geotechnical data report todd road jail health unit...

FUGRO USA LAND, INC.

GEOTECHNICAL DATA REPORT TODD ROAD JAIL HEALTH UNIT FACILITY

SANTA PAULA, CALIFORNIA

Prepared for: VENTURA COUNTY PUBLIC WORKS

January 13, 2017

FUGRO USA LAND, INC. 4820 McGrath Street, Suite 100 Ventura, California 93003 T +1 805 650 7000 F +1 805 650 7010 www.fugro.com

January 13, 2017 Project No. 04.62160076_R1

Ventura County Public Works- Engineering Services 800 S Victoria Avenue Ventura, California 93009

Attention: Mr. Brian D’Anna

Subject: Geotechnical Data Report Todd Road Jail Proposed 64-Bed Treatment Facility, Santa Paula area, California

Dear Mr. D’Anna,

Fugro is pleased to submit this geotechnical data report to aid in the design-build process for the proposed 64-bed inmate treatment facility at Todd Road Jail. Our services were performed in accordance with ourProposal for Pre-Award Geotechnical Data Study, dated September 8, 2016 (revised September 16, 2016).

This report summarizes the results of our exploration, field percolation testing and laboratory testing program for the proposed site.

We appreciate the opportunity to work with Ventura County on this project. Please call if we can provide further information, or clarify any findings.

Sincerely, Fugro USA Land, Inc.

David Thornhill, E.I.T. Loree A. Berry, P.E. Staff Engineer Associate Engineer

Reviewed By: __________________________________________________ Gregory S. Denlinger, G.E., Principal Geotechnical Engineer

Copies Submitted: (PDF and CD)

County of Ventura January 13, 2017 (Project No. 04.62160076_R1)

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CONTENTS

Page

1.0 INTRODUCTION ........................................................................................................................... 1

2.0 SITE DESCRIPTION ..................................................................................................................... 1 2.1 Location ................................................................................................................................ 1 2.2 Proposed Project Site ........................................................................................................... 1

3.0 WORK PERFORMED ................................................................................................................... 1 3.1 Data Review ......................................................................................................................... 1 3.2 Utility Clearance ................................................................................................................... 2 3.3 Subsurface Exploration......................................................................................................... 2 3.4 On-Site Percolation Testing .................................................................................................. 3 3.5 Laboratory Testing ................................................................................................................ 4

4.0 SUBSURFACE CONDITIONS ...................................................................................................... 5 4.1 Earth MATERIALS ................................................................................................................ 5

4.1.1 General ..................................................................................................................... 5 4.1.2 Engineering Properties of Encountered Alluvium ...................................................... 5

4.2 Groundwater ......................................................................................................................... 5

5.0 LIMITATIONS ............................................................................................................................... 8 5.1 Report use ............................................................................................................................ 8 5.2 Potential Variation in Subsurface Conditions ........................................................................ 8 5.3 Hazardous Materials ............................................................................................................. 8 5.4 Local Practice ....................................................................................................................... 8

6.0 REFERENCES.............................................................................................................................. 9

TABLES

Page Table 1. Summary of Percolation Test Results ..................................................................................... 4 Table 2. Groundwater Measurements ................................................................................................... 7

PLATES

Plate Vicinity Map ........................................................................................................................................... 1 Exploration Location Map ...................................................................................................................... 2


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APPENDICES

APPENDIX A SUBSURFACE EXPLORATION Log of Drill Hole ....................................................................................... Plates A-1 through A-5 Key to Terms & Symbols Used on Logs ........................................................................ Plate A-6 Log of CPT ............................................................................................. Plates A-7 through A-10 Key to CPT Interpretation ............................................................................................ Plate A-11

APPENDIX B LABORATORY TESTING Summary of Laboratory Test Results .......................................................... Plate B-1a and B-1b Grain Size Curves ......................................................................................................... Plate B-2 Plasticity Chart .............................................................................................................. Plate B-3 Compaction Test Results .............................................................................................. Plate B-4 Unconsolidated, Undrained Triaxial Test ...................................................... Plate B-5a and B-5b Consolidation ................................................................................................ Plate B-6a and B-6b

APPENDIX C UNDERGROUND UTILITY MAP PREPARED BY C-BELOW

APPENDIX D CPT DISSIPATION AND SHEAR WAVE VELOCITY RESULTS


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1.0 INTRODUCTION

Fugro USA Land, Inc. (Fugro) prepared this geotechnical data report at the site of a proposed 64-bed inmate hospital building at the Todd Road Jail Facility located at 600 Todd Road in Santa Paula, California.

Our services were performed in accordance with our Proposal for Pre-Award Geotechnical Data Study, dated September 8, 2016 (revised September 16, 2016), and were authorized by a County of Ventura Professional Services Contract AE17-014, dated September 20, 2016. This report summarizes data compiled during our field exploration within the proposed development area and subsequent laboratory test results performed on selected samples obtained from the exploration.

2.0 SITE DESCRIPTION

2.1 LOCATION

The Todd Road Jail facility is located at 600 Todd Road in Santa Paula, California and is bounded on the west by Todd Road, on the south by Shell Road, on the east by agricultural farmland, and on the north by Pinkerton Road. The proposed health unit project site is located within the northern portion of the facility. Plate 1 - Vicinity Map shows the site location relative to major roadways and landmarks. Plate 2- Exploration Location Map shows the planned footprint of the new building along with exploration locations performed for this study as well as relevant explorations performed for previous studies.

2.2 PROPOSED PROJECT SITE

On the basis of preliminary information provided by the County of Ventura, the project will consist of an approximately 63,000-square-foot medical building and associated driveway, parking lot, and hardscape improvements. The project area currently consists of agricultural farmland, an unpaved gravel parking area and a paved access road. The existing ground elevation is relatively flat throughout the project site with average ground surface elevations ranging from approximately 193 to 196 ft. (ref. WGS84 datum). A small (approximately 3-foot deep) drainage ditch runs along the north side of the access road.

3.0 WORK PERFORMED

3.1 DATA REVIEW

We reviewed archived geologic and geotechnical reports in our files for several projects located at the Todd Road Jail facility. As part of our work scope, we have compiled a reference CD that contains PDF copies of the following reports from our files:

1. Geologic Fault Hazards Study, Proposed Ventura County Jail – SGD 1991a 2. Geotechnical Study, Proposed Ventura County Jail Phase IA – SGD 1991b


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3. Geotechnical Study, Proposed Ventura County Jail, Wastewater Treatment Plant- SGD 1991c 4. Addendum, Geologic Fault Hazards Study, Proposed Ventura County Jail – SGD 1992 5. Hydrogeologic Assessment, Ventura County Jail, Todd Road Wastewater Treatment Plant –

SGD 1993 6. Ground Water Monitoring and Reporting Program, Todd Road County Jail Wastewater

Treatment Plant – SGD 1994 7. Implementation of Groundwater Monitoring and Reporting Program, Todd Road Jail

Wastewater Treatment Plant – FWI 1996a 8. Quarterly Report Ground Water Monitoring and Reporting Program, Todd Road Jail

Wastewater Treatment Plant – FWI 1996b 9. Quarterly Report Ground Water Monitoring and Reporting Program, Todd Road Jail

Wastewater Treatment Plant – FWI 1997a 10. Summary of Operation Report Todd Road Jail, Irrigation Well No. 3 – FWI 1997b 11. Quarterly Report Ground Water Monitoring and Reporting Program, Todd Road Jail

Wastewater Treatment Plant – FWI 1997c 12. Summary of Operations Rehabilitation of Todd Road Jail Well No. 1 – FWI 1999 13. Geotechnical Study, Photovoltaic System and Vehicle Storage Building Project – FCL 2012 14. Geotechnical Update Letter, Proposed Vehicle Storage Building Project – FCL 2014 15. Geotechnical Study, Todd Road Jail Pavement Study – FCL 2016

3.2 UTILITY CLEARANCE

Prior to performing geotechnical explorations on the site, we performed a site reconnaissance to mark and coordinate access to our exploration locations. We contacted Underground Service Alert of Southern California to review our proposed exploration locations and mark underground utilities in their immediate vicinity.

Additionally, we contracted with C-Below, a subsurface utility imaging company, to evaluate the presence of existing underground utilities using non-destructive, electromagnetic and ground penetrating radar (GPR) techniques within the proposed building footprint and approximately 50 feet outside the footprint. Due to tightly spaced crops still needing to be harvested, C-Below was unable to use their equipment within the bulk of the agricultural field adjacent to the developed jail site and did not locate beyond the farm access road. At the direction of the County of Ventura, C-below extended their study area to the northwest and southeast to cover additional developed portions of the property. The utility map prepared by C-Below is included in Appendix C.

3.3 SUBSURFACE EXPLORATION

Our subsurface exploration program for the current project consisted of advancing four (4) Cone Penetrometer Test (CPT) soundings, drilling two (2) rotary wash borings, and drilling three (3) hollow-stem auger borings. Plate 2 - Exploration Location Map shows the approximate locations of the explorations performed for this study. Explorations performed in areas not surveyed by C-Below were hand augured to 5 feet bgs prior to using mechanical drilling equipment.


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Fugro Geoscience performed four CPT soundings to depths of 50 to 60 feet below the existing ground surface at the locations indicated on Plate 2. Each CPT was targeted to penetrate to 100 feet, but encountered refusal within dense sand. Pore-water dissipation tests were performed in two of those soundings (CPT-01 at 44.6 and 49.9 feet and CPT-02 at 53 feet). An additional seismic CPT sounding was performed adjacent to CPT-02 to a depth of about 60 feet. Shear wave velocities were recorded every 10 feet to the final depth explored. Pore-water dissipation test curves and the CPT-generated shear wave velocity measurements are presented in Appendix D.

SoCal drilling of La Habra, California excavated two rotary wash borings to depths of 51.5 feet bgs using a truck-mounted drill rig to log and sample soil conditions below the groundwater level. A Fugro engineer logged the encountered earth materials and collected Standard Penetration Test (SPT) and modified, California-type ring samples at 2-1/2 to 5-foot intervals to the total explored depth in each drill hole.

We utilized hollow stem auger drilling techniques to install borehole percolation test casings (Described in Section 3.4) and to log and sample soil conditions to maximum depth of 30 feet below the ground surface (bgs). S/G Drilling Company of Lompoc, California excavated three hollow-stem auger drill holes to depths of about 30 feet using a truck-mounted drill rig equipped with 8-inch-diameter hollow-stem augers. A Fugro engineer logged the encountered earth materials and collected Standard Penetration Test (SPT), modified, California-type ring samples, and thin-walled Shelby tube samples at 2-1/2 to 5-foot intervals to the total explored depth in each drill hole. Bulk samples were also collected at each hollow stem auger hole from drill cuttings generated from the upper 5 feet.

Upon completion of the exploration program, the drill holes were backfilled with cement grout or bentonite chips. We dispersed excess soil in undeveloped areas adjacent to the drill holes. Logs of the explorations are presented on Plates A-1 through A-5 in Appendix A. Plate A-6 is a Key to Terms and Symbols used on the drill hole logs. Logs of the CPT soundings are presented on Plates A-7 through A-10. Plate A-11 is a key to the CPT interpretation. Additionally, electronic CPT data files are available on the included reference CD.

3.4 ON-SITE PERCOLATION TESTING

A total of six borehole percolation tests were performed at three locations within the footprint of the proposed health unit building with two depth intervals (3-5 feet and 8-10 feet) tested at each location. Tests were performed to measure the infiltration rate of the soil for future design of onsite stormwater infiltration features.

Within each borehole used for percolation testing, we placed several inches of pea gravel at the bottom of the hole, set a 2-inch diameter PVC casing with perforations within the proposed 2-foot-


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thick test interval, and backfilled the annular space within the test interval and several inches above the test interval with pea gravel to prevent the sidewalls from caving during the test.

After constructing the temporary percolation test wells, tap water was added through the casing to pre-soak the anticipated test intervals overnight. Following the pre-soak period, a staff engineer noted the water level in each of the test locations. In each of the deeper test intervals (PH-01, PH-03, and PH-05), the water level following the pre-soak period was measured above the top of the testing interval (above 8 feet bgs). Water was bailed out of the casing to bring the water level to the top of the testing interval and readings were taken periodically. Water levels rose to depths ranging from 7.5 to 8.3 feet bgs during the monitoring period, indicating that the depth to groundwater was near or above the top of the test interval. As a result, we were unable to obtain meaningful infiltration rates from the deeper test intervals (8 to 10 feet bgs).

In each of the shallow (3 to 5 foot) test intervals (PH-02, PH-04, PH-06) and following the pre-soak period, a staff engineer refilled the casing with tap water to the top of the test interval and took readings of the water surface level over time using a water level sounder and measuring tape. The readings were taken at 30- to 60-minute time intervals for a total of 4-hours. After each reading, if there was a noticeable drop in water level, the casing was refilled to the top of the testing interval and the testing continued. The field measured percolation rate was taken as the average of the stabilized field readings over the test interval. A summary of the field measured average percolation rates are presented in Table 1.

Table 1. Summary of Percolation Test Results

Exploration I.D. Percolation Test Interval (ft.) Soil Classification at Test Depth Field Measured

Percolation Rate (in/hr.)

PH-02 3-5 Sandy Clay underlain by Fat Clay 0.72

PH-04 3-5 Lean Clay <0.12

PH-06 3-5 Clayey Sand underlain by Sandy Clay 13.26

After percolation testing was complete, we removed the perforated PVC casing, leaving the pea gravel in the hole and completed the backfill to the ground surface with soil cuttings generated during drilling.

3.5 LABORATORY TESTING

Laboratory testing was conducted on selected samples obtained from the drill holes to characterize geotechnical engineering properties of the encountered soil. Laboratory tests consisted of moisture/density measurements, grain-size distribution, plasticity, maximum density and optimum water content, expansion index, unconsolidated undrained shear, consolidation and corrosion. Results of our laboratory testing are presented in Appendix B and summarized on the drill-hole logs in Appendix A.


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4.0 SUBSURFACE CONDITIONS

4.1 EARTH MATERIALS

4.1.1 General

Soil conditions, as encountered in the explorations performed for this study, consist of a veneer of artificial fill and/or topsoil underlain by alluvium to the explored depth of 58 feet. In general, the alluvium consists of very soft to medium stiff lean to fat clay interlayered with loose to medium dense clayey sand to a depth of about 40 feet. From 40 feet to the total depth explored (approximately 58 feet), the alluvium consisted primarily of poorly graded sand and gravelly sand. Refusal was encountered in the CPT soundings at depths ranging from 50 to 60 feet.

4.1.2 Engineering Properties of Encountered Alluvium

Field SPT N-values measured within the clay layers ranged from 2 to 8 blows per foot (bpf) indicating a very soft to medium stiff consistency. SPT N-values in clayey sand and sandy layers above 40 feet ranged from 7 to 29 bpf indicating loose to medium dense consistency. SPT N-values in clayey sand and sandy layers below 40 feet ranged from 78 bpf to refusal indicating a very dense consistency. Pocket penetrometer tests performed on select fine-grained samples during the exploration program typically ranged from <0.25 to 1.5 tons per square foot (tsf) with two readings over 1.5 tsf. Two unconsolidated, undrained triaxial shear tests indicate undrained shear strength of the fine-grained materials to range from 1.1 to 1.2 kips per square foot.

Grain size tests performed on selected samples of the fine-grained alluvium yielded fines contents (percentage of particles less than 0.075mm) ranging from 65 to 98 percent. Fines content of tested course grained samples were on the order of 15 percent. With the exception of a measurement taken on a sample from DH-05 at 5 feet, measured dry densities typically ranged from about 86 to 117 pounds per cubic foot (pcf) with an average dry density about 99 pcf. Moisture content measurements ranged from about 16 to 39 percent with an average moisture content about 28 percent. Atterberg Limit testing on five selected samples of fine-grained (clayey) soil resulted in liquid limit values between 42 and 55 percent and plastic index values between 24 and 35, indicating the tested fine grained soils from the site are either lean or fat clay.

4.2 GROUNDWATER

Groundwater was encountered in each of the drill holes. After drill holes were completed to their total depths and prior to backfilling (the same day), water was observed to seep into the open holes left by hollow stem drilling and into the mud-rotary holes after drilling fluids were pumped out. The water level observed in the mud rotary drill holes (DH-01, DH-02) immediately prior to backfilling ranged from 11 to 34 feet bgs. The hollow-stem auger borings (DH-03, DH-04, DH-05) initially encountered wet sample conditions at 20 to 25 feet bgs. However, prior to backfilling several hours after sampling, the depth to water was measured at 8.5 and 8.0 bgs in DH-03 and DH-04, respectively. DH-05 caved at a depth of approximately 18 feet bgs and no water was


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observed above the point at which it caved. It should be noted that drilling mud and/or encountered in-situ lean and fat clay may have smeared or built up on the hole sidewalls and could have impacted the rate and amount of water seeping into the holes. It was outside our scope of work to install a temporary monitoring well.

Two pore-water dissipation tests were run in CPT-01 at depths of 44.67 and 49.92 feet bgs. One pore-water dissipation test was run in CPT-02 at a depth of 53.07 feet bgs. Groundwater levels were calculated based on equilibrium pore pressure readings resulting in estimated water levels of approximately 47 to 50 feet bgs. Results from the CPT dissipation tests are inconsistent with the other groundwater measurements taken at the site and should not be considered reliable. Despite our effort to perform the dissipation tests within sandy soil zones, we are concerned that pore-pressure readings obtained for this study were not extended over a long enough period of time and may also have been impacted by the thick sections of lean-to-fat clay soils encountered in the upper 30 to 40 feet of the explorations.

SGD (1991b) reported typical groundwater levels of 4.5 to 9 feet bgs in the northern portion of the Todd Road Jail facility where the proposed health unit will be located and approximately 24 to 34 feet bgs in the southern portion of the jail facility. SGD accounted for the discrepancy by suggesting that the northern portion of the jail property may contain a region of perched groundwater trapped within a fine-grained layer. The Seismic Hazard Zone Report for the Santa Paula Quadrangle (CGS, 2002) indicates the depth to historically shallow groundwater is between 10 and 20 feet bgs. Table 2 provides a summary of groundwater measurements recorded during the current study.


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Table 2. Groundwater Measurements

Exploration Reading Date

Water Level Measurement

Method

Total Depth (feet bgs)

Initial Water Level

Reading (feet bgs)

Final Water Level

Reading (feet bgs)

Comments

DH-01 10/7/16 Mud Rotary Drill Hole Observation 51.5 N/A 34

Drilling mud may have built up/smeared

sidewalls

DH-02 10/7/16 Mud Rotary Drill Hole Observation 51.5 N/A 11

Drilling mud may have built up/smeared

sidewalls

DH-03 10/24/16 Hollow-Stem

Auger Drill Hole Observation

30.5 24 8.5 Lean and fat clay soil

units may have smeared sidewalls



34.0 20 8 Lean and fat clay soil

units may have smeared sidewalls



31.5 25 N/A Caved to 18 feet, Lean and fat clay soil units may have smeared

sidewalls

PH-01 10/31/16 Temporary

Percolation Test Casing

10.0 Not Encountered 7.48







CPT-01 10/24/16 Pore-water Dissipation Test 45-50 N/A 47-50

Lean and fat clay soil units may have

smeared sidewalls

CPT-02 10/24/16 Pore-water Dissipation Test 53 N/A 47

Lean and fat clay soil units may have

smeared sidewalls

Variations in groundwater levels, groundwater seepage, and soil moisture conditions can occur as a result of rainfall, recharge, pumping, irrigation, runoff and other factors.


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5.0 LIMITATIONS

5.1 REPORT USE

This geotechnical data report has been prepared for the County of Ventura, solely for the proposed Todd Road Jail Health Unit, in the City of Santa Paula, California. In performing our professional services, we have used that degree of care and skill ordinarily exercised under similar circumstances by reputable geotechnical engineers currently practicing in this or similar localities. No other warranty, express or implied, is made as to the professional advice included in this report.

5.2 POTENTIAL VARIATION IN SUBSURFACE CONDITIONS

Earth materials can vary in type, strength, size (such as the existence of oversized materials greater than 4 inches in diameter), and other geotechnical properties between points of observation and exploration. Additionally, groundwater and soil moisture conditions also can vary seasonally or for other reasons. Therefore, we do not and cannot have a complete knowledge of the subsurface conditions underlying the site. The conclusions and recommendations presented in this report are based on the findings at the points of exploration, interpolation and extrapolation of information between and beyond the points of observation, and are subject to confirmation (to the extent possible) based on the conditions revealed during construction.

5.3 HAZARDOUS MATERIALS

The scope of services did not include any environmental assessments for the presence or absence of hazardous/toxic materials in the soil, surface water, groundwater, or atmosphere. Any statements or absence of statements in this report or data presented herein regarding odors, unusual or suspicious items, or conditions observed are strictly for descriptive purposes and are not intended to convey engineering judgment regarding a potential hazardous/toxic assessment.

5.4 LOCAL PRACTICE

In performing our professional services, we have used generally accepted geologic and geotechnical engineering principles and have applied that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineers currently practicing in this or similar localities. No other warranty, express or implied, is made as to the professional advice included in this report.


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6.0 REFERENCES

California Geological Survey (CGS) (2002), Seismic Hazard Zone Report for the Santa Paula 7.5-Minute Quadrangle, Ventura County, California.

Fugro West, Inc. (1996a), Implementation of Groundwater Monitoring and Reporting Program, Todd Road Jail Wastewater Treatment Plant, Ventura County, dated July, 1996.

_____ (1996b), Quarterly Report Ground Water Monitoring and Reporting Program, Todd Road Jail Wastewater Treatment Plant, Ventura County, California, dated November, 1996.

_____ (1997a), Quarterly Report Groundwater Monitoring and Reporting Program, Todd Road Jail Wastewater Treatment Plant, Ventura County, California, dated February, 1997.

_____ (1997b), Summary of Operation Report, Todd Road Jail, Irrigation Well No. 3, Ventura, County, California, dated March, 1997.

_____ (1997c), Quarterly Report Groundwater Monitoring and Reporting Program, Todd Road Jail Wastewater Treatment Plant, Ventura County, California, dated April, 1997.

_____ (1999), Summary of Operations Rehabilitation of Todd Road Jail Well No. 1, dated September, 1999.

Fugro Consultants, Inc. (2012), Geotechnical Study, Photovoltaic System and Vehicle Storage Building Project, Todd Road Jail, Ventura County, California, dated June, 2012.

_____ (2014), Geotechnical Update Letter, Proposed Vehicle Storage Building Project, Todd Road Jail, Ventura County, California, dated August, 2014.

_____ (2016), Geotechnical Study, Todd Road Jail Pavement Study, Santa Paula, California, dated June 7.

Staal, Gardner, Dunne, Inc (1991a), Geologic Fault Hazards Study, Proposed Ventura County Jail, Todd Road, Ventura County, California, dated May, 1991.

_____ (1991b), Geotechnical Study, Proposed Ventura County Jail Phase IA, Todd Road, Santa Paula, California dated August, 1991.

_____ (1991c), Geotechnical Study, Proposed Ventura County Jail, Todd Road Wastewater Treatment Plant, Ventura County, California, dated November, 1991.

_____ (1992), Addendum, Geologic Fault Hazards Study, Proposed Ventura County Jail, Todd Road, Ventura County, California, dated March, 1992.


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_____ (1993), Hydrogeologic Assessment, Ventura County Jail, Todd Road Wastewater Treatment Plant, Ventura County, California, dated March, 1993.

_____ (1994), Ground Water Monitoring and Reporting Program, Todd Road County Jail Wastewater Treatment Plant (File No. 91-076; CI No. 7418), dated October, 1994.

PLATES

County of VenturaProject No. 04.62160076

PLATE 1

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Approximate Footprint of Proposed Structure

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DH-9(1991)

DH-2(1991)

DH-8(1991)

CPT-2(991)

TP-10(1991) DH-34(1991)

CPT-4

CPT-3

CPT-2

CPT-1PH-06PH-05

PH-04PH-03PH-02PH-01

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Approximate Location ofMud-Rotary Borings

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Approximate Location of Percolation Test

> Approximate Location of Boringby SGD 1991

S Approximate Location of Test Pitby SGD 1991

Legend

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.


EXPLORATION LOCATION MAPTodd Road Jail Health Unit

Plate 2


Santa Paula, California

Plate 2

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APPENDIX A SUBSURFACE EXPLORATION

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Clayey SAND (SC): loose, olive brown, moist, fine tomedium sand

Lean CLAY (CL): medium stiff to stiff, dark olivebrown, moist

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COMPLETION DEPTH: 51.5 ft

DRILLING DATE: October 17, 2016

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Project No. 4.62160076County of Ventura

Todd Road Jail Health UnitSanta Paula, California

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78

(50/5")

50/5"

16135

Poorly Graded SAND (SP) moderately bedded withthin interbeds of Fat CLAY(CH).: SAND (SP); denseto very dense, dark gray, moist, few subangulargravel to 3/8". Fat CLAY (CH) stiff, dark gray, moist

End Boring at 51.5 Feet BGS

117

% P

AS

SIN

G#2

00 S

IEV

E


SA

MP

LER


PLA

ST

ICIT

YIN

DE

X, %




See Plate 2N 34.31106 W 119.11238

UN

IT D

RY

WE

IGH

T, p

cf

42

44

46

48

50

52

54

56

58

60

62

64

66

68

70

72

74

76

78

LIQ

UID

LIM

IT, %

UN

IT W

ET

WE

IGH

T, p

cf

SA

MP

LE N

O.

MA

TE

RIA

LS

YM

BO

L

ELE

VA

TIO

N, f

t

WA

TE

RC

ON

TE

NT

, %

LOCATION:


DRILLED BY: SoCal drillingLOGGED BY: D.ThornhillCHECKED BY: L A BerryRIG TYPE: Mayhew 1000



152

150

148

146

144

142

140

138

136

134

132

130

128

126

124

122

120

118

116

114

DE

PT

H, f

t

PLATE A-1b

UN

DR

AIN

ED

SH

EA

RS

TR

EN

GT

H, S

u, k

sf

SA

MP

LER

BLO

W C

OU

NT




p 0.3

p 0.5

p 1.3

p 0.8

p 0.3

p 0.5

p 1.0

p 0.5

1

2

3

4

5a5b

6

7

8

9

65

55

2

(6)

6

(13)

4

(37)

8

(42)

8

30

28

20

17

21

120

123

133

129

ALLUVIUM (Qal)Fat CLAY (CH): very soft to soft, dark olive brown,

moist, trace medium sand

- at 10 feet, trace white mineralization present asmottling

- at 12.5 feet, white mineralization absent, tracegravel to 1"

at 15 feet, layer of gravelly Fat CLAY

Clayey SAND (SC): medium dense, brown with whitemottling, moist, fine to medium sand

Fat CLAY (CH): medium stiff, olive brown, moist,trace fine sand, trace white mottling

Sandy CLAY (CH): medium dense, mottled gray andbrown, moist, fine sand

Fat CLAY (CH): medium stiff to stiff, dark gray, moist

92

102

114

107

35

% P

AS

SIN

G#2

00 S

IEV

E


SA

MP

LER


PLA

ST

ICIT

YIN

DE

X, %




See Plate 2N 34.31043 W 119.11314

UN

IT D

RY

WE

IGH

T, p

cf

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

LIQ

UID

LIM

IT, %

UN

IT W

ET

WE

IGH

T, p

cf

SA

MP

LE N

O.

MA

TE

RIA

LS

YM

BO

L

ELE

VA

TIO

N, f

t

WA

TE

RC

ON

TE

NT

, %

LOCATION:


DRILLED BY: SoCal DrillingLOGGED BY: D.ThornhillCHECKED BY: L A BerryRIG TYPE: Mayhew 1000



192

190

188

186

184

182

180

178

176

174

172

170

168

166

164

162

160

158

156

DE

PT

H, f

t

PLATE A-2a

UN

DR

AIN

ED

SH

EA

RS

TR

EN

GT

H, S

u, k

sf

SA

MP

LER

BLO

W C

OU

NT




10

11

12

(88/9")

50/4"

(Ref/6")

22125Poorly graded SAND with clay (SP-SC): very dense,

dark gray, moist, fine sand

Poorly graded SAND (SP): very dense, gray, moist,medium sand, trace gravel to 1/2"


102

% P

AS

SIN

G#2

00 S

IEV

E


SA

MP

LER


PLA

ST

ICIT

YIN

DE

X, %




See Plate 2N 34.31043 W 119.11314

UN

IT D

RY

WE

IGH

T, p

cf

42

44

46

48

50

52

54

56

58

60

62

64

66

68

70

72

74

76

78

LIQ

UID

LIM

IT, %

UN

IT W

ET

WE

IGH

T, p

cf

SA

MP

LE N

O.

MA

TE

RIA

LS

YM

BO

L

ELE

VA

TIO

N, f

t

WA

TE

RC

ON

TE

NT

, %

LOCATION:


DRILLED BY: SoCal DrillingLOGGED BY: D.ThornhillCHECKED BY: L A BerryRIG TYPE: Mayhew 1000



152

150

148

146

144

142

140

138

136

134

132

130

128

126

124

122

120

118

116

DE

PT

H, f

t

PLATE A-2b

UN

DR

AIN

ED

SH

EA

RS

TR

EN

GT

H, S

u, k

sf

SA

MP

LER

BLO

W C

OU

NT




p 0.5

p 0.5

p 0.5

p 1.0

Bulk

1

2

3

4

5

6a

6b

7

15

53

(7)

5

(7)

8

(5)

29

27

27

27

26

22

30

21

102

121

121

118

ARTIFICIAL FILL (af)Sandy CLAY (CL): dark brown, moist, fine to medium

sand0-2 feet, disturbed by agriculture (plowed)

ALLUVIUM (Qal)Fat CLAY (CH): soft to medium stiff, dark olive brown,

moist, trace white mineralization

- at 11.5 feet, brown

Clayey SAND (SC): loose, olive brown, moist, fine tocoarse sand

- at 24 feet, wet

Fat CLAY (CH): medium stiff, olive brown, moist towet, trace white mineralization

Clayey SAND (SC): medium dense, olive brown,moist, fine to coarse sand


81

95

96

91

35

% P

AS

SIN

G#2

00 S

IEV

E


SA

MP

LER


PLA

ST

ICIT

YIN

DE

X, %




See Plate 2N 34.3111 W 119.11316

UN

IT D

RY

WE

IGH

T, p

cf

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

LIQ

UID

LIM

IT, %

UN

IT W

ET

WE

IGH

T, p

cf

SA

MP

LE N

O.

MA

TE

RIA

LS

YM

BO

L

ELE

VA

TIO

N, f

t

WA

TE

RC

ON

TE

NT

, %

LOCATION:

DRILLING METHOD: 8-inch-dia. Hollow Stem AugerHAMMER TYPE: Automatic Trip

DRILLED BY: S/G DrillingLOGGED BY: D.ThornhillCHECKED BY: L A Berry

RIG TYPE: CME-75



192

190

188

186

184

182

180

178

176

174

172

170

168

166

164

162

160

158

156

DE

PT

H, f

t

PLATE A-3

UN

DR

AIN

ED

SH

EA

RS

TR

EN

GT

H, S

u, k

sf

SA

MP

LER

BLO

W C

OU

NT




p 0.5

p 0.5

u 1.1

p 0.8

Bulk

1

2

3

4

5

6

7

8

87

64

45

(3)

3

(7)

19

(10)

6

32

26

31

29

30

39

34

36

115

119

122

119

122

ARTIFICIAL FILL (af)Clayey SAND (SC): light brown, moist, fine to

medium sand0-2 feet, disturbed by agriculture (plowed)

ALLUVIUM (Qal)Lean CLAY (CL): soft to medium stiff, dark brown,

moist

- from 7.5 to 9 feet, trace sand and roots

- at 15 feet, brown with gray mottling

Sandy CLAY (CL): medium dense, brown, moist towet, fine to coarse sand, trace fine subroundedgravel

Fat CLAY (CH): medium stiff, dark olive brown, moist

- at 30 feet, dark gray with white mottling

End Boring at 34 Feet BGS

87

91

94

86

90

24

% P

AS

SIN

G#2

00 S

IEV

E


SA

MP

LER


PLA

ST

ICIT

YIN

DE

X, %




See Plate 2N 34.3107 W 119.11288

UN

IT D

RY

WE

IGH

T, p

cf

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

LIQ

UID

LIM

IT, %

UN

IT W

ET

WE

IGH

T, p

cf

SA

MP

LE N

O.

MA

TE

RIA

LS

YM

BO

L

ELE

VA

TIO

N, f

t

WA

TE

RC

ON

TE

NT

, %

LOCATION:



RIG TYPE: CME-75



190

188

186

184

182

180

178

176

174

172

170

168

166

164

162

160

158

156

154

152

DE

PT

H, f

t

PLATE A-4

UN

DR

AIN

ED

SH

EA

RS

TR

EN

GT

H, S

u, k

sf

SA

MP

LER

BLO

W C

OU

NT




p 0.3

p 0.3

p 0.5

p 0.3

p 0.5

p 0.3

u 1.2

p 1.0p 4.5

Bulk

1

2

3

4

5

6

7

8

98 54

(4)

3

(5)

2

(7)

11

33

29

31

29

30

28

33

31

84

118

129

122

117

ARTIFICIAL FILL (af) 2 inches of 3/4" gravel over Sandy CLAY (CL), brown,

moist, fine sand - at 2 feet, trace subangular to subrounded gravel up

to 1"

ALLUVIUM (Qal)Fat CLAY (CH): soft, dark brown, moist, trace fine

sand

- at 10 feet, trace white mottling

- at 15 feet, thin layer of sandy clay

after drilling, hole caved to 18 feet

Sandy CLAY (CL): stiff to hard, dark olive brown,moist, fine sand


63

90

99

95

88 29%

PA

SS

ING

#200

SIE

VE


SA

MP

LER


PLA

ST

ICIT

YIN

DE

X, %




See Plate 2N 34.31048 W 119.11263

UN

IT D

RY

WE

IGH

T, p

cf

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

LIQ

UID

LIM

IT, %

UN

IT W

ET

WE

IGH

T, p

cf

SA

MP

LE N

O.

MA

TE

RIA

LS

YM

BO

L

ELE

VA

TIO

N, f

t

WA

TE

RC

ON

TE

NT

, %

LOCATION:



RIG TYPE: CME-75



190

188

186

184

182

180

178

176

174

172

170

168

166

164

162

160

158

156

154

152

DE

PT

H, f

t

PLATE A-5

UN

DR

AIN

ED

SH

EA

RS

TR

EN

GT

H, S

u, k

sf

SA

MP

LER

BLO

W C

OU

NT




PLATE A-6


10

Symbol for:

CA Liner Sampler, driven

Vibracore Sample

Pitcher Sample

Lexan Sample

BASALT

Sonic Soil Core Sample

No Sample Recovered

CA Liner Sampler, Bagged

13

(25)

6

11

4

Poorly graded SAND (SP)

COARSE

GRAINED

MATERIAL DESCRIPTION

Silty CLAY (CL-ML)

Silty SAND (SM)

Paving and/or Base Materials

SANDSTONE

Poorly graded GRAVEL (GP)

MUDSTONE

SY

MB

OL

SILTSTONE

Well graded SAND (SW)

Fat CLAY (CH)

MA

TE

RIA

L

SA

MP

LE N

O.

Hand Auger Sample

ANDESITE BRECCIA

7

9

5

Thin-walled Tube, pushed

CONGLOMERATE

3

FINE

GRAINED

ROCK

-12

-14

-16

-18

-20

-22

-24

-26

-28

-30

-32

-34

-36

-38

-40

-42

-44

-46

-48

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

25

Silty, Clayey SAND (SC-SM)

(25)

Elastic SILT (MH)

(25)

(25)

Lean CLAY (CL)

Sampler Driving Resistance

p = Pocket Penetrometer

Q = Unconfined Compressionu = Unconsolidated Undrained Triaxial

Initial or perched water level

Seepages encounteredFinal ground water level

Bulk Bag Sample (from cuttings)

Number of blows with 140 lb. hammer, falling30" to drive sampler 1 ft. after seating sampler6"; for example,

CLAYSTONE

LOCATION:

SILT (ML)

2

5

13

9

1

8

7

SA

MP

LES

Clayey SAND (SC)

The drill hole location referencing locallandmarks or coordinates

Well graded GRAVEL (GW)B

LOW

CO

UN

T /

t = Torvane

Blows/ft Description

25

Blow counts for California Liner Samplershown in ( )

Geologic Formation noted in bold font atthe top of interpreted interval

Classification of Soils per ASTM D2487or D2488

Strength Legend

Length of sample symbol approximatesrecovery length

Water Level Symbols

SURFACE EL: Using local, MSL, MLLW or other datum

KEY TO TERMS & SYMBOLS USED ON LOGS

12

m = Miniature Vane

Samplers and sampler dimensions

Soil Texture Symbol

General Notes

Sloped line in symbol column indicatestransitional boundary

(unless otherwise noted in report text) are as follows:

3 CA Liner Sampler, disturbed

11

1 SPT Sampler, driven

6

8

2

4

12

10

CME Core Sample

BORING LOG KEY VENTURA O:\MANAGEMENT\04_2016\04_6216_0076_TODD ROAD JAIL HEALTH UNIT\03_FIELD AND LAB DATA\LAB\04_6216_0076_VN16B - LAB.GPJ 1/9/17 12:21 p

30"/30"

20"/24"

DE

PT

H, f

t

RE

C"/

DR

IVE

"

18"/30"

20"/24"

ELE

VA

TIO

N, f

t

50 blows drove sampler 3" duringinitial 6" seating interval

Ref/3"

50 blows drove sampler 6" afterinitial 6" of seating

After driving sampler the initial 6"of seating, 36 blows drove samplerthrough the second 6" interval, and50 blows drove the sampler 5" intothe third interval

50/6"

86/11"

25 blows drove sampler 12" afterinitial 6" of seating

Rock Quality Designation (RQD) is thesum of recovered core pieces greaterthan 4 inches divided by the length ofthe cored interval.

1-3/8" ID, 2" OD

2-3/8" ID, 3" OD

2-3/8" ID, 3" OD

2-7/8" ID, 3" OD

10

20

30

40

50

190

180

170

160

150

140

LOCATION: E6,225,446.4, N1,937,288.7, CA State Plane, Zn 5, NAD83, FtSURFACE EL: 194.5ft +/- ()COMPLETION DEPTH: 50.12ftTESTDATE: 10/24/2016

EXPLORATION METHOD: CPTPERFORMED BY: Fugro Consultants, Inc.

REVIEWED BY: LBerryCONE AREA RATIO: 0.75

ELE

VATI

ON

, ft.

DEP

TH, f

t.

2 4 6 8SLEEVE FRICTION (tsf)

80 160 240 320TIP RESISTANCE (tsf)

1 2 3 4 5 6 7 8 9

FRICTIONRATIO

(%)-3 -1 1 3

POREPRESSURE

(tsf)1 2 3 4

UNDRAINED SHEAR STRENGTHNk=12(gray) to 15(red) (ksf)

16 32 48 64FRICTION ANGLE (deg)


LOG OF CPT NO: CPT-1Todd Road Jail Health Unit

Santa Paula, California PLATE A-7

F:\P

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cts\

2016

\04_

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6_To

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Jail_

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ns\C

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6_12

_17_

Logs

_SuF

r\MXD

\Log

s_VN

16C

_SuF

r,12/

21/2

016,

c.de

an

10

20

30

40

50

190

180

170

160

150

140

11.6

558.2

725

756.1

521.3

7.35




ELE

VATI

ON

, ft.

DEP

TH, f

t.



1 2 3 4 5 6 7 8 9

FRICTIONRATIO

(%)-3 -1 1 3

POREPRESSURE

(tsf)1 2 3 4






F:\P

roje

cts\

2016

\04_

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_007

6_To

dd_R

oad_

Jail_

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lth_U

nit\E

xplo

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ns\C

PT\2

016\

Logs

\201

6_12

_17_

Logs

_SuF

r\MXD

\Log

s_VN

16C

_SuF

r,12/

21/2

016,

c.de

an

10

20

30

40

50

190

180

170

160

150

140

400.4

427.2




ELE

VATI

ON

, ft.

DEP

TH, f

t.



1 2 3 4 5 6 7 8 9

FRICTIONRATIO

(%)-3 -1 1 3

POREPRESSURE

(tsf)1 2 3 4






F:\P

roje

cts\

2016

\04_

6216

_007

6_To

dd_R

oad_

Jail_

Hea

lth_U

nit\E

xplo

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ns\C

PT\2

016\

Logs

\201

6_12

_17_

Logs

_SuF

r\MXD

\Log

s_VN

16C

_SuF

r,12/

21/2

016,

c.de

an

10

20

30

40

50

190

180

170

160

150

140

689

720.2




ELE

VATI

ON

, ft.

DEP

TH, f

t.



1 2 3 4 5 6 7 8 9

FRICTIONRATIO

(%)-3 -1 1 3

POREPRESSURE

(tsf)1 2 3 4






F:\P

roje

cts\

2016

\04_

6216

_007

6_To

dd_R

oad_

Jail_

Hea

lth_U

nit\E

xplo

ratio

ns\C

PT\2

016\

Logs

\201

6_12

_17_

Logs

_SuF

r\MXD

\Log

s_VN

16C

_SuF

r,12/

21/2

016,

c.de

an

CPT CORRELATION CHART(Robertson and Wride, 1990)

*heavily overconsolidated or cemented

0.01

Nor

mal

ized

Tip

Res

ista

nce

Friction Ratio (%)

IncreasingEffective Stress Increasing

OCR, Age,Cementation

Increasing OCR, Age

Increasing Sensitivity

Normally Consolidated

Increasing Ic

6

3

1

54

9

2

7 8

123456789

Soil Behavior Type

Sensitive Fine-grained

Silty Clay to ClayClayey Silt to Silty ClaySilty Sand to Sandy SiltClean Sand to Silty SandGravelly Sand to Dense SandVery Stiff Sand to Clayey Sand*Very Stiff Fine-Grained*

Zone

Peats


PLATE A-11

F:\P

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2016

\04_

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_007

6_To

dd_R

oad_

Jail_

Hea

lth_U

nit\E

xplo

ratio

ns\C

PT\2

016\

Logs

\201

6_12

_17_

Logs

_SuF

r\MXD

\Pla

teA1

1_Ke

ytoC

PT-F

R90

.mxd

, 12/

20/2

016,

c.d

ean

KEY TO CPT INTERPRETATIONTodd Road Jail Health Unit

Santa Paula, California

APPENDIX B LABORATORY TESTING

DH-01 6.0 1 Lean CLAY (CL) 120 93 29

DH-01 11.0 3 Lean CLAY (CL) 120 92 31

DH-01 16.0 5 Lean CLAY (CL) 123 92 34

DH-01 26.0 7 Lean CLAY (CL) 119 88 34

DH-01 30.0 8 Lean CLAY (CL) 33 42 24

DH-01 36.0 9 Lean CLAY (CL) 115 87 32

DH-01 45.4 11 Poorly graded SAND (SP) with fat clay seams 135 117 16

DH-02 8.5 2 Fat CLAY (CH) 120 92 30

DH-02 10.0 3 Fat CLAY (CH) 28 55 35

DH-02 13.5 4 Fat CLAY (CH) 123 102 20

DH-02 21.0 6 Clayey SAND (SC) 133 114 17

DH-02 31.0 8 Sandy CLAY (CL) 129 107 21 65

DH-02 40.7 10 Poorly graded SAND (SP) with clay 125 102 22

DH-03 2.0 Bulk Sandy CLAY (CL) 1100 8.00 80 1000.0 27.0

DH-03 5.0 1 Fat CLAY (CH) 102 81 27

DH-03 9.0 2 Fat CLAY (CH) 121 95 27

DH-03 11.5 3 Fat CLAY (CH) 27 53 35

DH-03 14.0 4 Fat CLAY (CH) 121 96 26

DH-03 19.0 5 Clayey SAND (SC) 22 15

DH-03 25.0 6b Fat CLAY (CH) 118 91 30

DH-03 29.0 7 Clayey SAND (SC) 21

DH-04 2.5 Bulk Clayey SAND (SC) 120.1 11.2

DH-04 5.0 1 Lean CLAY (CL) 115 87 32

DH-04 7.5 2 Lean CLAY (CL) 26

DH-04 10.0 3 Lean CLAY (CL) 119 91 31 87 45 24 1.1(2)

DH-04 15.0 4 Lean CLAY (CL) 122 94 29

DH-04 20.0 5 Sandy CLAY (CL) 30 64

DH-04 25.0 6 Fat CLAY (CH) 119 86 39

DH-04 30.0 7 Fat CLAY (CH) 34

DH-04 32.0 8 Fat CLAY (CH) 122 90 36

CO

MP

RE

SS

IVE

ST

RE

NG

TH

TE

ST

S


DRILLHOLE

Qu,ksf

FINES%

MAXDDpcf

LA

B S

UM

MA

RY

TA

BL

E V

EN

TU

RA

_O:\M

AN

AG

EM

EN

T\04_201

6\04_6216_0076_T

OD

D R

OA

D JA

IL HE

ALT

H U

NIT

\03_FIE

LD A

ND

LAB

DA

TA

\LAB

\04_6216_007

6_VN

16B - LA

B.G

PJ_ 1/9/17 03:44 P

M-cab

MC%

UDWpcf

SA

ND

EQ

UIV

ALE

NT

(SE

)

SA

MP

LE N

UM

BE

R

AT

TE

RB

ER

GLI

MIT

S

DE

PT

H, f

t

LL

UWWpcf

OPTMC%

DIR

EC

TS

HE

AR

ClR pH

CORROSIVITY TESTS

PLA

TE

B-1a


PHIdeg

SUMMARY OF LABORATORY TEST RESULTS

So4

(ppm)

Spe

cific

Gra

vity

R-V

ALU

E

CO

MP

AC

TIO

NT

ES

T

SU(Cell Prs.)

ksfCksf

PI EX

PA

NS

ION

IND

EX

Project N

o. 4.62160076

County of V

entura

DH-05 5.0 1 Fat CLAY (CH) 84 63 33 2700 7.80 36 320.0 90.0

DH-05 7.5 2 Fat CLAY (CH) 29

DH-05 10.0 3 Fat CLAY (CH) 118 90 31

DH-05 12.5 4 Fat CLAY (CH) 29

DH-05 15.0 5 Fat CLAY (CH) 129 99 30

DH-05 20.0 6 Fat CLAY (CH) 122 95 28

DH-05 25.0 7 Fat CLAY (CH) 117 88 33 98 54 29 1.2(1.2)

DH-05 30.0 8 Sandy CLAY (CL) 31

CO

MP

RE

SS

IVE

ST

RE

NG

TH

TE

ST

S


DRILLHOLE

Qu,ksf

FINES%

MAXDDpcf

LA

B S

UM

MA

RY

TA

BL

E V

EN

TU

RA

_O:\M

AN

AG

EM

EN

T\04_201

6\04_6216_0076_T

OD

D R

OA

D JA

IL HE

ALT

H U

NIT

\03_FIE

LD A

ND

LAB

DA

TA

\LAB

\04_6216_007

6_VN

16B - LA

B.G

PJ_ 1/9/17 03:44 P

M-cab

MC%

UDWpcf

SA

ND

EQ

UIV

ALE

NT

(SE

)

SA

MP

LE N

UM

BE

R

AT

TE

RB

ER

GLI

MIT

S

DE

PT

H, f

t

LL

UWWpcf

OPTMC%

DIR

EC

TS

HE

AR

ClR pH

CORROSIVITY TESTS

PLA

TE

B-1b


PHIdeg

SUMMARY OF LABORATORY TEST RESULTS

So4

(ppm)

Spe

cific

Gra

vity

R-V

ALU

E

CO

MP

AC

TIO

NT

ES

T

SU(Cell Prs.)

ksfCksf

PI EX

PA

NS

ION

IND

EX

Project N

o. 4.62160076

County of V

entura

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

PLATE B-2

SANDSILT or CLAY

Fine Coarse

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

Medium FineCoarse

GRAIN SIZE IN MILLIMETERS

GRAVEL

GRAIN SIZE CURVES



GRAIN SIZE CURVES WITH NO 200 (O:\MANAGEMENT\04_2016\04_6216_0076_TODD ROAD JAIL HEALTH UNIT\03_FIELD AND LAB DATA\LAB\04_6216_0076_VN16B - LAB.GPJ) 1/9/17 03:29 p-sz

HYDROMETER ANALYSIS

20

LEGEND

10 40 1003 1.5 3/4 3/8 4

(depth,ft)CLASSIFICATION Cc Cu

3.1

1.4

Sandy CLAY (CL)Clayey SAND (SC)Lean CLAY (CL)

Sandy CLAY (CL)Fat CLAY (CH)

DH-02DH-03DH-04DH-04DH-05

(location)

US STD SIEVE SIZEINCHES

200

US STD SIEVE SIZENUMBERS

31.019.010.020.025.0

0.5

1.1

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100

30.0

10.0

11.5

10.0

25.0

DH-01

DH-02

DH-03

DH-04

DH-05

42

55

53

45

54

CH or OH

CL or OL

ML or OL

MH or OH

LEGENDlocation

LIQUID LIMIT (LL)

PLASTICITYLIQUIDLIMIT(LL)

PLASTICLIMIT(PL)

Lean CLAY (CL)

Fat CLAY (CH)

Fat CLAY (CH)

Lean CLAY (CL)

Fat CLAY (CH)

depth, ft

ATTERBERG LIMITS TEST RESULTS

PLA

ST

ICIT

Y I

ND

EX

(P

I)

INDEX (PI)CLASSIFICATION

CL-ML

PLASTICITY CHART

PLATE B-3

18

20

18

21

25

24

35

35

24

29

PLASTICITY CHART VENTURA O:\MANAGEMENT\04_2016\04_6216_0076_TODD ROAD JAIL HEALTH UNIT\03_FIELD AND LAB DATA\LAB\04_6216_0076_VN16B - LAB.GPJ 1/9/17 03:32 p



100

105

110

115

120

125

130

135

0 5 10 15 20 25

OPTIMUM WATERCONTENT, %LEGEND

MAXIMUM UNITDRY WEIGHT, pcf

Test Method: ASTM D1557(Gs = 2.65 to 2.75)

CLASSIFICATION

120.1 11.2

depth, ft

PLATE B-4

COMPACTION TEST RESULTS

Clayey SAND (SC)

ZERO AIR VOIDS CURVES

2.5DH-04

(location)

UN

IT D

RY

WE

IGH

T,

pcf

MOISTURE CONTENT, %

COMPACTION TEST VENTURA O:\MANAGEMENT\04_2016\04_6216_0076_TODD ROAD JAIL HEALTH UNIT\03_FIELD AND LAB DATA\LAB\04_6216_0076_VN16B - LAB.GPJ 1/9/17 03:41 p




UNCONSOLIDATED, UNDRAINED TRIAXIAL TESTTodd Road Jail Health Unit

Santa Paula, California PLATE B-5a

Confining Stress: 2.0 ksf

Sieve Size % Passing3/8-in. (9.5mm) 100 45#4 (4.75mm) 100 21#16 (1.18mm) 100 23#30 (0.6mm) 100 2.70#100 (0.150mm) 98.5 ---#200 (0.075mm) 86.8 ---

31.2%90.899%0.852.424.97

Test Method: ASTM 2850

SAM

PLE

IMA

GES

Diameter, inHeight, in

SAM

PLE

PRO

PER

TIES

SAM

PLE

ID

Boring Number:

Sample Depth:USCS Classification:

Sample Number:

2.0

REM

AR

KS

Saturation, %

Lean CLAY with sand (CL): very dark grayish brown, moist

Other ParametersLiquid LimitPlastic Limit10.0 ft

1.0

Plasticity Index

CLA

SSIF

ICA

TIO

N

Estimated GsSu from Tv, ksfSu from PP, ksf

2.31.1

14.6

DH-043

Void Ratio

Water Content, %Dry Unit Weight, pcf

Tested By:

Axial Strain at Failure, %

TEST

SU

MM

AR

Y

Strain Rate, %/min

Date Tested:

Maximum Deviator Stress, ksfUndrained Shear Strength, ksf

AB11/28/16

Cell Pressure, ksf

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0

Dev

iato

r Str

ess

(σ1-σ

3), k

sf

Axial Strain, %


Interpreted Point of Failure


UNCONSOLIDATED, UNDRAINED TRIAXIAL TESTTodd Road Jail Health Unit

Santa Paula, California PLATE B-5b


Sieve Size % Passing3/8-in. (9.5mm) 100 54#4 (4.75mm) 100 25#16 (1.18mm) 100 29#30 (0.6mm) 100 2.70#100 (0.150mm) 99.5 ---#200 (0.075mm) 97.6 ---

33.4%87.998%0.922.434.98

Test Method: ASTM 2850

Void Ratio


Tested By:

Axial Strain at Failure, %

TEST

SU

MM

AR

Y

Strain Rate, %/min

Date Tested:

Maximum Deviator Stress, ksfUndrained Shear Strength, ksf

Other ParametersLiquid LimitPlastic Limit25.0 ft

1.0

Plasticity Index

CLA

SSIF

ICA

TIO

N

AB11/28/16

Cell Pressure, ksf

Estimated GsSu from Tv, ksfSu from PP, ksf

2.31.2

14.8

1.2

REM

AR

KS

Saturation, %

SAM

PLE

ID

Boring Number:

Sample Depth:USCS Classification:

Sample Number:DH-057

Fat CLAY (CH): dark olive brown, wet

SAM

PLE

IMA

GES


SAM

PLE

PRO

PER

TIES

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0

Dev

iato

r Str

ess

(σ1-σ

3), k

sf

Axial Strain, %


Interpreted Point of Failure


CONSOLIDATIONTodd Road Jail Health Unit

Santa Paula, California PLATE B-6a

X Y X YMax Curvature 4 3Max Curve Tangent 2 2.314802

4 311 4

Horiz Max 4 311 3

Bisect 4 311 3.5

Virgin 6 116 7

Intersect 8.87361 3.393825

Vertical Stress, ksf

---0.10452124

87.0%2.65

SAM

PLE

ID


USCS Classification:Boring, Sample #, Depth

Saturation, %

PRO

PER

TIES

98%93.9

28.1%


Void Ratio 0.762.42

DH-04 , #3 , 10.0 ft

0.82

19.7%109.3102%0.512.420.70

Fat CLAY with sand (CH): very dark grayish brown, moist

FinalInitialPassing #200Estimated Gs

SUM

MA

RY

REM

AR

KS Test Method: D2435

Plasticity Index

Inundation Increment, ksfPreconsolidation Pressure, ksf

Liquid LimitPlastic Limit

0

2

4

6

8

10

12

14

16

18

20

0.1 1 10 100

Stra

in, %



CONSOLIDATIONTodd Road Jail Health Unit

Santa Paula, California PLATE B-6b

X Y X YMax Curvature 4 3Max Curve Tangent 2 2.314802

4 311 4

Horiz Max 4 311 3

Bisect 4 311 3.5

Virgin 6 116 7

Intersect 8.87361 3.393825


---2.00542529

98.0%2.65

SAM

PLE

ID


USCS Classification:Boring, Sample #, Depth

Saturation, %

PRO

PER

TIES

102%85.0

36.3%


Void Ratio 0.952.42

DH-05 , #7 , 25.0 ft

0.83

30.3%95.2

109%0.742.420.74

Fat CLAY (CH): olive gray, moist, with calcium carbonate stringers

FinalInitialPassing #200Estimated Gs

SUM

MA

RY

REM

AR

KS Test Method: D2435

Plasticity Index

Inundation Increment, ksfPreconsolidation Pressure, ksf

Liquid LimitPlastic Limit

0

2

4

6

8

10

12

14

16

18

20

0.01 0.1 1 10 100

Stra

in, %


APPENDIX C UNDERGROUND UTILITY MAP

PREPARED BY C-BELOW

SURVEY AREA

SURVEY AREA

SURVEY AREA

SURVEY AREA

1 3 4 5 62

A

B

D

E

F

1 3 4 5 62

C

A

B

D

E

F

C

SHEET OF

C BELOW SUBSURFACE IMAGING14280 EUCLID AVECHINO, CA 91710

P: 888-902-3569F: 909-606-6555www.cbelow.com

PROJECT:NOTES: The services provided by C Below, Inc. do not relieve the Clientand/or property owner of the responsibility of having to complywith California Government Code §§4216-4216.9. It is expresslyunderstood by the Client and/or owner that CBSI services are nota substitute for compliance with California Code §§4216-4216.9.

TECHNICIAN

DRAWN BY/DATE:

DATE LOCATED:

PARTIAL UNDERGROUND UTILITY MAP FOR:

GROUND PENETRATING RADAR (GPR)UTILITY LOCATING

RADIOGRAPHYPOTHOLING

SCALE:PROJECT NO:

CLIENT:

FUGRO CONSULTANTS4820 McGRATH ST. SUITE 100

VENTURA, CA 93003

VENTURA COUNTY JAIL600 TODD RD.

SANTA PAULA, CA 93060 QC CHECKED BY/DATE:

MAPPING

CHECK BY/DATE:

09/2016

JP 09/26/2016

JP 09/27/20161" = 30'16-0984

T. DOUTHITT 1

REVISIONSNO DATE BY DESCRIPTION

1

APPENDIX D CPT DISSIPATION AND

SHEAR WAVE VELOCITY RESULTS

SCPT-01SHEAR WAVE VELOCITIES

PW TODD ROAD JAILHEALTH UNIT FACILITY

FUGRO CONSULTANTS, INC.

0

5

10

15

20

25

30

35

40

45

50

55

60

65

0 500 1,000 1,500

Dep

th (f

t)

Velocity (ft/s)

10

20

30

40

50

60

Dep

th (f

t)

0 50 100 150 200Time (ms)

SCPT-01SHEAR WAVE WAVEFORMS

PW TODD ROAD JAILHEALTH UNIT FACILITY

FUGRO CONSULTANTS, INC.

. . . . . . . . . . . . . . . . ...................................................................................................................................................................................................................................................................................................................................................................

...................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................

2.5

2.0

1.5

1.0

0.5

0.0

-0.5

LOG TIME (MIN)

Job Number: 04.6216-0076CPT Number: CPT-01 Depth: 44.67

Date: 24-Oct-2016

DISSIPATION TEST

0.01 0.1 1 10 100

FUGRO Consultants, Inc.

. . . . . . . . . . . . . . . . ........

........................

................................................................................

......................................................................................................................................................

.................................................................................................................................................................................................................................................................................................................................................................................................................................................................

.................................................................................................................................................................................

1.5

1.0

0.5

0.0

-0.5

-1.0

-1.5

LOG TIME (MIN)


Date: 24-Oct-2016

DISSIPATION TEST

0.01 0.1 1 10 100


. .

.

.

.. . . . . . . . . . . .............

..............................................................

.......................................................................................................................................................................................

................................................................................................................................................................................................................................................................................................................................................................................................................................................. ........................................................................................................................................

1.5

1.0

0.5

0.0

-0.5

-1.0

-1.5

LOG TIME (MIN)


Date: 24-Oct-2016

DISSIPATION TEST

0.01 0.1 1 10 100


geotechnical data report todd road jail health unit...

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