GEOTECHNICAL DATA REPORT TODD ROAD JAIL HEALTH UNIT … · 2020-07-23 · Attention: Mr. Brian...
Transcript of GEOTECHNICAL DATA REPORT TODD ROAD JAIL HEALTH UNIT … · 2020-07-23 · Attention: Mr. Brian...
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)
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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
DH-04 10/24/16 Hollow-Stem
Auger Drill Hole Observation
34.0 20 8 Lean and fat clay soil
units may have smeared sidewalls
DH-05 10/25/16 Hollow-Stem
Auger Drill Hole Observation
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
PH-03 10/31/16 Temporary
Percolation Test Casing
10.0 Not Encountered 8.30
PH-05 10/31/16 Temporary
Percolation Test Casing
10.0 Not Encountered 7.83
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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!P
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Approximate Boundary of Proposed Development Area
Approximate Footprint of Proposed Structure
TP-2(1991)
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
DH-05
DH-04
DH-03
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400
County of VenturaProject No. 04.62160076
Plate 2
!P Approximate Location ofHollow-Stem-Auger Boring
Approximate Location ofMud-Rotary Borings
!P
#V
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Approximate Location of CPT
Approximate Location of Percolation Test
> Approximate Location of Boringby SGD 1991
S Approximate Location of Test Pitby SGD 1991
Legend
* Approximate Location of CPTby SGD 1991
.
County of VenturaProject No. 04.62160076
EXPLORATION LOCATION MAPTodd Road Jail Health Unit
Plate 2
County of VenturaProject No. 04.62160076
Santa Paula, California
Plate 2
70 0 7035 Feet
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APPENDIX A SUBSURFACE EXPLORATION
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ALLUVIUM (Qal)Lean CLAY (CL): very soft to soft, olive brown, moist
- from 0 to 1 foot, disturbed by agriculture (plowed)
- at 12.5 feet, trace, white mineralization present asflecks
- at 15 feet, some white and gray mottling
Clayey SAND (SC): loose, olive brown, moist, fine tomedium sand
Lean CLAY (CL): medium stiff to stiff, dark olivebrown, moist
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DEPTH TO WATER: 34.0 ft
LOG OF DRILL HOLE NO. DH-01
SURFACE EL: 193 ft +/- (rel. WGS84 datum)
See Plate 2N 34.31106 W 119.11238
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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. Mud Rotary WashHAMMER TYPE: Automatic Trip
DRILLED BY: SoCal drillingLOGGED BY: D.ThornhillCHECKED BY: L A BerryRIG TYPE: Mayhew 1000
COMPLETION DEPTH: 51.5 ft
DRILLING DATE: October 17, 2016
192
190
188
186
184
182
180
178
176
174
172
170
168
166
164
162
160
158
156
154
DE
PT
H, f
t
PLATE A-1a
UN
DR
AIN
ED
SH
EA
RS
TR
EN
GT
H, S
u, k
sf
SA
MP
LER
BLO
W C
OU
NT
Project No. 4.62160076County of Ventura
Todd Road Jail Health UnitSanta Paula, California
BORING LOG 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 03:44 p
p 1.5p 2.3
10
11
12
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
The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time.
SA
MP
LER
SMATERIAL DESCRIPTION
PLA
ST
ICIT
YIN
DE
X, %
DEPTH TO WATER: 34.0 ft
LOG OF DRILL HOLE NO. DH-01
SURFACE EL: 193 ft +/- (rel. WGS84 datum)
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:
DRILLING METHOD: 8-inch-dia. Mud Rotary WashHAMMER TYPE: Automatic Trip
DRILLED BY: SoCal drillingLOGGED BY: D.ThornhillCHECKED BY: L A BerryRIG TYPE: Mayhew 1000
COMPLETION DEPTH: 51.5 ft
DRILLING DATE: October 17, 2016
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
Project No. 4.62160076County of Ventura
Todd Road Jail Health UnitSanta Paula, California
BORING LOG 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 03:44 p
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
The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time.
SA
MP
LER
SMATERIAL DESCRIPTION
PLA
ST
ICIT
YIN
DE
X, %
DEPTH TO WATER: 11.0 ft
LOG OF DRILL HOLE NO. DH-02
SURFACE EL: 194 ft +/- (rel. WGS84 datum)
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:
DRILLING METHOD: 8-inch-dia. Mud Rotary WashHAMMER TYPE: Automatic Trip
DRILLED BY: SoCal DrillingLOGGED BY: D.ThornhillCHECKED BY: L A BerryRIG TYPE: Mayhew 1000
COMPLETION DEPTH: 51.5 ft
DRILLING DATE: October 17, 2016
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
Project No. 4.62160076County of Ventura
Todd Road Jail Health UnitSanta Paula, California
BORING LOG 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 03:44 p
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"
End Boring at 51.5 Feet BGS
102
% P
AS
SIN
G#2
00 S
IEV
E
The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time.
SA
MP
LER
SMATERIAL DESCRIPTION
PLA
ST
ICIT
YIN
DE
X, %
DEPTH TO WATER: 11.0 ft
LOG OF DRILL HOLE NO. DH-02
SURFACE EL: 194 ft +/- (rel. WGS84 datum)
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:
DRILLING METHOD: 8-inch-dia. Mud Rotary WashHAMMER TYPE: Automatic Trip
DRILLED BY: SoCal DrillingLOGGED BY: D.ThornhillCHECKED BY: L A BerryRIG TYPE: Mayhew 1000
COMPLETION DEPTH: 51.5 ft
DRILLING DATE: October 17, 2016
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
Project No. 4.62160076County of Ventura
Todd Road Jail Health UnitSanta Paula, California
BORING LOG 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 03:44 p
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
End Boring at 30.5 Feet BGS
81
95
96
91
35
% P
AS
SIN
G#2
00 S
IEV
E
The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time.
SA
MP
LER
SMATERIAL DESCRIPTION
PLA
ST
ICIT
YIN
DE
X, %
DEPTH TO WATER: 8.5 ft
LOG OF DRILL HOLE NO. DH-03
SURFACE EL: 194 ft +/- (rel. WGS84 datum)
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
COMPLETION DEPTH: 30.5 ft
DRILLING DATE: October 24, 2016
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
Project No. 4.62160076County of Ventura
Todd Road Jail Health UnitSanta Paula, California
BORING LOG 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 03:44 p
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
The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time.
SA
MP
LER
SMATERIAL DESCRIPTION
PLA
ST
ICIT
YIN
DE
X, %
DEPTH TO WATER: 8.0 ft
LOG OF DRILL HOLE NO. DH-04
SURFACE EL: 191 ft +/- (rel. WGS84 datum)
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:
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
COMPLETION DEPTH: 34.0 ft
DRILLING DATE: October 24, 2016
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
Project No. 4.62160076County of Ventura
Todd Road Jail Health UnitSanta Paula, California
BORING LOG 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 03:44 p
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
End Boring at 31.5 Feet BGS
63
90
99
95
88 29%
PA
SS
ING
#200
SIE
VE
The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time.
SA
MP
LER
SMATERIAL DESCRIPTION
PLA
ST
ICIT
YIN
DE
X, %
DEPTH TO WATER: 18.0 ft
LOG OF DRILL HOLE NO. DH-05
SURFACE EL: 191 ft +/- (rel. WGS84 datum)
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:
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
COMPLETION DEPTH: 31.5 ft
DRILLING DATE: October 25, 2016
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
Project No. 4.62160076County of Ventura
Todd Road Jail Health UnitSanta Paula, California
BORING LOG 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 03:44 p
PLATE A-6
County of VenturaProject No. 4.62160076
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)
County of VenturaProject No. 04.62160076
LOG OF CPT NO: CPT-1Todd Road Jail Health Unit
Santa Paula, California PLATE A-7
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
10
20
30
40
50
190
180
170
160
150
140
11.6
558.2
725
756.1
521.3
7.35
LOCATION: E6,225,446.4, N1,937,289.1, CA State Plane, Zn 5, NAD83, FtSURFACE EL: 194.4ft +/- ()COMPLETION DEPTH: 53.07ftTESTDATE: 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)
County of VenturaProject No. 04.62160076
LOG OF CPT NO: CPT-2Todd Road Jail Health Unit
Santa Paula, California PLATE A-8
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
400.4
427.2
LOCATION: E6,225,446.4, N1,937,289.5, CA State Plane, Zn 5, NAD83, FtSURFACE EL: 195.1ft +/- ()COMPLETION DEPTH: 58.06ftTESTDATE: 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)
County of VenturaProject No. 04.62160076
LOG OF CPT NO: CPT-3Todd Road Jail Health Unit
Santa Paula, California PLATE A-9
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
10
20
30
40
50
190
180
170
160
150
140
689
720.2
LOCATION: E6,225,446.4, N1,937,289.8, CA State Plane, Zn 5, NAD83, FtSURFACE EL: 194.5ft +/- ()COMPLETION DEPTH: 58.06ftTESTDATE: 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)
County of VenturaProject No. 04.62160076
LOG OF CPT NO: CPT-4Todd Road Jail Health Unit
Santa Paula, California PLATE A-10
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
County of VenturaProject No. 04.62160076
PLATE A-11
F:\P
roje
cts\
2016
\04_
6216
_007
6_To
dd_R
oad_
Jail_
Hea
lth_U
nit\E
xplo
ratio
ns\C
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Logs
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_17_
Logs
_SuF
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\Pla
teA1
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, 12/
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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
Todd Road Jail Health UnitSanta Paula, California
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
MATERIAL DESCRIPTION
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
Todd Road Jail Health UnitSanta Paula, California
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
MATERIAL DESCRIPTION
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
Project No. 4.62160076County of Ventura
Todd Road Jail Health UnitSanta Paula, California
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
Project No. 4.62160076County of Ventura
Todd Road Jail Health UnitSanta Paula, California
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
Project No. 4.62160076County of Ventura
Todd Road Jail Health UnitSanta Paula, California
County of VenturaProject No. 04.62160076
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, %
Confining Stress: 2.0 ksf
Interpreted Point of Failure
County of VenturaProject No. 04.62160076
UNCONSOLIDATED, UNDRAINED TRIAXIAL TESTTodd Road Jail Health Unit
Santa Paula, California PLATE B-5b
Confining Stress: 1.2 ksf
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
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
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
Diameter, inHeight, in
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, %
Confining Stress: 1.2 ksf
Interpreted Point of Failure
County of VenturaProject No. 04.62160076
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
Water Content, %Dry Unit Weight, pcf
USCS Classification:Boring, Sample #, Depth
Saturation, %
PRO
PER
TIES
98%93.9
28.1%
Diameter, inHeight, in
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, %
Vertical Stress, ksf
County of VenturaProject No. 04.62160076
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
Vertical Stress, ksf
---2.00542529
98.0%2.65
SAM
PLE
ID
Water Content, %Dry Unit Weight, pcf
USCS Classification:Boring, Sample #, Depth
Saturation, %
PRO
PER
TIES
102%85.0
36.3%
Diameter, inHeight, in
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, %
Vertical Stress, ksf
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)
Job Number: 04.6216-0076CPT Number: CPT-01 Depth: 49.92
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)
Job Number: 04.6216-0076CPT Number: CPT-02 Depth: 53.07
Date: 24-Oct-2016
DISSIPATION TEST
0.01 0.1 1 10 100
FUGRO Consultants, Inc.