02_140R2024R0017_6_of_15_0002.pdf

Current (2021)

Unfavorable work conditions existed on the right bank of the river, as shown in Photo 1. Although an existing gravel road provides access from the levee (east side) to Sack Dam, most of the work area was not accessible. Thick vegetation, loose sandy soil and uneven topographic conditions required preparation.

Equipment operators from UC, Provo Area Office, Field Engineering Division cleared vegetation and prepared drilling access pads (roads). Approximately 250 tons of crushed rock (road base) was obtained from a commercial source and used to create two access roads. Photos 2 to 4 show drill site preparation throughout the right bank area.

Investigations took place from July through October 2021. Sequencing of investigations proceeded as follows:

1. Site preparation, clear vegetation, access roads

2. perform CPT soundings

3. drill and conduct SPT, sample soils, determine stratigraphy

4. drill and obtain undisturbed (UD) samples for laboratory testing

A total of 22 CPT soundings, 9 SPT drill holes and 10 UD drill holes are summarized in Table 1. Locations are also shown on Sheet 3 (Appendix A). All of the 2021investigations were completed by CPN drill crew and CGB geologists.

Cone Penetration Testing (CPT) CPT soundings were performed by CPN drill crew equipment in accordance with ASTM D5778. A 10-square centimeter cone with an o.d. measuring 1.41-inches was used to advance the soundings to depths ranging from approximately 25.0 to 90.0 ft bgs.

Seismic shear wave velocity testing was performed in 10 of the soundings. These are identified as sCPT soundings. Additionally, two soundings were performed using a resistivity cone. Although not included in the FER, the lead equipment operator performed the resistivity soundings (rCPT-21-17 and rCPT-21-19) to measure performance, obtain calibration information and to train another operator on proper use of the resistivity cone. Pore pressure dissipation tests (PPD) were conducted at specific intervals during advancement of the cone to determine piezometric pressure and estimate soil permeability.

Data acquired in the field (raw data) are uncorrected and are typically corrected and normalized to be accurately integrated into CPT analyses. The profiles used in this report show normalized (Qtn) tip pressure and normalized soil behavior types (SBTn). These preliminary results were provided by the TSC. Data acquisition and analyses will be more fully discussed in detail and presented in a final technical memorandum prepared by the Geotechnical Laboratory and Field Support group (86-68550).

Table 1 provides a list of the soundings, coordinate data and associated design features. Preliminary CPT profiles are included in Appendix C and photographs 5 through 7 (Appendix E) show crew and equipment acquiring data.

Standard Penetration Testing (SPT) Once the CPT investigations were completed and results reviewed, the drilling program began. Drill holes SPT-21-1 through SPT-21-5 were completed on the right bank of the SJR. Drill holes SPT-21-6 through SPT-21-9 were completed on the left bank of the SJR. SPT-21-2 and SPT-21-9 advanced to approximately 100 feet bgs; remaining holes were drilled to approximately 50 feet bgs.

As described in drill logs, hollow-stem flight augers were used to drill and obtain representative soil samples between SPT intervals. Representative samples were obtained and processed at the WCO laboratory. Recovered soil core were boxed and transferred to a long-term storage facility at Friant Dam. Wet, heaving conditions were encountered in SPT-21-2 and SPT-21-9 at 85 and 75 feet, respectively. Advancement, in these drill holes, continued using drill fluid (mud) and a tri-cone drill bit between SPT intervals. When using this method, soil samples are recovered using only the SPT sampler.

Upon reaching total depth, flight augers were removed, and each drill hole was backfilled with bentonite. Geologic logs, including physical properties test result, SPT data sheets and core photographs are in Appendix B. Photographs 8 through 10 and 14 (Appendix E) show drilling activities.

Undisturbed Sampling Once the SPT drill holes were completed and a general understanding of soil stratigraphy was determined, the team developed a sampling plan for 10 companion UD drill holes. Cohesive or fine grained soils were targeted and obtained in accordance with ASTM D6519-15 or USBR 7105 standards using thin-wall steel tubes or Shelby tubes (5-inch o.d.).

Soil was trimmed from the bottom of each sample and retained for moisture determination at the WCO laboratory. The Shelby sample tubes were sealed, weighed, crated, and delivered to TSC for testing. Crates were transported by drill crew in government vehicles using accepted best practices. Pertinent field data associated with Shelby samples were transmitted to GLFS electronically.

Geologic logs of the UD sample investigations are in Appendix B. Photographs 11 and 12 capture Shelby sampling procedures (Appendix E).

Field Survey A CGB survey crew surveyed nearly all current investigations on October 5-6, 2021. During these dates, investigations had been completed on the right bank, however several of the investigations on the left bank were not drilled. In these instances, drill holes were measured and oriented with respect to CPT soundings which were surveyed.

Laboratory Testing Physical Properties Representative soil samples were collected from all SPT drill holes. As samples were obtained, selections were submitted to the WCO laboratory for testing.

Standard physical properties testing such as, gradations, moisture content, and Atterberg Limits were performed. Lab results are reported on geologic logs and are included in Appendix D.

Corrosivity Table 3 contains a list of samples collected and submitted for corrosivity analyses.

Composite soil samples were taken in five drill holes and surface water samples were collected from the river. All soil samples and one water sample were submitted to BSK Laboratories, Fresno CA for analyses. A supplemental water sample (#2) was submitted to TSC (86-68540) for analyses. Test results are reported in a revised technical memorandum (TM 8540-2021-66 Rev. 01 2-22).

Undisturbed Samples Shelby tubes were received at the TSC and subsequently sent to a private lab for X-ray analyses; a procedure which provides a view of the of the soil within the steel tube. A testing request has been prepared by the design team which includes the following laboratory tests: 1) physical properties, 2) permeability, 3) consolidation and 4) shear strength. Analyses will begin in the coming months and results will be reported in a technical memorandum by GLFS (86-68550).

Geologic Interpretation As is typical of meandering stream/river deposits, soils in Reach 3 consist of alternating layers of coarse grained and fine grained soils. A 1937 aerial photograph (Figure 4) shows a possible abandoned river channel (typical point bar sequence) located west of the current channel. Figure 5 is a generalized schematic of a meandering river system explaining the channel (sand/gravel), point bar (sand/silt) and flood plain (silt/clay) sequence. The geologic interpretations presented for Qal in Sections A- - are analogous to Figure 5.

Surficially mapped as alluvium (Qal), these unconsolidated soils are interpreted in the subsurface as three units. Unit contacts vary from, sharp and clearly defined to gradational. Correlations between investigations are estimated, as best as possible. Interpreted soil behavior types (SBT) obtained from CPT investigations are used in conjunction with visual classifications and lab classifications to develop the stratigraphy shown on cross sections. When data appear contradictory between adjacent CPT and SPT points, visual (or lab) classifications are considered more valid. By nature, soils in meandering river systems transition into one another, making interpretation difficult between drill holes. A generalized stratigraphy of the area is offered and described below.

Embankments (Fill) Existing earthen levees, farm access roads, and canal embankments constructed using a variety of soils and methods. Not a part of the current investigations; soils unknown.

Sand Coarse-grained soils occurring throughout the site. Consisting of Poorly Graded Sand with Silt, SP-SM, to Silty Sand, SM. Occurs repeatedly (3 layers) and is laterally continuous. Also, occurs as lenses within Fine Grained Soils unit. Contains woody debris and includes SBTn 5 and 6.

Fine Grained Soils Lean Clay, CL to Silt, ML occurring repeatedly throughout the site. In continuous, thick layers (>10 ft) and discontinuous thin layers or lenses (<5 ft). Also, occurs as discontinuous lenses within Sand units. Includes SBTn 3 and 4.

Mixed Soils or Interbedded Soils Unit with no predominant soil type or where fine to coarse grained soils appear in equal proportions.

Interpreted based on the following characteristics: alternating beds of typically, thin (<1 ft to laminations) coarse and fine grained soil, lateral transitions in soil type, borderline soil classifications, and where SBTn is 8 or 9.

F ig u re

C op y of

F re sn o

C ou nt y

A er ia l S ur ve y ph ot og ra ph ta ke n O ct ob er

1, 7.

S ac k D am , A rr oy o C an al a nd

P os o C an al in di ca te d by a rr ow

P os si bl e ab an do ne d

(a nc es tr al

S an

J oa qu in

R iv er C ha nn el s ho w n at b lu e ar ro w

N

Sand

Three laterally continuous Sand Units are interpreted throughout the right bank of the SJR (Sections A- - . An upper Sand appears uniform, occurring from ground surface to ~el. 105 and continuing, parallel to the river a distance of over 300 feet. Progressing east, away from the river, the upper Sand appears to deepen, occurring from ground surface to ~el. 90. The mineralogy of Sand Units includes feldspar, quartz and biotite and lesser unidentified lithics. Although petrographic analyses were not completed, these minerals are typical and are indicative of Sierrian granitic source rocks. Consistently noted, by field geologists, is the common occurrence of brassy or golden flakes of biotite, suggesting typical chemical weathering processes. However, in DH-21-9 at >75 feet bgs biotite was identified as black and fresh.

The upper Sand is predominantly Poorly Graded Sand, SP nearest the river (SPT- 21-1 through SPT-21-4) and ranges from Poorly Graded Sand with Silt, SP-SM, to Silty Sand, SM as the unit progresses northeast (170 feet) to SPT-21-5. Wood debris such as branches, and tree stumps are present.

On Section A- a second Sand Unit is shown from ~el. 85 and continuing, parallel to the river a distance of over 300 feet. Vertical and lateral transitions to Fine Grained Soils occur throughout, especially progressing east, away from the river. Saturated, heaving conditions were encountered in Sand at ~ el. 80. N-values obtained in SPT-21-2 and SPT-21-3 reflect these conditions and should be reviewed carefully.

A lower Sand layer is illustrated on all sections and is best seen on Sections A-and D- - orientated parallel to the river, the lower Sand contact (~el. 40) is interpreted to be laterally continuous (~ 160 feet) from SPT- 21-2 to sCPT-21-7. Similarly, Section D- contact slightly higher (~el. 60) and continuing laterally throughout the left bank.

Saturated, heaving conditions were encountered in the deepest drill holes (SPT- 21-2 and SPT-21-9) requiring a change in drilling methods. Although there are numerous 1-foot intervals without recovery (a consequence of sampling exclusively with SPTs while drilling with mud), the soil is a Poorly Graded Sand with Silt, SP-SM. N-values in the lower Sand layer are typically greater than 30, suggesting dense conditions. Several CPT soundings (sCPT-21-3, sCPT-21-7, sCPT-21-20) met refusal in the dense lower Sand layer.

Gradation reports are included in Appendix D. Results indicate sand distribution typically ranges from fine to medium size (#200 to #10 sieve). Coarse sand (#10 to #4 sieve) is typically given as less than 2% of the total particle distribution.

The assumed lower limit of excavation (~el. 108) for proposed fish passage structures are interpreted to be within a Sand Unit as are the bottom of temporary sheet pile and steel H-pile support structures (Section A-

Fine Grained Soil

Repeated layers consisting of Lean Clay, CL to Silty Clay, CL-ML are identified throughout the site ranging from moderate yellow brown to olive and dark gray green. Oxidized nodules and chemically weathered mica (biotite) are common.

As seen in Sections A-A and C- Fine Grained Soils occur near the surface to ~el. 100 typically as thin (2-5 feet) layers or lenses.

As seen in Section D- , occurring continuously from ground surface (el. 121) to ~el. 110 with thin discontinuous sand interbeds in the upper 5 feet near the river. N-values in shallow Fine Grained layers are typically less than 10, suggesting stiff consistency with localized soft areas.

A lower Fine Grained Soil unit is interpreted from ~el. 70 to el. 40. As shown on Sections A- - - relatively continuous with laterally transitions to Sand layers or lenses. N-values in deeper Fine Grained layers are typically greater than 20, suggesting very stiff consistency.

Fine Grained Soils are mainly Lean Clay, CL with medium to high toughness, medium to high plasticity. Observations typically include laminations and iron oxide nodules. Traced throughout several drill holes (~el. 98) is a thin (< 5 feet) horizon of calcite (strong HCl reaction), occurring interstitially and as nodules.

When processed at the lab, calcite cemented clay nodules were retained as gravel size particles.

Atterberg Limits for samples obtained from drill holes on the right bank are shown in Figure 6. Fines are predominantly classified as Lean Clay, CL however many are dual classifications or Silty Clay (CL-ML). Likewise, Atterberg Limits for samples obtained from drill holes on the left bank are shown in Figure 7.

Fines are predominantly classified as Lean Clay, with lesser dual classifications or Silty Clay (CL-ML).

The assumed lower limit of excavation (~el. 108) for proposed fish screens on Left Bank is interpreted to be near a possible Fine Grained-Sand Unit contact.

Proposed steel H-pile supports would be founded in Fine Grained Soils at ~el. 80 (Section D-

Mixed Soils

Where soils are not grouped into units representing dominant trends they are described as Mixed Soils. These alternating sequences represent rapid changes in the depositional environment where soils often grade vertically from fine to coarse quickly and repeatedly. Likewise, transitions appear to occur laterally.

Shown on all sections, Mixed Soils generally occur from ~el. 80 to 100. Data obtained from the relatively tightly spaced investigations along Section A-suggest t hat the unit is laterally continuous in the upstream/downstream direction or parallel to the river. Relying solely of CPT investigations to interpret stratigraphy on Section B- ils are shown thinning to the east or away from the river from sCPT-21-16 to CPT-21-14.

On the left bank of the river, Section D- Soils, consisting mainly of Sandy Silt, s(ML), are shown thickest in SPT-21-7 and companion hole sCPT-21-20 near the river and thinning to the west, away from the river. As noted in visual descriptions for SPT-21-9 (~el. 90 to 95), classifications presented challenges where coarse and fine grained soils occur as laminations or where the percentages are nearly equal (borderline).

Groundwater

Groundwater data for the project area are obtained from three sources. These are:

first encountered in drill holes MW measurements interpreted levels from pore pressure dissipation soundings

While drilling, groundwater was observed to be shallowest (el. 113.5) adjacent to the river in SPT-21-1 and deepest (el. 90.6) in SPT-21-5.

Hydrographs (Figures 8-9) display shallow groundwater measurements at two locations for the period 2014 to 2021. These groundwater monitoring wells, referred to as East Well and West Well are shown on Sheet 3 (Appendix A).

Levels, obtained from CCID, are for the shallow installation in each well. No installation specifications have been provided.

From the hydrographs, the occurrence of shallow groundwater appears to have risen during flood flows in spring of 2017 and remained elevated until summer 2021. Surface water (river) measurements have not been researched but would be beneficial to obtain for comparison to the shallow well data. Together these data may increase the understanding of the hydrologic conditions at the site.

Numerous pore pressure dissipation (PPD) tests were conducted at various depths in each CPT investigation. A PPD is conducted by stopping the cone, at a certain depth, and recording the dissipation of piezometric pore pressure. As the hydrostatic pressures measured during PPD tests approach equilibrium, the phreatic surface can be interpreted. Preliminary results from these analyses are shown on CPT plots. The data displayed (Sections A- -the interpreted depth to a phreatic surface. Finalized results will be provided in a technical memorandum to be prepared by GLFS (86-68550).

M H

C L

-M L

C L

C H

Plasticity Index

Li q ui d

L im it

P la st ic ity C h ar t

Q al

, F in e G ra in ed S oi l U ni t

M L

F ig u re

P la st ic it y

C ha rt s ho w in g

A tt er be rg L im it s fo r Fi ne G ra in ed S oi ls e nc ou nt er ed i n

S P

T-

-1 th ro ug h S

P T-

-5

R ig ht

B an k)

M H

C L

-M L

C L

C H

Plasticity Index

Li q ui d

Li m it

P la st ic ity C h ar t

Q al

, F in e G ra in ed S oi l U ni t

M L

F ig u re

P la st ic it y

C ha rt s ho w in g

A tt er be rg L im it s fo r Fi ne G ra in ed S oi ls e nc ou nt er ed i n

S P

T-

-6 th ro ug h S

P T-

-9

L ef t

B an k) u re

H yd ro gr ap h sh ow in g w at er le ve ls p ro vi de d by

C C

ID

f or th e E as t S ha ll ow W el l

(R ig ht B an k)

85909510

Nov-2013

May-2014

Nov-2014

May-2015

Nov-2015

May-2016

Nov-2016

May-2017

Nov-2017

May-2018

Nov-2018

May-2019

Nov-2019

May-2020

Nov-2020

May-2021

Nov-2021

May-2022

Water Surface Elevation (ft)

Ea st

S ha llo w

W el l Sa ck D am (C la yt on gr ou nd su rf ac e at w el l, u re

H yd ro gr ap h sh ow in g w at er le ve ls p ro vi de d by

C C

ID

f or th e W es t S ha ll ow W el l

(L ef t B an k)

85909510

Nov-2013

May-2014

Nov-2014

May-2015

Nov-2015

May-2016

Nov-2016

May-2017

Nov-2017

May-2018

Nov-2018

May-2019

Nov-2019

May-2020

Nov-2020

May-2021

Nov-2021

May-2022

Water Surface Elevation (ft)

W es t S ha llo w

W el l Sa ck D am (H

M

RD

gr ou nd su rf ac e at w el l, Geotechnical and Construction Considerations

Excavation

Excavation in unconsolidated alluvium can be performed by common methods.

Maximum particle sizes encountered (2021 investigations) is ¼ inch size Trace gravel size particles were encountered in previous investigations Trace amounts of roots and woody debris were encountered during investigations. Such material may be encountered during excavation and may range from thin roots to tree size.

Groundwater

Proposed excavations will be below observed groundwater levels requiring a method of dewatering. A degree of semi-confinement is likely in some areas due the presence of Fine Grained bedding or layering. Since confining conditions may exist, a dewatering plan to relieve any confining pressure and prevent an upward pressure gradient near the invert of the excavation will be required.

Pump-out tests, in support of construction dewatering, were not requested or performed in the current investigations, but may be necessary during next phases of design.

Corrosivity

TM 8540-2021-66. Rev01-2-22 documenting corrosivity testing is included in Appendix D.

Soil corrosivity data indicate a need for special considerations pertaining to corrosion of buried metals

Soil corrosivity data indicate no need for special considerations pertaining to sulfate attack on concrete

Water corrosivity data indicate a need for special considerations pertaining to corrosion of immersed metals

Other Considerations

Liquefaction analysis should be incorporated into the final design.

Indications of potential liquefaction include saturated soil/high water table, unconsolidated fine sand and silt, low N-values, and heaving sand conditions encountered during investigations. The proposed features will likely be constructed in varying soils, some of which may be subject to liquefaction.

The annual subsidence rate for Sack Dam ranges from -0.3 to -0.15 based on measurements for a 10 year period. Final design should accommodate or mitigate for potential future subsidence.

An underground natural gas pipeline, owned/operated by Pacific Gas and Electric (PG&E) is shown on drawings (Appendix A). A PG&E representative placed markers on the ground surface representing the location of the pipeline; CGB survey crews surveyed the pins. No detailed information has been obtained by CGB Geology regarding the pipeline depth, size, age, material type or nature of bedding material. Further consultation with PG&E is strongly encouraged.

References

1. Lettis, W.R., and Unruh, J.R., 1991, Quaternary Geology of the Great Valley, California, in Morrison, R.B., ed., Quaternary Nonglacial Geology of the Conterminous United States: Boulder, Colorado, Geological Society of America, Geology of North America, v. K2, p. 164 175.

2. Page, R.W., 1986, Geology of the Fresh Ground-Water Basin of the Central Valley, California with Texture Maps and Sections, U.S. Geological Survey Professional Paper 1401-C.

3. U.S. Geological Survey http://ca.water.usgs.gov/projects/central-valley/land-subsidence-san-joaquin-valley.html

4. U.S. Department of the Interior, Bureau of Reclamation, 2001, Geologic Seismic Source Characterization of the San Luis- Range, California, Report 2001-2

5. Final Geotechnical Exploration Report, Arroyo Canal Fish Screen and Sack

Dam Fish Passage Project, prepared for Henry Miller Reclamation District #2131, CH2MHill, September 2012.

6. U.S. Department of the Interior, Bureau of Reclamation, San Joaquin River

Restoration Program, California, November 2012, Sack Dam Test Pit Geotechnical Investigation, Sack Dam Bypass Channel, Supplemental Preconstruction Permitting.

Appendix A Drawings

Appendix B Geologic Logs

SPT Data Sheets Core Photographs

Point ID: SPT 21 1 Geologist: B. Holmes

Project: SJRRP Sack Dam Driller: S. Scrivner

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

5.0 - 5.1 0 10.0 - 10.1 0

5.1 - 5.2 1 10.1 - 10.2 0

5.2 - 5.3 0 10.2 - 10.3 1

5.3 - 5.4 1 10.3 - 10.4 1

5.4 - 5.5 1 10.4 - 10.5 1

5.5 - 5.6 1 10.5 - 10.6 1

5.6 - 5.7 1 10.6 - 10.7 1

5.7 - 5.8 1 10.7 - 10.8 1

5.8 - 5.9 2 10.8 - 10.9 2

5.9 - 6.0 1 10.9 - 11.0 1

6.0 - 6.1 1 11.0 - 11.1 2

6.1 - 6.2 2 11.1 - 11.2 2

6.2 - 6.3 1 11.2 - 11.3 2

6.3 - 6.4 1 11.3 - 11.4 2

6.4 - 6.5 1 11.4 - 11.5 2

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

7.5 - 7.6 0 12.5 - 12.6 0

7.6 - 7.7 0 12.6 - 12.7 0

7.7 - 7.8 1 12.7 - 12.8 0

7.8 - 7.9 0 12.8 - 12.9 0

7.9 - 8.0 1 12.9 - 13.0 0

8.0 - 8.1 1 13.0 - 13.1 0

8.1 - 8.2 1 13.1 - 13.2 0

8.2 - 8.3 0 13.2 - 13.3 1

8.3 - 8.4 1 13.3 - 13.4 0

8.4 - 8.5 1 13.4 - 13.5 1

8.5 - 8.6 1 13.5 - 13.6 0

8.6 - 8.7 1 13.6 - 13.7 1

8.7 - 8.8 1 13.7 - 13.8 0

8.8 - 8.9 1 13.8 - 13.9 1

8.9 - 9.0 1 13.9 - 14.0 1 bgs: below ground surface *: A zero "0" SPT blow count indicates the sampler penetrated the interval shown under the dead weight of the drill rod and hammer.

Blow counts are uncorrected

Gray cells indicate blows with double bounce

3 seat

Basket? N Basket? N

ft. bgs ft. bgs

5 3

Interval Interval

ft. bgs ft. bgs

2 seat 0 seat

Interval

Basket?

seat

12 16

Interval

Basket? NN

Point ID: SPT-21-1 Geologist: B. Holmes

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

15.0 - 15.1 0 20.0 - 20.1 0

15.1 - 15.2 1 20.1 - 20.2 1

15.2 - 15.3 0 20.2 - 20.3 1

15.3 - 15.4 1 20.3 - 20.4 1

15.4 - 15.5 2 20.4 - 20.5 1

15.5 - 15.6 3 20.5 - 20.6 2

15.6 - 15.7 3 20.6 - 20.7 2

15.7 - 15.8 2 20.7 - 20.8 2

15.8 - 15.9 2 20.8 - 20.9 2

15.9 - 16.0 2 20.9 - 21.0 3

16.0 - 16.1 3 21.0 - 21.1 2

16.1 - 16.2 2 21.1 - 21.2 3

16.2 - 16.3 3 21.2 - 21.3 3

16.3 - 16.4 3 21.3 - 21.4 4

16.4 - 16.5 2 21.4 - 21.5 3

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

17.5 - 17.6 1 22.5 - 22.6 1

17.6 - 17.7 0 22.6 - 22.7 3

17.7 - 17.8 1 22.7 - 22.8 3

17.8 - 17.9 1 22.8 - 22.9 3

17.9 - 18.0 1 22.9 - 23.0 4

18.0 - 18.1 1 23.0 - 23.1 3

18.1 - 18.2 2 23.1 - 23.2 3

18.2 - 18.3 3 23.2 - 23.3 4

18.3 - 18.4 1 23.3 - 23.4 3

18.4 - 18.5 1 23.4 - 23.5 4

18.5 - 18.6 2 23.5 - 23.6 3

18.6 - 18.7 1 23.6 - 23.7 3

18.7 - 18.8 2 23.7 - 23.8 3

18.8 - 18.9 1 23.8 - 23.9 4

18.9 - 19.0 1 23.9 - 24.0 3 bgs: below ground surface

* A zero "0" SPT blow count indicates the sampler penetrated the interval shown under the dead weight of the drill rod and hammer.

Blow counts are uncorrected

Gray cells indicate blows with double bounce

Interval Interval

ft. bgs ft. bgs

4 seat

Interval Interval

ft. bgs ft. bgs

Basket? Basket?N N

Basket?

4 seat

13 15

Basket?N N

4 seat 14 seat

7 16

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

25.0 - 25.1 0 30.0 - 30.1 1

25.1 - 25.2 0 30.1 - 30.2 3

25.2 - 25.3 1 30.2 - 30.3 2

25.3 - 25.4 0 30.3 - 30.4 3

25.4 - 25.5 1 30.4 - 30.5 3

25.5 - 25.6 1 30.5 - 30.6 3

25.6 - 25.7 1 30.6 - 30.7 3

25.7 - 25.8 1 30.7 - 30.8 3

25.8 - 25.9 1 30.8 - 30.9 3

25.9 - 26.0 1 30.9 - 31.0 3

26.0 - 26.1 1 31.0 - 31.1 3

26.1 - 26.2 1 31.1 - 31.2 3

26.2 - 26.3 1 31.2 - 31.3 3

26.3 - 26.4 2 31.3 - 31.4 3

26.4 - 26.5 2 31.4 - 31.5 3

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

27.5 - 27.6 0 32.5 - 32.6 1

27.6 - 27.7 0 32.6 - 32.7 1

27.7 - 27.8 0 32.7 - 32.8 2

27.8 - 27.9 0 32.8 - 32.9 2

27.9 - 28.0 0 32.9 - 33.0 2

28.0 - 28.1 1 33.0 - 33.1 3

28.1 - 28.2 2 33.1 - 33.2 3

28.2 - 28.3 1 33.2 - 33.3 4

28.3 - 28.4 1 33.3 - 33.4 4

28.4 - 28.5 1 33.4 - 33.5 4

28.5 - 28.6 2 33.5 - 33.6 4

28.6 - 28.7 3 33.6 - 33.7 4

28.7 - 28.8 2 33.7 - 33.8 4

28.8 - 28.9 3 33.8 - 33.9 4

28.9 - 29.0 2 33.9 - 34.0 4 bgs: below ground surface

* A zero "0" SPT blow count indicates the sampler penetrated the interval shown under the dead weight of the drill rod and hammer.

Blow counts are uncorrected

Gray cells indicate blows with double bounce

12 20

Basket? Basket?N N

8 seat

Basket? Basket?N N

Interval Interval

ft. bgs ft. bgs

0 seat

12 seat

7 15

Interval Interval

ft. bgs ft. bgs

2 seat

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

35.0 - 35.1 0 40.0 - 40.1 0

35.1 - 35.2 0 40.1 - 40.2 1

35.2 - 35.3 0 40.2 - 40.3 1

35.3 - 35.4 0 40.3 - 40.4 1

35.4 - 35.5 0 40.4 - 40.5 1

35.5 - 35.6 0 40.5 - 40.6 2

35.6 - 35.7 0 40.6 - 40.7 2

35.7 - 35.8 1 40.7 - 40.8 3

35.8 - 35.9 0 40.8 - 40.9 3

35.9 - 36.0 0 40.9 - 41.0 6

36.0 - 36.1 1 41.0 - 41.1 7

36.1 - 36.2 1 41.1 - 41.2 11

36.2 - 36.3 1 41.2 - 41.3 15

36.3 - 36.4 1 41.3 - 41.4 25

36.4 - 36.5 1 41.4 - 41.5 27

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

37.5 - 37.6 1 42.5 - 42.6 2

37.6 - 37.7 0 42.6 - 42.7 2

37.7 - 37.8 1 42.7 - 42.8 4

37.8 - 37.9 1 42.8 - 42.9 5

37.9 - 38.0 1 42.9 - 43.0 5

38.0 - 38.1 1 43.0 - 43.1 5

38.1 - 38.2 2 43.1 - 43.2 6

38.2 - 38.3 1 43.2 - 43.3 7

38.3 - 38.4 2 43.3 - 43.4 8

38.4 - 38.5 2 43.4 - 43.5 8

38.5 - 38.6 2 43.5 - 43.6 12

38.6 - 38.7 3 43.6 - 43.7 18

38.7 - 38.8 2 43.7 - 43.8 20

38.8 - 38.9 4 43.8 - 43.9

38.9 - 39.0 3 43.9 - 44.0 bgs: below ground surface

* A zero "0" SPT blow count indicates the sampler penetrated the interval shown under the dead weight of the drill rod and hammer.

Blow counts are uncorrected

Gray cells indicate blows with double bounce

Basket? Basket?N N

Interval Interval

ft. bgs ft. bgs

4 seat 18 seat

14 50

Basket? Basket?N N

4 seat

5 85

Interval Interval

0 seat

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

45.0 - 45.1 0 50.0 - 50.1 0

45.1 - 45.2 2 50.1 - 50.2 1

45.2 - 45.3 2 50.2 - 50.3 1

45.3 - 45.4 2 50.3 - 50.4 2

45.4 - 45.5 2 50.4 - 50.5 2

45.5 - 45.6 2 50.5 - 50.6 1

45.6 - 45.7 2 50.6 - 50.7 2

45.7 - 45.8 3 50.7 - 50.8 1

45.8 - 45.9 2 50.8 - 50.9 1

45.9 - 46.0 3 50.9 - 51.0 2

46.0 - 46.1 2 51.0 - 51.1 1

46.1 - 46.2 3 51.1 - 51.2 2

46.2 - 46.3 2 51.2 - 51.3 2

46.3 - 46.4 3 51.3 - 51.4 2

46.4 - 46.5 3 51.4 - 51.5 3

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

47.5 - 47.6 1 -

47.6 - 47.7 1 -

47.7 - 47.8 1 -

47.8 - 47.9 1 -

47.9 - 48.0 1 -

48.0 - 48.1 2 -

48.1 - 48.2 1 -

48.2 - 48.3 1 -

48.3 - 48.4 2 -

48.4 - 48.5 1 -

48.5 - 48.6 2 -

48.6 - 48.7 2 -

48.7 - 48.8 2 -

48.8 - 48.9 2 -

48.9 - 49.0 2 -bgs: below ground surface

* A zero "0" SPT blow count indicates the sampler penetrated the interval shown under the dead weight of the drill rod and hammer.

Blow counts are uncorrected

Gray cells indicate blows with double bounce

Basket? Basket?N

Interval Interval

ft. bgs ft. bgs

5 seat seat

Basket? Basket?N N

6 seat

13 10

Interval Interval

8 seat

SPT 21 1

Photos 1a to 1c. SJRRP Channel Improvements at Sack Dam and Arroyo Canal Headworks. SPT-21-1, Right Bank. Representative cuttings and FADC recovery intervals showing in-place conditions of Quaternary Alluvium (Qal). Very Loose to Medium Dense (SPT N values 0 to 30) with minor Dense to Very Dense (SPT N values 30 to >50) conditions were encountered throughout the drill hole. (B. Holmes, 8/18/21)

Photo 1a 0.0 to 5.0 ft (Cuttings Example)

Photo 1b 5.0 to 7.5 ft

SPT 21 1

Photo 1c 7.5 to 10.0 ft

Well Graded Sand, SW

Well Graded Sand, SW

Photos 2a to 2d. SJRRP Channel Improvements at Sack Dam and Arroyo Canal Headworks. SPT-21-1, Right Bank. FADC recovery intervals showing materials encountered. (B. Holmes, 8/18/21)

Photo 2b 12.5 to 15.0 ft

Photo 2a 10.0 to 12.5 ft

SPT 21 1

Photo 2c 15.0 to 17.5 ft

Photo 2d 17.5 to 20.0 ft

Thin layer of Lean Clay with Sand, (CL)s

Silty Sand, SM Lean Clay, CL

Silty Sand, SMWell Graded Sand, SW

Lean Clay, CL

10.9 ft

11.2 ft

13.2 ft

Clayey to Silty Sand, SC SM

Photos 3a to 3c. SJRRP Channel Improvements at Sack Dam and Arroyo Canal encountered. (B. Holmes, 8/18/21 to 8/19//21)

Photo 3a 20.0 to 22.5 ft

SPT-21-1

Photo 3b 22.5 to 25.0 ft hard, reacts with HCl

Sandy Lean Clay, s(CL)Clayey to Silty Sand, SC-SM

Silty Sand, SM

20.5 ft

Sandy Lean Clay, s(CL)

23.4 ft 24.6 ft

Sandy Lean Clay to Silt, s(CL-ML)

Photo 3c 25.0 to 27.5 ft

Sandy Lean Clay to Silt, s(CL-ML)

Photos 4a to 4d. SJRRP Channel Improvements at Sack Dam and Arroyo Canal encountered. (B. Holmes, 8/19/21)

Photo 4a 27.5 to 30.0 ft

SPT 21 1

Photo 4b 30.0 to 32.5 ft

Silty Sand, SM

29.1 ft

Thin layer of Sandy Lean Clay, s(CL)

30.9 ft 31.4 ft

Clayey Sand, SC

Photo 4c 32.5 to 35.0 ft

Silty Sand, SM

Sandy Lean Clay to Silt, s(CL ML) Silty Sand, SM

Photo 4d 35.0 to 37.5 ft

Poorly Graded Sand to Silty Sand, SP SM

Photos 5a to 5d. SJRRP Channel Improvements at Sack Dam and Arroyo Canal Headworks. SPT-21-1, Right Bank. FADC and SPT recovery intervals showing materials encountered. (B. Holmes, 8/19/21)

Photo 5a 37.5 to 40.0 ft

SPT 21 1

Photo 5c 40.0 to 42.5 ft

Well Graded Sand, SW

43.4 ft

Photo 5d 42.5 to 45.0 ft

Poorly Graded Sand to Silty Sand, SP SM

Well Graded Sand, SW

Poorly Graded Sand with Silt, SP SM

Photo 5b SPT interval 40.0 to 41.5 ft

Refusal likely due to sampler filling with SW

Photos 6a to 6c. SJRRP Channel Improvements at Sack Dam and Arroyo Canal Headworks. SPT-21-1, Right Bank. FADC and SPT recovery intervals showing materials encountered. (B. Holmes, 8/19/21)

SPT 21 1

Photo 6b 47.5 to 50.0 ft

Photo 6a 45.0 to 47.5 ft

Poorly Graded Sand to Silty Sand, SP SM

45.2 ft

Poorly Graded Sand with Silt, SP SM Lean Clay, CL

46.0 ft Sandy Lean Clay s(CL) with interbeds of Clayey Sand, SC

Photo 6c SPT interval 50.0 to 51.5 ft

Interbedded Sandy Lean Clay, s(CL) and Clayey Sand, SC

Interbedded Sandy Lean Clay, s(CL) and Clayey Sand, SC

Photo 7. SJRRP Channel Improvements at Sack Dam and Arroyo Canal Headworks. SPT-21-1, Right Bank. Boxed core samples from the interval 5.0 to 17.8 ft. in Quaternary Alluvium (Qal).

(B. Holmes, 8/18/21)

Photo 8. SJRRP Channel Improvements at Sack Dam and Arroyo Canal Headworks. SPT-21-1, Right Bank. Boxed core samples from the interval 17.8 to 30.0 ft. in Quaternary Alluvium (Qal).

(B. Holmes, 8/18/21 to 8/19/2021)

Photo 9. SJRRP Channel Improvements at Sack Dam and Arroyo Canal Headworks. SPT-21-1, Right Bank. Boxed core samples from the interval 30.0 to 41.5 ft. in Quaternary Alluvium (Qal).

(B. Holmes, 8/19/2021)

Photo 10. SJRRP Channel Improvements at Sack Dam and Arroyo Canal Headworks. SPT-21-1, Right Bank. Boxed core samples from the interval 41.5 to 50.0 ft. in Quaternary Alluvium (Qal).

(B. Holmes, 8/19/2021)

Point ID: SPT 21 2 Geologist: L. Zaffran/L. Vinova

Project: SJRRP, Sack Dam/Arroyo Canal Driller: S. Scriver

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

5.0 - 5.1 10.0 - 10.1 0

5.1 - 5.2 1 10.1 - 10.2 0

5.2 - 5.3 10.2 - 10.3 0

5.3 - 5.4 1 10.3 - 10.4

5.4 - 5.5 10.4 - 10.5 1

5.5 - 5.6 10.5 - 10.6 1

5.6 - 5.7 1 10.6 - 10.7 1

5.7 - 5.8 1 10.7 - 10.8 1

5.8 - 5.9 1 10.8 - 10.9 1

5.9 - 6.0 1 10.9 - 11.0

6.0 - 6.1 11.0 - 11.1 1

6.1 - 6.2 1 11.1 - 11.2 1

6.2 - 6.3 1 11.2 - 11.3 2

6.3 - 6.4 2 11.3 - 11.4 2

6.4 - 6.5 2 11.4 - 11.5 3

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

7.5 - 7.6 12.5 - 12.6 0

7.6 - 7.7 12.6 - 12.7 0

7.7 - 7.8 1 12.7 - 12.8 0

7.8 - 7.9 12.8 - 12.9 0

7.9 - 8.0 1 12.9 - 13.0 0

8.0 - 8.1 13.0 - 13.1

8.1 - 8.2 1 13.1 - 13.2 1

8.2 - 8.3 2 13.2 - 13.3

8.3 - 8.4 1 13.3 - 13.4

8.4 - 8.5 13.4 - 13.5 1

8.5 - 8.6 1 13.5 - 13.6

8.6 - 8.7 1 13.6 - 13.7 1

8.7 - 8.8 1 13.7 - 13.8

8.8 - 8.9 1 13.8 - 13.9

8.9 - 9.0 1 13.9 - 14.0 1 bgs: below ground surface *: A zero "0" SPT blow count indicates the sampler penetrated the interval shown under the dead weight of the drill rod and hammer.

Blow counts are uncorrected

Gray cells indicate blows with double bounce (rod deflection)

2 seat

Basket? N (WOOD) Basket? N

ft. bgs ft. bgs

5 2

Interval Interval

ft. bgs ft. bgs

2 seat 0 seat

Interval

Basket?

seat

10 13

Interval

Basket? Ny (the only interval)

Point ID: SPT-21-2 Geologist: L. Zaffran/L. Vinova

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

15.0 - 15.1 0 20.0 - 20.1 0

15.1 - 15.2 3 20.1 - 20.2

15.2 - 15.3 3 20.2 - 20.3 1

15.3 - 15.4 3 20.3 - 20.4

15.4 - 15.5 3 20.4 - 20.5 1

15.5 - 15.6 3 20.5 - 20.6 1

15.6 - 15.7 3 20.6 - 20.7 1

15.7 - 15.8 4 20.7 - 20.8

15.8 - 15.9 3 20.8 - 20.9 2

15.9 - 16.0 3 20.9 - 21.0 1

16.0 - 16.1 3 21.0 - 21.1 2

16.1 - 16.2 3 21.1 - 21.2 1

16.2 - 16.3 2 21.2 - 21.3 2

16.3 - 16.4 3 21.3 - 21.4 1

16.4 - 16.5 3 21.4 - 21.5 1

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

17.5 - 17.6 0 22.5 - 22.6 0

17.6 - 17.7 22.6 - 22.7

17.7 - 17.8 22.7 - 22.8 1

17.8 - 17.9 1 22.8 - 22.9 1

17.9 - 18.0 22.9 - 23.0 1

18.0 - 18.1 23.0 - 23.1 1

18.1 - 18.2 1 23.1 - 23.2 1

18.2 - 18.3 23.2 - 23.3 2

18.3 - 18.4 23.3 - 23.4 2

18.4 - 18.5 1 23.4 - 23.5 2

18.5 - 18.6 23.5 - 23.6 1

18.6 - 18.7 23.6 - 23.7 2

18.7 - 18.8 23.7 - 23.8 3

18.8 - 18.9 23.8 - 23.9 2

18.9 - 19.0 1 23.9 - 24.0 3 bgs: below ground surface

* A zero "0" SPT blow count indicates the sampler penetrated the interval shown under the dead weight of the drill rod and hammer.

Blow counts are uncorrected

Gray cells indicate blows with double bounce (rod deflection)

Interval Interval

ft. bgs ft. bgs

12 seat

Interval Interval

ft. bgs ft. bgs

Basket? Basket?N N

Basket?

2 seat

14 7

Basket?N N

1 seat 3 seat

1 11

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

25.0 - 25.1 0 30.0 - 30.1 2

25.1 - 25.2 30.1 - 30.2 2

25.2 - 25.3 1 30.2 - 30.3 2

25.3 - 25.4 1 30.3 - 30.4 2

25.4 - 25.5 1 30.4 - 30.5 2

25.5 - 25.6 1 30.5 - 30.6 2

25.6 - 25.7 2 30.6 - 30.7 3

25.7 - 25.8 1 30.7 - 30.8 4

25.8 - 25.9 1 30.8 - 30.9 3

25.9 - 26.0 1 30.9 - 31.0 3

26.0 - 26.1 2 31.0 - 31.1 3

26.1 - 26.2 3 31.1 - 31.2 4

26.2 - 26.3 3 31.2 - 31.3 3

26.3 - 26.4 4 31.3 - 31.4 4

26.4 - 26.5 4 31.4 - 31.5 4

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

27.5 - 27.6 0 32.5 - 32.6

27.6 - 27.7 0 32.6 - 32.7

27.7 - 27.8 32.7 - 32.8

27.8 - 27.9 32.8 - 32.9

27.9 - 28.0 32.9 - 33.0 1

28.0 - 28.1 2 33.0 - 33.1 1

28.1 - 28.2 3 33.1 - 33.2 2

28.2 - 28.3 3 33.2 - 33.3 2

28.3 - 28.4 3 33.3 - 33.4 2

28.4 - 28.5 3 33.4 - 33.5 2

28.5 - 28.6 3 33.5 - 33.6 2

28.6 - 28.7 4 33.6 - 33.7 3

28.7 - 28.8 3 33.7 - 33.8 3

28.8 - 28.9 4 33.8 - 33.9 2

28.9 - 29.0 3 33.9 - 34.0 2 bgs: below ground surface

* A zero "0" SPT blow count indicates the sampler penetrated the interval shown under the dead weight of the drill rod and hammer.

Blow counts are uncorrected

Gray cells indicate blows with double bounce (rod deflection)

17 12

Basket? Basket?N N

1 seat

Basket? Basket?N N

Interval Interval

ft. bgs ft. bgs

7 seat

10 seat

16 18

Interval Interval

3 seat

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

35.0 - 35.1 0 40.0 - 40.1

35.1 - 35.2 0 40.1 - 40.2

35.2 - 35.3 0 40.2 - 40.3

35.3 - 35.4 0 40.3 - 40.4

35.4 - 35.5 0 40.4 - 40.5

35.5 - 35.6 1 40.5 - 40.6

35.6 - 35.7 1 40.6 - 40.7

35.7 - 35.8 1 40.7 - 40.8

35.8 - 35.9 1 40.8 - 40.9

35.9 - 36.0 1 40.9 - 41.0

36.0 - 36.1 2 41.0 - 41.1 3

36.1 - 36.2 2 41.1 - 41.2 5

36.2 - 36.3 2 41.2 - 41.3 5

36.3 - 36.4 2 41.3 - 41.4 9

36.4 - 36.5 3 41.4 - 41.5 12

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

37.5 - 37.6 0 45.0 - 45.1

37.6 - 37.7 0 45.1 - 45.2 1

37.7 - 37.8 0 45.2 - 45.3

37.8 - 37.9 0 45.3 - 45.4 1

37.9 - 38.0 0 45.4 - 45.5 3

38.0 - 38.1 45.5 - 45.6 5

38.1 - 38.2 45.6 - 45.7 4

38.2 - 38.3 45.7 - 45.8 4

38.3 - 38.4 45.8 - 45.9 4

38.4 - 38.5 45.9 - 46.0 4

38.5 - 38.6 2 46.0 - 46.1 3

38.6 - 38.7 2 46.1 - 46.2 4

38.7 - 38.8 2 46.2 - 46.3 3

38.8 - 38.9 3 46.3 - 46.4 4

38.9 - 39.0 3 46.4 - 46.5 4 bgs: below ground surface

* A zero "0" SPT blow count indicates the sampler penetrated the interval shown under the dead weight of the drill rod and hammer.

Blow counts are uncorrected

Gray cells indicate blows with double bounce (rod deflection)

Basket? Basket?N sank in seat w/o hammer, FULL SPOON N

Interval Interval

ft. bgs ft. bgs

0 seat 5 seat

12 18

Basket? Basket?N sank in seat w/o hammer, FULL SPOON N FULL SPOON

3 seat

11 34

Interval Interval

0 seat

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

47.5 - 47.6 0 52.5 - 52.6 0

47.6 - 47.7 52.6 - 52.7 0

47.7 - 47.8 1 52.7 - 52.8 0

47.8 - 47.9 52.8 - 52.9

47.9 - 48.0 1 52.9 - 53.0 1

48.0 - 48.1 1 53.0 - 53.1 2

48.1 - 48.2 1 53.1 - 53.2 2

48.2 - 48.3 1 53.2 - 53.3 1

48.3 - 48.4 1 53.3 - 53.4 2

48.4 - 48.5 53.4 - 53.5 3

48.5 - 48.6 2 53.5 - 53.6 3

48.6 - 48.7 2 53.6 - 53.7 4

48.7 - 48.8 1 53.7 - 53.8 3

48.8 - 48.9 1 53.8 - 53.9 4

48.9 - 49.0 2 53.9 - 54.0 3

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

50.0 - 50.1 55.0 - 55.1

50.1 - 50.2 1 55.1 - 55.2

50.2 - 50.3 55.2 - 55.3

50.3 - 50.4 1 55.3 - 55.4

50.4 - 50.5 55.4 - 55.5

50.5 - 50.6 55.5 - 55.6 4

50.6 - 50.7 1 55.6 - 55.7 4

50.7 - 50.8 2 55.7 - 55.8 3

50.8 - 50.9 55.8 - 55.9 4

50.9 - 51.0 2 55.9 - 56.0 6

51.0 - 51.1 56.0 - 56.1 5

51.1 - 51.2 56.1 - 56.2 4

51.2 - 51.3 56.2 - 56.3 5

51.3 - 51.4 56.3 - 56.4 5

51.4 - 51.5 56.4 - 56.5 3 bgs: below ground surface

* A zero "0" SPT blow count indicates the sampler penetrated the interval shown under the dead weight of the drill rod and hammer.

Blow counts are uncorrected

Gray cells indicate blows with double bounce (rod deflection)

Basket? Basket?N N

Interval Interval

ft. bgs ft. bgs

2 seat 12 seat

22 22

Basket? Basket?N N

1 seat

8 17

Interval Interval

2 seat

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

57.5 - 57.6 62.5 - 62.6 1

57.6 - 57.7 1 62.6 - 62.7 1

57.7 - 57.8 62.7 - 62.8 1

57.8 - 57.9 1 62.8 - 62.9 2

57.9 - 58.0 1 62.9 - 63.0 1

58.0 - 58.1 1 63.0 - 63.1 2

58.1 - 58.2 2 63.1 - 63.2 2

58.2 - 58.3 2 63.2 - 63.3 1

58.3 - 58.4 2 63.3 - 63.4 2

58.4 - 58.5 2 63.4 - 63.5 1

58.5 - 58.6 3 63.5 - 63.6 1

58.6 - 58.7 3 63.6 - 63.7 2

58.7 - 58.8 2 63.7 - 63.8 1

58.8 - 58.9 3 63.8 - 63.9 1

58.9 - 59.0 3 63.9 - 64.0 1

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

60.0 - 60.1 1 65.0 - 65.1 0

60.1 - 60.2 2 65.1 - 65.2 0

60.2 - 60.3 3 65.2 - 65.3 0

60.3 - 60.4 3 65.3 - 65.4 0

60.4 - 60.5 4 65.4 - 65.5 0

60.5 - 60.6 3 65.5 - 65.6 0

60.6 - 60.7 4 65.6 - 65.7 1

60.7 - 60.8 4 65.7 - 65.8 1

60.8 - 60.9 4 65.8 - 65.9

60.9 - 61.0 4 65.9 - 66.0 1

61.0 - 61.1 4 66.0 - 66.1 1

61.1 - 61.2 5 66.1 - 66.2

61.2 - 61.3 5 66.2 - 66.3 1

61.3 - 61.4 8 66.3 - 66.4 1

61.4 - 61.5 5 66.4 - 66.5 1 bgs: below ground surface

* A zero "0" SPT blow count indicates the sampler penetrated the interval shown under the dead weight of the drill rod and hammer.

Blow counts are uncorrected

Gray cells indicate blows with double bounce (rod deflection)

Basket?Basket? N Rods Sank 0.6N

Interval Interval

ft. bgs ft. bgs

13 seat 0 seat

27 4

Basket? Basket?

6 seat

14 6

Interval Interval

3 seat

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

67.5 - 67.6 0 72.5 - 72.6 1

67.6 - 67.7 0 72.6 - 72.7 1

67.7 - 67.8 0 72.7 - 72.8 2

67.8 - 67.9 0 72.8 - 72.9 2

67.9 - 68.0 1 72.9 - 73.0 3

68.0 - 68.1 73.0 - 73.1 3

68.1 - 68.2 1 73.1 - 73.2 3

68.2 - 68.3 1 73.2 - 73.3 4

68.3 - 68.4 1 73.3 - 73.4 4

68.4 - 68.5 1 73.4 - 73.5 5

68.5 - 68.6 1 73.5 - 73.6 4

68.6 - 68.7 2 73.6 - 73.7 5

68.7 - 68.8 2 73.7 - 73.8 5

68.8 - 68.9 3 73.8 - 73.9 5

68.9 - 69.0 4 73.9 - 74.0 4

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

70.0 - 70.1 0 75.0 - 75.1 1

70.1 - 70.2 1 75.1 - 75.2 1

70.2 - 70.3 1 75.2 - 75.3 1

70.3 - 70.4 1 75.3 - 75.4 2

70.4 - 70.5 2 75.4 - 75.5 1

70.5 - 70.6 2 75.5 - 75.6 2

70.6 - 70.7 1 75.6 - 75.7 2

70.7 - 70.8 2 75.7 - 75.8 2

70.8 - 70.9 2 75.8 - 75.9 2

70.9 - 71.0 2 75.9 - 76.0 2

71.0 - 71.1 2 76.0 - 76.1 2

71.1 - 71.2 4 76.1 - 76.2 2

71.2 - 71.3 3 76.2 - 76.3 2

71.3 - 71.4 4 76.3 - 76.4 3

71.4 - 71.5 4 76.4 - 76.5 2 bgs: below ground surface

* A zero "0" SPT blow count indicates the sampler penetrated the interval shown under the dead weight of the drill rod and hammer.

Blow counts are uncorrected

Gray cells indicate blows with double bounce (rod deflection)

Basket?Basket? NN

Interval Interval

ft. bgs ft. bgs

5 seat 6 seat

17 11

Basket? Basket?N N

9 seat

12 23

Interval Interval

1 seat

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

77.5 - 77.6 2 82.5 - 82.6 1

77.6 - 77.7 2 82.6 - 82.7 1

77.7 - 77.8 2 82.7 - 82.8 1

77.8 - 77.9 2 82.8 - 82.9 1

77.9 - 78.0 2 82.9 - 83.0 1

78.0 - 78.1 2 83.0 - 83.1 2

78.1 - 78.2 2 83.1 - 83.2 2

78.2 - 78.3 2 83.2 - 83.3 1

78.3 - 78.4 2 83.3 - 83.4 2

78.4 - 78.5 2 83.4 - 83.5 3

78.5 - 78.6 3 83.5 - 83.6 2

78.6 - 78.7 3 83.6 - 83.7 3

78.7 - 78.8 3 83.7 - 83.8 4

78.8 - 78.9 4 83.8 - 83.9 4

78.9 - 79.0 4 83.9 - 84.0 6

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

80.0 - 80.1 0 85.0 - 85.1 1

80.1 - 80.2 0 85.1 - 85.2 1

80.2 - 80.3 0 85.2 - 85.3 2

80.3 - 80.4 0 85.3 - 85.4 3

80.4 - 80.5 0 85.4 - 85.5 3

80.5 - 80.6 0 85.5 - 85.6 4

80.6 - 80.7 0 85.6 - 85.7 4

80.7 - 80.8 0 85.7 - 85.8 6

80.8 - 80.9 85.8 - 85.9 6

80.9 - 81.0 1 85.9 - 86.0 8

81.0 - 81.1 1 86.0 - 86.1 9

81.1 - 81.2 1 86.1 - 86.2 12

81.2 - 81.3 1 86.2 - 86.3 13

81.3 - 81.4 2 86.3 - 86.4 13

81.4 - 81.5 1 86.4 - 86.5 13 bgs: below ground surface

* A zero "0" SPT blow count indicates the sampler penetrated the interval shown under the dead weight of the drill rod and hammer.

Blow counts are uncorrected

Gray cells indicate blows with double bounce (rod deflection)

Basket?Basket? N Sampler full (2.0 ft) of sandN Sampler full (2.0 ft) of sand

Interval Interval

ft. bgs ft. bgs

0 seat 10 seat

6 60

Basket? Basket?N N. Sampler full of sand (2.0 ft)

5 seat

17 19

Interval Interval

10 seat

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

87.5 - 87.6 2 92.5 - 92.6 2

87.6 - 87.7 2 92.6 - 92.7 3

87.7 - 87.8 3 92.7 - 92.8 4

87.8 - 87.9 3 92.8 - 92.9 4

87.9 - 88.0 3 92.9 - 93.0 4

88.0 - 88.1 4 93.0 - 93.1 5

88.1 - 88.2 5 93.1 - 93.2 5

88.2 - 88.3 4 93.2 - 93.3 5

88.3 - 88.4 5 93.3 - 93.4 5

88.4 - 88.5 5 93.4 - 93.5 5

88.5 - 88.6 5 93.5 - 93.6 5

88.6 - 88.7 5 93.6 - 93.7 5

88.7 - 88.8 5 93.7 - 93.8 5

88.8 - 88.9 6 93.8 - 93.9 5

88.9 - 89.0 5 93.9 - 94.0 6

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

90.0 - 90.1 1 95.0 - 95.1 2

90.1 - 90.2 2 95.1 - 95.2 2

90.2 - 90.3 1 95.2 - 95.3 3

90.3 - 90.4 2 95.3 - 95.4 3

90.4 - 90.5 3 95.4 - 95.5 3

90.5 - 90.6 2 95.5 - 95.6 4

90.6 - 90.7 3 95.6 - 95.7 3

90.7 - 90.8 4 95.7 - 95.8 5

90.8 - 90.9 4 95.8 - 95.9 4

90.9 - 91.0 4 95.9 - 96.0 5

91.0 - 91.1 5 96.0 - 96.1 5

91.1 - 91.2 6 96.1 - 96.2 6

91.2 - 91.3 6 96.2 - 96.3 5

91.3 - 91.4 7 96.3 - 96.4 5

91.4 - 91.5 8 96.4 - 96.5 5 bgs: below ground surface

* A zero "0" SPT blow count indicates the sampler penetrated the interval shown under the dead weight of the drill rod and hammer.

Blow counts are uncorrected

Gray cells indicate blows with double bounce (rod deflection)

Basket?Basket? NN

Interval Interval

ft. bgs ft. bgs

9 seat 13 seat

32 26

Basket? Basket?N N

17 seat

26 26

Interval Interval

13 seat

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

97.5 - 97.6 2 -

97.6 - 97.7 3 -

97.7 - 97.8 3 -

97.8 - 97.9 3 -

97.9 - 98.0 4 -

98.0 - 98.1 5 -

98.1 - 98.2 6 -

98.2 - 98.3 6 -

98.3 - 98.4 7 -

98.4 - 98.5 6 -

98.5 - 98.6 6 -

98.6 - 98.7 7 -

98.7 - 98.8 6 -

98.8 - 98.9 6 -

98.9 - 99.0 8 -

Blows Blows Blows Blows Blows Blows

Per 0.1 ft. Per 0.5 ft. Per 1 ft. Per 0.1 ft. Per 0.5 ft. Per 1 ft.

bgs: below ground surface

* A zero "0" SPT blow count indicates the sampler penetrated the interval shown under the dead weight of the drill rod and hammer.

Blow counts are uncorrected

Gray cells indicate blows with double bounce (rod deflection)

Basket?Basket?

Interval Interval

ft. bgs ft. bgs seat seat

Basket? Basket?

seat

Interval Interval

15 seat

SPT 21 2

Photos 1a to 1d. SJRRP Channel Improvements at Sack Dam and Arroyo Canal Headworks. SPT-21-2, Right Bank. FADC recovery intervals showing soil conditions of Quaternary Alluvium (Qal). (L. Zaffran, 8/07/21)

Photo 1a 5.0 to 7.5 ft

Photo 1b 7.5 to 10.0 ft

SPT 21 2

Photo 1c 10.0 to 12.5 ft

Wood

Poorly Graded Sand, SP

Poorly Graded Sand, SP

8.8 ft

Lean Clay to Silt, ML CL

12.6 ft

Lean Clay to Silt, ML CL

Poorly Graded Sand, SP

Photo 1d 12.5 to 15.0 ft

Lean Clay, CL

11.0 ft

Photos 2a to 2d. SJRRP Channel Improvements at Sack Dam and Arroyo Canal of Quaternary Alluvium (Qal). (L. Zaffran, 8/07/21)

Photo 2a 15.0 to 17.5 ft

Photo 2b 17.5 to 20.0 ft

SPT 21 2

Photo 2c 20.0 to 22.5 ft

Poorly Graded Sand with Clay, SP SC

15.5 ft

Photo 2d 22.5 to 25.0 ft

Lean Clay to Lean Clay with Sand, CL to (CL)s

Lean Clay to Lean Clay with Sand, CL to (CL)s

Poorly Graded Sand with Silt, SP SM

18.0 ft

23.5 ft

24.7 ft

N value = 3

N value = 30

Photos 3a to 3d. SJRRP Channel Improvements at Sack Dam and Arroyo Canal of Quaternary Alluvium (Qal). (L. Zaffran, 8/08/21)

Photo 3a 27.5 to 30.0 ft

Photo 3b 30.0 to 32.5 ft

SPT 21 2

Photo 3c 32.5 to 35.0 ft

Photo 3d 35.0 to 37.5 ft

30.8 ft

Clayey to Silty Sand, SC SM

31.5 ft Poorly Graded Sand, SP

Poorly Graded Sand, SP

Poorly Graded Sand, SP

Interval 25.0 to 27.5 ft Not Available

28.3 ft

Lean Clay, CL

27.8 ft

Lean Clay to Silt , CL ML

SPT sampler filled to capacity N value = 16

Photos 4a to 4c. SJRRP Channel Improvements at Sack Dam and Arroyo Canal of Quaternary Alluvium (Qal). No recovery from 42.5 to 45.0 feet due to pilot bit interval. (L. Zaffran, 8/08/21)

Photo 4a 37.5 to 40.0 ft

Photo 4b 40.0 to 42.5 ft

SPT 21 2

Photo 4c 45.0 to 47.5 ft

Poorly Graded Sand with Silt, SP SM

Clayey Sand, SC with interbedded CL

Poorly Graded Sand with Silt, SP SM

SPT sampler filled to capacity N value = 18

SPT sampler filled to capacity N value = 44

Photos 5a to 5d. SJRRP Channel Improvements at Sack Dam and Arroyo Canal of Quaternary Alluvium (Qal). (L. Zaffran, 8/08/21 and L. Vinova, 8/09/21)

Photo 5a 50.0 to 52.5 ft

Photo 5b 52.5 to 55.0 ft

SPT 21 2

Photo 5c 55.0 to 57.5 ft

51.2 ft

Lean Clay, CL

Photo 5d 57.5 to 60.0 ft

Lean Clay to Silt, CL/ML

57.9 ft Lean Clay, CL

Lean Clay, CL

Clayey Sand, SC with interbedded CL

Photos 6a to 6d. SJRRP Channel Improvements at Sack Dam and Arroyo Canal of Quaternary Alluvium (Qal). (L. Vinova, 8/09/21)

Photo 6a 60.0 to 62.5 ft

Photo 6b 62.5 to 65.0 ft

SPT 21 2

Photo 6c 65.0 to 67.5 ft

Lean Clay, CL

Photo 6d 67.5 to 70.0 ft

Silt to Lean Clay, ML CL

68.7 ft Sandy Lean Clay, s(CL)

61.5 ft Lean Clay with Sand, (CL)s

Lean Clay to Lean Clay with Sand, CL to (CL)s

Lean Clay to Lean Clay with Sand, CL to (CL)s

Lean Clay to Silt, CL/ML

67.5 ft

N value = 7

62.8 ft

Photos 7a to 7d. SJRRP Channel Improvements at Sack Dam and Arroyo Canal of Quaternary Alluvium (Qal). (L. Vinova, 8/09/21)

Photo 7a 70.0 to 72.5 ft

Photo 7b 72.5 to 75.0 ft

SPT 21 2

Photo 7c 75.0 to 77.5 ft

Lean Clay, CL

Photo 7d 77.5 to 80.0 ft

Lean Clay, CL

77.1 ft Clayey Sand to Silty Sand, SC SM

79.1 ftLean Clay, CL Silty Sand, SM

N value = 42

Photos 8a to 8d. SJRRP Channel Improvements at Sack Dam and Arroyo Canal Headworks. SPT-21-2, Right Bank. FADC and SPT recovery intervals showing soil conditions of Quaternary Alluvium (Qal). Dry core runs cease, advancement proceeds using drilling mud and tri-cone rock bit between SPT intervals from 85.0 to 99.0 feet (no recovered core). (L. Vinova, 8/10/21)

Photo 8a 80.0 to 82.5 ft

Photo 8b 82.5 to 85.0 ft

SPT 21 2

Photo 8c SPT interval 85.0 to 86.5 ft

Silty Sand, SM

Photo 8d SPT interval 87.5 to 89.0 ft

Silty Sand, SM

Silty Sand, SM

Silty Sand, SM sCPT 21 3 refused 84.0 ft

Photos 9a to 9d. SJRRP Channel Improvements at Sack Dam and Arroyo Canal Headworks. SPT-21-2, Right Bank. SPT recovery intervals showing soil conditions of Quaternary Alluvium (Qal). Drilling mud and tri-cone rock bit used to advance between SPT intervals from 85.0 to 99.0 feet (no recovered core). (L.Vinova, 8/10/21)

SPT 21 2

Photo 9b SPT interval 92.5 to 94.0 ft

Photo 9c SPT interval 95.0 to 96.5 ft

Silty Sand, SM

Photo 9a SPT interval 90.0 to 91.5 ft

Silty Sand, SM

Poorly Graded Sand, SP

Poorly Graded Sand with Silt, SP SM

Photo 9d SPT interval 97.5 to 99.0 ft

Silty Sand, SM

Photo 10. SJRRP Channel Improvements at Sack Dam and Arroyo Canal Headworks. SPT-21-2, Right Bank.