OPUD Site ID: P-11-3B.

Thank you for your business.
* For future reference to this analysis please use SUN# 83095-173437.

EVALUATION FOR SOIL CORROSION
Soil pH 7.09
Minimum Resistivity
Chloride
Sulfate

METHODS

1.23 ohm-cm (xl000)
17 .4 ppm

40. 7 ppm

00.00174 %

00.00407 %
pH and Min.Resistivity CA DOT Test #643
Sulfate CA DOT Test #417, Chloride CA DOT Test #422m
1710
Section 3, Item # 3.1
419 Sunrise Gold
Rancho CA 95742
(9 l 6) 852-8557
To: Rob Pickard
Blackburn Consulting (W.SAC)
2491 Boatman Ave
W. Sacramento, CA 95691
From: Gene Oliphant, Ph.D. \ Randy Horne~,4-~
General Manager \ Lab Manager~
Date Reported
Date Submitted
09/30/2020
09/23/2020
The reported analysis was requested for the following location:

Location 3842.X OPUD Site ID: P-16-3C.

Thank you for your business.
"' For future reference to this analysis please use SUN # 83095-173438.

EVALUATION FOR SOIL CORROSION
Soil pH 7.26
Minimum Resistivity
Chloride
Sulfate

METHODS

1. 63 ohm-cm (xl000)

2.2 ppm

7.5 ppm

00.00022 %

00.00075 %
pH and Min.Resistivity CA DOT Test #643
Sulfate CA DOT Test #417, Chloride CA DOT Test #422m
1711
Section 3, Item # 3.1
Rancho
To: Rob Pickard
Blackburn Consulting (W.SAC)
2491 Boatman Ave
W. Sacramento, CA 95691
(916) 852-8557
From: Gene Oliphant, Ph.D. \ Randy Horne~:t,,~
General Manager \ Lab Manager~
Date Reported
Date Submitted
09/30/2020
09/23/2020
The reported analysis was requested for the following location:

Location 3842.X OPUD Site ID: P-18-4B.

Thank you for your business.
* For future reference to this analysis please use SUN# 83095-173439.

EVALUATION FOR SOIL CORROSION
Soil pH 7.25
Minimum Resistivity
Chloride
Sulfate

METHODS

0.91 ohm-cm (xl000)

10. 9 ppm

31. 5 ppm

00.00109 %

00.00315 %
pH and Min.Resistivity CA DOT Test #643
Sulfate CA DOT Test #417, Chloride CA DOT Test #422m
1712
Section 3, Item # 3.1
CA 95742
(9 l 6) 852-8557
To: Rob Pickard
Blackburn Consulting (W.SAC)
2491 Boatman Ave
W. Sacramento, CA 95691
From: Gene Oliphant, Ph.D. \ Randy Horne}'."~~
General Manager \ Lab Manager\
Date Reported 09/30/2020
Date Submitted 09/23/2020
The reported analysis was requested for the following location:

Location 3842.X OPUD Site ID: P-24-2B.

Thank you for your business.
* For future reference to this analysis please use SUN# 83095-173440.

EVALUATION FOR SOIL CORROSION
Soil pH 7.18
Minimum Resistivity 1.02 ohm-cm (xl000)
Chloride 1. 3 ppm 00.00013 %
Sulfate 40. 6 ppm 00.00406 %

METHODS
pH and Min.Resistivity CA DOT Test #643
Sulfate CA DOT Test #417, Chloride CA DOT Test #422m
1713
Section 3, Item # 3.1
Rancho
To: Rob Pickard
Blackburn Consulting (W.SAC)
2491 Boatman Ave
W. Sacramento, CA 95691
CA 95742
From: Gene Oliphant, Ph.D. \ Randy Horney,a,f,
General Manager \ Lab Manager\
Date Reported
Date Submitted
09/30/2020
09/23/2020
The reported analysis was requested for the following location:

Location 3842.X OPUD Site ID: P-28-lC.

Thank you for your business.
* For future reference to this analysis please use SUN# 83095-173441.

EVALUATION FOR SOIL CORROSION
Soil pH 6.58
Minimum Resistivity
Chloride
Sulfate

METHODS

1.07 ohm-cm (xl000)

2.5 ppm

30.0 ppm

00.00025 %

00.00300 %
pH and Min.Resistivity CA DOT Test #643
Sulfate CA DOT Test #417, Chloride CA DOT Test #422m
1714
Section 3, Item # 3.1
l I 19 Sunrise Gold
Rancho CA 95742
To: Rob Pickard
Blackburn Consulting (W.SAC)
2491 Boatman Ave
W. Sacramento, CA 95691
(9 l 6) 852-8557
From: Gene Oliphant, Ph.D. \ Randy Horney_..,,
General Manager \ Lab Manager \£,,,
Date Reported 09/30/2020
Date Submitted 09/23/2020
The reported analysis was requested for the following location:

Location 3842.X OPUD Site ID: P-32-3B.

Thank you for your business.
* For future reference to this analysis please use SUN# 83095-173442.

EVALUATION FOR SOIL CORROSION
Soil pH 7.33
Minimum Resistivity
Chloride
Sulfate

METHODS

1.63 ohm-cm (xl000)

1.5 ppm

8.0 ppm

00.00015 %

00.00080 %
pH and Min.Resistivity CA DOT Test #643
Sulfate CA DOT Test #417, Chloride CA DOT Test #422m
1715
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
CLAYEY SAND, dark yellowish brown
#200 37.2
SC
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: P-1 Depth: 16-16.5'
Sample Number: 3C Date:

Client:

Project:

37.2 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
1:

I
I
I
1: I
I
I
I
I
:
11 : 11 : 11
11 11 I
: :

I I
I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1716
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
#200 50.9
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: P-4 Depth: 3-3.5'
Sample Number: 1C Date:

Client:

Project:

50.9 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
SANDY lean CLAY, dark reddish brown
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
I
I
I
I
1: I
I
I
I
I
1:
1:
:
11 : 11 : 11
11 11 I
: :

I I
I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1717
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
#200 87.3
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: P-5 Depth: 6-6.5'
Sample Number: 2C Date:

Client:

Project:

87.3 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
SILT, mottled olive gray and brown
I
I
I
: : : : : I
I

I I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
1:
1:
:
11 : 11 : 11
11 11 I
: :

I I
I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1718
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SANDY Lean CLAY, dark brown
#200 52.1
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: P-6 Depth: 6-6.5'
Sample Number: 1C Date:

Client:

Project:

52.1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
I
I
I
I
1: I
I
I
I
-l
~
1:
1:
:
11 : 11 : 11
11 11 I
: :

I I
I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1719
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
CLAYEY SAND, dark yellowish brown
#200 34.4
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: P-7 Depth: 3-3.5'
Sample Number: 1C Date:

Client:

Project:

34.4 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
1:
' I
1: I
I
I
I
I
:
11 : 11 : 11
11 11 I
: :

I I
I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1720
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
#200 42.1
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: P-10 Depth: 14.5-15'
Sample Number: 3C Date:

Client:

Project:

42.1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
SILTY SAND, dark brown
SM
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:

A
~
1: I
I
I
I
I
1: I
I
I
I
I
:
11 : 11 : 11
11 11 I
: :

I I
I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1721
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
#200 60.4
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: P-11 Depth: 11-11.5'
Sample Number: 3C Date:

Client:

Project:

60.4 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
SANDY SILT, reddish brown
ML
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
I
I
I
I
1: i
1:
1:
:
11 : 11 : 11
11 11 I
: :

I I
I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1722
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Poorly-graded SAND with SILT, dark yellowish brown
#200 7.1
SP-SM
Sandy Portion of Sample
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: P-13 Depth: 16.25-16.5'
Sample Number: 4C Date:

Client:

Project:

7.1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
1:
1:
:
11 : 11 : 11
11 11 I
: : : I
i I
Ii I Ii I Ii Ii Ii i
I
I i ' I
I
1723
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SANDY lean CLAY, dark yellowish brown
#200 55.5
CL
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: P-14 Depth: 6-6.5'
Sample Number: 2C Date:

Client:

Project:

55.5 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
I
I
I
I
1: I
I
-'
1:
1:
:
11 : 11 : 11
11 11 I
: :

I I
I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1724
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
CLAYEY SAND, dark reddish brown
#200 40.6
14 30 16
SC
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: P-16 Depth: 6-6.5'
Sample Number: 1C Date:

Client:

Project:

40.6 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
1: I
I
I
I
I
1: I
I
I
I
I
:
11 : 11 : 11
11 11 I
: :

I I
I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1725
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
CLAYEY SAND, dark reddish brown
#200 35.7
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: P-17 Depth: 6-6.5'
Sample Number: 2C Date:

Client:

Project:

35.7 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
1:
' I
I
1: I
I
I
I
I
:
11 : 11 : 11
11 11 I
: :

I I
I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1726
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
CLAYEY SAND, dark yellowish brown
#200 31.4
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: P-17 Depth: 10.5-11'
Sample Number: 3B Date:

Client:

Project:

31.4 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

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11 : 11 : 11
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1727
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Poorly-graded SAND with SILT, dark yellowish brown
# 200 8.4
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: P-26 Depth: 20.5-21'
Sample Number: 5B Date:

Client:

Project:

8.4 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
1:
1:
:
11 : 11 : 11
11 11 I
: : : I
i I
Ii I Ii I Ii Ii Ii i
I
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I
I
1728
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
CLAYEY SAND, dark yellowish brown
#200 30.2
SC
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: P-28 Depth: 10-10.5'
Sample Number: 3C Date:

Client:

Project:

30.2 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
1:

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11 : 11 : 11
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: :

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i
1729
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SANDY lean CLAY, dark yellowish brown
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#140
#200
100.0

99.8 99.7

98.5 94.3

89.5 84.3

77.0 71.6

66.7 0.4511 0.2648
CL
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: P-30 Depth: 10.5-11.5'
Sample Number: 3 Date:

Client:

Project:

0.0 0.0 0.3 1.2 9.0 22.8 66.7 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
- ~ "~ I I
I I
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1730
Section 3, Item # 3.1

LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX
0 10
20 30
40 50
60 LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL or OL
CH or OH
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
4 7 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
Project No. Client: Remarks:

Project:

Blackburn Consulting
W. Sacramento, CA Figure
Source of Sample: TC-6A Depth: 10.5-11' Sample Number: 2B Source of Sample: TC-6A Depth: 16-16.5' Sample Number: 3C Source of Sample: TC-6A Depth: 21-21.5' Sample Number: 4C Source of Sample: TC-6A Depth: 26-26.5' Sample Number: 5C Lean CLAY with SAND, yellowish brown 41 21 20 CL
Lean CLAY, dark yellowish brown 43 21 22 CL
Lean CLAY, yellowish brown 42 20 22 CL
Fat CLAY, yellowish brown 57 25 32 CH
3842.X Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
f__ // /' /
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1731
Section 3, Item # 3.1

Project:

Blackburn Consulting
W. Sacramento, CA Figure
Source of Sample: TC-7A Depth: 15.5-16.5' Sample Number: 4 Source of Sample: TC-7A Depth: 20.5-21.5' Sample Number: 5 Source of Sample: TC-7A Depth: 25.5-26.5' Sample Number: 6 SILT, yellowish brown 42 38 4 ML
Lean CLAY, yellowish brown 38 22 16 CL
SANDY SILT, dark yellowish brown NP NP NP 57.0 ML
3842.X Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
// I / /v
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1732
Section 3, Item # 3.1

Project:

Blackburn Consulting
W. Sacramento, CA Figure
Source of Sample: TC-7B Sample Number: 2
Source of Sample: TC-7B Sample Number: 4
Source of Sample: TC-7B
Depth: 5.5-6.5'
Depth: 15.5-16.5'
Depth: 25.5-26.5' Sample Number: 6
Lean CLAY, dark brown 24 15 9 CL
SANDY SILT, dark brown NP NP NP 51.2 ML
SANDY SILT, brown 36 26 10 ML
3842.X Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
/ I / /v / 7 // ,, - -
/ I //
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1733
Section 3, Item # 3.1

Project:

Blackburn Consulting
W. Sacramento, CA Figure
Source of Sample: TC-9A Depth: 10.5-11.5' Sample Number: 2 Source of Sample: TC-9A Depth: 15.5-16.5' Sample Number: 3 Source of Sample: TC-9A Depth: 25.5-26.5 Sample Number: 5 Source of Sample: TC-9A Depth: 35.5-36.5' Sample Number: 7 CLAYEY SAND, dark reddish brown 27 15 12 45.9 SC
Lean CLAY, reddish brown 34 15 19 CL
Interbedded lenses of lean CLAY and CLAYEY SAND,
yellowish brown 38 21 17 56.3 CL,SC
Interbedded lenses of SILTY SAND and SANDY SILT,
dark yellowish brown NP NP NP 34.0 SM,ML
3842.X Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
f__ // /' /
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1734
Section 3, Item # 3.1

Project:

Blackburn Consulting
W. Sacramento, CA Figure
Source of Sample: TC-9B Depth: 5.5-6.5' Sample Number: 2 Source of Sample: TC-9B Depth: 25.5-26' Sample Number: 6B Source of Sample: TC-9B Depth: 31-31.5' Sample Number: 7C SILTY CLAY, dark reddish brown 22 15 7 CL-ML
Lean CLAY with SAND, strong brown 42 25 17 CL
SILT, dark yellowish brown 46 30 16 ML
3842.X Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
f__ // /' /
-/ /_ L L
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1735
Section 3, Item # 3.1

Project:

Blackburn Consulting
W. Sacramento, CA Figure
Source of Sample: TC-10B Depth: 20.5-21' Sample Number: 5B Source of Sample: TC-10B Depth: 25.5-26.5' Sample Number: 6 Source of Sample: TC-10B Depth: 31-31.5' Sample Number: 7C Lean CLAY with SAND, yellowish brown 46 25 21 CL
SILTY SAND, dark olive brown NP NP NP 18.6 SM
Lean CLAY, dark yellowish brown 27 17 10 CL
3842.X Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
f__ // /' /
-/ /_ L L
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1736
Section 3, Item # 3.1

Project:

Blackburn Consulting
W. Sacramento, CA Figure
Source of Sample: TC-2C Depth: 3-3.5' Sample Number: 1B Source of Sample: TC-2C Depth: 30.5-31' Sample Number: 8B Source of Sample: TC-2C Depth: 40.5-41.5' Sample Number: 10 SILT, yellowish brown 29 25 4 ML
SILTY SAND, dark yellowish brown NP NP NP 62.2 19.9 SM
Lean CLAY, yellowish brown 44 25 19 CL
3842.X Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
// I -/ /v / I // ,/ -
/ f---
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1737
Section 3, Item # 3.1

Project:

Blackburn Consulting
W. Sacramento, CA Figure
Source of Sample: TC-8A Depth: 15.5-16.5' Sample Number: 3 Source of Sample: TC-8A Depth: 35.5-36' Sample Number: 7B CLAYEY SAND, dark brown 28 13 15 72.5 17.4 SC
Lean CLAY, dark gray 27 15 12 CL
3842.X Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
f__ // /' /
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1738
Section 3, Item # 3.1

Project:

Blackburn Consulting
W. Sacramento, CA Figure
Source of Sample: TC-8B Depth: 10.5-11' Sample Number: 3B Source of Sample: TC-8B Depth: 30.5-31' Sample Number: 7B Source of Sample: TC-8B Depth: 35.5-36' Sample Number: 8B Lean CLAY with SAND, brown 30 13 17 CL
SILTY SAND, dark yellowish brown NP NP NP 42.6 SM
CLAYEY SAND, dark yellowish brown 27 16 11 48.6 SC
3842.X Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
f__ // /' /
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1739
Section 3, Item # 3.1

Project:

Blackburn Consulting
W. Sacramento, CA Figure
Source of Sample: TC-10A Depth: 10.5-11' Sample Number: 3B Source of Sample: TC-10A Depth: 35.3-36' Sample Number: 8B Lean CLAY, reddish brown 47 18 29 CL
SILTY SAND, strong brown NP NP NP SM
3842.X Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
I
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1740
Section 3, Item # 3.1

Project:

Blackburn Consulting
W. Sacramento, CA Figure
Source of Sample: TC-12A Depth: 5.5-6' Sample Number: 2B Source of Sample: TC-12A Depth: 20.5-21.5' Sample Number: 5 Source of Sample: TC-12A Depth: 31-31.5' Sample Number: 7C Lean CLAY, dark brown 40 14 26 CL
Poorly-graded SAND with SILT, dark reddish brown NP NP NP 73.4 9.0 SP-SM SILT, yellowish brown 42 31 11 ML
3842.X Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
f__ // /' /
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1741
Section 3, Item # 3.1

Project:

Blackburn Consulting
W. Sacramento, CA Figure
Source of Sample: TC-12B Depth: 15-16' Sample Number: 3 Source of Sample: TC-12B Depth: 31-31.5' Sample Number: 6C Source of Sample: TC-12B Depth: 35.5-36.5' Sample Number: 7 SILT with SAND, yellowish brown 43 28 15 ML
SILT, yellowish brown 39 31 8 ML
SILTY SAND, dark yellowish brown NP NP NP 46.4 SM
3842.X Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
// / / //
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1742
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SANDY SILT, dark yellowish brown
#200 57.0

NP NP NP
ML
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-7A Depth: 25.5-26.5'
Sample Number: 6 Date:

Client:

Project:

57.0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
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11 11 I
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1743
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#140
#200
100.0
100.0
100.0

99.8 98.0

61.6 17.9

7.4 5.5

4.5 0.6669 0.6004 0.4170

0.3727 0.2975 0.2354

0.1991 2.09 1.07
SP
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Poorly-graded SAND, dark brown
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-7A Depth: 35.5-36.5'
Sample Number: 8 Date:

Client:

Project:

0.0 0.0 0.0 0.2 38.2 57.1 4.5 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
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1744
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SANDY SILT, dark brown
#200 51.2

NP NP NP
ML
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-7B Depth: 15.5-16.5' Sample Number: 4 Date:

Client:

Project:

51.2 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
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: : : : :

Ii Ii Ii Ii Ii i i i
I
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:
11 : 11 : 11
11 11 I
: :

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1745
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Poorly-graded SAND with CLAY, dark brown
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#140
#200
100.0
100.0

99.7 97.5

88.6 41.6

17.7 11.9

10.0 8.6

0.9393 0.7907 0.5483

0.4794 0.3475 0.2176

0.1059 5.18 2.08
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-7B Depth: 30.5-31.5'
Sample Number: 7 Date:

Client:

Project:

0.0 0.0 0.3 2.2 55.9 33.0 8.6 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
.r..
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1746
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
CLAYEY SAND, dark reddish brown
#200 45.9
15 27 12
SC
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-9A Depth: 10.5-11.5'
Sample Number: 2 Date:

Client:

Project:

45.9 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
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1747
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Interbedded lenses of lean CLAY and CLAYEY SAND,
#200 56.3 yellowish brown
21 38 17
CL,SC
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-9A Depth: 25.5-26.5
Sample Number: 5 Date:

Client:

Project:

56.3 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

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11 : 11 : 11
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Ii Ii i
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1748
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
#200 34.0

NP NP NP
SM,ML
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Interbedded lenses of SILTY SAND and SANDY SILT, dark
yellowish brown
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-9A Depth: 35.5-36.5'
Sample Number: 7 Date:

Client:

Project:

34.0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
1:
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1: I
I
I
I
I
:
11 : 11 : 11
11 11 I
: :

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I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1749
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Well-graded GRAVEL with CLAY and SAND, dark yellowish

1.5" brown
1"
3/4"
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#140
#200
100.0

86.4 77.9

69.3 62.3

50.9 42.5

33.8 22.5

16.7 13.6

12.4 11.4

28.3540 24.3262 8.5712

4.4008 0.6706 0.1973
GW-GC
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-10B Depth: 15.5-16.5'
Sample Number: 4 Date:

Client:

Project:

0.0 22.1 27.0 8.4 20.0 11.1 11.4 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
~
~ I
I
I
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I : : :

I
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I I I
Ii Ii Ii Ii i i i : : : :
: : N : :

Ii Ii Ii Ii i i i
~ : I
I
~ I
I
1: I
\ I
I
I
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I 'I\ I
ti,. I
I
:
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11 11
....
~ I I I
i ~ -~~
I
Ii I Ii I Ii Ii Ii i

I I I I
I I I
I I I
I I I
I I I
I
I
1750
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SILTY SAND, dark olive brown
#200 18.6

NP NP NP
SM
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-10B Depth: 25.5-26.5'
Sample Number: 6 Date:

Client:

Project:

18.6 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
1:
1:
:
11 : 11 : 11
11 11 I
: :

I 1 I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1751
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SILTY SAND, dark yellowish brown
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#140
#200
100.0
100.0
100.0

99.9 93.5

62.2 44.7

34.7 27.0

19.9 NP NP NP

0.7686 0.6823 0.4042

0.3057 0.1210
SM A-2-4(0)
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-2C Depth: 30.5-31'
Sample Number: 8B Date:

Client:

Project:

0.0 0.0 0.0 0.1 37.7 42.3 19.9 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
.r.. ~
': : : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : :
' i
: :

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\ I
I
I
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I
I
I
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\ 1: I I\ I
I
I
I
1: I
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I I I
I I I ~
:
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11 11 I
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Ii I Ii I Ii
Ii Ii i
I I
i i
I
I
1752
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
CLAYEY SAND, dark brown
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#140
#200
100.0
100.0
100.0

99.9 97.6

72.5 38.9

22.5 19.3

17.4 13 28 15

0.6228 0.5452 0.3497

0.3010 0.2037
SC A-2-6(0)
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-8A Depth: 15.5-16.5'
Sample Number: 3 Date:

Client:

Project:

0.0 0.0 0.0 0.1 27.4 55.1 17.4 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
.r.. ~
--~~
: : : : :

I I I I I
Ii Ii Ii Ii Ii ' i
i i : : : : :
: : :
~ : :

Ii Ii Ii Ii Ii i i
1: \
'
~ 1: \ 1: I
I \, I
I
I
:
11 : 11 : 11
11 11 I
: :i ~~l
: I
Ii I Ii I Ii
Ii Ii i
I
I i
i
I
I
1753
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Lean CLAY, dark greenish gray
#200 90.7
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-8A Depth: 25.5-26'
Sample Number: 5B Date:

Client:

Project:

90.7 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
I
I
I
: : : : : I

I I I I I
Ii Ii Ii Ii Ii i i i
: : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
1:
1:
:
11 : 11 : 11
11 11 I
: :

I I
I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1754
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Poorly-graded GRAVEL with CLAY and SAND, grayish
#200 8.9 brown
GP-GC
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-8B Depth: 15.5-16.5'
Sample Number: 4 Date:

Client:

Project:

8.9 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
1:
1:
:
11 : 11 : 11
11 11 I
: : : I
i I
Ii I Ii I Ii Ii Ii i
I
I i 1
I
I
I
1755
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SILTY SAND, dark yellowish brown
#200 42.6

NP NP NP
SM
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-8B Depth: 30.5-31'
Sample Number: 7B Date:

Client:

Project:

42.6 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
' 1: I
I
I
I
I
1: I
I
I
I
I
:
11 : 11 : 11
11 11 I
: :

I I
I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1756
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
CLAYEY SAND, dark yellowish brown
#200 48.6
16 27 11
SC
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-8B Depth: 35.5-36'
Sample Number: 8B Date:

Client:

Project:

48.6 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
I
I
I
I
1: I
I
I
I
I
I
1:
1:
:
11 : 11 : 11
11 11 I
: :

I I
I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1757
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SILTY SAND, yellowish brown
#200 43.1
SM
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-10A Depth: 30.5-31'
Sample Number: 7B Date:

Client:

Project:

43.1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
I
I
I
I
1: I
I
I
I
I
I
I
I
l
I
1: I
I
I
I
I
1: I
I
I
I
I
:
11 : 11 : 11
11 11 I
: :

I I
I
Ii I Ii I Ii
Ii Ii i
I I
i i
1758
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Poorly-graded SAND with SILT, dark reddish brown
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#140
#200
100.0
100.0
100.0
100.0

98.5 73.4

21.5 12.1

10.3 9.0

NP NP NP

0.5551 0.5005 0.3708

0.3383 0.2787 0.1848

0.0999 3.71 2.10
SP-SM A-3
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-12A Depth: 20.5-21.5'
Sample Number: 5 Date:

Client:

Project:

0.0 0.0 0.0 0.0 26.6 64.4 9.0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
.r.. " _r
r'I'
: : : : :

I I I 1 I I
Ii Ii Ii Ii Ii \i i i : : : : :
: : :
~ : :

Ii Ii Ii Ii Ii i i
1:
1:
1:
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Ii I Ii I Ii Ii Ii i
I I
I I I
I I I
I I I
I I I
I
I
1759
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SILTY SAND, dark yellowish brown
#200 46.4

NP NP NP
SM
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-12B Depth: 35.5-36.5'
Sample Number: 7 Date:

Client:

Project:

46.4 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
I
I
I
I
1: I
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I
I
I
I
I
1 I
I
1: I
I
I
I
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1: I
I
I
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I
:
11 : 11 : 11
11 11 I
: :

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Ii I Ii I Ii
Ii Ii i
I I
i i
1760
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-2C, 6B
Type of Sample: 2.4" Cal Mod
Sample Description: Lean CLAY with SAND, yellowish brown Depth: 20.5-21'
Sample Length: 5.27 in Sample + Tube: 692 g
Diameter: 2.40 in Tube: 0.00 g
Height-to-Diameter Ratio: 2.19 Sample Weight: 692 g
Sample Area: 4.54 in2 Wet Density: 110.2 pcf
Sample Volume: 23.9 in3 Moisture: 41.3 %
Specific Gravity: 2.65 (assumed) Dry Density: 78.0 pcf
Saturation: 97.6 %
*Moisture content taken after test
Test Results
Rate of Strain: 0.0200 in/min Rate of Strain ½%: 0.026 in/min Deflection at Max. Load: 0.140 in Rate of Strain 2%: 0.105 in/min Maximum Load: 152 lbs Strain Rate: 0.020 in/min
Strain at Failure: 2.66 % 15% Strain: 0.791 in

4.66 in2
Compressive Strength: 2.35 tsf

32.7 psi
Unconfined Compression
ASTM D 2166
Sample Data
Strain Information
Average cross-sectional area
at failure:
- •
l '
389J.X
it-).( - (9 g
d'0-~-?-1'
1761
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-6A-5C
Type of Sample: 2.4" Cal Mod
Depth: 26-26.5'
Sample Length: 5.26 in Sample + Tube: 738 g
Diameter: 2.39 in Tube: 0.00 g
Height-to-Diameter Ratio: 2.20 Sample Weight: 738 g
Sample Area: 4.47 in2 Wet Density: 119.7 pcf
Sample Volume: 23.5 in3 Moisture: 29 %
Specific Gravity: 2.65 (assumed) Dry Density: 93.0 pcf
Saturation: 97.7 %
*Moisture content taken after test
Test Results
Rate of Strain: 0.0500 in/min Rate of Strain ½%: 0.026 in/min Deflection at Max. Load: 0.135 in Rate of Strain 2%: 0.105 in/min Maximum Load: 112 lbs Strain Rate: 0.050 in/min
Strain at Failure: 2.56 % 15% Strain: 0.788 in

4.58 in2
Compressive Strength: 1.75 tsf

24.4 psi
Unconfined Compression
ASTM D 2166
Sample Data
Strain Information
Average cross-sectional area
at failure:

Sample Description: Fat CLAY, yellowish brown
3e,J
TL-foA-<::»<.
ato-~6-S'
Ul.
3e~i
TL-~A-~l
;}.lo-dl6-~'
UL
1762
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-6A-5C
Type of Sample: 2.4" Cal Mod
Depth: 26-26.5'
Compressive Strength: 1.75 tsf

24.4 psi
Unconfined Compression
ASTM D 2166

0.0 5.0

10.0 15.0

20.0 25.0

30.0 0.0% 1.0% 2.0% 3.0% 4.0% 5.0% 6.0% 7.0%
Compressive Stress (psi)
Axial Strain (%)
Stress (σc) vs. Strain (ε1)
Sample Description: Fat CLAY, yellowish brown
blackburn
consulting
1763
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-9B-6B
Type of Sample: 2.4" Cal Mod
Sample Description: Lean CLAY with SAND, strong brown
Depth: 25.5-26'
Sample Length: 5.02 in Sample + Tube: 672 g
Diameter: 2.39 in Tube: 0.00 g
Height-to-Diameter Ratio: 2.10 Sample Weight: 672 g
Sample Area: 4.49 in2 Wet Density: 113.4 pcf
Sample Volume: 22.6 in3 Moisture: 40 %
Specific Gravity: 2.65 (assumed) Dry Density: 81.3 pcf
Saturation: 101.4 %
*Moisture content taken after test
Test Results
Rate of Strain: 0.0200 in/min Rate of Strain ½%: 0.025 in/min Deflection at Max. Load: 0.195 in Rate of Strain 2%: 0.100 in/min Maximum Load: 20 lbs Strain Rate: 0.020 in/min
Strain at Failure: 6.08 % 15% Strain: 0.753 in

4.78 in2
Compressive Strength: 0.42 tsf

5.9 psi
`
Unconfined Compression
ASTM D 2166
Sample Data
Strain Information
Average cross-sectional area
at failure:
s~~l-1.

Tt-1g-k8
ls-~-~,
UL
~~~li
.---Tt-ie-bg
J. s.~-;6•
Ul.
1764
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-9B-6B
Type of Sample: 2.4" Cal Mod
Sample Description: Lean CLAY with SAND, strong brown
Depth: 25.5-26'
Compressive Strength: 0.42 tsf

5.9 psi
Unconfined Compression
ASTM D 2166

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

0.0% 2.0% 4.0% 6.0% 8.0% 10.0% 12.0% 14.0%
Compressive Stress (psi)
Axial Strain (%)
Stress (σc) vs. Strain (ε1)
blackburn
consulting
1765
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-9B-7C
Type of Sample: 2.4" Cal Mod
Sample Description: SILT, dark yellowish brown
Depth: 31-31.5'
Sample Length: 5.19 in Sample + Tube: 694 g
Diameter: 2.40 in Tube: 0.00 g
Height-to-Diameter Ratio: 2.16 Sample Weight: 694 g
Sample Area: 4.52 in2 Wet Density: 112.5 pcf
Sample Volume: 23.5 in3 Moisture: 43 %
Specific Gravity: 2.65 (assumed) Dry Density: 78.9 pcf
Saturation: 103.0 %
*Moisture content taken after test
Test Results
Rate of Strain: 0.0200 in/min Rate of Strain ½%: 0.026 in/min Deflection at Max. Load: 0.242 in Rate of Strain 2%: 0.104 in/min Maximum Load: 56 lbs Strain Rate: 0.020 in/min
Strain at Failure: 4.65 % 15% Strain: 0.779 in

4.74 in2
Compressive Strength: 0.85 tsf

11.9 psi
Unconfined Compression
ASTM D 2166
Sample Data
Strain Information
Average cross-sectional area
at failure:
3gqJ -x
Tl.-18-7(
\...Al
sl· s/6'
~
3gq::i .x I
Tl-~ B-7(
"-Al
31· s/5 I
1766
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-9B-7C
Type of Sample: 2.4" Cal Mod
Sample Description: SILT, dark yellowish brown
Depth: 31-31.5'
Compressive Strength: 0.85 tsf

11.9 psi
Unconfined Compression
ASTM D 2166

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

0.0% 2.0% 4.0% 6.0% 8.0% 10.0% 12.0% 14.0%
Compressive Stress (psi)
Axial Strain (%)
Stress (σc) vs. Strain (ε1)
blackburn
consulting
1767
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-10A, 8B
Type of Sample: 2.4" Cal Mod
Sample Description: SILTY SAND, strong brown
Depth: 35.5-36'
Sample Length: 5.00 in Sample + Tube: 768 g
Diameter: 2.41 in Tube: 0.00 g
Height-to-Diameter Ratio: 2.08 Sample Weight: 768 g
Sample Area: 4.56 in2 Wet Density: 128.3 pcf
Sample Volume: 22.8 in3 Moisture: 22.2 %
Specific Gravity: 2.65 (assumed) Dry Density: 105.0 pcf Saturation: 102.2 %
*Moisture content taken after test
Test Results
Rate of Strain: 0.0300 in/min Rate of Strain ½%: 0.025 in/min Deflection at Max. Load: 0.083 in Rate of Strain 2%: 0.100 in/min Maximum Load: 26 lbs Strain Rate: 0.030 in/min
Strain at Failure: 1.67 % 15% Strain: 0.750 in

4.64 in2
Compressive Strength: 0.41 tsf

5.7 psi
Unconfined Compression
ASTM D 2166
Sample Data
Strain Information
Average cross-sectional area
at failure:
- •
3~~J, i.. I
12-Jo1 &E
:s-r:5---$6'
etc I
1768
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-12B-6C
Type of Sample: 2.4" Cal Mod
Sample Description: SILT, yellowish brown
Depth: 31-31.5
Sample Length: 4.87 in Sample + Tube: 682 g
Diameter: 2.39 in Tube: 0.00 g
Height-to-Diameter Ratio: 2.04 Sample Weight: 682 g
Sample Area: 4.47 in2 Wet Density: 119.4 pcf
Sample Volume: 21.7 in3 Moisture: 34 %
Specific Gravity: 2.65 (assumed) Dry Density: 89.2 pcf
Saturation: 105.2 %
*Moisture content taken after test
Test Results
Rate of Strain: 0.0200 in/min Rate of Strain ½%: 0.024 in/min Deflection at Max. Load: 0.191 in Rate of Strain 2%: 0.097 in/min Maximum Load: 197 lbs Strain Rate: 0.020 in/min
Strain at Failure: 3.93 % 15% Strain: 0.730 in

4.65 in2
Compressive Strength: 3.05 tsf

42.4 psi
Unconfined Compression
ASTM D 2166
Sample Data
Strain Information
Average cross-sectional area
at failure:
1769
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-12B-6C
Type of Sample: 2.4" Cal Mod
Sample Description: SILT, yellowish brown
Depth: 31-31.5
Compressive Strength: 3.05 tsf

42.4 psi
Unconfined Compression
ASTM D 2166

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0

40.0 45.0

0.0% 1.0% 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0%
Compressive Stress (psi)
Axial Strain (%)
Stress (σc) vs. Strain (ε1)
blackburn
consulting
1770
Section 3, Item # 3.1
Geotechnical  Geo-Environmental  Construction Services  Forensics

UPDATED DRAFT PRELIMINARY

GEOTECHNICAL BASIS OF DESIGN
REPORT
Olivehurst Public Utilities District
South Yuba Sewer and Water
Infrastructure Project
Olivehurst, CA
APPENDIX B: Trenchless Pipeline Crossings
B1: Site Plan
B2: Boring and Test Pit Logs Legend
Boring and Test Pit Logs
B3: Laboratory Test Results

BLACKBUR------------------------

CONSULTING
~
1771
Section 3, Item # 3.1

ARBOGA RD OLIVEHURST AVE POWERLINE RD BERNICE AVE GEORGE AVE McGOWAN PKWY

MAGE AVE

RANCHO RD

PLUMAS ARBOGA RD ARBOGA RD FORTY MILE RD

OSTROM RD
7TH AVE
14TH ST

YUBA COUNTY

AIRPORT

ROSSER RD

MORRISON RD

S BEALE RD BRADSHAW RD VIRGINIA RD

RANCHO RD

PLUMAS ARBOGA RD CHIPPAWA TRAIL HALE RD

MARY AVE
70 65
65 PLUMAS ARBOGA RD
70 GEORGE AVEVICTORIA LN WWTP
B1b
B1c
B1c
B1d
B1d
B1e
?
B1e
B1b
? 4/30/2021 3842.x AppB1 OPUD South Yuba Sewer.dwg
Appendix B1a
April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

TRENCHLESS CROSSINGS LOCATIONS
SCALE 1" = 2,500'

L E G E N D
Approximate Pipeline Water Only
Approximate Pipeline Sewer Only
Approximate Pipeline Sewer and Water
Trenchless Crossing Location
Source: South County Sewer and Water Project, Volume
2 plans created by Jacobs, dated October 2020.

Alignment Package Admin Draft 10-12-2020.
- D
' ~,
I', ~
' ( '<9, I
I
I
I
rJ l_,
D . I
==--.. ·- I
I __ L:L ____ J
I
------ --- --- ~ 1
cb
I
I
I

BLACKBURN

CONSULTING
0 1772
Section 3, Item # 3.1
TC-1A TC-1B TC-1C 350+ ft.

TC-2C TC-2A
TC-2AA
TC-2B
Appendix B1b
SCALE: 1"=80'
McGOWAN PKWY SR 70 SB SR 70 NB

TRENCHLESS CROSSING
OLIVE AVE SCALE: 1"=80' SR 65 SB SR 65 NB

RANCHO RD
TRENCHLESS CROSSING 4/30/2021 3842.x AppB1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

TRENCHLESS CROSSINGS

L E G E N D
Approximate Water Pipeline Location
Approximate Sewer Pipeline Location
Trenchless Crossing Boring Location
Planned Trenchless Crossing Boring
Location
TC-X
TC-X
-$-
-$- BLACKBURN
CONSULTING 1773
Section 3, Item # 3.1
TC-7A TC-7B
TC-8A
TC-8B
TC-9A TC-9B
Appendix B1c
SCALE: 1"=80' 4/30/2021 3842.x AppB1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

TRENCHLESS CROSSINGS

RANCHO RD

TRENCHLESS CROSSING

TRENCHLESS CROSSING
SCALE: 1"=80'

RANCHO RD

TRENCHLESS CROSSING
Hutchinson Creek SHIMER RD

L E G E N D
Approximate Water Pipeline Location
Approximate Sewer Pipeline Location
Trenchless Crossing Boring Location
Planned Trenchless Crossing Boring
Location
TC-X
TC-X
-$-
-$- BLACKBURN
CONSULTING 1774
Section 3, Item # 3.1
TC-10A TC-10B
TC-4A TC-4B
TC-4C
Appendix B1d
SCALE: 1"=80' 4/30/2021 3842.x AppB1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

TRENCHLESS CROSSINGS

RANCHO RD

PUMP STATION

RANCHO RD NEAR

KIMBALL CREEK

TRENCHLESS CROSSING
SCALE: 1"=80' SR 65 SB SR 65 NB

SHIMER RD

TRENCHLESS CROSSING

ROSSIER RD

BLACKBURN
CONSULTING 1775
Section 3, Item # 3.1
TC-11A TC-11B
TC-12A
TC-12B
Appendix B1e
SCALE: 1"=80' 4/30/2021 3842.x AppB1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

TRENCHLESS CROSSINGS

MORRISON RD
TRENCHLESS CROSSING SR 65 SB SR 65 NB

L E G E N D
Approximate Water Pipeline Location
Approximate Sewer Pipeline Location
Trenchless Crossing Boring Location
Planned Trenchless Crossing Boring
Location
TC-X
TC-X

FORTY MILE RD

TRENCHLESS CROSSING
-$-
-$-
978<-00.00

BLACKBURN
CONSULTING 1776
Section 3, Item # 3.1
(ASTM D 2435)
(ASTM D 5333)
(ASTM D 698 & 1557, CTM 216)
(CTM 643,
CTM 417, CTM 422)
(ASTM D 4767)
(ASTM D 3080)
(ASTM D 4829)
(ASTM D 2216)
(ASTM D 2974)
(ASTM D 5084)
(ASTM D 6913 & 7928)
(ASTM D 4318)
(ASTM D 5731)
(CTM 301)
(CTM 217)
(AASHTO T100)
(ASTM D 4943)
(ASTM D 4546)
(ASTM D 2166)
(ASTM D 7012)
(ASTM D 2850)
(ASTM D 7263)
(AASHTO T223 / ASTM D 2573)
PAGE 1
California Sampler (2" ID)
Modified California Sampler (2.4" ID)
8/5/2019 Boring Legend for Reports 2019.dwg

BORING RECORD LEGEND

DRILLING METHOD SYMBOLS
[R] Auger Drilling ~ Rotary Drilling

BLACKBURN

CONSULTING
Dynamic Cone
or Hand Driven El Diamond Core

SAMPLER GRAPHIC SYMBOLS
[g] Standard Penetration Test (SPT)
~ -·- ·- __ ,,.,.. ......

B - ·- ---··-,..·-·
[I] Shelby Tube [II] Piston Sampler
[] NX Rock Core
~ HQ Rock Core
I Bulk Sample ~ Other (see remarks)

WATER LEVEL SYMBOLS
5j__ First Water Level Reading (during drilling)
:f__ Static Water Level Reading (short-term)
.!. Static Water Level Reading (long-term)
1777
Section 3, Item # 3.1
PAGE 2
8/5/2019 Boring Legend for Reports 2019.dwg

BORING RECORD LEGEND
Extrudes between fingers when squeezed

PLASTICITY OF FINE-GRAINED SOILS
Criteria
A 1/8-inch thread cannot be rolled at any water content.

The thread can barely be rolled, and the lump cannot be formed when drier than the plastic limit.

The thread is easy to roll, and not much time is required to reach the plastic limit; it cannot be rerolled after reaching the plastic limit. The lump crumbles when drier than the plastic limit.

CEMENTATION
Criteria
Crumbles or breaks with handling or
little finger pressure.

Crumbles or breaks with considerable
finger pressure.

Will not crumble or break with finger
pressure.

BLACKBURN
CONSULTING 1778
Section 3, Item # 3.1

2.25 >4.5

HELPER'S NAME
Nick/Mike

BOREHOLE DIAMETER
4 in

HOLE ID
TC-02AA

COMPLETION DATE
9-10-20

BEGIN DATE
9-10-20

GROUND WATER

READINGS
DURING

29.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Rick
LOCATION (Lat/Long or North/East and Datum)

39.07996° / -121.53077°

EQUIPMENT
Diedrich D120

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-02AA
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
DWC
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 16 50/4''
27 63
51 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 _,.. ,_
§1/ .. §~ ;;;;
§~ ~ .. §~ ;;;;
§~ .. §~ ~
§%1/
;;;;
§1/ .. §~------------------------- ;;;;
§~ .. §~ ;;;;
§~ ~ .. §1/ ;;;;
§~ .. §~ ;;;;
~~ .. g~ ~ ;;;;
§f------------------------- .. ~~ ;;;;
§1/ .. §~ ;;;; ~% ~ §1/ ..
§~ ;;;;
§~ .. §7;1/ ------------------------- ;;;;
- ,- /
~ I
I

BLACKBURN
CONSULTING I I 1779
Section 3, Item # 3.1
>4.5

2.25 >4.5
>4.5
>4.5
>4.5
100
85 100
85 100
100
22 50/5"
7 13
21 12
16 27
24 38
50/4"
17 34
50/4.5"
14 24
50/6"
6 7
8 9
10 11
cementation
SANDY Lean CLAY (CL) (continued).

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-02AA
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
DWC
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 50/5''
34 43
88/10''
84/10.5''
74/12''
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 - §~ ~
§~ ;;;;
-
=
§~ ~
E1/ ;;;;
-----------------------~
-
§~ =
~
§~ ~
;;;;
§~ ~
§~ ;;;;
§~ ~
§~ ;;;;
§~ ~ ~
§~ ;;;;
§~ ~
~~ ------------------------- ;;;;
§~ ~
E~ ;;;;
§~ ~ ~
E1/ ;;;;
§~ ~
§~ ;;;;
~~ ~ ~1/ M ;;;;
~~ ~
~~ ;;;;
~~ §1/ ~
§~ ~
;;;;
~% I I ~
E ~ f--
f--
f--
... ... ::::

E ~ f--
f--
f--
-
~ I
I

BLACKBURN
CONSULTING I I 1780
Section 3, Item # 3.1
41 78
>4.5
>4.5

1.0 >4.5
>4.5
29 4
UC
100
100
100
90 100
90 35
40 49
25 50/4.5"
3 4
5 4
6 8
8 19
24 17
37 50/4"
1 2
3 4
5 6
ASPHALT CONCRETE (2.5")
AGGREGATE BASE (12")
SILT (ML); hard; mottled dark yellowish brown and grayish brown; dry; few very fine SAND
medium stiff to stiff; moist; trace fine SAND
Lean CLAY with SAND (CL); hard; mottled dark yellowish brown and grayish brown with blackish streaks; moist; little very fine SAND
grayish brown with dark reddish brown streaks

HELPER'S NAME
Ernesto/Lawrence

BOREHOLE DIAMETER
4 in

HOLE ID
TC-02C

COMPLETION DATE
8-31-20

BEGIN DATE
8-31-20

GROUND WATER

READINGS
DURING

27.5 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4"), SPT (1.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Toby
LOCATION (Lat/Long or North/East and Datum)

39.08058° / -121.52931°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-02C
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
DWC
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 89 50/4.5''
9 14
43 87/10''
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
_,.. ~I'll
t:~.i E -~ .. -------------------------
E ;;;; f,-
f,-
~ f,-
... .. ::::

E ;;;; f,-
f,-
f,-
... ~ .. ::::

E ;;;; f,-
f,-
f,-
... .. ::::

E ;;;; f,-
~ f,-
f,-
... .. ::::

E ~ ;;;; f,-
f,-
f,-
... .. ::::
;;;; ------------------------- ;;;;
§%
§~ ~ ..
§~ ;;;;
§~ ..
§~ ;;;;
§~ .. §~ ~
;;;;
§~ .. §~ ;;;;
§~ .. §/'.'.~ ;;;;
~1/ -
~ I
I

BLACKBURN
CONSULTING I I 1781
Section 3, Item # 3.1
>4.5
NA
NA
>4.5
>4.5
NA
NP
44 NP
19 20
70 100
90 100
100
100
15 50/6"
11 20
23 7
14 18
20 46
50/4"
20 26
22 16
19 21
7 8
9 10
11 12
Lean CLAY with SAND (CL) (continued). grayish brown with orangish brown streaks; increasing SAND content
SILTY SAND (SM); dense; dark yellowish brown; wet; fine to medium SAND
sand catcher
Lean CLAY (CL); hard; grayish brown with orangish brown streaks; moist; few very fine SAND
SANDY SILT (ML); hard; grayish brown with orangish brown streaks; moist; very fine SAND
Poorly Graded SAND with CLAY (SP-SC); dense; dark brown; moist; fine SAND
Bottom of exploration at 51.5 ft below ground surface (bgs) Groundwater Encountered at 27.5 ft bgs
Bulk A obtained 1.2-5 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-02C
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
DWC
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 50/6''
43 32
96/10''
48 40
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 -
-
§~ ~ §~ ,-....+--+--+----+-----+-----,>-----+---+--+-+---+--+-~ §% _______________________ ~
E:
:::-
-· ....
:::-
-· E·
-· :::- ....
:::·
E:
:::-
-· ....
:::
-· E·
-· :::- ....
:::·

BLACKBURN

CONSULTING
~ I
I
I I
-
-
-
;;;;
-
=
~
-
-
;;;;
-
=
~
-
-
;;;;
-
=
~
-
-
;;;;
-
=
~
-
-
;;;;
-
=
~
-
-
;;;;
-
=
~
-
-
;;;;
-
=
~
-
-
;;;;
-
=
~
-
-
;;;;
-
=
~
-
-
;;;;
-
=
~
-
-
;;;;
-
=
~
-
-
;;;;
-
=
~
-
-
;;;;
-
=
~
~ -
-
...
-
-
~ -
-
1782
Section 3, Item # 3.1
>4.5
>4.5
>4.5
>4.5
41 43
42 20
22 22
95 50
70 79
10 12
18 3
14 28
28 39
50/5"
25 43
50/5"
1 2
3 4
Lean CLAY (CL); Hard; Reddish Brown; Dry; Medium Plasticity Moist
CLAYEY SAND (SC); Medium Dense; Reddish Brown; Moist;
Mostly Fine to Medium SAND; Some CLAY
Lean CLAY with SAND (CL); Hard; Yellowish Brown; Moist; Little Medium SAND
Lean CLAY (CL); Hard; Mottled Dark Yellowish Brown, Olive, and Gray; Few Medium SAND; Some Moderate Cementation
Lean CLAY (CL); Hard; Mottled Olive and Dark Yellowish Brown; Moist; Trace SAND; Trace Moderate Cementation
Fat CLAY (CH); Hard; Yellowish Brown; Moist

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
TC-06A

COMPLETION DATE
8-24-20

BEGIN DATE
8-24-20

GROUND WATER

READINGS
DURING
Not Encountered

TOTAL DEPTH

41.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.04217° / -121.47595°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-06A
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 30 42
89/11''
93/11''
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
_,..
§%
§~ ..
§~ ;;;;
§~ ..
§~ ;;;;
§~ ~ .. §~ ;;;;
;::z-:-·
:--~·-::- .. ~c.....'-.'. -------------------------
§1/ ;;;;
§~ ..
§~ ~
;;;;
§~ .. §1/ ;;;;
§~ .. §~ ------------------------- ;;;;
§~ .. E~ ~ ;;;;
§~ .. E1/ ;;;;
§~ ------------------------- .. ~~ ;;;;
§1/ ~ .. E~ ;;;;
§%% .. t:'.J'.'
§%% ------------------------- ;;;;
- ~'l
~ I
I

BLACKBURN
CONSULTING I I 1783
Section 3, Item # 3.1
29 93
>4.5

3.5 4.5
>4.5
57 32 UC
75 70
95 100
11 13
18 12
14 17
16 32
27 12
21 39
5 6
7 8
Fat CLAY (CH) (continued).

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-06A
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 31 31
59 60
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 - ~% ~ -
-
-
~% ;;;;
-
= ~% ~
-
-
;;;; §% -
=
~
§~ -
-
------------------------ ;;;;
§~ ~ -
=
~
E~ -
-
;;;;
§~ -
=
~
§~ -
-
------------------------- ;;;;
§~ -
=
~ ~
E~ -
-
;;;;
§~ -
=
~
§~ -
-
------------------------- ;;;;
§~ -
=
~
E~ -
-
~
;;;;
§~% -
= -/ ~
E ~
- -
-- -
... ... :::: -
- -
E ~
- -
-- -
... ... :::: -
- -
E ~
- -
-- -
... ... :::: -
- -
E ~
- -
-- -
... ... :::: -
- -
E ~
- -
-- -
... ... :::: -
- -
E ~
- -
-- -
... ... :::: -
- -
E ~
- -
-- -
-
~ I
I

BLACKBURN
CONSULTING I I 1784
Section 3, Item # 3.1

1.25 >4.5

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
TC-07A

COMPLETION DATE
8-28-20

BEGIN DATE
8-28-20

GROUND WATER

READINGS
DURING

23.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.0769° / -121.52352°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-07A
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 13 50/5''
18 66
54 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 -i,--1
-
-
= ..... .. t: •. -
;;;; •• ------------------------- -
;;;; ~1/ ~ -
=
~~ ..
-
-
E%% ;;;;
-
E~ =
~ ..
-
§~------------------------ -
;;;;
§~ -
=
.. ~~ -
-
;;;;
~~ -
=
~~ ..
-
-
~~ ~
;;;;
-
=
§~ ..
-
-
§~ ;;;;
-
=
§~/'.'. ..
-
-
- / ;;;; :-- ------------------------- f,- -
f,-
f,- = ... .. :=
~ -
- -
E ;;;; f,- -
f,-
f,- = ... .. := -
- -
E ;;;; f,- -
f,-
f,- =
§~ ------------------------- ..
-
-
§~ ~
;;;;
-
=
§~ ..
-
-
~~% ;;;;
-
:= / -----------------------~ = ... .. := -
- -
E ;;;; f,- -
f,-
f,- = -
~ I
I

BLACKBURN
CONSU LTI NG I I 1785
Section 3, Item # 3.1
NA
NA
NA
NA
NA
NP NP 57
5 90
65 70
70 70
70 9
15 20
15 18
23 10
16 18
19 24
23 11
23 25
13 19
30 6
7 8
9 10
11 switched to mud rotary
SANDY SILT (ML) (continued).

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-07A
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 35 41
34 47
48 49
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 -
-
::::

E
---...
::::

E
---... ------------------------- -· -.·

BLACKBURN

CONSULTING
~
-
...

I
I
I I 1786
Section 3, Item # 3.1

2.25 3.75
>4.5
NA

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
TC-07B

COMPLETION DATE
8-28-20

BEGIN DATE
8-28-20

GROUND WATER

READINGS
DURING

15.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.07654° / -121.52298°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-07B
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 10 14
50/6''
45 38
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
-i,---
-
-
I ------------------------ =
..
-
-
~
;;;;
§~ -
=
.. E~ -
-
;;;;
§~ -
=
~ .. E1/ -
-
;;;;
§~ -
=
.. §~ -
-
;;;;
§f------------------------- -
=
§~ ..
-
-
§~ M ;;;;
-
=
§1/ ..
-
-
§~ ;;;;
-
§~ =
..
-
-
§1/% ;;;;
-
:= / \J = ... ----------------------- .. :=
~ -
- -
E ;;;;
- -
- = -
§~ ------------------------- ..
-
-
§~ ;;;;
-
=
§~ ..
-
-
§~ ~
;;;;
-
=
§~ ..
-
-
§%1/ ;;;;
-
:= / = ... ------------------------- .. := -
- -
E ;;;;
- -
- = - -
~ I
I

BLACKBURN
CONSULTING I I 1787
Section 3, Item # 3.1

2.5 NA
NA
NA
NA
NA
36 10
9 90
100
75 80
100
100
5 12
19 17
25 27
12 17
18 12
13 9
17 35
50/5.5"
12 17
19 6
7 8
9 10
11 SANDY SILT (ML) (continued).

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-07B
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 31 52
35 22
85/11.5''
36 25
26 27
28 29
30 31
32 33
34 35
36 37
38 39
40 41
42 43
44 45
46 47
48 49
50 51
52 53
54 55
-
-
~lJ
~ . - - - - - - - - - - - - - - - - - - - - - - - - 1L-4--+---+--+---e----+--+--+---+--+--+-+---+-----l ~ :=:. v.· ;;;;
-
=
~-:v.

EL~-
r~ ~-- ~
~
;;;;
-
=
~
;;;;
= ... .v- n E::v. f-+---f---+--+---f-+--+--+--1----f---+-+----f---lk! ~ ;;;;:-v
E:\i.':
~~(L'_ - - - - - - - - - - - - - - - - - - - - - - - - r--· .. -.· ..

BLACKBURN

2.75 >4.5
NA

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
TC-08A

COMPLETION DATE
8-27-20

BEGIN DATE
8-27-20

GROUND WATER

READINGS
DURING

14.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.07538° / -121.5213°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-08A
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
DWC
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 23 67
16 18
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
-i,--1 1~- - ..
;;;;
§~ ..
§~ ;;;;
§~ ~ ..
§1/ ;;;;
§%1/ .. ~% ;;;;
§f-------------------------
§~ ..
§~ ~
;;;;
§1/ ..
§~ ;;;;
§~ .. ~i-----------------------~ ;;;;
:=z·---:
:=:x··,· ~.·:.· .. :=y-::
-· . ~~
:--:: V.·
:=-:v. ,~ ;;;;
:;;;:-v
r---.· .• .. :=.v
~ -:~,;,: ;;;; E;_.lL -------------------------
§1/ .. §~ ;;;;
§~ ~ .. -7.·
§Zz.<:: ,c:-
><="" :=z-:: >c:=
:;;;y;· _.· c;;; -.• c- ::::z··--· >c= §7:1/··· •• ------------------------- )<::;;; ,c:-
c=
- - / --
~ I
I

BLACKBURN
CONSU LTI NG I I 1789
Section 3, Item # 3.1
>4.5
NA
>4.5
NA
NA
NA
27 12
100 91
45 100
70 65
65 3
13 37
3 5
9 10
16 19
15 19
24 20
31 31
15 26
32 5
6 7
8 9
10 Lean CLAY (CL) (continued).

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-08A
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
DWC
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 50 14
35 43
62 58
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 -
-
;;;;.
:=·
f--.
f--•
....
:=.

BLACKBURN

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
TC-08B

COMPLETION DATE
8-27-20

BEGIN DATE
8-27-20

GROUND WATER

READINGS
DURING

15.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.07514° / -121.52096°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
LDM

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-08B
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
DWC
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 23 34
19 70
24 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 -i,--- -.... .. t: •. -· . - •'
~~ ------------------------ ;;;;
§~ ~ .. E~ ;;;;
~~-------------------------
§~ ~ ..
§~ ;;;;
§1/ ..
§~ ;;;;
§~ ..
§~ ~
;;;;
§1/ .. §~ ;;;;
§~ .. ~~ ;;;;
-~ \J ~l -----------------------
~ .. -o
:::c:,
;;;; :-- 0
~% .. §1/ ;;;; §f -------------------------
§~ ..
§~ ~~
;;;;
--I;' n .. §?'.%.\: ;;;; :--z-:: :::0· ..•
:;;;z-:.· .. ::=:x:::-:: ;;;;%: • ;;;; -.··.·
- • -y - r--,· .••
~ I
I

BLACKBURN
CONSULTING I I 1791
Section 3, Item # 3.1
>4.5

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-08B
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
DWC
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 35 27
26 25
51 76
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 -
-
§~ >----+--+---+---+---+--+-+-+->--+---+--+----+------a §~
E~
~~------------------------- ;::%'.
§0 ~ =z· E n !:). 1-----+--+--+---+---+--+---+--+--+---+---+----+----+------l E;> -1/·.i
E~-
§~:
§>d
;;;;
-
=
~
;;;;
-
=
~
;;;;
=
~
;;;;
=
~
;;;;
=
~
;;;;
=
~
;;;;
=
~
;;;;
§~:_ ------------------------~ =
t: :-:-:- ~-+--+-f-f--+---+-f-f--+---+--f--+---+--+----f----1,-lc ~

BLACKBURN

CONSULTING
~ I
I
I
,c:-
)c:~
>c:=
c;;;
c-
>c:=
)<::;;;
,c:-
c=
,,....-
>c:=
,c:-
>C;;;
..,....-
>c:=
cc=
>c:= >c:-
c=
c=
)c:~
>c:-
c=
><.....-
>c:= )<::-
>C~
~
-
...
~
-
I 1792
Section 3, Item # 3.1
>4.5
NA

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
TC-09A

COMPLETION DATE
8-26-20

BEGIN DATE
8-26-20

GROUND WATER

READINGS
DURING

25.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.07174° / -121.51609°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

24.0 ft on 8-26-20

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-09A
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 16 18
17 17
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
-i,--n -.
~·: -------------------------
..
;;;;
§~ .. E~ ;;;;
§~ .. E1/ ~ ;;;;
§~ .. §~ ;;;;
~~ .. §1/1/
;=1/
~
;;;;
;::z-:-· :--h·.::- .. - •'.
:::z·:-·- ;;;; :--%•·:-·
f,-- •• .
§ZX:{: .. -9::.· ;;;;.··.· ------------------------- ;;;; §~ .. E~ ~ ;;;;
§~ .. §~ ------------------------- ;;;;
§~ .. §%% ;;;; = /
E% ~ .. §~ ;;;;
§~ .. E~ l ;;;;
- ~/j \J
~ I
I

BLACKBURN
CONSULTING I I 1793
Section 3, Item # 3.1

1.75 2.75
NA

1.25 2.0

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-09A
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 12 15
23 21
22 62
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 - §~ ~ )c:=
)c:=
§~ )C-
--
)c:=
§~ )c:~
)C-
)c:= E1/ )c:~
)c:=
§~
)C-
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c=
§~ ,,--
~ )c:=
)c:=
§~ c;;;
cc=
§~ )c:;;;
,c:-
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------------------------- )c:;;;
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;;;;. >C;;; -. .. )c:= --· )c:= -· .... .. ~- :=. ..
~ ,C:-
-· .. )c:= E: .. )c:-
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--· .. c= .... .. )c:~ t:· )c:- -· c= ;;;;· .
-------------------------
§% >C~
)c:=
)c:-
§~ >C~
c=
~~~ v---
~ )c:=
:= / c=
>C;;;
§~ )c:=
)c:-
§~
>C;;;
c=
)c:=
§~ )c:-
c=
c=
§~ ------------------------- )c:-
)c:=
c=
§~ ~ )C=
)c:=
§~ >C~
)c:-
§~ )c:~
c=
§~ ,c:-
)c:~
)c:=
§~ c;;;
c-
)c:=
§~ .--
~ ,c:-
§~ c=
)c:;;;
1c:-
E ~
- -
-- -
... ... := -
-
E ~
- -
-- -
-
~ I
I

BLACKBURN
CONSULTING I I 1794
Section 3, Item # 3.1
>4.5
>4.5
>4.5

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
TC-09B

COMPLETION DATE
8-26-20

BEGIN DATE
8-26-20

GROUND WATER

READINGS
DURING

23.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.07146° / -121.5157°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

25.0 ft on 8-26-20

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-09B
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 18 14
16 17
34 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 -""-I-..... -..
•
·- -· • - - -
§1/ ~
-
§~ ~n>--+---+--+---+---+--+---+---+->----+---+-~
~ ~------------------------- := V
:= V
-
Ev V ~ E V ~ V 1--+--+-f-f--+---+-f-f--+---+--f--+---+--+----+--~ E V
:= V i,- --------------------------
§%
§~ E% ~ E1/ n ;% ,-......+----+-+---+--+-+----+--+-+----+---+-+----+-------< E1/
~~-------------------------
§~ ~% :=% ~ ~ 1/ 1-'-+--+---+----+---+--+----+--+---+----+--+--+---+-----I §~
§~
~~-------------------------
§~
§1/ ;% ,-......+----+-+---+--+-+----+--+-+----+---+-+----+-------< ~ E1/
~1-;-----------------------~
:z%:::-:.
,...
§0 ,

BLACKBURN

CONSULTING
~ I
I
I I
-
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
..
-
-
;;;;
-
=
1795
Section 3, Item # 3.1
81 79
40 43

2.75 3.25

2.5 1.0
NA

4.0 1.5
42 46
17 16
UC
UC
100
100
80 85
100
85 85
4 4
6 5
7 12
7 10
11 5
5 6
3 5
9 16
21 30
8 9
12 6
7 8
9 10
11 12
CLAYEY SAND (SC) (continued). Lean CLAY with SAND (CL); Very Stiff; Strong Brown; Some Weak Cementation
SILTY SAND (SM); (Medium Dense); Dark Reddish Brown;
Wet; Fine SAND; Some Fines
SILT (ML); Very Stiff; Dark Yellowish Brown; Moist
SANDY Lean CLAY (CL); Very Stiff; Dark Yellowish Brown; Moist; Some Fine SAND
CLAYEY SAND (SC); Loose to Medium Dense; Dark Yellowish Brown; Wet
SANDY Lean CLAY (CL); Very Stiff; Dark Yellowish Brown; Moist; Some Fine to Medium SAND
CLAYEY SAND (SC); Medium Dense; Dark Yellowish Brown;
Wet; Fine to Medium SAND; Some Fines; Weak Cementation
Bottom of exploration at 51.5 ft below ground surface (bgs) Groundwater Encountered at 25 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-09B
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 10 19
21 11
14 51
21 25
26 27
28 29
30 31
32 33
34 35
36 37
38 39
40 41
42 43
44 45
46 47
48 49
50 51
52 53
54 55
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BLACKBURN
CONSU LTI NG I I 1796
Section 3, Item # 3.1
>4.5

4.0 2.0

HELPER'S NAME
Ernesto/Jason

BOREHOLE DIAMETER
4 in

HOLE ID
TC-10A

COMPLETION DATE
9-2-20

BEGIN DATE
9-2-20

GROUND WATER

READINGS
DURING

24.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Toby
LOCATION (Lat/Long or North/East and Datum)

39.06253° / -121.5029°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
SS

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-10A
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 17 39
23 36
22 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 ---1 1~- -~
§~ ~n>--+---+--+---+---+--+---+---+->----+---+-~
§~
-
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E
f--
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f--
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E:::::
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BLACKBURN

CONSULTING
~ I
I
I I
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=
..
;;;;
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=
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1797
Section 3, Item # 3.1
NA
>4.5
>4.5
NA
NA
NA

NP NP UC
43 100
100
100
85 95
80 10
13 15
13 22
27 13
22 27
12 16
15 15
16 18
20 29
30 6
7 8
9 10
11 Poorly Graded SAND (SP) (continued).

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-10A
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 28 49
49 31
34 59
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 -
-
---...
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E
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BLACKBURN

CONSULTING
~ I
I
I I
;;;;
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=
~
;;;;
;;;;
-
...
1798
Section 3, Item # 3.1

1.0 1.25
>4.5
NA

HELPER'S NAME
Nick/Tanner

BOREHOLE DIAMETER
4 in

HOLE ID
TC-10B

COMPLETION DATE
8-25-20

BEGIN DATE
8-25-20

GROUND WATER

READINGS
DURING

24.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
David
LOCATION (Lat/Long or North/East and Datum)

39.06202° / -121.50216°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-10B
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 9 5
63 75
33 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 _,..
§%
§~ ..
§~ ~
;;;;
§~ ..
§~ ;;;;
§~ ~ .. §~ ;;;;
§~ .. §~ ------------------------- ;;;;
§~ .. E~ ;;;;
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~~
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;;;;,411 ~ ;;;;
E•I
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§~ ;;;;
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>c=
>c:=
-
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I

BLACKBURN
CONSULTING I I 1799
Section 3, Item # 3.1
NA

4.5 2.0
>4.5
NA
NA
NA
NP
27 NP
10 95 19
100
100
100
100
60 7
8 9
20 23
23 16
24 30
16 18
18 15
16 22
13 14
16 6
7 8
9 10
11 SILTY SAND (SM) (continued).

PREPARED BY
SS
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-10B
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 17 46
54 36
38 30
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 - -·
~ -. )c:=
;;;;. )c:=
)C- -. -- --· )c:= -·
.... )c:~ ::::. )C-
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-· )c:= --· )C-
§~ ------------------------- )c:~
c=
§%1/ ,,--
~ )c:=
)c:= -/ c;;;
§~ cc=
§~
)c:;;;
,c:-
c=
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;;;;. >C;;; -. c= --· )c:= -·
... ·- - - - - - - - - - - - - - - - - - - - - - - - - )c:- -· -. c= .. c= ;;;;. . . )c:- -. )c:= --· c= -· .... ::::. ..
~ )C= -· .. )c:= ;;;;-::-
-· .. >C~ f.--,•:.
-•• r---·.·.· )c:- .... . . )c:~ t::·.·.·. §>< c=
,c:-
)c:~ -· )c:= -· ::: -:::- c;;;
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;;;;. . . .-- -. ..
~ ,c:-
--· c= -·
.... )c:;;;
::::. 1c:-
E ~
- -
-- -
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- -
E ~
- -
-- -
-
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I

BLACKBU R N
co N s u LT I N G I I 1800
Section 3, Item # 3.1

2.25 1.25

HELPER'S NAME
Nick/Mike

BOREHOLE DIAMETER
4 in

HOLE ID
TC-12A

COMPLETION DATE
9-9-20

BEGIN DATE
9-9-20

GROUND WATER

READINGS
DURING

24.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Rick
LOCATION (Lat/Long or North/East and Datum)

39.05402° / -121.51507°

EQUIPMENT
Diedrich D120

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
SS

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-12A
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 20 21
14 16
24 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 _,.. = IWI -
-
~/, =
§~ ------------------------- ..
-
-
§~ ~
;;;;
-
=
§1/ ..
-
-
§~ ;;;;
-
=
§~ ~ ..
-
-
§1/ ,, ;;;;
-
§~ =
..
-
§1/ -
;;;;
-
E%~ =
.. := / -
-
:-- ------------------------ ;;;;
- ~ -
- = -... .. := -
- -
E ;;;;
- -
- = -... .. := -
- -
E ;;;;
- -
- = -
t: -z<--· ------------------------ .. ~ -
-
-½ ,...· .. · ;;;; -z•' -
:::z· ..• =
Ez<.-· ..
-
§%%:\ -
;;;;
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-.• = Ez·:_.· ..
-
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-· = - -
~ I
I

BLACKBU R N
co N s u LT I N G I I 1801
Section 3, Item # 3.1
NA
>4.5
>4.5
NA
NA
NA
42 11
60 95
100
65 65
65 4
7 12
8 15
23 20
50/4"
16 24
31 18
20 22
14 19
24 6
7 8
9 10
11 fine through coarse SAND; wet
Poorly Graded SAND with SILT (SP-SM) (continued).
switched to mud rotary
SILT (ML); hard; yellowish brown; moist; trace fine SAND; weak cementation
olive brown
Poorly Graded SAND with SILT (SP-SM); very dense; dark
brown; wet; fine to medium SAND; few fines
dense; lenses of SILT with SAND (ML); (stiff); olive brown; moist; little fine SAND
Bottom of exploration at 51.5 ft below ground surface (bgs) Goundwater Encountered at 24 ft bgs
Bulk A obtained 0.6-5 ft bgs
Tremie Cement Grout Backfill
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-12A
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 19 38
50/4''
55 42
43 25
26 27
28 29
30 31
32 33
34 35
36 37
38 39
40 41
42 43
44 45
46 47
48 49
50 51
52 53
54 55
-
-
;;;;
-
= ~ - )c:=
)c:=
)C-
)c:=
)c:=
)c:~
)c:-
>c:= ------------------------7~7-T-7--t---r7--t--+-7--t--+-T---+--7\ ~- ,c:-
)c:=
)c:~
c=
)c:~
>c:=
c;;;
c-
)c:=
)c:;;;
,c:-
c=
,,...-
>c:=
,c:-
>C;;;
)c:=
>c:=
cc=
)c:=
)c:-
c=
c=
)c:~
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E . . - - - - - - - - - - - - - - - - - - - - - - - - -1:--+--f--t--+---+-+--+-+--+--+--+-+--+-----il~..::; ~-·· ~
c=
><.....-
f,-- •'.
:;;;:-·:-
)c:=
)c:-
t: ,: r---+--+----,r-+---+----,r-+---+--r-+---+--+--7---;ici §>: >C~ )C-
~-
f,-- .• •
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BLACKBURN

CONSULTING
~ I
I
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c=
>C;;;
)c:=
)c:-
>C;;;
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c= )c:-
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>c:=
c;;;
c-
~
-
...
~
-
I
I 1802
Section 3, Item # 3.1
>4.5
>4.5
>4.5

HELPER'S NAME
Caleb/Cody

BOREHOLE DIAMETER
4 in

HOLE ID
TC-12B

COMPLETION DATE
9-9-20

BEGIN DATE
9-9-20

GROUND WATER

READINGS
DURING

17.0 ft

TOTAL DEPTH

51.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Chad
LOCATION (Lat/Long or North/East and Datum)

39.05476° / -121.51507°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

18.0 ft on 9-9-20

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-12B
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 58 50/4''
50/4''
35 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 -i,--1
-
-
-' ~· = -.. .. -· • . -
-
§1/ ;;;;
§~ -
=
..
-
~~ -
;;;;
§~ -
=
~ .. ~% -
-
§1/
;;;;
-
=
§~ ..
-
-
~~~ ;;;;
-
:= / = ... ------------------------- .. := -
- -
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- -
- = -... .. := -
- -
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- = -... .. := -
- -
E ;;;;
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- = -... ~ .. := -
- -
E ;;;;
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- ~ = -... .. := -
- l -
E ;;;;
- -
- = -... .. := -
- -
E
~
;;;;
- -
- = -... .. := -
- -
E/.·. ------------------------- ;;;; -z: -
:;;;x<:-: =
.. ~% -
-
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-
r---.•:. ,'·:-,? = -
~ I
I

BLACKBURN
CONSU LTI NG I I 1803
Section 3, Item # 3.1

4.0 >4.5
>4.5

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-12B
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 32 73
47 63
54 56
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 -
-
~~ §~ f--+-+-+---+--+-+---+-+-+---+--+-+----+-------l ~ §1/ E / ________________________ _
-...
:::

E: -• -•. ....
-•• -.· ..
-.

BLACKBURN

CONSULTING
~ I
I
I I
;;;;
-
=
~
;;;;
;;;;
;;;;
;;;;
;;;;
;;;;
;;;;
;;;;
;;;;
;;;;
;;;;
-
...
1804
Section 3, Item # 3.1

2.25 1.75
>4.5
>4.5

HELPER'S NAME
Nick/Mike

BOREHOLE DIAMETER
4 in

HOLE ID
TC-13

COMPLETION DATE
9-8-20

BEGIN DATE
9-8-20

GROUND WATER

READINGS
DURING

28.0 ft

TOTAL DEPTH

51.4 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Rick
LOCATION (Lat/Long or North/East and Datum)

39.03709° / -121.51498°

EQUIPMENT
Diedrich D120

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

26.0 ft on 9-8-20

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
SS

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-13
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 13 10
50/4''
46 33
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
-i,--- -
~ .. ~ . - -
.... = - .. • -· -
------------------------- - -
E
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I

BLACKBURN
CONSU LTI NG I I 1805
Section 3, Item # 3.1
>4.5
>4.5
>4.5
NA

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-13
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 97/10''
47 80/11.5''
55 57
91/11''
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 - :::: ~ -
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BLACKBURN
co N s u LT I N G I I 1806
Section 3, Item # 3.1
>4.5
>4.5
>4.5
NA
NA
60 90
80 65
90 20
36 29
10 50/4"
12 28
50/6"
12 19
28 12
16 16
1 2
3 4
5 ASPHALT CONCRETE (8")
AGGREGATE BASE (2")
Lean CLAY (CL); hard; brown; dry; trace fine SAND
Lean CLAY with SAND (CL); hard; brown; moist; little fine to medium SAND
dry
dark yellowish brown; moist; some moderate to strong
cementation
SILTY SAND (SM); dense; dark yellowish brown; moist; fine SAND; some fines
Poorly Graded SAND (SP); medium dense to dense; olive gray; moist; fine to medium SAND; trace coarse SAND
CLAYEY GRAVEL with SAND (GC); very dense; gray; dry; some fine GRAVEL; some fine through coarse SAND; little fines

HELPER'S NAME
Caleb/Cody

BOREHOLE DIAMETER
4 in

HOLE ID
TC-14

COMPLETION DATE
9-8-20

BEGIN DATE
9-8-20

GROUND WATER

READINGS
DURING

28.0 ft

TOTAL DEPTH

41.5 ft

SURFACE ELEVATION
SAMPLER TYPE(S) AND SIZE(S) (ID) HAMMER EFFICIENCY, ERi CalMod (2.4")

CONTRACTOR
Taber

OPERATOR'S NAME
Chad
LOCATION (Lat/Long or North/East and Datum)

39.05742° / -121.49553°

EQUIPMENT
CME 75

DRILLING ROD TYPE AND DIAMETER / BUCKET WIDTH

AFTER (DATE)
LOCATION (Offset, Station, Line)

HAMMER TYPE
Safety semi-automatic drop (140#/ 30")

LOGGED BY
DWC

BACKFILL AND COMPLETION
Tremie Cement Grout Backfill

EXCAVATION METHOD
Solid-Stem Auger
CASING TYPE AND DIAMETER(in)
ROUTE POSTMILE Moisture Content (%) Dry Density (pcf)
Laboratory Data
PocketPenetrometerLiquidLimit
CLIENT
Jacobs Engineering

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-14
SHEET
1 of 2Shear
StrengthTest

CHECKED BY
(continued)
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 65 50/4''
78/12''
47 32
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
---~-------------------------
§~
§~ ,_____._~--+--+----+-+-+-+-+---+----+---+-+-~
§~-------------------------
-
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E~
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://_ - - - - - - - - - - - - - - - - - - - - - - - -
.. §~--------------------------

BLACKBURN

CONSULTING
~ I
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1807
Section 3, Item # 3.1
NA
NA
NA
100
45 45
30 23
50/3"
17 22
27 14
23 49
10 11
11 6
7 8
9 CLAYEY GRAVEL with SAND (GC) (continued).

PREPARED BY
LDM
ELEVATION (ft)
PlasticityIndex% <#200AdditionalLab TestsDrilling Method FILE NO.
3842.X
HOLE ID TC-14
SHEET
2 of 2Shear
StrengthTest

CHECKED BY
COUNTY
YUB
Blows per foot

PROJECT NAME
OPUD South Yuba Sewer and Water
DEPTH (ft)
MaterialGraphicsSample LocationSample NumberBlows per 6 in.N60 (ASTM)Recovery (%)

DESCRIPTION
BCI LOG FOR SOIL 3842.X FIELD EXPLORATIONS.GPJ LIBRARY_2019.GLB 11/5/20 50/3''
49 72
22 25
26 27
28 29
30 31
32 33
34 35
36 37
38 39
40 41
42 43
44 45
46 47
48 49
50 51
52 53
54 55
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BLACKBURN
co N s u LT I N G I I 1808
Section 3, Item # 3.1

Project:

OPUD South Yuba Sewer Infrastructure
f__ // /' /
-/ /_ L L
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1809
Section 3, Item # 3.1

Project:

OPUD South Yuba Sewer Infrastructure
// I / /v
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1810
Section 3, Item # 3.1

Project:

OPUD South Yuba Sewer Infrastructure
/ I / /v / 7 // ,, - -
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1811
Section 3, Item # 3.1

Project:

OPUD South Yuba Sewer Infrastructure
f__ // /' /
-/ /_ L L
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1812
Section 3, Item # 3.1

Project:

OPUD South Yuba Sewer Infrastructure
f__ // /' /
-/ /_ L L
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1813
Section 3, Item # 3.1

Project:

OPUD South Yuba Sewer Infrastructure
f__ // /' /
-/ /_ L L
I__ /
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1814
Section 3, Item # 3.1

Project:

OPUD South Yuba Sewer Infrastructure
// I -/ /v / I // ,/ -
/ f---
I /
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// /
V I__. / / f---
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1 1
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1815
Section 3, Item # 3.1

Project:

OPUD South Yuba Sewer Infrastructure
f__ // /' /
-/ /_ L L
I__ /
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,'
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~ J i J I
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1816
Section 3, Item # 3.1

Project:

OPUD South Yuba Sewer Infrastructure
f__ // /' /
-/ /_ L L
I__ /
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,'
I
,'
L L
/
I/.·
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A L I I // V
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~ J i J I
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.

A
J J
•
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A
1817
Section 3, Item # 3.1

Project:

OPUD South Yuba Sewer Infrastructure
I
•
■
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■
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,------
I__ L /-•~L :___+-+---t-11
, // L

I I / V
---ULu~:~LLJ I
~ J i J
J l
1818
Section 3, Item # 3.1

Project:

OPUD South Yuba Sewer Infrastructure
f__ // /' /
-/ /_ L L
I__ /
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,'
I
,'
L L
/
I/.·
/ I
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---Z!.L_u~:~LLJ
~ J i J I
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•
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.

A
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A
1819
Section 3, Item # 3.1

Project:

OPUD South Yuba Sewer Infrastructure
// / / //
L ./
// / i---
I__ I//
I
'
- / /
/ L .. /
/
;--- L
// •• • / /
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/ L
.- /I ./ V ■
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V I i I I
•
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1820
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SANDY SILT, dark yellowish brown
#200 57.0

NP NP NP
ML
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-7A Depth: 25.5-26.5'
Sample Number: 6 Date:

Client:

Project:

57.0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
I
I
I
I
1: I
-l
1:
1:
:
11 : 11 : 11
11 11 I
: :

I I
I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1821
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#140
#200
100.0
100.0
100.0

99.8 98.0

61.6 17.9

7.4 5.5

4.5 0.6669 0.6004 0.4170

0.3727 0.2975 0.2354

0.1991 2.09 1.07
SP
Jacobs Engineering Group Inc.

Client:

Project:

0.0 0.0 0.0 0.2 38.2 57.1 4.5 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
.r.. ~
-
: : : ~ : :

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1822
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SANDY SILT, dark brown
#200 51.2

NP NP NP
ML
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-7B Depth: 15.5-16.5' Sample Number: 4 Date:

Client:

Project:

51.2 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
I
I
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1: I
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1:
1:
:
11 : 11 : 11
11 11 I
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Ii Ii i
I
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i
1823
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Poorly-graded SAND with CLAY, dark brown
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#140
#200
100.0
100.0

99.7 97.5

88.6 41.6

17.7 11.9

10.0 8.6

0.9393 0.7907 0.5483

0.4794 0.3475 0.2176

0.1059 5.18 2.08
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-7B Depth: 30.5-31.5'
Sample Number: 7 Date:

Client:

Project:

0.0 0.0 0.3 2.2 55.9 33.0 8.6 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
.r..
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1824
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
CLAYEY SAND, dark reddish brown
#200 45.9
15 27 12
SC
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-9A Depth: 10.5-11.5'
Sample Number: 2 Date:

Client:

Project:

45.9 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
I
I
I
I
1: I
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:
11 : 11 : 11
11 11 I
: :

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Ii I Ii I Ii
Ii Ii i
I I
i i
1825
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Interbedded lenses of lean CLAY and CLAYEY SAND,
#200 56.3 yellowish brown
21 38 17
CL,SC
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-9A Depth: 25.5-26.5
Sample Number: 5 Date:

Client:

Project:

56.3 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

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I
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:
11 : 11 : 11
11 11 I
: :

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Ii Ii i
I
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i
1826
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
#200 34.0

NP NP NP
SM,ML
Jacobs Engineering Group Inc.

Client:

Project:

34.0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
1:
' I
1: I
I
I
I
I
:
11 : 11 : 11
11 11 I
: :

I I
I
Ii I Ii I Ii
Ii Ii i
I
I i
i
1827
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Well-graded GRAVEL with CLAY and SAND, dark yellowish

1.5" brown
1"
3/4"
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#140
#200
100.0

86.4 77.9

69.3 62.3

50.9 42.5

33.8 22.5

16.7 13.6

12.4 11.4

28.3540 24.3262 8.5712

4.4008 0.6706 0.1973
GW-GC
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-10B Depth: 15.5-16.5'
Sample Number: 4 Date:

Client:

Project:

0.0 22.1 27.0 8.4 20.0 11.1 11.4 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
~
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1828
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SILTY SAND, dark olive brown
#200 18.6

NP NP NP
SM
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-10B Depth: 25.5-26.5'
Sample Number: 6 Date:

Client:

Project:

18.6 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
1:
1:
:
11 : 11 : 11
11 11 I
: :

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Ii I Ii I Ii
Ii Ii i
I
I i
i
1829
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SILTY SAND, dark yellowish brown
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#140
#200
100.0
100.0
100.0

99.9 93.5

62.2 44.7

34.7 27.0

19.9 NP NP NP

0.7686 0.6823 0.4042

0.3057 0.1210
SM A-2-4(0)
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-2C Depth: 30.5-31'
Sample Number: 8B Date:

Client:

Project:

0.0 0.0 0.0 0.1 37.7 42.3 19.9 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
.r.. ~
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Ii Ii i
I I
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I
I
1830
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
CLAYEY SAND, dark brown
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#140
#200
100.0
100.0
100.0

99.9 97.6

72.5 38.9

22.5 19.3

17.4 13 28 15

0.6228 0.5452 0.3497

0.3010 0.2037
SC A-2-6(0)
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-8A Depth: 15.5-16.5'
Sample Number: 3 Date:

Client:

Project:

0.0 0.0 0.0 0.1 27.4 55.1 17.4 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
.r.. ~
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: : : : :

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: : :
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1831
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Lean CLAY, dark greenish gray
#200 90.7
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-8A Depth: 25.5-26'
Sample Number: 5B Date:

Client:

Project:

90.7 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
I
I
I
: : : : : I

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Ii Ii Ii Ii Ii i i i
: : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
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1:
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11 11 I
: :

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I
Ii I Ii I Ii
Ii Ii i
I
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1832
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Poorly-graded GRAVEL with CLAY and SAND, grayish
#200 8.9 brown
GP-GC
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-8B Depth: 15.5-16.5'
Sample Number: 4 Date:

Client:

Project:

8.9 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
1:
1:
:
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11 11 I
: : : I
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I
1833
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SILTY SAND, dark yellowish brown
#200 42.6

NP NP NP
SM
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-8B Depth: 30.5-31'
Sample Number: 7B Date:

Client:

Project:

42.6 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
1:
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11 11 I
: :

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Ii Ii i
I
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i
1834
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
CLAYEY SAND, dark yellowish brown
#200 48.6
16 27 11
SC
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-8B Depth: 35.5-36'
Sample Number: 8B Date:

Client:

Project:

48.6 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
I
I
I
I
1: I
I
I
I
I
I
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:
11 : 11 : 11
11 11 I
: :

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Ii Ii i
I
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i
1835
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SILTY SAND, yellowish brown
#200 43.1
SM
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-10A Depth: 30.5-31'
Sample Number: 7B Date:

Client:

Project:

43.1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
I
I
I
I
1: I
I
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I
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1: I
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1836
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Poorly-graded SAND with SILT, dark reddish brown
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#140
#200
100.0
100.0
100.0
100.0

98.5 73.4

21.5 12.1

10.3 9.0

NP NP NP

0.5551 0.5005 0.3708

0.3383 0.2787 0.1848

0.0999 3.71 2.10
SP-SM A-3
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-12A Depth: 20.5-21.5'
Sample Number: 5 Date:

Client:

Project:

0.0 0.0 0.0 0.0 26.6 64.4 9.0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
.r.. " _r
r'I'
: : : : :

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1837
Section 3, Item # 3.1
Blackburn Consulting
W. Sacramento, CA
(no specification provided)
PL= LL= PI=
D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
SILTY SAND, dark yellowish brown
#200 46.4

NP NP NP
SM
Jacobs Engineering Group Inc.

OPUD South Yuba Sewer Infrastructure
3842.X
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: TC-12B Depth: 35.5-36.5'
Sample Number: 7 Date:

Client:

Project:

46.4 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report
: : : : :

I I I I I
Ii Ii Ii Ii Ii i i i : : : : :
: : : : :

Ii Ii Ii Ii Ii i i i
I
I
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1: I
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1838
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-2C, 6B
Type of Sample: 2.4" Cal Mod
Sample Description: Lean CLAY with SAND, yellowish brown Depth: 20.5-21'
Sample Length: 5.27 in Sample + Tube: 692 g
Diameter: 2.40 in Tube: 0.00 g
Height-to-Diameter Ratio: 2.19 Sample Weight: 692 g
Sample Area: 4.54 in2 Wet Density: 110.2 pcf
Sample Volume: 23.9 in3 Moisture: 41.3 %
Specific Gravity: 2.65 (assumed) Dry Density: 78.0 pcf
Saturation: 97.6 %
*Moisture content taken after test
Test Results
Rate of Strain: 0.0200 in/min Rate of Strain ½%: 0.026 in/min Deflection at Max. Load: 0.140 in Rate of Strain 2%: 0.105 in/min Maximum Load: 152 lbs Strain Rate: 0.020 in/min
Strain at Failure: 2.66 % 15% Strain: 0.791 in

4.66 in2
Compressive Strength: 2.35 tsf

32.7 psi
Unconfined Compression
ASTM D 2166
Sample Data
Strain Information
Average cross-sectional area
at failure:
- •
l '
389J.X
it-).( - (9 g
d'0-~-?-1'
1839
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-6A-5C
Type of Sample: 2.4" Cal Mod
Depth: 26-26.5'
Sample Length: 5.26 in Sample + Tube: 738 g
Diameter: 2.39 in Tube: 0.00 g
Height-to-Diameter Ratio: 2.20 Sample Weight: 738 g
Sample Area: 4.47 in2 Wet Density: 119.7 pcf
Sample Volume: 23.5 in3 Moisture: 29 %
Specific Gravity: 2.65 (assumed) Dry Density: 93.0 pcf
Saturation: 97.7 %
*Moisture content taken after test
Test Results
Rate of Strain: 0.0500 in/min Rate of Strain ½%: 0.026 in/min Deflection at Max. Load: 0.135 in Rate of Strain 2%: 0.105 in/min Maximum Load: 112 lbs Strain Rate: 0.050 in/min
Strain at Failure: 2.56 % 15% Strain: 0.788 in

4.58 in2
Compressive Strength: 1.75 tsf

24.4 psi
Unconfined Compression
ASTM D 2166
Sample Data
Strain Information
Average cross-sectional area
at failure:

Sample Description: Fat CLAY, yellowish brown
3e,J
TL-foA-<::»<.
ato-~6-S'
Ul.
3e~i
TL-~A-~l
;}.lo-dl6-~'
UL
1840
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-6A-5C
Type of Sample: 2.4" Cal Mod
Depth: 26-26.5'
Compressive Strength: 1.75 tsf

24.4 psi
Unconfined Compression
ASTM D 2166

0.0 5.0

10.0 15.0

20.0 25.0

30.0 0.0% 1.0% 2.0% 3.0% 4.0% 5.0% 6.0% 7.0%
Compressive Stress (psi)
Axial Strain (%)
Stress (σc) vs. Strain (ε1)
Sample Description: Fat CLAY, yellowish brown
blackburn
consulting
1841
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-9B-6B
Type of Sample: 2.4" Cal Mod
Sample Description: Lean CLAY with SAND, strong brown
Depth: 25.5-26'
Sample Length: 5.02 in Sample + Tube: 672 g
Diameter: 2.39 in Tube: 0.00 g
Height-to-Diameter Ratio: 2.10 Sample Weight: 672 g
Sample Area: 4.49 in2 Wet Density: 113.4 pcf
Sample Volume: 22.6 in3 Moisture: 40 %
Specific Gravity: 2.65 (assumed) Dry Density: 81.3 pcf
Saturation: 101.4 %
*Moisture content taken after test
Test Results
Rate of Strain: 0.0200 in/min Rate of Strain ½%: 0.025 in/min Deflection at Max. Load: 0.195 in Rate of Strain 2%: 0.100 in/min Maximum Load: 20 lbs Strain Rate: 0.020 in/min
Strain at Failure: 6.08 % 15% Strain: 0.753 in

4.78 in2
Compressive Strength: 0.42 tsf

5.9 psi
`
Unconfined Compression
ASTM D 2166
Sample Data
Strain Information
Average cross-sectional area
at failure:
s~~l-1.

Tt-1g-k8
ls-~-~,
UL
~~~li
.---Tt-ie-bg
J. s.~-;6•
Ul.
1842
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-9B-6B
Type of Sample: 2.4" Cal Mod
Sample Description: Lean CLAY with SAND, strong brown
Depth: 25.5-26'
Compressive Strength: 0.42 tsf

5.9 psi
Unconfined Compression
ASTM D 2166

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

0.0% 2.0% 4.0% 6.0% 8.0% 10.0% 12.0% 14.0%
Compressive Stress (psi)
Axial Strain (%)
Stress (σc) vs. Strain (ε1)
blackburn
consulting
1843
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-9B-7C
Type of Sample: 2.4" Cal Mod
Sample Description: SILT, dark yellowish brown
Depth: 31-31.5'
Sample Length: 5.19 in Sample + Tube: 694 g
Diameter: 2.40 in Tube: 0.00 g
Height-to-Diameter Ratio: 2.16 Sample Weight: 694 g
Sample Area: 4.52 in2 Wet Density: 112.5 pcf
Sample Volume: 23.5 in3 Moisture: 43 %
Specific Gravity: 2.65 (assumed) Dry Density: 78.9 pcf
Saturation: 103.0 %
*Moisture content taken after test
Test Results
Rate of Strain: 0.0200 in/min Rate of Strain ½%: 0.026 in/min Deflection at Max. Load: 0.242 in Rate of Strain 2%: 0.104 in/min Maximum Load: 56 lbs Strain Rate: 0.020 in/min
Strain at Failure: 4.65 % 15% Strain: 0.779 in

4.74 in2
Compressive Strength: 0.85 tsf

11.9 psi
Unconfined Compression
ASTM D 2166
Sample Data
Strain Information
Average cross-sectional area
at failure:
3gqJ -x
Tl.-18-7(
\...Al
sl· s/6'
~
3gq::i .x I
Tl-~ B-7(
"-Al
31· s/5 I
1844
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-9B-7C
Type of Sample: 2.4" Cal Mod
Sample Description: SILT, dark yellowish brown
Depth: 31-31.5'
Compressive Strength: 0.85 tsf

11.9 psi
Unconfined Compression
ASTM D 2166

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

0.0% 2.0% 4.0% 6.0% 8.0% 10.0% 12.0% 14.0%
Compressive Stress (psi)
Axial Strain (%)
Stress (σc) vs. Strain (ε1)
blackburn
consulting
1845
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-10A, 8B
Type of Sample: 2.4" Cal Mod
Sample Description: SILTY SAND, strong brown
Depth: 35.5-36'
Sample Length: 5.00 in Sample + Tube: 768 g
Diameter: 2.41 in Tube: 0.00 g
Height-to-Diameter Ratio: 2.08 Sample Weight: 768 g
Sample Area: 4.56 in2 Wet Density: 128.3 pcf
Sample Volume: 22.8 in3 Moisture: 22.2 %
Specific Gravity: 2.65 (assumed) Dry Density: 105.0 pcf Saturation: 102.2 %
*Moisture content taken after test
Test Results
Rate of Strain: 0.0300 in/min Rate of Strain ½%: 0.025 in/min Deflection at Max. Load: 0.083 in Rate of Strain 2%: 0.100 in/min Maximum Load: 26 lbs Strain Rate: 0.030 in/min
Strain at Failure: 1.67 % 15% Strain: 0.750 in

4.64 in2
Compressive Strength: 0.41 tsf

5.7 psi
Unconfined Compression
ASTM D 2166
Sample Data
Strain Information
Average cross-sectional area
at failure:
- •
3~~J, i.. I
12-Jo1 &E
:s-r:5---$6'
etc I
1846
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-12B-6C
Type of Sample: 2.4" Cal Mod
Sample Description: SILT, yellowish brown
Depth: 31-31.5
Sample Length: 4.87 in Sample + Tube: 682 g
Diameter: 2.39 in Tube: 0.00 g
Height-to-Diameter Ratio: 2.04 Sample Weight: 682 g
Sample Area: 4.47 in2 Wet Density: 119.4 pcf
Sample Volume: 21.7 in3 Moisture: 34 %
Specific Gravity: 2.65 (assumed) Dry Density: 89.2 pcf
Saturation: 105.2 %
*Moisture content taken after test
Test Results
Rate of Strain: 0.0200 in/min Rate of Strain ½%: 0.024 in/min Deflection at Max. Load: 0.191 in Rate of Strain 2%: 0.097 in/min Maximum Load: 197 lbs Strain Rate: 0.020 in/min
Strain at Failure: 3.93 % 15% Strain: 0.730 in

4.65 in2
Compressive Strength: 3.05 tsf

42.4 psi
Unconfined Compression
ASTM D 2166
Sample Data
Strain Information
Average cross-sectional area
at failure:
1847
Section 3, Item # 3.1
Project Name: OPUD
Project Number: 3842.X
Sample ID: TC-12B-6C
Type of Sample: 2.4" Cal Mod
Sample Description: SILT, yellowish brown
Depth: 31-31.5
Compressive Strength: 3.05 tsf

42.4 psi
Unconfined Compression
ASTM D 2166

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0

40.0 45.0

0.0% 1.0% 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0%
Compressive Stress (psi)
Axial Strain (%)
Stress (σc) vs. Strain (ε1)
blackburn
consulting
1848
Section 3, Item # 3.1
Geotechnical  Geo-Environmental  Construction Services  Forensics

UPDATED DRAFT PRELIMINARY

GEOTECHNICAL BASIS OF DESIGN
REPORT
Olivehurst Public Utilities District
South Yuba Sewer and Water
Infrastructure Project
Olivehurst, CA
APPENDIX C: Pump Stations
C1: Site Plan
C2: Boring and Test Pit Logs Legend
Boring and Test Pit Logs
C3: Laboratory Test Results

BLACKBUR------------------------

CONSULTING
~
1849
Section 3, Item # 3.1

ARBOGA RD OLIVEHURST AVE POWERLINE RD BERNICE AVE GEORGE AVE McGOWAN PKWY

MAGE AVE

RANCHO RD

PLUMAS ARBOGA RD ARBOGA RD FORTY MILE RD

OSTROM RD
7TH AVE
14TH ST

YUBA COUNTY

AIRPORT

ROSSER RD

MORRISON RD

S BEALE RD BRADSHAW RD VIRGINIA RD

RANCHO RD

PLUMAS ARBOGA RD CHIPPAWA TRAIL HALE RD MARY AVE
70 65
65 PLUMAS ARBOGA RD
70 VICTORIA LN
S-7
S-6
S-5
S-4 (Alt 2)
S-4 (Alt 1)
S-8
S-2 S-3
S- 1 4/30/2021 3842.x AppC1 OPUD South Yuba Sewer.dwg
Appendix C1a
April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Pump Station Plans
Olivehurst, California

PROJECT ALIGNMENT LEGEND
SCALE 1" = 2,500'

L E G E N D
Approximate Pipeline Water Only
Approximate Pipeline Sewer Only
Approximate Pipeline Sewer and Water
Pump/Lift Station Location
Source: South County Sewer and Water Project, Volume
2 plans created by Jacobs, dated October 2020.

Alignment Package Admin Draft 10-12-2020.
------- .......,------ "f- ----

BLACKBURN

CONSULTING
■
1850
Section 3, Item # 3.1
S-2
SCALE: 1"=80'
MARY AVE McGOWAN PKWY
' 4/30/2021 3842.x AppC1 OPUD South Yuba Sewer.dwg Appendix C1b

L E G E N D
Proposed Pipeline Location
Planned Pump Station/Lift Station
Boring Location
S-X
Source: South County Sewer and Water Project, Volume
2 plans created by Jacobs, dated October 2020.

Alignment Package Admin Draft 10-12-2020.

PUMP STATION #26 SITE PLAN
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California 4/30/2021 3842.x AppC1 OPUD South Yuba Sewer.dwg April 2021 File No. 3842.x

BLACKBURN
CONSULTING 1851
Section 3, Item # 3.1
S-3
SCALE: 1"=80'
McGOWAN PKWY
Appendix C1c

L E G E N D
Proposed Pipeline Location
Planned Pump Station/Lift Station
Boring Location
S-X
Source: South County Sewer and Water Project, Volume
2 plans created by Jacobs, dated October 2020.

Alignment Package Admin Draft 10-12-2020. EVELYN DR DAN AVE PUMP STATION #2 SITE PLAN
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California 4/30/2021 3842.x AppC1 OPUD South Yuba Sewer.dwg April 2021 File No. 3842.x

BLACKBURN
CONSULTING 1852
Section 3, Item # 3.1
SHIMER RD S-4 (Alt 1)

RANCHO RD
SCALE: 1"=80'
Appendix C1d

L E G E N D
Proposed Pipeline Location
Planned Pump Station/Lift Station
Boring Location
S-X
Source: South County Sewer and Water Project, Volume
2 plans created by Jacobs, dated October 2020.

Alignment Package Admin Draft 10-12-2020.

PUMP STATION # 21 (Alt 1) SITE PLAN
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California 4/30/2021 3842.x AppC1 OPUD South Yuba Sewer.dwg April 2021 File No. 3842.x

BLACKBURN
CONSULTING 1853
Section 3, Item # 3.1
S-4 (Alt 2)

RANCHO RD
SCALE: 1"=80'
Appendix C1e

L E G E N D
Proposed Pipeline Location
Planned Pump Station/Lift Station
Boring Location
S-X
Source: South County Sewer and Water Project, Volume
2 plans created by Jacobs, dated October 2020.

Alignment Package Admin Draft 10-12-2020.

PUMP STATION #21 (Alt 2) SITE PLAN
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California 4/30/2021 3842.x AppC1 OPUD South Yuba Sewer.dwg April 2021 File No. 3842.x

BLACKBURN
CONSULTING 1854
Section 3, Item # 3.1
S-5

RANCHO RD
SCALE: 1"=80'
Appendix C1f
LIFT STATION #22 SITE PLAN
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California 4/30/2021 3842.x AppC1 OPUD South Yuba Sewer.dwg April 2021 File No. 3842.x

L E G E N D
Proposed Pipeline Location
Planned Pump Station/Lift Station
Boring Location
S-X
Source: South County Sewer and Water Project, Volume
2 plans created by Jacobs, dated October 2020.

Alignment Package Admin Draft 10-12-2020.

BLACKBURN

CONSULTING
:D
:lc:::JI
:□
... :□
1855
Section 3, Item # 3.1
S-6
SCALE: 1"=80'

RANCHO RD

VIRGINIA RD

PUMP STATION

RANCHO RD

NEAR VIRGINIA RD
Appendix C1g
LIFT STATION #23 SITE PLAN

L E G E N D
Proposed Pipeline Location
Planned Pump Station/Lift Station
Boring Location
S-X
Source: South County Sewer and Water Project, Volume
2 plans created by Jacobs, dated October 2020.

Alignment Package Admin Draft 10-12-2020.

OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California 4/30/2021 3842.x AppC1 OPUD South Yuba Sewer.dwg April 2021 File No. 3842.x

BLACKBURN

CONSULTING
:D
: u:=:11
: [J
... :□
~
1856
Section 3, Item # 3.1
S-7

FORTY MILE RD
SCALE: 1"=80'
Appendix C1h
LIFT STATION #24 SITE PLAN
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California 4/30/2021 3842.x AppC1 OPUD South Yuba Sewer.dwg April 2021 File No. 3842.x

L E G E N D
Proposed Pipeline Location
Planned Pump Station/Lift Station
Boring Location
S-X
Source: South County Sewer and Water Project, Volume
2 plans created by Jacobs, dated October 2020.

Alignment Package Admin Draft 10-12-2020.

BLACKBURN
CONSULTING 1857
Section 3, Item # 3.1
S-8

FORTY MILE RD
SCALE: 1"=80'
Appendix C1i

L E G E N D
Proposed Pipeline Location
Planned Pump Station/Lift Station
Boring Location
S-X
Source: South County Sewer and Water Project, Volume
2 plans created by Jacobs, dated October 2020.

Alignment Package Admin Draft 10-12-2020.

KIMBALL CREEK
PUMP STATION #25 SITE PLAN
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California 4/30/2021 3842.x AppC1 OPUD South Yuba Sewer.dwg April 2021 File No. 3842.x

BLACKBURN
CONSULTING 1858
Section 3, Item # 3.1
S-1
OIVEHURST AVE 11TH AVE
SCALE: 1"=80'
Appendix C1j
LIFT STATION #1 SITE PLAN
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California 4/30/2021 3842.x AppC1 OPUD South Yuba Sewer.dwg April 2021 File No. 3842.x

L E G E N D
Proposed Pipeline Location
Planned Pump Station/Lift Station
Boring Location
S-X
Source: South County Sewer and Water Project, Volume
2 plans created by Jacobs, dated October 2020.

Alignment Package Admin Draft 10-12-2020.

BLACKBURN
CONSULTING 1859
Section 3, Item # 3.1
Appendix C2: Exploratory Borings for Pump Stations not complete at the time of this Report 1860
Section 3, Item # 3.1
Appendix C3: Laboratory Tests for Pump Stations not complete at the time of this Report 1861
Section 3, Item # 3.1
Geotechnical  Geo-Environmental  Construction Services  Forensics

UPDATED DRAFT PRELIMINARY

GEOTECHNICAL BASIS OF DESIGN
REPORT
Olivehurst Public Utilities District
South Yuba Sewer and Water
Infrastructure Project
Olivehurst, CA
APPENDIX D: WWTP Improvements
D1: Site Plan
D2: Boring and Test Pit Logs Legend
Boring and Test Pit Logs
D3: Laboratory Test Results
D4: Site Specific Analysis
D5: Previous Geotechnical Studies and Data

BLACKBUR------------------------

CONSULTING
~
1862
Section 3, Item # 3.1

MARY AVE
TP1
TP4
TP3
TP2 TP5
WW-1
B-9
B-8
B-11
B-10
4/30/2021 3842.x AppD1 OPUD South Yuba Sewer.dwg
SCALE 1" = 150'
Appendix D1
April 2021
File No. 3842.x
Approximate Planned Boring Location
Approximate Test Pit Location

L E G E N D
OPUD Water and Sewer Project
Sewer Plant and Pipeline
Yuba County, California

WWTP IMPROVEMENTS SITE PLAN
Approximate Pipeline Alignment
New Secondary Clarifier New 9.4 MG
Equilization Basin
(concrete lined)
16-inch Force Main
Approximate 16-inch Force Main
Alignment
Approximate Limits of 9.4 MG Basin
Approximate CH2M Boring Location
(2004)
I
•
I
,.-,,,,-~~-..T
•~ I I ' ______ .....i l •
-
♦
♦
,--- - -- - --.

I I
I $ $ I ~ I
I I
I $ I
I I
I I
I $ I
I -- I _,,__.. ' ............

BLACKBURN
CC) N S lJ LT I N G
-----
-$-
-0
♦
---
---
1863
Section 3, Item # 3.1
(ASTM D 2435)
(ASTM D 5333)
(ASTM D 698 & 1557, CTM 216)
(CTM 643,
CTM 417, CTM 422)
(ASTM D 4767)
(ASTM D 3080)
(ASTM D 4829)
(ASTM D 2216)
(ASTM D 2974)
(ASTM D 5084)
(ASTM D 6913 & 7928)
(ASTM D 4318)
(ASTM D 5731)
(CTM 301)
(CTM 217)
(AASHTO T100)
(ASTM D 4943)
(ASTM D 4546)
(ASTM D 2166)
(ASTM D 7012)
(ASTM D 2850)
(ASTM D 7263)
(AASHTO T223 / ASTM D 2573)
PAGE 1
California Sampler (2" ID)
Modified California Sampler (2.4" ID)
8/5/2019 Boring Legend for Reports 2019.dwg

BORING RECORD LEGEND

DRILLING METHOD SYMBOLS
[R] Auger Drilling ~ Rotary Drilling

BLACKBURN

CONSULTING
Dynamic Cone
or Hand Driven El Diamond Core

SAMPLER GRAPHIC SYMBOLS
[g] Standard Penetration Test (SPT)
~ -·- ·- __ ,,.,.. ......

B - ·- ---··-,..·-·
[I] Shelby Tube [II] Piston Sampler
[] NX Rock Core
~ HQ Rock Core
I Bulk Sample ~ Other (see remarks)

WATER LEVEL SYMBOLS
5j__ First Water Level Reading (during drilling)
:f__ Static Water Level Reading (short-term)
.!. Static Water Level Reading (long-term)
1864
Section 3, Item # 3.1
PAGE 2
8/5/2019 Boring Legend for Reports 2019.dwg

BORING RECORD LEGEND
Extrudes between fingers when squeezed

PLASTICITY OF FINE-GRAINED SOILS
Criteria
A 1/8-inch thread cannot be rolled at any water content.

The thread can barely be rolled, and the lump cannot be formed when drier than the plastic limit.

The thread is easy to roll, and not much time is required to reach the plastic limit; it cannot be rerolled after reaching the plastic limit. The lump crumbles when drier than the plastic limit.

CEMENTATION
Criteria
Crumbles or breaks with handling or
little finger pressure.

Crumbles or breaks with considerable
finger pressure.

Will not crumble or break with finger
pressure.

BLACKBURN
CONSULTING 1865
Section 3, Item # 3.1
1 >4.5
Lean CLAY (CL); Hard; Dark; Grayish Brown; Dry; Few Fine SAND; Weak to Moderate Cementation; PP>4.5
SANDY Lean CLAY (CL); Hard; Dark Yellowish Brown with Black Streaks; Dry; Some Fine SAND; Moderate Cementation; PP>4.5
Moist
Lean CLAY with SAND (CL); (Very Stiff); Dark Brown; Moist; Little Fine SAND; No Cementation
Bottom of test pit at 8.0 ft bgs
Backfilled with spoils, tamped with backhoe bucket
No Free Groundwater Encountered
Bulk A 0-2 ft bgs
Bulk B 2-6 ft bgs
Bulk C 6-8 ft bgs

OPERATOR'S NAME
Keith

CONTRACTOR
Burke Construction

TOTAL DEPTH OF TEST PIT

8.0 ft

DURING EXCAVATION
No Groundwater Encountered

HOLE ID
TP1

COMPLETION DATE
10-19-20

BEGIN DATE
10-19-20

SURFACE ELEVATION

GROUNDWATER

EXCAVATION METHOD
Test Pit
TEST PIT LOCATION (Lat/Long or North/East and Datum)

EQUIPMENT
CAT 420 Backhoe

SAMPLER SIZE(S)
CalMod (2.4"), Bulk Bag

LOGGED BY
LDM

TEST PIT BACKFILL AND COMPLETION
Backfilled with spoils, tamped with backhoe bucket
TEST PIT LOCATION (Offset, Station, Line)

BUCKET WIDTH
2'

ROUTE POSTMILE
Sample NumberShearStrength(psf)
HOLE ID TP1
DEPTH (ft)
PocketPenetrometerMoistureContent (%)
COUNTY
YUB

PROJECT NAME
OPUD South Yuba Sewer and Water
ELEVATION (ft)
MaterialGraphicsDry Density(pcf)LiquidLimitPlasticityIndex% <#200 Laboratory Data
Sample Location

DESCRIPTION
AdditionalLab Tests

PREPARED BY
SS
CLIENT
Jacobs Engineering

CHECKED BY SHEET
1 of 1
FILE NO.
3842.X
TEST PITS - LEVEE 3842.X TEST PITS (10_29_20).GPJ LIBRARY_2019.GLB 11/17/20 0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
=~ -
-
= ~~~ ..
-
=L -
-------------------------------- ;;;;
=~ -
=
~~ ..
-
-
~~ -
M -
=~~ -
.. = 1/ -
-
=~ ------------------------------- ;;;;
-
= ~~~ ..
-
= '/ -
-
= -
-
-
- -
- ... = -
- -
= ~ - -
-
- -
- ... = -
- -
= ~ - -
-
- -
- ... = -
- -
= ~ - -
-
- -
- ... = -
- -
= ~ - -
-
- -
- ... = -
- -
= ~ - -
-
- -
- ... = -
- -
= ~ - -
-
- -
- ... = -
- -
= ~ - -
-
- -
- ... = -
- -
= ~ - -
-
- -
-
~ I

BLACKBURN
CONSU LTI NG I I 1866
Section 3, Item # 3.1
1 2
>4.5
>4.5
Lean CLAY (CL); Hard; Brown; Dry; Few Fine SAND; PP>4.5 SANDY Lean CLAY (CL); Hard; Yellowish Brown; Dry; Some Fine SAND; Moderate Cementation; PP>4.5
Lean CLAY (CL); Hard; Dark Yellowish Brown; Moist; Few Fine SAND; Weak Cementation; PP>4.5
(Very Stiff); Orangish Brown; No Cementation
Bottom of test pit at 8.0 ft bgs
Backfilled with spoils, tamped with backhoe bucket
No Free Groundwater Encountered
Bulk A 0-1.5 ft bgs
Bulk B 1.5-2.5 ft bgs
Bulk C 2.5-6 ft bgs
Bulk D 6-8 ft bgs

OPERATOR'S NAME
Keith

CONTRACTOR
Burke Construction

TOTAL DEPTH OF TEST PIT

8.0 ft

DURING EXCAVATION
No Groundwater Encountered

HOLE ID
TP2

COMPLETION DATE
10-19-20

BEGIN DATE
10-19-20

SURFACE ELEVATION

GROUNDWATER

EXCAVATION METHOD
Test Pit
TEST PIT LOCATION (Lat/Long or North/East and Datum)

EQUIPMENT
CAT 420 Backhoe

SAMPLER SIZE(S)
CalMod (2.4"), Bulk Bag

LOGGED BY
LDM

TEST PIT BACKFILL AND COMPLETION
Backfilled with spoils, tamped with backhoe bucket
TEST PIT LOCATION (Offset, Station, Line)

BUCKET WIDTH
2'

ROUTE POSTMILE
Sample NumberShearStrength(psf)
HOLE ID TP2
DEPTH (ft)
PocketPenetrometerMoistureContent (%)
COUNTY
YUB

PROJECT NAME
OPUD South Yuba Sewer and Water
ELEVATION (ft)
MaterialGraphicsDry Density(pcf)LiquidLimitPlasticityIndex% <#200 Laboratory Data
Sample Location

DESCRIPTION
AdditionalLab Tests

PREPARED BY
SS
CLIENT
Jacobs Engineering

CHECKED BY SHEET
1 of 1
FILE NO.
3842.X
TEST PITS - LEVEE 3842.X TEST PITS (10_29_20).GPJ LIBRARY_2019.GLB 11/17/20 0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
=~ -
-
= ~~ .. ~------------------------------- -
=~ -
-
= ,,,,,, M -
~------------------------------
~~ -
.. ~~ -
-
-
~~ M -
-
.. ~~ -
-
;;;;
~~ -
=
~~ ..
-
-
-
= -
-
-
- -
- ... = -
- -
= ~ - -
-
- -
- ... = -
- -
= ~ - -
-
- -
- ... = -
- -
= ~ - -
-
- -
- ... = -
- -
= ~ - -
-
- -
- ... = -
- -
= ~ - -
-
- -
- ... = -
- -
= ~ - -
-
- -
- ... = -
- -
= ~ - -
-
- -
- ... = -
- -
= ~ - -
-
- -
-
~ I

BLACKBURN
CONSU LTI NG I I 1867
Section 3, Item # 3.1
Lean CLAY (CL); Hard; Light Grayish Brown with Orangish Brown Streaks; Dry; Few Fine SAND; Moderate Cementation; PP>4.5
SANDY Lean CLAY (CL); Hard; Dark Yellowish Brown with Black Streaks; Moist; Some Fine SAND; Weak Cementation; PP>4.5
Lean CLAY (CL); (Very Stiff); Dark Brown; Moist; Few Fine SAND; No Cementation Bottom of test pit at 8.0 ft bgs
Backfilled with spoils, tamped with backhoe bucket
No Free Groundwater Encountered
Bulk A 0-3 ft bgs
Bulk B 3-6.5 ft bgs
Bulk C 6.5-8 ft bgs

OPERATOR'S NAME
Keith

CONTRACTOR
Burke Construction

TOTAL DEPTH OF TEST PIT

8.0 ft

DURING EXCAVATION
No Groundwater Encountered

HOLE ID
TP3

COMPLETION DATE
10-19-20

BEGIN DATE
10-19-20

SURFACE ELEVATION

GROUNDWATER

EXCAVATION METHOD
Test Pit
TEST PIT LOCATION (Lat/Long or North/East and Datum)

EQUIPMENT
CAT 420 Backhoe

SAMPLER SIZE(S)
Bulk Bag

LOGGED BY
LDM

TEST PIT BACKFILL AND COMPLETION
Backfilled with spoils, tamped with backhoe bucket
TEST PIT LOCATION (Offset, Station, Line)

BUCKET WIDTH
2'

ROUTE POSTMILE
Sample NumberShearStrength(psf)
HOLE ID TP3
DEPTH (ft)
PocketPenetrometerMoistureContent (%)
COUNTY
YUB

PROJECT NAME
OPUD South Yuba Sewer and Water
ELEVATION (ft)
MaterialGraphicsDry Density(pcf)LiquidLimitPlasticityIndex% <#200 Laboratory Data
Sample Location

DESCRIPTION
AdditionalLab Tests

PREPARED BY
SS
CLIENT
Jacobs Engineering

CHECKED BY SHEET
1 of 1
FILE NO.
3842.X
TEST PITS - LEVEE 3842.X TEST PITS (10_29_20).GPJ LIBRARY_2019.GLB 11/17/20 0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25

BLACKBURN
CONSULTING 1868
Section 3, Item # 3.1
Lean CLAY (CL); Hard; Dark Grayish Brown; Dry; Few Fine SAND; Weak Cementation; PP>4.5
Lean CLAY with SAND (CL); Hard; Dark Yellowish Brown with Orangish Brown Streaks; Dry; Little Fine SAND; Moderate Cementation; PP>4.5 Moist
(Very Stiff); Dark Yellowish Brown; No Cementation
Bottom of test pit at 8.0 ft bgs
Backfilled with spoils, tamped with backhoe bucket
No Free Groundwater Encountered
Bulk A 0-3 ft bgs
Bulk B 3-5.5 ft bgs
Bulk C 5.5-8 ft bgs

OPERATOR'S NAME
Keith

CONTRACTOR
Burke Construction

TOTAL DEPTH OF TEST PIT

8.0 ft

DURING EXCAVATION
No Groundwater Encountered

HOLE ID
TP4

COMPLETION DATE
10-19-20

BEGIN DATE
10-19-20

SURFACE ELEVATION

GROUNDWATER

EXCAVATION METHOD
Test Pit
TEST PIT LOCATION (Lat/Long or North/East and Datum)

EQUIPMENT
CAT 420 Backhoe

SAMPLER SIZE(S)
Bulk Bag

LOGGED BY
LDM

TEST PIT BACKFILL AND COMPLETION
Backfilled with spoils, tamped with backhoe bucket
TEST PIT LOCATION (Offset, Station, Line)

BUCKET WIDTH
2'

ROUTE POSTMILE
Sample NumberShearStrength(psf)
HOLE ID TP4
DEPTH (ft)
PocketPenetrometerMoistureContent (%)
COUNTY
YUB

PROJECT NAME
OPUD South Yuba Sewer and Water
ELEVATION (ft)
MaterialGraphicsDry Density(pcf)LiquidLimitPlasticityIndex% <#200 Laboratory Data
Sample Location

DESCRIPTION
AdditionalLab Tests

PREPARED BY
SS
CLIENT
Jacobs Engineering

CHECKED BY SHEET
1 of 1
FILE NO.
3842.X
TEST PITS - LEVEE 3842.X TEST PITS (10_29_20).GPJ LIBRARY_2019.GLB 11/17/20 0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25

BLACKBURN
CONSULTING 1869
Section 3, Item # 3.1
Lean CLAY with SAND (CL); Hard; Dark Grayish Brown; Dry; Fine SAND; Weak Cementation; PP>4.5
SANDY Lean CLAY/CLAYEY SAND (CL/SC); Hard/Very Dense; Dark Yellowish Brown; Dry; Weak Cementation; Fine to Medium SAND; PP>4.5 CLAYEY SAND (SC); (Dense); Dark Yellowish Brown; Moist; Fine to Medium SAND; Little Fines
Bottom of test pit at 8.0 ft bgs
Backfilled with spoils, tamped with backhoe bucket
No Free Groundwater Encountered
Bulk A 0-2.5 ft bgs
Bulk B 2.5-5.5 ft bgs
Bulk C 5.5-8 ft bgs

OPERATOR'S NAME
Keith

CONTRACTOR
Burke Construction

TOTAL DEPTH OF TEST PIT

8.0 ft

DURING EXCAVATION
No Groundwater Encountered

HOLE ID
TP5

COMPLETION DATE
10-19-20

BEGIN DATE
10-19-20

SURFACE ELEVATION

GROUNDWATER

EXCAVATION METHOD
Test Pit
TEST PIT LOCATION (Lat/Long or North/East and Datum)

EQUIPMENT
CAT 420 Backhoe

SAMPLER SIZE(S)
Bulk Bag

LOGGED BY
LDM

TEST PIT BACKFILL AND COMPLETION
Backfilled with spoils, tamped with backhoe bucket
TEST PIT LOCATION (Offset, Station, Line)

BUCKET WIDTH
2'

ROUTE POSTMILE
Sample NumberShearStrength(psf)
HOLE ID TP5
DEPTH (ft)
PocketPenetrometerMoistureContent (%)
COUNTY
YUB

PROJECT NAME
OPUD South Yuba Sewer and Water
ELEVATION (ft)
MaterialGraphicsDry Density(pcf)LiquidLimitPlasticityIndex% <#200 Laboratory Data
Sample Location

DESCRIPTION
AdditionalLab Tests

PREPARED BY
SS
CLIENT
Jacobs Engineering

CHECKED BY SHEET
1 of 1
FILE NO.
3842.X
TEST PITS - LEVEE 3842.X TEST PITS (10_29_20).GPJ LIBRARY_2019.GLB 11/17/20 0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25

BLACKBURN
CONSULTING 1870
Section 3, Item # 3.1
Appendix D3: Laboratory Tests for WWTP not complete at the time of this Report 1871
Section 3, Item # 3.1
APPENDIX C: SITE-SPECIFIC DESIGN SPECTRA CALCULATION
OPUD – South Yuba Sewer and Water Infrastructure Project, Olivehurst, CA Olivehurst, CA
April 5, 2021
1 APPENDIX C: Site-Specific Design Spectra Calculation
In this appendix we present the details of our site-specific ground motion analysis performed in accordance with Chapter 21 of ASCE 7-16 Minimum Design Loads and Associated Criteria for Buildings and Other Structures. We calculated:
• Site Classification D per ASCE 7-16 Table 20.3-1.
• Probabilistic geometric mean (MCEG1
) and risk targeted maximum considered earthquake
(MCER
2 ) response spectra for a 5% damped, 2% probability of exceedance within a 50 year period (2,475 year return period).
• Design Earthquake (DE3
) response spectra.
• Design acceleration parameters.
• Maximum considered earthquake geometric mean (MCEG) peak ground acceleration (PGAM).

C1.0 PROBABILISTIC SEISMIC HAZARD ANALYSIS
Methodology
We performed a site-specific probabilistic ground motion analysis in accordance with ASCE 7-16 Section

21.2.1.2. A probabilistic analysis is used because the location, recurrence interval, and magnitude of future earthquakes are uncertain.

To develop the site-specific probabilistic MCER response spectra we:

1. Used the United States Geological Survey (USGS) Unified Hazard Tool4 to develop uniform hazard curves for spectral periods ranging from 1 to 5 seconds and calculate the MCEG response spectra.

2. Applied scaling factors (per ASCE 7-16,21.2) to each hazard curve to calculate the maximum response in the horizontal plane.

3. Used the scaled hazard curve data and the USGS Risk-Targeted Ground Motion Calculator5 to develop the risk targeted ground motion for selected periods (maximum of 5 seconds).

4. Plotted the risk targeted ground motion at selected periods to create the site-specific MCER response spectra.
1 MCEG - The most severe earthquake effects considered by ASCE 7-16 without adjustment for targeted risk. 2 MCER - The most severe earthquake effects considered by ASCE 7-16 adjusted to the orientation considered to provide the maximum horizontal response. 3 DE – The earthquake effects that are 2/3 of the corresponding risk-targeted maximum consider MCER effects. 4 https://earthquake.usgs.gov/hazards/interactive/ 5 https://earthquake.usgs.gov/designmaps/rtgm/
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1872
Section 3, Item # 3.1
APPENDIX C: SITE-SPECIFIC DESIGN SPECTRA CALCULATION
OPUD – South Yuba Sewer and Water Infrastructure Project, Olivehurst, CA Olivehurst, CA
April 5, 2021
2 Results
Figure C-1 shows the calculated site-specific MCEG and MCER probabilistic spectra.

Figure C-1 – MCEG (Geometric mean) and MCER (Risk Targeted) site-specific spectra for 2% probability of exceedance in 50 years.

DRAFT

1.0 0.9

0.8 0.7
V,
-00
-;; 0.6 0
:;::;
"' ai
ai 0.5 u
u
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u 0.4 QJ
C.

0.3 0.2

0.1 0.0

0.0 0.5
Site-Specific Probabilistic MCE Spectra

1.0 1.5 2.0 2.5 3.0 3.5
Period (seconds)
--MCEG Probabilistic Spectrum --MCER Probabilistic Spectrum

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1873
Section 3, Item # 3.1
APPENDIX C: SITE-SPECIFIC DESIGN SPECTRA CALCULATION
OPUD – South Yuba Sewer and Water Infrastructure Project, Olivehurst, CA Olivehurst, CA
April 5, 2021
3 Table C-1 shows the calculated spectral values for the probabilistic MCER andMCEG spectra.

Table C-1: Probabilistic MCER and MCEG Spectral Accelerations (g’s) Period Probabilistic MCEG
Spectra
Scaled Probabilistic
MCER Spectra
0 0.317 0.334

0.1 0.570 0.600

0.2 0.785 0.830

0.3 0.835 0.906

0.5 0.769 0.870

0.75 0.607 0.721
1 0.485 0.603
2 0.266 0.337
3 0.180 0.234
4 0.135 0.180
5 0.108 0.147
Figures C-2 through C-5 show the deaggregation of the probabilistic seismic hazard results for MCEG hazard level for the PGA, 0.2, 1, and 5 second periods. The faults that dominate the hazard at the site are:
• PGA and 0.2 second periods - The Great Valley Mysterious Ridge and Hunting Creek-Bartlett Springs connector.
• 1 second period - The San Andreas fault, Hunting Creek-Bartlett Springs connector, Great Valley Mysterious Ridge, and Rodgers Creek-Healdsburg.
• 5 second period - The San Andreas fault and Hunting Creek-Bartlett Springs connector6 6 Deaggregation results show the Cascadia Megathrust governs at the 5 second period, however we reference only the San Andreas fault and Hunting Creek-Bartlett Springs connector because the Cascadia Megathrust is over 120 miles away.

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Section 3, Item # 3.1
APPENDIX C: SITE-SPECIFIC DESIGN SPECTRA CALCULATION
OPUD – South Yuba Sewer and Water Infrastructure Project, Olivehurst, CA Olivehurst, CA
April 5, 2021
4 Figure C-2- Deaggregation for PGA (MCEG)
Figure C-3- Deaggregation for 0.2 seconds (MCEG)
DRAFT
"E
ro
N
ro
:r:
.8
C
0 lO
...
0 .....
·gLO
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C
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• • . .. . . . .• . .• . I
6's
. . ..... • .. . ... • • • •• • • •• • •••• • • •
• •• • •• • • •• • •• . ..· .... •· . ..· .. ••

BLACKBURN

CONSULTING
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■ e:= (-«J .. -2.5)
■ e:= [-2.5 .. -2)
■ e:=[-2 .. -1.5)
e:= [-1.5 .. -1)
De:= [-1.. -o.5)
De:= [-o.5 .. o)
0 e:=[O .. 0.5)
e:= [0.5 .. 1)
■ e:= [1 .. 1.5)
■ e:= [1.5 .. 2)
■ e:=[2 .. 2.5)
■ e:=[2.5 .. +«J)
■ e:= (-"" .. -2.5)
■ e= [-2.5 .. -2)
■ e= [-2 .. -1.5)
■ e= [-1.5 .. -1)
□ E = [-1 .. -0.5)
0 e:= [-0.5 .. 0)
0 e:=[0 .. 0.5)
De= [0.5 .. 1)
■ e:=[1 .. 1.5)
■ e= [1.5 .. 2)
■ e=[2 .. 2.5)
■ e= [2.5 .. +"")
1875
Section 3, Item # 3.1
APPENDIX C: SITE-SPECIFIC DESIGN SPECTRA CALCULATION
OPUD – South Yuba Sewer and Water Infrastructure Project, Olivehurst, CA Olivehurst, CA
April 5, 2021
5 Figure C-4- Deaggregation for 1 second (MCEG)
Figure C-5- Deaggregation for 5 second (MCEG)
DRAFT
1:'
co
N
lf)
....
r,..
s
0 "'
:C:rl "'"'
.8
C
0 :po
:,rl
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C
0 Ulfl
~
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s

BLACKBURN

CONSULTING
~
■ E= (-co .. -2.5)
■ E= [-2.5 .. -2)
■ E= [-2 .. -1.5)
E= [-1.5 .. -1)
EJ E = [-1 .. -0.5)
0 E= [-0.5 .. 0)
0 E= [0 .. 0.5)
0 E= [0.5 .. 1)
■ E=[l .. 1.5)
■ E=[l.5 .. 2)
■ E= [2 .. 2.5)
■ E = [2.5 .. +co)
■ E = (-"" .. -2.5)
■ E = [-2.5 .. -2)
■ E=[-2 .. -1.5)
E = [-1.5 .. -1)
□ E = [-1 .. -0.5)
0 E=[-0.5 .. 0)
0 E=[0 .. 0.5)
E = [0.5 .. 1)
■ E=[l .. 1.5)
■ E= [1.5 .. 2)
■ E= [2 .. 2.5)
■ E = [2.5 .. +o0)
1876
Section 3, Item # 3.1
APPENDIX C: SITE-SPECIFIC DESIGN SPECTRA CALCULATION
OPUD – South Yuba Sewer and Water Infrastructure Project, Olivehurst, CA Olivehurst, CA
April 5, 2021
6 C2.2 Deterministic Analysis
The ASCE 7-16 Amendment for 21.2.3 states that when the largest probabilistic spectral response acceleration is less than 1.2 Fa, the site-specific MCER shall be taken as the site-specific probabilistic spectrum. This amendment applies to our site; therefore, a deterministic site-specific spectrum was not calculated.

C2.3 Recommended Site-Specific MCER and Design Response Spectra Figure C-6 and Table C-2 compare the calculated site-specific probabilistic MCER spectra, the MCER spectra calculated in accordance with ASCE 7-16 Section 11.4.7, 80% value of the ASCE 7-16 Section

11.4.7 MCER spectra, and the recommended MCER spectra.

Figure C-6 – Site-Specific Probabilistic MCER Spectrum, ASCE 7-16 Section 11.4.7 MCER Spectrum, 80% of ASCE 7-16 Section 11.4.7 MCER Spectrum, and the recommended MCER Spectrum.

DRAFT

1.0 0.9

0.8 0.7
-;;,
~ 0.6 C
E
ro
w
ai 0.5 u u
<(
]
~ 0.4 a.

Ill

0.3 0.2

0.1 0.0

0.0 0.5 1.0
-MCER Probabilistic Spectrum

1.5 2.0 2.5 3.0 3.5
Period !seconds)
-ASCE 7-1611.4.7 MCER Spectrum -ASCE 7-16 80% of 11.4.7 MCER Spectrum

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-Reccommended MCER
1877
Section 3, Item # 3.1
APPENDIX C: SITE-SPECIFIC DESIGN SPECTRA CALCULATION
OPUD – South Yuba Sewer and Water Infrastructure Project, Olivehurst, CA Olivehurst, CA
April 5, 2021
7 Table C-2: Comparison of Recommended and ASCE 7-16 Section 11.4.7 Spectra Period
Site-Specific
Recommended
MCER Spectrum
ASCE 7-16 11.4.7
MCER Spectrum
80% of the ASCE
7-16 11.4.7 MCER
Spectrum
Recommended
MCER
Spectrum
0 0.335 0.283 0.227 0.335

0.1 0.600 0.539 0.431 0.600

0.166 0.760 0.708 0.567 0.760

0.2 0.830 0.708 0.567 0.830

0.3 0.906 0.708 0.567 0.906

0.5 0.870 0.708 0.567 0.870

0.75 0.722 0.708 0.567 0.722

0.865 0.660 0.708 0.567 0.660
1 0.603 0.613 0.490 0.603
2 0.337 0.306 0.245 0.338
3 0.234 0.204 0.163 0.234
4 0.180 0.153 0.123 0.180
5 0.147 0.123 0.098 0.147
For this site the site-specific probabilistic spectra controls the site response for all periods.

ASCE 7-16 Section 21.3 defines the design response spectrum (DE) as 2/3 times the site-specific MCER spectrum. The design spectral response acceleration at any period is not taken as less than 80% of spectral acceleration determined in accordance with ASCE 7-16, Section 11.4.6, where Fa is determined using Table

11.4-1 and Fv is determined using Section 21.3. Figure C-7 and Table C-3 present the calculated DE response spectra, the ASCE 7-16 section 11.4.6 Spectrum, and 80% of the ASCE 7-16 11.4.6 Spectrum. The site-specific design response spectrum is greater than the response spectrum calculated using ASCE 7-16 Section 11.4.6 for all periods and therefore governs the recommended design response spectrum.

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Section 3, Item # 3.1
APPENDIX C: SITE-SPECIFIC DESIGN SPECTRA CALCULATION
OPUD – South Yuba Sewer and Water Infrastructure Project, Olivehurst, CA Olivehurst, CA
April 5, 2021
8 Figure C-7 – Design Response Spectrum (Greater of 2/3*SaM or 80% of General Response Spectrum), ASCE

11.4.6 Design Response Spectrum, and 80% of 11.4.6 Design Response Spectrum.

DRAFT

0.7 0.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Period !seconds)
-Design Response Spectrum (Greater of 2/3 'SaM or 80% of General Response Spectrum) -ASCE 7-1611.4.6 Design Response Spectrum
--ASCE 7-16 21.3 80% of 11.4.6 Design Response Spectrum

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1879
Section 3, Item # 3.1
APPENDIX C: SITE-SPECIFIC DESIGN SPECTRA CALCULATION
OPUD – South Yuba Sewer and Water Infrastructure Project, Olivehurst, CA Olivehurst, CA
April 5, 2021
9 Table C-3: Comparison of Recommended and ASCE 7-16 Section 11.4.6 Spectra Period
Recommended
Design Response
Spectrum
ASCE 7-16 11.4.6
Response
Spectrum
80% of ASCE 7-16

11.4.6 Response
Spectrum
0 0.223 0.189 0.151

0.1 0.400 0.359 0.288

0.166 0.507 0.472 0.378

0.2 0.553 0.472 0.378

0.3 0.604 0.472 0.378

0.5 0.580 0.472 0.378

0.75 0.481 0.472 0.378

0.865 0.440 0.472 0.378

1.0 0.402 0.408 0.327

2.0 0.225 0.204 0.163

3.0 0.156 0.136 0.109

4.0 0.120 0.102 0.082

5.0 0.098 0.082 0.065
Design Acceleration Parameters
We calculated the site-specific acceleration parameters in Table C-4 in accordance with ASCE7-16, Section 21.4 and 21.5.3.

Table C-4: Design Spectral Acceleration Values and Peak Ground Acceleration Parameter Acceleration Value (g’s)
SMS 0.5441
SM1 0.4902
SDS 0.8153
SD1 0.7354
PGAM 0.3175
1 SMS 1.5 times the SDS value in Table C-4 2
SM1 1.5 times the SD1 value in Table C-4 3
SDS 90% of the maximum spectral acceleration from the site-specific spectrum (0.399) 4 SD1 Maximum value of the product of TSa (time multiplied by spectral acceleration value) for periods of 1 to 2 seconds for sites with VS30 of greater than 1,200 ft/s) 5 The site-specific MCEG peak ground acceleration (PGAM) is the lesser of the probabilistic or deterministic mean peak ground acceleration.

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1880
Section 3, Item # 3.1
TECHNICAL MEMORANDUM NO. 4 CH2MHILL
Olivehurst Public Utility District Wastewater
Treatment Plant Expansion and Upgrade Project
Schematic Design- Preliminary Geotechnical
Exploration Report
PREPARED FOR:

PREPARED BY:

DATE:

Introduction
Olivehurst Public Utility District (OPUD)
Allen Evans/CH2M HILL
February 13, 2004
'lb.is technical memorandum (TM) presents the preliminary results of the geotechnical exploration for the Olivehurst Wastewater Treatment Plant (plant) Phase 1 and 2 expansion and upgrade project. The project includes construction of new facilities and modifications to existing facilities to expand treatment capacity. The geotechnical exploration consisted of observing and testing surface and subsurface soil conditions in areas where new or remodeled facilities are planned. This TM was to provide initial geotechnical recommendations for the preliminary design and construction, and recommendations will be reevaluated when final facility layout and designs are established. To accomplish this, the scope of work includes the following:
• Conduct a site visit to observe site layout and existing surface soil conditions. • Perform subsurface exploration using soil borings.
• Conduct laboratory testing to evaluate engineering properties of subsurface soils. • Analyze subsurface conditions for the proposed facilities. • Recommend preliminary design criteria for foundations, excavation and backfill, and lateral earth pressure fox purposes of the preliminary design.

Project Description
The proposed treatment plant expansion is located in Olivehurst, California. The layout of the existing is show on Figure 4-1. New facilities include influent screening and grit removal facilities, influent pump station, primary effluent distribution box, potential headworks expansion, primary clarifier, oxidation ditches, secondary clarifiers, flow equalization basin, filter influent pump station, tertiary filters, chemical storage/ feed building, anaerobic digesters, and solids handling building. In addition, modifications to change the chlorine contact basin to an ultraviolet disinfection system, and modifications to the control building will be made. To accommodate the facility expansion, a new levee will be constructed on the northwest side of the plant. The new levee will extend approximately 200 feet north of the existing levee.

RDO/OPUD TMNO. 04_GEOTECHNICAL REPORT.DOC 186380A 1.01 1881 Section 3, Item # 3.1
........,=i"-z e:::::21.
0 SO tOO FEET
~~iiiiiiiiiiiiiiiiiiiiiil

SCALE IS APPROXIMATE
LEGEND
-' BORING LOCATION
.. _
I .. --........... .
: --.... .__ . ··-

RAW SEWAGE

PUMP STATION
iNlflttrENT -4---/- -~ - PIPES~ 1
• II
i AUXILIARY : :
: PUMP STATION 11
I
I II
II
II
11 II
II
11 ··-··-··-··-··-··-··-··-··-··-··-··-· -··------~ ··-··-··-··-··-··-··-··--·

PROPERTY LINE
n l I

CONTROL

CHLORINE BUILDING

BUILDING I I
LJ

MAINTENANCE BUILDING

AERATION
BASIN

AERATION
BASIN
___,.__ PRIMARY EFFLUENT

DISTRIBUTION BOX
" SECONDARY

CLARIFIER

SECONDARY

CLARIFIER
tu
w
u..
0 0
tn
~ w
~ §
a:
c..
c..
<(

AEROBIC

DIGESTER

SOLIDS STORAGE
PONO
SLUDGE
DRYING
BED
SLUDGE
DRYING
BED

EMERGENCY

STORAGE
PONO
----·
1882
Section 3, Item # 3.1
OLIVEHURSTPUBUC UTILflY DISTRICT WASTEWATER TEATMENT PLANT EXPANSION AND UPGRADE PROJECT SCHEMATIC OESIGN-- GEOTECHNICAL EXl'LORAnON REPORT
The area proposed for anaerobic digesters and solids handling building is occupied by the existing solids storage ponds. The area proposed for the flow equalization basin is currently a portion of the emergency storage pond. Locations of the influent screening and grit removal facilities, influent pump station, primary effluent distribution box, and primary clarifiers are proposed for the area north of the plant's north levee into the a portion of the farm field north of the plant. All other facilities are proposed for areas unoccupied by structures. Yard piping may be present in these areas.

Previous Geotechnical Exploration
The previous geotechnical exploration report prepared by CH2M HILL was reviewed. The geotechnical investigation was performed in 1975 for the expansion and modernization of the plant.

Field Exploration
The field exploration was performed on January 12 and 13, 2004, and consisted of a site reconnaissance and subsurface exploration. The site reconnaissance was conducted to observe existing site conditions, topography, and surface soil and water conditions. The subsurface exploration consisted of drilling four borings at the locations shown in Figure 4-1. Soil borings were performed by using a CME-550 track-mom1ted drill .i:ig equipped with an 8-inch OD hollow-stem auger. The borings were advanced to depths between 25 and 40 feet below ground surface (bgs).

In situ testing and soil sampling were performed in the borings using the Standard Penetration Test (SPT) in accordance with ASTM D1586 at approximately 5-footintervals throughout the depth of each boring. The SPT provides a disturbed sample of the soil and an empirical indication (N-value) of the soil density. Additional sampling was performed by driving modified Califor:nia samplers lined with 2.5-inch-diameter sleeves and by hydraulically pushing 3-inch-diameter, thin-walled steel Shelby tubes into the soil at various depths in the borings.

The field exploration was directed by CH2M HILL geotechnical personnel. The soils encountered were visually classified in approximate accordance with ASTM D2488 (visualmanual procedure for description of soils). Soil boring logs are included in Attachment 4-1.

Upon completion of drilling, the soil borings were backfilled with cement gout to the ground surface using the hollow-stem auger to trernmie the grout to the bottom of the boring.

Geology
The plant is located in the Great Valley geologic province, The plant is underlain by the Victor Formation of Pleistocene age. The Victor Formation is composed of interbedded sand, silt, and day with lenses of gravel The formation includes some meandering stream channel deposits of poorly sorted cobble, gravel and sand. Shallow materials typically contain hardpan. Infiltration rates are very low.

ROOIOPUO TM NO. 04_GEOTECHNICAL REPORT.OOC
1883
Section 3, Item # 3.1
OUVEHURST PUBLIC UTILITY DISTRICT WASTEWATERTREATMENT PLANT EXPANSION ANO UPGRADE PROJECT SCHEMATIC OESIGNGEOTECHNICAL EXPLORATION REPORT Subsurface Conditions
The general area around the site is a very flat, poorly drained plain used primarily for farmland. The plant facilities are sturounded by 6 to 10 feet tall levees, with the levee road at Elevation 63. The elevation inside the levees varies between Elevations 52 and 59.

The upper 3 to 5 feet of subsurface material consists of sandy clay. The sandy clay was soft and saturated in the unpaved areas around the existing structures. The grassy area at B-10 did not have a saturated upper layer due to drainage provided by W1derdrains from the old sludge drying bed. Under this upper layer, a hard, sandy clay that compromises the Victor Formation hardpan was encountered up to 8 feet bgs. Pocket penetrometer readings in the hardpan were greater than 4.5 tons per square foot (tsf), the maximum reading on the instrument Penetration was less than 0.1 inch. The hardpan was underlain by layers of medium dense to dense clayey sand, and stiff to very stiff sandy clay. Pocket penetrometer readings in these soils were all greater that 3 tsf. In Borings B-8 and B-9, a 6- to 7-foot-thick gravely sand and sandy gravel layer was encountered at Elevation 31 . At Boring B-10, a gravely sand layer was encountered from elevation from 42 to 39 feet, and no similar layer was encountered at Boring B-11. In Borings B-8 and B-9 the gravel layer was underlain by multiple layers of clayey sand and sandy clay. The gravel layer in B-10 was underlain by clayey sand to Elevation 29. Under this clayey sand, a sandy silt was encountered. At Boring B-11, clayey sand layer was found from the surface to 23 feet bgs that was underlain by silty sand.

Groundwater was encountered in all borings at approximately Elevation 33. These water levels were taken at the time of drilling inside of the hollow-stem auger. Drilling was paused for 10 minutes before meastuing the water level, however, it should be noted that the water levels on the boring logs were not allowed enough time to reach equilibrium. Site groundwater levels may also vary depending on the season. Surface water was encountered in the first soil layer and it is believed this water is perched on the hardpan layer.

Laboratory Testing
A testing program was developed to provide classification and engineering properties of the soils. Particle-size Analysis of Soils (ASTM D422), Particles Passing the No. 200 sieve (ASTM C1140), Moisture Content (ASTM D2216), Atterberg Limits (ASTM D4318), Unit Weight (ASTM D2937), Direct Shear Testing (ASTM D3080), and Modified Proctor (ASTM D1557) tests were conducted on selected soil samples. Test results are summarized and included in Attachment 4-2.

Site Seismicity
Probabilistic Seismicity
A probabilistic assessment of the peak ground acceleration of the site was obtained from published U.S. Geological SUIV~Y (USGS) and California Geological Survey (CGS) sources.

As part of the National Seismic Hazard Mapping Project (2002), a peak ground acceleration of 0.12g was obtained, with the probability of exceedance of 10 percent in 50 years.

Using the probabilistic 1996 Caltrans California Seismic Hazard Map, the maximum credible earthquake (MCE) is magnitude 6.5 produced by the Prairie Creek-Spencerville-Dentn;ian RDO/OPUD 1M NO. 04_GEOTECHNICAL REPORT.DOC
1884
Section 3, Item # 3.1
OLIVEHURST PUBLIC UTIUlY DlSTRICT WASTEWATER TREATMENT PLANT EXPANSION AND UPGRADE PROJECT SCHEMATIC DES!Gt+-

GEOTECHNICAL EXPLORATION REPORT
fault estimated to be apptoximately 12 miles east of the site. Based on this map, the estimated peak gronnd acceleration (PGA) is 0.2 g.
1997 USC Design Criteria
Table 4-1 presents UBC seismic coefficients and factors for the plant. The subsurface material is stiff to hard sandy clay and medium to dense clayey sand.

TABLE4-1
UBC 1997 Seismic Coefficients and Factors
Olivehurst Waste Water Treatment Plant Phase 1 and 2 Expansion and Upgrade Schematic Design Factor or Coefficient
Soil Profile Type
z
Ca
Cv
Seismic Source Type
Na
Nv
Recommendations
Excavation
Value
So

0.30 0.36

0.54 8

1.0 1.0
UBC Table Number
16-J
16-1
16-Q
16-R
16-U
16-S
16-T
All anticipated structures are listed in Table 4-2, together with their estimated excavation depths. Some structures require deep excavations up to approximately 21 feet bgs. As described previously, subsurface materials consist of sandy clay, clayey sand, and gravel.

The subsurface materials are anticipated to be excavatable with conventional equipment.

Highly organic, soft surface soils should be stripped a minimum of 3 feet outside structure foundation areas. It is anticipated that soils other that highly organic soils can be stockpiled for use backfill. Softer near surface soil may be stockpiled for use in the levee after vegetation and roots are removed.

The final excavation bottom for any structure should be cleared of loose material and compacted to at least 90 percent of its maximum dry density in accordance with ASTM D1557 before placing any concrete. The base of all excavations should be approved by a geotechnical specialist to verify its capability to support the overlying structure without unacceptable settlement.

Where excavations are required adjacent to existing structures, excavations should not be carried below the base of the existing footings unless there is a stable slope 1:1 or fla.tter that will not ravel or cause loss of support to the existing structure.

RDDIOPUD TM NO. 04_GEOTECHNICAL REPORT.DOC
1885
Section 3, Item # 3.1
OLIVEHURST PUBLIC UTILITY OfSTRJCf WASTEWATER TEATMcNT PLANT EXPANSION AND UPGRADE PROJECT SCHEMATIC DESIGNGEOTECHNICAL EXP.ORATION REPORT TABLE~2
Excavation and Foundation Depths for Structures Requiring Deep Excavation 0/ivehurst Waste Water Treatment Plant Phase 1 and 2 Expansion and Upgrade Schematic Design Existing Ground Estimated Depth to Bottom Elevation at Bottom of Structure Surface Elevation of Lowest Foundation (ft) Excavation Influent Pump Station 56 20 35
Headworks 56 21 34
Primary Effluent Distribution 56 11 44
Box
Primary Clarifiers 57 12 43
Oxidation Ditch 57 13 42
Secondary Clarifier 55 20 33
Flow Equalization Basins 53 12 39.5
Filter Influent Pump Station 56 19.5 34.5
Filtration 55 Slab On Grade 52
Chemical Storage 55 Slab On Grade 52
RAS/WAS Pump Station 57 Slab on Grade 53
Anaerobic Digesters 53 5 46
Solids Handling Building 53 Slab on Grade 51
Levee 56 56 52
Fill and Backfill
Imported granular fill should be used as backfill under below grade structures. Granular fill should be placed in loose lifts not exceeding 8 inches, moisture conditioned as necessary, and compacted to at least 95 percent of its maximum dry density in accordance with ASTM D1557 within influence zones of structures unless otherwise recommended below. The influence zone is defined as the area beneath a structure within planes sloped downward and outward at a 60° angle from the horizontal measured from the outermost footing element. A minimum of 12 inches of imported granular fill should be placed nnder shallow foundations. A minimum of 6 inches of granular fill should be placed below floating slabs.

Granular fill should be placed in loose lifts not exceeding 8 inches, moisture conditioned as necessary, and compacted to at least 95 percent of its maximum dry density in accordance with ASTM 01557.

Native soil obtained from onsite excavations, blended to provide a homogeneous mixture, and free of soft SUl'face soils and organic material and debris, may be used as backfill around structures. It may also be used as backfill in areas of over-excavation for shallow foundations not requiring granular fill Native soil backfill should be placed in loose lifts not exceeding 8 inches, and compacted to at least 90 percent of its maximum dry density and within 2 percent of optimum moisture content in accordance with ASTM D1557. The backfill should be placed and compacted in even lifts around the structure perimeter.

Processed native material including softer near surface soils may be used as fill for construction of levee expansions. Fill should be placed in loose lifts not exceeding 8 inches, moisture conditioned as necessary, and compacted to at least 90 percent of its maximum dry RDD/OPUD TM NO. 04_GEOTECHNICAL REPORT.DOC 1886
Section 3, Item # 3.1
OLIVEHURST PUBLIC UTILl'TY DISTRJCT WASTEWATER TREA TM.ENT PUIITT EXPANS!ON AND UPGRADE PROJECT SCtfEMATIC DESIGNGEOTECHNICAL EXPLORATION REPORT density in accordance with ASTM D1557. The levee slopes should be constructed at a maximum slope of 2:1, horizontal to vertical, to match existing slopes.

Groundwater Design Considerations
Multiple excavations will extend near the top of the estimated groundwater level found at the time of drilling; therefore, some dewatering may be required. Depending on the season, surface water perched on the hardpan layer may drain into the excavation and will require additional control measures to prevent inflow.

Review of previous geotechnical explorations performed at the site provide limited information on the variability of groundwater elevations at the site. No regular monitoring using peizometers has been performed to determine the response of groundwater levels to the filling of Western Pacific Interceptor Canal. The 100-year flood elevation of 60 is higher that the site elevation. Unknown gravel layers that could connect the area outside the levee to the structures inside the levee :may exist. Because of these uncertainties, design of belowgrade structures should use the ground surface as the static water level.

Lateral Earth Pressures
Restrained structure exterior walls should be designed to resist at-rest earth presswes. Walls free to move about the top should be designed to resist active pressures. Passive pressures may be used to resist lateral forces. Walls should be designed to resist the static lateral equivalent fluid pressures shown in Table 4-3 plus any equipment or earth surcharge loads.

Concrete footings and slabs cast against undisturbed soil may use a sliding friction factor of

0.4 in resisting lateral loads.

TABLE4-3
Lateral Earth Pressures
0/ivehurst Public Utility District Wastewater Teatment Plant Expansion and Upgrade Project Schematic Design Equivalent Fluid Pressures (pcl)
Soil Type-Drainage Condition Active At-rest Passive
Native-Drained 40 60
Native-Undrained 90 100
Imported Granular Backfill - Drained 40 60
Imported Granular Backfill - Undrained 80 90
Note: Assumed Values: Native y: 114 pcf; qi: 30 °, 'Ysa1: 130 pcf; Imported Ysat: 140 pcf; q>: 35 ° 350
200
400
275
Ground motion during earthquakes tends to increase the earth pressure above static levels.

Retaining walls should be designed to resist a dynamic active lateral force increase of 16*H2. pounds per linear foot of wall, which acts at a height of 0.6*H above the base of the wall (H = height of wall). The dynamic lateral force increase should be used in addition to the static active earth pressure force.

Foundations
The proposed structures should be supported on foundations similar to those that have been successfully used for similar facilities at this plant. Based on a visual reconnaissance of the existing facilities, there is no evidence of significant settlement, either total or RDD/OPUO TM NO, 04._GEOTECHNICAL REPORT.DOC '' 1887
Section 3, Item # 3.1
OUVEHURST PUBLIC UTIUT'I DISTRICT WASTEWATER TREATMENT Pl.ANT EXPANSION AND UPGRADE PROJECT SCHEMA TIC DESIGN--

GEO TECHNICAL EXPLORATION REPORT
differential. New facilities should be supported on strip footings, mat foundations, rectangular column footings, or combinations as required to provide support.

The shallow foundations for the filtration building, RAS/WAS pump station, anaerobic digesters, and solids handling building should be designed for il maximum allowable net bearing pressure of 2,000 pounds per square foot (psf). Total post-construction settlement for these near-grade structures is expected to be less than 0.75 inch. Footings should be placed a minimum of 1.5 feet below finish grade. Mat foundations should be keyed a minimum of 1 foot below finish grade. All other belowgrade structures should be designed for a maximum allowable net bearing pressure of 2,500 pounds per square foot (psf). Loads from these structures are not expected to be significantly greater than the current overburden pressures, therefore, total post-construction settlement is expected to be less than 0.5 inch.

An increase of up to one-third of the allowable bearing pressure may be used for short-term loading such as wind, seismic, or equipment loading.

Construction Observation and Testing
If any unusual conditions are encountered at the footing locations, a geotechnical specialist should review the excavation bottom and determine if revisions are needed. Compaction testing and periodic fill observations should be performed during placement of engjn_eered fill. Photos should be taken to document specific conditions.

References
California Geological Survey /U.S. Geological Survey, Probabilistic Seismic Hazards Assessment (PSHA) Model, 2002 (Revised April 2003).

CH2M 1-IlLL. 1975. Geotechnical Exploration Report for Olivehurst Public UtilihJ District Mualchin, Lalliana. July 1996. THE CALTRANS CALIFORNIA SEISMIC HAZARD MAP 1996.

Limitations
Tilis technical memorandum has been prepared for the exclusive use of the Olivehurst Public Utility District for specific application to Phase 1 and 2 plant expansion and upgrade schematic design. It has been prepared in accordance with generally accepted geotechnical engineering practice. No other warranty, express or implied, is made.

The analyses and preliminary recommendations contained in this report are based on the data obtained from our exploratory borings for the proposed structures. These borings indicate subsurface conditions only at specific locations and times, and only to the depths penetrated. They do not necessarily reflect strata variations that may exist between such locations. Subsurface conditions and water levels at other locations may differ from conditions occurring at these indicated locations. The passage of time may result in a change in the conditions at these locations. If variations in subsurface conditions from those described are noted during construction, recommendations in th.is report must be re-evaluated.

In the event that any changes in the nature, design, or location of the facilities are planned, the conclusions and recommendations contained in this report should not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in RDD/OPUD TM NO. 04..GEOTECHNJCAL REPORT,DOC 1888
Section 3, Item # 3.1
OUVEHURST PUBLIC unuTY DISTRICT WASTEWATER TREATMENT PLANT EXPANSION AND UPGRADE PROJECT SCHEMATIC DESIGN--

GEOTECHNICAL EXPLORATION REPORT
writing by CH2M HILL. CH2M HILL is not responsible for any claims, damages, or liability associated with the interpretation of subsurface data or reuse of the subsurface data or engineering analyses without the express written authorization of CH2M HILL.

RDOIOPUD TM NO. 04_GEOTECHNICAL REPORT,DOC
1889
Section 3, Item # 3.1
Attachment 4-1
Soil Boring Logs
1890
Section 3, Item # 3.1
BORING AND TEST PIT LOG LEGEND:

SAMPLE TYPE:

Bulk - BAG SAMPLE
SS - SPLIT BARREL (ASTM 01586 UNLESS OTHERWISE NOTED)

MC - MODIFIED CALIFORNIA DRIVEN SLEEVE SAMPLE

SH - SHELBY TUBE SAMPLE
STANDARD PENETRATION TEST:

NOTES:
6"-6"-6" - THE NUMBER OF BLOWS FOR THREE 6-INCH INCREMENTS REQUIRED FROM A 140-LB HAMMER FALLING 30 INCHES TO DRIVE A STANDARD 2-INCH O.D. SPLIT-BARREL SAMPLER (ASTM 01586)
(N) - THE NUMBER OF BLOWS FOR THE SECOND AND THIRD 6-INCH

INCREMENTS

1. THE BORING AND/OR TEST PIT LOGS AND RELATED INFORMATION

DEPICT SUBSURFACE CONDITION AND WATER LEVELS ONLY AT THE SPECIFIC LOCATIOINS AND DATES INDICATED. SOIL CONDITIONS AND

WATER LEVELS OCCURING AT OTHER LOCATIONS MAY DIFFER FROM

CONDITIONS OCCURRING AT THESE BOING AND/OR TEST PIT
LOCATIONS. ALSO, THE PASSAGE OF TIME MAY RESULT IN A CHANGE IN THE CONDITIONS AT THESE LOCATIONS.

2. BORING LOCATIONS AND ELEVATIONS ARE APPROXIMATE. ELEVATIONS WERE ESTIMATED FROM 1975 MAPPING. LOCATIONS WERE ESTIMATED

FROM MAJOR STRUCTURES

3. BORINGS AND WERE DIRECTED BY CH2M HILL GEOTECHNICAL
PERSONEL. THE SUBSURFACE MATERIALS WERE CLASSIFIED IN
APROXIMATE ACCORDANCE WITH ASTM D2488 (VISUAL-MANUAL
PROCEDURE FOR DESCRIPTION OF SOILS).

4. IN THE COMMENTS SECTION OF THE SOIL BORING LOGS, PP STANDS

FOR POCKET PENETROMETER TEST (UNCONFINED COMPRESSIVE
STRENGTH.

BORING AND TEST PIT

LOG LEGEND
CH2MHILL
1891
Section 3, Item # 3.1

PROJECT NUMBER
186380

BORING NUMBER
8-8

SOIL BORING LOG
SHEET OF 2
PROJECT Olivehursl WWTP Expansion LOCATION-C_la_r_lfi_e_r _Lo_c_a_ll_o_n __________ _ ELEVATION ...; 5_4_· e..;..s;_I.;.... ----------ORD.UNG CONTRACTOR _T_a_be_r _________________ _ ORJ1.LING METHOD AND EQUIPMENT _c_M_E_-_55 __ 0_T_r_a_ cl<_Ri.._g __________________________ _ NATER LEVELS 20.7' bgs 1/12/04 START 1/12/04 8:20 FJNISH 1/12/04 12:00 LOGGER Allen Evans 2:f

SAMPLE STANDARD SOIL DESCRIPTION COMMENTS
PENETRATION 9 ..... >- TEST
w~ SOIL NAME, uses GROUP SYMBOL, COLOR, ...J □ a: RESULTS < Za: DEPTH OF CASING, DRILLING RATE > lJJ MOISTURE CONTENT, RELATIVE DENSITY ::C ◄ a: <UJ > OR CONSISTENCY, SOIL STRUCTURE, DRILLING FLUID LOSS ftil lJJ lJJ CD o- 6' -6"-6' TESTS AND INSTRUMENTATION ..... 0...% UI- (N) MINERALOGY z >-:::::> lJJ u. gj .... 1-Z a:-
SANDY GLAY (CL), reddish/orange brown, 0.5 tsf - Pocket Pen (PP) SS-1 12" 1-2-2 moist, soft Difficulty setting up on soft ground.

1.5 (4) outrigger sinking
-Transition .
. -

6.0 5
SANDY CLAY (CU, orange brown to brown, - 9:07 - SS-2 18" 12-15-18 dry, hard, probably hardpan layer >4.5 !sf on PP (maxed out) . 6.5 (33) - - - - .
. -
- - .
111D 10
ClAYEY SAND (SC), light brown with some - 4.25 tsp - PP - SS-3 18" 5-12-13 black coarse sand, dry, medium

11.5 (25) - . - .
- .
. .
15D 15
SANDY GI AY (CU, orangeish light brown, - I - Sleeve - MC-4 9" 4-5-6 moist, stiff . 16.5 (II) - . -
-
- . -

20.0 20
SANQY CLt!YlCLAYEY SMID (CL), light - 425 psi down pressure fl 21.5' - brown, moist, firm to stiff ¥ Groundwaler @ 20.7' @ time of drilling SH-5 2.0' - . 22 CLAYEY/SAND (SC), brown, moist fine - .

SS-6 18" 21-43-40 sand

23.5 (83) "\,: Very dense - .
.nNnY r.RA.Vr=I (GP), bluls,h gray, wet.
very dense, small to medium -

25.0 25
Similar, dense, I - 2" gravels - - SS-7 18" 13~23-23 Now (GW) - 26.5 (46) -
.
. -
. - Transition - - 30
1892
Section 3, Item # 3.1
Q

PROJECT NUMBER
186380
l BORING NUMBER
1 s-B

SOIL BORING LOG
SHEET 2 OF 2
PROJECT Olivehursl WWTP Expansion LOCATIO~._C_la_r"'""if_ie"'""r _L_oc_a_t"'""io_n _________ _ ELEVATION _5_4_· e_s_t._________ QRILUNG CONTRACTOR -'Tc..:ac:.b.:cer~----------------- DRlUING METHOD AtlJ EQUIPMENT ...:C:.;.Mc::E:....-.:;.55:;.:0:...T.:..;r..;;:a.:c.ck;.;..;.;.Rlc;;r.g __________________________ _ NATER LEVELS 20.7' bgs t/12/04 START 1/12/04 8:20 FINISH 1/12/04 12:00 LOGGER Allen Evans . .: SAMPLE STANDARD SOIL DESCRIPTION COMMENTS
PENETRATION 9!!. >- TEST
Ww SOIL NAME, uses GROUP SYMBOL, COLOR, ...J □ a: RESULTS "" mu Zcz: DEPTH OF CASING, DRILLING RATE > w MOISTURE CONTENT, RELATIVE DENSITY
ti a: ""w > OR CONSISTENCY, SOIL STRUCTURE, DRILLING FLUID LOSS w WIil o~ e· -a· -a· TESTS AND INSTRUMENTATION 1-- a..:,;: UI-- (N) MINERALOGY z >-~ LJ.JLL ci ..... t-Z a:- 30 Sll~ Y Cl BY (CL), yellowish light brown. Very little recovery SS-8 2" 6-15-17 moist, hard - (32) - . 31.5
- - -
- Transition -
-

35.0 35
S:ILIY CLAY llll:!Qme Sl!~ □ ~Q e:i (CL), - 2.57 tsf - PP fractured sample - SS-9 18" 8-18-21 light brown with orange stains, moist, hard

36.5 (39) coarse sands - 37
Same 750 psl down pressure, stopped after -
SH-10 I.I'

1.3' push, end slightly crushed
- - 39 -
,10,0 40
SANDY CLAY (Cl), light brown with rusty - - SS-11 12" 12-17-22 colored zones, moist, hard - 41.S (39) - PP > 4.5 tsf End Boring @ 41.5' Finish drilling 12:00
- - Backfilled with neat cement, grout 13:10,
some cuttings fell in hole wh1le pulling
- - auger. -
- -

45.D- - -
-
. . -
- . -
. - -

60.0- - -
. . -
- - .
- - -
-
ti6.0 - - -
- - . -
- - - 1893
Section 3, Item # 3.1

PROJECT NUMBER
SHEET OF 2

SOIL BORING LOG
PROJECT Olivehurst WWTP Expansion LOCATION Extreme South Portion of Properly ELEVATION _5_4_· e_s_t. __________ DRIWN6 CONTRACTOR _T_a_be_r _________________ _ DRILllNG METHOD AtlJ EQUIPMENT _8_"_H_S_A,~C_M_E_-_55_0_Tr_a_ck_Ri=g ________________________ _ NATER LEYas 23.7' bgs 1/12/04 START 1/12/04 13:30 FINISH 1/12/04 14:40 LOGGER Allen Evans !f SAMPLE STANDARD SOIL DESCRIPTION COMMENTS

PENETRATION
.... - >- TEST SOIL NAME, uses GROUP SYMBOL, COLOR, taw _. <( 0 RESULTS DEPTH OF CASING, DRILLING RATE z a: a:
> MOISTURE CONTENT, RELATIVE DENSITY "'w UJ XC a: > DRILLING FLUID LOSS e•-e· -e· OR CONSISTENCY, SOIL STRUCTURE, t:H: LL.I I.Li m O~ t- ~ :x TESTS AND INSTRUMENTATION (.) t-
(N) MINERALOGY ~i z >- => LL.I l1. ... t- z a:-
SAl:J Y GLAY (CU, yellowish brown, moist, 1.25 lsf - Pocket Pen (PP) SS-1 12" 2-2-2 soft - 1.5 (4) - .
- Similar, color reddish brown - -
- -
-Transition - -

6.0 5
SANDY CLAY (CL), yellowish brown to - >4.5 tsf - PP maxed out - SS-2 18" 11-18-26 brown, dry, hard. sand medium grained and

6.5 (44) black. probably local hardpan layer -
-
.
-
11D 10
CLAY SAl!l □ (SC). tight brown-gray, moist. - >4.5 tsf - PP maxed out - SS-3 18" 6-9-13 medium - 11.5 (22) . - - - - - -
- - -

15.D 15
CLAYEY SAt-10 (SC), reddish brown, moist, - -
SH-4 2'
very stiff
- -
17 Same 3 tsf - PP -
SS-5 18" 5-10-14 - 18.8 (24)
-
3).0 20
CLAYEY SAND (SC), reddish brown, moist, - -
SS-6 ,a·• 5-8-8 medium. fine grained - 21.5 (16) -
- - -
-
-Transition - ll Groundwater @ 23.7' @ lime of drilling .

25.0 25 Gr1nding SANDY GRAVEi (GW), blueish gray, wet, - - SS-7 18" 15-26-32 very dense, well graded with maximum size - 26.5 (58) ~20 - J ' - - -
- - -
- 30
1894
Section 3, Item # 3.1
0 PROJECT NUMBER
186380 I BORING NJMBER
8-9

SOIL BORING LOG
SHEET 2 OF 2
PRo.ECT Olivehursl WWTP Expansion LOCATION Extreme South Portion of Property ELEVATION _5_4_· e_s_L __________ DRll.UNG CONTRACTOR _T_a_be_r ________________ _ DRruJNG IETHOD AND EQUIPMENT _S_"_H_S_A._, C_M_E_-_55_0_Tr_a_ck_R.,.ig ________________________ _ NATER LEVELS 23 7' bgs 1/12/04 START 1/12/04 13:30 FINISH 1/12/04 14:40 LOGGER Allen Evans ~E SAMPLE STANDARD SOIL DESCRIPTION COMMENTS
PENETRATION ~--
> TEST
Ww SOIL NAME, uses GROUP SYMBOL, COLOR, ....I C
mu -<t Za:: a:: RESULTS DEPTH OF CASING, DRILLING RATE > w MOISTURE CONTENT, RELATIVE DENSITY :z::c a:: <w > OR CONSISTENCY, SOIL STRUCTURE, DRILLING FLUID LOSS ei~ w WIil o- 6° -6' -6' TESTS ANO INSTRUMENT ATJON I- 0.. ::E UI- IN) MINERALOGY z >-:::> WU. ccn .... 1-Z a::~
30 Same
SS-8 18" 8-24-32

31.5 (66) -
End Boring @ 30' Grout lo surface - -
-
- -

36.0 - - -
- -
- - -
- -
- -

40.0 - - -
- - -
- -
- -
-
-45.0 - - -
- - -
- -
- - -
- -

60.0 - - - - - -
- - -
- -
- -

65.0 - - -
- -
-
- -
- 1895-
Section 3, Item # 3.1

PROJECT NUMBER
1AR".\8Q

I BORJNG NUMBER
R-IO

SOIL BORING LOG
SHEET 1 OF 2
PRD.ECT Olivehursl WWTP Expansion LOCATIQN_O_R_B_A_L _Pr_o_c_e_ss_A_r_e_a_--,- _______ _ ELEVATION _5_7_.5_· _es_t_. ---------DRILUNG CONTRACTOR _T_a_be_r _________________ _ ORD.LING METHOD ANl EQUIPMENT _8_"_H_S_A_C_M_E-_5_5_0_T_r_ac_k_R ..... ig..________________________ _ NATER LEVB.S 24.8' bgs START 1/13/04 8:20 FINISH 1/13/04 11:30 LOGGER Allen Evans sf SAMPLE STANDARD SOIL DESCRIPTION COMMENTS
PENETRATION 9- > TEST SOIL NAME, uses GROUP SYMBOL, COLOR, Ww ~ 0 < a: RESULTS DEPTH OF CASING, DRILLING RATE mu > z a: w MOISTURE CONTENT, RELATIVE DENSITY :z::c a: <w > e· -a· -e· OR CONSISTENCY. SOIL STRUCTURE, DRILLING FLUID LOSS EjK: w W CD o..- I- ~::E: u TESTS ANO INSTRUMENTATION I- (N) ci z > => w u. MINERALOGY - I- z a:-
SANDY CLAY (CL), light yello\'liSh gray, 2.5 tsf - Pocket Pen (PP) SS-1 18" 2-7-14 moist, very stiff

1.5 (21) -
- -
- - -
- -Transition - BUik-! Sampled (5' - 17") -
5 > 4.6 tsf on PP (maxed ou~ on

6.0 CLAYEY SANO (SC), orangeish brown, dry, - penetration) - SS-2 18" 11-21-33 hard, hardpan - 6.5 (54) - - -
- -
- -
IO.O 10

10.5 Cl AYEY SANO (SC), orangeish brown, - 750 psi down pressure - l'\.SH-3 6" moist, dense, fine grained PP >4.5 tsf - - SS-4 18" 13-20-21 12 (41) - -
- -
- -

15.0 15
CLAYEY SAND (SC), orangeish brown. - - SS-5 18" 6-8-16 moist, medium, fine to medium grained - !6.5 (24) IRAVF"l IV ~A•ln (SW). light brown-gray,
- moist, dense, well graded sand, small lo
medium gravel -
- - Harder grinding -
- -Transition - -

20.D 20
CLAYEY SAND (SC), orangeish brown, - 3.25 lsf -. PP -
SS-6 18" 10-15-21 moist. dense, fine to medium grained

21.5 (36) - -
- -
- -
25 i 27.8 @ Lime of drilling
'-6.0 Similar, higher r. clay, medium - 2.5 tsf - PP - MC-7 9" 7-8-11 1 - Sleeve - 26.5 (19) - - - -
-
30 1896
Section 3, Item # 3.1
0 PROJECT NUMBER
186380

BORING NUMBER
B-10

SOIL BORING LOG
SHEET 2 OF 2
PROJECT Olivehursl WWTP Expansion LOCATIQN._O_R_B_A_L_P_r_oc_e_s_s_A_r_ea _________ _ ELEVATION _5_7_.5_• _es_l_. ---------DRILLING CONTRACTOR _T_a_b_er _________________ _ DAW.ING tETHOO AND EOUIPNENT _8_"_H_S_A_C_M_E_-5_5_0_T_r_ac_k_R_ig ________________________ _ WATER LEVB.S 24.8' bgs START 1/13/04 8:20 FINISH 1/13/04 11:30 LOGGER Allen Evans - SAMPLE STANDARD SOIL DESCRIPTION COMMENTS ~t: PENETRATION _,- >- TEST
SOIL NAME, uses GROUP SYMBOL, COLOR, HI~ ...J CJ a: RESULTS < Za: DEPTH OF CASING, DRILLING RATE > w MOISTURE CONTENT, RELATIVE DENSITY x-c a: <w > OR CONSISTENCY, SOIL STRUCTURE, DRILLING FLUID LOSS ci§ w wCD O~ e· -e· -e· TESTS ANO INSTRUMENT A TJON I- a..x UI- (N) MINERALOGY ~ >-=> WLL CU> 1-Z a:- 30 SANDY SILT (MU, orangeish brown lo Pushed 1.5' 900 psi down pressure SH-8 21" yellow brown. wet. very stiff layered PP - 3.75 lsf - 31.5 system with some very thin sand lenses - - SS-9 18" 6-9-17 - PP - 4.5 tsf - 33 (26)
- -
- - -

36.0 35
SANOY SJLI wilb SAN□ le s1:s (MU, - 1100 psi down pressure - orangeish brown, moist lo wet, stiff to >4.5 tsf - PP maxed out SH-10 1.9' hard, end of Shelby sample very hard - - 37 - - SS-11 18" 7-8-11

38.5 (19) -
. - -

40.0 40
SANDY SILT (ML), orangeish brown, wet. - PP - 2.25 - 2.75 tsf - SS-12 18" 6-7-11 stiff to very stiff

41.5 (18) - -
End Boring Ii:! 41.5' Grout to surface - - - - -
- -

46.IJ - - -
- . -
-
- - -
- . -
&0.0 - - -
- - -
- - -
. - -
. - -

65.0 - - -
. - -
- - -
- - -
- 1897-
Section 3, Item # 3.1
.I
PROJECT NUleER
186380

BORING NUNBER
8-11

SOIL BORING LOG
SHEET OF 1
PROJECT Olivehurst WWTP Expansion LOCATIQN_N_W_C_o_r_ne_r_o_f_P_la_n_t _________ _ ELEVATION _5_7._5_· e_s_t.________ QffILLING CONTRACTOR _T_a_be_r _________________ _ ORlLLING tETHOO AN> EOUIPNENT ...;;8;..."...;..H;.;;.S_A_.;;.;CM""'E;;;;..-...;;5...;.50.;;..._T.;..;ra'""c_k--'R'""ig.__ _______________________ _ NATE.A LEVELS 27,7' bgs 1/13/04 START 1/13/04 11:49 FINISH 1/13/04 13:08 LOGGER Allen Evans . .: SAMPLE STANDARD SOIL DESCRIPTION COMMENTS
o"'- PENETRATION _.... _J >- TEST SOIL NAME, uses GROUP SYMBOL, COLOR, Hf~ <t 0 RESULTS Za:: a: DEPTH OF CASING, DAJLUNG AA TE > UJ MOISTURE CONTENT, RELATIVE DENSITY :c ◄ a: <tw > OR CONSISTENCY, SOIL STRUCTURE, DRILLING FLUID LOSS ejl l1J wm o- e· -e· -e· TESTS ANO INSTRUMENTATION I- Q..:£ UI- (NJ MINERALOGY ciil as >-::> WU. 1-Z a:-- SANDY CLAY (CL), brown, wet, soft 0.25 tsf - Pocket Pen (PP) SS-1 18" 0-1-3

1.5 (4) .
- -
-Transition . -
- .

6.0 5
CLAYEY SAND (SC), yellowish brown, - Unable to Pocket Pen, sand - SS-2 18" 8-9-11 moist, medium . 6.5 (12) - .
.
.
w, 10 - 10.5 CLAYE:i'. SAND (SC), orangeish brown, 1500 psi end crushed - ,sH-3 8" mois I. medium PocKet Pen >4.5 \sf - . - SS-4 18" 10-10-13 12 1231 .
- - .

16.0 15
Similar. - some gravel, small srze - SS-5 18" 3-7-5

16.5 (12) -
.
- . -
- . .

20.0 20
CLAYEY SAND (SC), light brown with - Catcher used - MC-6 18'' 11-20-41 orange stains, moist, very dense . 21.5 (61) - -
.
.

25.0 25
SILTY SAND (SM), orangeish and llght - 900 psi down pressure - - SH-7 2.1'
yellow brown, wet, medium .
27 !.25 pp
SS-8 18" 8-8-10 . ---27.7 '¥-WT al trme of drilling 28.5 (18) - End Boring 11/ 28.5' Grout to surface - . 1898
Section 3, Item # 3.1
Attachment 4-2
Laboratory Testing
1899
Section 3, Item # 3.1
FROM : 11.cnER I i:l..S TESTING, I NC. PHONE NO. : 530 222 1116 Jan. 28 2004 09:51AM P2 Materials Testing, Inc.
8798 Airport Ro11d 86S Cottilllg Lane, Suite A
Redding, Califom.- %002 Vacaville, California 95688
(530) 222-1116, fax .222-1611 (707) 447--402..c;, fax 447-4143 CLIENT: CH2M Hill
2525 Airpark. Drive
Redding, CA 96001-2443
PROJECt: Olivehurst Public Utilities District
# 186380.Al.01
CLIENTNO:

REPORT NO:

DATE:
0103-003
• 0300-008'
01/26/04
SUBMITTED BY: Client
DENSITY OF IN PLACE son. BY THE DRIVE TUBE METHOD (ASTM D2937) UQUID LIMIT, PLASTIC LDUT & PLASTICITY INDEX OF SOILS (ASTM D4318) AND PERCENT MOISTURE (ASTM D-2216) DATA SHEET
Sample Description Dry Moitt11re Liquid Plastic Plastic Percent #
B--S(SS-l)
@O'
B-8 (SS-2)
(@5'
B-8 (SH-5)
(@. 20'
B-8 (SH-10)
(@. 3S'
B-9 (SS-2)
uil S'
B-10 (SH-3)
(@10'
B-10 (SH-10)
@35'
B-11 (SH-3)
(@. 10'
B-11 (SH-7)
@25'
B-9 (SH-4)
@15,
Density Content Limit
ocf. % 0.4,
r ~ - ---
'--- "' Bron». n ---- -., . ., 36
(VtsUal)
Brown Clayey Sand 95.9 27.2 -- (Visual)
Brown Sandy Clay 90.9 38.8 - (Visual) .

Brown Sandy Clay - - 50
(VJSUal)
Brown Clayey Sand 10S.0 18.9 - (Visual)
Brown Sandy Clay 89.8 36.6 31
(Visual)
Brown Clayey Sarui 89.0 183 - (Visual)
Brown Clayey Sand 94.1 32.6 56
{Visual}
Brown Clayey Silt (_C!'/4.9 ~) 31.5 - (Visual) l
Coutrvdio11 Materials Testing and Quality Control ServictS Soil- Concrete-Asphalt- Steel - M,sonry
Limit Index Moistare
o/o %

25.2 17 19 -
- - -
- -- - 22 23 19.5
- --
29 2
- - 32 24
--- -
1900
Section 3, Item # 3.1

PARTICLE SIZE DISTRIBUTION TEST REPORT
.s: . .s: .s 5 5 .s: .s: ~ .!i ... g ~ ~ ~ ~ 0 i 8 ~ .., ., § N - - rl • I • ;; 100
I
! C : :
'; i I
I ,.,/\_, l . ; i ' i I I • : ; ' -· I I I !
_,_ ---- i I ! ' ! I ~ I : 1 . : :
i ~ : "" i ! I 90 ' I r - I i ' j \: I ;
' i i
I
j i i ; ' I
i i \ :1 I ! I :
i ' I I 80 ! ' " ;
' II i
I
i f ! l ; ' : f i ; I ; I
' l 1! I ~
; 1 ' "" 70 ,: l I l i ' !I 1 ;
I ' f ! I ' ' ' 0:: j I ' j ' : l i i I i ! w 60 !
I
i
I
z i I I
u::: I i I ' ; I i
' ! I I
I I i ' I
1:- 50 I I i I
z ! I 1 L I ! l w
! ' I i
u r I 0:: I
I ! I I w 40 I I
a. j ' I ·i I I
I I
I I I
; ;
! i I
30 ' f I
I
l i I { I l I i I I ! j
! I !
I I I 20 I I
I I f ! i
I [ 1: I i
10 I !
I
' 1 f i
i I I l i I I I l ' I ' l ;
0 I i
500 100 10 1
GRAIN SIZE - mm

0.1 0.01 0.001
•to COBBLES %GRAVEL %SAND I o/o SILT %CLAY

0.0 0.0 28.2 I 71.8
SIEVE PERCENT SPEC_- PASS? Soil Descri[!tion
SIZE FINER PERCENT (X=NO) Brown Sandy Clay {Visual)
#30 100.0
#50 98.0 - #100 87.0
#200 71.8 Atterberg Limits
PL= LL= Pl=
Coefficients
085= 0.135 D50= 050=
030= D15= D10=
Cu= Cc=
Classification
USCS= CL MSHTO= ,
Remarks
ASTM C-136/C-117
• (no specification provided)
Sample No.: B-8 (SS-2) Source of Sample: Olivehurst Public Utility District Date: 01/23/04 Location: Elev./Depth: 5'
~tIDU®mitmO~
Client: CH2M Hill
II Project: Olivehurst Public Utility District ii'
D i1'~11il~9 Dll'il~ Proiect No: 0103-001 Plate 0400-001 1901 Section 3, Item # 3.1

PARTICLE SIZE DISTRIBUTION TEST REPORT
s
5 : s s s 5 • I:! 0 0 8 ~ ::: s ,: I 2 ~ i ., .. - ;:, ;;r; -· I: • ;; 100
I
i ; l i I -, --- -~~I!) I ' i I l ' ! ' l ! ' . 'r\ ' i ! f ' ~ i I i l t i '
90 i ! I '
I I I J l~ ; ! I I I l ' i I ' ! I I i I I I ! ! I I i l ! ! ' t ' ' l ! ' i ; 80 I I i l l I I I 1 I
i ' , ! ! i l t ' l \ J
I ! I
l i I ! ! i l ! ' ! ! I i 70 l J I I
~ j ! ' ' ! I
I I i I
' ' i I I ! ffi ' l ' ' I
60 l ! !
! ! i l I ! z
\I u: I I I I- I ! ! 50 ' I I
z
I
i l )" LU -
I
i 0
a:: j
LU ◄O I l
a. I \ I i
30 ! '
l
~ 1
j
J ~
20 ! !
10 i I I
0 i i
500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
%COBBLES %GRAVEL o/o SAND %SILT %CLAY

0.0 0.0 77.5 22.5
SIEVE PERCENT SPEC: PASS? Soil Descrl~tion
SIZE FINER PERCENT (X=NO) Brown Clayey Sand (Visual)
#8 100.0
#16 99.0
#30 97.0
#50 80.0 Atterberg Limits
#100 44.0 PL= LL= Pl= #200 22.5
Coefficients
0 85= o.340 D50= 0.204 Dso= O.l70
030= 0.101 D15= 010=
Cu= Cc=
Classification
lJSCS= SC MSHTO=
Remarks
ASTM C-136/C-I I 7)
• (no specification provided)
Sample No.: B-8 (SS-5) Source of Sample: Olivehurst Public Utility District Date: 01/23/04 Location: Elev./Depth: 20'
(9 !Mtl@U®lfli@O~ Client: CH2M Hill
Project: Olivehurst Public Utility District
1f'@&)nliffil@9 llffil~
Proiect No: 0103-001 Plate 0400-002
1902
Section 3, Item # 3.1

PARTICLE SIZE DISTRIBUTION TEST REPORT
s s Si Si s s s ~ 0 i s .. s ,; .t 0
~ a 0 i ... .. ., N r " ; ;: ;
100
i1·
' 1 i l ' ! I! ! -• I I :

I
I I I I I: i I r ' ' 1 ( I: ' I 90 ; ' ' ! ' ! r I ' ' ! 1 j ' ' i i ' I I I i I '
80 : I ; i ' ' I I i ' i ' ' i ' : ' I l ' ;
I ~ ; i
' i I ! i i I I i 70 ' i ' :~1 ,, I ' : l I
i I i ·,1 i I' ; ' l l I ; I 0:: i ; j .j I ; ! I i I w 60 l I ~ j z I I ! 'j U: I I I j L l J
i ~ I I : I
~ 50 1 ' I
z ' ~ I I I ~I i
: 'I
w ' I I • ' I
r ~ '1 (.) I I I I I : ;
0:: ! i ~ I it I
w 40 i I I 'i i

0. i I i 'ti-~.1 ~ I I I ' I I
I ! l I ' i I ' I; I I 30 ! 'i , l
Ii
I I I~ j
I
\: 2,0 1' j ': ' • ' !
10 ' r i
I ! ! i f', i
I i ! l ! rt-11i1 !
! .. : I : ! 0 I !
500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
%COBBLES I %GRAVEL %SAND %SILT %CLAY

0.0 I 54.0 42.4 3.6
SIEVE PERCENT SPEC_- PASS? Soil Descri.Qtion
SIZE FINER PERCENT (X::NO) Brown Sandy Gravel (Visual)
l in. 100.0
3/4 in. 75.0
1/2 in. 66.0
3/8 in. 58.0 Atterberg Limits
#4 46.0 PL= LL:;: Pl= #8 37.0
#16 32.0 Coefficients #30 23.0 Da5= 21.8 050= l0.2 050= 6.45 #SO 12.0 #100 6.0 030= 0.974 D15= 0.370 010= 0.253
#200 3.6 Cu= 40.21 Cc= 0.37
Classification
USCS= GW MSHTO=
Remarks
ASTM C-136/C-117
* (no specifica.tion provided)
Sample No.: B-8 (SS-7) Source of Sample: Olivehurst Public Utility District Date: 01/23/04 Location: Elev./Oepth: 25'
~talftffl~~
Client: CH2M Hill CS\ Project: Olivehurst Public Utility District I ii@@Uiil1il@11 Dllil~
Project No: 0103-001 Plate 0400-003
1903
Section 3, Item # 3.1

PARTICLE SIZE DISTRIBUTION TEST REPORT
s .s s s s s s ~ £ • ~ !l 0 i: ~ 0 i 8 ~ .. ... N - - ~ ii ; : ; ; I 100 !
1:
1· -~1 I i I,
I
i: !\ L I l
L J ~
L I; I ii ' I ! i: 90
~ I
1 !
I ( I: ; L IL
' i ' 1 '' 1 ' : I ; I; 80 I 14.~ t ! . i; ' ' J
I l t I I 'j; i I! i-,.r''b ! ' ' 1 ' '1
70 ' l
I I i ~ ' \ : ' i
' l't ~ ( i I I !
0:: ! I ' I . ! i I
w 60 ' ' i I ! l !
~~ z I i ;
u: ! ' ]
.... I I i ! I
50 I ' I z l ' I i w ! I j ! I 0 l r ; : ' 0:: ' ! i r
w I i -40 !
I l ; a. ! 1
: ! I
30 I I !
I I
I I I
l I !
' l .1 ! 20 I I F j
I ! l I l I
10 ' I i l I
' j
I
!
t i : I I ! , I l I '
0 I I I !
500 100 10 1 0.1 ·0.01 0.001
GRAIN SIZE - mm
%COBBLES %GRAVEL %SAND I %SILT o/o CLAY

0.0 1.0 50.0 I 49.0
SIEVE PERCENT SPEC_- PASS? Soil Oescril!tion
SIZE FINER PERCENT (X=NO) Brown Clayey Sand (Visual)
3/8 in. 100.0 ,#4 99.0
#8 87.0
#)6 79.0 Atterberg Limits #30 71.0 PL= LL= Pl= #50 64.0 . #100 58.0 Coefficients #200 49.0 085= 2.03 D60= 0.185 050= 0.0805 030= D15= 010=
Cu= Cc=
Classificatlon
USCS= SC AASHTO=
Remarks
ASTM C-136/C-117
* (no specification provided)
Sample No.: B-9 (SS-5) Source of Sample: Olivehurst Public Utility District Date: 01/23/04 Location: Elev./Depth: 17'
(M{]ffififfltm~
Client: CH2M Hill
~ Project: Olivehurst Public Utility District 'jj'
0 ti~ffil@g Dlfil~ Project No: 0103-001 Plate 0400-004
1904
Section 3, Item # 3.1

PARTICLE SIZE DISTRIBUTION TEST REPORT
.s . .s s .Ii 5 .s s ~ .s ... s ~ 0 0 a 0 j 8 ~ 8 .. .. .. - - ;, i ; 1:: i :;;: ; ~- 100 I I 1 ; I I ' ' i ! I i i
' I ; ! ' ' ! ' I J f ! ! t l
I
1 ' f
' l ' .. l l ~ i : 90
I
: f ' l ! !
I i ' ' j ; i ' f ' i f i ! l I i ! ' l i : I I £ i : l l. I ' I : j I i I 80 I i ' I l I I I i i I I I ! [ I I i i I j ' l i i ': I I I
I l ! ' ! I 70 ; i ' I l I I I
i
f
' I- i
I I l I ; ' i I I I !
I I I ! c::: ' ' I I ~ I ' I I 1 ! w 60 ' I
l I
. z ; I i I
u::: t l I j
~ ! j I l 50 !
z J ' I I I I I w ! ' I t) I I I 0:::
w I I 40 I a. 1 ' I· l
30 ~ I i
l f
I
l
ii
I f
I
l J ! I
20 I I
i ' I f
I I I I ! : 10
I
I
I l
I
I
f
0 I I I
500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
%COBBLES %GRAVEL %SAND %SILT %CLAY

51.0 SIEVE PERCENT SPEC_- PASS? Soil Descri~tion
SIZE FINER PERCENT (X=NO) Brown Sandy Clay (Visual)
#200 51.0
Atterberg Limits
PL= 29 LL= 31 Pl= 2
Coefficients
Das= D50= D50=
D30= D15= 010=
Cu= Cc=
Classification
- USCS= CL MSHTO=
Remarks
200 Wash (ASTM C-117)
* (no specification provided)
Sample No.: B-10 (SH-10) Source of Sample: Olivehurst Public Utility District Date: 01/23/04 Location: Elev./Depth: 35'
(9 ~~fimfIDD~
Client: CH2M Hill
Project: Olivehurst Public Utility District
if'~Uiill'i)@11 Olli)~ ProiectNo: 0103-001 Plate 0400-005 1905 Section 3, Item # 3.1

PARTICLE SIZE DISTRIBUTION TEST REPORT
5/. .E .s s s 5 5/. ~ s ~ ~ ~ 0 0
~ 0 i 8 ~ I .. .. - "' - .at ; ~ ,t ; ;
100 ! ' r-,· .. -=4---.:-11 ! I filj!I I :
'.I
I . i I 111"' • 1
I i : • ' i 90 I I i ; \ ; I
' I I
I I i ; I i ; l 80 I
; ! I\ ; ; j ; l
i j
70 ' ' I : ! l I :\ I l i ; ' l !
' t Q:'. I I ' j l I w 60
I I " ' j I I z i i ; ! i u: i ; : i i i 1 j I "f ! f
I ! l r ' I l ! 50 I ! z j i I ; I
I
l I ' w i i ! ' I l I i ! . (.) l ! i l I
Q:'. ! ! l ! ; I I : l !
w 40 i ; I l I
i l I I i n. i I l I I ' ! ; l !
' ! i i ! i ! I i ·, l i
l I ! ' l t 30 i ' i ' j
! j i ! ; i
' ' I ' ;
' I I i i I ! ; ' i i ! : ' l 20 i ! ! I
i I
I i i I l l I i ! I
! l } l i I 10 I l i i i l I ' l I i ' I i i ! ; t ' I ! ! ! i ! I 1 ' 0 i ' f ! I I 1 i
500 100 1 1 0.1 0.01 0.001
GRAIN SIZE • mm
%COBBLES %GRAVEL %SAND I %SILT %CLAY

0.0 0.0 51.4 I 48.6
SIEVE PERCENT SPEC: PASS? Soil Descri(!tion
SIZE FINER PERCENT (X=NO) Brown Clayey Sand (Visual)
#4 100.0
#8 98.0
#16 97.0
#30 94.0 Atterberg Limits #50 90.0 PL= LL= Pl= #100 72.0 #200 48.6 Coefficients
0 85= 0.234 0 60= 0.105 050= 0.0781
D30= D15= D10=
Cu= Cc=
Classification
USCS= SC AASHTO=
Remarks
ASTM C-136/C-ll 7
• (no specification provided)
Sample No.: B-11 (SS-4) Source of Sample: Olivehurst Public Utility District Date: 01/23/04 Location: Elev./Depth: 10.5'
(9 IMillIDU®OiitruO~
Client: CH2M Hill
Project: Olivehurst Public Utility District
i:r ~lliilIB~51 Dllilce.. Project No: 0103-001 Plate 0400-006 1906 Section 3, Item # 3.1

PARTICLE SIZE DISTRIBUTION TEST REPORT
Ji s: !i s: Ji s s: 0 0 0 g 0
~ i i I ... ., ... .. .:. - ; ; Ii: ; ; ;;;
100 ' I ' i !i·I I ;1 '
I
' i ' I
I :11 : I ! .,, . :I ' i i 90 ' i 'it J :1
: I ' ]ii ! ;i I I I ! I ;
' ' , , '·1 ! I I I \ ,J
! I ;I! ;1 ' ' j i i
80 I !: I :
) ' i l I 1_1/ : : ' ! : ; i I: I • l i I I : ! I 70 1 \ ! I : ! ' I : I
i I ; ' i I
i i I I i I I ! ' i !
0:: I i I ! l ! I ·W 60 I
z· l
If
i I I ' t t I
l
u:: l ~ : I I 1 1 i ;
.._ ! I ' ! I
50 ' I I z I
J
I I t ! I
w ; i I ' i I
0 ' I I i I ' j ! 0:: I I ! 1
w I ~ I 40 Q. l 1
1 I ! ~ I
I \ ! 30 l ' I
I ; I I I
i I ' I j ' !· j I I i 20 ! l I
I I i I 10 I ' I
I I ! • 1 t 1 ! i I I
0 I I
1 500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
%COBBLES %GRAVEL %SAND o/o SILT %CLAY

29.5 SIEVE PERCENT SPEC_- PASS? Soil Descri9tion I SIZE FINER PERCENT (X=NO) Brown Clayey Sand (Visual) #200 29.5
Atterberg Limits
PL= 32 LL= 56 Pl= 24
Coefficients
Das=
030=
Cu=
Oso=
015=
Cc=
0 so=
D10=
Classification
USCS= SC AASHTO=
- 200 Wash (ASTM C-117)
• (no specification provided)
Sample No.: B-11 (SH-7) Source of Sample: Olivehurst Public Utility District Date: 01/23/04 Location: Elev ./Depth: 25'
(9 ~~fi®lffltIDO~ Client: CH2MHill
Project: Olivehurst Public Utility District
1i~ffil@ 51 ffil~ Project No: 0103-001 Plate 0400-007 1907 Section 3, Item # 3.1

COMPACTION TEST REPORT
123 \
\
\
\
' 121
V - \ """" .. I "'- ' '- r "
'" J \
I '\ \
' " \
119
-
0 I I\. \· a. ' '- ' -~ ~
(/) I \ C:

Cl)
-0
~- I ~ 0 -J \
117 I \
J ' " I \
~
'\
115 ZAVfor
Sp.G.=

2.65 113

7.5 9.0 10.5 12.0 13.5 15.0 16.5
Water content, %
Test specification: ASTMD 1557-91 Procedure A Modified
Elev/ Classification Nat. %> %<
Depth uses AASHTO Moist. Sp.G. LL Pl No.4 No.200
5'-17' CL

TEST RESULTS MATERIAL DESCRIPTION
Maximum dzy density== 120.9 pcf Brown Sandy Clay
Optimum moisture== 12.2 %
Project No. 103 Client: CH2MHill Remarks: !
Project: OPUD WWTP Expansion l-23-04 ~
• Source: B-10 Bulk-1@5'-17'Sample No.: B-10 ElevJOepth: 5'-17' ~ ~ Report Number: 1908
Section 3, Item # 3.1
0 .....
lll
a.

VI
VJ
w
a::
t-
(/)
w
a::
:)
_J
~
......

IIJ
Q.

Ill
Ill
IV
L
.µ
en
L
0 a.>
.c
(/)
6000
5000
4000
3000
2000
1000
0 0 2000
-+~--!--t-- ---!-i--t--:-- ... I ·+l- --t-r--H9
--4-l--!..-,;...---l-l--W-
~ -i ; :- ; : ;--;-
0 0. 1 0.2
Hori z. Di sp I . , in
SAMPLE TYPE: Tube
DESCRIPTION: Brown Clayey Si It
SPECIFIC GRAVITY= 2.5
REMARKS:

Report No.·
4000
' T -r
,--t---
n0.4
6000 8000
Normal Stress, psf
SAMPLE NO_:

WATER CONTENT.%
~ DRY DENSTfY, pcf
~
~ SATURATION,%

VOID RATIO
10000
1 31.5

75.5 7..3.8
1 .068
2 31 .5

73.2 69.5
1 .134
12000
3 31 .s et

76.3k-fr,

75.4 \l:)
z 1 .o45 t.

H DIAMETER, in 2.410 2.410 2.410
HEIGHT in
WATER CONTENT,%
t- DRY DENSITY.
(/)
w
I- SATURATION,~

VOID RATIO
pcf
1 .000

38.2 76.8

92.6 1 .032
1 .000

38.8 77.4

95.4 1 .016
1 .000

38.4 79.4

99.3 0.966
~ DIAMETER,
HEIGHT in
in 2.410 2.410 2.410

0.982 0.945 0.961
NORMAL STRESS, psf
FAILURE STRESS, psf
DISPLACEMENT, in
ULTIMATE STRESS, psf
DISPLACEMENT., in
Strain rate, %/min
CLIENT: CH2M Hil I
1500
1253

0. 15
PROJECT: OPUD WWTP Expansion
188380.Al.01
SAMPLE LOCATION: 89 SH4@15'
3000
2547
0 . .32
4000
3072

0.32 PROJ. NO. 103 DATE: 1-23-04

DIRECT SHEAR TEST REPORT
MATERIALS TESTING, INC. 1909
Section 3, Item # 3.1
Geotechnical  Geo-Environmental  Construction Services  Forensics

UPDATED DRAFT PRELIMINARY

GEOTECHNICAL BASIS OF DESIGN
REPORT
Olivehurst Public Utilities District
South Yuba Sewer and Water
Infrastructure Project
Olivehurst, CA
APPENDIX E: Water Tank and Booster Station
E1: Site Plan
E2: Boring and Test Pit Logs Legend
Boring and Test Pit Logs
E3: Laboratory Test Results

BLACKBUR------------------------

CONSULTING
~
1910
Section 3, Item # 3.1

MAGE AVE

RANCHO RD FORTY MILE RD

OSTROM RD
ROSSER
RD
65 T-1 4/30/2021 3842.x AppE1 OPUD South Yuba Sewer.dwg Appendix E1a
April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Water Tank and Booster Pump Station
Olivehurst, California

WATER TANK & BOOSTER STATION PLAN
SCALE 1" = 1,000'

HARD ROCK

HOTEL & CASINO
E1a
E1c
E1d E1b

L E G E N D
Approximate Pipeline Water Only
Approximate Pipeline Sewer Only
Approximate Pipeline Sewer and Water
Proposed Tank and Booster Pump
Boring Locations
T-X
Source: South County Sewer and Water Project, Volume
2 plans created by Jacobs, dated October 2020.

Alignment Package Admin Draft 10-12-2020.

BLACKBURN
CONSULTING 1911
Section 3, Item # 3.1

FORTY MILE ROAD
MATCHLINE SEE APPENDIX E1b (lower) MATCHLINE SEE APPENDIX E1b (upper) MATCHLINE SEE APPENDIX E1c (upper)
Appendix E1b
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppE1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

WATER TANK & BOOSTER STATION PLAN

MARY AVE

L E G E N D
Approximate Pipeline Water Only
Approximate Pipeline Sewer Only
Proposed Tank and Booster Pump Boring Location
T-X
Source: South County Sewer and Water Project, Volume
2 plans created by Jacobs, dated October 2020.

Alignment Package Admin Draft 10-12-2020.
-+-
I
I
I
I
I
1 NDATION MITIGATION

BLACKBURN

CONSULTING
--------------1------· ---- 1
------- ------ ------ ------
1912
Section 3, Item # 3.1
MATCHLINE SEE APPENDIX E1b (lower) MATCHLINE SEE APPENDIX E1c (upper) T-1
Appendix E1c
SCALE: 1"=80'
SCALE: 1"=80' 4/30/2021 3842.x AppE1 OPUD South Yuba Sewer.dwg April 2021
File No. 3842.x
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, California

WATER TANK & BOOSTER STATION PLAN L E G E N D
Approximate Pipeline Water Only
Approximate Pipeline Sewer Only
Proposed Tank and Booster Pump Boring Location
T-X
Source: South County Sewer and Water Project, Volume
2 plans created by Jacobs, dated October 2020.

Alignment Package Admin Draft 10-12-2020.
---------r---------
I
I
·-------------------.....------------------------
·-------------------------------------------
-------------------------------------------

BLACKBURN

CONSULTING

PRELIMI
r( ~p ~ F ~~~....,_~
t ,, __ ,,,,/
I
1913
Section 3, Item # 3.1
Appendix E2: Exploratory Borings for Water Tank and Booster Station not complete at the time of this Report
1914
Section 3, Item # 3.1
Appendix E3: Laboratory Tests for Water Tank and Booster Station not complete at the time of this Report
1915
Section 3, Item # 3.1
Geotechnical  Geo-Environmental  Construction Services  Forensics

UPDATED DRAFT PRELIMINARY

GEOTECHNICAL BASIS OF DESIGN
REPORT
Olivehurst Public Utilities District
South Yuba Sewer and Water
Infrastructure Project
Olivehurst, CA

APPENDIX F
Blackburn Response to Jacobs Comments on December 11, 2020 Draft Preliminary Geotechnical Basis of Design Report

BLACKBUR------------------------

CONSULTING
~
1916
Section 3, Item # 3.1
Comment
Number Subject
Page
Label Status Author Date Comments 2/3/2021 Blackburn Response 1 Text Box 18
P mtwede 14/01/2021 12:03:34 AM Suggest including pipeline borings with total depths and "not encountered" in depth to water column.

The previous table (3.1) includes all borings and the depth to ground water. Table 3.2 is intended to pull out and focus only on the borings in which we encountered ground water to show the information concisely in one location/table. We will revise the wording in the ground water column of table 3.1 to say "Not Encountered" rather than "NA" for borings that did not encounter ground water. 2 Text Box 22
mtwede 13/01/2021 11:45:10 PM Not sure how native soil can be used when it consists mostly of clay? see next comment. See response to comment #4 below. 3 Text Box 22
mtwede 13/01/2021 11:36:35 PM Please provide estimated E' of native soil in case the trench width requires a composite E' to be used.

Our borings show the pipe zone will be withing stiff to hard clays. We will recommend a E' of 3,000 psi for the native, undisturbed soils.
4 Text Box 22
mtwede 13/01/2021 11:50:07 PM
Was this meant to say if native soil meets these requirements, it is okay to use as fill? It would be difficult to separate out suitable material, and more reasonable to abide by Class 2 AB requirements for fill within roadways.

We are revising our report to recommend that native soil can be used for intermediate backfill provided it is free of debris and observable concentrations of organics. We are revising our report to recommend that if import fill is required for pipeline backfill, the import fill must meet the following:
100% passing the 1-inch sieve, 75% to 100% passing the #4 sieve, at least 12% passing the #200 seive, and a Plasticity Index not greater than 20.
5 Callout 23
P mtwede 14/01/2021 12:28:11 AM 12" Seems excessive for trench compaction equipment We will reword to state: "To protect the pipe, use a maximum loose lift thickness of 12 inches for the first lift of fill placed above the top of the pipe. Use a maximum thickiness of 8 inches for subsequent lifts."
6 Text Box 23
mtwede 13/01/2021 11:59:27 PM In roadways, 1 inch of settlement for 15 foot deep trench is not likely to be acceptable.

Can this be reduced using Class 2 AB instead of the specified imported fill? Agreed. We will reword to state: "The magnitude of potential trench backfill settlement will be largely dependent on the degree and uniformity of compaction; therefore, it is important that recommend backfill methods are perfromed and compaction checked at frequent intervals to limit potential settlement." This is regardless of whether the backfill is AB or soil. 7 Text Box 44
P mtwede 14/01/2021 12:20:27 AM Can drained EFW values be used above some maximum depth? The EFWs we recommended are valid for buoyant soil conditons or near-saturated soil and consider the range of backfill materials that could be used. Rereading this section, we now think that using the word "undrained" could be misleading/misunderstood. Therefore, we will replace "undrained EFW" with simply "EFW". We are performing additonal evalution of these values and may update them in our Revised Draft Preliminary Report.
8 Callout 48
KELLOGJA 08/01/21
Please verify that the design groundwater elevation for facilities at the WWTP is 15 feet below finish grade. Can the design groundwater be defined with a specific elevation as the finish grade across the site varies? a.It is assumed that the new EQ basin will be constructed at roughly the same elevations as the existing EQ basin which has a maximum depth of approximately 24 feet. It is assumed that the center of the new secondary clarifier will be approximately 19 feet below finish grade. Please provide groundwater design considerations/mitigations for structures founded below the design groundwater elevation.

We will updated ground water information and refer to design ground water elevations rather than depths.

Jacobs informed us last year that the new EQ basin would be about be 10 to 11 feet deep and therfore about 5 to 7 ft deeper than the depth of the current basin at that loation. Based on that depth, we understood that it will not be below groundwater.

We will address ground water conditions at the new for clarifier after we drill the exploations for the clarifer.
9 Callout 50
KELLOGJA 08/01/21
Please provide the site-specific response analysis. The clarifier structure design base shear is calculated per ASCE 7-16 section 15.7, and thus, the exceptions from ASCE 7 section

11.4.8 are not applicable.

We can complete a site-specific analysis.

Is site-specific analysis requested at the water tank site also? 10 Callout 53
P KELLOGJA 08/01/21
The secondary clarifier will not be constructed 20 deep. The top of the circumferential perimeter foundation will likely be around 14ft minimum below finish grade, with the perimeter foundation bottom around 15.5ft below finish grade. Please revise the section as required.

We will provide recommendations appropriate to whatever depth is used. Please note, comment on page 48 says clarifier will be 19' below grade
11 Callout 60
P KELLOGJA 08/01/21
Joint spacing will be greater than 12ft and associated reinforcing will be selected to exceed the requirements of ACI 350-06 Table 7.12.2.1 to accommodate the joint spacing utilized. Please revise this section to not limit the joint spacing. If desired, the joint spacing criteria of ACI 350-06 can be referenced, or the joint spacing criteria can be deferred on the structural engineer.

We will remove limits and reference ACI 350-06
12 Callout 60
P KELLOGJA 08/01/21
Two different minimum slab and subgrade thicknesses are listed, 4" over 6" and 6" over 8". Note that the slab will have a 6" minimum thickness to provide proper cover over the reinforcing and clearances for waterstop, so the reference to the 4” minimum thickness can be deleted to avoid confusion. Please clarify if expansive soil is required to be considered.

Will replace 4" concrete over 6" AB with 6" concrete over 8" AB 13 Callout 120
P mtwede 13/01/2021 10:05:20 PM Clayey Sand (SC) We will correct log P-06 to say "CLAYEY SAND (SC); very loose" instead of "SANDY Lean CLAY (CL); soft"
14 Callout 121
P mtwede 13/01/2021 10:06:05 PM Clayey Sand (SC) We will correct log P-07 to say "CLAYEY SAND (SC); medium dense" instead of "SANDY Lean CLAY (CL); hard"
15 Callout 135 P mtwede 13/01/2021 10:08:03 PM (SP-SM) We will correct log P-26 to say "(SP-SM)" instead of "(SP)" 1917
Section 3, Item # 3.1
Geotechnical  Geo-Environmental  Construction Services  Forensics

UPDATED DRAFT PRELIMINARY

GEOTECHNICAL BASIS OF DESIGN
REPORT
Olivehurst Public Utilities District
South Yuba Sewer and Water
Infrastructure Project
Olivehurst, CA

APPENDIX G
Important Information about This Geotechnical Engineering Report, Geoprofessional Business Association, 2019

BLACKBUR------------------------

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Geotechnical-Engineering Report
Important Information about This
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.

While you cannot eliminate all such risks, you can manage them. The following information is provided to help.

The Geoprofessional Business Association (GBA)
has prepared this advisory to help you – assumedly
a client representative – interpret and apply this
geotechnical-engineering report as effectively as
possible. In that way, you can benefit from a lowered
exposure to problems associated with subsurface
conditions at project sites and development of
them that, for decades, have been a principal cause
of construction delays, cost overruns, claims,
and disputes. If you have questions or want more
information about any of the issues discussed herein,
contact your GBA-member geotechnical engineer.

Active engagement in GBA exposes geotechnical
engineers to a wide array of risk-confrontation
techniques that can be of genuine benefit for
everyone involved with a construction project.

Understand the Geotechnical-Engineering Services
Provided for this Report
Geotechnical-engineering services typically include the planning, collection, interpretation, and analysis of exploratory data from widely spaced borings and/or test pits. Field data are combined with results from laboratory tests of soil and rock samples obtained from field exploration (if applicable), observations made during site reconnaissance, and historical information to form one or more models of the expected subsurface conditions beneath the site. Local geology and alterations of the site surface and subsurface by previous and proposed construction are also important considerations. Geotechnical engineers apply their engineering training, experience, and judgment to adapt the requirements of the prospective project to the subsurface model(s). Estimates are made of the subsurface conditions that will likely be exposed during construction as well as the expected performance of foundations and other structures being planned and/or affected by construction activities.

The culmination of these geotechnical-engineering services is typically a geotechnical-engineering report providing the data obtained, a discussion of the subsurface model(s), the engineering and geologic engineering assessments and analyses made, and the recommendations developed to satisfy the given requirements of the project. These reports may be titled investigations, explorations, studies, assessments, or evaluations.

Regardless of the title used, the geotechnical-engineering report is an engineering interpretation of the subsurface conditions within the context of the project and does not represent a close examination, systematic inquiry, or thorough investigation of all site and subsurface conditions.

Geotechnical-Engineering Services are Performed
for Specific Purposes, Persons, and Projects,
and At Specific Times
Geotechnical engineers structure their services to meet the specific needs, goals, and risk management preferences of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil-works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical-engineering report is unique, prepared solely for the client.

Likewise, geotechnical-engineering services are performed for a specific project and purpose. For example, it is unlikely that a geotechnicalengineering study for a refrigerated warehouse will be the same as one prepared for a parking garage; and a few borings drilled during a preliminary study to evaluate site feasibility will not be adequate to develop geotechnical design recommendations for the project.

Do not rely on this report if your geotechnical engineer prepared it:
• for a different client;
• for a different project or purpose;
• for a different site (that may or may not include all or a portion of the original site); or
• before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations.

Note, too, the reliability of a geotechnical-engineering report can be affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. If you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying the recommendations in it. A minor amount of additional testing or analysis after the passage of time – if any is required at all – could prevent major problems.

Read this Report in Full
Costly problems have occurred because those relying on a geotechnicalengineering report did not read the report in its entirety. Do not rely on an executive summary. Do not read selective elements only. Read and refer to the report in full.

You Need to Inform Your Geotechnical Engineer
About Change
Your geotechnical engineer considered unique, project-specific factors when developing the scope of study behind this report and developing the confirmation-dependent recommendations the report conveys.

Typical changes that could erode the reliability of this report include those that affect:
• the site’s size or shape;
• the elevation, configuration, location, orientation,
function or weight of the proposed structure and
the desired performance criteria;
• the composition of the design team; or
• project ownership.

As a general rule, always inform your geotechnical engineer of project or site changes – even minor ones – and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept 1919
Section 3, Item # 3.1
responsibility or liability for problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered.

Most of the “Findings” Related in This Report
Are Professional Opinions
Before construction begins, geotechnical engineers explore a site’s subsurface using various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing is performed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgement to form opinions about subsurface conditions throughout the site. Actual sitewide-subsurface conditions may differ – maybe significantly – from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team through project completion to obtain informed guidance quickly, whenever needed.

This Report’s Recommendations Are
Confirmation-Dependent
The recommendations included in this report – including any options or alternatives – are confirmation-dependent. In other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgement and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions exposed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation-dependent recommendations if you fail to retain that engineer to perform construction observation.

This Report Could Be Misinterpreted
Other design professionals’ misinterpretation of geotechnicalengineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a continuing member of the design team, to:
• confer with other design-team members;
• help develop specifications;
• review pertinent elements of other design professionals’ plans and specifications; and
• be available whenever geotechnical-engineering guidance is needed.

You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform constructionphase observations.

Give Constructors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can shift unanticipated-subsurface-conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical-engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you’ve included the material for information purposes only. To avoid misunderstanding, you may also want to note that “informational purposes” means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect.

Read Responsibility Provisions Closely
Some client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. This happens in part because soil and rock on project sites are typically heterogeneous and not manufactured materials with well-defined engineering properties like steel and concrete. That lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost overruns, claims, and disputes.

To confront that risk, geotechnical engineers commonly include explanatory provisions in their reports. Sometimes labeled “limitations,” many of these provisions indicate where geotechnical engineers’ responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions.

Your geotechnical engineer should respond fully and frankly.

Geoenvironmental Concerns Are Not Covered
The personnel, equipment, and techniques used to perform an environmental study – e.g., a “phase-one” or “phase-two” environmental site assessment – differ significantly from those used to perform a geotechnical-engineering study. For that reason, a geotechnical-engineering report does not usually provide environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to project failures. If you have not obtained your own environmental information about the project site, ask your geotechnical consultant for a recommendation on how to find environmental risk-management guidance.

Obtain Professional Assistance to Deal with
Moisture Infiltration and Mold
While your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report, the engineer’s services were not designed, conducted, or intended to prevent migration of moisture – including water vapor – from the soil through building slabs and walls and into the building interior, where it can cause mold growth and material-performance deficiencies.

Accordingly, proper implementation of the geotechnical engineer’s recommendations will not of itself be sufficient to prevent moisture infiltration. Confront the risk of moisture infiltration by including building-envelope or mold specialists on the design team.

Geotechnical engineers are not building-envelope or mold specialists.

Copyright 2019 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with GBA’s specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind.

Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent or intentional (fraudulent) misrepresentation.

Telephone: 301/565-2733
e-mail: [email protected] www.geoprofessional.org 1920
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Appendix F
Phase 1 Initial Site Assessment
(June 2021)
1921
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Prepared for:
2485 Natomas Park Drive, Ste. 600
Sacramento, CA 95833
Prepared by:
2491 Boatman Ave
West Sacramento, CA 95691
PHASE 1 INITIAL SITE ASSESSMENT
OPUD Yuba County Sewer and Water
Infrastructure Project
Olivehurst, CA
June 2021
Jacobs

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West Sacramento Office:
2491 Boatman Ave
West Sacramento, CA 95691 Auburn (530) 887-1494
(916) 375-8706 Fresno (559) 438-8411
File No. 3842.x
June 28, 2021
Mr. Steve DeCou
Vice President and Principal Program Manager
Jacobs Engineering Group
2485 Natomas Park Drive, Ste. 600
Sacramento, CA 95833
Subject: PHASE 1 INITIAL SITE ASSESSMENT
OPUD Yuba County Sewer and Water Infrastructure Project Olivehurst, California
Mr. DeCou,
Blackburn Consulting (Blackburn) prepared this Phase 1 Initial Site Assessment (ISA) for the OPUD Sewer and Water Infrastructure Project located in Yuba County, California. The purpose of the ISA is to identify hazardous and potentially hazardous materials issues that may significantly impact the Project. Blackburn prepared this ISA in accordance with our May 14, 2020 proposal.

As always, Blackburn appreciates the opportunity to be part of your team. Please call if you have questions or require additional information.

Sincerely,

BLACKBURN CONSULTING
Matthew Kinney Laura Long
Project Geologist II Environmental Project Manager

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OPUD Yuba County Sewer and Water Infrastructure Project Yuba County, CA
June 28, 2021

TABLE OF CONTENTS
EXECUTIVE SUMMARY ........................................................................................................................ i 1 INTRODUCTION ........................................................................................................................... 1 2 PROJECT LOCATION AND DESCRIPTION ........................................................................................ 1 Location and Description............................................................................................................. 1 Geology and Physical Setting....................................................................................................... 2 Surface Water, Groundwater, Wells ........................................................................................... 2 Current Land Use......................................................................................................................... 3 Historic Land Use......................................................................................................................... 3 Aerial Photograph Review .................................................................................................. 3 Topographic Map Review ................................................................................................... 4 Sanborn® Map Review........................................................................................................ 5 3 RECORDS REVIEW ........................................................................................................................ 5 County, State and Federal Records Review................................................................................. 5 Summary of Records Search........................................................................................................ 5 RECs Within the Project Alignment .................................................................................... 6 RECs Adjacent to the Project Alignment (Medium and High Risk)..................................... 6 Sites identified Adjacent to the Project Alignment (Low Risk)........................................... 8 RECs at Facilities identified within ½-mile of the Project alignment................................ 11 City Directory Review ................................................................................................................ 11 Title Documents Review............................................................................................................ 11 4 RECONNAISSANCE INFORMATION..............................................................................................11 5 OWNER INTERVIEWS..................................................................................................................11 6 DATA GAPS................................................................................................................................12 7 FINDINGS, CONCLUSIONS, AND RECOMMENDATIONS ................................................................12 General Contamination Issues ............................................................................................................. 15 The following general contamination issues were identified within the Project limits....................... 15 8 QUALIFICATIONS........................................................................................................................16 9 LIMITATIONS .............................................................................................................................16

2.1 2.2

2.3 2.4

2.5 3.1

3.2 3.3

3.4 2.5.1

2.5.2 2.5.3

3.2.1 3.2.2

3.2.3 3.2.4

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June 28, 2021
TABLE OF CONTENTS (cont.)

FIGURES
Figure 1: Vicinity Map
Figures 2a-e: Project Site Map

APPENDIX A
Aerial Photographs

APPENDIX B
Topographic Maps

APPENDIX C
Sanborn Maps

APPENDIX D
ERIS Report

APPENDIX E
City Directory

APPENDIX F
Photo Report

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i

EXECUTIVE SUMMARY
Blackburn Consulting (Blackburn) prepared this Initial Site Assessment (ISA) for Jacobs Engineering Group (Jacobs) for the Olivehurst Public Utilities District (OPUD) Yuba County Sewer and Water Infrastructure Project (Project) in Olivehurst and unincorporated areas of Yuba County, California. Figure 1 presents the Vicinity Map. Jacobs, in cooperation with OPUD and Yuba County, proposes to construct new water and sewer utility infrastructure. All work is planned within existing right-of-way, except for the pump and lift station locations which have not been determined.

The purpose of this ISA is to identify Recognized Environmental Conditions1 (RECs), Historical Recognized Environmental Conditions (HRECs), and potential RECs, collectively referred to herein as RECs, that may be present within or adjacent to the Project limits. We prepared this ISA in general conformance with the American Society of Testing and Materials (ASTM) Standard E1527-13, “Standard Practice for Environmental Site Assessments: Phase I Environmental Site Assessment Process”.

The following section summarizes the RECS identified within and adjacent to the Project limits. Blackburn further discusses these conditions in the body of this ISA.

RECs Located Within the Project Limits
APN 014-270-002: OPUD Wastewater Treatment Facility - Public Utilities District 3908 Mary Avenue A 2,500-gallon diesel above ground tank (AST) is located at this facility. There are no indications of a release of diesel to soil or groundwater.

Recommendation: No additional assessment.

RECs Located Adjacent to the Project Limits
Four sites located immediately adjacent to the project alignment were identified with high risk RECs.

These sites are listed in Section 3.2.2 and are identified on Figures 2a-c. Documented impacts to soil or groundwater are present on or have been remediated at these adjacent parcels. There is a potential that impacts from these parcels extend into the right-of-way (ROW) adjacent to the parcel. There is a potential to encounter residual contamination during excavation.

Recommendation: If excavation is planned within the right-of-way (ROW) adjacent to these parcels, conduct a Phase II screening of the soil within the area of excavation to assess the presence of potential hazardous materials.
1 Blackburn uses the term Recognized Environmental Condition (REC) in general compliance with ASTM E1527-13, which defines the meaning as “The presence or likely presence of any hazardous substances or petroleum products in, on, or at a property (1) due to any release to the environment, (2) under conditions indicative of a release to the environment or (3) under conditions that pose a material threat of a future release to the environment. The term is not intended to include de minimus conditions that generally do not present a threat to human health or the environment and generally would not be the subject of an enforcement action if brought to the attention of the appropriate regulatory agencies. Conditions determined to be de minimus are not recognized environmental conditions.”

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• APN 014-143-026: Tower Mart #60/Cheaper #60, 1976 McGowan Parkway Two single-walled 10,000-gallon gasoline underground storage tanks (USTs) tanks were removed in 1986. One 8,000-gallon diesel and three 12,000-gallon gasoline tanks were installed in 2004. A release of gasoline and diesel to soil and groundwater occurred sometime before 2003.

Groundwater monitoring in April 2005, did not identify detectable amounts of constituents. The regulatory case was closed in 2008. Potential contaminants of concern (COC) include total petroleum hydrocarbons (TPH) as diesel (TPH-d), gas (TPH-g) and motor oil (TPH-mo), metals, and benzene/toluene/ethylbenzene/xylene (BTEX).
• APN 014-510-033: Marysville Forest Products/Erickson Group Limited, 4083 Rancho Road Two USTs were reportedly removed after a leak was detected. A reported release of diesel to soil was recorded in 1992. Documentation was not found to verify impacted soil was excavated. The regulatory case was closed on July 14, 1993. The site was formerly occupied by a wood treating facility. Pentachlorophenol (PCP) was used as an anti-fungal wood treatment. PCP was released to soil during site operations. Site soil is also impacted with volatile organic compounds (VOCs) from the maintenance shop and dioxins at the ash disposal and burn areas. The horizontal and vertical extent of impacts is unknow. The Regional Water Quality Control Board (RWQCB) regulatory case is currently open. Potential COCs include TPH-d, TPH-g, TPH-mo, metals, BTEX, VOCs, dioxins, and PCP.
• APN 014-280-065: PG&E North Valley Materials, 3736 Rancho Road One 10,000-gallon AST of unknown contents, one 8,000-gallon gasoline UST, and one 12,000- gallon diesel UST are located at this facility. This facility operates as a staging area for PG&E operations throughout the area. A release of diesel to soil from a UST was reported on November 3, 1992. Contaminated soil was removed from the facility, and a No Further Action Letter was issued on March 1, 1993. Potential COCs include TPH-d, TPH-g, TPH-mo, metals, and BTEX • APN 014-270-079: Flying U Ranch, 3718 Forty Mile Road A 13,500-gallon AST of unknown fuel type is identified at the site. The location of the AST was not identified during site reconnaissance. Potential COCs include TPH-d, TPH-g, TPH-mo, metals, and BTEX.

Five sites located immediately adjacent to the project alignment were identified with medium risk RECs.

These sites are listed in Section 3.2.2 and are identified on Figures 2a-c. Fuel storage tanks are present on these adjacent parcels. There is no evidence in the records review to suggest releases have occurred from the tanks or hazardous material issues from these sites will impact the Project, however, there is a potential to encounter residual contamination at these sites. If plans for acquisition change to include one or more of these sites, a Phase II Environmental Site Assessment to further investigate potential hazardous materials within the acquisition areas will be necessary. • APN 014-280-046: Alfaro Farms/Jean Pierre Alfaro, 3374 Forty Mile Road This farm is listed in the searched databases as having a 15,000-gallon AST of unknown contents.

Violations were reported for failure to properly label hazardous waste containers, and failure to properly store and label used batteries.

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• APN 014-360-014: Frank Hofman Ranch, 3002 Forty Mile Road This business is listed as a hazardous waste generator. A UST of unknown contents and volume was located at the site. The Yuba UST database lists the UST status as closed. No spills or leaks were reported at this facility.
• APN 014-510-018: Livingston Concrete, 2571 Rosser Road This facility is listed in the searched databases as operating an AST. Violations are reported and include failure to provide training to oil-handling personnel. • APN 014-510-021: Roger L. Murray, 3938 Shimer Road
This facility is listed as having a 5,000-gallon AST storing an unknown fuel type. The AST is located at the southeast corner of the parcel, adjacent to the project. The AST had secondary containment, but the AST is within twenty feet of the project limits. • APN 015-060-075: Tollcrest Dairy, 3355 Virginia Road, Wheatland A 10,200-gallon AST is located at this facility. The AST is not located on the west side of the parcel near the project alignment. No additional information is provided in the records search.

Three sites located north of the project alignment on Olivehurst Avenue were identified with high risk RECs. The project limits do not currently extend to these sites. These sites are listed in Section 3.2.2 and are identified on Figures 2a-c. Documented impacts to soil or groundwater are present on or have been remediated at these parcels. There is a potential that impacts from these parcels extend into the right-ofway (ROW) adjacent to the parcel. There is a potential to encounter residual contamination during excavation.

Recommendation: If the project limits are extended to include excavation within the ROW adjacent to these parcels, conduct a Phase II screening of the soil within the area of excavation to assess the presence of potential hazardous materials. Potential COCs include TPH-d, TPH-g, TPH-mo, metals, and BTEX. • APN 013-072-011: Gee Property, 4880 Olivehurst Avenue The site is currently vacant but was formerly occupied by a fueling station. Two gasoline underground storage tanks (USTs) were removed in 1988 and one UST removed in 2019. Soil samples from the UST excavation indicated a release had occurred. Low levels of total petroleum hydrocarbons (TPHs) were detected in groundwater. The regulatory case was closed on January 10, 2020.
• APN 013-081-015: AGV Corner Market, 4881 Olivehurst Avenue The site is an active gas station. Currently a 20,000-gallon compartmentalized gasoline and diesel tank is in the same excavation area as the former UST. A release of gasoline to soil and groundwater occurred at this facility sometime prior to 2001. The most recent groundwater monitoring event conducted at the facility occurred in May 2011 and demonstrated that groundwater beneath the facility has residual impacts from gasoline related constituents. The regulatory case was closed on June 25, 2012.
• APN 013-130-060: Former E-Z Serve, 4867 Olivehurst Avenue Three USTs were removed in 1989 and a release of gasoline was discovered. Soil and groundwater were impacted. Groundwater monitoring was conducted from sometime before 2004 until 2017.

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iv
A No further Action letter was issued by the CVRWQCB and the regulatory case was closed on November 22, 2019.

General Contamination Issues
The following general contamination issues were identified within the Project limits.

Yellow traffic stripes
Yellow traffic stripes are known to contain heavy metals, such as lead and chromium, at concentrations in excess of the hazardous waste thresholds established by the California Code of Regulations and may produce toxic fumes when heated.

Recommendation: If the Project includes removal of yellow traffic striping, remove and dispose of in accordance with Caltrans Standard Special Provisions for Hazardous Waste.

Aerially Deposited Lead (ADL)
ADL has been found to occur in soils adjacent to highways and high use roadways. The lead is presumably from the historical use of leaded gasoline and subsequent exhaust emissions. There is potential for encountering ADL during construction and grading activities within the proposed Project limits along its entirety. Some of these roadways have been present in various alignments since at or before 1910 and, therefore, have the potential to be impacted with ADL.

Recommendation: A soil screening to evaluate the potential presence of ADL within the Project limits should be performed. An appropriate soil management plan will need to be developed for soil containing significant concentrations of ADL.

Southern Pacific Railroad
An active railroad is adjacent to the east side of Rancho Road. Soils located adjacent to railroad tracks may be impacted by on-going railroad operations. Potential contaminants at these locations commonly include petroleum hydrocarbons, semi-volatile organic compounds (SVOCs), heavy metals, and pesticides.

Recommendation: Conduct a limited subsurface soil screening for potential contaminants in the upper

1.5 feet where soil will be disturbed adjacent to the railroad.

Asbestos Containing Material (ACM) and Lead in Buildings Materials Structures constructed pre-1989 have the potential to contain ACM/Lead materials. Aerial photographs identify structures along the project alignment as developed prior to 1989.

Recommendation: If parcels are acquired as part of the Project any structures on those parcels should be evaluated for the presence of lead and asbestos containing materials. Any structure to be modified or demolished as part of the Project must be surveyed for the presence of ACM and Lead by a certified Asbestos Inspector prior to building demolition/modification.

Transformers
Our scope did not include an inventory of past and present transformers. We observed pole-mounted transformers and power lines within the existing right-of-way.

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Recommendation: If the relocation of power facilities or high voltage power lines is required, existing transformers should be checked for the presence of PCBs or other hazardous materials by the utility owner, and if present, properly remediated and disposed. Identification and remediation of old transformers is the responsibility of the utility owner.

Organochlorine Pesticides (OCPs)
Historical topographic maps from 1947 and 1949 depict an orchard in the southeastern ½-mile alignment of Rancho Road and the eastern 1/3-mile alignment of Morrison Road.

Recommendation: Conduct a shallow soil screening to evaluate the potential presence of OCPs within the footprint of the former orchard in the Project limits.

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PHASE 1 INITIAL SITE ASSESSMENT
OPUD Yuba County Sewer and Water Infrastructure Project Yuba County, CA
June 28, 2021
1 1 INTRODUCTION
Blackburn completed this Phase 1 Initial Site Assessment (ISA) for the OPUD Sewer and Water Infrastructure Project (Project) located in Yuba County California. The purpose of the ISA is to identify Recognized Environmental Conditions2 (RECs), Historical Recognized Environmental Conditions (HRECs), and potential RECs, collectively referred to herein as RECs, that may be present within and/or adjacent to the Project limits.

To conduct this ISA, Blackburn:
• Reviewed historical aerial photographic coverage and topographic map coverage for the Project area and surrounding properties for indications of potential sources of contamination. • Performed federal, state, and county records review for indications of the use, misuse, or storage of hazardous and/or potentially hazardous materials on or near the Project area. • Conducted a site inspection on September 9, 2020 to observe current land use and indications of potential contamination, as well as hazardous and potentially hazardous waste issues for the Project area.
• Performed state records review of the on-line regulatory databases GeoTracker and EnviroStor, to determine if known site impacts and/or previous environmental work exist for the Project area. • Reviewed the general site geology, groundwater, and soil conditions through published maps and literature.

Blackburn prepared this report for Jacobs Engineering Group (Jacobs) and the project design team to use during design and construction. This report shall not be used or relied upon by others, or for different locations or improvements without the written consent of Blackburn. 2 PROJECT LOCATION AND DESCRIPTION
Location and Description
The Project spans approximately 12.2 miles within the town of Olivehurst and surrounding areas. The Project alignment includes the OPUD Wastewater Treatment Plant located on Mary Avenue, and portions of the following alignments:
• Olivehurst Avenue from 7th Avenue to approximately 170 feet south of 11th Avenue; • Mary Avenue from OPUD wastewater treatment plant to McGowan Parkway; • McGowan Parkway from Mary Avenue to Rancho Road;
2 BCI uses the term Recognized Environmental Condition (REC) in general compliance with ASTM E1527-13, which defines the meaning as “The presence or likely presence of any hazardous substances or petroleum products in, on, or at a property (1) due to any release to the environment, (2) under conditions indicative of a release to the environment or (3) under conditions that pose a material threat of a future release to the environment. The term is not intended to include de minimus conditions that generally do not present a threat to human health or the environment and generally would not be the subject of an enforcement action if brought to the attention of the appropriate regulatory agencies. Conditions determined to be de minimus are not recognized environmental conditions.”

2.1 BLACKBURN

CONSULTING
~
1931
Section 3, Item # 3.1
PHASE 1 INITIAL SITE ASSESSMENT
OPUD Yuba County Sewer and Water Infrastructure Project Yuba County, CA
June 28, 2021
2 • Olive Avenue from McGowan Parkway to approximately 100 feet to the north, then east crossing under Highway 65 to the northern terminus of Rancho Road; • Rancho Road from its northern end to Morrison Road;
• Morrison Road from Highway 65 to Forty Mile Road;
• Forty Mile road from the Toyota Amphitheater to Rancho Road; • Slaughterhouse Road from Forty Mile Road to northwest for approximately 0.4 miles, crossing Highway 65 to the western terminus of Plute Road;
• Plute Road from its westernmost extent to Shimer Road; and • Shimer Road from Plute Road to Rancho Road.

Pump and lift stations locations will be installed on privately owned parcels, however these locations have not been finalized.

The Project location with Project limits is shown on Figure 1, Vicinity Map. Site-specific features are shown on Figures 2a-e.

Geology and Physical Setting
The site lies within the Great Valley Geomorphic Province of California, which is a large, elongated, northwest-trending structural trough. The Province is subdivided into two major divisions designated as the Sacramento and San Joaquin Valleys. These valleys have been filled to their present elevation with thick sequences of sediment, ranging in age from Jurassic to present day, creating a nearly flat-lying alluvial plain that extends from the Tehachapi Mountains in the south to the Klamath Mountains in the north. The western and eastern boundaries of this province are formed by the California Coast Ranges and the Sierra Nevada, respectively.

The study area is located on an alluvial plain in the Sacramento Valley located approximately 2.2 miles east of the Feather River at its closest point. The underlying deposits are mapped by Saucedo, G.J. and Wagner D.L. (1981) as alluvium, natural levee and channel deposits, basin deposits, Modesto Formation, and the Riverbank Formation. This formation is composed of fine-grained soils such as clay, silts, sand and gravel.

The site topography is generally flat, except near Highway 65 and Highway 70, where the topography slopes toward the highways. The site elevations, excluding areas near the Highways, range between 55 feet above mean sea level (msl) in the western portion of the Project and 75 feet above msl in the easternmost portion of the Project.

Surface Water, Groundwater, Wells
The Site lies within the South Yuba Subbasin where groundwater flow direction is generally to the southwest toward the Feather River, though flow directions vary both locally and seasonally. The study area is east of the Feather River, south of the Yuba River, and north of the Bear River. Blackburn reviewed groundwater level data made available at California Department of Water Resources (DWR) website www.water.ca.gov/waterdatalibrary. The groundwater beneath the site rises to within approximately 40

2.2 2.3

BLACKBURN

CONSULTING
~
1932
Section 3, Item # 3.1
PHASE 1 INITIAL SITE ASSESSMENT
OPUD Yuba County Sewer and Water Infrastructure Project Yuba County, CA
June 28, 2021
3 feet of the ground surface for up to six months of the year. Depth to groundwater during the rest of the year is approximately 45 feet below ground surface. Surface/storm water is directed by sidewalk curb, gutter and drains. The general flow direction is to the south and west towards the Feather River, except in area in proximity to Hutchison Creek and Reed Creek, which transect the Project in multiple areas flowing southwest toward the Feather River.

Current Land Use
Most of the Project area consists of roadways which traverse rural areas of Yuba County, with a portion of the project limits transecting the town of Olivehurst. Land adjacent to the Project along Rancho Road is zoned as agricultural industrial and light industrial. Land along Morrison Road is designated as sports entertainment district and employment center district. Land adjacent to Forty Mile Road is designated for agricultural use and sports entertainment. Land near the OPUD Wastewater treatment Facility on Mary Road is designated for use as public utilities land as well as single-family residential.

Historic Land Use
Land use adjacent to the project limits varies throughout the project alignment. Blackburn reviewed historical aerial photography, topographic maps, and Sanborn maps to identify conditions that may indicate potential hazardous materials issues within the Project limits.

Aerial Photograph Review
Blackburn reviewed the following historic aerial photography to identify conditions that may indicate potential hazardous materials issues within or adjacent to the Project area. The listing includes aerial photo flight year, source, scale, and a brief description of observed conditions. Copies of aerial photographs are provided in Appendix A.

Aerial Photograph Review
The following aerial photos were reviewed:
1947 Photo by Agriculture and Soil Conservation Service, Scale 1” =2,000’ 1954 Photo by Army Mapping Service, Scale 1” =2,000’
1977 Photo by USGS, Scale 1” =2,000’
1987 Photo by USGS, Scale 1” =2,000’
1998 Photo by USGS, Scale 1” =2,000’
2005 Photo by National Agriculture Information Program (NAIP), Scale 1” =2,000’ 2009 Photo by NAIP, Scale 1” =2,000’
2014 Photo by NAIP, Scale 1” =2,000’
2018 Photo by NAIP, Scale 1” =2,000’
Areas of the Project limits south of Morrison Road along Forty Mile Road are not shown on Aerial Photographs. This includes the area that is now the Toyota Amphitheater. 1947: Improved roads, Rancho Road, Forty Mile Road, Morrison Road, and McGowan Road are depicted in their present-day alignments. The town of Olivehurst is visible north of the Project limits. Agricultural

2.4 2.5

2.5.1 BLACKBURN

CONSULTING
~
1933
Section 3, Item # 3.1
PHASE 1 INITIAL SITE ASSESSMENT
OPUD Yuba County Sewer and Water Infrastructure Project Yuba County, CA
June 28, 2021
4 use is visible along the alignment. Rural residences are visible near the project alignment. Hutchinson Creek and Reed Creek transect the project alignment in multiple locations similar to present day. A large industrial facility is adjacent to the north side of Rancho Road in the location that is currently the Marysville Forest Products/Erikson Group Limited facility. 1954: Additional development of roads and residences in the south portion of Olivehurst. Olivehurst is generally in its present-day footprint.
1977: Highway 65 transects the project limits. Highway 70 appears under construction and transects the project limits. What is now a PG&E facility is adjacent to the south of the Project limits on Rancho Road.

Mary Road appears on the map, along with the OPUD wastewater treatment facility. Additional residences appear along Morrison Road. A commercial/industrial facility is at the intersection of Slaughterhouse Road and Forty Mile Road. A mobile home park is at the intersection of Olive Avenue and McGowan Parkway. Additional residences and commercial businesses appear along the Project alignment within the town of Olivehurst.
1987: The OPUD wastewater Treatment Facility appears to expand to the south. 1998: No significant changes.
2005: An additional commercial facility is adjacent to the south of Rancho Road southeast of the PG&E facility.
2009: No significant changes.
2014: No significant changes.
2018: The Project alignment and surrounding area appear as they are today.

Topographic Map Review
Blackburn reviewed the following topographic maps for features that may indicate an impact to the Project. This summary includes noted changes within and adjacent to the Project location as recorded on the maps. Copies of the topographic maps are provided in Appendix B. 1910 Wheatland 7.5-minute Quad, Scale 1:24,000,
1911 Ostrom 7.5-minute Quad, Scale 1:24,000,
1947 Wheatland 7.5-minute Quad, Scale 1:24000,
1949 Wheatland 7.5- and 15-minute Quad, Scale 1:24000,
1952 Olivehurst 7.5-minute and Marysville 15-minute Quads, Scale 1:24,000 1973 Olivehurst and Wheatland 7.5-minute Quads, Scale 1:24000, and 2015 Olivehurst and Wheatland 7.5-minute Quads, Scale 1:24000. 1910 and 1911: Western Pacific Railroad and the Marysville Line of the Southern Pacific Railroad are depicted on the map near the project alignment. The development of Ostrom is depicted near the present-day intersection of Highway 65 and Forty Mile Road. Structures are depicted sparsely near the

2.5.2 BLACKBURN

CONSULTING
~
1934
Section 3, Item # 3.1
PHASE 1 INITIAL SITE ASSESSMENT
OPUD Yuba County Sewer and Water Infrastructure Project Yuba County, CA
June 28, 2021
5 project alignment along present-day Forty Mile Road, Morrison Road, and Rancho Road. Hutchinson Creek and Reed Creek are depicted near their present-day alignments transecting the Project. Plumas Lake is depicted approximately one mile south and west of the Project limits. 1947, 1949, and 1952: The town of Olivehurst, including Olivehurst Avenue, what is now Mary Road, and McGowan Road (Parkway) are depicted, as are residences and structures along their alignments. A commercial or industrial facility is depicted to the north of what is now Rancho Road between Reed Creek and Hutchinson Creek. This facility is in the same location as the present-day Marysville Forest Products/Erikson Group Limited facility. An orchard is depicted in the southeastern portion of the project alignment encompassing the intersection of present-day Highway 65, Morrison Road, and Rancho Road. 1973: The OPUD wastewater treatment facility is depicted in its present-day location. Several additional structures are depicted at the Marysville Forest Products/Erikson Group Limited facility. Highways 65 and 70 are depicted in their present-day alignments. A mobile home park is depicted at the intersection of Olive Drive and McGowan Parkway. The orchard is no longer depicted near the southeastern corner of the Project alignment. Additional commercial/industrial facilities are depicted in the area between Rancho Road and Highway 65. Additional roads and residential structures are depicted within the town of Olivehurst in the vicinity of Olivehurst Avenue and McGowan Parkway. 2015: Structures and land uses are not depicted on this map. The town of Olivehurst is depicted as it is today.

Sanborn® Map Review
Environmental Risk Information Services (ERIS) searched the Sanborn Maps Library for the Site and surrounding area. The ERIS search did not return Sanborn Maps (fire insurance) covering the Site or the surrounding area. Appendix C contains ERIS’s Sanborn Map Report. 3 RECORDS REVIEW
County, State and Federal Records Review
ERIS, a commercial data base search firm, performed a radius search for the study area on August 20, 2020. The search includes a review of county, state, federal and ERIS proprietary databases. The maximum search radius is 1 mile from the outline of the Project area. Sites with adequate address information are plotted on ERIS’s site plan “Map: 1.0 Mile Radius”. ERIS lists sites with inadequate address information in their “Unplottable Summary” and does not provide mapped locations. Blackburn reviewed the 13 “unplottable sites” identified by ERIS and determined that only the PG&E facility, which is located on Rancho Road though identified on Morrison Road in the report, is located adjacent to the Project area.

The complete EDR report is included in Appendix D.

Summary of Records Search
Blackburn reviewed the databases for facilities within ½-mile of the Project alignment with a potential to impact project operations. Our review of records identified the following sites with potentially hazardous material conditions at, adjacent to, or considered close enough to the project site to potentially impact

2.5.3 3.1

3.2 BLACKBURN

CONSULTING
~
1935
Section 3, Item # 3.1
PHASE 1 INITIAL SITE ASSESSMENT
OPUD Yuba County Sewer and Water Infrastructure Project Yuba County, CA
June 28, 2021
6 the project. 50 facilities within a ½-mile radius of the Project are listed in the Records Search. Below, we summarize the database records.

RECs Within the Project Alignment
APN 014-270-002: OPUD Wastewater Treatment Facility/Olivehurst Public Utilities District/Western Water Constructors, Inc., 3908 Mary Avenue, Olivehurst, CA Databases: Yuba CUPA, AST, FINDS, HAZNET, HIST Manifest, ICIS, YUBA UST, CERS TANK, RCRA NonGen A 2,500-gallon diesel AST is located at this facility. No additional information is provided in the records search.

RECs Adjacent to the Project Alignment (Medium and High Risk) The following sites have conditions such as above ground or underground fuel storage tanks that are considered RECs to the project. The RECs include releases of petroleum hydrocarbons or other hazardous materials that may have resulted in residual impacts within the Project alignment.

APN 013-072-011: Gee Property, 4880 Olivehurst Avenue, Olivehurst, CA Database: GeoTracker
Formerly occupied by a fueling station. Two gasoline USTs were removed in 1988. Soil samples from the UST excavation indicated a release had occurred. An additional UST was excavated in 2019. Low levels of TPH as diesel was detected in groundwater. Low concentrations of motor oil were detected in stockpile sampling. The regulatory case was closed on January 10, 2020. The site is within the service area of OPUD.

APN 013-081-015: AGV Corner Market, 4881 Olivehurst Avenue, Olivehurst, CA Database: GeoTracker
The site is an active gas station. Currently a 20,000 gallon compartmentalized gasoline and diesel tank is in the same excavation area as the former UST. A release of gasoline to soil and groundwater occurred at this facility sometime prior to 2001. The most recent groundwater monitoring event conducted at the facility occurred in May 2011 and demonstrated that groundwater beneath the facility has residual impacts from gasoline related constituents. The regulatory case was closed on June 25, 2012.

APN 013-130-060: Former E-Z Serve, 4867 Olivehurst Avenue, Olivehurst, CA Databases: GeoTracker, LUST
On August 30, 1989, three USTs were removed, and a release of gasoline was discovered. Soil and groundwater were impacted. Groundwater monitoring was conducted from sometime before 2004 until 2017. A No further Action letter was issued by the CVRWQCB and the regulatory case was closed on November 22, 2019.

APN 014-143-026: Tower Mart #60/Colonial Energy CE/Fred and Liquor 60/Cheaper #60, 1976 McGowan Parkway, Olivehurst, CA
Databases: Delisted TNK, Emissions, GeoTracker, FINDS/FRS, Yuba CUPA, LUST, HHSS, HAZNET, Yuba UST, CERS TANK, UST, Emissions, HIST TANK, RCRA NonGen

3.2.1 3.2.2

BLACKBURN

CONSULTING
~
1936
Section 3, Item # 3.1
PHASE 1 INITIAL SITE ASSESSMENT
OPUD Yuba County Sewer and Water Infrastructure Project Yuba County, CA
June 28, 2021
7 In 1986, two single-walled 10,000-gallon fuel tanks were removed from the site. In 2004 four USTs were installed including one 8000-gallon diesel and three 12,000-gallon gasoline tanks. This fueling station is a hazardous waste generator. A release of gasoline and diesel to soil and groundwater occurred sometime before 2003. Groundwater monitoring in April 2005, did not identify detectable amounts of constituents.

The regulatory case was closed on January 31, 2008.

APN 014-270-079: Flying U Ranch, 3718 Forty Mile Road, Olivehurst, CA Databases: Yuba CUPA, AST, CERS TANK
A 13,500-gallon AST of unknown fuel type is identified at the site. The CERS TANK database identifies violations including failure to dispose of hazardous waste within 180 days, and failure to inspect hazardous waste storage areas weekly.

APN 014-280-046: Alfaro Farms/Jean Pierre Alfaro, 3374 Forty Mile Road, Olivehurst, CA Databases: AST, RCRA NonGen, Yuba CUPA, CERS TANK
This farm is listed in the searched databases as having a 15,000-gallon AST of unknown contents.

Violations were reported for failure to properly label hazardous waste containers, and failure to properly store and label used batteries.

APN 014-280-065: PG&E North Valley Materials, 3736 Rancho Road, Olivehurst, CA Databases: Yuba CUPA, Delisted TNK, AST, HHSS, Yuba UST, HIST TANK, Delisted CTNK, RCRA SQG,

CHMIRS, LUST
One 10,000-gallon AST of unknown contents, one 8,000-gallon gasoline UST, and one 12,000-gallon diesel UST are located at this facility. This facility operates as a staging area for PG&E operations throughout the area. A release of diesel to soil from a UST was reported on November 3, 1992. Contaminated soil was removed from the facility, and a No Further Action Letter was issued on March 1, 1993. The CHMIRS database lists this facility as having a leak of 5-10 gallons of insulating oil (no PCB content).

APN 014-360-014: Frank Hofman Ranch, 3002 Forty Mile Road, Olivehurst, CA Databases: Yuba CUPA, HHSS, Yuba UST, HIST TANK
This business is listed as a hazardous waste generator. A UST of unknown contents and volume was located at the site. The Yuba UST database lists the UST status as closed. No spills or leaks were reported at this facility.

APN 014-510-018: Livingston Concrete, 2571 Rosser Road, Olivehurst, CA Databases: Yuba CUPA, CERS TANK, Emissions
This facility is listed in the searched databases as operating an AST. Violations are reported and include failure to provide training to oil-handling personnel.

APN 014-510-021: Roger L. Murray, 3938 Shimer Road, Olivehurst, CA Databases: Yuba CUPA, AST, Delisted CTNK
This facility is listed as having a 5,000-gallon AST storing an unknown fuel type. No additional information is provided in the records search.

BLACKBURN

CONSULTING
~
1937
Section 3, Item # 3.1
PHASE 1 INITIAL SITE ASSESSMENT
OPUD Yuba County Sewer and Water Infrastructure Project Yuba County, CA
June 28, 2021
8 APN 014-510-033: Marysville Forest Products/Erickson Group Limited/Sun Gro Horticulture/Berdex Forest Products, Inc., 4083 Rancho Road, Olivehurst, CA Databases: RCRA SQG, Yuba CUPA, Cleanup Sites, LUST, EnviroStor, HHSS, Yuba UST, Delisted HAZ, Emissions, HIST TANK, RCRA NonGen
Marysville Forest Products is a hazardous waste generator that reported a release of diesel to soil on June 18, 1992. Impacted soil was excavated and the regulatory case was closed on July 14, 1993.

Erickson Group Limited is a former wood treating facility. Pentachlorophenol (PCP) was released to soil during site operations. Soil remediation occurred and groundwater monitoring indicates that groundwater was not impacted by the release. The regulatory case is currently open. As of June 18, 2020, a Phase 1 ESA was requested by a potential buyer of the property.

APN 015-060-075: Tollcrest Dairy, 3355 Virginia Road, Wheatland, CA Databases: Yuba CUPA, AST, CERS TANK
A 10,200-gallon AST is located at this facility. The AST is not located on the west side of the parcel near the project alignment. No additional information is provided in the records search.

Sites identified Adjacent to the Project Alignment (Low Risk) The following sites are listed in the searched database for storage and handling of hazardous materials and other hazardous materials conditions that are not considered RECs to the project. If these parcels are acquired as part of the project, additional assessment should be conducted.

Frankenstein Motors/McCinskey’s Frankenstein Motors, 3906 Shimer Road, Olivehurst, CA Databases: Yuba CUPA, CERS HAZ, RCRA NonGen
This facility is identified in the Yuba CUPA and CERS HAZ databases as a hazardous waste generator. This database identifies a violation on September 27, 2016 for failure to manage used oil and/or fuel filters, label portable tanks appropriately, and submit an emergency response plan for hazardous materials release.

JS West Propane-Marysville Storage, 2698 Plute Road, Olivehurst, CA Databases: Yuba CUPA, CERS HAZ
No information regarding this facility is provided in the listed databases.

Livingston’s Concrete, 2572 Rosser Road, Olivehurst, CA Database: FINDS/FRS
This facility is identified as a ready-mix concrete business. No additional information is provided in the records search.

AT&T California, Ostrom Road and Rancho Road, Olivehurst, CA Database: CERS HAZ
This facility is identified as a chemical storage facility. No additional information is provided in the records search.

3.2.3 BLACKBURN

CONSULTING
~
1938
Section 3, Item # 3.1
PHASE 1 INITIAL SITE ASSESSMENT
OPUD Yuba County Sewer and Water Infrastructure Project Yuba County, CA
June 28, 2021
9 3948 Shimer Road, Olivehurst, CA
Databases: NCDL, CDL
This facility was identified on February 1, 2006 as being an illegal drug lab where hazardous materials were stored.

Centurylink Olivehurst, 3365 Rancho Road, Olivehurst, CA Databases: Yuba CUPA, CERS HAZ
This facility is identified in the CERS HAZ database as a chemical storage facility. No additional information is provided in the records search.

Verizon Wireless Olivehurst, 3359 Forty Mile Road, Olivehurst, CA Database: Yuba CUPA
No information is listed in the searched database.

Yetter Steel Corp., 3548 Rancho Road, Olivehurst, CA
Databases: Yuba CUPA, Delisted Haz
This business is listed as a hazardous waste generator. No additional information is provided in the records search.

Sprint Nextel, 3516 Rancho Road, Olivehurst, CA
Database: Yuba CUPA
No information regarding this site is in the searched database.

United Truck Dismantlers/ Rocliff Enterprises, Inc., 2488 McGowan Parkway, Olivehurst, CA Databases: FINDS/FRS, Yuba CUPA, HAZNET, HIST Manifest, CERS HAZ, RCRA NonGen This facility is a hazardous waste generator that operates an oil/water separator and disposes of oil-containing waste.

Verizon Wireless McGowan Parkway, 4404 Rancho Road, Marysville, Ca Databases: FINDS/FRS, Yuba CUPA, CERS HAZ
This facility is listed in the CERA HAZ database as being a chemical storage facility. No regulatory action, spills, or leaks are identified in the records search. 2352 McGowan Parkway/Highway 65 & McGowan Parkway, Olivehurst, CA Database: CDL
This address is listed in the searched database as an illegal drug lab that was reported in May 2000.

Rocking S Livestock, 3380 Rancho Road, Wheatland, CA
Database: Yuba CUPA
No information is provided in the records search.

BLACKBURN

CONSULTING
~
1939
Section 3, Item # 3.1
PHASE 1 INITIAL SITE ASSESSMENT
OPUD Yuba County Sewer and Water Infrastructure Project Yuba County, CA
June 28, 2021
10 Via Grande Way, Space 19, Olivehurst, CA
Database: CDL
This listing is a residence in a mobile home park located at the intersection of Olive Avenue and McGowan Parkway that was reported to be an illegal drug lab in March 2003.

Wheatland City CouncilNovember 10, 2025

Wheatland City Council
November 10, 2025