Camarillo City Council
May 28, 2025

Also except as to a portion of said land, 50% of the oil, gas, minerals and other hydrocarbon substances located in or under said parcel, including the right to directionally drill and pass through the subsurface thereof, but without the right to enter upon the surface or subsurface to a depth of 500 feet as reserved by John B. Friedrich and Barbara M. Friedrich, husband and wife in deed recorded June 29, 1984 as Instrument No, 72457 of Official Records.

Assessor's Parcel No: 230-0-010-470; 230-0-020-240
Parcel B:

Lot B, as shown and designated on that certain Lot Line Adjustment No. LD-523A, recorded September 13. 2411 as Instrument No. 20110913-001343Z8 of Official Records, in the City of Camarillo, County of Ventura, State of California, and being a portion of Parcel B, Lot 1, Subdivision 57, Rancho El Rio de Santa Clara O'La CoIonia, as per map recorded in Book 3, Page 12 of Maps, and a portion of Lot B of Lot Line Adjustment No. LO-508 (A), recorded November 10. 2006 6$ Instrument No. 20061110-00239039 of Official Records in the Office of the County Recorder of said County.

Except as to a portion of said and, an undivided 1/2interest in all oil, gas and other hydrocarbon substances and minerals located on, in or under said real property, but without the right to enter upon the surface or subsurface above a depth of 550 feet, measured vertically from the surface of said real property, as reserved by Ralph J. Gisler by deed recorded June 22, 1966 in Book 3005, Paw_ 419 of Official Records.

Also except as to a portion of said land, SO% of the oil, gas, minerals and other hydrocarbon substances located in or under said parcel, including the right to directionally drill and pass through the subsurface thereof, but without the right to enter upon the surface or subsurface to a depth of 500 feet as reserved by John B. Friedrich and Barbara M. Friedrich, husband and wife in deed recorded June 29, 1984 as Instrument No. 72457 of Official Records.

 


 




 !
"#$% & '()
* 
+,%
-
1%#

"12
3
4  5 .
/%

 000 66
667869
:; 4  5 9<=((>; =)6??
66;

@A2*B" 
C
; D0 E)<&F
; GH<&F
; 4

I
 1%#
 ,J
$%

$#$





97H
)K?
L)()7L

@$/
" #
I%J 9


6H)7L 9
M
H7)6




NOPQROPQRSTUVWXYTYPZR[O\]Y^
_`ab _`ab ccdcce cdcce
1%#

"12
-
f%

%

.gJ# hg

@%
4/18/22, 1:24 PM NPMS Public Viewer
https://pvnpms.phmsa.dot.gov/PublicViewer/ 1/1
Change County Close Public Viewer
©USDOT PHMSA All rights reserved
+
−
2000 ft
Map data ©2022 Google Imagery ©2022 , CNES / Airbus, City of Thousand Oaks, Data CSUMB SFML, CA OPC, Data USGS, Landsat / Copernicus, Maxar Technologies, U.S. Geological Survey, USDA/FPAC/GEO Ready Zoom Level: 14 of 19 (1:24,000)
Closest Zoom for Pipelines (lat,long): 34.212033, -119.056841 Map Showing Pipelines in: Ventu Map Layers Query Tools Enter search term (min 4 chars) Help Accidents (Liquid)
Incidents (Gas)
Gas Transmission Pipelines
Hazardous Liquid Pipelines
LNG Plants
Breakout Tanks
Other Populated Areas (scale
dependent)
Highly Populated Areas (scale
dependent)
Commercially Navigable
Waterways
CNW Inland
Map Layers
4/18/22, 1:33 PM DOC CalGEM WellFinder
https://maps.conservation.ca.gov/doggr/wellfinder/#/-119.08115/34.21855/15 1/1 Well Finder
CalGEM GIS
More Info | Help | ©
 Well Status and Well Type Filter
Checkbox Filter 
 Search
  Zoom to Field
  Measurement
  Layers
 Notice and Permit 
  Submitted Notice of
Intention

  Approved Notice of
Intention/Permit

  Well Stimulation Permit
  Well 
  Well 
  Geothermal Well 
 Facility 
+
−

0.3mi
1:18,056 34.21628 -119.068809
 Enter place or location


Craig 11)
Prinfal Engineering Geologist
ice
1S0900 011SAS 18001
'28q3 424)5i1

WCS WCS
C618113616 No. 0401 0046022 No. 010 1253
FUGRO WEST, INC.

March 23, 2010
Project No. 97-42-2272
City of Camarillo
P.O. Box 248
Camarillo, California 93011
Attention: Ken Matsuoka

TRANSMITTAL
4820 McGrath Street, Suite 100
Ventura, California 93003-7778
Tel: (805) 650-7000
Fax: (805) 650-7010
Subject: Draft Materials Report U.S. Route 101/Springville Drive Interchange, Camarillo, California, dated July 24, 2000.

We are sending 1 draft copy of the above-referenced material for your use. Thank you for the opportunity to be of service.

Sincerely,
FUGRO WEST, INC.

LII Overnight a.m.

El Overnight p.m.

Regular Mail
Hand Delivery
A member of the Fugro group of companies with offices throughout the world.

ENVIRONMENTAL

ANALYTICAL CHEMISTS
June 21, 2007
City of Camarillo
Attn: Mr. Torn Smith
601 Carmen Drive
P. 0. Box 248
Camarillo, CA 93011
Lab ID : SP 705774
Customer : 2013007
Laboratory Report
Introduction: This report package contains total of 9 pages divided into three Case Narrative (2 Pages) : An overview of the work performed at FGL.

Chemical Results (3 Pages) : Results for each sample submitted.

Quality Control (4 Pages) : Supporting Quality Control (QC) results.

This report package pertains to the following sample:
sections:

Sample Description
Date
Sampled
Date
Received
FGL Lab
Sample ID # Matrix
SpringVille 05/24/2007 05/25/2007 SP 705774-01 GW
Sampling and Receipt Information: The sample was received, prepared and analyzed within the method specified holding times except those as listed in the table below.

Lab ID
_
Analyte/Method
Required
Holding Time
Actual
Holding Time
SP 705774-01 pH 15 36344 Minutes
All samples were received on ice. All samples were checked for pH if acid or base preservation required (except for VOAs). For details of sample receipt information, please see the attached Chain of Custody and Condition Upon Receipt Forms.

Quality Control: All samples were prepared and analyzed according to the following tables:

Inorganic - Metals QC
200.7 05/30/2007:D203 All preparation quality controls are within established criteria, except:

The following note applies to Calcium, Sodium:
408 Matrix Spike(MS) or Post Digestion Spike(PDS) has no Acceptance Range (DQ0) because of high analyte concentration in the sample. Data was accepted based on the LCS or CCV recovery.
05/31/2007:A - 1T203 All analysis quality controls are within established criteria.

Table continued on next page...
tY57
Corporate Offices & Laboratory Office & Laboratory Office & Laboratory Field Office P.O. Box 272 / 853 Corporation Street 2500 Stagecoach Road 563 East Lindo Avenue Visalia, California Santa Paula, CA 93061-0272 Stockton, CA 95215 Chico, CA 95926 TEL: (559) 734-9473 TEL: (805) 392-2000 TEL: (209) 942-0182 TEL: (530) 343-5818 FAX: (559) 734-8435 FAX: (805) 525-4172 FAX: (209) 942-0423 FAX: (530) 343-3807 Mobile: (559) 737-2399 CA NELAPCertification No. 01110CA CA ELAP Certification No. 1563 efly A. Dunnahoo, B.S.

June 21, 2007
City of Camarillo
Quality Control:

Lab ID : SP 705774
Customer : 2013007
Inorganic - Wet Chemistry QC
2320B 05/29/2007:B202 All preparation quality controls are within established criteria. 05/29/2007:A - TI201 All analysis quality controls are within established criteria. 2510B 06/01/2007:B212 All preparation quality controls are within established criteria. 06/01/2007:A - EC201 All analysis quality controls are within established criteria. 2540 C,E 05/29/2007:A235 All preparation quality controls are within established criteria. 300.0 05/25/2007:A215 All preparation quality controls are within established criteria. 05/25/2007:A - IC204 All analysis quality controls are within established criteria. 4500-H B 06/18/2007:A246 All preparation quality controls are within established criteria. 06/18/2007:A - PH203 All analysis quality controls are within established criteria. 5540C 05/25/2007:A218 All preparation quality controls are within established criteria. 05/25/2007:A - AMM All analysis quality controls are within established criteria.

Certification: I certify that this data package is in compliance with NELAC Standards, both technically and for completeness, except for any conditions listed above. Release of the data contained in this data package is authorized by the Laboratory Director or his designee, as verified by the following signature.

KAD:kdm

FG VIIONMENTAL
Laboratory Director
SP 705774: Case Narrative Page 2

ENVIRONMENTAL

ANALYTICAL CHEMISTS
June 21, 2007 Lab ID : SP 705774-01
Customer ID: 2-13007
City of Camarillo
Attn: Mr. Tom Smith
601 Carmen Drive
P. 0. Box 248
Camarillo, CA 93011
Description : SpringVille
Project Springville Interchange
Sampled On :

Sampled By :

Received On:

Matrix
May 24, 2007-09:30
J.Stage
May 25, 2007-10:10
Ground Water
Sample Results Inorganic
Constituent Results PQL Units MCL
Sample Preparation
Method Date/ID
Sample Analysis
Method Date/ID
General Mineral P:1,5,4
Total Hardness 2150 2.5 mg/L Calculation Calculation
Calcium 610 1 mg/L 200.7 05/30/07:D203 200.7 0513112007:A00 Magnesium 152 1 mg/L 200.7 05/30/07:D203 200.7 05/31/2007:A00 Potassium 4 1 mg/L 200.7 05/30/07:D203 200.7 05/31/2007 :A00 Sodium 337 1 mg/L 200.7 05/30/07:D203 200.7 05/31/2007:A00 Total Cations 57.7 -- meq/L Calculation Calculation
Boron 1.62 0.05 mg/L 200.7 05/30/07:D203 200.7 05/31/2007 :A00 Copper 40 10 ug/L 10002 200.7 05/30/07:D203 200.7 05/31/2007:A00 Iron 9850 50 ug/L 3002 200.7 05/30/07:D203 200.7 05/31/2007:A00 Manganese 830 10 ug/L 502 200.7 05/30/07:D203 200.7 05/31/2007:A00 Zinc 60 20 ug/L 50002 200.7 05/30/07:D203 200.7 05/3112007:A00 Gypsum Requirement 0.0 mg/L Calculation Calculation
SAR 3.2 0.1 mg/L Calculation Calculation
Total Alkalinity (as CaCO3) 430 10 mg/L 2320B 05/29/07:B202 2320B 05/29/2007:A00 Hydroxide ND 10 mg/L 2320B 05/29/07:B202 2320B 05/29/2007 :A00 Carbonate ND 10 mg/L 2320B 05/29/07:B202 2320B 05/29/2007:A00 Bicarbonate 530 10 mg/L 2320B 05/29/07:B202 2320B 05/29/2007:A00 Sulfate 1840 40* mg/I, 5002 300.0 05/25/07 . A2I5 300.0 05/25/2007 :A00 Chloride 130 20' mg/L 5002 300.0 05/25/07A215 300.0 05/25/2007:A00 Nitrate 460 8' mg/L 45 300.0 05/25/07:A215 300.0 05/25/2007 :A00 15:00 17:45
Nitrite as N ND 0.1 mg/L 1 300.0 05/25/07:A215 300.0 05/25/2007:A00 15:00 17:32
Fluoride 0.3 0.1 mg/L 2 300.0 05/25/07:A215 300.0 05/25/2007 :A00 Total Anions 58.1 -- meq/L Calculation Calculation
pH 7.6 - units 4500-H B 06/18/07:A246 4500-H B 06/18/2007:A00 15:14
Specific Conductance 4160 1 umhos/cm 16002 2510B 06/01/07:B212 2510B 06/01/2007:A00 Total Dissolved Solids 3810 40. mg/L 10002 2540 C ,E 05/29/07:A235 2540C 05/30/2007:A00 Total Dissolved Solids (sum) 4060 -- mg/L Calculation Calculation MBAS (foaming agents) ND 0.1 mg/L 0.52 5540C 05/25/07:A218 5540C 05/25/2007:A00 16:44 16:46
Aggressiveness Index 13.4 1.0 units Calculation Calculation Table continued next page... SP 705774: Chemical Results Page 1 Corporate Offices & Laboratory Office & Laboratory Office & Laboratory Field Office P.O. Box 272 I 853 Corporation Street 2500 Stagecoach Road 563 East Undo Avenue Visalia, California Santa Paula, CA 93061-0272 Stockton, CA 95215 Chico, CA 95926 TEL: (559) 734-9473 TEL: (805) 392-2000 TEL: (209) 942-0182 TEL: (530) 343-5818 FAX: (559) 734-8435 FAX: (805) 525-4172 FAX: (209) 942-0423 FAX: (530) 343-3807 Mobile: (559) 737-2399 CA NELAP Certification No. 01110CA CA ELAP Certification No. 1563 . - -
June 21, 2007
City of Camarillo
Lab ID : SP 705774-01
Customer ID: 2-13007
Description : SpringVille
Sample Results - Inorganic
Constituent Results PQL Units MCL
Sample Preparation
Method Date/ID
Sample Analysis
Method Date/ID
General Mineral P:1,5,4
Langlier Index 1.4 1.0 units Calculation Calculation
ND—Non-Detect. PQL=Practical Quantitation Lim4. I PQL adjusted for dilutions, concentrations, dry weight reporting, or limited sample.

MCL = Maxirnium Contaminat Level. 2- Secondary Standard.

Containers: (P) Plasuc Preservatives: (1) Cool 4°C, (5) HNO3 pH < 2, (4) 1-12SO4 pH < 2 SP 705774: Chemical Results Page 2
Fail
Pass
Pass
Pass
Fail
Fail
Pass
Fail
Pass
Fail
Fail
Pass

ENVIRONMENTAL

ANALYTICAL CHEMISTS
June 21, 2007
City of Camarillo
Lab ID : SP 705774-01
Description : SpringVille
Drinking Water Interpretation
Summary: Your water has a failure for one or more items on this sample report. Please see the table below to determine which items failed. Following the table is a brief explanation describing the significance of the failure and whether treatment may be required.

Inorganic - Primary
Nitrate
Nitrite as N
Fluoride
460
ND

0.3 mg/L
mg/L
mg/L
45 1
2 Inorganic - Secondary
Copper 40 ug/L 1000
iron 9850 ug/L 300
Manganese 830 ug/L 50
Zinc 60 ug/L 5000
Sulfate 1840 mg/L 500
Chloride 130 mg/L 500
Specific Conductance 4160 umhos/cm 1600
Total Dissolved Solids 3810 mg/L 1000
_ MBAS (foaming agents) ND mg/L 0.5
ND=Non-Detect.

MCL: The maximum level at which a constituent may be present and be considered acceptable for potability or aesthetics.

Primary: Items listed as primary are regulated because of health concerns. If there is a failure for a primary constituent treatment is normally required.

Secondary: Items listed as secondary are regulated because they may adversely affect the taste, odor or appearance of drinking water. They are not direetly health related. If there is a failure for a secondary constituent on a small public water system it is best to consult your regulator to determine if treatment is required. A secondary constituent failure for a private water system does not require treatment. However, the owner may wish to treat tbe water in order to improve the quality.

Treatment: If your water requires treatment we suggest that you contact a qualified water treatment company. They are normally listed in the yellow pages under the following topics:

Water Purification & Filtration Equipment
Water Softening & Conditioning Equipment
Water Treatment Equipment
SP 705774: Interpretations Page 3
MCL
Constituent Result Units MCL Below Above
Corporate Offices & Laboratory
P.O. Box 272 / 853 Corporation Street
Santa Paula, CA 93061-0272
TEL: (805) 392-2000
FAX: (805) 525-4172
CA NELAP Certification No. 01110CA
Office & Laboratory
2500 Stagecoach Road
Stockton, CA 95215
TEL: (209) 942-0182
FAX: (209) 942-0423
CA ELAP Certification No. 1563
Office & Laboratory
563 East Lindo Avenue
Chico, CA 95926
TEL: (530) 343-5818
FAX: (530) 343-3807
Field Office
Visalia, California
TEL: (559) 734-9473
FAX: (559) 734-8435
Mobile: (559) 737-2399

ENVIRONMENTAL
June 211t1
MTICAL CHEMISTS Lab ID : SP 705774
City of Camarillo Customer : 2-13007
Quality Control - Inorganic
Constituent Method Date/ID Type Units Conc. QC Data DQO Note Metals
Boron 200.7 05/30/2007:D203 MS mg/L 4.000 96.4% 75425
(VI 741032-01) MSD mg/L 4.000 96 5% 75-125
MSRPD mg/L 0.1% 20.0
200.7 05/31/2007:A 00-ICB ppm ND <0.1
00-CCB ppm ND <0.1
00-ICV ppm 5.000 103% 95-105
00-CCV ppm 5.000 99.4% 90-110
Calcium 200.7 05/30/2007:D203 MS mg/L 12.50 37 8% < 1/4 408 (VI 741032-01) MSD mg/L 12.50 47 8% < /4 408
MSRPD mg/L 0.7% ... 20.0
200.7 05/31/2007:A 00-ICB ppm ND <1
00-CCB ppm ND <1
00-1CV ppm 25.00 100% 95-105
00-CCV ppm 25.00 98.9% 90-110
Copper 200.7 05/30/2007:D203 MS ug/L 800.0 97.3% 75-125 (VI 741032-01) MSD ug/L 800.0 98.5% 75-125
MSRPD ug/L 1.2% 20.0
200.7 05/31/2007:A 00-1CB ppm ND <0.01
00-CCB ppm ND <0.01
00-ICV ppm 1.000 100% 95-105
00-CCV ppm 1.000 97.7% 90-110
Iron 200.7 05/30/2007:D203 MS ug/L 4000 95.5% 75-125
(VI 741032-01) MSD ug/L 4000 97.1% 75-125
MSRPD ug/L 1.6% .._ 20.0
200.7 05/31/2007:A 00-ICB ppm ND <0.05
00-CCB ppm ND <0.05
00-ICV PPIE 5.000 100% 95-105
00-CCV ppm 5.000 99.1% 90-110
Magnesium 200.7 05/30/2007:D203 MS mg/L 12.50 100% 75-125 (VI 741032-01) MSD mg/L 12.50 101% 75-125
MSRPD mg/L 0.5% ..-c.20.0
200.7 05/31/2007:A 00-ICB ppm ND <I
00-CCB ppm ND <I
00-ICV ppm 25.00 98.3% 95-105
00-CCV ppm 25.00 96.1% 90-110
Manganese 200.7 05/30/2007:D203 MS ug/L 800.0 97.4% 75-125 (VI 741032-01) MSD ug/L 800.0 97.6% 75-125
MSRPD ug/L 0.2% 20.0
200.7 05/31/2007:A 00-ICB P13111 ND <0.01
00-CCB PP111 ND <0.01
00-ICV PINT) 1.000 101% 95-105
00-CCV PP111 1.000 98.9% 90-110
Potassium 200.7 05/30/2007:D203 MS mg/L 12.50 111% 75-125 Report continued on next page...

Corporate Offices Offices & Laboratory Office & Laboratory Office & Laboratory Field Office P.O. Box 272 / 853 Corporation Street 2500 Stagecoach Road 563 East Undo Avenue Visalia, California Santa Paula, CA 93061-0272 Stockton, CA 95215 Chico, CA 95926 TEL: (559) 734-9473 TEL: (805) 392-2000 TEL: (209) 942-0182 TEL: (530) 343-5818 FAX: (559) 734-8435 FAX: (805) 525-4172 FAX: (209) 942-0423 FAX: (530) 343-3807 Mobile: (559) 737-2399 CA NELAP Certification No. 01110CA CA ELAP Certification No. 1563 •-• I.-I • .•
June 21, 2007 Lab ID : SP 705774
City of Camarillo Customer : 2-13007
Quality Control - Inorganic
Constituent Method Date/ID Type Units Conc. QC Data DQO Note Metals
Potassium 200.7 05/30/2007:D203 MSD mg/L 12.50 111% 75-125 MSRPD mg/L 0.5% ..c.20.0
2007. 05/31/2007:A 00-1CB ppm ND <1
00-CCB ppm ND <1
00-1CV ppm 25.00 101% 95-105
00-CCV ppm 25.00 98.2% 90-110
Sodium 200.7 05/30/2007:D203 MS mg/L 12.50 49.4% <¼ 408 (VI 741032-01) MSD mg/L 12.50 52.9% < V4 408
MSRPD mg/L 0.3% ...<_20.0
200.7 05/31/2007:A 00-1CB ppm ND <1
00-CCB ppm ND <1
00-1CV ppm 25.00 96.8% 95-105
00-CCV ppm 25.00 94.5% 90-110
Zinc 200.7 05/30/2007:D203 MS ug/L 2000 98.5% 75-125
(VI 741032-01) MSD ug/L 2000 99.0% 75-125
MSRPD ug/L 0.5% _..20.0
200.7 05/31/2007:A 00-ICB ppm ND <0.02
00-CCB ppm ND <0.02
00-ICV ppm 1.000 102% 95-105
00-CCV ppm 1.000 98.3% 90-110
Wet Chem
Bicarbonate 2320B 05/29/2007:B202 Dup mg/L 0.6% 4.78
Carbonate 2320B Dup mg/L 0.00 10
Chloride 300.0 05/25/2007:A215 LCS mg/L 25.00 102% 90-110 MS mg/L 500.0 107% 86-128
(SP 705781-01) MSD mg/L 500.0 106% 86-128
MSRPD mg/L 0.2% .23.0
300.0 05/25/2007:A 00-1CB ppm ND <1
00-CCB ppm ND <1
00-1CV ppm 50.00 107% 90-110
00-CCV ppm 25.00 102% 90-110
Fluoride 300.0 05/25/2007:A215 LCS mg/L 2.500 102% 90-110 MS mg/L 50.00 104% 81-126
(SP 705781-01) MSD mg/L 50.00 104% 81-126
MSRPD mg/L 0.7% • 12.1
300.0 05/25/2007:A 00-1CB ppm ND <0.1
00-CCB ppm ND <0.1
00-ICV ppm 5.000 102% 90-110
00-CCV ppm 2.500 104% 90-110
Hydroxide 2320B 05/29/2007:B202 Dup ing/L 0.00 10
MBAS (foaming agents) 5540C 05/25/2007:A218 MS mg/L 1.000 100% 90-110 Report continued on next page...

SP 705774: Quality Control Page 2
June 21, 2007 Lab ID : SP 705774
City of Camarillo Customer: 243007
Quality Control - Inorganic
Constituent Method Date/ID Type Units Conc. QC Data DQO Note Wet Chem
MBAS (foaming agents) 5540C 05/25/2007:A218 MSD mg/L 1.000 100% 90-110 MSRPD mg/L 0.0 0.1
5540C 05/25/2007:A 00-CCB mg/L ND <0.1
00-CCV mg/L 1.000 100% 99-101
Nitrate 300.0 05/25/2007:A215 LCS mg/L 20.00 102% 90-110 MS mg/L 400.0 106% 88-124
(SP 705781-01) MSD mg/L 400.0 105% 88-124
MSRPD mg/L 0.4% 5_ 29 .1
300.0 05/25/2007:A 00-1CB PP111 ND <0.4
00-CCB ppm ND <0.4
00-1CV ppm 40.00 106% 90-110
00-CCV ppm 20.00 102% 90-110
Nitrite 300.0 05/25/2007:A215 LCS mg/L 15.00 101% 90-110 MS ing/L 300.0 105% 91-121
(SP 705781-01) MSD mg/L 300.0 105% 91-121
MSRPD mg/L 0.3% 5_ 23 .8
300.0 05/25/2007:A 00-1CB ppm ND <0.3
00-CCB ppm ND <0.3
00-1Cy ppm 30.00 105% 90-110
00-CCV ppm 15.00 96.7% 90-110
pH 4500-H B 06/18/2007:A246 Dup units 0.1% 4.80
4500-H B 06/18/2007:A 00-CCV units 8.000 104% 95-105
Specific Conductance 2510B 06/01/2007:B212 Blank umhos/cm ND < 1 Dup umhos/cm 0.06% 0.372
2510B 06/01/2007:A 00-ICB umhos/cm ND <1
00-1CV umhos/cm 10000 99.6% 95-105
00-CCV umhos/cm 998.0 99.4% 95-105
Sulfate 300.0 05/25/2007:A215 LCS ing/L 50.00 99.9% 90-110 MS mg/L 1000 105% 78-137
(SP 705781-01) MSD mg/L 1000 104% 78-137
MSRPD mg/L 0.4% 12.3
300.0 05/25/2007:A 00-1CB ppm ND <2
00-CCB ppm ND <2
00-1Cy ppm 100.0 105% 90-110
00-CCV ppm 50.00 100% 90-110
Total Alkalinity (as CaCO3) 2320B 05/29/2007:B202 Dup ing/L 0.7% 3.42 2320B 05/29/2007:A 00-1CV mg/I 234.9 100% 90-110
00-CCV mg/1 234.9 93.6% 90-110
Total Dissolved Solids 2540 C,E 05/29/2007:A235 Blank mg/L ND <40 LCS mg/L 1000 99.8% 90-110
Report continued on next page...

SP 705774: Quality Control Page 3
Constituent Method Date/ID Type Units Conc. QC Data DQO Note the sample.

S) or Post Digestion Spike(PDS) has no Acceptance Range (DQO) because of high analyte Data was accepted based on the LCS or CCV recovery.

Wet Chem
Total Dissolved Solids 2540 C,E 05/29/2007:A235 DuP mg/L 1.6% 10.0 Explanations
408 Matrix Spike
concentration
MS/MSD : Matrix Spikes - A random sample is spiked with a known amount of analyte. The recoveries are an indication of how that sample matrix affects analyte recovery.

Duplicate Sample - A random sample with each batch is prepared and analyzed in duplicate. The relative percent difference is an indication of precision for the preparation and analysis.

Initial Calibration Blank - Analyzed to verify the instrument baseline is within criteria.

Initial Calibration Verification - Analyzed to verify the instrument calibration is within criteria.

Continuing Calibration Blank - Analyzed to verify the instrument baseline is within criteria.

Continuing Calibration Verification - Analyzed to verify the instrument calibration is within criteria.

Non-detect - Result was below the DQO listed for the analyte.

High Sample Background - Spike concentration was less than one forth of the sample concentration.

Data Quality Objective - This is the criteria against which the quality control data is compared.

Definitions
Blank Method Blank - Prepared to verify that the preparation process is not contributing contamination to the samples.

LCS : Laboratory Control Standard/Sample - Prepared to verify that the preparation process is not affecting analyte recovery.

Dup
ICB :

ICV :

CCB :

CCV :

ND :
< IA :

DQO :

June 21, 2007 Lab ID : SP 705774
City of Camarillo Customer : 2-13007
Quality Control - Inorganic
SP 705774: Quality Control Page 4

SAMPLING SECTION I
FRUIT GROWERS LABORATORY CHAIN OF CUSTODY ORAGiNAL

AND ANALYSIS REQUEST DOCUMENT

CLIENT DETAILS SECTION I
Client:

New Customer
Address: (..2/7 /.

SAMPLE LsFO YSES REQUESTED
om above)
Phone:

FAX:

Project name:

Contact person:

Billing Information (if dit
Name:

Address:

Phone:

FAX
Contact person:

Purchase order/con t/FGL quote number:

SAMPLE INFORMATION SECTION IV
Sample
Number
Location/Description Date of Crop Growth Samp
Planting Stge Dept

REMARKS SECTION V CUSTODY SECTION VI
11111111111111111111111111111111111111111111111•111MMIll ons on th reserse of this document:

Per Name; 4r,„2,-c';'.- Date
Print Name: Date
Pent Name. Date
Pnn be Sc. Date
ReIinquahcd by and subject
Relinquished b
Recetvedy
Relinquished by:

Received by.

CORPORATE OFFICE & LABORATORY
P..0 211-Tcl r,tro,,tion Street
9iLku-u2.7,
,-42-2Wo
OFFI
a, Calif or

OIFICE & LABORAT R
25rtn Smgecoach Road
CA QS215 73
,7-2399

REPORT INFORMATION SECTION III
Rush Analysis: 5 Days 7 Days
Subject to surcharge
QA/QC report required: yes
Tissue Monitoring Required: yes
Lab number:

Lab Loc: SP STK VIUl
- (-5-5
Ill 1ll tiVO

1. III. NI 1V
tIlt ItIlt..-I
Ott -
HIV' a
OrflittOI
O..
' Ii
foal,. ss s sol
0111.,
I 1t It V t ti \lit !so., higil Is,to i t
fah ,'ti, II
i,darfai 11, 11 ,
"stOt of ov sftis 4 of I'S rittt
ail 6 I in •
pro,411.. i1 c1 d- 4.E ois
1 OC:Vollninv
A
If yod anis! Pis• Mott. Ott: Oi -km
frao poi i MO. v. 0. vo OOVIO
IIIit! v.. h.
non v- t
, y 10.

VOW Y. Ati
......riofirc
ttO ,Aft111.1OR.I"vslit itt lit If
OtO,OVIVO10, Itt 01111
pi nu .1- our ;no:sown- .sf •
itt iNs OM' VVitIr ft
Wit, 'C.' OVA
hr.
oily of
inform ohm
matool
plaishiSV ruhns
shroisiti. fin you. stIlt;
hoinly shorgoatOt II 10111 tOO
soworv fv..W OnOVEIS'y loos ty III
obtaining It 00 Pos rehuypoli
VIOfIslatistO Of VOV Itotifivl tIlt ..0,stsww.wvrrs Ot VIVA tilstt.i I tv.chet.

Ws- pore, tc
s, J.44s ot mos h p
Olt V too:0C-it 4.1.SI1VAItt Io
IfA
I,P ti.VS
insi. ski h
1, 11
011 0 It It
tilt ItI
asoilinf
piuify y
It I, I III 1111.tf
IF V Pi b tIlt
tiepin:ft
obi
tilt II II to
:PO 'tut ft
'I t hIltt
faisopanglatiorgil
sly t vol I 1
o to ni
of ibis Amor:spin pro
b. Ts, Pio of.

1.1111'".. V VOL 11 111
floss Os ley. I ill
at, cost tt
ocifepossi IV t011 11.Ij huh!, t
Urn,i, 4 ",`1. ltit,tt-1t vv." , I. attt f
t It tstr011ikl 14 do lt I th.
soiI P..4 Of V: I Ol Tit V. Mello V. 1" I. fi,uu,h, • st lIlt Ill, tt.t 0 1 0 onoln hahtvt!
V
Is.
to vitamin:hi dOditflttt000tj to
not ly It not dot ho
• os lannaill 'hour propistly. Th.

III 1 0000 '1)10 MOlt
Poi coust ! slabs osi
is!
sI ch cm
;
it
ha., fossil
1,0yomf ftOovOlaNV ttOtts.

OUt OFO hinhOOd to Acts
sons, laisir onrshif OIIt III
sobisisoiracous ihat hoiiki opt
onticipatod.

Dor t v , not y is II, litltt'tfl'tt
s1101
Itti lit
ttV
ylIfO1ooddIVVO isni! tothiti
res001011S OVVOS dat:1 't.y
puiposasis.

Ural you. s
CFRNSIOVIOtsg, to Othors
if .11.40sc ag„ to
is • g
Pio hatpin yisi
iu,liyoahy, Pie !use...Pio daps
to I fthop! loogish of OM Vot
oor oplasni. tosininato isf au
h. Ohn.1 toil II I ft Iof10 OVOISt
y if we WO paid the
SO then sitirivill
Y stun snit ..vorli avri
us, fag aim work l'I/V it it
itit h t It I tot
I
It1 witi
ttOI 0111111t
fa Poo .v
by lin
II I s ff. u.to It.

AM lIt it
you agree o 00 noy lot ut
cthfttty tot I lit
nosh 11111
!lino of
hopsoi
any n'014.1.ified boo
nocessioy
lywibsissin
titlt' sy you high. uo. FOI yin
. !roArgr @f, Ow 0 I
tot' I'.c1 for in
Ohio!'
Ill
to ony to /
$500.00 pis& fil l
$250.00 sushiIf
FGL Environmental
Revision Date: 4/07/04 Doc ID: F2REC005.009
Page: 1 of 1
Santa Paula - Condition Upon Receipt (Attach to COC)
Sample Receipt:

1. Number of ice chests/packages received:

Note as OTC if received over the counter unpackaged.

2. Were samples received in a chilled condition? Temps ( 1 I. / / / /
prioritize further review. Please notify Microbiology personnel immediately of bacti samples received, must be documented below. If many packages are received at One time check for tests/H.T.'s/rushes/Bacti's to Acceptable is above freezing to 6° C. Also acceptable is received on ice (ROI) for the same day of sampling or received at room temperature (RRT) if sampled within one hour of receipt. Client contact for temperature failures

3. Do the number of bottles received agree with the COC? No N/A

4. Were samples received intact? (i.e. no broken bottles, leaks etc.) Clos No

5. Were sample custody seals intact? 6iLk Yes No
Sign and date the COC, obtain LIMS sample numbers, select methods/tests and print labels.

Sample Verification, Labeling and Distribution:

1. Were all requested analyses understood and acceptable? No

2. Did bottle labels correspond with the client's ID's? Cre)' No

3. Were all bottles requiring sample preservation properly preserved? Yes No (11ZA FGL

4. Were all analyses within holding times at time of receipt?

5. Have rush or project due dates been checked and accepted? Attach labels to the containers and include a copy of the COC for lab delivery.

Sample Receipt, Login and Verification completed by (initials):

Discrepancy Documentation:

Any items above which are "No" or do not meet specifications (i.e. temps) must be rqsolved.

1. Person Contacted: Phone Number: Initiated By: Date:

Problem:

Resolution:

2. Person Contacted:

Initiated By:

Problem:

Resolution:

Phone Number:

Date:
(2-13007
City of Camarillo
SP 0705774
SYT-05/25/2007-10: 29: 25
cbs No
Yes No
FRUIT GROWERS LABORATORY, INC.0 py

ANALYTICAL CHEMISTS
June 21, 2007 Lab ID : SP 705774-01
Customer ID : 2-13007
City of Camarillo
Attn: Mr. Tom Smith
601 Carmen Drive
P. 0. Box 248
Camarillo, CA 93011
Description : SpringVille
Project : Springville Interchange
Sampled On
Sampled By
Received On
Matrix
: May 24, 2007
: J.Stage
: May 25, 2007
: Ground Water
General Irrigation Suitability Analysis
Test Description Result Graphical Results Presentation
Cations mg/L % Lbs/AF Good
Possible
Problem
Moderate
Problem
Inc [easing
Problem
Severe
Problem
Calcium 610 53 1700 **
Magnesium 152 22 410 **
Potassium 4 0 11 **
Sodium 337 26 920 •
Anions
Carbonate < 10 0 0.0 •
Bicarbonate 530 15 1400 **
Sul fate 1840 67 5000 **
Chloride 130 6 350 1
Nitrate* 460 13 1300
Fluoride 0.3 0 0.8 •
Minor Elements
Boron 1.62 4.4 , I
Copper 0.040 0.11 •
Iron 9.8 27 •
Manganese 0.83 2.3 •
Zinc 0.060 0.16 •
Other
PH 7.6 units
E. C. 4160 umhos/cm
SA R 3,2 mg/L III
Crop Suitability
No Amendments Poor
With Amendments Poor
Amendments
Gypsum Requirement 0.00 Tons/AF Do not apply if Sulfuric Acid amendment is applied.

Sulfuric Acid (98%) 30 oz/1000Gal Or 73 oz/1000Gal of Urea Sulfuric Acid (15/49).

Leaching Requirement 42 %
Good NM 211=1 Problem Indicates physical conditions and/or phenological and amendment requirements.

Note: Color coded bar graphs have been used to provide you with 'AT-A-GLANCE interpretations. v* Used in various calculations: mg/L = Milligrams Per Liter (ppm) meq/L Milliequivalents Per Liter * To convert Nitrate to Nitrogen multiply result by 0.2259.

Report continued next page... SP 705774: Chemical Results Page I Corporate Offices & Laboratory
RC. Box 272 / 853 Corporation Street
Santa Rauia, CA 93061-0272
TEL (805) 392-2000
FAX: (805) 392-2063
Office & Laboratory
2500 Stagecoach Road
Stockton, CA 9521 5
TEL: (209) 942-0182
FAX: (209) 942-0423
Office & Laboratory
563 East Linda Avenue
Chico, CA 95926
TEL (530) 343-5816
FAX: (530) 343.3807
Field Office
Visalia, California
TEL: (559) 734-9473
FAX (559) 734-8435
Mobile: (559) 737-2399
June 21, 2007 Lab ID : SP 705774-01
Customer ID: 2-13007
City of Camarillo
Attn: Mr. Tom Smith
601 Carmen Drive
P. 0. Box 248
Camarillo, CA 93011
Description : SpringVille
Project : Springville Interchange
Sampled On :

Sampled By :

Received On:

Matrix
May 24, 2007
J. Stage
May 25, 2007
Ground Water
Interpretations and amendment application notes are presented on the last page. The above interpretation is based upon the tolerance of salt sensitive plants.

SP 705774: Chemical Results Page 2
June 21, 2007 Lab ID : SP 705774-01
Customer ID: 2-13007
City of Camarillo Description : SpringVille
Micro Irrigation System Plugging Hazard
Test Description Result Graphical Results Presentation
Chemical
Manganese
Iron
TDS by Summation

0.83 mg/L
Slight Moderate Severe
1 9.8 mg/L
4100 mg/L
No Amendments
pli
Alkalinity
Langlier Index
Total Hardness

7.6 units
430 mg/L

1.4 2200 mg/L
I
With Amendments
Alkalinity
Langlier Index
Total Hardness
pH
90 0.5
2200 mg/L

5.4 - 6.7 units
Good 11=1.11 Problem / II Indica es physical conditions andlor phenologicat and amendment requirements.

Note: Color coded bar graphs have been used to provide you with 'AT-A-GLANCE interpretations.

Water Amendments Application Notes:

The amendments recommended on the previous pages include:

Sulfuric Acid:

These products should be applied as needed to prevent emitter plugging in micro irrigation systems and/or as a soil amendment to adjust soil pH to facilitate leaching of salts. Please exercise caution when using this material as excesses may be harmful to the system and/or the plants being irrigated. The reported Acid requirement is intended to remove approximately 80 % of the alkalinity. The final pH should range from 5.4 to 6.7. We recommend a field pH determination to confirm that the pH you designate is being achieved. This application is based upon the use of a 98% Sulfuric Acid product. The application of Urea Sulfuric Acid is based upon the use of a product that contains 15% Urea (1.89 lbs Nitrogen), 49% Sulfuric Acid and has a specific gravity of 1.52 at 68 °F.

Guidelines for the above interpretations are sourced from USDA & U.C. Cooperative Extension Service publications. Please contact us if you have any questions.

FRUIT GROWERS LABORATORY, INC.

CEL:kdm Lessard
oil Scientist
SP 705774: Chemical Results Page 1
FRUIT GROWERS LABORATORY, INC.

ANALYTICAL CHEMISTS
June 21, 2007 Lab ID : SP 705774-01
Customer ID : 2-13007
City of Camarillo
Attn: Mr. Tom Smith
601 Carmen Drive
P. O. Box 248
Camarillo, CA 93011
Description : SpringVille
Project : Springville Interchange
Sampled On
Sampled By
Received On
Matrix
: May 24, 2007
: J.Stage
: May 25, 2007
: Ground Water
General Irrigation Suitability Analysis
Test Description Result Graphical Results Presentation
Cations mg/L % Lbs/AF Good
Possible —
Problem
Moderate
Problem
Increasing
Problem
Severe
Problem
Calcium 610 53 1700 **
Magnesium 152 22 410 **
Potassium 4 0 11 **
Sodium 337 26 920 •
Anions
Carbonate < 10 0 0.0 •
Bicarbonate 530 15 1400 **
Sulfate 1840 67 5000 **
Chloride 130 6 350 1
Nitrate* 460 13 1300
Fluoride 0.3 0 0.8
l•
1111
Minor Elements
Boron 1.62 4.4 1
Copper 0.040 0.11 III
Iron 9.8 27 •
Manganese 0.83 2.3 Ill
Zinc 0.060 0.16 •
Other
PH 7.6 units
E. C. 4160 umhos/cm
SAR 3.2 mg/L
Crop Suitability
No Amendments Poor
With Amendments Poor
.,
Amendments
Gypsum Requirement 0.00 Tons/AF Do not apply if Sulfuric Acid amendment is applied.

Sulfuric Acid (98%) .0 oz/1000Gal Or 73 oz/1000Gal of Urea Sulfuric Acid (15/49).

Leaching Requirement 42 %
Good Mt 11= Problem indica es physical conditions and/or phenological and amendment requirements.

Note: Color coded bar graphs have been used to provide you with 'AT-A-(iLANCE interpretations. ** Used in various calculations: mgIL = Milligrams Per Liter wpm) iney/L = Milliequivalents Per Liter * To convert Nitrate to Nitrogen multiply result by 0.2259.

Report continued next page... SP 705774: Chemical Results Page 1 Corporate Offices & Laboratory
P.O. Box 272 / 853 Corporation Strew
Santa Paula, CA 93061-0272
TEL: (805) 392-2000
FAX: (805) 392-2063
Office & Laboratory
2500 Slagecoach Road
Stockton, CA 95215
TEL: (209) 942.0182
FAX: (209) 942-0423
Office & Laboratory
563 East Undo Avenue
Chico, CA 95926
TEL. (530) 343-5818
FAX: (530) 343-3807
Field Office
Visalia. California
TEL (559) 734-9473
FAX: (559) 734-6435
Mobile: (559) 737-2399
June 21, 2007 Lab ID : SP 705774-01
Customer ID: 2-13007
City of Camarillo
Attn: Mr. Tom Smith
601 Carmen Drive
P. 0. Box 248
Camarillo, CA 93011
Description : SpringVille
Project : Springville Interchange
Sampled On :

Sampled By :

Received On:

Matrix :

May 24, 2007
I.Stage
May 25, 2007
Ground Water
Interpretations and amendment application notes are presented on the last page. The above interpretation is based upon the tolerance of salt sensitive plants.

SP 705774: Chemical Results Page 2
FRUIT WERS LABORATORY, INC.
_
Lessard
oil Scientist
June 21, 2007 Lab ID : SP 705774-01
Customer ID: 2-13007
City of Camarillo Description : SpringVille
Micro Irrigation System Plugging Hazard
Test Description Result Graphical Results Presentation
Chemical
Manganese
Iron
TDS by Summation

0.83 mg/L

9.8 mg/L
4100 mg/L
Slight Moderate Severe
I i
No Amendments
pH
Alkalinity
Langlier Index
Total Hardness

7.6 units
430 mg/L

1.4 ---
2200 mg/L
I
With Amendments
Alkalinity
Langlier Index
Total Hardness
pH
90 0.5 ---
2200 mg/L

5.4 - 6.7 units MINIM
Good 1111K: AIIM Problem III Indicates physical conditions and/or phenological and amendment requirements.

Note: Color coded bar graphs have been used to provide you with 'AT-A-GLANCE interpretations.

Water Amendments Application Notes:

The amendments recommended on the previous pages include:

Sulfuric Acid:

These products should be applied as needed to prevent emitter plugging in micro irrigation systems and/or as a soil amendment to adjust soil pH to facilitate leaching of salts. Please exercise caution when using this material as excesses may be harmful to the system and/or the plants being irrigated. The reported Acid requirement is intended to remove approximately 80 % of the alkalinity. The final pH should range from 5.4 to 6.7. We recommend a field pH determination to confirm that the pH you designate is being achieved. This application is based upon the use of a 98% Sulfuric Acid product. The application of Urea Sulfuric Acid is based upon the use of a product that contains 15% Urea (1.89 lbs Nitrogen), 49% Sulfuric Acid and has a specific gravity of 1.52 at 68 F.

Guidelines for the above interpretations are sourced from USDA & U.C. Cooperative Extension Service publications. Please contact us if you have any questions.

CEL:kdm
SP 705774: Chemical Results Page 1
FUGRO WEST, INC.

MATERIALS REPORT
US ROUTE 101/SPRINGVILLE DRIVE INTERCHANGE

CAMARILLO, CALIFORNIA
Prepared for:

ASL CONSULTING ENGINEERING
July 2000
_
- -
are any questions concerning the report.

Sincerely,
FUGRO WEST, INC.

Samuel M. Bryant, G.E. 2142
Associate Engineer
Please contact the undersigned
FUGRO WEST, INC.

ORO
11111111111111111r""41111111 0...".nom
misposse.mmi lisiesisomtomn
July 24, 2000
Projeet No. 97-42-2272
5855 Olivas Park Drive
Ventura, California 93003-7672
Tel: (805) 650-7000
Fax: (805) 650-7010
ASL Consulting Engineers
900 Avenida Acaso, Suite K
Camarillo, California 93012-8749
Attention: Mr. Kekoa Anderson
Subject: Draft Materials Report, U.S. Highway I fli 1'Springville Drive Interehange, Camarillo, California
Dear Mr. Anderson:

Fugro is pleased to present this Draft Materials Report for the proposed U.S. Highway 1010/Springville Drive Interchange project in Camarillo, California. This report was prepared in accordance with our proposal dated November 17, 1997, and ASL Consulting Engineers' agreement for Subcontract Professional Services (0550.849) dated January 28, 1998.

The report summarizes our field and laboratory testing data compiled during our evaluation, and provides recommendations for the design criteria for the roadway improvements.

Craig D. Prentice, C.E.G. 1602
Senior Engineering Geologist
SMB/CDP:eab
Copies Submitted: Mr. Kekoa Anderson, ASL Consulting Engineers (2) Mr. Dan Novak, ASL Consulting Engineers (1)
Mr. Patty McCauley, Caltrans (2)
C: \ DOCUMENTS AND SETTINGS \ RCYPHER \DESKTOMMATERIALS \ 2-CVELTR JULDOC A member of the Fugro group of companies with offices throughout the world.

July 2000
Project No. 97-42-2272
man
tause.ses pas,,sesseras"rams _ InimmorAhlmon

CONTENTS
Page

1.0 INTRODUCTION
LI Pertinent Reports and Investigations

1.2 Description of Projeet

1.2.1 Existing Facilities

1.2.2 Proposed Improvements

1.3 Climate

1.4 Terrain and Surface Drainage

2.0 SUBSURFACE CONDITIONS

2.1 Geologie Conditions

2.1.1 Regional Geology ........................... .........

2.1.2 Local Geology

2.2 Earth Materials

2.2.1 Introduction

2.2.2 Artificial Fill

2.2.3 Alluvium

2.3 Groundwater

2.3.1 Measurements

3.0 SEISMIC CONSIDERATIONS AND GEOHAZARDS

3.1 Historical Seismieity

3.2 Strong Ground Motion

3.3 Geohazards

3.3.1 Liquefaction and Liquefaction-Related Settlement

3.3.2 Landslides

4.0 EARTHWORK AND GRADING

4.1 Site Preparation and Roadway Foundation Considerations

4.1.1 Introduction

4.1.2 Use of Onsite Soils.

4.1.3 Subgrade Preparation Beneath Roadways

4.2 Cuts and Excavations

4.2.1 General

4.2.2 Exeavation Potential

4.2.3 Groundwater Control

4.2.4 Cut Slopes

4.2.5 Temporary Slopes

4.3 Embankments

4.3.1 Overexcavation

4.3.2 Slope Inclinations
CADOCUMENTS AND SETTINGS \ RCYPHERDESKTOP \ MATERIALS \ 2-TOC.JULDOC July 2000
Project No. 97-42-2272
GEM eiserams
newommawA moss mm"""''

CONTENTS -- CONTINUED

4.3.3 Approach Fill Settlement

4.3.4 Drainage and Erosion Considerations

4.3.5 Earthwork Factors

5.0 CORROSION EVALUATION

5.1 General

5.2 Review of Drainage Structures

5.3 Corrosion Testing

5.4 Concrete Cover Requirements

5.5 Cement Type Selection

5.6 Corrugated Metal Pipe

5.7 Plastic Pipe ............................................... ..... .

6.0 PAVEMENT STRUCTURAL DESIGN

6.1 Basis

6.1.1 General

6.1.2 R-Value

6.1.3 Traffic Index

6.2 Struetural Sections

6.2.1 Rigid Pavement

6.2.2 Flexible Pavement ............

6.3 Reeyeling

7.0 MATERIALS AVAILABILITY

8.0 RECOMMENDED MATERIALS SPEC1F CATIONS

9.0 CLOSURE

10.0 REFERENCES
Summary of Groundwater Observations
2 Summary of Corrosion Observations on Existing Drainage Structures 3 Summary of Corrosion Tests
4 Portland Cement Concrete Structural Sections
5 Summary of Reeommended Asphalt Concrete Pavement Structural Seetions 6 Class 4 Aggregate Subbase Grading Requirements
CADOCUMENTS AND SETTINGS \ RCYPHER \ DE SKTOMMATERIALS \ 2-TOC.JULDOC Page
Page
July 2000
Project No. 97-42-2272
nun
onamor"sma
goommeinslanon

MATERIALS REPORT
U.S. ROUTE 101/SPRINGVILLE DRIVE INTERCHANGE

CAMARILLO, CALIFORNIA

1.0 INTRODUCTION
This Materials Report is for the construction of new onramps and offramps associated with a new bridge (overcrossing) to be constructed over U.S. Route 101 in Camarillo, California.

The project is referred to as Springville Drive Interchange and extends from kilometer post (kp)

17.6 to kp 18.7. The site is located as shown on Plate 1 - Vicinity Map.

This report was prepared according to ASL Subcontractor Agreement 0550.849 with ASL Consulting Engineers (ASL), dated January 28 1998. Fugro's scope of services for this project consisted of field exploration and laboratory
t
es:t.to evaluate the geotechnieal conditions
at the site. On the basis of the information obtaine in oni the exploration, we have provided geotechnical recommendations for grading and for the design of pavements, drainage improvements, and embankments. Field exploration generally consisted of cone penetrometer test (CPT) soundings and drill holes to various depths at selected loeations for the bridge and approaches and observations of existing drainage facilities for signs of corrosion.

1.1 PERTINENT REPORTS AND INVESTIGATIONS
We have reviewed preliminary pnject design information provided by ASL (2000a) and as-built plans prepared for the two existing bridge structures located near the project vicinity.

The Central Avenue bridge (Bridge No. 52-270, Caltrans, 1964) is located approximately

1.04 km west of the project site at about kp 16.6. The Las Posas Road bridge (Bridge No. 52- 246, Caltrans, 1975) is located approximately 0.92 km east of the project site at about kp 19.6.

1.2 DESCRIPTION OF PROJECT

1.2.1 Existing Facilities

1.2.1.1 General Description
The site is located along U.S. 101 approximately midway between the existing bridge struetures at Central Avenue and Las Posas Road, in Camarillo, California. Currently, there is no existing bridge structure or onramp/offramp at the projeet site. The loeation of the site is shown on the Plate 1.

U.S. 101 is generally oriented along an east-west alignment and consists of three

3.6-meter-wide traffie lanes in each direction in the project vieinity. The traffie lanes are C \ DOCUMENTS AND SETTINGS \RCYPHER \DESKTOMMATERIALS12-RPTJULDOC The pavement sections all appear to be undramecl.

1.2.2 Proposed Improve
July 2000
Project No. 97-42-2272 ge assessinte
rwrommemeWa„ il
separated by an approximately 2.3-meter-wide earthen median. Additionally, 1.5-meter-wide asphalt concrete (AC) shoulders are present in most areas. We understand that in the project vicinity, U.S. 101 was constructed in about 1972 and upgraded in about 1982.

In the project vicinity, Ventura Boulevard, an east-west-trending, two-lane frontage road, is located approximately 2 meters south of the U.S. 101 right-of-way. An east-west-trending private access road is located about 2 to 6 meters north of the U.S. 101 right-of-way. The City of Camarillo proposes to construet a new city street, Springville Drive, that will be oriented approximately north-south and will cross U.S. 101 via the new bridge structure.

1.2.1.2 Pavements
Roadway surfaces along U.S. 101 within the project limits are paved with Portland Cement Concrete (PCC). Ventura Boulevard is paved with AC. The private roadway north of U.S. 101 is paved with AC east of about kp 19.0 and is unpaved west of about kp 19.0.

As described in the as-built plans (Caltrans, 1982. pavement sections for the existing roadways are as follows.

For the U.S. 101 shoulders, the seetion appears to consist of the following:
• About 150 millimeters (mm) (0.45 feet) of AC
• 150 mm (0.45 feet) of aggregate base (AB)
• 250 mm (0.8 feet) of aggregate subbase (AS)
The proposed Springville Drive Interchange project consists of constructing a new bridge structure, and new onramps and offramps. A generalized site plan is presented on Plate 2 - Subsurface Exploration Map.

Improvements for roadway portions of the project generally involve:
• Construction of new southbound and northbound onramps and offramps, • Construction of a new Springville Drive bridge (overcrossing) by the City of Camarillo that will eross over U.S. 101 at the new bridge, and Improving existing drainage systems and relocation of existing utilities.

CADOCUMENTS AND SETTINGS \ RCYPHER \DESKTOP,MATERIALS 2-RPT.JULDOC 2 July 2000
Project No. 97-42-2272

1.3 CLIMATE
The climate in the project region is typically characterized by long, dry, cool to hot summers and short, temperate, moderately wet winters. Annual rainfall in the project region averages approximately 0.4 meters (County of Ventura, 1989). Coastal fog is intermittently common throughout the year due to the proximity of the project to the Pacific Ocean. Low temperatures in the project region fall to near or below freezing during the winter months; however, freeze-thaw considerations are not likely to affect the project.

1.4 TERRAIN AND SURFACE DRAINAGE
Thc topography south of U.S. 101 is generally characterized by a gentle southwestward slope of about 3 to 4 percent, while north of U.S. 101, the topography slopes to the southsouthwest at about 5 percent. Site elevations ran from a low of about elevation (El.) +24 meters above mean sea level near the western d f f the project area to a high of about El. +27 meters near eastern end of the project area (see Pla°te 2). Surface drainage in the vicinity of the project is generally sheet flow towards natural and man-made drainage systems.

2.0 SUBSURFACE CONDITIONS

2.1 GEOLOGIC CONDITIONS

2.1.1 Regional Geology
The project site is located on the Oxnard Plain within the Transverse Ranges . geologic/geomorphie province of California. That province s characterized by generally east- i west-trending mountain ranges composed of sedimentary and volcanic rocks ranging in age from Cretaceous to Recent. Major east-trending f
'
olds reverse faults, and left-lateral strike-slip faults reflect regional north-south compression and are characteristic of the Transverse Ranges. The Oxnard Plain represents the ancient delta of the Santa Clara River and is typified by nonconsolidated to loosely consolidated di osits of silt, clay, sand, and gravel.

2.1.2 Local Geology
The earth materials exposed near the project site inelude artificial fill and alluvium. In general, fill and alluvial materials consist of a mixture of lean clay, silty sand to clayey sand, and sand. A description of the soil and groundwater conditions cncountered in our exploration is presented in Sections 2.2 and 2.3.

CADOCUMENTS AND SETTINGS \ RCYPHERlDESKTOP MATERIALSQ-RPTJULDOC -3 If
a
July ,C=_") 00
Proj No. 97-42-2272 act.A

2.2 EARTH MATERIALS

2.2.11 introduction
Our description of the soil and groundwater conditions is based on the results of the fi expl :::=3,4--ation and laboratory testing programs. Three CPTs (CPT-1 through CPT-3) and nine d hole (DH-1 through DH-9) were advaneed in the area of the proposed improvements ( Plat( 2 through 4, and Appendix A). Interpreted subsurface conditions are portrayed Plat <-3 - Soil Survey Sheet and Plate 4 - Log of Test Borings.

Subsurface materials include a thin layer of artificial fill underlain by alluvium at loca_ i c>ns explored for this study. Based on our interpretation of the CPT and drill hole logs, sub -
-tArface conditions consist of interbedded lean elay, silty sand to elayey sand, and sand.

2.2 Artificial Fill
Artificial fill materials were encountered at all of the exploration locations advanced the ..-tudy. In general, the fill materials were on the order of about 0.2- to 1.4-meters-thick con i sted of lean clay with lesser amounts of silty and clayey sand. The fill materials appe . hav- similar engineering parameters to the underlying native alluvium.

2.2 Alluvium
ti
Alluvium was encountered beneath artificial fill matcrials in each of the CPTs an eigI, of of the nine drill hole loeations. Drill hole DH-9 was terminated at a depth of a

1.4 ---rieters on what appeared to be an unlocated, abandoned pipeline. Thus, alluvium wa enc .16;iiuntered and the depth of the fill is not known at that location.

The alluvial materials appear to consist primarily of interbedded very soft to very lea clay and sandy lean clay and very loose to dense silty sand, clayey sand, and sand witl (131— A ts 3 and 4, and Appendix A. interpreted field N-values1 for the sampled alluvial mat( rani_ from 1 to 71 blows per 0.3m. Blow counts of 1 to 10 per 0.3m were common in the I. 101 in DH-1 through DH-3 and to the depths explored (about 5m) drill holes DH-3 thr —9 (Appendix A).

Results of laboratory tests performed on samples of alluvial materials indicate tht densities range from about 12.2 to 21.4 kiloNewtons-per-cubie meter (1N/m3) and tht rnc is-tore contents range from about 9 to 44 percent for the materials tested (Plates 3 and 4 Ap..„ --rtriolix A).
standard penetration test (SPT) N-value blow counts summarized in the main text refer to field values. Field SP .c cp. wits and blow counts using modified California samplers are shown on the drill hole logs. SPT N-values were es -
from California liner blow counts by dividing the California liner blow counts by 1.6.

CADt. ) cJ IVIE NTS AND SETTINGS \ RCYPHER DESKTOMMATERIALSQ-RPTJULDOC July 2000
Project No. 97-42-2272
GIMP •
411,
effort required to excavate the drill holes, we expect that the soils encountered can be exeavated with typieal heavy-duty grading equipment in good working order.

4.2.3 Groundwater Control
As described in Section 2.3, groundwater was eneountered in our drill holes at elevations ranging from about +20.9 up to +24.4 meters.

Groundwater likely will impact grading for the abutments and ramps for excavations extending below an elevation of about 25 meters.

We note that during the rainy season or as a result of irrigation praetiees, seeps and perehed groundwater may be encountered. Dewatering and diversion of surface water should be provided such that water is not permitted to enter excavations.

4.2.4 Cut Slopes
Project plans (ASL, 2000b) indieate that cut slopes are not planned for the Springville Drive Interehange project.

4.2.5 Temporary Slopes
The contractor should be responsible for job sit e safety, and for the design of temporary slopes or shoring systems. The contractor ,should desi leraporary exeavations over 1.5 meters deep according to the applicable safety regulations and standards of (Cal) OSHA. OSHA guidelines apply mainly to safety, More . Int of conservative measures may be needed to reduce the risk to permanent structures from temporary excavations.

As guidance for des gn, we have tinated temporary slope inelinations on the basis of the soil conditions encoun ered and OSHA guidelines. As described in previously, soil materials encountered in our CPTs and drill holes generally range from very soft to firm lean clay and very loose to loose silty sand and sand within about the upper 5 meters at the locations explored. For those conditions, dry temporary slopes can likely be excavated at inclinations of 1 vertical to 1 horizontal (1v:1h) depending on the soil conditions eneountered at specific locations.

OSHA provides for temporary slope inclinations up to a maximum depth of 6 meters.

Steeper and/or higher slopes will likely need to be shored and should be evaluated by the contractor on a case-by-ease basis. The contraetor should review and revise the design of temporary slopes or shoring on the basis of the soil conditions revealed by eonstruction, as needed.

C:\DOCUMENTSAND SETTINGS \ RCYPHERCESKTOMMATERIALS \ 2-RPTIULDOC - 1 0 - July 2000
Project No. 97-42-2272 Oh.

4.3 EMBANKMENTS

4.3.1 Overexcavation
To provide reasonable uniform support for new embankments, we reeommend that the existing soils be removed to a minimum depth of 1.0 meters below the existing ground surface.

4.3.2 Slope Inclinations
Based mainly on apparent past performance of existing embankment slopes and typical Caltrans requirements, we recommend that embankments side slopes be inclined no steeper than lv:2h. Embankment endslopes may be inelined no steeper than lv:1.5h where they are protected by slope paving.

4.3.3 Approach Fill Settlement
The new bridge construction projeet will include cti uction of up to about 8-meter-high abutment fills on both the northern and southern sides- of LS.1 01 Settlement of the underlying clay soils due to placement of the abutment fills is anticipated.

4.3.3.1 Estimated Settlement
The proposed overcrossing bridge ill icffli in the construction of new approach embankment fills. The approach embankmit will range up to about 8 meters. Placement of fill for the embankments will result in settlement primanly due to consolidation of compressible • clay soils beneath the site.

Settlement of up to abou O. ± 0.1 meter is estimated as a result of placement of the embankment fills. Calculations, presented in Appendix C, are based on simple one-dimensional analyses.

4.3.3.2 Waiting Period
Because subsurface materials consist primarily of clay, the time-rate of settlement poses an impact to construction scheduling. Estimates of the time to about a 90-percent degree of consolidation are on the order of about 2-1/4 months. Hence, in accordance with Caltrans (1999c), Seetion 19-6.025, a settlement period of at least 3 months is recommended prior to construction of foundations.

4.3.3.3 Monitoring
Settlement should monitoring using settlement plates. Settlement plates should be place at the following locations:

C:V)OCUMENTS AND SETTINGS \ RCYPHER \ DESKTOP \ MATERIALS \ 2-RPT.JULDOC

5.0 CORROSION EVALUATION
July 2000
Project No. 97-42-2272
G
• , - • m
1111111111111111"11111111
• Centerline of both the northern and southern approach embankments, about 3 meters back from the crest.
• Centerline of both the northern and southern approach embankments, about 30 meters back from the crest.

4.3.4 Drainage and Erosion Considerations

4.3.4.1 Drainage
Surface drainage should be designed such that water is not permitted to run over embankment slopes. Surface drainage should be directed away from the top of the slope with curbs and dikes. Overside drains should be provided to collect surfaee water and transport the water to the base of the slope. Provisions should be made to reduce the potential for water outletting from the drains to erode or undermine the base of the slope.

4.3.4.2 Erosion Control
Erosion control measures such as hydroseedg shou d be designed to reduce the potential for erosion while vegetation is being established on slopes. Ongoing maintenance of slopes should be provided as needed, to assist in establishing appropriate vegetation on the slopes and to repair erosion that occurs while vegetation is being established.

4.3.5 Earthwork Factors
Our estimated earthwork factor is based on a comparison of in-place dry density test results performed on sekcted soil samples enciauntered in our drill holes and estimated maximum densities. We recommend using an earthwork shrinkage factor of 0.85 for onsite soil that is to be removed and replaced as compacted fill.

5.1 GENERAL
The eorrosion evaluation for this projeet eonsisted of the following:
• Observing existing drainage structures for visual signs of corrosion; and • Performing corrosion tests (resistivity, pH, chlorides, sulfates) on selected soil samples collected during our field exploration program.

The results of the corrosion evaluation suggest that the onsite soils are corrosive towards metal and concrete based on Caltrans guidelines as described below.

CADOCUMENTS AND SETTINGS \ RCYPHER \DESKTOP \ MATERIALS12-RPTJULDOC - 12- July 2000
Project No 97-42-2272
RD *1
O
.11ffseneuvwiffs ..k,.....

LeignmoleSswo 4161"41.1441.1 6,

5.2 REVIEW OF DRAINAGE STRUCTURES
As part of the corrosion study, we visually observed the conditions of existing drainage structures in the project area. Our observations are summarized in Table 2 - Summary of Corrosion Observations on Existing Drainage Structures.

In general, in our opinion, the observed conditions of the existing corrugated metal pipes (CMP) and the existing concrete culvert structures appears to be fair.

Table 2. Summary of Corrosion Observations on Existing Drainage Structures Approxlmat
ocation
Station
Description of Dram age G neral Surface Condtion Observed Inlet Outlet
U.S. 101
167+39
U.S. 101
167+39
Concrete box structure; 60 cm x 90 cm; e Ic ds under
U.S. 101 in north-south direction
Good condition; no visible infilling;
approximately 3mm of water in culvert
U.S. 101/
Ventura
Blvd.
165+60
U.S. 101/
Ventura
Blvd.
165+60
Corrugated metal pipe; 45-cm diameter; thick ss not
measurable; with concrete headwalls; appears to xt rid
east west; located south of U.S. 101 between Ventura
Blvd. and U.S. 101 appears to intersect culvert described below
Fair condition; approximately 50 percent infilled
th silty sand and organics
U.S. 101
165+60
Ventura
Blvd.
165+60
Triple concrete box structure; 122 cm x 2 cm each;
headwall on southern end; two westernmost boxes extend
under U.S. 101 in north-south direction; appears to
intersect culvert described above
Fair to good condition; approximately 1 cm to 8
cm of silty sand infill with scattered trash debris;
approximately 1 mm of flowing water
U.S. 101/
Ventura
Blvd.
164+66
U.S. 101/
Ventura
Blvd.
164+66
Corrugated metal pipe; 45-cm diameter; thickness not
measurable; appears to extend approximately east -west:
located south of U.S. 101 between Ventura Blvd. and
U.S. 101; concrete headwall on east end; west end of
culvert intersects culvert described below
Fair condition; approximately 5 cm of silty sand
infill, with organics and few gravel
U.S. 101
164+66
Ventura
Blvd.
164+66
Triple concrete box structure; 122cmx 62 cm each;
headwall on southern end; two westernmost boxes extend
under U.S. 101 in north-south direction; appears to
intersect culvert described above
Fair condition; approximately 0 to 4,mm of silt
with some gravel infill; up to about 3 mm of
water flowing to south
U.S. 101/
Ventura
Blvd.
1 6 3 +70
U.S. 101/
Ventura
Blvd.
163+70
Corrugated metal pipe; 45-cm diameter; thickness not
measurable; appears to extend approximately east-west;
located south of U.S. 101 between Ventura Blvd. and
U.S. 101. concrete headwall; interseets culvert described below
,
Fair condition; approximately 60 percent Mulled
with silty sand with organics and gravel
U.S. 101
1 6 3+70
Ventura
Blvd.
163+70
Double concrete box structure; 122 cm x 58 cm each;
appears to extend from center divider of U.S. 101 (inlet) to south of Ventura Boulevard; intersects culvert
described above
Fair condition, some spalled concrete visible on
headwall exposing rebar; approximately 3 to
5 cm of silty sand with abundant trash debris
infill
U.S. 101
162+10
Ventura
Blvd.
162+10
Double concrete box structure; 122 cm x 58 cm each;
appears to extend from center divider of U.S. 101 (inlet) to south of Ventura Boulevard
Fair to good condition; 7 to 10 ern of silty sand
infill with up to 30 cm of infill at outlet
U.S. 101
1 5 9+12
U.S. 101
159+12
Corrugated metal pipe; 45-cm diameter; 2 mm thick;
appears to extend from center divider of U.S. 101 (inlet) to north of Ventura Boulevard
Fair condition; approximately 60 percent infilled
with silty sand with organics, gravel, and trash
debris; overgrown with iceplant
Ventura
Blvd.
1 5 9+12
Ventura
Blvd.
159+12
Triple concrete box structure; each 122 cm x not
measurable (due to being completely infilled); appears to extend north-south under Ventura Boulevard
Fair condition; appears to be 100 percent infilled
with silty sand
CADOCUMENTS AND SETTINGS \ RCYPHERCESKTOPWATERIALSV-RPT.JULDOC - 13 - sr 91 e I Of, 'I 41
-finwrn
LessimeiNme mm""mm
July 2000
Project No. 97-42-2272

8.0 RECOMMENDED MATERIALS SPECIFICATIONS
Fill placement and grading operations should be performed aeeording to the grading reeommendations of this report and the Standard Specifications. The recommendations contained in the Standard Speeifications set forth the standards needed to satisfy other reeommendations of this report. We recommend that requirements for fill material, backfill, and compaction be performed in accordance with the Standard Speeifications. Materials discussed or used in this report, as they relate to the Standard Specifieations, are diseussed as follows:
• Asphalt Concrete. Asphalt concrete shall consist of Type B. 19-mm max/medium grading conforming to Seetion 39, "Asphalt Concrete," of the Standard Specifications.
• Aggregate Base. Aggregate base shall be Class 2 conforming to Section 26-1.02A, "Class 2 Aggregate Base," of the Standard Specifications. • Aggregate Subbase. Aggregate subbase ha1I be Class 4 conforming to Section 25-1.02B, "Class 4 Aggregate Subbase." of the Standard Specifications and Standard Special Provisions. Aggregate shall conform to the grading and quality requirements shown in Table 6 - Class 4 Aggregate Subbase Grading Requirements, for Class 4 aggregate subbase:

Table 6. Class 4 Aggregate Subbase Grading Requirements PerccnIagt ssi g
S ve Size
( ) ral rig R a ne n c Comp hance
75 m

4.75 tn.

0.075 mm

63.5 nn
100
87-100
35-100
0-20
100
90-100
30-100
0-23

QUALITY REQL'IREMENTS
Tesl Operatni Range ( act Co plian
Sand Equivalent
Resistance (R-value)
21 mm.
--
18 mm.
50 min.
• Cement Treated Permeable Base. Cement treated permeable base shall conform to Section 29-1.02B, "Cement Treated Permeable Base," of the Standard Specifications. • Asphalt Treated Permeable Base. Asphalt treated permeable base shall eonform to section 29-1.02A, "Asphalt Treated Permeable Base," of the Standard Specifications. • Imported Borrow. Imported borrow shall conform to Seetion 19-7.02, "Imported Borrow," of the Standard Speeifications. Imported borrow placed within the upper CADOCUMENTS AND SETTINGS \RCYPHER DESKTOMNIATERIALS 2-RPT.JULDOC - 18-

9.0 CLOSURE
July 2000
Project No. 97-42-2272
GRID Nomm,_ -Nmi
L
i ammo imir'Nli itamiv

1.3 meters below the grading plane (as measured below the bottom of structural section) shall have an R-value, as determined by California Test 301, of no less than 15 • Portland Cement Concrete Pavement. Portland cement concrete for pavements shall be Class B, conforming to Section 90, "Portland Cement Concrete," of the Standard Specifications.
• Imported Shoulder Backing Material. Imported shoulder baeking material shall consist of materials conforming to the grading requirements of Seetion 26-1.02A, "Class 2 Aggregate Base," of the Standard Specifications. Quality requirements are waived. Material for shoulder backing may also consist of earthen material taken from planned excavations and residue from cold planing of asphalt concrete. Asphalt concrete residue shall not be placed within 90 meters of a streambed.

Fugro prepared the conclusions and professional ojirin. presented in this report in aceordance with generally accepted geotechnical engineering principles and praetices at the time and location this report was prepared. This stat 'tient is in iiii of all warranties, expressed or implied.

This report has been prepared for Ai Consulting Engineers and their authorized agents only. The report may not contain sufficient information for the purposes of other parties or other uses. If any changes are made in the project as described in this report, the conclusions and recommendations contained in this report should not be considered valid unless Fugro reviews the changes and modifies and approves in writing the conelusions and recommendations of this report. This report and the drawings contained in this report are intended for design-input purposes; they are not intended to act as construction drawings or specifications.

Soil and roek deposits can vary in type, strength, and other geotechnical properties between points of observations 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 conelusions and recommendations presented in this report are based upon the findings at the points of exploration, interpolation and extrapolation of information between and beyond the points of observation, and are subjeet to confirmation based on the eonditions revealed by eonstruction.

CADOCUMENTS AND SETTINGS \RCYPHER \ DESKTOP \MATERIALS \ 2-RPT.JULDOC - 19 - July 2000
Project No. 97-42-2272
Gnu
teamoso
gmannowl 4 sebtaM

10.0 REFERENCES
Applied Teehnology Council (ATC) (1996), ATC-32 - Improved Seismic Design Criteria for California Bridges: Provisional Recommendations, prepared for the California Department of Transportation.

ASL Consulting Engineers (2000a), Type Selection Study, Airport North Road Over Route 101, Caltrans District 07, Ventura County, Route 101, Kilometer Post 17.6/18.7, EA 191601, CU , a report for City of Camarillo, California, April.

ASL Consulting Engineers (2000b), "Project Plans for Construction on State Highway in Ventura County in Camarillo, From 1.04 km West of Central Avenue to 0.92 km East of Las Posas Road on Route 101," 65% Submittal, April H.

Barker, R.M., Dunean, J.M., Rojiani, K.B. Ooi, P.S.K., Tan, C.K., and Kim, S.G. (1991), "Manuals for the Design of Bridge Foundations," National Cooperative Highway Research Program Report 343, Transportation Research Board, National Research Council, Washington, D.C., December.

Blake, T.F. (1994), EQSEARCH, A Computer Progran lvi the Estimation of Peak Horizontal Acceleration From California Historical Earthquake Catalogs, User's Manual, 104 pp.

Caltrans (2000), Review Comments pertaining to Fugro s "Input to Structure Type Selection," Memorandum to Office of Special Funded Projects, February 4. (1999a), "Interim Corrosion Guidelines br Foundation investigations," Corrosion Technology Section, Office of Materials and Foundations, May. (1999b), 'Draft Corrosion Specification,' Corrosion Technology Section, Office of Materials and Foundations, May.
(1999c), Standard Specifications, July.
(1995), Highway Design Manual, 5th Edition, July.
(1975), Log of Test Borings, Las Posas Road Overcrossing (Replace), As-Built, Oetober 9.
(1964), Log of Test Borings, Central Avenue Overerossing (Replace), As-Built, October 9.

Dibblee, T.W., Jr. (1990), Geology of the Camarillo and Newbury Park Quadrangles, Ventura County, California.

C \ DOCUMENTS AND SE1T4NGS \ RCYPHER DESKTOPWATERIALS 2-RPT.JULDOC - 20 - PLATES
July 2000
Project No. 97-42-2272
.4cAW
A A

PROJECT
SITE
BASE MAP SOURCE: USGS 7.5' Camarillo, California quadrangle map (photorevised 1967).

NORTH
0 1000 2000
FEET

SITE LOCATION MAP
U.S. Route 101/Springville Drive Interchange PLATE 1
CD
-7
ND
73 9742 2272planAwg(0,2-6),m2272plon.pcp j.0 00 )O 010WJX0AdV Approxi
mate Location of CPT
CD
0 0 I
0 0
Lr)
70 0
CD
r—H
CD
<
cr)
u!liolenVI :Boanos dVirg 3SVEI 0111.1SpS BILLIOBE0 '(96 nwpcen uopaseqdnj pJeze > > > > > > 0 0 0 0 0 0
0 0 0 0 0 0

CD CD CD CD CD CD

CD CD CD CD CD CD
al al al CT3
000550
0 0 0 0 0 0
o o o o o
F> 6' r> cccccc
33v4) saenbipepalq!paio
-
10 1
SHAI2IA011>i

1.11100M
"co
0 CD
(/)
—s.
0 CO
CD
0 CD
CD
cO
CD
9742 \ 2272hazdsf(1,2)
July 2000
Project No. 97-42-2272
141
0+) '
.,•-r '',,,,P ' ' ,
r.:,, ,--- - , •
, ,•••,..,' 0 •
-,
L. ' :-•
;
-
r••.-, 0 •
r, .,,,,
1 e '
, if. , .4
a
mr-
(6) NOUN/2131300V 1\AJI.03dS
PLATE 6
immimmombk.
mos

2.8 mm
11111111111111
1111111b:41110111111b.
=MN 11111111111111111
1111111111111111M
7 Galvanized SteePiletal
thickness as indicated
F:77771.5 man
I.L._;;;L:L:LI Aluminum Acceptable
Aluminized Steel equivalent
to Galvanized Steel
Aluminized Steel equivalent
to one size thicker
Galvanized Steel
NOM .

DH-3 @ 3.1 m

3.5 mm
11 1111 _1 __ 11.1
11111101W111111111111111 1111111Mmiiiimiimili
IL
2i 15.4 m, DH-3 .13.6m
.111111111111111111111
July 2000
Project No. 97-42-2272
Minimum Thickness of Metal Pipe
for 50 Year Maintenance Free Service Life
50,000
• 20,000
2 9 10,000
>-
I5 5,000
1::
3,000
1-r j
• 2,000
• 1,500
5 1,000
500
200
4 5.5 6 77.3 8 8.5 9 10
pH
Notes 1. For pH and minimum resistivity levels not shown refer to California Test 643.

2. Refer to CULVERT 3 computer program for service life estimate due to various corrosive conditions.

RESULTS OF CORROSION TESTING
U.S. Route 101/Springville Drive Interchange PLATE 7

APPENDIX A

FIELD EXPLORATION
July 2000
Project No. 97-42-2272
linnni
rimmirotams
auk

APPENDIX A

FIELD EXPLORATION
General
The field exploration for this projeet has eonsisted of excavating nine exploratory drill holes and three cone penetration test (CPT) soundings between February 7 and February 9, 2000, and condueting a corrosion survey on April 19, 2000. Three of the drill holes (DH-1 through DH-3) and the three CPTs were advanced in the area of the proposed Springville Drive overerossing. Drill holes DH-4 through DH-9 were advanced near areas of the proposed on- and off-ramps. The exploration locations are indicated on Plate 2.

The drill hole logs are presented on Plates A-1 through A-9 - Logs of Drill Holes. A legend to the logs is presented on Plate A-10 - Key to Terms & Symbols Used on Logs. The CPT soundings are presented on Plates A-11 through A-13 - Logs of CPT Soundings. A soil classification chart is presented on Plate A-14 soil Classification Chart. CPT and drill hole f locations were determined by tape measurements rom various references on the site. Their location should be considered accurate only to the degree implied by the method used.

Drill Holes
The drilling subcontractor used for this project vas A&R Drilling of Santa Fe Springs, California. The drilling subcontractor used a truck-mounted CME 85 drill rig to exeavate nine hollow stem auger drill holes. The drillinig wasdi
P
erformed under the observation of a Fugro staff
geologist, who prepared logs of the soi c tioris and obtained soil samples for laboratory observation and testing. The soils were classified in the field according to the ASTM D2487.

The drill holes were excavated to depths ranging from approximately 1.4 to 31.3 meters below the existing ground surface. The drill holes were backfilled with cement/bentonite slurry subsequent to the drilling.

Drive samples were obtained from the drill holes using modified California and standard penetration test split-spoon samplers. The modified California sampler has a 76-millimeter (mm) outside diameter (OD) and a 60-mm inside diameter (ID). The sampler was generally driven 300 to 460 mm into the material at the bottom of the drill hole using a 63.5-kg automatic trip hammer with a 0.76-meter drop. The number of blows needed to drive the sampler the last 305 mm into the soils was recorded and is shown on the Log of Drill Holes. Recovered samples were plaeed in transport containers and returned to the laboratory for further classification and testing.

Standard penetration tests (SPT) were performed at selected depths within the drill holes in general accordance with ASTM Standard Test Method D1586. The SPT provides an indication of the relative density and consistency of the soil, and a sample for visual observation.

CADOCUMENTS AND SETTINGS \ RCYPHER \DESKTOPWATERIALSQ-APPM.JULDOC - A 1 - July 2000
Project No. 97-42-2272 mv mmemme^mmtm
solloolm.21510
Soil samples obtained from the SPT were retained for further laboratory observation and testing.

The SPT split-spoon was driven approximately 460 mm into the material at the bottom of the hole using the automatic trip hammer. The number of blows required to drive the split-spoon to three 150-mm increments was recorded. The number of blows per foot or 305 mm (SPT N-Value) is equal to the sum of the last two 150-mm increments, and is reported on the Log of Drill holes.

Thin-wall Shelby tubes were used to recover subsurface materials at selected depths within the drill holes. The Shelby tubes have and ID of 73 mm and an OD of76 mm. The tubes are pushed into the subsurface by the hydraulics of the drill rig approximately 762 mm or until refusal, whichever is less. After recovery, the tubes were capped, sealed, and returned to our laboratory for processing.

Bulk samples were collected during the course of drilling by taking cuttings obtained from the auger flights. The bulk samples were selected for classification and testing purposes and may represent a mixture of soils within the noted depths. Recovered samples were bagged and returned to the laboratory for further classification and testing.

The logs of drill holes show the depths and descriptions of soils encountered, geologic structure where applicable, vertical locations of samples, results of density and moisture content tests and plasticity index. The logs represent the interpretation of field logs and tests, the interpolation of soil conditions between samples, and the results of laboratory tests performed.

The noted stratification lines represent approximate boundaries between soil types; the transitions can be gradual.

Cone Penetrometer Soundings
The cone penetrometer test (CPT) soundings were performed by Fugro Geoscienees of 8 Santa Fe Springs, California and ranged from 30 to 31.5 meters in depth. The CPTs were performed to provide nearly continuous subsurfa.data ata at each location for evaluating the engineering characteristics of the subsurface soils. At each of the three locations both a CPT and a drill hole were advanced for correlative purposes. '
The CPT is mounted on a 18.1 Mg (20-ton) truck and consists of a 3.8-cm-diameter rod with a 10-square-centimeter, 60-degree-apex-angle cone at the base. The cone is equipped with electronic load cells that measure both point resistance and frictional resistance between the soils and the cylinder side of the cone. The primary purpose of performing cone penetration testing was to provide a continuous log of the earth materials and soil stratigraphy between boring locations and sample depths.

Although many factors influence CPT profiles, including physical cone properties, vertical effective stress, pore pressure, soil compressibility and fabric, and depositional CADOCUMENTS AND SETTINGS \ RCYPHER DESKTOPWATERIALS \ 2-APPXA.JULDOC - A2 - MONEENINe...Nen
July 2000
Project No. 97-42-2272 SISSONS"OSSI
sess
GSM
eharacteristies, those classifieations are generally eonsistent with the laboratory classifieation data and with the visual descriptions made during the soil borings.

Corrosion Survey
The corrosion survey performed for this study generally consisted of reviewing existing structures in the projeet area for visual signs of eorrosion. The results of the eorrosion survey are summarized in the text. In addition, the results of the eorrosion testing performed on seleeted samples obtained from our drill holes are presented in the text and in Appendix B.

CADOCUMENTS AND SETTINGS \ RCYPHER1DESKTORMATERIALS12-APPXAJULDOC - A3 - July 2000
Project No. 97-42-2272
•
-runinto
ELEVATION, m
DEPTH, m

MATERIAL
SYMBOL
SA
MPLE NO.

SAMPLERS I
SAMPL
ER

BLOW COUNT
LOCATION: Springville Road, Sta. 10+46, 10 m left of centerline SURFACE EL: 24.5 m +1- (rel. MSL datum)

MATERIAL DESCRIPTION

UNIT WET
WEIGHT, k N/m' --1

UNIT DRY
WEIGHT, k
Nim3
WATER
CONTENT. 'A
% PASSING I
#200
SIEVE
LIQUID
L MI I T, %
P
LAS

TIC TY I
INDEX, %

UNDRAINED SHEAR
co STRENGTH. S. kPa
-_24
23 2-
22 3-
2 1/
J
20 19
.
18 _
.
_ 17
le
15 14
o
11 13
3 36
37 38
39 40
41 42
/ / •
43•(56)
L
O
0 A
LIF
V
•
1 11111
FA
I
VI
4 9)
7 26
(10)
ARTIFICIAL FILL (af)
Lean CLAY (CL): dark brown, damp, with roots
11 3 37 31 11

ALLUVIUM (QM)
Lean CLAY (CL): firm, brown, damp, with caliche
veins
11 4-//'TAIM
/
/ 7
/
Silty fine to medium SAND (SM): loose, moderate
yellowish brown, wet

19.6 15.4 48 25
Lean CLAY (CL): firm, moderate yellowish brown,
wet
- with fine sand with caliche, at 5.2m
- sandy, at 5.8m to 6.2m
---\ - with fine to medium sand pockets, without
\ caliche, at 6.1m
/ / •
/ / •
/ / •
/ / •
/ / •
7 / -
Silty SAND (SM): loose, light gray, wet
- medium dense, at 7.6m 28
Silty Clayey SAND (SC-SM): loose, reddish brown
- with voids, at 9.1m 48 PP•84'
TV-62
/
0001
Sandy Lean CLAY (CL): hard, reddish brown, with
silty fine sand lenses
21:7 18.5 17 • 57 25 11 TV 96
u356
COMPLETION DEPTH: 30.9 m
DEPTH TO WATER: 2.1m initial
BACKFILLED WITH: Cement-Bentonite grout
DRILLING DATE: February 8, 2000
The log and data presented are a simplification of actual conditions encountered at the brrie of drilling at the drilled location. Subsurface condilions may differ at other locafions and with the passage of ame.

DRILLING METHOD: 203 mm dia. Hollow
Stem Auger
HAMMER TYPE:

DRILLED BY: A & R Drilling, Inc.

LOGGED BY: JPalmer
CHECKED BY: CDPrentice
A OH L0G(97422272.GPJ/DH-01)RE8 X
7/26/00/12:39:28 PM
LOG OF DRILL HOLE NO. DH-1
Springville Road Interchange
Camarillo, California PLATE A-la
LansimminOtam
PINIE
....41111111111 11111
BRU
July 2000
Project No. 97-42-2272
_.,
o
co
13 14 -
44 45
22 CC
Z
<
Z
0 U.I
Z >
E75 LLI
(O h)
<0
00 2- 45

MATERIAL DESCRIPTION
LOCATION: Springville Road, Sta, 10+46, 10 m left of centerline < SURFACE EL: 24.5 m +/- (rel. MSL datum) 0
LJJ c
<0
2 U)
17 45 - with a dense, silty sand lense, at 12.2m to

12.8m

1. 42 TV 57
U 224
- with a loose, silty sand lense, at 13.7m to 14,3m
- loose, with some organic inclusions, and few
voids, at 13.7m
very stiff, at 15.2m

21. 18.3
21,4 18.4
(48)
9 (33)
Silty SAND (SM): medium dense, reddish brown,
medium to coarse grained
17 - caving, at approximately 17,4m
Lean CLAY (CL): firm, reddish brown, with
organic inclusions, some sand, and minor caliche 122 44 39 13 PP 72 TV 29 (12)
(25)
(30)
112
10 Clayey SAND (SC): loose, reddish brown, with
very stiff sandy lean clay lenses and loose
medium dense silty sand lenses
- medium dense, at 21.3m 20:9 17.6
3 DRILLING METHOD: 203 mm dia. Hollow
Stem Auger
HAMMER TYPE:

DRILLED BY.A & R Drilling, Inc.

LOGGED BY: JPalmer
CHECKED BY: CDPrentice
COMPLETION DEPTH: 30.9 m
DEPTH TO WATER: 2.1m initial
BACKFILLED WITH: Cement-Bentonite grout
DRILLING DATE: February 8, 2000
The log and data presented are a senplincation of actual conditions encountered at the time of drilling at the drifted Ideation. Subsurface conditions may differ at other locations and with the passage of lime. 19 45 U 34
20 15.4 2 _pp 7:

TV 38
OH LO0(97422272.GPADH-01) REB
726/00/12:39:30 PM
LOG OF DRILL HOLE NO. DH-1
Springville Road Interchange
Camarillo, California PLATE A-lb
Lu
z
ELEVATION. m
-1
:3
July 2000
Project No. 97-42-2272
BRU
; guismoNsts wessons.05
CC 1---
Lt1 Z
<
Z
C.)
0 Ill
z>
— (J) —
U)
<Lu
tN 0- 0
?.`Z.
_1 0
oO
u)

MATERIAL DESCRIPTION
14 - with some caliche and organic inclusions, at

24.4m
Lean CLAY (CL): very stiff, reddish brown
(/)
uJ
(/)
°CATION: Springville Road, Sta. 0+46, 10 m left of centerline SURFACE EL: 24.5 m +/- (rel. MSL datum)
0 -J
PP 96
TV 48
a 147
- very stiff, at 27.4m
Silty SAND (SM): dense, reddish brown, fine to
medium grained, minor coarse grained, and
some organic seams
(37)
41 7
32 33
-10
35-
COMPLETION DEPTH: 30.9 m
DEPTH TO WATER: 2.1m initial
BACKFILLED WITH: Cement-Bentonite grout
DRILLING DATE: February 8, 2000
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, DRILLING METHOD. 203 mm dia. Hollow
Stem Auger
HAMMER TYPE:

DRILLED BY: A & R Drilling, Inc.

LOGGED BY: JPalmer
CHECKED BY: CDPrentice
(/)
2 53
4 31
LOG OF DRILL HOLE NO. DH-1
Springville Road Interchange
Camarillo, California
Crs1,_Z DH LOG(97422272.GPJOH-01)REB
) 712610
PLATE A-lc
T
IBRU
si marli-wes t
; INE.B.11 ummaNien
July 2000
Project No. 97-42-2272 SAMPLERS
—J -(5
uJ co
SAMPLE
NO
w = _J
a_ 0 2
ul 0
ELEVATION, m
o
CC co
•cE a.
6 (0u)
C .

Z 0
Z
u.J
CD Et
Z f—
D
cc..

LTJ
Lu
z>
Lu
(1) (1)
<0
04 30
cri-2
Lu z I- Lip
Z 0
>- )—
-
v)
g z
—
z3.3 21.4 9 (7) ALLUVIUM (Qal)
Lean CLAY (CL): soft, dark brown to moderate
yellowish brown, moist, with fine sand
(5) 17 6 13 1 34 49 26
(5) TV 19'

17.6 13.1 34 8 (3) - very loose, at 4.6m
Lean CLAY (CL): very soft, moderate yellowish
brown, wet
PP'72'
TV 53 20.7 - 21
- medium stiff, at 9.6m
Sandy Lean CLAY (CL): soft, reddish brown
- very stiff, at 10.7m 54 20- 7
PLATE A-2a
LOG OF DRILL HOLE NO. DH-2
Springville Road Interchange
Camarillo, California
DH LOG(97422272.GRYDH-02)6E6
7/26100112:39:44 PM
ARTIFICIAL FILL (af)
Silty SAND (SM): dark brown, dry
- with a silty sand lense, at 5.8m to 6.1m
- firm, at 6.1m
Lean CLAY (CL): soft, dark brown
24 23
22 -17
-16
LOCATION: Springville Road, Sta. 9+96, 6 m left of centerline SURFACE EL: 25.0 m +/- (rel. MSL datum)

MATERIAL DESCRIPTION
6 9
(7)
(26)
COMPLETION DEPTH: 24.8 m
DEPTH TO WATER: 3.2m initial
BACKFILLED WITH: Cement-Bentonite grout
DRILLING DATE: February 7, 2000
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 or other locations and with the passage of time.

DRILLING METHOD: 203 mm dia. Hollow
Stem Auger
HAMMER TYPE:

DRILLED BY: A & R Drilling, Inc.

LOGGED BY: JPalmer
CHECKED BY: CDPrentice
July 2000
Project No. 97-42-2272
BiRg3
lassems"eas
le.i8M911"16161
AL
ELEV
ATION, m
LU

MATERIAL DESCRIPTION
LOCATION: Springville Road, Sta. 9+96, 6 m left of centerline SURFACE EL: 25.0 m +/- (rel. MSL datum) .
15 -12 13
-11 14
Sandy Lean CLAY (CL): very stiff, reddish brown,
with few clayey sand seams
- with a medium dense silty sand lense, at 13.7m
to 14m+
- with a medium dense, sand lense, at 142m
- with a sand lense, at 15.7m
10 15
9 16

19. 5 25 PP.9.6.

TV 48
6 17
18 19
63 36 21
8 17
PP 144
TV 57
u172.
- stiff, damp, at 18.3m
Clayey SAND (SC): medium dense, reddish
brown, with stiff lean clay lenses and medium
dense silty sand lenses
34 25
(32)
(33)
14 20
2 21
with fine sand to silt lenses, slightly micaceous,
at 22.9m
(48) 20.4 16.7 22
14 51
COMPLETION DEPTH: 24.8 m
DEPTH TO WATER: 3.2m initial
BACKFILLED WITH: Cement-Bentonite grout
DRILLING DATE: February 7, 2000
The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsufface conditions may differ at other locations and with the passage of time.

DRILLING METHOD: 203 mm dia. Hollow
Stem Auger
HAMMER TYPE:

DRILLED BY: A & R Drilling, Inc.

LOGGED BY: JPalmer
CHECKED BY: CDPrentice
LOG OF DRILL HOLE NO. DH-2
Springville Road Interchange
Camarillo, California PLATE A-2b
('_••]K-9
OH LOG(97422272.GPJ/DH-02) RES
7/26/00/12•3947 PM
July 2000
Project No. 97-42-2272
;11j R
onarsaw-mata
/2869.01911MONIMUIPS
BONSE
LOCATION: Springville Road, Sta, 9+96, 6 m left of centerline SURFACE EL: 25.0 m +1- (rel. MSL datum)

MATERIAL DESCRIPTION
ELEVATION, m
SAMPLE NO.

SAMPL
ERS
-J
o_
w
co
COMPLETION DEPTH: 24.8 m
DEPTH TO WATER: 3.2m initial
BACKFILLED WITH: Cement-Bentonite grout
DRILLING DATE: February 7, 2000
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.

DRILLING METHOD: 203 mm dia. Hollow
Stem Auger
HAMMER TYPE:

DRILLED BY: A & R Drilling, Inc.

LOGGED BY: JPalmer
CHECKED BY: CDPrentice
Lean CLAY (CL): very stiff, reddish brown
-0 25 -
-1 25 -
27 -
-3 28
29 -
-5 30 -
-6 31-
_
32 -
-8 33-
--9
_
34 -
-10 35 -
23 (28) PP 96
TV 53
U 149
LOG OF DRILL HOLE NO. DH-2
Springville Road Interchange
Camarillo, California PLATE A-2c
DH LOG(97422272.GPJ/DH-02) REP
7/26/00/12:39:49 PM
--2.LR;) ./
July 2000
Project No. 97-42-2272
TtiG n ontems. ._ LAssmas

ELEVATI
ON, m
DEPTH, m

MATERIAL
SYMBOL •
SA MPLE NO.

SAMPLERS I
SA
MPLER

BLOW COUNT
LOCATION: Springville Road, Sta. 9+64, 2 m left of centerline SURFACE EL: 25.0 m +1- (rel. MSL datum)

MATERIAL DESCRIPTION

UNIT WET I
WEIGHT, k Nim'

UNIT DRY
WEI
GHT, kN/m'
WATER
CONTENT. %
% PASSING
#200 SIEVE
08-
o
L. 1
u
Lo li'3'
Z
ii.

UNDRAINED SHE R A
I
STRENGTH, S„, kPa
C
55 56
57 58
59 lz
04/
6 V P
1 II
I
ril
I
6 VP
Clayey
ARTIFICIAL FILL Of)
SAND (SC): dark to moderate brown,
—'damp
-2
-23 2
-22
21 4
20 5 001j
00g
4 ALLUVIUM (Qal)
Lean CLAY (CL): soft, dark brown, damp
- moist, with cal che, at 1.5m
,
- with a silt to fine sand lense, with caliche, at

2.7m 24.2 .18.5 1... .36 12.
/ / '
/ / '
/ / •
7 Silty SAND (SM): .loose, moderate yellowish
brown, wet, with trace of roots, and few organic
specks, with few voids
42 101
Lean CLAY (CL): soft, moderate yellowish brown 25.6 18.0 42 48 24 PP 24 TV 48
19 6
18 1
17 8-
.
16 9 -,
15 10-
14 11-
/ /
/ /
/ /
/ / '
_
..ii_tz _,,
. -.
, ' ,
60 61
6 4
, 4
I
k
FA
13 8
(13)
(21)
18 Silty SAND (SM): medium dense; moderate
yellowish brown, wet, fine to coarse grained
- caving, at 7,6m
, loose, medium to coarse grained, grades to ,
SILT (ML): medium dense, dark brown, wet
8 /
Lean CLAY (CL): very stiff, moderate reddish
brown, wet, with occasional organic stringers
59 -/ / i
_/ / .,
Silty SAND (SM): dense, reddish brown, fine to
medium grained
COMPLETION DEPTH: 30.9 m
DEPTH TO WATER: 3.7m initial
BACKFILLED WITH: Cement-Bentonite grout
DRILLING DATE: February 9, 2000
The log and data presented area simplification of actual conditions encountered at the time of drilling at tire drilled locafion. Subsurface conditions may differ at other locations and arith the passage of time.

DRILLING METHOD: 203 mm dia. Hollow
Stem Auger
HAMMER TYPE:

DRILLED BY: A & R Drilling, Inc.

LOGGED BY: JPalmer
CHECKED BY: CDPrentice
DH LOG(97422272.GPJ/DH-031REB
7/26/00112'40'05 PM
LOG OF DRILL HOLE NO. DH-3
Springville Road Interchange
Camarillo, California PLATE A-3a
1 j.

BRIJ
July 2000
Project No. 97-42-2272
a.

EL
EVATION, m
DEPTH, m

MATERIAL
SYMBOL

SAMPLE NO

SAMPLERS

SAMPLER

BLOW COUNT
LOCATION; Springville Road, Sta, 9+64, 2 in left of centerline SURFACE EL: 25.0 m +/- (rel. MSL datum)

MATERIAL DESCRIPTION

UNIT WET

WEIGHT,
kNirn3

UNIT DRY
WEI
GHT, kNim3
WATER
C
ONTENT. %
% PASSING
#200
SIEVE
o
51—"
a_

UNDRAINED SHEAR
STRENGTH. S„. kPa
65 6
68 69
0 / /
0010°
67V7
_
43 23
2 (16)
15 34
12 13 ,
,
,
Sandy Clayey SILT (ML): very stiff, reddish brown
20,8 17.2 21 59
1 14
10 15
16 17
18 • 19
20 3 22
2 23
./
-/
1/
/ •/
/ -,
/ -
.
/ /
/ /
/./ ,
Silty SAND (S M): moderate reddish brown wet
- with a clayey sand lense, at 14.9m to 15.2m
- medium dense, with trace organics and fine
gravel, at 15.2m
p
di
Lean CLAY (CL): medium stiff, moderate reddish
brown, with caliche veins
- stiff, at 17.7m
21-000
e
0 Sandy Lean CLAY (CL): very stiff, reddish brown,
with very stiff, lean clay lenses and medium
dense silty sand lenses
- sandy, with organic specks, with few voids, and
few caliche veins, at 19.8m
- dense, moderate reddish brown, wet, fine
grained, at 22.9m
208 174 20 49 22 8 PP 96 TV 38
Lean CLAY (CL): very stiff, reddish brown
COMPLETION DEPTH: 30.9 m
DEPTH TO WATER: 3.7m initial
BACKFILLED WITH: Cement-Bentonite grout
DRILLING DATE: February 9, 2000
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.

DRILLING METHOD: 203 mm dia. Hollow
Stem Auger
HAMMER TYPE:

DRILLED BY: A & R Drilling, Inc.

LOGGED BY: JPalmer
CHECKED BY: CDPrentice
Ott L00(97422272.GPSDH-03) REP
n 7/26/00/1240:07 PM
LOG OF DRILL HOLE NO. DH-3
Springville Road Interchange
Camarillo, California PLATE A-3h
July 2000
Project NO. 97-42-2272
UJ LU —J
(4) Lean CLAY (CL): soft, moderate yellowish brown,
wet, with few organic specks
DRILLING METHOD. 203 mm dia. Hollow
Stem Auger
HAMMER TYPE:

DRILLED BY: A & R Drilling, Inc.

LOGGED BY: JPalmer
CHECKED BY: CDPrentice
COMPLETION DEPTH: 5.0 m
DEPTH TO WATER: 1.7m initial
BACKFILLED WITH: Cement-Bentonite grout
DRILLING DATE: February 8, 2000
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 at time.

PLATE A-4
LOG OF DRILL HOLE NO. DH-4
Springville Road Interchange
Camarillo, California
LOG(97422272.GRJ/DH-04) REB
LOCATION: Northbound US 101 on-ramp, Sta. 160+20, centerline SURFACE EL: 243 in +/- (rel. MSL datum)

MATERIAL DESCRIPTION
ARTIFICIAL FILL (af)
Lean CLAY (CL): brown, damp
ALLUVIUM (Qal)
Lean CLAY (CL): firm, moderate reddish brown,
moist
- soft, at 2.3m
Silty SAND (SM). very loose, moderate brown,
wet
24 23
22 21
20 ELEVAT
OI N, m
19 18
17 15
14 13
6 3
10 11
7-
5 0
cr cc
UJ
< cf,
(i)
34 tX
LLJ —.1 0
CI_ 0
co
BRIM
....... 511111 183 .
; SWEISMI"VING

MLAMINVE
July 2000
Project No. 97-42-2272
LOCATION: Springville Road, Sta. 10+95;12 m left of centerline SURFACE EL: 24.2 m +/- (rel. MSL datum)

MATERIAL DESCRIPTION
ARTIFICIAL FILL (af)
Lean CLAY (CL): brown, damp
ALLUVIUM (Oa')
Lean CLAY (CL): firm, brown, moist
- silt to fine sand, at 1.4m
- very soft, at 1.8m
- with caliche, at 2.1m
- firm, at 2.7m
17 8
-16
9 5
10 14
11 13
Lu
LLI
Lii
< 0 M co Lu
'e
< )-
2 v)
(9)
(2)
(8)
(8)
(7)
7-
—
—
—
COMPLETION DEPTH: 5.0 m
DEPTH TO WATER: 1.7m initial
BACKFILLED WITH: Cement-Bentonite grout
DRILLING DATE: February 7, 2000
The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions may diger at other locations and with the passage of time.

DRILLING METHOD: 203 mm dia. Hollow
Stem Auger
HAMMER TYPE:

DRILLED BY: A & R Drilling, Inc.

LOGGED BY: JPalmer
CHECKED BY: CDPrentice
LOG OF DRILL HOLE NO. DH-5
Springville Road Interchange
Camarillo, California PLATE A-5
DH LOG(97422272.GRJOH-051REB
72C100i
riggl
July 2000
Project No. 97-42-2272
PLATE A-6
LOG OF DRILL HOLE NO. DH-6
Springville Road Interchange
Camarillo, California
k
,, .,..„. DH L0G(97422272.GPJ/DH-06) REB
---
l / \ c ., 7126/00/12:4029 PM
LOCATION: Southbound US 101 off-ramp, Sta. 64+65; 5 m right o centerline
SURFACE EL: 23.7 m +1- (rel. MSL datum)

MATERIAL DESCRIPTION
ARTIFICIAL FILL (af)
Clayey SAND (SC): dark brown, damp
ALLUVIUM (gal)
Lean CLAY (CL): soft, brown, moist, with silty
sand lenses
- with a very loose silty sand lense, at 1.8
- soft, wet, at 2.9m
- with a loose silty sand lense, at 3m
- soft, moderate yellowish brown, wet, at 5
V

0..
24 PP 48
TV 38
PP 24
TV 29
COMPLETION DEPTH: 5.0 m
DEPTH TO WATER: 2.8m initial
BACKFILLED WITH: Cement-Bentonite grout
DRILLING DATE: February 7, 2000
The log and data presented are a simplification of actual conditions encountered at the tune of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time.

DRILLING METHOD: 203 mm dia. Hollow
Stem Auger
HAMMER TYPE:

DRILLED BY: A & R Drilling, Inc.

LOGGED BY: JPalmer
CHECKED BY: CDPrentice
-fiJuRu
LA=.00%411.a July 2000
Project No. 97-42-2272 EL
EVATI
ON, m
•
ARTIFICIAL FILL (af)
Lean CLAY CL : soft, moderate brown, dam
26 25
22 (3)
21 DRILLING METHOD: 203 mm dia. Hollow
Stem Auger
HAMMER TYPE:

DRILLED BY: A & R Drilling, Inc.

LOGGED BY: LEPrentice
CHECKED BY: CDPrentice
COMPLETION DEPTH: 5.0 m
DEPTH TO WATER: 2.6m initial
BACKFILLED WITH: Cement-Bentonite grout
DRILLING DATE: February 7, 2000
The log and data presented are a simplification of actual condons encountered at the time of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time PLATE A-7
LOG OF DRILL HOLE NO. DH-7
Springville Road Interchange
Camarillo, California
DH LOG(97422272.GPJ/DH-07) REB
a 2 ,ss2-2 7/26/00/12,40.36 PM
1 LOCATION: Northbound US 101 off-ramp, Sta 157+85; centerline IT: X
(r)
SURFACE EL: 263 m +1- (rel. MSL datum)

MATERIAL DESCRIPTION
ALLUVIUM (Qat)
Sandy Lean CLAY (CL): soft, moderate brown,
damp, with silty pockets
- with scattered coarse rounded gravel, at 0.91m
- very soft, at 1.8rn
- with caliche veins, at 2.7m
-grades to very loose, sandy SILT (ML), at 3m
Fine SAND with silt (SP-SM): very loose,
moderate yellowish brown, wet
Medium SAND (SP): very loose, pale yellowish
brown, wet
- with very soft, moderate brown, wet, lean clay,
at 5m
24 23
20 29
PP 24
TV 38
19 8 -
18 17
10 16
11 15
8 (8) - firm, at 4.6m
(4) - soft, wet, at 5.2m
21 20
19 18
17 6-
7-
8-
10-
1 1 -
PLATE A-8
LOG OF DRILL HOLE NO. DH-8
Springville Road Interchange
Camarillo, California
DH LOG(97422272.GPJ/0H-08) RES
7/26/00/12:40:43 PM
\
-
c,
z
ul
z> - LIJ u)
CO
<0
CI. 0
0 cs4
020
5 F.:
-
LOCATION: Springville Road, Sta. 8+70; centerline
SURFACE EL: 26.5 m +/- (rel. MSL datum)

MATERIAL DESCRIPTION
ARTIFICIAL FILL (af)
Silty SAND (SM): moderate yellowish brown, dry
ALLUVIUM (Qal)
Sandy Lean CLAY (CL): dark brown, damp
- stiff, damp, with few voids, at 2m
LA
FiJURIP
TV 19
July 2000
Project No. 97-42-2272
25 79 (18)
24 80 (2)
26 SAMPLE NO.
-J
< — 0 CC co
LIJ
I-
<
cc
Lu 0
2 a cn SAMPL
ERS
ELEVATION, m
63 PP 120
TV 77
PP 24
-TV 29'
oir
15 COMPLETION DEPTH: 5.3 m
DEPTH TO WATER: 5m initial
BACKFILLED WITH: Cement-Bentonite grout
DRILLING DATE: February 8, 2000
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.

DRILLING METHOD: 203 mm dia. Hollow
Stem Auger
HAMMER TYPE:

DRILLED BY: A & R Drilling, Inc.

LOGGED BY: JPalmer
CHECKED BY: CDPrentice
16 -e.

Lu
c)
ARTIFICIAL FILL (af)
Lean CLAY (CL) dark brown, damp
- soft, with caliche and some sand, at lAm
Drill Hole abandoned at 1 4m due to obstruction
A
75 14 a (8)
COMPLETION DEPTH: 5.0 m
DEPTH TO WATER: Not Encountered
BACKFILLED WITH: Cement-Bentonite grout
DRILLING DATE: February 8, 2000
The log and data presented are a simplification at actual conditions encountered at the time of drilling at the drilled location. Subsurlace conditions may diner at other locations and with the passage ol time.

DRILLING METHOD: 203 mm dia. Hollow
Stem Auger
HAMMER TYPE:

DRILLED BY: A & R Drilling, Inc.

LOGGED BY: JPalmer
CHECKED BY: CDPrentice
liJtHUI
Lz=getem oois. July 2000
Project No. 97-42-2272
LOCATION Northbound US 101 on-ramp, Sta. 164+75; 3 m left of centerline
cc SURFACE EL: 24,6 m +1- (rel, MSL datum) 0
a. 0
coo

MATERIAL DESCRIPTION
ELEVATION, m
<
EP°
ic
<>-
SAMPLE NO.
cc
24 23
22 3
21 4-
20 19
18 17
16 9-
15 10-
14 1
11-
13 DH L0G(97422272:GPJ/DH-09) REP
726/00/12-10.18 PM
LOG OF DRILL HOLE NO. DH-9
Springville Road Interchange
Camarillo, California PLATE A-9
July 2000
Project No. 97-42-2272
?Biagi
El 6811891M 9671.4M11 "148
; 1681618000%82811
tikAIBMINIONIN
25 -12
-14 4
-18
-18
-20 10
-22 12
--24 14
-26 16
--28 18
-30 20
-32 22
-34 24
-36 26
--38 28
r-40 30
L .2 32
(25)
(25
(25)
5 457/
726
Rim
508/
610
(Tim
(25)
6771
762/
762
mm
508/
610
111(T1
-44 34
r -48 36
v
.1 I'
V VI'
--48 38
HO—es
--0
•
Soil Texture Symbol
Sloped line in symbol column indicates
transitional boundary
Samplers and sampler dimensions
(unless otherwise noted in report text)
are as follows:

Symbol for:
1 SPT Sampler, driven

34.8 mm ID. 50.8 mm OD
2 CA Liner Sampler, driven

60.3 rnm ID. 76.2 mm OD
3 CA Liner Sampler, disturbed

00.3 mm ID, 76.2 mm OD
4 Thin-walled Tube, pushed

73.0 mm iD. 7EOmmOD
5 Bulk Bag Sample (from cuttings)
6 Hand Auger Sample
7 CME Core Sample
8 Lexan Sample
9 Pitcher Sample
10 Vibracore Sample
11 No Sample Recovered
Sampler Driving Resistance
Number of blows with 140 lb hammer, falling
30-in to drive sampler 1-ft after seating
sampler for example,
Blows/ft Description
25 25 blows drove sampler 305 mm
after initial 152 mm of seating
86/280 After driving sampler the initial 152
mm of seating. 36 blows drove
sampler through the second 152
mm interval, and 50 blows drove
the sampler 128 mm into the third
interval
50/152 50 blows drove sampler 152 mm
after initial 152 mm of seating
Ref/76 50 blows drove sampler 76 mm
during initial 152 mm seating
interval
Blow counts for California Liner Sampler
shown in ( )
Length of sample symbol approximates recovery length
Classification of Soils per ASTM D2487
or D2488
Geologic Formation noted in bold font at
the top of interpreted interval
0 Strength Legend
= Unconfined Compression
u = Unconsolidated Undrained Triaxial
t = Torvane
p = Pocket Penetrometer
m = Miniature Vane
Water Level Symbols
Initial or perched water level
V Final ground water level
Seepages encountered
Rock Quality Designation (ROD) is the
sum of recovered core pieces greater
than 102 mm divided by the length of
the cored interval.
•
Well graded GRAVEL (GW)
Poorly graded GRAVEL (GP)
Well graded SAND (SW)
Poorly graded SAND (SP)
Silty SAND (SM)
Clayey SAND (SC)
Silty, Clayey SAND (SC-SM)
Elastic SILT (MH)

SILT (ML)
Silty CLAY (CL-ML)
Fat CLAY (CH)
Lean CLAY (CL)

CONGLOMERATE

SANDSTONE

SILTSTONE

MUDSTONE

CLAYSTONE
SHALE

GRANITE
Paving and/or Base Materials
-E LOCATION:
1 ZE
The drill hole location referencing local
landmarks or coordinates General Notes
w 0 Uj SURFACE EL: Using local, MSL, MLLW or other datum 61- 2 CC
2 <
<V) 0 (J) 1-1-1 MATERIAL DESCRIPTION w
0 A

KEY TO TERMS & SYMBOLS USED ON LOGS
PLATE A-10
KEY(97422272.GPJ/CPT-01) REB
7/26/00/12:4748 PM
BIRKI reaceraarea^assese
LANNEINNO%Hiin
July 2000
Project No. 97-42-2272
2 3 4 8 9 5 10 15 20 25 30 35 40 45 0.8 0.6 0.4 0.2
CPT Sleeve Friction, f
MegaPascals (MPa)
CPT Point Resistance,
MegaPascals (MPa)
CPT
Friction
Ratio, %
_33
_32
30 29
_28
_27
_26
25 24
23 22
9 10
11 LOCATION: ,
SURFACE EL: 33.5m +1- (rel. MSL datum)
COMPLETION DEPTH: 30.6 m
EXPLORATION DATE: February 7, 2000
EXPLORATION METHOD: Cone Penetrometer
PERFORMED BY: Fugro Geosciences
REVIEWED BY: CDPrentice
CPT (97422272.GPJ/CPT-01) ROB
7/26/00/12:48:48 PM
LOG OF CPT NO: CPT-1
Springville Road Interchange
Camarillo, California PLATE A-11a
fiJflRO
114.00,im
July 2000
Project No. 97-42-2272

0.8 0.6 0;4 0;2 5 10 1,5 20 2,5 30 35 40 45 1 2 3 4 5 6 7 8 9 LOCATION: ,
SURFACE EL: 33.5m +1- (rel. MSL datum)
COMPLETION DEPTH: 30.6 m
EXPLORATION DATE: February 7, 2000
EXPLORATION METHOD: Cone Penetrometer
PERFORMED BY: Fugro Geosciences
REVIEWED BY: CDPrentice
CPT Sleeve Friction, f
MegaPascals (MPa)
CPT Point Resistance, q,
MegaPascals (MPa)
21 20
4 19
5 18
16 17
17 I16
18 15
19 14
20 13
21 12
22 11
23 10
Lu
CPT(97422272.GPJ/CPT-01) REB
n
7/26/00112:48:50 PM
LOG OF CPT NO: CPT-1
Springville Road Interchange
Camarillo, California PLATE A-11 b
CPT Sleeve Friction, f
MegaPascals (MPa)

0.8 0.6 0 4 0.2
CPT Point Resistance,
MegaPascals (MPa)
15 20 25 30 35 40 45
CPT
Friction
Ratio, %
2 a 4 6 7 8 9
GRU
July 2000
Project No. 97-42-2272
25 26
27 28
29 31
32 33
35 COMPLETION DEPTH: 30.6 m REVIEWED BY: CDPrentice
LOCATION: , EXPLORATION METHOD: Cone Penetrometer
SURFACE EL: 33.5m +/- (rel. MSL datum) PERFORMED BY Fugro Geosciences EXPLORATION DATE: February 7, 2000
LOG OF CPT NO: CPT-1
Springville Road Interchange
Camarillo, California PLATE A-11c
CPT (97422272.GPICPT-01) RE8
7/26/00/124852 PM
BRU
LA...s04%n
July 2000
Project No 97-42-2272
LOCATION: ,
SURFACE EL: 36.6m +/- (rel. MSL datum)
COMPLETION DEPTH: 31.2 m
EXPLORATION DATE: February 7, 2000
EXPLORATION METHOD: Cone Penetrometer
PERFORMED BY: Fugro Geosciences
REVIEWED BY: CDPrentice
PLATE A-12a
LOG OF CPT NO: CPT-2
Springville Road Interchange
Camarillo, California
CPT(97422272.GPJ/CPT-02) REB
7126100/124914 PM
E 0
>- I- CPT Sleeve Friction, f I-- w a. MegaPascals (MPa) w • w ci
CPT Point Resistance,
MegaPascals (MPa)
CPT
Friction
Ratio, %

0.8 0.6 0.4 0.2 10 15 20 25 30 35 40 45 123456789
35 33
32 30
29 8
27 10
26 25
15 • 14
CPT
Friction
Ratio, %
July 2000
Project No, 97-42-2272
E
>- t--- CPT Sleeve Friction, f CPT Point Resistance, g, Lu o_. MegaPascals (MPa) MegaPascals (MPa)
_.., Lu

0.8 0.6 0.4 0.2 10 15 20 25 30 35 40 45 1 2 3 4 5 6 7 8 9 24 13
23 14
22 15
21 6
-20
17 19
18 -18
17 20
16 21
22 23
13 LOCATION: ,
SURFACE EL: 36.6m +/- (rel. MSL datum)
COMPLETION DEPTH: 31.2 m
EXPLORATION DATE: February 7, 2000
EXPLORATION METHOD: Cone Penetrometer
PERFORMED BY: Fugro Geosciences
REVIEWED BY: CDPrentice
CP7(97422272.GPJ/CP7-02) REB
7/26/00/12:49:16 PM
LOG OF CPT NO: CPT-2
Springville Road Interchange
Camarillo, California PLATE A--12b
-fiJr Ru
A. ...0044441
July 2000
Project No, 97-42-2272
1 2 3 4 7 8 9
CPT Point Resistance, q,
MegaPascals (MPa)
CPT
Friction
Ratio, %
10 15 20 25 30 35 40 45
-12
25 -11
26 -10
27 28
29 30
31 32
33 x- CPT Sleeve Friction, f
MegaPascals (MPa)

0.8 0.6 0.4 0.2
34 -
35 -
SURFACE EL: 36.6m +1- (rel. MSL datum) PERFORMED BY: Fugro Geosciences COMPLETION DEPTH: 31,2 m REVIEWED BY: CDPrentice
LOCATION: , EXPLORATION METHOD: Cone Penetrometer
EXPLORATION DATE: February 7, 2000
LOG OF CPT NO: CPT-2
Springville Road Interchange
Camarillo, California PLATE A-12c
CPT (97422272.GPJ/CPT-02) REB
7/26/00/12:49:18 PM
July 2000
Project No. 97-42-2272
CPT Sleeve Friction, f
MegaPascals (MPa)
CPT Point Resistance, ch
MegaPascals (MPa)
CPT
Friction
Ratio, %
0 0.8 0.6 04 0.2 10 15 20 25 30 35 40 45 123456789
30 29
28 27
-34
-33
32 -31
-26
25 10
24 11
LOCATION: ,
SURFACE EL: 35.1m +1- (rel. MSL datum)
COMPLETION DEPTH: 30.5 m
EXPLORATION DATE: February 7, 2000
EXPLORATION METHOD: Cone Penetrometer
PERFORMED BY: Fugro Geosciences
REVIEWED BY: CDPrentice
LOG OF CPT NO: CPT-3
Springville Road Interchange
Camarillo, California PLATE A-13a
5-47 gel;g07/4122g24:1:t1 jA/CPT-°3) RE8
\11(
EXPLORATION METHOD: Cone Penetrometer
PERFORMED BY: Fugro Geosciences
REVIEWED BY: CDPrentice
LOCATION: ,
SURFACE EL: 35.1m +1- (rel. MSL datum)
COMPLETION DEPTH: 30.5 m
EXPLORATION DATE: February 7, 2000
PLATE A-13b
LOG OF CPT NO: CPT-3
Springville Road Interchange
Camarillo, California
CPT(97422272.GPJ/CPT-03) RE8
7126/00/12:49:42 PM
July 2000
Project No 97-42-2272
Lu 0
CPT
Friction
Ratio, %
CPT Sleeve Friction, f
MegaPascals (MPa)
CPT Point Resistance,
MegaPascals (MPa)

0.8 0.6 0.4 0.2 10 15 20 25 30 35 40 45 1 2 3 4 5 9
-22
-21
-20
-19
-18
-_ 16
-15
14 13
12 13
14 15
16 17
18 19
20 21
22 23
,/-
•
TUI R0
1111M1P-NIM
AL_
July 2000
Project No. 97-42-2272
-10 25
26 27
28 29
30 31
32 33
CPT Sleeve Friction, f
MegaPascals (MPa)

0.8 0.6 0.4 0,2
CPT Point Resistance, cic
MegaPascals (MPa)
5 10 15 20 25
CPT
Friction
Ratio, %
LOCATION: ,
SURFACE EL: 35.1m +/- (rel. MSL datum)
COMPLETION DEPTH: 30.5 m
EXPLORATION DATE: February 7, 2000
CPT(97422272.GPJ/CPT-03) REB
7OAM /17,14-44PM
LOG OF CPT NO: CPT-3
Springville Road Interchange
Camarillo, California PLATE A-13c
30 35 40 45 2 3 4 6 7 8 9
EXPLORATION METHOD: Cone Penetrometer
PERFORMED BY: Fugro Geosciences
REVIEWED BY: CDPrentice
July 2000
Project No. 97-42-2272 -;r11 GP R
.•
AL
SANDY

SILTS AND
SILTS
1 BAR = 100 KPA = 1.02 KG/CM2
400
200
4 2
2 3 4
FRICTION RATIO, FR, %
5 6
CONE BEARING, Qc, Bars
100
80 60
40 20
10 8
6 CLAYEY
SILTS

AND SILTY
CLAYS

CAMPANELLA AND ROBERTSON CLASSIFICATION CHART

SOIL CLASSIFICATION CHART
Springville Road Interchange
Camarillo, California PLATE A-14
CPT KEY(97422272.GPJ/CPT-01) REB
7/25/00/12:51:22 PM

APPENDIX B

LABORATORY TESTING
July 2000
Project No. 97-42-2272
fUJ Wit
se nessemos"ams umessoNswil ,
limarA0100

APPENDIX B

LABORATORY TESTING
General
This appendix discusses the results of the laboratory test program performed for this Materials Report. Laboratory tests were performed on selected samples obtained from the field to help classify the soils and estimate some of their engineering properties. The program was carried out employing, wherever practical, currently accepted test procedures of the Caltrans Standard Test Methods and/or American Society for Testing and Materials (ASTM).

Driven-ring, pushed thin-walled Shelby tubes,danc.1 bulk samples used in the laboratory testing program were obtained from various lo.cationsurinbg the course of the field exploration, as discussed in Appendix A. Each sample is identified fthholyesample number and depth. The sample depth refers to the depth to the bottom 0 prior to sampling. The various laboratory tests performed are described below. A summary of the laboratory tests performed on selected samples is presented on the Material Properties Summary, Table 13-1.

Index Properties Testing
The method of identifying and classifying soils according to their engineering properties used in this study is ASTM Standard Test Method D 2487, which is based on the Unified Soil Classifieation System. The index properties tests discussed in this report are for moisture content and dry density, grain-size distribution (mechanical), and Atterberg limits.

Tests for moisture content and dry density of the soils were performed in general accordance with California Test 226. The tests were performed on selected samples, often in conjunction with other tests. The samples were trimmed to obtain a smooth, flat face, measured to obtain volume and wet weight. extruded, and visually elassified. The samples were dried for at least twelve hours in an oven maintained at approximately 110 degrees Celsius. After drying, each sample was weighed, and the moisture eontent and dry density were calculated. The moisture content and dry density results are summarized on Table B-1 and are included on the respeetive drill hole logs in Appendix A.

The gradation characteristics of selected samples were estimated in general accordanee with the sieve analysis proeedures of California Test 202. Samples were soaked in water until individual soil particles were separated, then washed on the No. 200 mesh sieve, oven dried, weighed to assess the percent passing the No. 200 sieve. Results of the tests are presented on the respective drill hole logs and on Plate B-2.

Tests for liquid limit, plastic limit, and plasticity index were condueted on selected samples in accordance with California Test 204. The liquid limit of soils is the moisture content CADOCUMENTS AND SETTINGS \ RCYPHERDESKTOP MATERIALS12-APPXB.JULDOC - B1 - July 2000
Project No. 97-42-2272
at the boundary between the liquid and plastic states of the soil. The plastic limit is the moisture content between the plastic and semisolid states. The plasticity index is the range of moisture content where the soil is plastic. The boundary conditions are arbitrarily defined by the test methods. These tests allow a comparison to be made between the natural moisture content and the laboratory standard. Results of the tests are presented on Plate B-3 - Plasticity Chart.

Engineering Properties Testing
The engineering properties testing consisted of tests for direct shear strength, consolidation, unconfined compression, and resistance value (R-value) testing.

A direet shear test was performed on a selected driven-ring sample. The sample was preloaded with a confining pressure and flooded with water for at least 24 hours. The samples were sheared horizontally at a eontrolled strain rate, allowing partial drainage. The shear stress on the samples was recorded at regular strain intervals. The results of the direct shear tests are tabulated in Table B-1, and presented on the Plate B-4 - Direct Shear Test Results.

One-dimensional consolidation tests were performed on a selected driven-ring samples.

The samples were saturated with water and incrementally loaded to approximately 3200 kPa, and then unloaded to approximately 12 kPa in three load decrements. The samples were allowed to eonsolidate or rebound at each load level. Time rates of consolidation or rebound were measured at each load level to estimate the eoefficient of consolidation. Results of the consolidation tests, in the form of pereent strain versus log of pressure curves, are presented on Plates B-5a through B-5c - Consolidation Test Results.

Unconsolidated-undrained triaxial compression tests were performed on selected samples of the more cohesive soil materials encountered in our subsurface exploration program.

The tests were performed in general accordance with ASTM D2850. Interpreted undrained shear strengths are presented in Plates B-la through 13-1e.

R-value tests were conducted on bulk samples obtained during our exploration. The tests were performed in accordance with California Test Method 301. Three specimens at different moisture contents were tested for each sample. The R-value at 2070 kPa exudation pressure was approximated from the plotted results. Test results are presented on Plates B-6a and B-6b - R-Value Test Results.

Chemical Testing
Corrosivity testing for resistivity and pH was performed on selected samples obtained from the drill holes. Resistivity was estimated aeeording to California Test 643. The chemical tests were performed by Health Sciences Associates of Los Alamitos, California. The laboratory report from Health Science Assoeiates is included as Plate B-7.

CADOCUMENTS AND SETTINGS \ RCYPHER \ DESKTOP \ MATERIALS \ 2-APPXB.JULDOC - B2 - almollowlsebele
BRU
; masuswiNsol se.11
July 2000
Project No. 97-42-2272
B-1 a
titv
TEST
LIS
TING
F--
0 .4
F.:- t,,L,
0 .aC

1.-- IL LL I-7
D
-.

LC
<cIt
ci
1---
•
224 T,F,U
(2
87)
rr.r.-"eluitv Tacte TestListing Abbreviations
,
1 ,
1 x3aNi NOISNVdX3
-
3111VA-M CORROSIVITY TESTS
R pH CI SO,
O - 11
Ill Z Iiii 0
Z al w
Q(I)
0 >I C Ci- ....
---
I.0 CI
0,(,„1-
Wuj.),
OW co
..le
i.r)
cn
CO
Z " 1-
0 gZ 1:: I._ 0 0 co
o 0 1G .

SAMPLE CLASSIF

CI ATION
P1%
Lean CLAY (CL)
19 15 24
Lean
CLAY (
CL)
13 I 37 • I I 33 11
Silty finetomedium SAND (SM)
•
11 I
Lean CLAY (CL)
20 15 37 48 25
Silty
SAND (
SM)
28 SiltyClayey
S
A
ND (SCSM)
48 Sandy Lean CLAY (
CL)
22 19 I 17 71 5 25
1 SandyLean

CLAY (CL)
21 18 17 45
Sandy Lean CL

AY (CL)
21 18 16 42
Silty S
AND (
SM)
4 '
A
...!
W
W.
ii
0 - z
..,,
11 Z a DEPTH, m
± 0
LO 0) (,) 6
0 CO C., CO
±
0 CO
ce, I,-
c,..5
1 '
0 CT)
co
CO 4
± 0
1--.
vCO r..:
±
0 N Ni• vcii
DC ,
0 CO .44-
N-
,
1 0
.1 0

LAB SUMMARY
a
C
0 Ta
0 co
0 co
2 a)
+C"
CO
0 a)
*c- o_
-lb
July 2000
Project No. 97-42-2272
880 ifLiassasse
TEST
LI
S
TING
o
LC
I---
u_
.tF-7 n u. 1--
<
F-:
0 o
u_
Ff
o I
o
.4. 0 -4-
.r-
,--
vc\i cst
(0
o It)
j VIO.41111.4311V1 1 I Q•71, ...........-. . --. .

UWW . Unit Wet Weight
MAX CD = Maximum Dry Density Cu = Unconfined Compression R = Resis tivity, ohm-cm. Satur. WI
-
IVIVIJ,110
•
UDW = Unit Dry Weight
OPT
MC = Optimum Moisture Content Su = Undrained Shear Strength pH = pH T = Total 8, Dry Density C = Consolidation Tes t S = Sieve Analysis Co = Corrosivity Tests 4 MC = Moisture Content u = Unconsolidated Undrained. CI = Chloride, ppm F = % Passing #200 Sieve CU = CU Triaxial 4 Fines = % passing #200 Sieve Direct
Shear Test p =Pocket Penetrometer
SO4 = Sutlate. ppm H = HydrometerAnalysis U = UU Triaxial ' LL = Liquid Limit C = Assigned Cohesion, kPa t = Torvane A = Atterberg Limits R = R-value (saturated) ,
PI = Plasticity Index PHI = Assigned Friction Angle, degrees m = Miniature Vane P = Compaction Test E = Expansion --
XAGNI
NOISM/dXB
9 nivA-1:1 COR

ROSIVITY TE
STS
R
pH Cl SO4
[399 8.10 182 11452
t.0 t.4: > x na. o
Zia a- Tr; L (,, u) ..,
U) 0 I_
W Z 0 0
0 U)
0 Set
0 'At CV 09 0
,-
r-- I,-
Ct
I p>, I— (X ll •0
WujfP, c‘ i Lu F- ot a(') 0 a. ...s,
z 0 Iiz i_ 0 ° 0 (,) < uj a. j...
0 0 ..,,

LOCATION

SAMPLE CLASSIFICATION
SAMPLE
NUMBER
.e. .
irDH-1 Lean

CLAY (CL)
48 •

18.3.18 I 12 I 44 I I 39 I 13
DH-1
Clayey

SAND (SC)
50 21.3 21 I 18 I 19 I 45 I
DH-1
Clayey SAND (SC)
51 22.9 20 I 15 I 30 I 28 I 31 I 9
_
DH-1 Lean CLAY (
CL)
53 274
2 co
Ca
Z
<
co
>. :le
i75
_
r•--
,-
, . . , . ---- , DH-2 Lean CLAY (CL)
7 n o 23 I 21 I 9 I I I
-
DH-2 Lean

CLAY (CL)
8 1.8
18 13 34 49 26
DH-2 Lean CLAY (CL)
9 2.7
DH-2 Lean
CLAY (
CL)
10 4.6 18 13 34 8
DH-2
Silty SAND (
SM)
12 7.6
rnmnaction Test
t*
..., -.1
0 V ,*
cc
0 .
cui/N)1
man DEPTH, m
uvw/3 kN/m
,,.....
±
0 "4- ix:
ce:

LAB SUMMARY .

July 2000
Project No. 97-42-2272 TE
ST

LISTING
n
<-
ii: Li
o
0 h:

D
<-
Lc. 6
0 •
•
149
(460)
42 •
(40)
T, A, C, Co
563 7.63 120 9490
;ormgessive Strenath Tests Corrosivity Tests rig
l
,..0kreA Lh bons
flinart Shp, Tsst
,
1 1 ,
1 1
,
,
X3ONI
NOISNVdX3
3MVA-11

CORROSIVI
TY TES
TS
R pH CI SO4
ro.

N:
(*) 0
1-- r).
ir) a)
1)-- a)
N.

L.r) C\I tr)
> i D 0. a'
U) =a)CL ..c 0 0 f),
LB Z co 0
CC 111 ,
M I— o co
00)
0 P. T.-•
'-0
•,— Csd
C \ i (.0 N-'-- st— 0
iu ti_
I() F-cc EL i,
won_
rziLiti.
ow 0 CT
Je
Z
0 F- o O. •-ce.
0 00) < ul. •
° .•• 0 CL Z 0 -at SAMP
LE

CLASSIFICATION
ci'L
Et.

Lean

CLAY (CL)
Sandy Lean CLAY (CL)
Sandy Lean CLAY (CL)
20 16 1 25 1
SandyLean

CLAY (CL)
LLL—
CL‘i
CO CO
Clayey

SAND (SC)
1 51
Clayey SAND (SC)
20 17 j 22
Lean CLAY (CL)
Lean

CLAY (CL)
Lean CLAY (CL)
•
24 18 31 36 12
Silty SAND (
SM)
42 OEL'
—1 —1
U) Lu .
z .>-
il
0 UDVV3
kN/m
,
2 DEPTH, m
(N
I
0 Ci4
I
0 V' '-0 P---
v--
0 I,- — 0.1 6
.,--
Ci/
I
0 00 —
,
CO 6
,---
Cil
I
0 "
0 CC
a
•,-,
LAB SUMMARY 3(7126/0O\\12:
cn
-1 c
July 2000
Project No. 97-42-2272
I
TEST

LISTING
<
I-:
u...
0 60
u. I---
u_

1.1-
6 1,--H
6 0
< u)
H ui
5 E,S
110
nrrneivitv TagtA Test Listing Abbreviations
,
,
1 I
.
1 XDONI
NOISNVdX3
c»
o
,--
3 nivA-1:1 CO

RROSIVITY TESTS
R pH CI SO4
2323 8.
56 . to
co
cv CV
.4" 0)
r-:
co
co
,---
co 0
Co
co
N.:
cr) o)

1.11 6
> r cir. co
iii 1-
Ili Z io 0
QWW
0°) 0 .C,12
0 ... ......... ..

1. FI
0 < , „slill u j v.,
CL 1 [L-1
3V) c0 0 a. ..,e
0 I- 0 O. .. *
0(0 <C) Ci. ,,... M °7g• 0 0

Z I SAMPLE CLA

SSIFICATION
UWW

UDW MC FINES
kNirn
3 kN/m3 LL % P1 %
Lean CLAY (CL)
cC
OA
•ce
(N
(/)
a Z
<
>,
6 Lean

CLAY (CL)
59 Sandy
Clayey

SILT (ML)
21 17 21 59
I Sandy Lean

CLAY (CL)
:21 17 20 49 22 8
Lean CL

AY (CL)
, . 20 16 26
Lean

CLAY (CL)
19 15 28
Lean CLAY (CL)
2 6
Lean

CLAY (CL)
Clayey
SAND (
SC)
24 LOCATION
SAMPLE
NUMBER
—
rn
I C?
0 CD LO 01 4
I VI)
0 0 (0 N- 6
V?
= 0
CV (Do NCO
= 0
(C)
0o)
'ciV?
= 0
a> co co 6
C? I 0
(N
•r- (N
V? I 0
r--. <
Nt
CV
'T
= 0
0 d
AR SUMMARY )C1126100512:29 PRA PI ATP C
-1e
July 2000
Project No. 97-42-2272
AL.
0 I--Z (I)— Lu I— I— co ..73
.

U)
cr)
ui
:
1 i 1
, <
,
1 1
1!
VVVVV = Unit WetWeight MAX DD =Maximum DryDensity Cu = Unconfined Compression R = Resistivity. OhM-CM, semi_ C = U DW = Unit DryWeight
OPT MC = Optimum Moisture Contenl Su = Undrained Shear Strength pH = pH T = Total & DryDensity Consolidation Tes t S = Sieve Analysis Co = COrrosivity Tests MC = Moisture Content u = Unconsolidated Undrained Ci = Chloride, ppm F = % Passing 0200 Sieve CU = CU Triaxial Fines = % passing 0200 Sieve
Direct
Shear Test p =Pocket Penetrometer SO4 = Sulfate, ppm H = Hydrometer Analysis U = UU Triaxial LL = Liquid Limit C = Assigned Cohesion, Ws t= Torvane A=Atterberg Limits R = R-value (saturated) PI = Plasticity Index. PHI = Assigned Friction Angle, degrees m = Miniature Vane _ _. p =Compaction Test E = Expansion X30NI
NOISNVdX3

1.-. co
3n1vn-m in CORROSIVITY TESTS R
pH CI SO4
w en
w z 0 cc W W ii rc i.- I- m as
O' 0
iii r- co 6 r
1- Tr',
0< ILl..1 Lu,
CC 1 it
o ') o 0 0- _se
Z
0 H 0 . II ,
R- 1._ 0 2' 0('
< ui
0 H
0 — z 0 ,
S

AMPLE CLASSIFICATION
*
E.

Lean CLAY (CL)
o) U)
Sandy Lean CLAY (
CL)
_
vo U)
Lean CLAY (CL)
— — _ —
_J --I
0 2j
cr_
0 .

M
E. 0 -±-
5z D ....

LO
CATION
SAMPLE1 NUMBER
DEF
-111, m
N.

I 0
,— o
6 c° DE 0
0° .<-•
(3? i 0
= o
6 AR ATIMPAARY 317/26/00 \ \ 12 29 PM) DI LIT t
I a
10 0. 0.01

GRAIN SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine
R IT TU. • • • •
; ist "k im
1%
July 2000
Project No. 97-42-2272

US STD SIEVE SIZE HYDROMETER ANALYSIS

NUMBERS
20 40

US STD SIEVE SIZE

CENTIMETERS

7.62 3.81 1.91 0.95 10 100 200
100 0.001
100
90 80
70 60 5
>-
LI-I • 50
III •40
ct
30 20
10 LEGEND
(location) (depth,m)
O DH-4 0.0
• DH-6 0.0
• DH-7 0.0
A DH-8 1.0
GRAIN SIZE CURVES(97422272.GPJ/DH-08) REB
7/26/00/12:36:11 PM

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

GRAIN SIZE CURVES
Springville Road Interchange
Camarillo, California
Cu
PLATE B-2
GRAVEL SAND SILT or CLAY
G
•
Ls,
•
0 •
A
X
0 G
*
P ...diefroy/W17
10 20 30
LEGEND
(location) (depth,m)
DH-1 1.8
DH-1 4.6
DH-1 10.7
DH-1 18.3
DH-1 22.9
DH-2 1,8
DH-2 10.7
DH-2 16.8
DH-3 3.0
DH-3 4.9
DH-3 19.8
or OL
40 50 60

LIQUID LIMIT (LL)

CLASSIFICATION
LIQUID

LIMIT(LL)
Lean CLAY (CL) 33
Lean CLAY (CL) 48
Sandy Lean CLAY (CL) 25
Lean CLAY (CL) 39
Clayey SAND (SC) 31
Lean CLAY (CL) 49
Sandy Lean CLAY (CL) 20
Sandy Lean CLAY (CL) 36
Lean CLAY (CL) 36
Lean CLAY (CL) 48
Sandy Lean CLAY (CL) 22

PLASTICITY CHART
Springville Road Interchange
Camarillo, California

PLASTIC

LIMIT(PL)

PLASTICITY

INDEX (PI)
22 11
23 25
14 11
26 13
22 9
23 26
13 7
15 21
24 12
24 24
14 8
PLATE B-3
ML
70 80 90 100

ATTERBERG LIMITS TEST RESULTS
100
90 80
70 • 60
X Lu
50 40
30 20
10 July 2000
Project No. 97-42-2272
T
IJORCI •
•=1•0441
,GD PLASTICITY CHART(97422272.GPJ/DH-03) RES
7)7 If1i1/12-1fi. g PM
? BRIJ
fa,II'A=IP IMM
AL
July 2000
Project No. 97-42-2272
38 35
EFFECTIVE COHESION, kPa

EFFECTIVE ANGLE OF
INTERNAL FRICTION, deg
PLATE B-4
LOCATION DH-1
DEPTH, m 40
MOISTURE CONTENT, % 16
UNIT DRY WEIGHT, kN/m3 18.2
MATERIAL DESCRIPTION Sandy Lean CLAY (CL)

SAMPLE CONDITION

DIRECT SHEAR TEST RESULTS
Springville Road Interchange
Camarillo, California
DIRECT SHEAR(97422272.GPAD1-01) REB
726/00/12:37:41 PM
200
180
160
140
120
100
80 60
40 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 NORMAL STRESS, kPa

SHEAR STR
ESS, kPa
20 0
0 rBIRU omenammil
LANNENE"sm
AL.

July 2000
Project No. 97-42-2272
20 1 10 100 1,000 10,000
VERTICAL EFFECTIVE PRESSURE, kPa

LOCATION
DEPTH, m
INITIAL MOISTURE CONTENT, %
UNIT DRY WEIGHT, kN/m3

MATERIAL DESCRIPTION

SAMPLE CONDITION
DH-1

1.8 37
13 Lean CLAY (CL)
Shelby Tube
CONSOLIDATION(97422272.GPJADH-01) REB
AS) 706/00/1235•24 PM

CONSOLIDATION TEST RESULTS
Springville Road Interchange
Camarillo, California PLATE B-5a
BRU
Looms.Nis.

July 2000
Project No. 97-42-2272
PLATE B-5b

CONSOLIDATION TEST RESULTS
Springville Road Interchange
Camarillo, California
CONSOLIDATION(97422272.GPJOH-01) REB 4 ;:z 7/76/00/12.38. 6 PM 12 14
16 18
100 1,000
20 10 10,000
6 8
z10
VERTICAL EFFECTIVE PRESSURE, kPa
LOCATION DH-1
DEPTH, m 4.6
INITIAL MOISTURE CONTENT, % 37
UNIT DRY WEIGHT, kN/m3 15
MATERIAL DESCRIPTION Lean CLAY (CL)
SAMPLE CONDITION Shelby Tube
DATE: February 29, 2000 JOB NUMBER: 00-7000-V01
ENTERED MAR 0 7 2000 LAB NUMBER: 000098
I
SAMPLED FROM; D11-5
MATERIAL FOR USE IN:

Charles N. Dunn, Lab Supervisor
6 PLATE B-6a

THOUSAND OAKS
Copies: 1-Fugro West
1-File
d•411V6

OXNARD / CAMARILLO
2978 SEABORG AVENUE, VENTURA, CA 93003-7686 • 805.656.6074 • FAX 805.656.1263 REPORT OF "R" VALUE TEST
(California 301)
PROJECT: Fugro West (#97-42-2272)
OWNER:

SAMPLE OF: Soil E
SAMPLED BY: Client
*Sample squeezed during exudation.

Respectfully submitted,
BTC LABORATORIES, INC.

REMARKS:

Reviewed By:
13tC
tabora
DATE RECEIVED: Feb. 16. 2000
DEPTH: 0.0
(California 202)

GRADING ANALYSIS TEST SPECIMEN A
SIEVE
AS
REC'D
AS

USED SPEC'S
COMP FOOT PRESSURE PSI 320 300 270
INITIAL MOISTURE % 10.8 10.8 10.8
MOISTURE 0 COMPACTION % 17.8 18.8 19.8
DRY DENS. OF BRIQ. #/CF 106.3 105.7 102.8
3" STABILOMETBR VALUE "R" 13 11 5
2 I/2" EXUDATION PRESSURE PSI* 800+ 414 398
2" THICKNESS IND. BY STAB.
1112" THICK. IND. BY EXP. PRESS. 0 0
1" P.I. SPEC
MAX
SUB ASE;
3/4"
I
L.L. P.L.

BASE:
1/2" SURFACE:
3/8" SAND EQUIVALENT. COHESION VALUE:
#4 DURABILITY COARSE: TRAFFIC INDEX:
#8 100 DURABILITY, FINE: "R" BY EXUD. PRESSURE: 5
#16 99.7 DURABILITY INDEX; "R" BY E?CPAN, PRESSURE:
#30 99.1 "R" @ EOUILIBRIUM; 5
#50 9.5.6 L.A. RATTLER
#100 79,8

65.3 I 100 REV; INDICA i ED MINIMUM THIC1CNESS OF
ABOVE CONDITION: #200 (washed) 500 REV; CDVER FOR
2978 SEABORG AVENUE, VENTURA, CA 93003-7686 • 805.656.6074 • FAX 805.656.1263 REPORT OF "R" VALUE TEST
(California 301)
DATE: February 29, 2000 JOB NUMBER: 00-7000-V01
tN A Litt') tiAR 0 7 2000 LAB NUMBER: 000098
PROJECT:

OWNER:

Fugrp West (#99-42-2272)
SAMPLED FROM: DH-9
MATERIAL FOR USE IN:

DATE RECEIvED: Feb. 16. 2000
DEPTH: 0.0
1-Fugno West
1-File
Copies:

PLATE B-6b

OXNARD / CAMARILLO THOUSAND OAKS
SAMPLE OF: Soil H
SAMPLED BY: Client
GRADING ANALYSIS _.
ihST SPECIMEN A B C D
SIEVE
AS AS

REC'D USED SPEC'S
COMP. FOOT PRESSURE PSI 350 340 260
INITIAL MOISTURE % 10,3 10.3 10.3
MOISTURE () COMPACTION % 15.3 16.3 17.3
DRY DENS. OF BRIO #/CF 111.1 110.4 109.5
3" STABILOMETER VALUE "R" 15 20 0
2 1/2" EXUDATION PRESSURE PSI* 760 605 470
2" THICKNESS IND BY STAB.
1112" THICK IND. BY EXP. PRESS 030 0,23 0.30
1" L.L. P.L. P.I. SPEC
MAX
SUI3ASE:
3/4" BASE:
1/2" SURFACE:
3/8" SAND EQUIVALENT: COHESION VALUE:
#4 100 DURABILITY COARSE. TRAFFIC INDEX:
#8 99.1 DURABILITY FINE "R" BY EXI.JD. PRESSURE: 5
#16 97.7 DURABILITY INDEX. ,"R" BY EXPAN. PRESSURE:
#30 94.9 "R" 0 EOUILIBRIUM: 5
;150 89.0 L.A. RATTLER
#100 76.9 100 REV: INDICATED MINIMUM THICKNESS OF
#200 64.8 (washed) 500 REV. COVER FOR ABOVE CONDITION:
lit
2021
Respectfully submitted.,
BTC LABORATORIES, INC.
c2412
Charles N. Dunn, Lab Supervisor
REMARKS: *Sample squeezed during exudation.
it Reviewed By:
eaVit.V6
BtC
tabora

LABORATORY REPORT

SAM BRYANT
FUGRO WEST INC.
5855 OLIVAS PARK DR.

VENTURA, CA. 93003
ealth
eienee
ssoeiates
Report Number : 101815
Purchase Order :

Job No. 97-42-2272
ECEUVE n MAR 1 3 2000
FUGRO-WEST, INC.

Date Received : 23-FEB-00
Date Completed : 29-FEB-00
Date Sent : 29-FEB-00

50 100 150 200 250 300 350 400
Resistivity Ohm-cm
835 653 545 472 417 399 399 417
1706 1597 1561 1525 1506 1525 1561
1634 1670 1706 1742 1742 1779 1851 1888
1742 1597 1561 1525 1525 1561 1561
998 799 726 672 635 581 563 599
3158 2741 2577 2396 2323 2323 2323 2378
1851 1706 1670 1670 1634 1634 1670
1162 1089 1053 1016 998 1016 1035
Milliliters Water Added
Sample No.

DH 2 1 9
DH 2 112
DH 2 117
DH 2120
DH 3157
Dli 3160
imi 3 1 65
DH 31 69
Analyst(s) : TWS Ref :

Reviewed by:

Technical Approval:

Laboratory Director, Jamie Steedman-Lyde
Thomas Shultz
-/--4
-
Sample Description : 8 - Bulk Soils
Project : Airport Interchange/CD Prentice
California Test Methods :532,643
Auto Subaitter Resistivity pH Chloride Sulfate
No. Sample Number ohms/cm Units PPE PPE ,
213205 DH 2 19
212206 DH 2 /12
212207 DH 2 /17
212208 DH 2 120
212209 DH 3 157
212210 DE 3 /60
212211 DH 3 /65
111
212212 DH 3 169
@9' Clay 399
@25' Clay 1506
@ 50' Clay 1634
@65' Sand 1525
@10' Clay 563
@22' Sand 2323
@44' Sand 1634
@ 65' Clay 998
8,10 185 11,452

8.22 111 404

7.81 7.97 95 374

7.63 120 9,490

8.56 7,94 122 355

7.88 106 510
Remarks : Sample(s) and sampling data as provided :
by : S. Bryant
California ELAP No.: 1406
ATHA Accreditation No.: 172
NVLAP Accreditation No.: 101384
AIHA ELLAP Accreditation No.: 10985
LACSD Lab No.: 10125
10771 Noel Si, Los Alamitos, CA 90720 714/220-3922 FAX 714/220-2081 e-mail [email protected] PLATE B-7
This report pertains only to the samples investigated and does not necessarily apply to other apparently identical or similar materials. This report is submitted for the exclusive use of the client to whom it is addressed. Any reproduction of this report or use of this Laboratory's name for advertising or publicity t.pdaa PLATE AFebruary 2000
Project No. 97-42-2272
0 C
A
0 0
cy,
... ........... .
•s'
—
\
\ • C3.o.

CO
0 eal
0 CO
0 CPT Data Interpretation
C4
1-4 PA Cq
0 PI
a) a) a) cn
Ern
al H
133 q
0 4-)
dP 4
44 0) Cr)
.4
El
(-(U)
4 )-(
0 PI 0 c4 a)
>
ir--,-
NW
(.) g
- rt)
i
Ea
E. Oa
41 •
)-,
E. r..)
Z En
OW
, H F 0
E. 0 0
•-. 3. 9-I
!II -1 9. a
Eri 0 .1-)
01 * W 0 LI

0.1 4•D LO CU CO
>-) 0
L4
I o co la
:5 a)
a) 0
u 0
• rl o
i
a
k
4 .1, W
>,
E.
414JO
,--I 44
0:1 do
CD rZ4
1 01 44
a
.0
fi CO M
44 0 Z r
(33 ,--1
F. 0 r0
g ra a) En 4-,
I P ,-) 0 0 al CO (0
< 4.,
--- -- 12 4-,
CD 0 k g
C) C) VD M >I E.) 4)
il
..-- ...-- 4) 0 r0 44
.. .. g E.
.0 P. (4-C
• • 4.1 >-, 4..) .3.)
al •• a EH 4 a 44
W W 0 I:3

4.) • A HI (21
LI
W r..• LI 0
.1--, 40 0
Hi
S. 977
>3 '0 4-.

O X 44
1:33, 0 En 3 Z
1-4
>44* B
u 0 Z
014-,
En rA
0(4
4-)
• X
0)
*
H rA CD CD C7 CD rA rA rA rA CD CD rA CD rA CD r4 rA CD ri rA CD CD CD OH r1 vA CD rA rA CD CD CD CD CD CD HI rA CD CD OD 01 CO 01 01 OD CD r,
CO 00 CO rs VD CD NT rn Ul VD NT NM CO Ill 01 CD Nt CA OD rA 01 CD rA 01 LO 01 CO CO Is C) rn Ch r- CA CD CV CD VD LC rn 04 01 LC Ch CV V,
HI CA NT 01 r4 NV CO NT 0 LO CD NV CD Ul r" Ci Ul CD VD CD 01 LO CA NII CD CD ri CI NT Ul VD VD Is OD CA CD CD CD H ri 04 01 NT Ill V) VD VD r- on OD Ch. CA CD CD CD rA rA CV CV ol rn rn rn <11 . . . . . .
.

CD CD C, CD CD CD CD CD CD CD CD rA H rA 1-4 vA rA HI rA r1 rA ri rA r4 H rA rA rA CV N CV Ci CV N Cl CV CV C4 CV CV i
CD CD 03 rn V) CA CO l0 N CA VD CI If) CA rn rn sr op 03 Ci rA LO VD CA CO NT tfl VD NT NT r- CD CD VD CV CI Ul CA rn CV ' N 01 r- cn r- cv u) op s:1 r- CN r- 09 cn rA cn uo cp LO rA LO L.0 CO H 01 VD CO CD 01 Ul VD CO CD rq un r- o0 cn rA 01 CD CD rA CV 01 NT NT NV Ul Ln VD VD V9 VD r, r" V. CO CO 01 al 01 01 CD CD CD CD rA rA rA rA rA CV CV CV CV CV CV rn 01 . . . . . . . • . . . • . . • . • . • • • • • • . . • . . • . . . • 6 6 CD CD CD CD CD CD CD CD CD CD CD CD 0 CD C3 CD CD CD C7 C7 CD CD CD H H rA rA r1 rl rA rA rA rA r1 rA rl rA r1 rA rA CD CD ul Ill Ul Ul CD CD CD CD LO Ul 0 Ul CD Ul CD CD CD C7 CD CD CD CD CD CD CD CD CD CD CD CD CD CD un uo uo co cp c) CO CO CD 0 CD CD CD CD 1.11 CD CD CD CO CD CD CD CO LO r" Ul En r" r, r" r' CD CO a0 r- CD CD r" r..- r... CD CD CD CO CD CD H ri CD CD CD CD H CV 01 r4 CD C> H CD CV CD HI co CD 01 01 CD CD CD CD rA rA r4 CD rA rA CD CD CD CD CD CD H.I H. H.

C7 0 CD CD CD CD CD CD CD CD CD CD CD CD CD C7 CD CD CD CD CD CD CD CD CD C7 CD CD CD CD CD 0 CD CD CD CD CD CD CD CD . . . . . .

OD r" CD CD 0 r- CD CD ,.o u) Ch r" CV CO NT Ul C4 LO rA LO V- VP CD r4 Ul LO r4 CA CO rn 01 V, r1 CV Ch CD NT CA Ul CV In ri HI r- r- r- t.c, uo el el so u) IN L.0 rA LO N VD En ul to up un NT CV rA ul NT ,T Ul LO LO LO r" LO r1 NT C U ,J) cr4.7) co 3--, )9)4 Is 1.1 CA 01 1717CA CV nal"71711711 01 ICA cn cl rl cn op cn r- Ul HI CV cn en a) r----, 0
. .
• . . . . . 2'
a) a) rn .4). rn a) L.0, CA rA 01 CA OD (NC OD 01 NT 01 CV 01 CA CA NT r- 01 01 Cn a) Ln cn r- Cn OD 01 a
0') V- VD NT rn sr r-i r- H 01 LO CD en CD CV H VD Ill H r" r" 0 01 01 V, NT En C N LO 01 VD Ill NV 09
. • . . . .
. . . . . . En En g
,-1 r-d 00000 HI 0 0 N ri CD CN HI N HI 0 0 HI 01 LO HI CN 01 rn 01 CV rA HI N NT CI V- W C hal (4 0 -,,
4) ,-1 9

1.9 VD OD HI Ill r" NT CV CV rA LC) r" VD M 4-.) W
01 01 co sr ro co co sr sr sr ro co rn 4.) ,-1
0 '0
0 a) 91
Lo KT, r- o )9/. o Lo rn 3,-, En ,-) o co ... LA g
0'1 eV Cr) LO Vl NT NT Ul Cs VD 1.11 r" En 0 3-) 0
a 0
0 10
rA LO rA rA r- up r- en r- cv un cn co op un r,
in rq e-t co CD rA oo o) sr ko cn co CD tr, cv co LO CD CI r- r- co co CD 11 .41 rA H N rA HI N r1 IN N rA H P1 N NT NT 01 rA NT rA rA co co el 01 CI rA CV N CV NH CU rA M VI 0 >1
•,4 C) HI
cv c0 CD HI co CD r- up t..o cu r- rv o) 4-4 <V r- En cu up sr sr (NI cn co VD r- co e-, CD rn 04 r- el co vo It) 01 sr ko el e-t s.-1 0 HI 01 HI rA CV CV CV CV CV rA CV IN rA NT CO (40
rA H N H H rA CV rA rA rA ol rA rA rn rA NT 01 CV E -5'..:° c)0,.... U100 If)00000111 CD00000000 1.11000 U1111000 CDOU10l111.0 0 p k . . • 6 6 6
• • • 6 b • • • • 0 W 0
rn rn
rA rA rA rA CV NT Ul N rA rA rn rA NT rA co uo rl uo Ln rv el cu rq CV 01 01 CV CN CV CV CV Cl rA rA ri 01 N CV 44 0)0)
• timxzz,III=zizIIIIIIIIIIIII Z ri) I Ce Ut Ci) X M !) cn ul X X EnUZEnr...)EnEn 0 •.-I C U) Z u3 En X CO u3 E..) En En z cn En z XZEnrnXZZz 0/) Z Z •H V A E. >. >. >-, >. >., E, >. E.
03 a) 0
(- (1. )4 F, 4 g 4 4 Kt 0 E. E. KC 0 4 < 4 4 E. 4 .4
E. E. 0 4.) 4.)
0) 9-1
0 0 1-3 0 0 0 0 a a H 0 0 0 HI 1-1 0 0 0 0 1-1 1-1 91:) HI 0 H)-1 Cr) H kJ E.) C.) C.) C...) (.() E, I-1 u Ei) Er) (..) C.) 0 H cn En 0.) 0 En En u) CO En C/) U)
>9 >, >, >, >3 >-.

V)
O >1 4.) 4..) 4-1 .1-) 4-1 0 4.) a) CD li li .1-,
>1 >,
i, ›i >1 >1
11 71
0 PO S., r(21 .-I ,-, ,-,
,Til T.Ii !,?',n '°Ili 7,1 iti (>01'7,1 7,-1 Z1 ,=4'i (,' (>0' 6 02 >, a, ri, , ..,,
0 'I 02 Cn M 1-1 H HI ,-) 0 4.4
0 0000
109 ul - o C)I Ti W En in
In In 0.) C-2 M 000 U 0) (1) E.) C..) En 0 u 0 I-1
00 O>, > 0 4) 44 .4) 4-) 0 0 0 4-1 0 0 .4) .,-.1 4) C 0 0 0 3 0 44 4) 4-(4-I 4_,1 .0 4.9 4.2 4-1 .L.1 .1-, 4.14..) 4-1 4.D 4-1 .1., In • r4 H HI E. E. E. E,E. E, F F E. (14 (4
>, E-. F 3 >
1) Pi)
F --1
a tn
H
Cn 0
•.-i>'
03 0 0 CO H
.1
tI)
4 0 4 .) E. 2 2 0 E, E. a .1 .-1
HHHH l-1 ril ,4 „6s H00HHH
C1) cn in J.!) H Cr1 H H Cr) U1 trl
En Cf2
4 0 0
r..) En En u) a) 0 a)
0 H H 1.-i 4 4-1
0 al
a) a) a) a) >, >1 >, a) >, >, a) 0) a)
4-) rcl 4-) >3 >3 >-, >, >3 >9 >3 >I >4
HIH Q4,'C'rEE2rCa
...4-, .,,4 >-I .....1 ,..., qi >, E a) 4)
gc .-i .-1 HI ,-, (E1 -,-1 .•-1 HI fli CO 1-1 HI HI I- .-7 .4-1 ...-1 F.1 0 S-1 En 0 0 ai (CI 0 g ,-1 --1 ra 0 0 Ea 0 0 Ka gc -1 r-i g 0 >1 >I >1 >, a) nzi
10 4..) LI)
• >I >, >I 0
u-I .,1 0 0 0 0 rel 0 4 •.- H 1- 4-I •rA H Z
In In C-2 C) 0 C.2 CO Cr] CO M C..) C.) (0 C.) U) CO 01 ci) 0 tn cn u u u u ID (1) ID f..) ta (1) C.) C) () C.) C.) En u) En 9 It •,-I W. HI
V- r- 01 01 01 rn l0 CO 0) VD rn ol r- on OD sT r- Cn ul Cn Cn V) un ul un l0 r- r- ul VD VD Ul V) V) rn rn ‘11r- %,0 V) IA 0) CO 0
4 )-1 0
4-) a) 0
CD CV CV VD tf) LO rA VD LO Ch Ul CA V,
CA CA rn Ul NV r" CD CA LI1 01 CA r, r" VD CD CO CP cn r" CD CA C) 01 rn r- r- <V .1-1 ..-1 . . . - . . . . . . . . . . . . . . . . . . . . • • • • • • MOM rA rA VD in ..4) rn cl co CD rA PI rn H sr eo el el co co e-4 co ro (PI cu rA HI rA CV Cl CV rq co sp en V1 VD <V 4-1 ram WHO

4.) 0 131
0 3-,
CD 01 N CD rA 1.11 r" 01 H rn L.0 CV CD LO CO r,
cn uo ul r- CD rn CD CA rA rA Ul cn co co cs) rq 01 V- C- 01 CD OD <11 rn 0 fa .-1 . . .
. . . . •.-1
C9 rn CD H co a) r- sr co co up (NI u) co r- co sr oo el r4 I-I .4 CO uo e-1 r- (NI ri en cl sr co up op uo uo sr co cn rn qi 0 ,I. Ul CV rA rA ID CV 01 rA u) rev uo r1 NT Ul 01 r,) r- sr e-1 rA rA rl Ul 01 rA rn uo uo sr P1 CV r1 01 r- rn CD 0 W 0 4-4 H (NH HI H 40 9-1
E. En
CD CD r4 CA CD CV rA rn rA CD CV CA rn LO VD rA CD rA CV Ul If) Ln OD CD rn VD Ul Ul CI 01 0n VD VD CA Es rA NT NT rA CD * In . . . . . . . . . . • . . . . . . . • . . 0
HI r" CD Ul 141 VD CV LC) NT on ul 01 l0 Ul OD Cn Cn rn Cn H VD 01 r, VD rA Cs sr r- CD NT CO r" CD en co r- oo co uo oo 44
CV CV rA rA NT 01 CV NT CI NT 01 NT CV rA ID NT H rA rA rA Ul CA NI 01 Ul Ul Ln NT NI rA 01 CO <V rA 0

HI NH H SA
fai

O CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD C) CD CD CD CD CD CD CD CD 0 CD CD CD CD CD Ul CD Ul 1.11 Ul Ul CD 1.11 CD CD CD Ul Lf1 CD CD CD CD Ul CD CD Ul 1.11 Ul CD CD CD Ul Ul LO Ul CD KC . . . . . . . . •••••••••
rA rA CV CV CV CV rA HI CV CD rn CD CD CD CD rA CD 01 HI C4 CD CD rA HI rA HI CD rA rA CD CD CD rA rA ri C) CD CD 0 HI 0 0 CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD 0 CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD Ul Ul CD If) CD LO Ul CD CD CD - CD L11- CD CD CD CD CD Ul uo uo. c) un CD - C7 CD CD Ul 0 Ul CD CD HI CV NT VD 03 CD rA CV Nr NV Cs OD CO CA Ch CD HI NT Ul r- r- oo cn co v.-, rq rq en sr uo uo to r- co en cn co CD ri CV rA rl ri r4 r4 rA rA ri vi HI CV CV CI Cl CV CV CV CV rn co In 01 nn rn ol en ro 01 01 V1 01 NV sr sr sr co c) CD CD CD CD CD CD CD Ln co uo u) uo uo co uo co co co up uo co c, c) co uo co co un uo uo co co co In uo uo up co up uo co co co co un uo co (PI co r- rv r- rq co r- up uo co es) E7- Ln uo Ln un CV CD CD r" CV V^ Ul LO 1.11 CI r^ CV Is Ul CD rA 01 Ul r^ CA CD r4 rn NT LO r^ CO 09 CA CD CD CV .0 k.0 r' V" 09 CA CD r4 CV In NV NV L11 Ul VD r^ CO CA CA CD CD r4 . . . .

HI r4 r4 rA rA rA r4 HI 1-4 CI CV CI CV CV CV CV CV CV rn 01 01 el on ol 01 el ol el el 01 PI <54<V <V rA CV 01 NT uo up r- co a) CD HI OU rn eV Ln up r- o0 cn eo e-i N co sp uo up r- co cr) co e4 eg el sr Ln uo r- (0 0) CD rA H H rA rA rA rA rA HI rA CV CI CV N 04 CV CV CV CV CV 01 rn rn en ol 01 01 PI rn 01 <J1

CU CU CU
0) krs
0 0 HI
O H
C)
• 44

0.0 (1]
01 .1.7
O to tt)
4N
c.) o 01
0,-I
* 4-1
Z
a)
* * *
Blw Blw Rel
/Ft /Ft Den
Rat Cht %
NI
02-0
fkl
E. 11:11 4p w w 44
O ,-.1 U) 0 CO Cil

41. 0 CU Or 44
4 Z
..-- ..-- .1-3 .1-) r44 2 O 0 2. g
C) c) kr) M >I V )J
....- ....- 4i 0 4 44
0 Ei
O 0 .H
.. 0
Al CZ 2-1 ..0
.. 4.) >., 4.) 4-.)
CU 4-4 0 st, 44 f
.6 ri W 13) 0

4.) Hi ri 0
c., Gla .1-1 7-1
a) C..4 7-1 al r-1
-Hs 21 CV
0 4) 0 4-) 2 .4 4-)
S-1 cci P... 0 4 X 44 a, 0 to 3 Z

1.4 >,
a
CD CD rA rA rA rA 0 0 rA CD ri rl 1-4 rA rA CD C) C) CD CD C) CD 0 rA rA rA CD H rA 0 C7 CD 0,-I CD CD H CD H C) OD 10 01 ri 0 V) CO 01 CA N rA CO CD 60 00 Ul rn 0000 r, 0000 eV 01 rA 0, CO 0 CA 0, 41 CA a) N CA Ul rA N rA H 01 H ON 01 VD Ul Ul C) ON CO 01 01 010 CA CV Ul C) eV C.,00 eV eV CV <V 0000 rA <V 41 V) 10 0, 0, CO CA 0 0 rA rA rn un in 60 VD r-^ CO 00 CO CA CA CD CD CD H H CV Cn 4P <t• 60 Ul VD VD r, ••••• • •00 •0 .0 006
• N CV N CV CV N 01 01 rc.) 01 ri tc) 01 01 PI 01 M CA 01 01 01 01 CA 01 41, 41, 4V 41, Cr eV el' eV CM eV eV 01 141 r4 CA CD eit, CD CA 01 eV <1;) Ul N OD U1 r-.1 <V C7 CD 01 10 CD 41 VD VD CD eV CD 0 VD CA 01 CA V) eP V) Ul CO rA rn VD r- CD VD CA rA eV CO rA VD ri 01 VD CA rA sr r- cn C) rA 01 eV VD CO CD rA eT CO N r- CA CV eV CA on on <V <V <V 660 un Un Ul VD QD VD r- r- co co co OD CA 01 CA CA CD CD CD CD CD CD rA 1-4 ri rA CI N C4 C4 01 01 rh 01 • • • • • 6 • • • 06•0
rA rA rA rA rA rA rl rA rA rA rA IrA rA rA rA rA rA ri rA ,A N CV C4 CV N CV CV N N CV Cl N C4 N CV CV N CV CD CD CD CD 0 CD Ul CD CD Ul C) C) C) CD CD CD Ul Ul Ul VI CD CD 0 0 CD CD Ul CD CD 0 CD CD CD CD 611 CD CD Ul 0 10 • N C) 0 CO CD CD r, CD CD CD 141 10 CD CD r, 0000 N r, r, CD Ul OD 0 CO OD 0 N N N CO cp r- 0000 CD CD r4 rA rA CD CD rA 0 CV 01 M CD rA CD CD CD CD CD CD CD CD rA CI rA CD r4 rA CD CD CD CD ri CD CD rA CD H CD . . • • • • • • • •
CD CD CD 0 CD CD CD CD CD CD CD CD CD rA CD CD CD CD CD CD CD CD CD CD C) CD CD C) CD C) CD CD CD CD 0 0 C) CD CD CD •
C) en co as .4 CD VD CD M 41 rA 41 Ol 41 ri CI 41 0 VD CD N 01 CO CO VD ul <1, CA CD CD CV N rA 0 en cn Lin cn a) up w Lo Lo Cr CV Cr 0 0 <V 0 r4 01 10 10 0- VD C-- VD 10 1.11 CO 4-4 VD N ri V-. VD ul 0 cl VD 60 CI 10 CV VD (1) 0)
I-1 0
H N CO 01 CO <V 01 CO <4' 01 cys arcni u:s''‘ '-17 en rn .41kr! Cik 4.C1P al CA r-• a) scr H al scr up a) rri a) l0 0 •• ••0 •• •• • • • ••••••••
.0 CO 03 CA r- in 01 If) 0, CA 01 rn rg rl rq cl 01 C- CA Ch 01 ON CA C- CV C- <V CA ul CO CA CV 0) V< CZ
<V CO rA 1-4 01 CD If) 01 CD rA 04 CO H C' CD VD VD 0, CO 1.0 10 CO CA 1-4 0 CD on 0 H CD N 41 H 41 N • • • • • • • U] U] g
,-INC') '4•NNHN01 CA to rA H H rA rA rA 01 cr r- rA UD CO Cr rA <V CV VD on un rs H CO <V W 0 011) s. 0 ..-1 4-) Hi U)
cn in 0 ri ri 01 0 41 Ifl N 4 4 a)
In')) 41, <V 44• <V
N r- in Lel
sr 01 C')')) cl rn 01 a,'0
4-2H
0 CU rd
NO 43, 0 VD M 00 0 4P ep 0 01 I1.4a,
41 ul V- ul LC) <0 VD ul NO V-- V-- V< 0 24 0
04 0
C) M
ri cs) ul CO 1-4 OD rA N <V <V CD 0- LO CD CD CD 0, eV 60 ri 01 01 1-1 CD CD rA 01 00 CD CD C) CD 0, 00 VD CD 0' 40 CD CD Ts ... rA 01 N CI N rA N rA H CA <V N 01 <V <V 4V rA rA rA rA rA rA 01 01 4* 01 H 01 <V <V rA 01 rA 01 01 <0 01 rA vi cv W rr, m hi 0 >1
Hi V rA
CD CD r, VD CO VD On rA N VD CA 0, 10 rA 41, rA 41 <V <V 01 CD CD CV CV Ch CA 01 Ul rA 10 Ch 01 rn Un 01 C- <0 I', 01 C4 H -1-.1 0 TA CV rA CV rA rA rA rA rA N 01 CV 01 <V <V pn ri rA ri rA rA rA CI CI 01 N rA C4 M 40 CV ri CV N CV CV rA CV 01 0 •

1.4 CD CD Ul CD CD Ul V) CD V) U1 CD CD CD CD Ul C) Ul CD Ul C) CD CD • 0 in CD CD 41 CD CD CD 0 CD CD CD VI CD CD CD CD Ln 0 R $4 • • • • • • • • • • • 0 (1) 0 N N N <V CA N rA N N rA 4T 41 010 CI (NI rA rA rA ri CV CV N CV 111 01 ri In C') rA N CV N el rA N 01 rA 01 rA 4.4 0 icis
0 0
.-A 6 , •,, -14
ci ci 0 u) z cs z z ci ci z (..) 0 U]...1
1 1 1 1 1 1 1 1 1 ▪ 1 1 1 1 1 1 = 1 = 1 1 1 1 1 1 1 I 1 = 1 1 1 1 1 1 1 = 1 1 2 i2 51 m" gi 'A d i2 Z C) 4 4" ig ' ' co co Cfl X 42 CA 4`) CJ 4`) i2 i2 51 E'A gi d gi gR " N2 N2 2 gR d N2 gR `) M d ° • -1 M cl) 0 ›.. >. E. E. >, E. E. >, >, >. >, E. E. 4 4 .1 .1 4 4 4 4 .1 E. E. E. 4 4 4 E, 4 E. E. al • IA O 0 FA ,..1 H 0 H FA 1-7 1-9 .1 4 H hP 4 4 ,1 .1 .1 .1 .1 .1 .3 13 rA 0 CJ c) co I-4 Cfl C) US 0 C., tJ C) C) CO FA hi hi (.) C) C) hi (.) hi hi W 0 W ci)
› > Di
u) CO CO C/1 CO Cl] 4-) CA
9 .. >1 >i .. i >i 2 .).i DI D4 >1 DM DM DI DI Di
4-3 4-1 4) w >, >s >i 4-) 4-) 4-) 91 4-) >1 >,
ks Hi 2-i
44) 44) W ›... (1) 44 CU .4) $-1 10 • .-1
re) >., H >., y., H r-.1 r-.1 >1 rt5 ›., 1(11 'a r-1 .--1 H ,L3 >4 1-1 T.7 '0 ›.1 0 Ls W 7,17,121i , ›,,, 4 ,A -,1 ,-1 0
g '
g '

-4

.'l 1
2 4 °

Oir 2H4UH 0Hu 4 U0UH FI U00 gI .0
ou)uti 0i0 4- 0 . 0 ° .L 4j 0uiuu t0 0 Ul U 0 0
o o o o ooo ooo o CUU
140>)0004)00> 23 ..,0 0 ,4, 4-s0 0000 4-1 4))004-o 00 0 4 4444444D 14D4) 4-4 4.4 .) 4J .1.1 W ..-I
4j 4j 4j 4-4 4j 4.))) 4
E, ..-1 co E. .1 >, >, .1 .1 .1
41H4 4 HHH S. 2:-/.22 ;_-_, Ir_1,..1 ,>....i 2 '4' FA El 4 m 4 4 hi 4 KC m O OH FA .1 07 FA 0 co co u) a ca .3 $.4 21 IS co 0 CO co c) CO ti 0 >1 FA CO 4 .1 co co co FA
H to c) CJ u) CO U CO CO (r) t.) 0 00 WOW
• fei ss7 Ti 2 .-.,) '13 :), CO I:s 4,..21 2, t ) i,
100 0 H ,0 H riC 0 0 0 0 I-1 1-1 H r-I 4 It It fil H H f1:7 H 4 r-1 1-1 H H 113 •rl tu •r-1 1-1 11:1 •r-1 7-1 (11 r-1 ,-1 0 ,-1 0 rA rA ri 0 .1-1 ,.1 -,1 •rl 4 rA rA rA ,A ,-1 r4 ,A .3 ,A ,A W 0 U UW(OWWMUWO) 0) Cfl tnN UM C.) U) CJOU U 0000)WWC..)1) U UMMUMC..)M0) 0 Hi 0,'-1 ul 0 ko co I-- <0 <I, U1 Up eV Op CA 01 0 10 1J, V en 0' rn ul to Ln 10 CA r-- <V C- V.- «1 ul ul ul r- sr un r- en r- sr 1.1 t-1 CD U) 1:77 .0 S-s W
-14 CD 0
C) H CD CA CO <v ‘v rA rn VD VD cr <V .V. CO. 01 rA VD rn L-- ul V) <0 VD OD ul CO <V VD V-. CV 01 40 eV IA CO CV VD 60 CD 4_)•,4 000 60 6 •00•O 0 0 ••••• U)Wtn
01 <V 01 CD rA 04 ‘P PI O4 .4' r4 CD CD CD CV .0 0' 0 0' Cr rn rn 01 CV CD rA 01 CI CV ul en en en el sr CO CI <V N 41 4-) r9
0 2-i
O cn oss cs) el on 0 CD CO rA r, 03 rn CD r4 oP 00 H oss on ri CO rA CI CD rA CA 01 CO 01 <V 01 Ch 01 CD OD ol CD 00 ko 0 0 H . . . • • 600 0 •• 0 0 0 • . • • • • • • AA
CD CA CI 01 to a) co H 0 al Lo 10 03 01 01 CV 04 sr H rn cp cn 01 kr) La u> OP VD N V) co Ln in cr cr on es rs In co 11 0 CV ol <V CD VI 01 CV O4 01 CI in 01 r- cr 0 up oss r-.1 CV rl CV ri eV Ln cn co H r- cn sr H sr cv r- PI un r- H co cr 0 a) 0 H H H 1-1 N H r4 H .0 HI
EV t 13
S4' CO 04 <1, <0 <0 01 ri CO C". CO .0 CI VD CA CD rA CA CA 10 04 CA CA eV CD rA rA ri 41 4P CA CO V) UD N VD CO CD CD CD * w • • • • • w • • • • • • . • 0 6
on VD rA .0 10 0, 4V 10 CO Cn C) 0- re) N 0 Ul rA CA CA CO CO 0, CD CO CA 01 0, CD nP 0, VD VD CO ri rA ri 0, VD Cl 1.11 44 CV eY 141 ri 242 .4 en C4 rn <V CD 0, 01 N •41, CO 01 H N rA N N 10 0- 0- CV N H M 10 CI VD CI r4 41 00 rA 04 el 0- o H 04 rA N cl rA NH rA rA H H Hi I.
a
O CD CD 0 CD CD CD CD 0 CD CD 000 0000 CD 000 CD 0000 CD CD CD CD CD CD CD CD CD 000 CD CD CD 0 0 Ul Ul CD CD 0 Ul Ul CD CD CD CD CD CD CD CD CD CD 10 Ul 141 Ul 141 CD 141 60 10 Ul Ul 0 un Ln un un CD CD ul 4 0•0 60 00 0
rA rA rA rA CD CD CV CV rA CD rA rA ri CV 1-4 r4 rA rA rA TA rA CD C) CD CD CD rA 000 H rA N CD CD rA CD rA H CD C) C9 CD 0 C) CD CD CD CD 0 CD CD 0) CD C) CD 00 CD CD C) CD C7 0 CD CD 0 , 0 000 CD CD CD CD CD CD CD CD CP CD CD 0 Les cp CD CD in cp cp CD 0 CD CD 0 0 CD cp Ln Lin In CD Ul CD un CD Un cp cp cp Un • • • • • • •
C') 0' ul 10 VD 0, CA rA CV Cq in VD CO 01 CD rA N CA <V 141 41 VD 10 r, N CO OA CA 0 rA cl un un VD L-.6. OD CA CD CD CV Cr Cr Cr Cr <V Ul ul ul ul Ul ul 1000000010 1010 10 VD VD l0 N r•-• V-- C.- C% t< V- 0, 0, CO CO CD CD CD CD un Ul CD CD CD ul in CD CD CD CD CD CD CD CD CD CD ul ul lin un ul CD ul 0 ul Un 0 CD U1 ul un Ul CD CD V) ul ul ul 111 CV C-. CD CD ul CV CV Ul Lfl CD ul ul ul ul ul ul ul 04 V- CV V-. C4 C) V- 04 C-. C.- CV CD CV t, 0, r- Ln un ra • • . • • • • . . . . • • • • • . . • • • • . . • • • • cv en sr un up Lo co CD rA N on 0' 10 C... 001 0 rA CV rn <V Ul 41 10 VD V- OD CO CA CA CD CV eV 111 10 10 0, OD CA 0 <V <V <V <V <V <V <V 000000111 Ul ul VD VD VD 10 VD U0 VD VD 60 V) VD VD VD VD C-,r- r- t6- 0' 0' 0. r- r- co H r.4 rn 11) 10 r• op cn CD rA CV ('1 0' 1110 V-- 0010 rA CV 01 0' 11) 10 r- op a) cp rA CV ('1 0' 1110 V, 0010 <V <V <V <V <V <V <V 0' <V Ln un un un Ul ul ul un Ul VD VD VD VD VD VD 60 l0 10 10 0- 0' C, r, C, N C- C- N t- CO CD
CD
CD CI
CI
I N CD
01 CD
CV CO
01 0 H
0' ›.

H
ral
E,
Hi -
Ai "0 .4-4
4-)
CD
Cd H
"
4-)
ri)
a) a) a) cp
t3) In
rtl H
0 4-)
riP 4
z:71
19 * a)
OZ
04-)
0 0
1,..! *Pi
ui 01-)
H
rn
* wCd
09 0) (1)
XI 0
01 rti
"Ci
9 0
44 Cd
Cd
41 co 410
H 4-)
o‘P
IV a 0
.0 tn
U) 4)4 0 a .t.)
Z
H
E. 0 V
u) 4-4
n u)
19 a) a
4-1
4-40
o .s4
QJ 4-.
4-, .0 4-1
19 C.) .1-1
.0 04 4.) ii414-)
a) a 4-1 14C-
.. Ha)a)O
019H 4
0) a
I-) W S.4 '0
0 4.) P "0
I-4 01 a 07 Z
1-4
>,*
02-07-2000
C:

Licensed t
•
TV CD CD CD CD CD CD CD CD C7 ri rA C7 H CD
CO OD CO 01 CO CA CO CD co in VD CO 0
CO N CI CO Ul r- CA 0 CA CO 0 CO C CO
N N CO CA CD rA CI 01 ill Ul r- r- CO OD
• • 4 °
CO In Ul in In In In in in In in
C no 01 In CO c) vo CO CO CO CO C) CO CO 01
CD CI CA CO CD In CD 60 CA C9 6.11 10 CR CI
VI 0 Ul tO r- r- CCCo COO
. . . . . . . .
c4 CA N 0.1 CI N C4 01 CI CI CV CV N CV CV
CD In C) C7 CD U1 In U1 In CD C7 C) CD CD CD
CO C r- r- r- CD CD C3 CD r-- CD C) in In In
r4 C7 CD CD CD CD CD CD CD CD TV rA N 01 CI
CD 0 CD C7 CD CD CD CD 000 CD CD CD CD
N CD CI 01 CD CR 0 C7 0 CV CD CA CD CO ttl (11
CI ra" 1.0 CO VD CO CO r--. CO CO CO en r- CO a)
Loa
0,,. crq el c) t- c" t--, eq co v.I tr) ert .4. ch
0 I — — - -- — -'-7-----1
a, 0 01 r4 CI 04 CI ri H CI r, CR CO 01 0
' cl.

CO Ul rn Pi r, 01 CO CA C4 r- 01 VD rA 1.0 CI) .

CO CI H. H TA H TV CD TV 04 Ul 0) CO CO (C?) t) gl
. • •
1-1 0 ...-.
...., H Ill
CO (; . r.n 4--, el)
C CO al li
4-, H
0 WV
U' a) ..-4 0
N r- 0 1-1 ccf
a 0 0(11
c) 00 a, co CD rA 01 CO CO CD CR CD CD CD 0 7J -H
CO CI TV r4 ri eV CV CO CO 0 .4. 0 .-1 (i)
N 0 >1
v-I I.) Hi
rl c0 CO r- cr.) ‘4, ro rA CA CR rA r- co cr.1 r4 .-I v-I 0 C') iN H e--1 .--1 N MO ‘11 CO RI /-1 0
-H CO
0 0 0 0 CD 0 1.0 0 Lf) 0 VI 141 0) 0 0 OC4
G) 0
m rA N C4 CV H TV rA eV C4 N N ri Ul TV 14-,
0) 0
0 0 0 0 M
Z C“-)C-) C.) 0C-)XL)0-1U (11 -H
1 1 104 CCC i i I i I 1
(1) 040404
0 -.-I
0 C.) Z Z C.) CO C.) • rl 71 r0
VI 0) 03
4-, 4-)
E 4 < g 0 0
H 000
.-1 H H r0 H 0
a) m
C
a a a -a
U
C.) Cil CO .--I
-H HJ-) 0
>I >1 >1 -W>.' (11 a)r.n >' 0
CX cil -I
>., aa aa ..., HI 0 .1-1
V HI H HI >-, HI >t >1 0 0a)
2 •H vi ..r1
C/1 (11 IQ a c) ,-1 ,-i 131
KC -,-I 01 (0 '0
.--1 0 4-,
0 r0
W 0 0 0 0 0 gi
0 0 0 0 'IA H 0 W (1)
0 A 4-) u 0 0 1- 0 0 rt Cd 0
u 4- a , 4 , SA co •H
F. 0 RI 0
04 H HH 614 E1-100 0.1 0 0)
41) in ua to #4 acriHH0
ua 0 a) la a) to ti") --I
>1 4-4 41 9:7
'0 "CI E a) .0 ,t ,q—i 2 2 lis' co .. fil
HI ,--1 H H r-i ,-1 .1-1 0 ...-. $.4 ti/ 0
c0 C.) ti 0 C) C.) V/ 1) 0 E.) (0 C.1 ,..0 u) A cc) -H
P. r,
r- on un un un m .0 01 0 Ul l0 VD rA CA Pi $.4
H H CU En a)
4)a) 0
el Ul TV TV CD 0 00 01 rn CI r-- IV CR 01 ri
. . . • • • . CQ Q) 0.)

4.9 • H
CV 111 01 rn rn .0, rn ..a, rn m (N m an r-1 in a) 0
4-) 41
rt3 S,
CO I-- rn 00001NU10 CO 01 ,I1 0 CO CO 0 RI H
- . • - -H r), 0:1
rsi r- Ln .4, co .4. cn 0 rn r--. ,-..1 ra o-, to ra r0 0 CA N r-1 I-4 r-I HI r-1 r-I H ri Ul CA In 0 CO 0 0) 0
N H ,0 -,
e. En
ell C) en %..o C) CD 01 CV ri .,4 CV CO c,o. r.... ,.., -C' (CI a)
C on en 04 c) rn rV r... CI CR r, Ul OD CO CD .4-1
‘1. *I. 01 01 01 CA rn rA CV CI CO Ul CA ri 0 0
H TV ,V rV 1-4
Cli
C) CD CD CD CD CD CD 0 CD C) CD 0 C9 C7 CD
T. In In CD CD CD C7 CD CD C0 CD CD Ul in rn KC
4 • a
C) CD rl CI CI CA CV CI CI TV rV 4-I CD TA CD
CD 0 C) CD CD CD 0 CD CD C9 C9 CD CD CD CD
CD In CD CD CD CD CD C C C) CD CD Ul C) 01
TV rV CU) r- CH rn Ul CON CO CO CC
CO CO CO COO) OD CR CA CA CA CA 01 01 C7 CD
rA rV
In In 0 0 0 0, CD CD CD CD CD In In un
r- CI N CD CD CD CD CD CD Ul Ul Ul CI CI TV
. •
0 TV (N CO CO CO CD N CO In CO r- 00 01 C)
CO a) an OD CO COMOICA0101010101 0
rA
TV N rn CO In CO N CO CR CD rV CI an CO Ul
CO 00 CO 0) 0) CO 00 CO CO CA CA CA CA 01 CA
DATE : 02-07-2000
Electric Cone Penetrometer Test Results
File: API
•
Project:

Point Sleeve Pore Friction
Stress Stress Pressure Ratio
(tsf) (tsf) (ten 00
o 100 200 0 5 10 0 5 10 0 10
4-9
54 55
56 57
73 •
Electric Cone Penetrometer Test Results
DATE : 02-07-2000 File: API
Sleeve Pore
Stress Pressure
(tsf) (tsf)
50 o ipo 2p0 0 5 • • • • 10 0
Project:

Point
Stress
(tsf)
Friction
Ratio
DO
10 0 10
48 49
55 60
65 70
CL
75 75
79 ---
z. 6
B5
BO 3,‘
95 100
4-
5 6
Friction Ratio On
Zone Soil Behavior Type
Electric Cone Classification Data
Sensitive Fine Grained Soil
2 Organic Material
3 CLAY
4 Silty CLAY to CLAY
5 clayey SILT to silty CLAY
6 sandy SILT to clayey SILT
7 silty SAND to sandy SILT
8 SAND to silty SAND
9 SAND
10 gravelly SAND to SAND
11 hard fine Grained Soil
12 cemented SAND to clayey SAND
13 Potential Liquefaction Zone
0 a) al cc)
tI14J Le)
r0
P, E,
02-07-2000
o 0 Z
CY 4-)
NH W
* 4-)
• X E.
1-1
üUw 0) GROl.SPD
CJ .rl
3-4 4
>, 4 8, 4-1
1,4 1:1
rci
a 4.4
U) H W H 1-1 4 El a 1-1 HOH4.441-1 ,-4 W Q a)
>i*

4.4 1-1
11)
r4 rA rA CD C) CD CD CD C. H H rA CD 0 CD rA 0 rA rA TA H rA CD 0 r-1 CD CD C7 rA CD CD CD CD rA rA ri C7 rA <V 1), rA 01 tO 01 CO CO en rn u) UD 01 ri VO CN Cl 1/.0 n1 N CO 55 On 4 rn CD on rg Ul rn CD Op ,t Ln 01 r4 VD VD rn Cn ul rA 4D H CI CI N N Ch CI 01 CO eV OD CV N VD Cr,H eV CR 01 00 00 r4 41 rA Cr CV ri CV r-1 N. 01 Cr, CD CD CD r-d Cd Cl rn U1 ,SO r, CO 00 CO 0.1 C) rA rA Cl CV 01 tfl ul un 1/40 r- r- co CO 0) 01 CD rA C4 01 01 <V 41 . • .

CD C 0 CD CD 000 C) 0 CD 0 CD CD rA rA rA rA rl H rA rA a-A rl r4 H r4 rl r4 rA rA rA N C4 01 N Ci CV C4 CI rA eV eV rA 01 VO rA <V CD 4D IC LO CD 01 01 CD rA H H r- CD H IC On rA rA N C^ CD CA 1/40 01 CO CO CD 6 1/40 ‘1, Un Cn rl Cn Ul rA QD CV 00 el CO 04 r- CD 04 Ul Cn c0 LO CO CI CO 0 rA 01 VD CO CD CV <V Ul CO rA 01 N r- Ch CV ,f LO CD CD H CV C9 (1 Cl er if) in V) 1/40 VD VD r- r- r-
r- co co Cn Cn 01 Cn Cn CD CD CD CD CD rA ri rA CI N CV 01 01 01 CD CD 6 CD CD 0 CD CD CD C) 0 CD C) NC CD CD CD CD CD CD CD CD CD C) CD rA rA r4 rA rA rA rA H rA H rA rA rA rA CD CD 0 41 41 fl Ln Ul C) C7 CD 41 41 CD C7 lfl CD CD CD 0 C) CD CD un 0 CD 41 CD CD CD C Ul Ul N CD CD CD 41 LO 41 CD CD CD CD CD CD C7 CD U1 CO CD CD CD CD 111- CD CD 41 N 41 CO 41 C3 CD Cr C) CD N r- CD r- CD CD Cv CD CD CO CD rn rn rA CD CD C) C) C7 CD rA (.1 rA CD CD C3 CV C7 CD rg 01 CD rn 01 rA CD CD rA CD CD CD rA CD C7 CD CD rA CV r4 CD . • . . • • . • • .

CD CD CD CD CD CD CD CD C3 C7 C7 C7 C7 CD CD CD CD C3 C3 CD CD 0 C CD C CD CD CD CD CD CD CD CD CD CD CD CD CC CD •
VD VD Cr, C7 CD CD CD CD C.- CV U1 CO CD 01 CD C4 C14 CD CO U1 ri ul Ul Un 04 el 00 rq CD 01 C.- CO N VD <3, CV 111 Ch Cr CO (r] ri r- r- r- C.- C.. U0 <V rA N VD r- ri 1/40 r- in CI en 40 ul in r- ul Ul 01 VD VD VD t.0 53, NN Q) (1
0 Cri kr) cn t-- co Oh CI Lr) c) N a., <1, r-icor)r- ,-i co r4 en VO 41 01 Ch CO R 0), al cr NH 10N01 N H H1 N N 01 C4 CI ‘r cp!ol N, U) .47 CA Cr r... CO . . j .i., .. . . . • . . .

ON 41 0 . •
rA C.- N <V 01 CI eV 0 •.0 et, CO rn rn ,I, c> in. al to r- CD CI C... 1.0 vo r- r- en ‘1, (-- 40 CD W • 04 01 CD C7 CD CD CD CD r..1 CA CD CD 0 I-1 0 0'1 U)01 CD CD H CD CD CD TA H CV CI CI CV Ch CI 1 2 en (1 14 0 -.-t
.0"-I M
CD N HE t.0 a) CA CV CV '0 N CV 1.0 W 4.) 0)
NI. 04 en 01 eV <V 01 <2, '0' N cd '(I
.1.) H
0 N 1.0 N 14D r- CO Ln cv r- r- N 0) .,-1 .-1 0
<V Cr, 41 .,r ,r 0) Ill ID r-, ID 01 01 0 3-4 W
0,0
O W
C.., C) 0 ,..0 t.0 sl. r- 111 r- 0) Ca 1,- CO .<1,
111 0 r- t.0 V) WI CD CD CD Cs (7s t.0 ill t.. 111 tfl ,11 C7) CO f-- CO %0 0 0 CD tfl TS ..-1 .--1 MNN N‘r VN a) -.1 m
H et et CV CV H M H CI H H01 N <1, eV eV N
N 0 71
H U rl
K7 CI C7 CV CV cv r- Lo c> ol CD c0 CD r- r- crl m co o in r- ...4 rA ‘p •=1, r- uo r- -4, ko Ln c> ,i. co el co UD on ul oo rA ..-1 cO H H CV N H H VD <V CV 0 1-1 0 CI VI eV CV CV H H N H H H H CV 01 H ,I, N ,$, 01 --1 0 ft co )7:, in 000000 in00) °or:, cococcoocor), 0.0 uo Inc:rill 000L110t0 u-1 CD 1f100 CD 0 3-4 . . . . . . . . . . . . 0 .3) 0
Ul Ul CV H rA rA rA rA rA CI Ul 01 rA rA r4 eT CV rA <V Ul C4 Ul 01 41 N rA CV CV rA N C4 CV CV rA rA 04 CV <V 01 rA ,4-1 0) 01
C; 01 r_',t„L.,' 5 ti E ti
• 01 C0 cn W U C) U LI C.J 0 ED X 0)-H
11 M I I I M X M Z I I I M X M I I X I I I I I I I I I I = I 1 1 11 010.-1 C-, E ,.. 3.1 ,, E t.‘, .1 d .1 0 0 --I
V) En Z Z 0) 02 0.1 0▪ ▪ C-.)Zr.4) tr/ ..-1 90 .0
W W Mi
E. E-. >, E. >4 E. >. >-, E. >, >, E. 0 4-) 4-,
F-1 .-1 E. KC 4 E. 0 40'-i 4 .0 a 4 4 0 E. 10 ..-1
FA Fi .1 .1 .1 .1 FA .- FA .1 a r-i .1 .1 FA 4)
co to FA U U H CO C-) CO CJ U Cil 0 C.) C/3 H WOO)
LO Cr) (I) 410
>, >, >, >, >, >, >1 >, >1 >I >,>, 4.0 ,A
O >, 4-,H 41) >1 4C1-H
111
.HI 2
.
, r, >,>, , >, .--1 .-I ›.1 1-1 .-I >, 'CI 0 0 W Ii >1 a) u a) .W >1 7:1 .-1 .-1 r (4 4 H 0 ...-1 ..-I 10 ..-1 4 4 ..-1 to (I3 HI ,.-1 4.0 HI W 01 H4 Ul 4 ,-.1 U1 •-i
0 ,4
.-1 u) En .--I a) 4-3
U U tn cn tn rn ci C.) 0 U 00 C) C/3 Ca (ti 14
0 0 0 000 0 (1) CI)
O 0 .1-, >, v 0 0 0 Li 0 .1-7 4-)0-)00.130>10
.1-) 4-1 .1-1 LI .1-. .1-1
0 4-) .4., 4 1 4) N •
o.-1
7•1 lE 71,1 ll E ii 4E-),:. j .-1 E 'E. Ej !1 E. iE-1 7.1 H ,- VI HI Ul 01 HI tfl ,-.1 .-1 LO H
N M W
E.

H 0) Cf]
CI) N (r) 0 0 Cil NO ul Cr) 00 Cr) 0 CO CP al (1)
.L., rcl
a) V
z 0 0 .4 ._ -1 ,_1 . .H 1.-1 a a ).-1 a
>, 1 >,1 >,
, „ W ..-i .-I it a .-1 H ccl H •,-i ..-1 H 0 0
11 4J >1 11 >A >I >111 >1 li 4-4>411 4.4›A E 1:1) 4.1
--I 0 k W
f rl 4-) II)
VI 0) 1.1) 0 U C-.) f-) 0 0 W tr) U) (-) 0 Ci CO I) 0 0) U 0) CO tfl 0 En t..) u) C.) t..) 0 th U U1 U) 0 10 En cil 0 40--I M 04 ,-1
Ch 01 VO 01 01 01 05 01 01 VD OD N. rn rn on CO ul r) CO On un CA (-- ON 1/40 ‘P Ul VD rn ul ul VD Ul <V eV 41 VD CO r- 01 3-1 W (f) 4:13 .0 3-1 CD

4.40) 0
01 rA CV CO CD 01 eV Cd U) 0) <V 01 CO 111 rA 0 VD CN <1. eP rA VD 01 CO 01 CO rA rA CO CV N CO V) CO CV CN C.. C^ C.... 01 4-4 ...-1 CD H 01 V) N C... 1!) <V 01 r4 C7 H <V CO 0 H • (,) 01 0 CD. On C) 04 CD 04 04 04 04 LC,04 H H 01 0' .14, en N H CA 0' 2 ") 21 , kl
it S-1
VD rA CD CO CA Ul <V OD CO <V N CD CO VI CO rA CD CO rA 1.1.- CO VD VI <V CO VD 01 CI 00 rA CO Ul CD UD Ch rA rA 0) LO st. 0 0 rA . . . . . . . . . • . . . . . , . . . . . . . . . . . 51 04 0 rA CO Ch rl rA r4 N VI CA CI CD U1 ON VD l0 VD ,.0 C.. CD Lel ,I. ru ru a, co CD rA C.. 01 CV Ch Ul C.. rA <11, Ill al 41 01 c0 '0 0 CD un CA rq 01 rA Cl 41 VI r- ru co r- rn CD Cn ri Ul rA rA ri 1-1 N CV V 01 01 01 r- rn rsi 0 CD 0

1.-1 CV 1-4 rl 04 CV C9 rA H .0 5-1
E5 IQ
CO CD 41 C7101111WCO C-
- N CD CO Cr CN C.. et 0/ 03 1.0 in VD CD VD <V VD et OR et OD <PC101 CO rA C.. Ul 1.110, 01 CD ic O . • • • • • . . . . . . • • . a)
CD 01 Ch CD rA 1.0 <V fq 1-0 10 ‘3,
ca r- in ul <V CV VD C7 CA CI CI 00 CV r- CD rA Cr 01 CV 0 VO CO Ln co cri .4. r- .4. rn 44 til cl .4. H ,--I H 1.-1 <V NN C^ In el en CO H 1.11 rA rA rA rA rA CV CI 0. 01 01 <V H Ln 09 0 e-I rq r-1 ri CI (OH 3-1
f:14
O 00 CD CD CD CD CD CD C3 CD C) CD CD CD CD CD CD CD CD C7 CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD C) CD CD CD CD CD CD CD CD CD CD If) CD 1.11 Ill 41 CD CD CD 1/1 CD ul Ln CD in ul CD Ul CD C3 Ul U1 CD CD CD 0 C7 C7 CD CD CD Ul Ul .0 . • • • . . . . . . . • . . . . . • . . • • .
rA rA H rA rA rA CV CV rA CV rA CD CD CA rA rA CD rA CD CA H CD C3 rA CD rA rA CD C7 r4 rA rA H CV N rA H rA CD CD 0 0 0000000 CD0CD0 0 000 00000 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c> c> CD CD CD CD CD C7 Ul in 0100 o c> c> in in c> in in c> al al a CD-CD Ul C7 CD 0 CD 0 CD CD G7 C7 CD U1 CD H CV 01 ,f U1 UD CO CD rA rn in in VD CO 01 CD CD rA CV 0' un V) VD N 00 0) CD CD yl C4 1050 1/1 Cr Ch CD rA 04 CV 01 rA rA H rA rA rA r4 rA C4 CI CV CV CV N CV 04 CI CV CV 01 rn 01 CI 01 01 01 en 01 54, 50 ,,,I, 0' 50 0 0 0 0 0 OCOCD 14101.01311310 0 0 in o in 1.00 tf11.0 0 V) 0 C) In tr/ 0 0 0 0 0 0 0 0 001.11 ul in ul 111 in Ul CD C7 C-
. ul CI CV N CD Ul Ul CV CD IC- CA c> r- (NI c) r- ul Ifl CI C.. 41 in ul ul CD CD Ul U1 If) Cl C5 . • . •
C7 H CV (0 0' II) r- CR CD CV eV U)41 N 00 010 H rA rn Ul Ul tO Cr V, CO CR CD CD rA CV 01 <11 1,0 CO CN CD HCq CV H HHH1 HHH HNNNNNNNCANNN 0101 menenrnmm 01.4I0'44. •el. r-IN01 0'1f1t..0 1,C001OHN01 ci,
in Lo r--00010 HNOlcrtflt-Or-0001OHN01.4, U1I0r-000) 0
1-4 rA rA 1-.1 rA r.4 ri rl rA r..4 CV CV CV CV CV N CV CV CV CA r, 01 01 0) el 01 01 en 01 01 <V U) ,-) 'C 44
-1.-)
Z
N C
ci)
PI .

E. r44
Z En
CU)
H F 0
N O o
i
ri 1-4 Hi
CO 0 4-,
E. 9.-. ••-i ED.,
In1-1 .ei
4< g ra J-1
41 o 4J ,.0 u
CI. .0 0 a) co
Z PD a)
Iii,
CU] C al
U CrO
a) 0 5 --1 0 O ,0
,4 4,6) U z E.
>.•
O 4-)0
HI U 4-,
)4 iii OP
IV Cu IX
.0
Cfl
'-) cO fi
9)
C w
c.4) 4-4 * 0 114 4)
0 Z
02-0
W W (1)
171 E in
0 al -PH
Clu
0 biOl
* g 43
t4 44
0 .0 tn
-1-)
>,
41 1-1
NV 41
41 t1-1
silty CLAY
CD CD rA CD CD CD r4 rA CD rA ri CD CD CD CD CD CD CD TA CD ri CD rA CD CD CD rA rA rA CD CD CD rA CD vA CD rA rA CD CD •
En
U
to
0 cnr . r- rA CD. CT Ch Ch Ch CN CV Ch Ch Ul V-TV--1 1;7 rA 437101 rA CT CN C- C.,CA cn el 01 r, CA ON rA CD D
4 V) CA CA CA CA CA CR .0) 01 CA I-- V- r- nn VD CI C4 r- CI un <8. ON CT Ch C". Ch 4 Ch Ch 4 C4 0 • C
Ul CO V- CI rn 01 1.0 CO II) el. Cr.. el CD CD In ‘r LO r4 el <V Ul <V V- H r- 01 VD. 4 H H CD CD U) el CO <V C4 M • ° • ° • ° ° •
rA CV 01 4 Ul 4 eV CO el sr Ul In ni 01 rA 01 rA rA 01 rA CI C4 Ul C4rn rA CV tO sr QD VD CD CV rA gi 2 6, , ,
... -. (e)
CO CD CO CD 41 r- w ... CI)
fr. '''U en sr In In irl li
4-(H
O a) '0
CP 01 CON In r- .H S. 0
co cm IOU) to c- 0 1. 0
CO
0(14
.1 v, 01 es) on Lo uo c) c4 r- c) CD CD CD 4,
r- rA un CD C9 CD CV 4 CV CO sr CD CD CD r- el <V CD r- r- Lin CD 0 01 CT 95 .-1 el rv 01 rA ,4 rn el sr <s rn <r sr sr 4 C4 CI rn rA CV rA 01 rA CI rA rA CV el. el, el, en rA rA 01 el el CV <V <V rn a) HI 01 N al >-•
9-1 C.) .-..
,-I QD CD C4 V) 01 rn OA rA el Pl. CO OD CV 0) e4 e4 rn un ei Lin ru r- CA LC Ul VD LO CI r- Cd CV el C5 LO CD r- cn r- cr, H -,-) iti ri CI CV rA r4 CV CV CV In CI <r sr CV In ,4 CI CV rA ,4 r4 CA r4 r4 vA mA CV CV 4 In CV rA rA CI 01 CV CV CI In 01 it F.i CD CD CD CD CD CD Ul lel CD Ul Ul CD CD CD CD CD 0 Un Un Ln co un LO Ul CD CD Ul CD CD Ul Ul CD CD Ul Ul Ul un CD CD Ul Oft • • • • • • • * • • • • ° . • • • ° • . ° • • • • 0 0 0 CV r4 4. CI CA CI CV CV CV CV CV rA CV CV CV CV CV rA CV rA Ul 'A CV ,A Cl rA CI 01 4 vA rA CI In r4 0,1 ,i cg 01 rA r4 44 W en
.1 Cz• .1 .1 ...1 .1 .1 X O. M .1 •...1 C... Z M r-1 .1 Z 6 6 (..) cn ddid P(-3 C.) CJ CJ C). C) CJ C) c.0 C) 0 c., u) t) c., C.) Z C.) Ul - el IZIIIII.I.rxIIIII..... timIIIIIII. t I I I M i 0 --1
cn z NNNN N NNU• NUU)U• NUNZ co CO CJ C) PI 0 Cc Z Ce2 0 4.1 nJ 40 W W In P. E. E. N NN E. E-. >. E. >-. N E.
4 KC KC .1 .1 4 .1 .1 KC 4 4 KC 4 41 .1 4 41N 4 E. 41 .1 E. U)--) 41 .1 .1 F. F4 Fl F4 FA 0 .1 .1 ,- 4- 1.-1 1.-1 0 1-1 .9 41.-) H4-1 'OH 0 0000)0)00)0) 00000 Crl Li) U Cri H OH Gil H a) 0 En
En En v.) 4-) 0
>, >, >, >, >, >, >1 >4 >1 >1 >1 >1 >1 >1 N >1 >1
V .1-,VJ CU (1.) -1-1(t) cv 41 VJ la JJ 4-) W (1.) 4-.1 UN 41>. 0) W >, H 111 4-1 O HHHNNHNN HHHHHNNN >-1>. >1 H >, rd ,-. '0 P. >, P. >, V >-. 0 0 W -,4 --4 W rtl ... 0 0 -.. ... g 0 KC KC (0 Kt .. TA2:1,5,:lm1 2 4 0 4 w En F-4 .-1 w .--i .-4 co En In En En a .-. 0 Lo -. 0 u) 0 .--. 0.) 44 cn 00 u 0 000 UC)C) UL) (140000 14] C.... alk
O 0 0 0 o o 0 0 0 0 o o u a a)
.1.4 >,414J41oo4Joo 4.44141414100 0 00041 00>,004-1 000 000 0 3 0

4.4 4-441 41 4) VJ vJ 1J 41 4-, JJ 43 1) 1) 1) 1) 43 1) 4.5 VJ 4J 4-1 41 M 9.

F. •-• E. E. E-• E. E. E. E. F E. E. .--. F. 0 a) E
4-1 -,-1 Fl •--1 .1 NNNN .1 •--1 .1 .1 .1 >. E. >. >. E• >-. .1 • TA 44 4)H 1-1 1-1 14.-1 1-1 .- 4-1 HHHHHIKL 4-1 KC KC ,-1 41-1 eeZ' Fl 2 N 'C' it3' E' ,..1 P. N
4 OW
co co c() COHHCOHH U) en C0 co u) .1 F .1 .1 H.1 CO •-1 •--1 Ul •-.1 1-1 H 4.1 O 100 U CO U in 000 EnutnurnEn E...) gra a)
R5
a) a) g w >, >, w >, >, g aJ g >, >, >, w >, >, >, >, w >, >, >, >, >, >, >1 a) R5 w 1-1 U)
H . •-) H 14-1 Hi ft) 11114 H CO CO ...) H Hi H HI Hi •r-I MI H -H Hi i-1 M .,1 •el ..-1 HI -,1 1 M .el M ...I .9 •,1 )-I 0 fl• .-I
cr. In 00 ul 1.11 141 1.0 60 60 VD Q0 01 in Id) Ul un Lin sr VD <V CA <gi ki7 <It L0 en VD V-. CO mV <V LO V- m0 VD my Lo r- 01 Tr N W U) .1)
.0k (1)
41W 0
OD CV ,A 0- In rl rA 4 N CV 03 60 (V 00 01 01 03 CV CO rA C, C- CD Ch CD el, CR 01 CV Ch CV 01 CD 01 rr.. VD 0 rA CI l0 4-) 4,-1 . . • . . . . • . • . . . • . . . • • W W en
ru un ,4 ea rn .4,
01 en en en r.1 co ,* en ..... 01 rn <1. CV <V CD rn el el el Lo en CV rA V eV Cl ea .0, el v. el CA r- en W E 0

4.4 m 4.1
0 I.
on CD CA r- r- r. CO 60 0., Kr CO •-4 CD rA In r- oo ra rA rA rn sr <V rn CA el el CO cV r- co r- CA l0 rA r- In CA 03 r- 0 0 .. . . . . . • • . • • •
. . . . . . , . . . . . . . • . . 9. cZ M
r4 1.0 CD rn CD Ln LC rn CI CD r. 00 co on co r4 rA C7 CO VD un r- e-. r- r. in un r- CI CD r- v. c- ,f. uo on co un VD rn 1J 0 CV C4 00 CI rn <7. Un r- uo un r> •1. un VD rn <V <V r.i en ri CI rA <t1 rA el ru uo en ra <V el CV 1.0 44, 40 04 LO s-I C4 rA 0 al 0 rA rA mA rA vi H ,4 Hi
E. TO
rn co 01 cr) r4 OA CA CV VD <I° CV CA rA CA V- CR VD el CI CV rA <V el VO Q0 01 CD 4 r-1 eV to 01 my ,...1 my 01 04 01 NC) 4. m . . . • . . • • • . • . . • . . • • • • . • . . . . . . W Lel CD VD co r- 4. CT rA 00 01 VD CD CD CD Cn <V un r- CI CV <1, sr 00 <r un uD <V CA CO CA un LO CD VD OD <V 01 Un CD rA 4.4 CI In CA ru en Ul VD 01 r- r- In 1/4
0 r- co .0. a) un ev un el V- CV LC CA <V rl CA CA CO 141 CV rn CD VD OA ‘11. co r- <V Cg o ,-4 ,.-i v-i v-i rA I-1 I-1 J-1
C
CD CD CD CD CD CD CD CD CD CD CD CD C3 CD CD CD CD CD CD C7 CD CD CD CD cD CD CD CD CD CD CD CD CD CD C7 CD CD CD CD CD CD Ul CD CD LO CD CD C5 CD trl Un un CD Ul CD CD CD CD CD CD CD CD CD C3 CD 60 L.-) CD Ul Ul CD Ul U) Ul CD Ul CD VI Ll CD KC . . . . . . . . . . . . - . . . . . . . . . . . .

TA.CD Hi r-i CD vi rA rA rA CD CD CD rA CD CI CV rA In rA rA rA rA rA rA rA CD C) ,A CD CD rA CD CD CD rA rA rH CD CD CI CD CC) CD CD CD CD CD CD CD CD CD CD 0. CD CD CD CD CD CD CD C, CD CD CD CD CD CD CD CC) CD CD CD CD CD CD CD CD CD CD 111 VA Ul C3 CD CD CD CD L.-
) CD un ul CD C7 CD CD CD CD CD CD CD C7 CD CD ul CD CD un CD CD ul CD Ul tre CD CD un CD CD . • • • • • • •
sr <V un 41) r, 03 CA CD r4 TA CV CI In .cr VD CO 01 CV 01 <V un 4D r- CO CA ch CD e4 ei CI el Cl <V <70 LC V- 03 CO CA rA my ey el, 4 4 4+ 4 Ul Ul Ul LO in un Ul un un Un LO LO LO ti9 V9 VD LO LID VD r- r- I-- r- r- V- V- V- r- r- r- r- r- co co un co CD a) co CD CD CD Ul Ul 1.0 CD 60 CD CD CD CD CD CD CD CD CD CD CD LO Ul CD Ul Ul C7 U) Ul Ul CD Ul CD Ul LO CD til CV CD CD C., Ul Ul U1 ill CI C..-.

CI CD C^ CD CD Ul Ul un pi Ul Ul Ul Ul Ul CV V- LO CI V- Ul Cl V- 04 CD CV Ul CV V- CD . . . . . . . . . . . . . . . . . • • ° • • • • •
In <V un VC v9 r- CO Cl CD r4 el C4 el 01 Un 1-- CO CD Cg el , r un VD r- CD CA 01 C5 rA rA CV rn rn <V Lin LO r- CO 09 CD cr <r cr <r <V <V <V <V Ul ul vl vl LO ul Ul ul Ul LO VD VD V9 LO LID ‘.0 LO LO VD I-- r, r- V- V- V- r- r- r- r- V- V- CO rA C4 01 mV LI) V) V- 00 CA CD ri CV In szr LO VD r- 00 CA CD rA CV 01 4 Ul VD C... 00 Ch CD rA CV 01 el, Ul VD r- co cn CD <V <V <V <V <V <V <V <V <V Ul LI) 41 LO LO LO ul Ul Ul Ul VD VD VD VD VD VD VD l0 V) V) V-,V-- V- V- V- V.° V' V- V- V- CO cn N lc:, Lo co r4 CA v.5 <r r- VD sr CO ,•4 In 00 <r CA sr rA ri r4 Ch VD 4 C` VD C) U1 4 00 rA CD Ch 01 4 VD CD Ch rA 4 CA rn rn 00 01 Ch Ul CT CV VI Ch 4 rA CV rA CV 4 CD IC Cl r- In 01 01 LO H ul c0 C4 r, CD CI C- .4, rl VD CO kb V1 Ul VD 40 C^. CO CO at 01 C) CD CD rA 01 Ul r- r- co co Ch CN 0 CD rA rA rA CV CV en el 01 cr Ul U) LC N IN
• . • • . . • • • • • • • • • . • • • . • • • • • • • • • • . • . • • • NNN N cNcuruNrnenrnmmencromrnmrnmenmrn •••4., •.4. •u• •,41, ••./. ••:* ta• Oh CO Oh C` N VD In CA un Ul CO rA rA rA 4 60 QD 00 r4 C., .V3 60 rA N 4 en r- co Ch In In C4 VD CD CD In Ul k0 C C4 V° CA vA st vD cD ,4 rn VD 09 Ch r-1 In Ul 00 In C- CI OD C5 0/ l0 Oh r4 4 ,.10 C.- rA 01 Ul N CO 0 CI tri CO CD CI Ul rl rn <V cr sr sV ul un Lin ul LO VD LO 40 r- r- co CO Ch CT Ch CT CD CD CD CD CD mA rA rA rA r4 C4 CV CV CI rl 01 rn rA rA rA rA rA r4 ,A rA rA r4 rA rA rA rA rA rA rA rA rA CI CV CV CV CV CV CI CI CV CI CV CV 01 0,1 CV CV C4 CD LO C) CD CD CD CD CD CD CD CD ul C) CD CD CD CD V) CD ul C Ul CD Ul CD ul CD 0.CD Ul Ul CD CD Ul CD Ul CD CD V) 60 N CCN r- CD CD C.- CD CD CD r- r- r- V-. CD CD CD Ul CD CD CD C.- CD CD CO CD CD CD C.. 00 CD 0.CD CD OD C7 CD CD CD tV C3 CD rA r4 CD ,4 r4 CD CD CD CD CD CD C) rA CD rn CD ,4 CD CD CD ri rA CV CD CD CD r4 CD rA CD Hi rA CD CD CD CD CD CD CD CD CD CD C) CD CD CD C) 0 CD CD 0 CD CD CD CD CD CD C3 CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD

1.,D 0 0.1 01 CO N r- r- N 0) N 4en 1-- 0, r-, 44, V) en 0 C.- 01 r- r- 01 en t-- rA C) tel 4-4 cr1 MVO -cm Vr. 01 60 ‘.0 tf) ul 1.0 441 tO kr:, 1/4.0 r-44, ).0 411 1.10 l0 4:11 r- B
02-0
.. .. ..
(1) a) a) o
0)J0tn 6 d CLI <-1 0

P, GI F
▪ r/f, A
1:;) $.4

0.010
4-4
1:7)
44 4-)
44 144 ,0
o Z
0 .1-)

0.4 SILT to silty CLAY
O 00 C, CD CD CD 4.1 CD 4.4 r4 4.4 r4 r4 H r4 rA
CV Cn 4.4 Ln 0 co r4 CN CO CO N CO VD Ch 01 CD

4.-4 01 LO VD CO CI CO 01 Ch CI 40 1-4 01 Ul CV V7
N N • CCC C C 1 Crl
• • . • • •
04) .0 KV Ul LC) Ul 60 tf) Ul U1 U0 C tn C U1
co CO co r- Ch 4.4 CD CO Ul CV MD 00 Ch CD 01 CV
CR 04 U1 rl rq CO CD rq ul 00 01 1-1 10.) LO
01 cV KV Ul VD WS C. r- r- CO CO CO 01 Ch Ch
• • • • •
CV CV C4 CV CV CV C4 CN CV CV CV CV CI CV Ci CV CV
CD 441 Ul Ul Ul CD CD CD CD CD CD CD CD CD CD CD CD
N CD CD CD CD r- r- co C." CD CO CD 60 60 60 CD C)
CD CD CD CD CD C7 OHO CV r4 rn el rn CD CD
4 • .

CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD
CV CD LO ma VD 4-4 CD CD r4 <V CD KI) 00 Ul Ul V) Ul 10 LO LO l0 tr) Ul 4-1 CI .0 (1)
0 r-1.1/411:-I (VICTA N CA
en r4 CV CN CV CV CV LID CN Ch Ch 0
01 4-I H 4-4 r4 4-I 4-4 4.4 sr LO In N ii Fi g t
CC CD C CO C 00 VD r- In C r-
. . . . • •
4-1 H li-i ci H
4S .H CO
60 CD C^ CV CV CV rl 01 CO 4-) W
In KV 01 <I) <V <V <V vi 10'0
4-) r--I
0 W 9:1
If) trIk0 Ntn<VNrn ...-1 11 0
cr) 00 00 00 lb:, tO t.0 )44 0 I-i rol
0)0
0 0
00 al CV CV r0 4.1 01 W9 CD CD CD CD CD CD CD CD CD '0 ..-1 .--1 ri r..4 4-4 4-1 r.-1 <V <V <V <V <V KV <V ,,iir ‘r W H m N irl >s,
-r-1 (.) •-I
0NHHH0Cnkor-4%.0.4I CANN01a1tfl 0-1-01 10
,--1 -, r-i ,-4 ,-.1 r-t %.-1 ())1 V ))4) vi Lc) iti v.. m ••:ri 10)1 g --1
0 0 Ln ul Ln CD CD CD CD CD CD 60 CD CD CD CD C) o 4,
• . • • 0 a) 0
CI r-I 4.-1 4-4 4.4 CI CV In N <V el C4 Ul 441 60 lb LID 4-1 0)0)
a XMx,-1.-1.-1,4a, a, a, a, 3 3 f-, -9
V r..) U c..) c..) u Z o v) En Ea cr) 0 0 En - -I
'Z11111111 i i i
U00,-1 ZX 0 -.4
C) U U X En x cn E.) cn M -1-1 ro .q
(Ow co
>. E.

E. 4 E. .4 10-H
0 0 ,.- 0 0 H 'OH O
UUFIC.) Hu) W 0 01
>, 0) >1 >i m >, >1
H 4-) 0 t

4.-1 10 -,1
0 H S-1 C.0
›-I .... ›-I r-I H 0:1 Hi pi '0 (I•i 0010
m cO 0) 0 4.) v al 1-1 0 0 ,-1 0.) -1-1
0 .0
a 4 a u)
O 00
00 0 0 a) a)
O 0 0 V 4-) 0 4-) >1 0 0 3 0
F F ei H
co 3 >
5„., 03 W u 4-) 4-) .14 44 4-) 4-) U1 .0
00) • 4 4 4 H
O 0 0 V) ri) V/ 'OH ,_1?, r_i >1 64 .00 4-I w
O 00 r-0 0 03 0)
>I ›.1 >4 H' H,--1 .4--) r0
> 10 rr4 H --1 H nzi 0 ,--1 rd
:71h
5 01 icl co u u)
Hi 0 <-1 <-1 .01 4-I 4-1 - I-I .--i S-1 S-4 14 tr/ Z
0 U V) U1 Cr) t) U u) I) 0/ {.0 0 V) U) Cr) 01 01 10-H
LSI n1 ‘4) ‘r .0 tn in r- Ul CO C... VD Ch Ch Ch CD CD li-i r4 H 0) 10 W
4 1, 0)
4-) 0 0
• 611 CD Ch CD 4-4 01 KV Ul Ch In VD <V C- LID <V 01 1.0 0) tli _I-/ -H
rl .4. iiiii m eli en N H rn 4.4 Cl 01 r4 CD CD CD' C) W H 0 44 1014)
10)1
co Ch CD N 01 4-4 Ul ko on H c0 ma r! i-.. ci 9 ...C,) a rill • . • 4
CD 4-4 r- VD 6.0 Ch C..- r- r0 ul H m Ch 4-4 Ill LO r- 71 0 N ,4 H r--I r4 4.4 1-4 .44) 6.0 CO 01 CV Ul r4 r4 01 VD 0 0 0 H r4 4-1 CV CV CV rg r0 I-4 41 ..-I
H (')
C4 <V Ul 4-4 C4 LO ,4 01 C- CO r4 r-I CD 00 441) Ch CD 4) CA a b e • 0 . e • a)
CV 00 )40 VD CO r4 CO CO 01 Ch 01 VD r- C- C-- 11) CA 44 01 4-4 CI C4 CV 01 CV C--. CD CD 4-4 CD m tn ko CD Ul 0 r4 01 CV CV <V rl en <V <V 41
(04
CD CD CD CD CD CD CD CD CD CD CD CD 0 CD CD CD <V
ul Ul CD CD CD CD CD Ul Ul Ul in ul 441 CD CD CD 1-4 Kt . . . . • • • • • • • •
H CD CV .41) r1 r4 4.4 0 rA 000 4.4 44 4.4 rA CD
CD 0 CD CD 0 CD C) CD CD CD CD CD CD CS CS CD KV
Ul CD CD CD CD CD CD Ul CD Ul CD 111 CD CD CD CD r4
. • •
CV In In 01 C9 01 <V .4) VD LO N N Ch CD ri Cl Cl
CO CO CO 00 Ch CA Ch 01 CT Ch CA 01 Ch 0000
H 4.1 H 4.-1
LO 40 CD CD CD CS CD Ul Ul 441 60 641 Ul CD CD CD
• C`. CD CD Ul U1 Ul CV CI CV I', CV CV tn Ul CD
• • • 0 0 • • 0 • • • •
ri CV <VN CD CV 01 <V 60 VD LO C.-. CO Ch CD 4-4 CV
OD 00 CO CO cn CA Ch Ch Ch Ch Ch 01 Ch cn 000
4-4 4-4 4-4

4.4 CV In '4' Ul VD r- CO 01 0 4-4 CV 01 <V Ul LO
CO CO CO CO CO OD CO OD OD Ch Ch Ch Ch Ch Ch Ch
10 35
40 7 3
Project: DATE : 02-07-2000
•
Electric Cone Penetrometer Test Results
File: AP2
Point Pore
Stress Pressure
Sleeve
Stress
(tsf)
15 20
14-
35-

0. E3 25 4r4
44 30
J
00 100 .. 200 0 5 10 0 ft9f) 5
(tsf)
--A 1
Nek FC-•
Friction
Ratio
DO
10 0
• 1110
Electric Cone Penetrometer Test Results
DATE : 02-07-2000 File: AP2
Sleeve Pore Friction
Stress Pressure Ratio
Its f ) Its f) (%)
o . i0 0 _ . 5 _ 100
.. .. .

Project:

Point
Stress
(tsf)
50 0 ipo 200 10
58 59
BO
61 62
63 64
65 al
68 JO
71 Electric Cone Classification Data
Zone
2 3
4 5
6 7
8 9
10 11
12 13
5 6
Friction Ratio On
Soil Behavior Type
Sensitive Fine Grained Soil
Organic Material
CLAY
Silty CLAY to CLAY
clayey SILT to silty CLAY
sandy SILT to clayey SILT
silty SAND to sandy SILT
SAND to silty SAND
SAND
gravelly SAND to SAND
hard fine Grained Soil
cemented SAND to clayey SAND
Potential Liquefaction Zone
J
rl - a)
rA Cl ,A
tn't UI
HCH .11
Li)
a) a) a)
tn .0 0 in
PE 0 H
0 en en
IV 19
HI 0
* 0)
n
•
4i
* rA 49
-- 4,a c) .o
4, 4. 01
En PEI
E4 (1E
U 0
cn
g
g a)
•-1
C)
ai z
-
co
in
rE) •
zUI
E-.
0 al
H
E, o 0
g Er9
k
0 04-'
E. 0.
rn
o4
a) ).

J 0
44 U) W UI
0:1
E=I
OW
0 0
k (1)
(11 0
C)
a) de
W
Ul u) n 44
CO 4S 0 04 4.4
Z
H
E, 0 V
E4 (1) En 44
O rn 0 u/'U C ici
P,,44 0 CD L-4 4-1
.1-)
'NO
0 0 C)
C7 VD W ›A U 4-7
47 0 44
EA
C.) C.J
• • 0

TO PE H
•• E.) 4•)
aa 0
H 01
k
o ). a)
.n al 0 P 15
O4-' 014-' r0
k 0 X 44
n cra Z
hi
hi
02-0
rl CD CD CD CD CD CD CD 'CD CD CD rA rA rA rA CD CD CD ri rA rl TA rA rl rA CD rA rA TA CD CD rl rA T-1 rA 0 CD TA C7 CA in NV r4 CA in TA CA 10 NV CA VD 01 cn OD CD r4 01 01 CO r- VD r- <V rA rA in CA NV CA NV CD CI in CO CD VD OD CO 01 CO NV CD VD CD 01 cP C7 <0 CD VD NV CO rA 01 01 CP r- C) rn <0 CA NV CA CV VD CD Ul Ch sr ni 0 sr 0 %.0 sr TA CD CD H Cv CV rn sr sr un kr VD r- r- co co oA en CD r1 1-4 CI cv CV CV en rn sr sr un r- co co a, CA CD r4 . . . . . .

CD CD CD CD C7 CS C7 CD CD 00 CD CD C7 C7 CD CD TA el rA rA rA rA r4 rA r4 rA r4 rA TA rA ri H r4 r1 H H CV CI Cl CD CA in NV rA OA NV rn CD in 04 CI CD r- CD cP r- en co in CO rA in C7 01 r- el CV 01 NV 10 CA CA CD CA VD CV rl V. CO 01 CO NV CD 47 r- rA <1 VD CI rA NV CA CD r4 CP 01 CV rn er VD r- cn rA 01 Ul CA CA rA CI 111 CA rn sr r- CD NV CA OD CD CD rA CV al 01 en sr sr sr sr in in in VD in in in r, r- r, r- N r- CO CO CO CO CO Cr Ch CA CR CD 0 CD rA rA H rA
•
• • • • • •
CC CD CD CD CD CD CD CD CD CD CT CD CD C3 CD CD CD CD CD CD CD 0 CD CD CD CD CD CD CD 0 CD 0 el rA rA rA rA 1-1 CD CD CD Ul Ul ul U1 Ul ul ul Ln C3 CD CD 0 Lin un ul 0 CD CD CD C7 CD CD C7 Ul CD CD CD CD CD C7 CD CD 0 41 CD C7 r- CD CD CD CD CD CD CD C7 CD CO 111 CD CD CD C) 111 CD CD CD CD Ul Ill 60 CO 0 CO CO Ul CA CA CD CD CD CD CD CD OD CV CD CD CD CD CD C) CD CD CD CD T-4 rA 01 CV CD CD CD 01 TA TA rA eg en en rn rA CD rA rA 01 CD CD rA rA r-4 T-4 C9 CD rA . . . .

CD 000 CD CD CD 00 CD CD CD CS 0 CD C7 CD CD CD CD CD CD CD CD 0 CD C7 0 0 CD CD CD CD 0 CD 0000 CD CV in CI C3 CD CD CD CA CD CO 00 CD VD VD CV CA CO in VD CI 01 0 C0 VD In r- co co in r- r- en CO rA 10 1.-1 rA VD VD VD cn rA in in r- r- r- r- VO r- in in in rA TA VD in 60 rn sr rn rA CA CV rl in 10 NV CI NV NV in in CV W En
0 CN al Ch cO,c0 Lt1 60 CA CD rA 611 Ch 01 r- rA (71 NV CA ' CA VD NP <A NV <0 C9 Ch CV NV CA TA Ch L4 . 8 . . 0 . • • • 0 • • 0 0 •
C CC r-,en 04 04 rl CI OITA CA rn el 04 CA VD CA CA CV CO CA CA CV in CA in CA VD VD CA W
04 C.' C9 <0 in al CV on CV CV sr C) 03 k.0 rn sr r- CV C C VD 0n C on VD on r- st tO 01 CO CV . uj ul g
CI rA 0 CD CD CD CD CD CD CD rA CV CD C7 CD CV rA CI CV CD rA LO CV 0 el CI I-1 CV rA el CA W g 1-1 o .1-4 4-) ....I En
cn > •••-i co CD CAOCVOW 01rAH 60 Ul 19 W
01 on sr en sr . al sr sr sr rn on rn er en 01 V
g a) )12)
N r- Hi r- sr szvolooNrn Enmo) in -•-1 IA
to sr in sr sr sr ..E. in in ••*. ni in in co o l-i
a o
OW
CD CD CD rn Cn 0 co in in sr 0. c) en co el co sr .41. 01 (I 01 r- cn CO ch co in co eA in on on in CO ch co CA in ,,,4 CD RI •H sr ep on CI H ri rA H CI rA H rA CV TA 4.-1 rA 01 al rA en en 04 el H rv ea sr W rl f.4 F4 0 >s
--1 u rA
rA 01 CA CD r- en r- r- V) V) 01 CA rA CA CA Cl VD Ul 01 CD CA CA rl rA C9 60 r- H ...-4 rA CD rA CA VD ON CA 01 V> CD CD 60 H .,-1 W
01 0. r4 CV H CI CV TA H CI CV HI CV CV NT CV rA H 01 01 T-1 H rA CI rA 01 .., i 2
0 0 TO CD 0 CD CD C7 CD CD CD in 0 CD CD CD C7 in CD in in in CD C) CD CD. CD CD CD CD CD CD CD in ir, in in in in CD 0 . . .
0 W 0
sr ro r4 rA rA rA r4 rA HI TA rl CV rn in sr rA rA rA in CV CV CI NV in in in 01 ,4 rn rn in CV CI CI CI CI C4 rA 'A CI .4-1 a) 0,
C
5,, ,cti1
.0 0 >,
32 gE g2.f,4
COO
O rn ZZMUC.) C., U M vi
I I 1 Z MZ MXMZ 1 I 1 1 X 1 1 1 i 1 1 1 1.1 1 = 1 1 1 1 1 1 1 i 1 1 i 1 al 0 HI r.2 CJ C.JC.)C.)CJOC.)00X3X00.13000X3 33ZUZZ3MX,-.4 0 00= 0 ..-1

Z CO CO CO
-.-1 V A U En Z Z Z En En En En En to En En z z z z 0 0 tij rn 0) EES
E. E E. ?-, >-. E E-. E. E,
E, E. E-, 4 4 4 4 4 0 E. fri ..-1
0 0 H.) F-1 FA FA 0 0 FS 0 0 Fl FA FA H 0 r0 el 0
00 Co H CO CO U) FA FA FA C.) Ci CO c0 tn c/a H CD 0 M
CO CO CC CO 4)0
>,>, >, >, >1 >1 >, >1 >1 >, >, >1 (U HI
4-) 4s 11) >1 a) a) cu >4 >, >, 0 .1-) w w a) CU
4:3 gigrog -0-1r4 :VI al>.. >, as ›, 03 >, .. a j >i 4 n> . . t '10 U1C1 -4WH T/-1" W
>1 1:1
,f, 2
›. >, ›, ›,
.40 Ed ra al En CO rA rA rA rl 0 rA W .14>
En U V/ CO
0 HI T-.1 1.--1
0 00E n
.

U 0
U.

00000001 0 1
0o
00 ca4 a
oo >, o ooo› 0 00 w-00000o0 0

4.1 4J47 .9 4- 44J4)41 1J f .D -4SJ441,4J W 1
H E. E, Hi H 2! 1 1 .-1 ,E--1. .
>. >+
0 W E
el H 1-1 0 0 0 0 .4 4"t
> k
m H H .4 cn
0 a)

CO CO H
IE4E-1 --I' TO' CO efIHI-11-1H.-1.4
LI) CO CO 0 CJ ul W 0 W in CO 0
0 H H H CO
4-)>1 >-• 4)
U CO U) cO 0
4-o >,>, • .1., r0
>-. >1 a) a) >, >, >1 >, >, >1 >, a) V
>.. >-• O.-. >-. >-. >-. >-. >-. ›.. >-. r0 4-, ›-. ›.. 4.) '0 Ti rti 2 .4 R 2 4_, >., 4_, W4) ,--i .0 .-1 .-1 0 PS 0 g 2,-, . ,
..-HE 0 0 40 .0 40

4.-1 0 H 4-1 Hi H (0 W
0 .4 .r1 Ill f0
0) C) C.) 0 0 C) 0 C) 0 Ci C.) cn U/ cO CO C.) C) Ul U) tfl (I) cn CO CI r:40 CO WC_.) En Win C.) C./ IO U1 Ul Ul Crl CO W 'U--I 01 H
cotnin olonen rn 010/01011.0 CA CA C00100 NV CA VD in VD CO CA CA Ch CA 00 CA CA CA 111 111 VD (Din in NV NV CA W 1.0 W
A
•)-) EU 0

1.0 01 CD rA 01 CA CA CA CV CI r- sr CV LO CD Ul CI I-- r1 CV CD CA CA 01 NV CA CV rn CV r- CO CV CD OD CI 00 Ul VD NV Ill 4_I -H W C9 el
,4 on sr. r- 4D VD tO rl Ul 01 En CV rA CD r4 sr CI CV CD (NI CV rA CD CD CD CD r-4 NV H rA CD rn CV el CV .4-1 CI sr sr 04 W 0 4o
0 k
VO rA CfN Ul Ul rA CO TA al CD sr 01 CD 01 CV rA NV CO ul VO rA CV <1. 01 01 VD LO VD OD CI C4 en en- 04 ul Lin VD OD Ul 01 U II9 rA -------- ------ ------ • • • -,-) a ca
NV 111 CO CA VD CA <0 r- En in En 04 sr C sr on 43 r- NV CD CA Csr V3 03 (N CD CD CV Ch C r- el c4 en (N co r- r- TO 0 04 CO en rA HI CV VD nl r- rA rA 611 CI NV 00 CD CA CV un rA rn OD Ul 01 H Cl NP CV NV CV CI CD g W 0 rA rA rA H H H HI . r-1 H .0 -H E. u)
rn in in r- sr rA rA in r- H in CI CI CD Cl CA rA in OD 01 0 in 01 CD CI rA VD CA CD CV CD rl 01 in tfl on in CA r, 00 4 U1 . . . . . . . . . . • . . . .
• • • • •
0 CI CV C CI OD in <V C<V in in VD H CA CD 111 in in n1 CD r- <V in CD CV in CA rA in CO r-. H CV sr rn el rl cn VD 44 VO CP r-I rA NP 0 in rl CA NV CA el r-. CI CO rA ,1, rn CO sr on rl CI NV CV NV 01 CV el o .--4 r-1 ri rA 1-4 $4 C
CD C7 CD CD 0 CD CD CD CD CD CD CD CD 0 CD CD CD CD CD CD CD CD CD CD 000 CD 0 0 CD CD CD 000 CD CD CD CD CD C7 CD CD CD CD CD CD C7 CD CD Ul 111 111 Ul CD ul ul ul ul ul Ul CD Ul Ill CD 111 CD 111 CD CD Ul CD 0 CD CD Ul V1 . . . . . .
. • . . .
ri rA rA H rA el CV rA H rA H C rA rl CD CD CV el CD 0 CD CD CD CD rH CD 0 H 0 TA C) rA Cl CD H rA r1 CI CD CD CD CD CD CD CD CD CD CD C7 CD CD CD CD CD CD CD CD CD CD 0 CD 0 CD CD CD CD CD 0 CD 0 CD 0 CD CD CD 0 CD CD CD CD CD CD CD 0 CD CD CD CD 0 CD CD in CD CD 111 CD CD in CD 111 CD in CD in 111 CD 111 in CD CD in 1.11 VI CD 0 000 in CD TA CI 01 NV in in CD Cr CD r4 CV CI <V in in VD OD CA CD CD rA rA CV CV 01 NV <V in in N r- 00 C) rA CO NV (00 rrA CI CV CV CV CV CI CV CV CV CV CV CV CA CI 01 01 CO 01 en en en en co co co o co co co co CD CD CD in in C in in C in in 111 in in in LO CD 111 IP CD in C in 00 in 0000 in 1.41 41 Ul VI 1.41 Ul Ul CD Ill 60 Ul Cl CV Ul CI CA CD CA CA CV CA CV r- NI CD r- CV CD r- ca r- in CD . . . . . • • • • • • • • • • • • • • • • • • 0
CD H C4 01 in 0. 00 al CD rA CV en sr in in r- CO CA CD CD rA rA CI 01 01 NV in 111 in r, 00 Ch CD el col en in 00 rA TA H rA rA rA rA r4 H HI CV CI CV CV CA Cl CA Cl CV CI CN1 CV CV CV 01 VI on ol en en en cs 01 NT in in CA 00 Ch CD r4 CV 01 NV in in CA 00 CA CD rl CV rn sr in VD 0- co cA CD rA CV rn sr an in r, CO ch 0 rA rA rA rA H rH rH H H r1 CV CI CV CV CV CV CV CV CV CV 01 01 01 01 el on on en en en sr a
02-0
NO
'CI 44
CV 1.0 '0 En
N 0 r-1 • H - H V
Cll (1) (1)
44-1 In

1.21 E.
0 Z
0 Cl) ,-)
U
• Cl) )-)
1-4 '0
>1'0 4)
>1* a
,A TH CD rA C) rA rA rA rA TA rA rA rA rA CD CD ri rA CD 0 CD TA CD CD CD CD CD CD CD CD rA CD CD rA CD CD CD CO Ch Ch rA VD 0101 ED eV Ch rA In ED ED ID rA <V eV mm CV H Cl CA CA C- CA In CD CI e11 CD <V CV 01 01 VD In sT CO 04 Ul el NV ri NV 01 NT r- t.-1 CD 1/40 04 OD 01 CD CD VD Ch CV U1 C. CD rl 01 VD V1 r- sT 1.--1 CD <V CD ul CD <V cD CD CV NT NV Ul r- r- r- 00 OD 01 rA rA CV CI 01 eV Ul Ul Ul ED ED VD Cs Cs C. OD Ch CD ,i CV rn el NV eV Ul Ul VD Cs CV CV CI CI CI CV CV CV CV CI CV 01 01 rn 01 rn pl rn pi pi 4,1 ri 01 01 In 01 rl In 01 <V NV Nr NV Nt eV el, eV eV eV eV OD Ch 4,41 C. 01 01 Cs rA VD rA CV C. eP <41 rn CV rl CP 01 CD Nr OD rA eV Ch 01 0) 01 CV er C. CD C3 CD Cs 01 rn cl CA ul In CV <V C- C4 k0 C.- CD Cs7 CD In CO VD CA <V r- CO Ch rA CV 01 In C. H 4100 Cs rA rn In CO CD 04 %V 0) CV 01 01 rn <V NV NV In In un In VD VD 1/40 r- N V- N CO oa OD OD CR Ch CR 01 0) CD CD H rA TH CI Ci CI CV 01 01 01 01 • • . . • • • • . • • • • • • •
rA r4 ri rA ri rA rA rA rA ,4 rA rA rA H rA H rA TA rA v4 rA r4 H r4 ri TA rl CI CV CI CV CI CI C4 CV CV CV CV cv Cl O 000 In CD CD CD CD CD CD CD CD CD CD CS 0 In In CD CD CD CD CD CD CD Ul In CD In In 00 0 In 00 In ul In In 0 V.% CD CD OD CD CD In CD CD In In CD OD CD CO CD CD OD CD C. Cs C. 611 C. CD CD C. CD CD C. Cs CO CD Cs 00 00 ri CD CD ,4 CD TH CI CD 01 rA CV M 01 CV rA CV HI CD CD rA CV 0000 CD CD C) CD CD CD CE CD r-4 CD CD rA 0 CD C) . . . . . . . . . .

CD H 0000 CD rA CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD cD cD CD CD CD 0 0 •
Efl In OD Ch CD 04 CA In In CD In V.% OD CD In CD Ul In ED CV CD r4 1--1 CI Cs CI er CD 01 In In ri CD OD In CA e-1 In C. ED V1 Ul eV C. CI Ul rA rA rA rA CI VD ED 04 ri ED VD VD ED VD Cs ED ED ED 1.0 VD 04 VD U1 et1 ED ED ED CD En
0 V/ Is ED C. NV Ch Ul CI Ch 00 Ch eV Ch rn CV 01 Ch VI el Ch CR CR OD CP CR CD VD er . . • • . • . .

Ch Ul CV OD co cn cr, rn'cl al cn VD 04 Ul 01 CV 01 eP 01 ED Ch Ch eP VD 01 Ch 04 CV 0 CV CD 01 N
• 04
CI In C4 eV 01 ED ('4 0 Cl. V) VD r-I CD e71 OD OD rA Ch Cs OD CI CV Ul eV En • • • • • . • • • En co 0
cn CI CD rn ri VD NV rA TA eV In ri rA CV ri rA CV CV TA rn r- in C4 el OD In rA rA 0) 0 0)

1. 0 -,i
A-) • H En
NV rn <r CD rn rA C. TH CD 01 C. Ch <V In CD o el. En 4.) a) er eV Cn NV eV NV 01 eV <V 01 01 01 01 01 eV .4., 01 0 '0 13 I-1
O w'0
In ED 01 01 ED 01 ED cn ED In Cl) ce sr m In CD 4D ..-I 1-1 0 OD In <V kl) V) 111 In 111 In In Cl) In LI) 141 ED 11) 0 /A as 010
0)0
CD Ul CV .4,rl .4,CD CD rA VD Ch 01 111 CV C. OD CD NV 01 CD CD CD U0 CD .4, rA 01 01 ED CD Ul CI CD TH 01 CD CD CD 01 CV T. ... cr 01 01 rA rA rA et1eV 01 CI 01 01 01 rn CI CV CV rA TH CI eP .4.. cq V.1 cq CV rA rA rA 04 rA rn NV 01 CV 01 .0 NV rA TA 0) H M N 0 >1
..-1 I) H
01 ED 01 rA NV eV C. In rA C. rA CD In VD VD eV C. CV rA CO eV r4 OD Ch CV In 01 eV CA Ch eV rA CN CI CD TA In C. CV rA 1-1 VA 03 oa 01 ry ri r4 r-I ("1 NV 01 ,..-1 CV rn CI CV CI CV rA rl rA TH rl ("1 ,-1 CI rA rA rA rA rA rA Cl r1 CV cq C4 01 rn TA TH 0 1-, g --IZ
CD CD CD In CD CD 0 0 CD In CD CD CD cD CD CD CD In 60 CD CD CD 00 0 CD In CD CD Efl In CD CD CD In CD In In VI In O 0)0
Efl ED 01 CV TA 01 NV ED Ul 01 eP Ul 1.11 eV 01 NV 01 rA r-I el NV CV CV CV Ul CV rA rA Cl ri rA CV CV el r-I CV CV 1--1 rl ri 44 0)01
ra, Z a a a, 4,a,a,a,....1a,aZ=aa,aaara,a-M a )-1a,IX.--, M= 4-) • H .4-/ CO 0 C.) Z U) U) U) CO U) U) CO Z U C..) = tr)()(JuulC)C.) C..)0000ZUC..) C..)0C) (OH 1 1 1 1 Z 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 M 1 1 1 1 1 1 1 1 1 1 1 1 ,.1 ▪ N N iE E d u d d ?E .' '-' H V) CO Z Ul CO ul co En CO tr1 C.) C.) 0 Z C.) C) 0 • H '0 ,C:4 u) a) 0
>. >. >. P. >. >'>' >. E. 0 ...) ...)
• 4.1 E. .1 E. E.E. 4 4 4 E. 4 .1 0 ..

I-. .1 .3
g F4 4 4
.3 a .1 a .1 a .1 .1 .1 .1 ..

Ci crl .. En H H H 000 C.) C) (..) c) H 00) a) 0 u)
Cl) Cl) Cl) cn En 4-) 0
>, >, >, ›, D4 >1 ›, D., >->) >)>) W ri
4-) 4-) 4-) >, 4-11 W r-I CO A-1 43 C0 0 44 4p 4J 4J
,H ,A rH rA >A H>-• >A ri H '0 >A rA >I >4 >4 S. 0 L., W ti) .--i >1 9j 9j >-. S. ' ri co 4 4 -1-1 -,1 -,1 -0-1 4 -.. 4 4 Ai .1-1 0 PE( • rl 0 4 PC 4 0 .0 0 0 1-1 0 rA a a ca u) u) U)) 0) a a In Ul 0 0 En H .- 0 0 H Q) 44 43 C.) En Ell 13 1) CO cn - En U) u) CJ C..) 0 u) C) 00 00 0000 U) 1-1 O 0 0 0 0 0 00 0 0 a) 1:1)
a. 4J04 0>))0>) >1 CD >I 0 0 0 0 >I 33 43 43 11 0 44 0 0 13•63 0 0 13 0 0 0 0 0 1) 1) U4) d, 4.1 4.-I 4.) 4.) 4J 4.) 4-) 4-I 4.) 4-) U)-) 44 4-1 •P 4., En ...

E. H< ,. ,-.1 ,-. -, E. E. E. E. E. E-' E-' E. 'OW
ul a E. .. cn E. .. • H >A >1 • H 0 0 0 0 >, a>.>..-1,-1>-, ,..3E.>., >.>-. >> H 0 En 0 En In En rEn I< En 1-1 H H H Ern F-1 H H en H 0 4 4 Fo4 00) Cci >1 H 0 0 On VI CO CO 0 Ca 1- 0 On CO 0 Cn H 0 0 0 IA ,014-J 1--1 CO CO 0 .-.t En 0 c_) C_) MO 0)0000)300)
.-1 >, 4-1 r-1 a.)
OU) ocnC)ClEn 0

4..) J..) ....) >, >, >, >1
0 4-' '0
0'0
1' 2 2 2 2 -_,, 2 .4:4 .t: .t., .,_-_,) En 0 it rzl ..-. 4 it .--. r-4 0 0 rl ,-i 0 0 r•A 1-1 r-i g ED /3
06 13 U1
N ,f9 2 1 :1 ''' ,.,
,_, ,_. ,_, r-4 -r4 0 1-1 NA N-1 TH 1-1 • H • H HI 0 -,1 • H -H 1-4)0 g CA CD In VD el r.- CO CD 01 ,..0 CO 0)0) OD r.- CO r- sr er Cs OD In In In CT In eV rn In eV NV 1.0 In Cs eV In ED eV eV eV 1-1 rA rA CD M cl)
.0 1-, 1:1)
430 0
Ch CI ED ED rn er rA In eV rA eV OD 01 rA eV CD OD CD CD CP rn CI CP CV VD CO CO CV C. m CD CR CV C4 rn l0 CV In CV CD 4-) •H • . . . •
M W 0) • • • • •
CD CD 01 CI Ul rA TH CD ca rn ,. CD CD ri rA TA rA er sr rA rA eV ri rn CD 01 01 ul ri NV <V ri sr ca sr rn 01 <V <V er W OO 4-,'O r')
0 ).
r-I sr In rA ED N In In eV 0 el CI CD rA VD OD 01 In Cl 01 Nr 01 CP In 0 OD CI OD Ch OD Ch eV TA In rA 01 eV CI Es CI U 0 r4 • • • . • • .
• . s
•
4 .
-. D
•
D.h r m - c r c s D H O V rV <vnlommUCVrnVCMO0H0)-nC T
•H CE 0
0 ,. ,. sr ry rA NV eV V) In eV co In CI CD r- 0, In ,. rA In 01 60 rn rA rA rn rA rA CI CV 04 eT r- Lo rn sr co In r. ,. 0 W 0 er N H N r-1 H TA TA TA H H ,0 • H
E. ...)
el m ul CD el CV CV ri 01 ul ri C) Al r- CA r- CA r.
- NT Ul el OD Cs <V rA CD C) VD el el Ul Ul C) rl C4 rn CD ul rq CD 4- W • • • • • . . . • • . . • .
. •
W
.0 U0 CV el U0 r4 co cn rn ri NV m rn ri CI Cs OD eV m In NV In CD <V m rn CP Ch NV 00 CI VD ED In rl cr In r- 60 4) VD et1 Lf1 el rA In Cs rA 01 In CD cn U0 ri CD CV VD C4 CI C. OD OD In CV In eV CI ri ri NV m ED rA Ch eV 1.0 el 00 CI CI 0 Nr CV rA 01 rA rA TH r4 rA rA rA ri r4 rA rA l.
a,
CD CD CD ED CD CD CD CD CD CD CD CD CD CD cD CD C) CD cD CD CD C) CD cD CD CD CD CD CD CD CD CD cD C7 CD 0 CD cD cD CD CD ul Ul CD CD ul Ul CD ul ul CD CD C) CD CD CD Ul CD ul LO ul ul ul ul Ul ul Ul CD CD CD Ul CD CD Ul ul Ul CD Ul Ul CD 4 NV CD CD CI CV CD 0 r4 CD CD rA 04 rA rA rA rA CD CA rA CD CD CD CD CD CD CD 1-1 ri CV CV CD CV rA CD r4 CD rA C) r4 CD CD CD CD CD 0 CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD 0 CD 0 CD CD CD 0 Ul C) CD CD Ul CD CD LO CD CD CD CD CD CD CD ul ul CD Ul CD ul CD Ul CD CD CD C3 CD Ul Ul Ul CD 60 CD CD U1 0 CD . • . . •
rA rA CV eV VD ED C. CO 00 Ch CD N 01<41 60 ED ED OD CD CD rA TH CV CV ri rn In Ua CO C) CD N Cn sr In ID N NO) NI, NV cr NV <V NV <V NV eV 60 In In In In on In In V3 U0 VD V) VD ED 40 1/40 VD 1010 C. C. Cs Cs C. Cs r- r- N r- co CD In In CD CD In In CD In In CD CD CD CD CD CD In CD In In 60 In In 111 In In In 00 0 In CD CD In Ul Ul CD In Ul CD rg f'• CD CD Cs1 N In Cs1 r- In CD VI In In In CV In NN Cs 01 V- CV r- N N In 0000 In CD Cs Cs Cs In 04 C4 C7 • • • • • • • • • • • • • • •
rA rA 0 In ED VD C. OD 00 Ch rA CV 01 eV In VD r- cn ca CD H rA CV CV el NT In r- CA CD rA 01 rn sr In ID r- co ca el NT NT NT NT NT NM sT NT NVIn In In In In In In In t.o ma ID ID ID .4) kr) ED VD VD VD C. Cs C. Cs ts- Cs r- r- r- oa H CV el NI. In ID r' 0) 0) CD rA CI 01 NV In VD C. CO Ch CD 1-4 CV 01 eP In VD C. 0) 0) CD H CV rn NV Ul UD CP CO CR CD NV <V NV sr eP eV el, eV <V In In In In In In In In ED ED VD ED VD ED VD VD ED VD C. Cs Cs r- Cs Cs Cs Cs Cs r- oa CLAYto CLAY
CLAY to CLAY
•
0) CD 0
b 4 Lt
crl
1:1

4.--)
▪ de
o o
y4-)
al I-I fl)
4, VI .1.)
O X F
02-0
CS C7 vl CD CD C> C7 CD C7 C3 rA H rel r4 CC CD vA
C un rn on cn H co cn co nn r4 CD et CV CR CO V7
H C5 VD CV CD CD CO LC rn LO r4 r- rn hv RR CO rA et
CO On 01 CD rA CV C4 rn et et Ul Ul V7 LO r- OD 00
. .
et et et Ul C in in un ul un C un un tn ul 0
C r- ri eq 00 CD CD en W V, .0 CI R1 M 40 Ch r4
et CO r4 NI CO CV V) CD CI 4 400) 01 40 0) CD 4)4
et et Ul Ul LO r- r- r- r- co 00 OD CO CR CA
CV Cl CA CI CV CI CI CI CV CV CI 01 CI CI 01 Cl CV CI
Ul Ul CD Ul Ul Ul C7 CD LI1 CD CD C7 CD LO CD Ul CD
CD C3 CO 0 CD 0 CD rn r- c) c) CD CD CD 050 C)
CD CD r4 CS CD CD CD CD C7 CD CV r4 C4 r4 CS CD CD vi
. . .

C7 CD CD CD ,0 0 C7 CD CD CD CD CD CD CD CD CD CD C3
ri co 0 el V> CO Ch CD V) 01 C7 1.0 01 cn 0 rq CD r4 En VD LO 01 LO VD VD LO LO Ul VD r4 et v4 rn LO Ul Ce- et W CO
0 CD C7 CA he- et 1.0 01 rn VD nn En CR .0 Ch LO CO '
Lb
• • •
01 rn cn LO CV 0.3 CV et 01 LO Ch CR eP CA el r- - 0
C6
09 CA CD rn LO LO CD Ch eV en CR CD CA Ul VD he 0 •
H ri CO et rA v4 CV CI CI eV r- CO N CO Cd Ul T 2 2) ... o H

1.) , .

U) CD Ch
C wo, CO • 0 V

4.4 H
O WV
co ‘44 01 H 1.4
N LO LO 0 14
Clo 0
0(0
et r, c, ua rn •,*4co cn .1. 0 CD CD CD CD el c) ,r rq V H rl v4 et 01 r4 r4 74 H rA CI et et et et 04 et 01 01 WHO) O ul >3
H C) .--1
en r4 r- ca H co nq in rn cn rn rA CV r4 En rA VD CV 1-4 H IO v4 CV CI en rA vel CV r4 v4 CV 01 01 el en rA eV CI CI
.ri' 2
Ul CD CD Ul 141 CD CD CD CD Ul 0 41 CD Ul C CD CD 141
H r4 en vA r4 rA r4 C4 CV r4 CV et CI H CV r4
(04

1.) 01 0
3 0
0 g
3 0 0)
4-4,0 4-)
0) 03 0)
J-.)
V
O 0)4)
(01 trni E
• tO
.04-4 0)
4-) 01 0
S C el CD et CA et CA CI on C VO CD ‘m r- co CO
• • • • CO 01
H
ro ‘1, cs1 •=1. •cr en r4 01 r4 ro r- c.4 g 0
4-) (0(0
0 )4
CI LO H 01 Ul 03 CA rn C l0 LO et U1 CA v4 01 CV 0 fd v. . • . • • H 0, 0
• cv r- r- c) cn en r4 r- r- r- co ri ua ul '0 0
rq rq co .o H CI CV ra rn r- rq r- (NI co rq uo o
H H OH
E. 0
• En rA LO VD et CR 04 5 r- m in co VD CO Q7 OD CV *
• • • 0
H CV CD CD he 00 01 Ch rA r4 OD CR 01 CS CO CR et et 44 el en en r- CV el ,T rn. rA CV r4 el et rn et cn 0
H NHN H 04
CD CD CD CD CD CD CD CD C> CD CD CD CD CD CS C7 CD he
C7 CD CD CD CD U1 CD co un in CD C7 CD Ul Ul Ln L.r)
. . .

CI vA v4 H CV r4 r4 CV CD CD r-4 v4 r4 CD v4 CD C) CD
CD CD CD CD CD CD C7 CD CD CD CD CD CD CD CD CD CD he
CD CD CD CD CD Ul Ul Ul C7 LC) LC) C LID CD U1 CD Ul CA fel eV If) LO CO Ch CD CI CC .0 C uD r- 00 01 Ch 0) --
(0 COODCOCOCOOD0101 cnencno)alcn 0) ma)
C) CD CD CD CD Ul CD CD LC) Ul C7 CD CD Ul Ul C Ln
C uo 111 Ul CD he. C Ul he CV CD CD 0 re. he he rl r-
• • • • • • • . • • . • •
C4 fel Ul re- OD CD r4 CV 01 eV Ul VD VD he CO CA CA
00 CO CO CO Cl) OD 01 CA Ch Ch CR CA CA 01 Ch CA 01 CA
H cv el 405 COO) 0 H CV en ,T LO N CO
CO CO CO CO CO (0 0) CO CO CA CA a) cn CA CA 01 01
Yel W O
4-1
0) 0)
M W 4-3 H 4-1
U U u UUU It , rm E 6 t.1 m ,
ixII izziiIiiiii 11I tn 0 H
H
C.) M C.1 U '1 C) C) t3 U1 Eg 51 d 3E H ,c, A
O 0 0
(OH LI
H 0 H
O 0U)
O 0 H 0)4W)
et P1 r- cy el el
HHH
H H 4
W U1 I-1
E. 4 4 (OH
O a 4 .0 H 0
H U U CD 0 01
Cf1 4.30
H H
CO CO C.)
• >1
W
D7 >4 HI
ai 4 nri
• H 0
✓ U) VU
0 OHO >1 0 0
HI HI E.
>. H H H E. D.
4 M rl U) 4)H
▪ 1-4 CO
U 01)) OCU
>i >1 >I
• W >, On >, >1 0 DI
mi vl H 0 e4 vl .1
>1 >1 4-, 2 >,HV
• (0 H Z H KC
U C.) CO CO (0 1)) (01)) VU CO
LflUlePODL000 40e0C 0140
O 0
4-) 4-)
H E.
4-1 4
H H
CU)
U)
S
9 10
11 12
13 14
51 45
48 4
Electric Cone Penetrometer Test Results
DATE 02-07-2000 File: AP3
Sleeve Pore Friction
Stress Preseure Ratio
0 0
(tsf) (tsf) 00
. 100 .
200 0
m
5 10 0 . 10 0 5 10
2 Project:

Point
Stress
(tsf)
3 5 —11-
10 4
5 WW1 -"b
i5
17 16
20 x: -----24 40 sC1 2,e"
I
et
25 et!
28 0
1 32
33 JAI
35 36
37 38
39 40
41 42
43 44
30_
35-

40. 45_
50 ,
co 5-
52 53
•
Electric Cone Penetrometer Test Results
File: AP3
Friction
Ratio
(%)
10 0
DATE : 02-07-2000
Sleeve Pore
Stress Pressure
(tsf) (ts f )
200 0 5 10 0 5
Pro j ect:

Point
Stress
(ts f )
50 °
Electric Cone Classification Data
5 Friction Ratio DO
Zone Soil Behavior Type
Sensitive Fine Grained Soil
2 Organic Material
3 CLAY
4 Silty CLAY to CLAY
5 clayey SILT to silty CLAY
6 sandy SILT to clayey SILT
7 silty SAND to sandy SILT
8 SAND to silty SAND
9 SAND
ravellY SAND to SAND
11 hard fine Grained Soil
12 cemented SAND to clayey SAND
13 Potential Liquefaction Zone
•
Job No.: 17- 4-"z Z_ By: Date 4- /z 7 /o
Form: Vta.(comp 11/93) Checked By: Date: Sheet No. of
COMPUTATIONS Subject:
a a
A
3 A
9 A
vi
5 3 I (
0 E
• a
' I a, a a

DISSIPATION TEST
CO
00 rr)
0 r'r)
I— 0 a_ to
CD
LL.1 LLJ
OD CO
Z Z
t— CO 0
—
P
0 o o o
Ni oo 4 O
(IScl) 3anss3eid 3a0ci
02-
07-
2000
02-
07-
2 0
00 0
111
..„.

C100
• 11
•
LI
It
C.

C. 0
00 0 00 (.0
(ISd) 32M1SS3eld 32:10c1
(xi

FUGRO G
EOSCIENCES, INC.
0 LOG. TIME(MIN)
A n 1. 0 .1 1 10 100
.4.1,
. .

CPT NUMBER: CPT2

DISSIPATION TEST DE
PTH:

64.6 FEET
JOB NUMBER: 0303-
0388 DATE: 02-07-2000
, I
1,
•••••••
..
.1
I
I/
I
I
•
•
•
,
.
. . . . .

•
•
•
•
•
0 6
0 0
0 0z3 6 cci
i
(ISd) 32:111SS3dd 3a0d
0 .
6 1
0 4 CN1
1 0 0
0 F-0 14.1
LjI
"
0 c I.
1•6
(NI 0
.

F—LU
F—
LO <
00 0
F0
LU
0 _J
DI
SSIP

ATION TEST
00 00
Nr")
0 rr)
0 CL re)
0 LIJ
CO CO
Z Z
1— 00
0_ 0
--)
,-
0 o 0 0 C).

LO d- CN 0 CN
I I
di- CO
I
(ISd) 3HilSSaid 3d0d

FUGRO G
EOSCIENCES, INC.
0 LOG TIME(
MIN)
.01 A
.1 1 10 100 n
C
PT N
UMB
ER:

C
PT3 DI

SSIPATION TEST
D
EPTH:63.0 FE
ET
JOB NUMBER: 0303-0388 DATE:
02-
07-
2 0
00 1
, ' .. .... ...
- .............

I 4, ..........
..„......
..I.
.,...Ti
11 I I I,
I;
I .i
_ .•
, .
.
.
.

. : .
:
o o o o o
CSD 03 0 00
I
(isd) 3anss3eid 3 aod
o o
CO 't
CN
I
,-
.
., -, . .
.
.
- ;
.
. .
- , - , -
.
.
,-
.
.
, - -, - .C1 -
. . . V4....
1 -
: H:
- . - , T , --
,
-
. - r 1 - . - -
-
.- r -,
- -
-, -
i
1 . .
i i
i
i
- - - -
1 --- -
-- . -
1 - - - - - ----
------
. - -
•
- -
1 -
..
2 _
... _ ._
, , 1
_., ... - :
1 -
1 1
- : - . -
1 ...
:
.
1 ...
_
,
,
_. .. .
.
• .
.
_ „ , _
.' N' ' 3 ' '
.
. .
• .
.
, . .
...
.
.' .
,
._
.

M "
.

04..,,
•
,
. .
. . .
fr.
. .

Ito- 1
.
.
.
.
.
•
.
. .
.
. .
.
_ .
.
,
.
.
-
.
,
_.t. .
. .

CO
CO
N-value, bls
/ft
Su vs Reid N-value
T
CL CL
\A 0 0 0
• N
(X) CO
isi `416uails nags paLme.ipun
Undrained Shear Strength vs Depth for CPT-1
I
. .
' X
. .

I
. . . . . ..

I '
.
. . . . . . -
ma
I
i
',
T
T
i
T .
1 .
' ..L.
za . —
. . . .

I
.
_ —
—
-, -4
. .
=
=
X
X '
x . . . .
±
I
T
—
—
I
,
. . . .
x ' I ' *
'
•
. _
.1
.
-9r.
. . ..
• =
.
= --
I '
...
a a
I
. . . . — — •
•
II .
=
•
I =
I
TI
. .
. . . . . .
= .
x
I .

Ti
_
- - - - - - -
= =
'=
=
IL Ct.

I
00 N. CD k()
isi `4161,Jaals nags pauleapun
0 00
0 0 41)
0 -
I
1 , .
.. . ....
-r-
— x
I
., .
. I
x
I
_ 1
. . .....
4 ,
I
..
1 x ,
I
I
I
x x ,
_ . .
.

X
.1... ', I
. , ... _ X — —
. .

U..

X
x
. x
(.1
I—
Ll
0 _
_
.. . ..... . .. .r. _IL
I -
0 0
03 0
CO
IY
Undrained ShearStrength vs Depth for CPT-2
co C01
h is; `41,6uoals Jeatis poulewun
0 co
I ..... I
. =
x
I
I
_
_
—
. 1 =
I
I.
,
, . =.
=
. .
e
=
,
, =
. =
...
,
. . .
=
I
I
. .
. 1
,
E. '.
1 =
____
cy)
0_ 0
I . . 1
..
3 Undrained Shear Strength vs Depth for
C
PT-3
0 00
0 co
1 isi `416uaals Nags paummun
Liquefaction Related Settlement
2 0
45 76
• 2 Ie,
r I 2 CO N CO CD 0 e- v". N N CM 0)1010 CO 1, (0 0) o N CI et NO 99 9 9.
0 CO N N N 0 Co 0)0
Pe •.- et. 0 ,..00 00 0 0
tv. CO CO CV
- 0 CV v- e- 0 00
e- CD CD 0 CD v- e- v- CD CD e- CD y- 1- v- v- C) C) 0 0 v- v- v- v- v- 0 0 0 0 C) v- v- 1- 00 C

1.11 01 CO CO T4 CO CO CO t, CO •,:t CO CO V. a CO LO CO OD CD 1- OD 140 eE CO CO CD N OD 0 e- tO CO CO 2 0 0 N 0 co 0 N CD co o 01 e- N CD ve CO et 0 OD 0 et 8 0 N 0 0 VD 0 CO CO er. CO 0 e- v". 01 et 0 0 CO c5 os auc cy 0 0. 0. tv. CO. 0). CO. 0 0 v- N N CD CO CD csi et to co co t- t- co cc o
c6 (3 6 (5 6 d (5 s- s- s- e4 c4 e4 e4 c4 cq cy c4 e4 e4 e4 eq es/ e4 cy ed 1! d 6 6 6 d d e5 c5 6 (5 cidddcidociddd
g
cn
to cy to co to N LO CO LO re 0 LO N 110 CO tv• tev LO LO CO y- Pe N CO ••-• LO (6 6 o o 0 o CD CD 0 CD CD CD CD CD CD 0 CD 0 0 0 0 0 0 0 E
d ci d d d d d d d d
CO C. 0 0 0 N 0 0 CO 0 CO C. 01 CO et N LO •-• I, 0 0 LO OD CO CD N N 0, 0 et 0, N 0 CI CO 0) et 0 CO 0 • N C.. CO 0 v- CO CO N v- N LO C.0 LO N v- et et LO GO CO .4. CO CO et N CO CO et c0 0 CO 0 I,- CO CD N N v.- et re cy 6 CO CO tv.. CO v- CD N CD 0 0 CI et 0 0 Ce CD oo co coo , CC 1
CO CD LO at LO LO e- e- LO. LO N LO tf, N N 01 N CD N0111NNN LO.CO 0 N N 0 et V) LO LO N CO CO Ot CO CO e- CO 01 c‘i
...1 -J X a. CL I -1 cl I I -- I -, -J i-Jii-J--12(1.-Ji=-1 2 o(9 ; (9(jci,"“Qcomooc.)0 2mozmoc,) 0 cp ; 29Y M 9 29Y 22XIMM2,23-,'IMMI2-1123133IIII-..-,2212,2-,IIII=-32:,-:+ii L. 2 2 2, -J I 2L)L)coL)(nOmcncocnZ2MMu) u) M 2MUL)L)coM1M2c000M(.77
'5-.2g• v..i -5'.t tz- t•t k 'E.:?.':;.z- A SE-g• Fekkg)11i4St:
n
2 .9 /2 , 2 _ z, , 252 2 2 .9 .9 2 .c? 2- 9. 2 2 L).g .9. •-$2k9.$2 .9 9 00 21 . 5 . :1 '
0 '-i, ›- 0 f.-1 0 C] -.1 t..:1 1:3 I73
I-- -I
c CT) C-5 E n-7) u, i • i a ( • 7) (7, ,T, ET, (7) si,7,0,75 ,-7.732ims (7, < et < <
z.. 5 5 5 s k•i .i k 5 5 .t 5 .i t z--.i N.i .i t t t z.-.t 5 k t t 0 5 5 .g' •k 2 E 0 .0 5, '. z•5 ,-.2't • c7, rirn' 0000 0, (1) CO 0 00 '5 0 cO Cr) To co To cO co Ti T., c, it. 13 0 cc 13 To To 00 ih '0 0 co Z T., 0 C/3 To to CO 73 N N 6 co 6 6 CO CO 03 0 C'D CO l'e CO CO et C.. CC I), 0, CO OD 0 10 0 0 C. N OD CO CO 0 0 0 CO CD et Is C 0 CO . LO D OD Cv CO et 0 • o tr, co co on oo o, p, 0) Of CD 0 N Of 0 0) o? t-.r-. N OD. et. N. N. cr crc co co oo N. et. CO .7 CO Of OD et et ea- IOU) el: 6 csi 00 CD 0 0 0 CO CO CV v- e- e- CV N CO CD CD ‘t C4 CO sr d c4 si 6 CO
6 La
5 5'g I
u
0 ) A 2 LL rr ae 1
't 6 d .- 6 6 o• d 8 6 e4 6 N c) 4 2 z.,5_ ,_ ,,, 0,
0 N
OD 1...: v- 0 4 ... CO CO.,.. viv- ....„ 10 O) N .,... 0, N. „,, ODI N CO,6 e- N. CO OD •tr cl Dc.- CO0C4 q cV cl sO 1,-, m Ko v CO EV e- N CO 0 CV o er .„. lf) 0) tv tf) CO
q
.6; 1; : ..,2: 2 ., g g 3 2 g g g g .... 04,-. ..1., .1 .1 0,„ ., C').. cl al e4 el C') co. cq o N..7 ef ¢t .... c„!! st 0e4 st cq o el Cr
7 .:=. - ..0 0, et CO et
e- r'D 1- •-• .- '''' .r.
r- N N CV e- sve N 0 10 0 0 0 e- 0 el N 60 v. ev. e- e- v- to 6 to tgl 1.11 m- •,.• v.. co LO CO CV o ood 6 dd c) 000 0000 dd

1.S
-I
cn 01 /0 In sr
C)
0)0)0)0) 0' iff C'D tO to co d o d 0 co co co on on on ul u, Lc, u, u, cr? co go, t.„2 " o ul ul o al alco s gr- N N N N 4N N CV CO EO r•-• cc r- car
1-1- CO d oi d Zsl gg.482;2ggggzt- ZI 3 4 4 4
N
X 8' ts; RI
S 24
;
n. 0 OD T.- CO CO Cl) 0 0 0 LO ICJ tO 0 1.0 0 10 0 0 OD LO c0, 0 0 0 0co o co en CO 6I1 Ill 0 0 co d (6 ca cy cy cy 6 cy d 's!
oo
ON00
0000
00,0 0 ow, ino W o o o d
•-000 0. CON CO N CO CO 0
7 077777000000007770 7700 00 7 0070 7 0700000000077070
MN v-00000000WW00N.000 VVV0v- NWN 0N.0
,-.0NmN•MVQWNWMM0W0N0 vN.00V.V.VV00
°..770‘10 .0hh:CqCO 0.9•-.747u?,9 MoiMoi m mmm mcommmom OOO•0 000 18;7,1823:2,V038nIg'A2 444444wittiowitri
m0r...4 ,41 ,,, N 0.0....rn0omm0w0'.-0-t0'0'0,m0coner10om0,incomm0'wwv0 0'wm cy) ,... !I m w....mwm,-,mm8 ,--oE8 c,ri.-77cmonmNAnmuc.1 4mN 00mNmwmc.1 0000 r".1.-• CO CO .0 CO. CI M. . N . . 7 cv c•I st. . "*. 0:! N.. N.. csi c°. cc? 0? 7 7 7 7 7 7 7 7 7 7 7 7 NN NNN CO NNNNNNNNNNNNN NNNNN NNN ,386 v- MN O0v- v-N00001...1,N1-0C000W0NNNW01,WOWOW 000001.-v- v-000 00 d00^0^000,6 000.-^0.-^.-^v-^000 OddNMN
00 0o.5°O000 dd5'dd6ddaci6od d
6d6dd
d
6dod8888 d dd ddd
0 d d d d

00.-000.-N0000N0W000VMOONNv•0000mmwNoN 00mvovNomom u,
0WWNWNWW00 ..-WNml...WOW0W0NWNWNNWW0WWNOWV01..- W
NW0r,..0.-VI-OVVMOONN0000v- 000000N 01,0 Nv- W 0N 0V 01...00,-1,00N v-NICONMVV0v- NN0N,NMV 0.1.-NNNN.v.N00N NMWV0

00..- 0.-NNNO00000 ,-NNN00N0v-Mul0.- NNN Ntcf]nv-0.-.

CO •-
EEb22">,
mm ,..a.m,, m,,_,=0...im-,.., ,,,,,..., _,m_i m m_Jmmma.m m09.9VP;99 0 299;T;0;; 299;0Y; ;9; 9Y9 0 99229T0
..:,_:,m33_,i_Jmmx.-, 3mLm2m•.Limm 2Jimmm_.mm mix mm ,m.:t s_:, 2omenomm20000mm.mmwm0..0mmmen0m00.0m0m0mmm0000mmm0e00 ,7i.fe ;5'SFC CAsi'S --ui 17,zza, 13 0W Qu o ° 0 00.0 .0w. 000w0 0. wOw coo 0 0..... . ;. : i :: i : i 9 9 9 9 ;_-. ;_- i: .9 9 1 9 .9. 9 9 : i 1 i9 9 ,..: -:
1-— V_It>. ,-. _._,,.., 0Y00 _J_J_JOY_10 0>0 _i_i_i Y Y -.Jti-15 00 a5 52 >,E-6,0n 5
.8•O
a5mib « « 5,0„
gggt tttg(00 ,
° m°0>-ttt,-0>.°
2 0=
.
. ...g.

E-0.-
-4'.1“gs e k5tei- Vis s5g.tt 'z'50 55-4'ti43.Tcfb.EP- 2 .05comm6.73'cZoi.Eolatz. ozzz-aatv,oT,-(517,01515-aoaoalao...0.. aSE c0 .4- mom0 c0 mmmwtorr...mwL.,.1—sulrmr-vrm ,... .,..c.-m0WWVVV00.-WMI..N0W0000VWNN0VV.- 0N0MONOMVW 0 MNI,..,M0 ,- ddo.i44wi4466Mcsi0.- oiNc\i6MM030.10o0N0o.i cquivic6 .46'4601Noiwi.-0 0, v- 1...000N0,W.- NM.,- 0 ,- N0v- 00W0VMOMIW 0 f.,.W 0 Wf...MVCOMN 0 V 0 V 0 VV d ad oiMMZONc\i4.-6d661.6 0 WWuiNuiMuiO4"6 -60564 W 4 oideir:,- Wn Wm mmomn-oocu,-N.-Nvo^cov-nmv-.-vojr... 01, v. mr- m .a,m al mommoNoo-to mmcom,tNoomNon‘tmmosmmcv.—o- cummr,o Woi82 mwr Mv-Nv-NNwr... NN.-00N00.-00.- 7 V NN Mv-NN000v-V •-•
• 6.9
ow,ow,v).-ow,oulow,w,0000ulwocoululul.-owooulow,oul ocrn w, dNhdd ddddcicioqNNclqdc'!Nolh ,". N0.-0Ndd""N^ jCON
oo 00000 00000 oodd oddd 000
d0000 coo,-
N0V4110000 1 2/2n N.

Mcsj00000w ‘60W8N v_r...1.- W*u"1.2.00NW° 2.022Z;CTEgt;22"18C1 2-8 OVOMWW00411000V0WONV000 0
i cs v? !I; 01 ,0q , u? 2 2 ti 00 P2 0,3 V2 IQ 03 02 0.3 P° P2 e4 e- cd e- e4 cm ao oa ao co fa cm csi mcsicomosn G co ui ui sij ai cg c6 ci cv ui ui r- pp c9 00 0 100 00 00000 www1.--, cov:

TE,72,122t-,2.22z;,T2V099-RPP.gX=Pf22%2/42,^32,938aRgrAT J
dNfclsettN1/60/set
NC. 0. 0.

N et •0 000
• 0 COO 00
N 0(0
eU1 ONO CI et et et
a- 0)
eat et
00 0 0 0 0 N • N
t0C0000000r,N00000NNOt0(1)01000NtocOm01)) NCONCOsatNU)0)NCOIDON t- tea tea N N CO et 4- re N N CO 0 60 1.11 CO ID CO CO CO N tO lt) N N 0 0 0 CD et N 111 N V) 0 00 11) 0 IN LID kt) ,X) 0 0 0 0 CO 10 60 r, ul of 01 to co 0 0 0 o- p1 4- et et N N CO r- N CO CV et et et CV 4-CONINNetetNe-NN ONONNN CO 0 0 0 CO 0 N N 0 CO co La I,
w et et lee N et CD 0 0 et CO 0 CO tO 10 CO v- CO 0
oi co N. co co et. or) LO CD CD w N CO N aD CO 0 N CD tee W et CO CO et 0 CD 0 CO N Cc) CO ea. et N'- e- e- 4- el w Cal 0 N
e- 1- e- ee ar- LC) CO et C4 ea• U) CV U) ul ul ev CV Ul C4 111 U1 CV LC/ .4' CI a- 04 ea- et

N N N N
8 z
Feb-00 Jul-00
0,-I a, a -..1 la. _.. a. 2 I -1 i _o _1 I _i x i ..., i a. -1 ..-J cL co 0 c, o? c_9 z m C9 m c? u? u? y m ; m ; (,) 9 y c? 2 y 9 0 0 :F 0? L? u? c0Y,3311xxxx=x3xximix2x3m ..-.)_.,=.11mix_liz_12.1x—,2mxII 00 2
. 2 1- V)CO200000L)2cOv)000coZOCOcoMU) v) V)0220 M MZOOMMV)COOMOV) 5 '...1 C-,
- Z
'-I V) _1 0 -.1 ., _.1 .._, ..., ..a .D- 2- _J '_., M f..) _o co 2 ai P. co z cn n co u) cocowconnc1)5.53z co 2.

CO CO < < <
• *c 0 o >.>. >- >. )- >- >. >- o 0 r >- >- 0 >.• ).- 0 0t 0 co 0 ›- ,-.) ct .,>- t, t .e,-t 0 ci <1"; ?:,.• 0 m >- ro- 0 S .il'sns<n'E.iz-snni'.i.43,-..ig.s.ilt,c,,,>,;- ,)rr2r . ,-P:_: ,>„-. ..iz•ncvni ... • Iwo

0., 00 1.0 0) in 01 el c) 0) (0 01 I, 0 0 0 (0 (0 01 CO 01 (0 0) 1.-- 0) to or oD co c0 0 0 CD ol or of in CD (0 0- 0 LO 0 CO C) 0 CO r. co. o- 0 o- 0 or c0 09 0 0 0 0 CV N N co ed o- co or of co 04 w CV et N ui CO e- 01 CO 0) LO et 0 CO et N 60 OD 60 CO •)- tO CO e- N 0 0 0 or 0 0 01 CO co, o.-CC) OD t.... CO, 0) .o.., 7 01 cC! .4. co tO 0) 0 0- CU) 01 01 r- NU) N. CO N CO CD 0) w U)' v- •- v- C4 et 0 M to N0

CO CI CV CO
1 1-
LU rt) 0 CO w I
1- 5
N c0
• to
oWUi
.7
w ea- e- N c) u) 11). LC) 60 N w 60 4- Lt> Lt) LO w 60 w LC/ 01 CV r tn. ,11 p.

Z
T- 4- 0 CD 0 ON 00 0 CD CD 00 6
00 a
99 00 -5. yst.
.o20 o 0 tI
tb, Lt.
g a. ci rn 3 z at I
Lq (a. IN 0) U) Lf) La La lee ILO 11) U) re 60 U) U) 111 N 0 U 1.0 LC) U) 611 U) OD 0) 1010 U) U) If) U) 0 N et LO Cei N h of 01 01 fs: h 0 0 'NI Cci ‘14: 01 oi o .o. In 0 4- e- 0 aw LO CO N N 0 CO 0 0 0 at N N et
N N N N N N lel 0 et
er. N 111 (C) IN OD 0) 0 N or ul c0 0 0 N in 0 IN CO CD 0 N CO ctl I* co CO 0 N r we-NNINNNNNOINNCIC000000000et St
77) -o r?, itwe I
6 V. 6 o 6 6 ta cNi r- La 0 esi to o ai CO N cf) eV 6 CD co oi P.- 0 to 6 6 cr) w (ON tea LO CI CO a- lt) I- N et 0 CD et et- N0)0) csa o 4-
LC) LC) 0 60 LC) kt) w e- 0 0 60 LC) LC) 0 LI) LC) LO 0 Id) U) U) 111 10 it) 60 tt) 111 lq if) 60 LO LO 1.0 01 of 6 6 01 6 01 01 6 0! 01 6 °I 6 6 °J. 01 6 6 o 000 °1 016 016 0 000 0 o 00 0 00 00
e- N 0) U) OD 0 Lt) U) LO tO CO 0/ 0 U1 611. N 1.0 CO U)OD 0) 0 It> N N 0) N 0 et 0 ID 6 6 N 0.1 to N N N ci CD 0 0 0 CO oO (0 of r•si .0. of 6 NN NN NN V) et et
E
cc CO 0 0. 0.00 0.0
o 00 N 00 0 0 0 0 0 ett (d)
CA 6
o o cs (0 00 0 0 0 0 0
0 et:
0 e- CV CO tat-.N 0 0 0 0 0
CO 4 4 4 er et
N trt DI 0 0 0 0 0
CO CD N 0- 0 N N tO ttt-CO le- ft- 0- ed LO M 0 r- en CO 0- Itt- 0 CO CO 0- CD •-• 0, COO e-0 0 1- et 0 et co to try Lo to 0 0 CO et et U) tO CO tf) Ul LII CD CO •er 0 10 et tO 0- CD Ul N (0 V) CD eit it- ft- tO tO tO tO 0 (0 tO N Ul N NCOML11000-00 00ettle-e-MONONetNtOet0
1- 1- cry CO et et CO ter et et N N CO tt- N cc, N ett N 00 0- 0) et 0 Itt- let U1 00 CO 0 CO 0 DI CI N ite 0) CD 0 0 0 0 0 0 0 0 0 et et Cc) ett cl CO CO CV et et 01 tr- e- e- it- it- ter et et et eft et et et N CO V) CO it- CO c) 0 CO N ett• tr. 01 Ul ul N N L11111MN N N cd) 0 CD 0 re 0) It- CD 0 N ite tt- 0 CO CO it- 10 et- N N N CO N et N tc-N N et. e- N 1- e- tte N N et CI Cid 1- ett N CO N CV N CO N et- e- et- ett ta- et- co et itt 0, CV N tO 0) Ul
et et lf) st (i)
it CO 0- tO 01 0)0 et ite LO 0 td) N- CO 03 ett
1- 5- NNMCINLOWCO•UNCVN ett N e-01
CD cO cO CD c0 to 0- 0 0- coM et- 00 it- 0) ttt- CD CO D. let (0 et tO N- 04 N- CV CO 110 let ett oy cry co to ,- co co co nt 1.0 ••-• v- N LO let Ist 0)0) let 0- (0 te N N N Lt) N LC) ett- CV 00004 tf). 00. LC) LO 0. 0e- cc) et 10. Ul. ('IC') 10 LO. LO. LO it- ul. CV ettCD 11). U CV (V DI V-CO U1 CO U) (0 N 0104 it-04e- CV tett et- et- DI ett 04
-Ii:C -I 7CI -1 ...1 -.I --I -Jirnia. mii -1 Mel 0,ix.J -JiMmi-J eJ mix.-1 ..J --1 -.I Cit -J nc Q. O. CL 3 3 9c? 9 m 9 22 9 9 9 9 9 c) 2 9 6 0 2 0 C? 2 2 6 c) 0 9 2 0 2 0 2 2 0 9 0 iSS.L-III.L.2rmSiixx 2, L ..., 2,, .1, .2, Ii 2J m m .2J 2, I i .1, 2, .2, ..11 2I.IIII.L...c2iIi2I2.2 „:) 222222220222220200c)2020200002002020002c)0002.2020 en M (/) en co co co ,, 3- 3: 1..., 3- -J 1..) C.) ...., Pe L., La 7- -J Pe Pe Pe ..J eJ CI et cO La :_t (35 a ....... w . . ... 5 . 5 5 . 5 ,-,-) ui .,i 1,-, 5 5 ..i .„i 5 . .5 5 5 cn (f).i (I) 2 .Tt >,, ,T,.,t z, r; 0 >. 0 0 0 >, 0 ,t, >.. >, 6 0 0 0 s,c 0 0 s, 0 >t, co ›.. 0 et,,, ›... (...1 (-) 0 tt t,', oy rt; 0 . co .L., In 0 0 ittets ri, isz z--E,z.,›,<E z...z i,.,>,z,z,-c,i,2i..5.a,>,. z zzz ).. > " 43 g g 43 g g 0 43 -8 43 43 43 05 2 65 .Z' 65 2 05 43 d 2 Ti g 65 65 43 1;5. Z; 2 05 2 '2 o 0 u5 U5 U5 43 43 1.i 43 g l't g g g g DC L. tO c0 CO CO LI1 CD tO CO ial CO tO ,17 LO 4 CO sr en et 0 .9. if) 0 QS It- 03 et iet U) N- et CO et CD lett CI et cO CI 4 V V CO ccO I, c0 CO t• - t 0 0 , 01 6 1 0 0 0 CL4 V) ter co co co co (V LO et 0) CO Cc) CO et N et 0 CI C) Lt) (i) N et- et et N et Ntat 1 N. 01 c) et cd) cry N 1- te) it- N cey e- 0 0 0 0 N CO et 10 1,- CO V) CO .4 CO 0/ •Ct et N M it- N it- et ett cO CV 0) cO N et it- N (0 et CD N CD et-.N it- N it- it- tt--ett it- et (11) CO CO N Ul tt- et- CO . • cci r- .4, 0 ,- co co co o oo o) ,t Lo r- CV CV <I' V to sr to co 06 6 6 ui uS 6 6 6 si 6 6 c5 N (-4 6 uS 6 6 ,, 6 6 6 en cn 6 r.: r.: td 0 4 N M LO CO 0) N- I, CO (0 re CO et LO LC) CA U) re D. CV Lft N et te) CI) CO M N CO 0 tO 0 et 0 td) 1.0 U) 10 LC) 0 tf) 10 LO LO 0 trt .- to 0. 10 ul ul 1.0 ul M 0 LI) 111 0 LO 1.0 LO 60 1.0 CO CO 10 10 1.0 CO .1- LO 10 e.- N 6,2 kcf,); tg LA. CAC), titrsi tig 11,),.11....); 1.(11,.tcl 1.,!,) Icti 6 N. 6 6 cS 6 N N Cq0 N O 6 6 6 es 6 N 01 6 N N 6 N N N 6 0s 6 cl 0, 0s N s 666 6 D 00 c eS cs 6 o es o o es o co
to 0 LO te- Lf) N 0 e- 1- 1- LO M I- tri LO et. LO tf) LI) it- M tit- LO V) N LO. U) NI et CO it- it- LO M 10 0 U1 LO eti tt- it- at CS 6 6 6 6
Cil
00 CD CD 6 6 6 ,- CD CD ,- CD 0 000 6
0 0- 03 0, 0 et-LO N Ul ter CD 03 CO CV C") V- ul U) re CO 01 CO 0 5- N CO 1.0 et 0 0 Nt• tO LC) 0) e- tf) 1.0 N et V) CO WI LO 0) 0 1-N 6 sr sr sr to 6 „4, 0 U) U1 10 tO tO tO CD CD CD CO 0 te 0- 0- 6 0- 4 6 Pe r- 6 r- co os 03 0) 0) 0 4 CO 6 cr) 6 o o o ILO tf) CO t- 03 0 0
CD LC) LO. L0 U1 10 LC) Id) M.

Ltt) 111 LO tO LO 60 tal CO CO LO
.

LO tf) 0 LO CO 4 1.O lf) Lf) Ul LO III 114)
C4 1, CV ,.: CV Pe CO Pe. Pe OD os 6 „„i 6 or oi cv cv cv 66 o CD et et et V) co u) to co to co to co to 03 6 en r- r- 6 CO 4 6 r- oS 6 en cn en us 6 co oS cn cs cs ,r 6 LI) LO tD Dt te fet I-- let 0- 00 CO CA 01 01 CD 01 CO et- ett 0 a) co 6 0 (NI 6 co r- co co 0 e- N 4 to to 0- co 13) 0 CV CO 4 U) te CO 0, 0 to- ('4 te) W CO CO 0 N CI 4 WI CO 1,- 4 4 et et et et 0 10 id) LO 111 LO 01 1.0 CO CD CD 0 CD tO CO (.0 0 CD 0- 0- Itt- 0- D. Ite N. CO OD CO 00 CO 03 CO CO CO CO 0) CO 0) 01 Of 01 0, 0 co
-
ca I
Tri 3 -

0. • M. 0 0. W. 0.

N N DC NN00N 000
E
E
Lo. Lc). 4-) LO. N. 0 01 N: DC 00
0 N
(7)
74- 0 CO 0 • 0 CO 0 0 0. CO 0) N 0 LO
N N N • N co 0 ar CO
0 a- Na.. 0 N 0 0
N N 0000 CS, 0 OD 00 0 CO CO N DC CO 10 CD N
0 0 r-- CO CO LC) co co co 0 CO 0 0, at CO U) N1-C° DC 19 , U) N ; r h. 60MLOC° "; 41f rstrCDt.°CD""t° Ntn 119 0 0 0 CO 0 0 00 tf) 0 0 CO 0) 0 .0 .0 01 CO CO 0, CO 0, 0 LO OD 0) 60 CO LO CO 0, CO 0) id) 0- 0 0 Lo N at. at at N NI 0 0. N 0. 0- co co 0 CO N 0. N N at CI 60 a.. 'c"; Fr? .°2 , " " [-sr-" `,2 (c1 TN' '4) RI Co' WDCDCWCD 2 2 2 11 (0 0 0 CO LC) 0 v0 N. CD 0 ‘9.U) P- CO 01 Cn CO N CO 0 0 CO 0 0) CO 0) C0 m ON m0) 9 0 (9 N
N
DC
N v- 0- .-- e- ) e) kfl 60 If) If) If) •et LO If) U) CO CO N N LC) 0 LSI LO LO 1.0 LO tD N N N N 0) 01 01 0)
8 Z I
I -,-. 0- CI. , a, i i i a. 0_ D. a -J -1 2222mx-10--J2 ....., > CO
F." . 0 CD 0 a? 2 22uP u? u?"?

0.0) urT. 2xxximximmi2-,232xm3.-!r-'-,23332=223IxL-1,11=1--)-1123i2.1 0 ti, °. Di.- coZOL.)r.)000002cou) wouou)2220)cour co u) c.) (0 co u)22222200corour22 u.r"- 0 , ..tg ° c! ..4 ...0-1 (') ,C Li - I -J .-I
E0-
o. . • ° 9 2 co ur Fir ,Tt 2 a, :a !? .0( Lu 33 '5 -o
5 ii) (0 w la
z g c
>•woc.)>->-00›.>.>,00(:)00)>-0)rnott.t.,..t>.›.000)0-at›, = § 2 § Cu o 2123 8 ar -6 -500000001 0 14",-6 0 it C.') if) '65 inc 2 2 2 g co iti v) -a 0 -6 -.6.0 z i73 2 2 2 2 ri) in TA fra g 2 c) CO ID LC) 0 CO CO tcl CO CO CO CO CO 1). CO CO CI, CD OD CO CO 0) 0) 0) 1, cf, in LO (1, (0 ID CO .0 V V* 0) 0 ID CD 9 ,-
LL. 43 1r, >,. 2
CO 1)- CO cfJ CO COLO CO 01 N CD ‘9.CONON .,0000 .1-,1. )-.1- 0C°1 <5. ev o o Cs1 CD 1.0 L0 c- CO 0 LO CD .0 0 .0 CO N .0 co 60 tf) DI V co. al co. Lt). (0 N 0) N (.4 .4 6 oc co 6 6 6 6 cri (06 -4,6 6 6 6 6 a) or cr4 o 6 csi a; ar i co r, N CO N a- N at 00 0 0) N )0 a..CO CO 0 CO N N N N 0 cs, N 01 in. in. i•-. r r r co. 0). to "- to 0) o in 0. in tsi r to. 04 r 0) 0) in 0). to 0, 0. 0 CO CO 10 CO Cs] Cs1 CO CP oo Lo 4-ro 4 co 10 CO ,9. 6 cri 6 6 6 0-4 o N CD 0, OI V0- 0. 44 44 N 0 0 ai CO af )11 0) at CI r- co CO CO N cv EN w en

4.4 N
0 CO
1 22 1J 1

1...5
-4
N
"C)
CD 0 0 ... 0 0. 0,1 Lii) 0 L0 0 0 N
Z Z 6 ,-: 66 ..-660000 oo 0 0 o 00 00
00 c
0 0 .5 3...c
,-NC0.01000D0)0 ,- NLO .0 10 LC) CD ce V) 0 Lil m co 44 441 co. 4 4-4 001.-0 to CO ,-NCO.AW00,- ,-ION nt .... a. a... N N DC DC DC DC N N CO CO at
i) E.
i a
0 0 00 0
000
ct)
CO 0
z34.'
o z 43
1C) 0 0 .0 CO aa 10 6f) 60 0 10 60 10 60 11.) 115 co co 0 0 )0 U) LC) )0 0 10 10 0 0 If) 0 10 N LO c5 6 6 6 6 cS 6 c5 el N. c5 04 N 0 C el C) el o CA el 04 04 01 00 00 0000000 00 0 0 0 o 0 00
to. to. Lo. tn. )0 0 I, tr? LO ID U) U) Id) CO I, 60 60 ID 60 If) 11) 0 0 If) If) U) 10 OD 60 LC) IC) LO 0 60 0) 11) 10 CO CsJ CO ..44 to co oi c"! 04 4 (sl f`: cs, N cs! 6 r••; 6 6 cl (-4 es, c* N 0. .0 tt) N N 0 CO CI CI 143
f0 §
, CNINNNN NN N N
C:1 Z -I ▪ 2 rg
N 0 at M OD 01 0 DC C') U) CO D. CO 0 0 N 11t 0000-00 0 0 N CO 1Cr 0 CC) D. CO CI) tst DCDCDC CIDCDCDCDCDC DC U)U)U)U)C') 0, 01 CI
- 000 c- qg co.
q
N000 cm N 04 N
0 0 "
0 '6 )
0 0 0 0 0, 0 0 o cn, 6 6
0 0
00 0 10. 0 o o
▪ 0 e- 0 CO 611 01 CO 0 N
e- el 0 CI CO CO 0 N N N
N
st. CO sr sr set
o,_0 0 0-0 0 s- 0- s- 04 t0 N CO 10 60 0 V) Pe- 00 0 la 0 60 V/ CD N 0 ea e-• N 0- N et 0 CO 10 60 .4- 0 CO la 0 e- 01 1, - CO CO OD 0 CO CD CD CP 0 60 CO 0 0 01 0) Ill N 0 1.-

0. N 60 I- •+- ,- •,- CV t6) CO 01 •-• CD CO CO CO CD P.- t6) CD CO CO CD N CO CO ett 0 10 Qj els1000-0101 CoLONP-000.0.000000sts-0000111N0•00100000Nsr0-0000VC00.0.1110000N0s1N tv) et CO N 0 at at .4". V-V-, Vt 0 Va.V- V.. ,-. V. c." Ve Vt VI. V 0.1 411) 0 CO 1-. .0 CO et 0 .1-* N 0 N N N N e". e- .0. s- 01 CO .0. N .0. e- e-. .0' .6-• e.• N 0 01 N N 01 01 ,r- .0. 1.• 01 04 0) a,-. s•• N e- 1... N CO 01 0 01 ,... ter N 61 10 N et) 09 0) CDO/COCIetNC0000611(0060N,N(000-0-0.,06/010Net t.000..00C00.00 0) U) v-01MNOINCO0 110 CO N N 0 CO CO 0 N 01 sr ser 01 .0- N N N N 0 CO tel tO N 01 ser N CO N N LO Ul 01 ter e- at CO LO LC) at 30 ett 0 et CO 10 ICI CO NNN 611 N 1,-N N N N 0 to to 0 0- 0 0 to er. N N 10. tp at 0 N .0 Cs/ N N
-lizxxx -ixx
• L,) Y2oY2o0ou .200
Ococo cncoMcncocococo01co00(.oco 22 co 00200MMcn020000001(..“)0(.)M0co2u)2020 i _r 10 di •_, 3/1 En U 01 LJ .4-0. L-) 0, -.) -I ...I ...J •0 -I 33-.3.- -.4 -J LJ •/- -1 ._, .4.-4° .0 o0 LJ .0 o0 .4 _..1 .4.- 0 ., 0, .., .1.-J '_, 2 $2 z s2z5<zsiwuju) (05 T)550,,z L 5 ,7„7,5g 5 5 zg< a, i 7, g p. ,- 7, p. v „ g (0 ET) -i< a < _1
>- co 0 To 0 >- c) 0 0 0 co 0 0 c) () u) CD g• t t 0 t, 0 C.) t t up 0 t ›, 0 0 0 0 >_ (0) 0 C.) >_ >- i; t 0 CD >. 0 >, 0 >>- >, 5 k.i.i.i.it.i.t.ck.4'kktgi'igi't r,.1-'!5 r•kA-•,,•,>,s. .4.:-.t1,'A-'-....:k 5 g....2:.:5, f, 0-.0, .0... (.0 cr) CO ,.7, U r Zei u) V) • a co -0 -a 13 en -6 C . 0 0 17. 7 u) U) 15 - 6 'in U) Z En 81) ci) CO CO U T. 1 CO cf) 0 0 7 C gr) CO CO tf, CO t .e) (1) I 5 (..) oul cq N- 0 0 0) CD CO CM 01 (0N CO 1, et at 0. CO t1) V) Ill 0) 11) ser 01 tel sl. sr 111 0 0- sr 0 CD et et et at CO P.. at at co co 0) 11) 4 co ID CO 0 a In 01 ID co_. e.• 0-0000-00s-s- ser CO PI 0 CO 01 et) 09 ser CO sr 04 st VI sr sr CO N ser sr 0 CA st 0..01 s. st CO fa ree 01 Ca 0 V. M N. ‘1)0°3 N. 10 01 C° 0 V °"- 0 '''. 0 V " 06 °4 r- 6 6 o ai 4 a. n.: o ai 6 6 , N N N: 6 ai IOU) a- et 'et 30 30 CO 30 0 V- 0 tel 0.. ..- 0 0) et) CO s- • CI e.. e- N 04 01 et 0- CD CO et CO 10 .0. 0- N N 09 sr 0- 0- N N N sr CO t.- N 0- N CO N Ul yr, N.N CO 0 6C) r (,) co r., 0 res, 0 1,--. ett 611.0 cq 1,- e) t-- to. (I (41 Lc, ..) co CO N CO at 0 e- la LO 0 a- tO CO.sr 01 0-. es- es; 0) 0 CO CO 09 0 CO N 6 N OS 0) co co 4 ° 6 V) PJ I, co 4 6 in 4 to 6 6 6 ai CO ser co co a, 4 co "-- o NI co 6 6 r- 01 N CO sr •cr N. ••••• csa •-• 6 4 co 4 o .- 6 •...- "-- 'ivV.•P V.. V.` •,
V. N a- N el- e0- 0 10 tt)
LO 1.11 CO 4.- 0 10 et) 10 U) 0.- et) tn o in o o In In 10 la e- .0' 60 ee- 6t) 1.0 10 la 6t) la LO `0. .0. LC) LC) 10 e- It) 10 10. 0 LO LO LO LO V) 10 in 30 10 N04 0 NN0 6 6 6 6N 0;00000000,6 N 0 010,04 0 NN, 6 6 o ,-. 6 0, " 0 ci c; c'l N: " C`, 0.1 00 00 6 o 6 6 6 6 6 6 6 o 6 000 00 o 00 0000 " 0
N 161 60 1, 10 LC) er` er. N 60 La 10 o in In 0 a-• N N N 40 CO v- 0 0 N N •r- N 141 N ‘11 LO a- 10 60 60 0 N. ci oo 6 6 6 6 o 6 00 6 ▪ 6 6
CD 60 LO 01 0 N ste 111 0 U1 0 0 tO N 0) 0 0 CO 00 0 0 0 0 sr 0 CO N. 1.0. t- CI sr 0 ID CO 0111) 30 01 11) ID 0 III 0- it) CO 0 rt. set ser c.ce tel lel 0 et) 6 6 CO 6 C.0 31) csi CD CO CO CD 6 6 0. 6 Iss 0- CO CO CO CO CO CO 6 01 d Id 01 ID 01 0i 0 LO CO CO CD 03 0. 0- 06 0. 01 0) cn a, cr, a, a, cn
0 0 11) 0 et) tO 0.0 tO 11) tel et) U1 0 tt) tel lt) U1 0 it) If) 0. 0 0 0 tO la to to to 0 o N 10 60 60 0. V) 0 0 611 '0' 11)10 60 10 Ul ett att 01 0. N 46, 161 csi 6 4 6 01 N CI N N N <0 N 0. 0. te, N 0C1 CO 6.4 CO 1, ,- 0, 04 0 0 0 0.. 0: 0- N (0(0 0101 intooLaccimai60.-,,Nairi co (6 a co cO aoc000 6 oNci 6 a. O 6 6 010101100110101010 O- CO 0) 0, 01 0 0) 010)
U1 (00.09000-N0,3 COCOP-090100-NCOst In co co 0)0.,NCIst 641CON.000100.001at tO t-00030 ,-00.00 °it V. V V 'Cr co tel tel 0 en it) 0 tO 0 CD 0 0 06) CD CO tD 0. es- 0- P.- fs. 09 CO CO CO CO CO 09 CO CO CO 0 01 0 0 CA 0) 0 0 01 1,
Liq
u
efaction-Related Settle
mentvs Depth
0 0 ci) C•1
tutu lueuiemes
0 LO 0
Consolidation Settlement
"...." ,
5,-.a". 5
--",
.. 5
-at
e•
.r..,....
-
- =5-
'
..
mentstexCelplleMsett-sprMgv, “N.K.uN
g2,7
63'
,E
g‘m
a 0
ies
Qv-NM
gc., 0
oc, 6
Mien settlement
- .22.0000.000 0
Ea.3,EVM.1AnFzisAsk7
EdFs?..Fss.us-5
..rgqqqq017M 1s .

E83W rggEr0 t2 g 8g2"
o •M
0,N00
ttEgqqq0.C1""•,,i 0
"1:300000V7EA%%2:=1 V
t32' 8
'"?.RR°888888§8§§
gRgIRRRIRR'ARRRFIR
001-,NMV.
2 0 0
o.ou, Eo • ea el wa .0 CO CO
0 e,NN
E W).0.10
01-NCIV
3 „
,‹-...
.:.= -
,
,-
.;2Z.82V.' ° 2.:!9 QW4f13
N06666666 ,66 66 .66
141,1.vp
6666
.4.66
EP4i7,,R gcMinr:41iEl
gN .
=
' . ZEgi:E,s24.
-
l E = E'
.Es tE7,t gg'g0t ,,i
a. o
g2. tiEsss2;82326
,i.Eothciggigggd rsi A
D. S.
lz,
xi Eco ' o St;gv lovE
E n •' r,i 6661-
w 0
N0N0MM0M 4- MM
EV 0.VESAgIgi8*
=6
1h.
8 en.d 66666.666 666
4111
Job No.:q"-2/4Z-- Svy, 1> Date:

Form: Vta.(comp 11/93) Checked By: Date: Sheet No. of
COMPUTATIONS Subject.

Professor p ineering,
(Soli Mechanics)
Uni4ersitk of Sydney
a
17 2) 2
R2
(x-b) + l
e
(a
2 Ro
log Ri — +
a e R0
•
• • • • • • • , • • • • • •••• • • ••
• •
•
, .

3.1A .ASYMMETRICAL VERTICAL Ii446ut4.R4.,opING
. . :(Fig 37., Gray; 1936) '
,
'10/Linit area':

FIG. 3.8
•
2_ 6.4-bS
z - I a
•
b
,
r a+b-x
a
s L a b
•
T :wab
. •
01 1E414. a+b-x p
Tr 1, a b
e-g-- (C2- lo.g„Lo log e i2R-12-12+ - 1351 2 f
. . (3.8d)
Ri I
•
7,02e ro r; Log BIT 2+ (aa

3.1.7 VERTICAL "EMBANKMENT" LOADING
'(Fig.3.5, Gray, 1936)
= (3.9a)
- '
+ (x-2)) 412- 109e
(3.9b)

12.1 .= [ wge R2 O3 a a
... (3.9d)
Influence factors for azbeneath the edge of
the loading have been published by Osterberg (1957)
and are shown in Fig.3.9.
1 1
1 1
p r. ... (3.9c)
IT a R!
(3.8a)
zlog + •Z-- log -R-1-)
a e Ro b e R2
FIG.3.9 Influerice'ch-att-for"vektical stress due-to
embankment loading (Osterberg, 1957).

S •
Date: FE CV
Form: Vta.(comp 11/93)

COMPUTATIONS
q-7 (1-Z - Z .3--7 By:-C ell'a Job No.:

Checked By. Date: Sheet No. of
Subject:.C/9 ri tec., 11-db., 0 r
i
V-10,41-41 /
ret/t/1
Ct. s L L 4-0
C. 64k,

AN ENGINEERING MANUAL FOR

SETTLEMENT STUDIES
by
J. M. Duncan
and
A. L. Buchignani
June, 1976
51 TABLE 9.-- APPROXIMATE CORRELATION BETWEEN C AND v
LIQUID LIMIT (After Terzaghi and Peck,
1967)
Liquid Limit (%)
30 40
50 60
70 80
90 Range of C (ft2/7r)
V
20 to 360
(46 ttiz
12 to 230
I .11 t, 4-
8 to 150
4;34- 9
5 to 90
3 to 58

11.18 c".4-
2 to 36,,

0.tc%
1 to 23
0 . 69
52 Ez
EyEt

0.8 1.0 1.2 1.4 1.6 1.8 2.0

STRAIN PROFILE CALCULATION TIME RATE CALCULATION
T U% .6Ht
4 Z/H
Fig. 15 CHART FOR CALCULATING RATE OF SETTLEMENT
V
1 11
1 1
II
6 I.
54 0
1N3083d n - NOIIV011OSNOO AO 338030
C

URVES F
OR
Job No.: 914 Z — 727? By: Date: C//5100 -jiJu i EJ
Checked By: Date: Sheet No. of
Form: Vta.(comp 11/93)
Subject: 5./9 COMPUTATIONS c_
e .
10 1,000 0,000 100
.............
....... , ....
........
..... ... ...
e- vta.
.......
-10
-8
-6
-4
-2
0 2
4 6
8 10
12 14
16 18
1 February 2000
Project No, 97-42-2272
zoo l'Pc`
VERTICAL EFFECTIVE PRESSURE, kPa
t -to • 4-,g
Oc.-K= 7.6
LOCATION DH-1
DEPTH, m 4.6
c
INITIAL MOISTURE CONTENT, % 37
UNIT DRY WEIGHT, kNim3 15
MATERIAL DESCRIPTION Lean CLAY (CL)
SAMPLE CONDITION Shelby Tube
/ 10S-- .6 46
C Cyk. 0.00°1 , 0 I
k3 0. (W."—
CC--G cç

CONSOLIDATION TEST RESULTS
Airport North Interchange
Camarillo, California
CONSOIJDATION(97422272.GRAN1-01) REB
w14)00/3.33-42 PM
PLATE B-6
-10
-8
-6
10 100 1,000 10,000
VERTICAL EFFECTIVE PRESSURE, kPa
-2
0 2
4 6
8 10
12 14
16 18
1 February 2000
Project No. 97-42-2272
DH-1

1.8 37
13 Lean CLAY (CL)
Shelby Tube
1 LOCATION
DEPTH, m
INITIAL MOISTURE CONTENT, %
UNIT DRY WEIGHT, kN/m3

MATERIAL DESCRIPTION

SAMPLE CONDITION

CONSOLIDATION TEST RESULTS
Airport North Interchange
Camarillo, California PLATE B-6
rnmsru intenoN(87422272 GPJ/08-01) RES
February 2000
Project No. 97-42-2272
1 1
z-
-10
-8
-4
-2
0 2
4 6
8 10
12 14
16 18
1 10 100 1,000 10,000
VERTICAL EFFECTIVE PRESSURE, kPa
C.) I&.z

LOCATION
DEPTH, m
INITIAL MOISTURE CONTENT, %
UNIT DRY WEIGHT, kN/m3

MATERIAL DESCRIPTION

SAMPLE CONDITION
DH-3

3.0 18
Lean CLAY (CL)

CONSOLIDATION TEST RESULTS
Airport North Interchange
Camarillo, California PLATE B-6
CONSOUDATION(97422272.GPJADH-03) REB
2 4
6 8
10 12
14 16
18 1 10 100 1,000 10,000
February 2000
Project No. 97-42-2272
,zet,e) tc.Pa
t }at A
VERTICAL EFFECTIVE PRESSURE, kPa
t" 7.1 0 • • - 9. A (4, - z.
0 c42. = 7.6

LOCATION
DEPTH, m
INITIAL MOISTURE CONTENT, %
UNIT DRY WEIGHT, kN/m3

MATERIAL DESCRIPTION

SAMPLE CONDITION
DH-1

4.6 37 \h,
15 Lean CLAY (CL)
Shelby Tube

CONSOLIDATION TEST RESULTS
• Airport North Interchange
J Camarillo, California PLATE B-6
—Fiona
is siss, a
. s Ii
Job No.: ct-qq-7--- -Z-Z-7 7-- By: 5,0," • Date:

Form: Vta.(comp 11/93) Checked By: Date: Sheet No. of
COMPUTATIONS Subject:
•
a.X. 0..1,;(. ..
4 • • •
, t . • . , , . :
: . • : • •
, „
C-4.44 4-10 e q
s
10 10' 10'
VERTICAL STRESS (t/W2)
Sample No : 36
Depth : 6'
Fugro McClelland
Project Nome : Airport Interchange
Project No : 97-42-8872 Boring No : DH-01
Test Date : 2/25/00 Test No : c22720
Description : Olive brown cloyey SILT
Remarks -

CONSOLIDATION TEST

SUMMARY REPORT
104
10' 102
8 0,07. f ra nolMtPme d method

0. 2.

6. loa
ri U6-111-V, 14r.a.
06/16/2000 09:54 8056508694 FUGRO LAB PAGE 04

0. 3.
--3
Lsti 0;1
102
06/16/2000 09:54 8056508694 FUGRO LAB PAGE 02

CONSOLIDATION TEST

SUMMARY REPORT
6, N

9. 12,1
01 104
•
10' lo
Log of lime method
SiCiare Root of Time method
to'
101
VERTICAL STRESS (OtA2)
Fugro McClelland
Project Name Airport Interchange
Project No ; 47-42-2272 Boring No ; DH-01
Test Dote ; 2/25/00 Test No ; c2272b
Description ; Very dark grayish brown CLAY
Remarks -
Sample No : 39
Depth : 15'
uo- itt.z.e.is
06/16/2000 09:54 8056508694 FUGRO LAB PAGE 03
100 10' 102
1-f
10° 101
VERTICAL STRESS (t/ft^2)
Sample No : 57
Depth : 10'
Fugro McClelland
Project Name Airport Interchange
Project No : 97-42-2272 Boring No011-03
Test Date : 3/6/00 Test No : c2272c
Description : Brown silty UM
Remarks : Sat

CONSOLIDATION TEST

SUMMARY REPORT

0. 3.

9. A log of Time mpthod
U Squall Root of Time methoi
104
06/16/2000 09:54 8056508694 FUGRO LAB PAGE 01
Lat),005-65134403 Fax.W35-45O-84594 Ftogro West
q*"1,AA
(f
A......mmtesosern
amesmonmaros
CC*
0 Pot Review
4 it
Pavement Sections
Spring. dat
NEWCON90 VERSION: APR_30_91.1
07-14-2000 09:03:05
ENTER TITLE OF PROJECT.
? 101/Springville Drive - Spring.dat
ENTER OPTION FOR METHOD OF DESIGN:
1 = PROGRAM WILL DESIGN THE LAYERS.
2 = YOU WILL HELP PROGRAM DESIGN THE LAYERS.
?1

ENTER TRAFFIC INDEX (TI)
(5 <= TI <= 15)
? 10
ENTER R_VALUE OF BASEMENT (OR NATIVE) SOIL
(0 <= R_VALUE <= 90)
? 15
.0032*TI*(100-R_VALUE) =
ENTER CODE FOR TYPE OF SUB_BASE
0= NO SUB_BASE MATERIAL
1= CLASS 1 AGGREGATE SUB_BASE (R_VALUE = 60)
2= CLASS 2 AGGREGATE SUB_BASE (R_VALUE = 40) (R_VALUE = 50) 3= CLASS 3 AGGREGATE SUB_BASE (R_VALUE = VARY)
4= CLASS 4 AGGREGATE SUB_BASE ) (R_VALUE = 100)
5= LIME TREATED SUB_BASE (LTS
(1.3 <= GF <= 1.6)
74 WHAT IS R_VALUE OF SUB_BASE MATERIAL
(0 <= R_VALUE <= 90)
? 50

2.72 MATERIAL
SUB_BASE R_VALUE
.0032*TI*(100-R_VALUE) =
SUB_BASE GRAVEL FACTOR =
SUB_BASE MAX. DEPTH (FT) =
SUB_BASE MIN. DEPTH (FT) =

50.00 1.60

1.00 5.00

0.35 ENTER CODE FOR TYPE OF BASE MATERIAL
0 = NO BASE (GF = 0.0)
1 = LEAN CONCRETE BASE (LCB) (GF = 1.9)
2 = CLASS A CEMENT TREATED BASE (CTB) (GF = 1.7)
3 = CLASS B CEMENT TREATED BASE (CTB) (GF = 1.2)
4 = CLASS 2 AGGREGATE BASE (AB) (GF = 1.1)
5 = SANDWICH - (E.G., DGAC, TPB, ACB)
? 4

CARE TO SPECIFY MINIMUM DEPTH OF BASE MATERIAL
(N=NO, Y=YES)
7N
BASE R_VALUE 78.00
.0032*TI*(100-R_VALUE) = 0.70
BASE GRAVEL FACTOR 1.10
BASE MAX. DEPTH (FT) = 3.00
BASE MIN. DEPTH (FT) = 0.35
ENTER TYPE OF_TREATED PERMEABLE BASE MATERIAL
0 = NONE
1 = ASPHALT (GF = 1.4; DEPTH = 0.25 FT)

Spring .dat
2 = CEMENT (GF = 1.7; DEPTH = 0.35 FT)
?0

ENTER CODE FOR TYPE OF ASPHALT CONCRETE PAVEMENT
1 = STANDARD_GF
2 = ROAD_MIX_GF (GF = 0.8 * STANDARD_GF)
?1
AC MAX. DEPTH (FT)
AC MIN. DEPTH (FT)

AC SAFE FACTOR (GE)

CARE TO ENTER 'COST PER CUBIC YARD' OF AC PAVEMENT,
TPB, BASE/WORK, AND SUBBASE MATERIAL. (N:NO, Y=YES)
(NOTE: IF NO, THEN COSTS = 70, 60, 35, 25)
?N
NOTE:

NOTE:

AC
(FEET)
POSITIVE RESIDUAL_GE INDICATES OVER_DESIGN
NEGATIVE SAFETY FACTOR IN LAYER = SUB_BASE

TPB BASE SUBBASE RESID
(FEET) (FEET) (FEET) GE
COST
(SQ YD)
AC
GR_FCT

0.50 0.00 0.80 0.95 0.01 28.92 1.79

1.81 0.55 0.00 0.75 0.90 0.00 29.08

1.87 0.60 0.00 0.60 0.95 0.01 28.92

1.92 0.65 0.00 0.50 0.90 -0.02 28.50

1.97 0.70 0.00 0.40 0.90 -0.00 28.50

0.75 0.00 0.35 0.85 0.02 28.67 2.01

2.05 0.80 0.00 0.35 0.70 0.01 28.58

0.85 0.00 0.35 0.55 -0.00 28.50 2.10

0.90 0.00 0.35 0.40 -0.01 28.42 2.14

2.18 0.95 0.00 0.35 0.35 0.08 29.17

1.35 0.20

0.20

Spring1.dat
NEWCON90 VERSION: APR_30_91.1
07-13-2000 16:58:25
ENTER TITLE OF PROJECT.
? 101/Springville Drive Interchange - Spring1.dat
ENTER OPTION FOR METHOD OF DESIGN:
1 = PROGRAM WILL DESIGN THE LAYERS.
2 = YOU WILL HELP PROGRAM DESIGN THE LAYERS.
71 ENTER TRAFFIC INDEX (TI)
(5 <= TI <= 15)
? 10
ENTER R_VALUE OF BASEMENT (OR NATIVE) SOIL
(0 <= R_VALUE <= 90)
? 15
.0032*TI*(100-R_VALUE) = 2.72
ENTER CODE FOR TYPE OF SUB_BASE MATERIAL
0 = NO SUB_BASE MATERIAL
1 = CLASS 1 AGGREGATE SUB_BASE (R_VALUE = 60)
2 = CLASS 2 AGGREGATE SUB_BASE (R_VALUE = 50)
3 = CLASS 3 AGGREGATE SUB_BASE (R_VALUE = 40)
4 = CLASS 4 AGGREGATE SUB_BASE (R_VALUE = VARY)
5 = LIME TREATED SUB_BASE (LTS) (R_VALUE = 100)
(1.3 <= GF <= 1.6)
70 ENTER CODE FOR TYPE OF BASE MATERIAL
0 = NO BASE (GF = 0.0)
1 = LEAN CONCRETE BASE (LCB) (GF = 1.9)
2 = CLASS A CEMENT TREATED BASE (CTB) (GF = 1.7)
3 = CLASS B CEMENT TREATED BASE (CTB) (GF = 1.2)
4 = CLASS 2 AGGREGATE BASE (AB) (GF = 1.1)
5 =
6 =
SANDWICH - (E.G., DGAC, TPB,

LIME TREATED BASE (LTS)
ACE)
(1.3 <= GF <= 1.6)
74 CARE TO SPECIFY MINIMUM DEPTH OF BASE MATERIAL
(N=NO, Y=YES)
? N
BASE R_VALUE = 78.00
.0032*TI*(100-R_VALUE) = 0.70
BASE GRAVEL FACTOR = 1.10
BASE MAX. DEPTH (FT) = 3.00
BASE MIN. DEPTH (FT) = 0.35

ENTER TYPE OF TREATED PERMEABLE BASE MATERIAL
0 = NONE
1 = ASPHALT (GF = 1.4; DEPTH = 0.25 FT)
2 = CEMENT (GF = 1.7; DEPTH = 0.35 FT)
70 ENTER CODE FOR TYPE OF ASPHALT CONCRETE PAVEMENT
1 - STANDARDAGF
2 = ROAD_MIX_GF (GF = 0.8 * STANDARD_GF)
? 1
Pane 1
Spring1.dat
AC MAX. DEPTH (FT) 1.35
AC MIN. DEPTH (FT) 0.20
AC SAFE FACTOR (GE) 0.20

CARE TO ENTER 'COST PER CUBIC YARD OF AC PAVEMENT,
TPB, BASE/WORK, AND SUBBASE MATERIAL. (N=NO, Y=YES)
(NOTE: IF 'NO', THEN COSTS = 70, 60, 35, 25)
?N
NOTE:

NOTE:

AC
(FEET)
POSITIVE RESIDUAL_GE INDICATES OVER_DESIGN
NEGATIVE SAFETY FACTOR IN LAYER = BASE

TPB BASE SUBBASE RESID
(FEET) (FEET) (FEET) GE
COST
(SQ YD)
AC
GR_FCT

0.50 0.00 1.65 0.00 -0.01 30.92 1.79

0.55 0.00 1.55 0.00 -0.02 30.92 1.81

0.60 0.00 1.45 0.00 -0.00 30.92 1.87

0.65 0.00 1.35 0.00 0.01 30.92 1.92

0.70 0.00 1.20 0.00 -0.02 30.33 1.97

0.75 0.00 1.10 0.00 -0.00 30.33 2.01

0.80 0.00 1.00 0.00 0.02 30.33 2.05

0.85 0.00 0.85 0.00 -0.00 29.75 2.10

0.90 0.00 0.70 0.00 -0.03 29.17 2.14

0.95 0.00 0.60 0.00 0.01 29.17 2.18

1.00 0.00 0.45 0.00 -0.01 28.58 2.21

1.05 0.00 0.35 0.00 0.03 28.58 2.25

1.10 0.00 0.35 0.00 0.18 29.75 2.29

1.15 0.00 0.35 0.00 0.33 30.92 2.32

1.20 0.00 0.35 0.00 0.49 32.08 2.35

1.25 0.00 0.35 0.00 0.65 33.25 2.38
07-13-2000 17:01:19
ENTER TITLE OF PROJECT.
? Springville Road
ENTER OPTION FOR METHOD OF DESIGN:
1 = PROGRAM WILL DESIGN THE LAYERS.
2 = YOU WILL HELP PROGRAM DESIGN THE LAYERS.
?1

ENTER TRAFFIC INDEX (TI)
(5 <= TI <= 15)
1 1
1 1
Paae 2
Spring2.dat
NEWCON90 VERSION: APR_30_91.1
07-13-2000 17:02:37
ENTER TITLE OF PROJECT.
? 101/Springville Drive Interchange - Spring2.dat
ENTER OPTION FOR METHOD OF DESIGN:
1 = PROGRAM WILL DESIGN THE LAYERS.
2 = YOU WILL HELP PROGRAM DESIGN THE LAYERS.
71 ENTER TRAFFIC INDEX (TI)
(5 <= TI <= 15)
? 10
ENTER R_VALUE OF BASEMENT (OR NATIVE) SOIL
(0 <= R_VALUE <= 90)
? 15
.0032*TI*(100-R_VALUE) = 2.72
ENTER CODE FOR TYPE OF SUB_BASE MATERIAL
0 = NO SUB_BASE MATERIAL
1 = CLASS 1 AGGREGATE SUB_BASE (R_VALUE = 80)
2 = CLASS 2 AGGREGATE SUB_BASE (R_VALUE = 50)
3 = CLASS 3 AGGREGATE SUB_BASE (R_VALUE = 40)
4 = CLASS 4 AGGREGATE SUB_BASE (R_VALUE = VARY)
5 = LIME TREATED SUB_BASE (LTS) (R_VALUE = 100)
(1.3 <= GF <= 1.6)
?3
SUB_BASE R_VALUE = 40.00
.0032*TI*(100-R_VALUE) = 1.92
SUB_BASE GRAVEL FACTOR = 1.00
SUB_BASE MAX. DEPTH (FT) = 5.00
SUB_BASE MIN. DEPTH (FT) = 0.35

ENTER CODE FOR TYPE OF BASE MATERIAL
0 = NO BASE (GF = 0.0)
1 = LEAN CONCRETE BASE (LCB) (GF = 1.9)
2 = CLASS A CEMENT TREATED BASE (CTB) (GF = 1.7)
3 = CLASS B CEMENT TREATED BASE (CTB) (GF = 1.2)
4 = CLASS 2 AGGREGATE BASE (AB) (GF = 1.1)
5 = SANDWICH - (E.G., DGAC, TPB, ACB)
71 CARE TO SPECIFY MINIMUM DEPTH OF BASE MATERIAL
(N=NO, Y=YES)
? N
BASE R_VALUE = 100.00
.0032*TI*(100-R_VALUE) = 0.00
BASE GRAVEL FACTOR = 1.90
BASE MAX. DEPTH (FT) = 0.85
BASE MIN. DEPTH (FT) = 0.35
CAUTION: WHEN COHESIONLESS SAND IS USED AS A MATERIAL

BELOW THIS TYPE OF BASE MATERIAL, YOU MAY WANT TO USE A

WORKING TABLE BETWEEN THESE TWO TYPES OF MATERIALS,
IN WHICH-CASE -YOU SHOULD- SELECT_THE_OPTION_TO DESIGN
YOUR OWN LAYERS.

Spring2.dat

ENTER TYPE OF TREATED PERMEABLE BASE MATERIAL
0 = NONE
1 = ASPHALT (OF = 1.4; DEPTH = 0.25 FT)
2 = CEMENT (OF = 1.7; DEPTH = 0.35 FT)
? 0

ENTER CODE FOR TYPE OF ASPHALT CONCRETE PAVEMENT
1 = STANDARD_GF
2 = ROAD_MIX_GF (GF = 0.8 * STANDARD_GF)
? 1
AC MAX. DEPTH (FT) 1.35
AC MIN. DEPTH (FT) 0.25
AC SAFE FACTOR (GE) 0.20
CARE TO ENTER 'COST PER CUBIC YARD' OF AC_PAVEMENT,
TPB, BASE/WORK, AND SUBBASE MATERIAL. (N=NO, Y=YES)
(NOTE: IF 'NO', THEN COSTS = 70, 60, 35, 25)
? N
NOTE: POSITIVE RESIDUAL_GE INDICATES OVER_DESIGN
NOTE: NEGATIVE SAFETY FACTOR IN LAYER = SUB_BASE
NOTE: MINIMUM RATIO (GE) = 0.42

AC TPB BASE SUBBASE RESID COST AC
(FEET) (FEET) (FEET) (FEET) GE (SQ YD) GR_FCT

0.55 0.00 0.60 0.60 0.02 24.83 1.81

0.60 0.00 0.55 0.55 -0.00 25.00 1.87

0.65 0.00 0.45 0.60 -0.02 25.42 1.92

0.70 0.00 0.40 0.60 0.02 26.00 1.97

0.75 0.00 0.35 0.55 0.00 26.17 2.01

0.80 0.00 0.35 0.40 -0.01 26.08 2.05

0.85 0.00 0.35 0.35 0.08 26.83 2.10

0.90 0.00 0.35 0.35 0.22 28.00 2.14

0.95 0.00 0.35 0.35 0.36 29.17 2.18

1.00 0.00 0.35 0.35 0.51 30.33 2.21
********** FINISH **********
1 1
Pacre 2
Spring3.dat
NEWCON90 VERSION: APR_30_91.1
07-14-2000 09:28:35
ENTER TITLE OF PROJECT.
? 101/Springville Drive Interchange- Spring3.dat
ENTER OPTION FOR METHOD OF DESIGN:
1 = PROGRAM WILL DESIGN THE LAYERS.
2 = YOU WILL HELP PROGRAM DESIGN THE LAYERS.
?1

ENTER TRAFFIC INDEX (TI)
(5 <= TI <= 15)
? 10
ENTER R_VALUE OF BASEMENT (OR NATIVE) SOIL
(0 <= R_VALUE <= 90)
? 15
.0032*TI*(100-R_VALUE) = 2.72
ENTER CODE FOR TYPE OF SUB_BASE MATERIAL
0 = NO SUB_BASE MATERIAL
. 1 = CLASS 1 AGGREGATE SUB_BASE (R_VALUE = 60)
2 = CLASS 2 AGGREGATE SUB_BASE (R_VALUE = 50)
3 = CLASS 3 AGGREGATE SUB_BASE (R_VALUE = 40)
4 = CLASS 4 AGGREGATE SUB_BASE (R_VALUE = VARY)
5 = LIME TREATED SUB_BASE (LTS) (R_VALUE = 100)
(1.3 <= GF <= 1.6)'
73 SUB_BASE R_VALUE = 40.00
.0032*TI*(100-R_VALUE) = 1.92
SUB_BASE GRAVEL FACTOR = 1.00
SUB_BASE MAX. DEPTH (FT) = 5.00
SUB_BASE MIN. DEPTH (FT) = 0.35

ENTER CODE FOR TYPE OF BASE MATERIAL
0 = NO BASE (GF = 0.0)
1 = LEAN CONCRETE BASE (LCB) (GF = 1.9)
2 = CLASS A CEMENT TREATED BASE (CTB) (GF = 1.7)
3 = CLASS B CEMENT TREATED BASE (CTB) (GF = 1.2)
4 = CLASS 2 AGGREGATE BASE (AB) (GF = 1.1)
5 = SANDWICH - (E.G., DGAC, TPB, ACB)
70 CARE TO USE A WORKING TABLE (N=NO, Y=YES)
(GF = 1.0; DEPTH = 0.35 FT)
71 CARE TO USE A WORKING TABLE (N=NO, Y=YES)
(GF = 1.0; DEPTH = 0.35 FT)
7N

ENTER TYPE OF TREATED PERMEABLE BASE MATERIAL
0 = NONE
1 = ASPHALT (GF = 1.4; DEPTH = 0.25 FT)
2 = CEMENT (GF = 1.7; DEPTH = 0.35 FT)
70 ENTER CODE FOR TYPE OF ASPHALT CONCRETE PAVEMENT
1 = STANDARD_GF

Spring3.dat
2 = ROAD_MIX_GF (GF = 0.8 * STANDARD_GF)
? 1
AC MAX. DEPTH (FT) 1.35
AC MIN. DEPTH (FT) 0.30
AC SAFE FACTOR (GE) 0.20
CARE TO ENTER 'COST PER CUBIC YARD OF AC_PAVEMENT,
TPB, BASE/WORK, AND SUBBASE MATERIAL. (N=NO, Y=YES)
(NOTE: IF NO, THEN COSTS = 70, 60, 35, 25)
? N
NOTE:

NOTE:

AC
(FEET)
POSITIVE RESIDUAL_GE INDICATES OVER_DESIGN
NEGATIVE SAFETY FACTOR IN LAYER = SUB_BASE
TPB WRK_TBL SUBBASE RESID
(FEET) (FEET) (FEET) GE
COST
(SQ YD)
AC
GR_FCT

0.95 0.00 0.00 0.65 -0.00 27.58 2.18

1.00 0.00 0.00 0.50 -0.01 27.50 2.21

1.05 0.00 0.00 0.35 -0.01 27.42 2.25

1.10 0.00 0.00 0.35 0.14 28.58 2.29

1.15 0.00 0.00 0.35 0.30 29.75 2.32

1.20 0.00 0.00 0.35 0.45 30.92 2.35

1.25 0.00 0.00 0.35 0.61 32.08 2.38
********** FINISH **********

Spring4.dat
NEWCON90 VERSION: APR_30_91.1
07-14-2000 09:32:06
ENTER TITLE OF PROJECT.
? 101/Springville Drive Interchange Spring4.dat
ENTER OPTION FOR METHOD OF DESIGN:
1 = PROGRAM WILL DESIGN THE LAYERS.
2 = YOU WILL HELP PROGRAM DESIGN THE LAYERS.
? 1

ENTER TRAFFIC INDEX (TI)
(5 <= TI <= 15)
? 10
ENTER R_VALUE OF BASEMENT (OR NATIVE) SOIL
(0 <= R_VALUE <= 90)
? 15
.0032*TI*(100-R_VALUE) = 2.72
ENTER CODE FOR TYPE OF SUB_BASE MATERIAL
0 = NO SUB_BASE MATERIAL
1 = CLASS 1 AGGREGATE SUB_BASE (R_VALUE = 60)
2 = CLASS 2 AGGREGATE SUB_BASE (R_VALUE = 50)
3 = CLASS 3 AGGREGATE SUB_BASE (R_VALUE = 40)
4 = CLASS 4 AGGREGATE SUB_BASE (R_VALUE = VARY)
5 = LIME TREATED SUB_BASE (LTS) (R_VALUE = 100)
(1.3 <= GF <= 1.6)
70 ENTER CODE FOR TYPE OF BASE MATERIAL
0 = NO BASE (GF = 0.0)
1 = LEAN CONCRETE BASE (LCB) (GF = 1.9)
2 = CLASS A CEMENT TREATED BASE (CTB) (GF = 1.7)
3 = CLASS B CEMENT TREATED BASE (CTB) (GF = 1.2)
4 = CLASS 2 AGGREGATE BASE (AB) (GF = 1.1)
5 =
6 =
SANDWICH - (E.G., DGAC, TPB,

LIME TREATED BASE (LTS)
ACB)
(1.3 <= GF <= 1.6)
74 CARE TO SPECIFY MINIMUM DEPTH OF BASE MATERIAL
(N=NO, Y=YES)
? N
BASE R_VALUE = 78.00
.0032*TI*(100-R_VALUE) = • 0.70
BASE GRAVEL FACTOR = 1.10
BASE MAX. DEPTH (FT) = 3.00
BASE MIN. DEPTH (FT) = 0.35

ENTER TYPE OF TREATED PERMEABLE BASE MATERIAL
0 = NONE
1 = ASPHALT (GF = 1.4; DEPTH = 0.25 FT)
2 = CEMENT (GF = 1.7; DEPTH = 0.35 FT)
72 CARE TO SPECIFY DEPTH OF TPB (N=NO, Y=YES)
? Y

ENTER DEPTH- OF TPB (FEET)
( 0.25 <= DEPTH <= 0.35)
? .35

Spring4.dat
TPB R_VALUE = 100.00
.0032*TI*(100-R_VALUE) = 0.00
TPB GRAVEL FACTOR = 1.70
TPB MAX. DEPTH (FT) = 0.35
TPB MIN. DEPTH (FT) = 0.35

ENTER CODE FOR TYPE OF ASPHALT CONCRETE PAVEMENT
1 = STANDARD_GF
2 = ROAD_MIX_GF (GF = 0.8 * STANDARD_GF)
?1
AC MAX. DEPTH (FT) 1.35
AC MIN. DEPTH (FT) 0.45
AC SAFE FACTOR (GE) 0.20
CARE TO ENTER 'COST PER CUBIC YARD' OF AC_PAVEMENT,
TPB, BASE/WORK, AND SUBBASE MATERIAL. (N=NO, Y=YES)
(NOTE: IF 'NO', THEN COSTS = 70, 60, 35, 25)
? N
NOTE: POSITIVE RESIDUAL_GE INDICATES OVER_DESIGN
NOTE: NEGATIVE SAFETY FACTOR IN LAYER = BASE
NOTE: MINIMUM RATIO (GE) = 0.38

AC TPB BASE SUBBASE RESID COST AC
(FEET) (FEET) (FEET) (FEET) GE (SQ YD) GR_FCT

0.45 0.35 1.20 0.00 0.00 31.50 1.79

0.50 0.35 1.10 0.00 -0.02 31.50 1.79

0.55 0.35 1.00 0.00 -0.03 31.50 1.81

0.60 0.35 0.90 0.00 -0.01 31.50 1.87

0.65 0.35 0.80 0.00 0.00 31.50 1.92

0.70 0.35 0.70 0.00 0.02 31.50 1.97

0.75 0.35 0.55 0.00 -0.01 30.92 2.01

0.80 0.35 0.45 0.00 0.01 30.92 2.05

0.85 0.35 0.35 0.00 0.04 30.92 2.10

0.90 0.35 0.35 0.00 0.18 32.08 2.14

0.95 0.35 0.35 0.00 0.33 33.25 2.18

1.00 0.35 0.35 0.00 0.47 34.42 2.21

1.05 0.35 0.35 0.00 0.62 35.58 2.25
********** FINISH **********
j Page 2
Spring5.dat
NEWCON90 VERSION: APR_30_91.1
07-14-2000 09 :34 : 50
ENTER TITLE OF PROJECT.
? 101/Springville Drive Interchange - Spring5.dat
ENTER OPTION FOR METHOD OF DESIGN:
1 = PROGRAM WILL DESIGN THE LAYERS.
2 = YOU WILL HELP PROGRAM DESIGN THE LAYERS.
?1

ENTER TRAFFIC INDEX (TI)
(5 <= TI <= 15)
? 10
ENTER R_VALUE OF BASEMENT (OR NATIVE) SOIL
(0 <= R_VALUE <= 90)
? 15
.0032*TI*(100-R_VALUE) = 2.72
ENTER CODE FOR TYPE OF SUB_BASE MATERIAL
0 = NO SUB_BASE MATERIAL
1 = CLASS 1 AGGREGATE SUB_BASE (R_VALUE = 60)
2 = CLASS 2 AGGREGATE SUB_BASE (R_VALUE = 50)
3 = CLASS 3 AGGREGATE SUB_BASE (R_VALUE = 40)
4 = CLASS 4 AGGREGATE SUB_BASE (R_VALUE = VARY)
5 = LIME TREATED SUB_BASE (LTS) (R_VALUE = 100)
(1.3 <= GF <= 1.6)
74 WHAT IS R_VALUE OF SUB_BASE MATERIAL
(0 <= R_VALUE <= 90)
? 50
SUB_BASE R_VALUE = 50.00
.0032*TI*(100-R_VALUE) = 1.60
SUB_BASE GRAVEL FACTOR = 1.00
SUB_BASE MAX. DEPTH (FT) = 5.00
SUB_BASE MIN. DEPTH (FT) = 0.35

ENTER CODE FOR TYPE OF BASE MATERIAL
0 = NO BASE (GF = 0.0)
1 = LEAN CONCRETE BASE (LCB) (GF = 1.9)
2 = CLASS A CEMENT TREATED BASE (CTB) (GF = 1.7)
3 = CLASS B CEMENT TREATED BASE (CTB) (GF = 1.2)
4 = CLASS 2 AGGREGATE BASE (AB) (GF = 1.1)
5 = SANDWICH - (E.G., DGAC, TPB, ACB)
74 CARE TO SPECIFY MINIMUM DEPTH OF BASE MATERIAL
(N=NO, Y=YES)
? Y

ENTER MINIMUM DEPTH (FT) OF BASE MATERIAL
( 0.35 <= DEPTH <= 3.00)
? .35
BASE R_VALUE = 78.00
.0032*TI*(100-R_VALUE) = 0.70
BASE GRAVEL FACTOR = 1.10
BASE—MAX. DEPTH (FT) - 3.00
BASE MIN. DEPTH (FT) = 0.35

Spring5.dat

ENTER TYPE OF TREATED PERMEABLE BASE MATERIAL
0 = NONE
1 = ASPHALT (GF = 1.4; DEPTH = 0.25 FT)
2 = CEMENT (GF = 1.7; DEPTH = 0.35 FT)
? 2
CARE TO SPECIFY DEPTH OF TPB (N=NO, Y=YES)
?Y

ENTER DEPTH OF TPB (FEET)
( 0.25 <= DEPTH <= 0.35)
? .35
TPB R_VALUE = 100.00
.0032*TI*(100-R_VALUE) = 0.00
TPB GRAVEL FACTOR = 1.70
TPB MAX. DEPTH (FT) = 0.35
TPB MIN. DEPTH (FT) = 0.35

ENTER CODE FOR TYPE OF ASPHALT CONCRETE PAVEMENT
1 = STANDARD_GF
2 = ROAD_MIX_GF (GF = 0.8 * STANDARD_GF)
? 1
AC MAX. DEPTH (FT) 1.35
AC MIN. DEPTH (FT) 0.45
AC SAFE FACTOR (GE) 0.20
CARE TO ENTER 'COST PER CUBIC YARD' OF AC_PAVEMENT,
TPB, BASE/WORK, AND SUBBASE MATERIAL. (N=NO, Y=YES)
(NOTE: IF 'NO', THEN COSTS = 70, 60, 35, 25)
?N
NOTE: POSITIVE RESIDUAL_GE INDICATES OVER_DESIGN
NOTE: NEGATIVE SAFETY FACTOR IN LAYER = SUB_BASE
NOTE: MINIMUM RATIO (GE) = 0.38

AC TPB BASE SUBBASE RESID COST AC
(FEET) (FEET) (FEET) (FEET) GE (SQ YD) GR_FCT

0.45 0.35 0.35 0.95 0.02 29.50 1.79

0.50 0.35 0.35 0.85 0.01 29.83 1.79

0.55 0.35 0.35 0.75 0.01 30.17 1.81

0.60 0.35 0.35 0.60 -0.02 30.08 1.87

0.65 0.35 0.35 0.50 0.01 30.42 1.92

0.70 0.35 0.35 0.35 -0.01 30.33 1.97

0.75 0.35 0.35 0.35 0.12 31.50 2.01

0.80 0.35 0.35 0.35 0.25 32.67 2.05

0.85 0.35 0.35 0.35 0.39 33.83 2.10

0.90 0.35 0.35 0.35 0.53 35.00 2.14
********** FINISH **********

Spring6.dat
NEWCON90 VERSION: APR_30_91.1
07-14-2000 09:38:10
ENTER TITLE OF PROJECT.
? 101/Springville Drive Interchange - Spring6.dat
ENTER OPTION FOR METHOD OF DESIGN:
1 = PROGRAM WILL DESIGN THE LAYERS.
2 = YOU WILL HELP PROGRAM DESIGN THE LAYERS.
71 ENTER TRAFFIC INDEX (TI)
(5 <= TI <= 15)
? 10
ENTER R_VALUE OF BASEMENT (OR NATIVE) SOIL
(0 <= R_VALUE <= 90)
? 15
.0032*TI*(100-R_VALUE) = 2.72
ENTER CODE FOR TYPE OF SUB_BASE MATERIAL
0 = NO SUB_BASE MATERIAL
1 = CLASS 1 AGGREGATE SUB_BASE (R_VALUE = 60)
2 = CLASS 2 AGGREGATE SUB_BASE (R_VALUE = 50)
3 = CLASS 3 AGGREGATE SUB_BASE (R_VALUE = 40)
4 = CLASS 4 AGGREGATE SUB_BASE (R_VALUE = VARY)
5 = LIME TREATED SUB_BASE (LTS) (R_VALUE = 100)
(1.3 <= GF <= 1.6)
70 ENTER CODE FOR TYPE OF BASE MATERIAL
0 = NO BASE (GF = 0.0)
1 = LEAN CONCRETE BASE (LCB) (GF = 1.9)
2 = CLASS A CEMENT TREATED BASE (CTB) (GF = 1.7)
3 = CLASS B CEMENT TREATED BASE (CTB) (GF = 1.2)
4 = CLASS 2 AGGREGATE BASE (AB) (GF = 1.1)
5 = SANDWICH - (E.G., DGAC, TPB, ACB)
6 = LIME TREATED BASE (LTS)
(1.3 <= GF <= 1.6)
74 CARE TO SPECIFY MINIMUM DEPTH OF BASE MATERIAL
(N=NO, Y=YES)
? N
BASE R_VALUE = 78.00
.0032*TI*(100-R_VALUE) = 0.70
BASE GRAVEL FACTOR = 1.10
BASE MAX. DEPTH (FT) = 3.00
BASE MIN. DEPTH (FT) = 0.35

ENTER TYPE OF TREATED PERMEABLE BASE MATERIAL
0 = NONE
1 = ASPHALT (GF = 1.4; DEPTH = 0.25 FT)
2 = CEMENT (GF = 1.7; DEPTH = 0.35 FT)
71 CARE TO SPECIFY DEPTH OF TPB (N=NO, Y=YES)
? Y

ENTER DEPTH OF TPB (FEET)
( 0.15 <= DEPTH <= 0.25)
? .25

Spring6.dat
TPB R_VALUE = 100.00
.0032*TI*(100-R_VALUE) = 0.00
TPB GRAVEL FACTOR = 1.40
TPB MAX. DEPTH (FT) = 0.25
TPB MIN. DEPTH (FT) = 0.25

ENTER CODE FOR TYPE OF ASPHALT CONCRETE PAVEMENT
1 = STANDARD_GF
2 = ROAD_MIX_GF (GF = 0.8 * STANDARD_GF)
?
AC MAX. DEPTH (FT) 1.35
AC MIN. DEPTH (FT) 0.45
AC SAFE FACTOR (GE) 0.20
CARE TO ENTER 'COST PER CUBIC YARD' OF AC_PAVEMENT,
TPB, BASE/WORK, AND SUBBASE MATERIAL. (N=NO, Y=YES)
(NOTE: IF 'NO', THEN COSTS = 70, 60, 35, 25)
? N
NOTE: POSITIVE RESIDUAL_GE INDICATES OVER_DESIGN
NOTE: NEGATIVE SAFETY FACTOR IN LAYER = BASE
NOTE: MINIMUM RATIO (GE) = 0.38

AC TPB BASE SUBBASE RESID COST AC
(FEET) (FEET) (FEET) (FEET) GE (SQ YD) GR_FCT

0.45 0.25 1.40 0.00 -0.02 31.83 1.79

0.50 0.25 1.35 0.00 0.01 32.42 1.79

0.55 0.25 1.25 0.00 0.00 32.42 1.81

0.60 0.25 1.15 0.00 0.02 32.42 1.87

0.65 0.25 1.00 0.00 -0.02 31.83 1.92

0.70 0.25 0.90 0.00 -0.00 31.83 1.97

0.75 0.25 0.80 0.00 0.02 31.83 2.01

0.80 0.25 0.65 0.00 -0.01 31.25 2.05

0.85 0.25 0.55 0.00 0.02 31.25 2.10

0.90 0.25 0.40 0.00 -0.01 30.67 2.14

0.95 0.25 0.35 0.00 0.08 31.25 2.18

1.00 0.25 0.35 0.00 0.23 32.42 2.21

1.05 0.25 0.35 0.00 0.38 33.58 2.25

1.10 0.25 0.35 0.00 0.53 34.75 2.29
07-14-2000 09:40:15
ENTER TITLE OF PROJECT.

1 Spring7.dat
NEWCON90 VERSION: APR_30_91.1
07-14-2000 09:41:00
ENTER TITLE OF PROJECT.
? 101 Springville Drive Interchange - Spring7.dat
ENTER OPTION FOR METHOD OF DESIGN:
1 = PROGRAM WILL DESIGN THE LAYERS.
2 = YOU WILL HELP PROGRAM DESIGN THE LAYERS.
? 1

ENTER TRAFFIC INDEX (TI)
(5 <= TI <= 15)
? 10
ENTER R_VALUE OF BASEMENT (OR NATIVE) SOIL
(0 <= R_VALUE <= 9,0)
? 15
0032*TI*(100-R_VALUE) = 2.72
ENTER CODE FOR TYPE OF SUB_BASE MATERIAL
0 = NO SUB_BASE MATERIAL
1 = CLASS 1 AGGREGATE SUB_BASE (R_VALUE = 60)
2 = CLASS 2 AGGREGATE SUB_BASE (R_VALUE = 50)
3 = CLASS 3 AGGREGATE SUB_BASE (R_VALUE = 40)
4 = CLASS 4 AGGREGATE SUB_BASE (R_VALUE = VARY)
5 = LIME TREATED SUB_BASE (LTS) (R_VALUE = 100)
(1.3 <= GF <= 1.6)
74 WHAT IS R_VALUE OF SUB_BASE MATERIAL
(0 <= R_VALUE <= 90)
? 50
SUB_BASE R_VALUE = 50.00
.0032*TI*(100-R_VALUE) = 1.60
SUB_BASE GRAVEL FACTOR = 1.00
SUB_BASE MAX. DEPTH (FT) = 5.00
SUB_BASE MIN. DEPTH (FT) = 0.35

ENTER CODE FOR TYPE OF BASE MATERIAL
0 = NO BASE (GF = 0.0)
1 = LEAN CONCRETE BASE (LCB) (GF = 1.9)
2 = CLASS A CEMENT TREATED BASE (CTB) (GF = 1.7)
3 = CLASS B CEMENT TREATED BASE (CTB) (GF = 1.2)
4 = CLASS 2 AGGREGATE BASE (AB) (GF = 1.1)
5 = SANDWICH - (E.G., DGAC, TPB, ACE)
74 CARE TO SPECIFY MINIMUM DEPTH OF BASE MATERIAL
(N=NO, Y=YES)
? N
BASE R_VALUE = 78.00
.0032*TI*(100-R_VALUE) = 0.70
BASE GRAVEL FACTOR = 1.10
BASE MAX. DEPTH (FT) = 3.00
BASE MIN. DEPTH (FT) = 0.35

ENT-ER-TYPE--OF TREATED PERMEABLE BASE MATERIAL
0 = NONE
1 = ASPHALT (GF = 1.4; DEPTH = 0.25 FT)

Spring7.dat
2 = CEMENT (GF = 1.7; DEPTH = 0.35 FT)
? 1
CARE TO SPECIFY DEPTH OF TPB (N=NO, Y=YES)
? Y

ENTER DEPTH OF TPB (FEET)
( 0.15 <= DEPTH <= 0.25)
? .25
TPB R_VALUE = 100.00
.0032*TI*(100-R_VALUE) = 0.00
TPB GRAVEL FACTOR = 1.40
TPB MAX. DEPTH (FT) = 0.25
TPB MIN. DEPTH (FT) = 0.25

ENTER CODE FOR TYPE OF ASPHALT CONCRETE PAVEMENT
1 = STANDARD_GF
2 = ROAD_MIX_GF (GF = 0.8 * STANDARD_GF)
AC MAX. DEPTH (FT) 1.35
AC MIN. DEPTH (FT) 0.45
AC SAFE FACTOR (GE) 0.20
CARE TO ENTER 'COST PER CUBIC YARD' OF AC_PAVEMENT,
TPB, BASE/WORK, AND SUBBASE MATERIAL. (N=NO, Y=YES)
(NOTE: IF 'NO', THEN COSTS = 70, 60, 35, 25)
7N
NOTE: POSITIVE RESIDUAL_GE INDICATES OVER_DESIGN
NOTE: NEGATIVE SAFETY FACTOR IN LAYER = SUB_BASE
NOTE: MINIMUM RATIO (GE) = 0.38

AC TPB BASE SUBBASE RESID COST AC
(FEET) (FEET) (FEET) (FEET) GE (SQ YD) GR_FCT

0.45 0.25 0.60 0.90 -0.00 30.00 1.79

0.50 0.25 0.50 0.90 -0.02 30.00 1.79

0.55 0.25 0.40 0.95 0.02 30.42 1.81

0.60 0.25 0.35 0.85 -0.01 30.17 1.87

0.65 0.25 0.35 0.75 0.01 30.50 1.92

0.70 0.25 0.35 0.60 -0.01 30.42 1.97

0.75 0.25 0.35 0.50 0.02 30.75 2.01

0.80 0.25 0.35 0.35 0.01 30.67 2.05

0.85 0.25 0.35 0.35 0.15 31.83 2.10

0.90 0.25 0.35 0.35 0.29 33.00 2.14

James Campero
From: Jeanne Levine [[email protected]]
Sent: Wednesday, February 13, 2013 1:55 PM
To: James Campero
Cc: Richard Galvin
Subject: FW: Springville Drive Interchange Fugitive Dust Control Plan

2/13/2013
Hi James,
The VCAPCD approved the Fugitive Dust Control Plan (see email below), so this requirement has been fulfilled.

Thanks,
Jeanne Levine Ogar
Associate Environmental Planner
GPA Consulting
231 California Street
El Segundo, CA 90245
(310) 792-2624
(310) 792-2696 (fax)
From: Alicia Stratton [mailto:[email protected]]
Sent: Wednesday, February 13, 2013 1:30 PM
To: Jeanne Levine
Subject: Springville Drive Interchange Fugitive Dust Control Plan Hi Jeanne,
Thank you for sending me the Springville Drive Interchange Fugitive Dust Control Plan. We appreciate the effort that went into it and we are pleased with what you have presented. This email serves as our approval of the Plan and I thank you for providing it to us in a timely manner.

Alicia Stratton
FUGRO WEST, INC.

FOUNDATION REPORT
US ROUTE 101/SPRINGVILLE DRIVE INTERCHANGE
BRIDGE NO. 52-0455, CU 07, EA 191601, KP 27.0

CAMARILLO, CALIFORNIA
Prepared for:

TETRA TECH, INC.

September 2003
\\VENWEST03\WP_ARCHIVE\2003\3081.002\CVRLTR.SEPT.DOC
September 30, 2003
Project No. 3081.002 (formerly 97-42-2274)
Tetra Tech, Inc.
3475 East Foothill Boulevard, Suite 300
Pasadena, California 91107
Attention: Mr. Dan Novak
Subject: Foundation Report, U.S. Route 101/Springville Drive Interchange, Bridge No. 52- 0455, CU 07, EA 191601, KP 27.0, Camarillo, California
Dear Mr. Novak:

Fugro is pleased to present this revised Foundation Report for the proposed U.S. Route 101/Springville Drive Interchange project in Camarillo, California. This report was prepared in accordance with our proposal dated November 17, 1997, and ASL Consulting Engineers' agreement for Subcontract Professional Services (0550.849), dated January 28, 1998.

Revisions to the report performed in September 2003 were authorized by a task order amendment from Tetra Tech, Inc. (Tetra Tech).

The report summarizes our field and laboratory testing data compiled during our evaluation, and provides recommendations for the design criteria for the roadway improvements. The report was revised on July 19, 2001, to address Caltrans comments, dated December 27, 2000, and again in September 2003 to incorporate design changes presented by Tetra Tech in their letter dated September 12, 2003.

Please contact the undersigned if there are any questions concerning the report.

Sincerely,
FUGRO WEST, INC.

Samuel M. Bryant, G.E. 2142
Associate Engineer
Craig D. Prentice, C.E.G. 1602
Associate Engineering Geologist
SMB/CDP:val
Copies Submitted: (10)
FUGRO WEST, INC.
4820 McGrath Street, Suite 100
Ventura, California 93003-7778
Tel: (805) 650-7000
Fax: (805) 650-7010
A member of the Fugro group of companies with offices throughout the world.

September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\TOC.SEPT.DOC i

CONTENTS
Page

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

1.1 Purpose and Scope ........................................................................................... 1

1.2 General Conditions ............................................................................................ 2

1.3 Project Description ............................................................................................ 2

1.4 Work Performed ................................................................................................ 3

2.0 SITE CONDITIONS .................................................................................................... 4

2.1 Topography ....................................................................................................... 4

2.2 Geologic Setting ................................................................................................ 4

2.3 Subsurface Conditions ...................................................................................... 4

2.3.1 Artificial Fill ............................................................................................ 4

2.3.2 Alluvium ................................................................................................. 4

2.3.3 Groundwater .......................................................................................... 5

2.3.4 Idealized Profile ..................................................................................... 5

3.0 CONCLUSIONS AND RECOMMENDATIONS .......................................................... 6

3.1 Foundation Support for Interchange Bridge ...................................................... 6

3.1.1 Foundation Selection Considerations .................................................... 6

3.1.2 Vertical Capacity for Cast-in-Steel-Shell Piles ....................................... 7

3.1.3 Lateral Capacity for Cast-in-Steel-Shell Piles ........................................ 10

3.1.4 Pile Data Table ...................................................................................... 12

3.2 Lateral Earth Pressures ..................................................................................... 12

3.2.1 Earth Pressures ..................................................................................... 12

3.3 Construction Considerations ............................................................................. 13

3.3.1 Pile Installation ...................................................................................... 13

3.3.2 Groundwater and Dewatering ................................................................ 14

3.3.3 Temporary Excavations and Slopes ...................................................... 14

3.3.4 Corrosion ............................................................................................... 15

3.4 Seismic Design Criteria ..................................................................................... 15

3.4.1 Strong Ground Motion ........................................................................... 15

3.4.2 Approach Slab ....................................................................................... 16

3.4.3 Geohazards ........................................................................................... 16

4.0 ADDITIONAL SERVICES .......................................................................................... 17

4.1 Plan Review ...................................................................................................... 18

4.2 Observation and Testing ................................................................................... 18

5.0 REFERENCES ........................................................................................................... 19 September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\TOC.SEPT.DOC ii

CONTENTS -- CONTINUED
TABLES
Page
1 Summary of Estimated Nominal Reactions ............................................................. 3 2 Summary of Groundwater Observations ................................................................. 5 3 Idealized Subsurface Conditions ............................................................................. 5 4 Cast-in-Steel-Shell Pile Data ................................................................................... 12 5 Equivalent Fluid Weights for Estimating Lateral Earth Pressures ........................... 13 PLATES
Plate
Vicinity Map ......................................................................................................................... 1 Site Layout and Subsurface Exploration Plan ..................................................................... 2 Log of Test Borings ............................................................................................................. 3 Lateral Load Versus Head Displacement for 29-Pile Abutment Group ............................... 4 Lateral Load Versus Maximum Bending Moment for 29-Pile Group ................................... 5 Lateral Load Versus Head Displacement for 12-Pile Bent Group ....................................... 6 Lateral Load Versus Maximum Bending Moment for 12-Pile Bent Group .......................... 7 Seismic Hazard Map ........................................................................................................... 8 Modified ARS Curve ........................................................................................................... 9 Expansive Soil Exclusion Zone .......................................................................................... 10

APPENDICES
APPENDIX A: FIELD EXPLORATION
Logs of Drill Holes Nos.

DH-1 ................................................................. Plates A-1a through A-1c DH-2 ................................................................. Plates A-2a through A-2c DH-3 ................................................................. Plates A-3a through A-3c DH-4 .......................................................................................... Plate A-4 DH-5 .......................................................................................... Plate A-5 DH-6 .......................................................................................... Plate A-6 DH-7 .......................................................................................... Plate A-7 DH-8 .......................................................................................... Plate A-8 DH-9 .......................................................................................... Plate A-9 Key to Terms & Symbols Used on Logs ........................................... Plate A-10 Logs of CPT Nos:

CPT-1 ........................................................... Plates A-11a through A-11c CPT-2 ........................................................... Plates A-12a through A-12c CPT-3 ........................................................... Plates A-13a through A-13c Soil Classification Chart .................................................................... Plate A-14 September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\TOC.SEPT.DOC iii

CONTENTS -- CONTINUED

APPENDICES -- CONTINUED
APPENDIX B: LABORATORY TESTING
Summary of Laboratory Test Results ....................... Plates B-1a through B-1e Grain Size Curves .............................................................................. Plate B-2 Plasticity Chart .................................................................................... Plate B-3 Direct Shear Test Results ................................................................... Plate B-4 Consolidation Test Results ........................................ Plates B-5a through B-5c Chemical Test Results ........................................................................ Plate B-6 APPENDIX C: CALCULATIONS
Simplified Subsurface Profile
CPT Data Interpretation
Liquefaction-Related Settlement
Consolidation Settlement
Axial Pile Calculations
Lateral Load Calculations
APPENDIX D: CALTRANS COMMENTS, DATED DECEMBER 27, 2000, AND FUGRO RESPONSES, DATED JULY 19, 2001
September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 1

FOUNDATION REPORT
US ROUTE 101/SPRINGVILLE DRIVE INTERCHANGE
BRIDGE NO. 52-0455, CU 07, EA191601, KP 27.0

CAMARILLO, CALIFORNIA

1.0 INTRODUCTION
This Foundation Report is for a proposed interchange bridge to be constructed over US Route 101 at Springville Drive, Camarillo, California. The site is located as shown on Plate 1 - Vicinity Map.

1.1 PURPOSE AND SCOPE
The purpose of our geotechnical engineering evaluation was to explore and evaluate subsurface conditions at the site and to develop geotechnical recommendations for the design of the interchange bridge. Our understanding of the proposed project and the general scope of geotechnical services is based on discussions with Mr. Dan Novak, project structural engineer with Tetra Tech, Inc. (Tetra Tech), Pasadena, California. Information from discussions and from our field exploration, laboratory testing, and engineering evaluations has been used in preparing this report.

A summary of the completed work presented in this report is as follows:
• Exploration of the subsurface conditions by drilling three hollow-stem-auger (HSA) borings (DH-1 through DH-3) between February 7 to February 9, 2000, to depths ranging from 24.8 to 30.9 meters. In addition, three cone penetration test (CPT) soundings (CPT-1 through CPT-3) were performed on February 7, 2000, to depths of about 31 meters. The exploration locations are shown on Plate 2 - Site Layout and Subsurface Exploration Plan. In addition, six other HSA borings were drilled for the approach roadways. Those borings were drilled to depths of about 5 meters. • Laboratory testing of selected soil samples obtained from the drill holes. • Description of local and regional geologic conditions. • Evaluation of field and laboratory test data, interpretation of subsurface conditions, and engineering evaluation.
• Preparation of this report and the Log of Test Borings sheet (Plate 3).

September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 2
This report presents our geotechnical opinions and recommendations regarding:
• Interpreted soil and groundwater conditions;
• Foundation support for the proposed interchange bridge; • Axial capacities and tip elevations for 610-millimeter (-mm) -diameter, cast-in-steelshell (CISS) piles; • Lateral capacities for the CISS piles;
• Corrosion potential of soil encountered in foundation areas; • Approach fill requirements, settlement, slope protection, and grading; • Construction considerations: adjacent structures, groundwater, and excavation conditions; and
• Seismic design criteria including causative fault, maximum credible earthquake, peak bedrock acceleration, design spectrum (ARS) curve, depth to bedrock, liquefaction potential, and need for seismic approach slab.

1.2 GENERAL CONDITIONS
Fugro prepared the conclusions and professional opinions presented in this report in accordance with generally accepted geotechnical engineering principles and practices at the time and location this report was prepared. This statement is in lieu of all warranties, expressed or implied.

This report has been prepared for the Tetra Tech and their authorized agents only. It may not contain sufficient information for the purposes of other parties or other uses. If any changes are made in the project as described in this report, the conclusions and recommendations contained in this report should not be considered valid unless Fugro reviews the changes and modifies and approves, in writing, the conclusions and recommendations of this report. This report and the drawings contained in this report are intended for design-input purposes; they are not intended to act as construction drawings or specifications.

Soil and rock deposits can vary in type, strength, and other geotechnical properties between points of observations 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 upon the findings at the points of exploration, and interpolation and extrapolation of information between and beyond the points of observation, and are subject to confirmation based on the conditions revealed by construction.

1.3 PROJECT DESCRIPTION
The site is located along US Route 101 near Springville Drive in Camarillo, California.

The location of the site is shown on Plate 1 - Vicinity Map. US Route 101 is generally oriented September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 3
along an east-west alignment. The proposed interchange will be generally oriented along a north-south alignment.

The new bridge will be a two-span, precast, prestressed concrete, steel I-girder type of structure. A generalized site plan is presented on Plate 2 - Site Layout and Subsurface Exploration Plan. Two abutments and one bent will provide support for the bridge. The distance between abutment walls will be about 61 meters, and the distance between the abutments and the center bent will be about 30.5 meters. Although the bridge will have two spans, the longitudinal members will be continuous over the center bent. The bridge will be about 31.21 meters wide. The center bent will be supported on four columns with base diameters of 1.22 meters. Each of the four center bent columns will be supported on pile caps.

The bent columns and abutments will be supported on piles.

Side slopes for approach embankments will be inclined at about 1 vertical to 2 horizontal (1v:2h) and end slopes will be inclined at about 1v:1.5h (but will be covered with slope paving).

Tetra Tech (2003) indicates that the reactions for the abutments and bents for the bridge will be as indicated in Table 1 - Summary of Estimated Nominal Reactions Table 1. Summary of Estimated Nominal Reactions
Load Type
Abutments Center Bent
Load1 Percent2 Load1 Percent2
Dead 14,400 86 26,600 81
Live 2,400 14 6,400 19
Total 16,800 100 33,000 100
1 Nominal load in kN (ultimate load/2) at the bottom of the pilecap. 2 Designated load/total load as a percentage.

The Materials Report (Fugro, 2000) presents recommendations for the roadway improvements.

1.4 WORK PERFORMED
The work performed for this report consisted of a program of field exploration, laboratory testing, and geotechnical engineering evaluation. Field exploration for the proposed bridge consisted of drilling and sampling three hollow-stem-auger drill holes to depths ranging from approximately 24.8 to 30.9 meters below the ground surface, and performing three CPTS to depths of about 31 meters. A drill hole and CPT were located near each abutment and near the center bent. The approximate locations of the explorations are shown on Plate 2.

Laboratory testing was conducted on selected samples obtained from the drill holes to characterize general geotechnical engineering properties of the soil encountered. The field exploration and laboratory testing data obtained for this study are presented in Appendices A and B, respectively, and on Plate 3 - Log of Test Borings.

September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 4

2.0 SITE CONDITIONS

2.1 TOPOGRAPHY
The site is fairly flat. Agriculture is practiced on both the north and south side of US Rouge 101. Surface drainage in the vicinity of the project is generally by sheet flow to natural and manmade drainage.

2.2 GEOLOGIC SETTING
The project site is located on the Oxnard Plain within the Transverse Ranges geologic/geomorphic province of California. That province is characterized by generally eastwest-trending mountain ranges composed of sedimentary and volcanic rocks ranging in age from Cretaceous to Recent. Major east-trending folds, reverse faults, and left-lateral strike-slip faults reflect regional north-south compression and are characteristic of the Transverse Ranges.

The Oxnard Plain represents the ancient delta of the Santa Clara River and is typified by nonconsolidated to loosely consolidated deposits of silts, clay, sand, and gravel. Uplift along faults and other regional structures has formed the mountains of the Transverse Ranges, which have shed a significant quantity of alluvium into the Santa Clara River Valley.

Earth materials exposed near the project site include artificial fill and recent Holocene to Pleistocene alluvium. In general, fill and alluvial materials consist of clay with interbedded silty sand to clayey sand. Subsurface soil and groundwater conditions encountered in our explorations are described subsequently.

2.3 SUBSURFACE CONDITIONS
Our description of the foundation soil and groundwater conditions is based on the results of the field exploration and laboratory testing programs. Subsurface conditions are portrayed on Plate 3. In addition, simplified subsurface profiles were developed as part of our evaluations (Appendix C - Calculations).

Subsurface materials include artificial fill underlain by alluvium. Fill thicknesses range from about 0.5 to 1.0 meters of fill and consist primarily of clay. Underlying alluvium appears to consist primarily of lean clay with interbedded silty and clayey sand. Artificial fill and alluvium was encountered in all of the borings and CPTs.

2.3.1 Artificial Fill
Fill materials appear to consist primarily of lean clay and are similar in character of underlying clay soils.

2.3.2 Alluvium
Alluvium was encountered beneath artificial fill materials in all of the explorations.

Alluvial materials appear to consist primarily of lean clay interbedded with silty and clayey sand.

September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 5
The consistency of the clay appears to increase from medium stiff in upper 6 meters to very stiff below about 11 meters.

Measured dry unit weight range from about 12.5 to 19.0 kiloNewtons per cubic meter (kN/m3
) and measured total densities range from about 17.2 to 25 kN/m3. Measured moisture content range from about 9 to 44 percent. Fines content ranges from 8 to 68 percent. Atterberg limits suggest that clays are mostly lean. Unconsolidated-Undrained triaxial tests suggest undrained shear strength values range from 40 to 375 kilopascals (kPa).

2.3.3 Groundwater
Groundwater was encountered in all three of the deep foundation borings. Groundwater observations are summarized in the following table.

Table 2. Summary of Groundwater Observations
Boring Date Drilled
Groundwater First Encountered
Depth
(meters)
Estimated Elevation
(meters)
DH-1 2/8/2000 2.1 22.4
DH-2 2/7/2000 3.2 21.8
DH-3 2/9/2000 3.7 21.3
In general, groundwater appears to be present between about El. 21.3 and 22.4 meters, at least on the dates the borings were drilled.

2.3.4 Idealized Profile
Appendix C presents a simplified profile based on the CPT data. The CPT data was interpreted using the computer program CONE (Larson, 1995). Because the CPT data suggest the subsurface profile consists primarily of clay soils, subsurface conditions were idealized to those for clay. Plots of interpreted undrained shear strength versus depth also are presented in Appendix C. Using the interpreted data, subsurface conditions were idealized those indicated in the table below.

Table 3. Idealized Subsurface Conditions
Depth Interval
meters Material Unit Weight
kN/m3 Undrained Shear
Strength, kPa
0-6.1 Clay 19 40

6.1-10.7 Clay 19 100

10.7-30.5 Clay 19 150
Groundwater was assumed to be at a depth of 2 meters below the existing ground surface.

September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 6
Boring and CPT logs indicate that sand layers are present in the subsurface. The stratigraphy implied by the CPT traces is similar between the CPTs; however, the extent of sand layers in the subsurface does not appear uniform enough to rely upon for inclusion in an idealized profile. Based on visual review and comparison of the CPT data, sand layers appear to comprise about 20 percent of the subsurface profile.

3.0 CONCLUSIONS AND RECOMMENDATIONS
The conclusions and recommendations of this report are based on the results of our field exploration and laboratory testing programs, our engineering evaluation, and our understanding of the project. The recommendations are intended to supplement the minimum requirements of the latest approved edition of the Caltrans Standard Specifications. The requirements set forth by the Standard Specifications are needed to satisfy the recommendations of this report. The following presents our opinions and recommendations regarding foundation design, approach fill requirements, construction considerations, and seismic design criteria.

3.1 FOUNDATION SUPPORT FOR INTERCHANGE BRIDGE

3.1.1 Foundation Selection Considerations

3.1.1.1 Settlement
Estimated Settlement. The proposed interchange bridge will result in the construction of new approach embankment fills. The approach embankments will range up to about 8 meters. Placement of fill for the embankments will result in settlement primarily due to consolidation of compressible clay soils beneath the site.

Settlement of up to about 0.33 ± 0.1 meters is estimated as a result of placement of the embankment fills. Calculations, presented in Appendix C, are based on simple one-dimensional analyses.

Waiting Period. Because subsurface materials consist primarily of clay, the time-rate of settlement poses an impact to construction scheduling. Estimates of the time to about a 90-percent degree of consolidation are on the order of about 2-1/4 months. Hence, in accordance with Caltrans (1999c), Section 19-6.025, a settlement period of at least 3 months is recommended prior to construction of foundations.

Contingent on proper interpretation of the settlement monitoring program performed during the waiting period, differential settlement, resulting from static loads, between abutments and embankments should be less than 13 mm.

Monitoring. Settlement should monitoring using settlement plates. Settlement plates should be place at the following locations:
• Centerline of both the northern and southern approach embankments, about 3 meters back from the crest.

September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 7
• Centerline of both the northern and southern approach embankments, about 30 meters back from the crest.

3.1.1.2 Foundation Type Selection
Based on discussions with Tetra Tech and Caltrans personnel, 610-mm-diameter, steel pipe piles (with a 1/2-inch wall thickness) filled with reinforced concrete, that is cast-in-steelshell (CISS) piles appear to be the most cost-effective means of foundation support. One of the main reasons for this is the interpreted fairly soft subsurface profile. The use of 610-mmdiameter steel pipe piles will provide an increased surface area for use in developing side resistance compared to typical 305-mm square concrete piles; thus, shorter lengths may be used. Evaluations of axial and lateral capacity for both pile types are summarized in the sections below. Calculations are presented in Appendix C.

To facilitate concrete placement within the CISS piles, the steel pipe piles should be driven with closed-ends. Driving the piles with closed ends will facilitate placement of the steel reinforcing cage and concrete because water will be excluded from inside the pipe pile.

3.1.1.3 Liquefaction and Impacts from Downdrag
The CPT logs indicate the presence of sandy layers to the maximum depths explored (i.e., about up to about 3 meters thick, although sandy layers are more typically less than about 1 meter thick. Groundwater appears to be present below about 2 to 3 meters below the existing ground surface between elevations of about 21.3 to 22.4 meters. Evaluation of the CPT data indicates that potentially liquefiable sandy layers may be present to the maximum depths explored (i.e., about 31 meters). Potential liquefaction may result in some loss in axial pile capacity and also may result in downdrag as a result of liquefaction-related settlement.

As noted in Section 3.4.3.3, potential estimated liquefaction settlements from the three CPTs range from about 20 to 40 mm. Calculations are presented in Appendix C. We believe the estimated liquefaction-related settlement range is conservative. Hence, for analysis purposes, we have "smoothed" the liquefaction-related settlement curves presented in Appendix C in the subsection, "Liquefaction-Related Settlement" to those shown in the to the subsection, "Axial Pile Calculations." The "smoothed" curve indicates settlement of about 37.5 mm at the ground surface, decreasing in a concave-down-exponential manner to 0 settlement at a depth of about 23 meters. Settlement relative to the foundation piles will introduce drag loads on the piles, which must be accommodated. Impacts from liquefaction and downdrag loads, instead of structural loads, will control pile tip elevations.

3.1.2 Vertical Capacity for Cast-in-Steel-Shell Piles

3.1.2.1 Axial Downward Capacity
Ultimate Capacity. Vertical downward capacities of the 610-mm CISS piles were evaluated primarily using estimated frictional resistance for subsurface materials. End bearing September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 8
also will contribute to axial load capacity, but has not been included explicitly in our recommended capacities.

Vertical downward capacities of CISS piles were evaluated using estimated frictional resistance and end bearing for subsurface materials using the methods presented in the American Petroleum Institute (API) (1993) as incorporated into the computer program APILE (Reese et al, 1998). Input parameters for axial capacity are summarized in Table 3 and in Appendix C in the computer output from the APILE program.

However, accommodating downdrag loads and satisfying Caltrans settlement criteria control the pile tip elevations, instead of structural loads. Impacts from downdrag loads and liquefaction settlement were evaluated using concepts developed by Fellenius (1999) and (1998). Evaluations of downdrag loads and settlement are presented in Appendix C.

Axial capacity also was estimated for an idealized subsurface profile that incorporates liquefied sandy layers. As noted above, based on the CPT data, we judge that sandy layers constitute about 20 percent of the subsurface profile; however, not all of the sandy layers are considered liquefiable. Calculations of axial pile capacity are presented in Appendix C for the idealized profile that includes liquefiable layers. Residual undrained shear strengths for those liquefiable layers were estimated for conditions between N-values (estimated from the CPT data) presented in Stark and Mesri (1992). The calculations suggest that for a 25-meter-long pile, the axial capacity for the liquefied case is less than 3 percent lower than the capacity for the static case.

Factor of Safety. For abutment piles, service loads or design loads are nominally based on a factor of safety of 2. That is, the nominal resistance for the abutment piles divided by 2 equals the service load of 625 kN. However, pile embedment and tip elevations are well below levels satisfying axial structural capacity requirements because of impacts from liquefaction.

Nominal resistance values for bent piles were developed using load factor design for which factor of safety concepts do not strictly apply.

3.1.2.2 Uplift Capacity
CISS piles can be designed to resist uplift loads using the estimated frictional resistance along the pile shaft plus the dead weight of the pile. In accordance with Caltrans Bridge Design Specifications (1993), Section 4 - Foundations, and Caltrans (1998), uplift resistance may be estimated from the following:
• For intermittent loads, use 40 percent of the nominal resistance. • For seismic loads, uplift capacity may be taken as 50 percent of the nominal resistance.

Uplift capacity also should be checked to verify the following criteria:

September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 9
• Uplift capacity should only be used over that portion of the pile that is appropriately longitudinally reinforced. For example, if the longitudinal reinforcement extends only over one-half of the pile embedment length, then only the uplift capacity for that portion of the pile may be used.
• The side resistance between the concrete core of the CISS pile and the steel casing should be checked to verify that the concrete core cannot be pulled out of the steel casing.

To estimate the downward capacity at the bottom of the reinforcement, a linear distribution of side resistance between the pile head and the pile tip elevation may be assumed.

The uplift capacity at the level of the bottom of the reinforcement may then be estimated by multiplying the appropriate uplift percentage noted above for either static or dynamic loads by the interpreted side resistance at the level of the bottom of the reinforcement.

3.1.2.3 Pile Spacing and Group Capacity
Pile Spacing and Layout. The bent group pile layout consists of 4.57-meter-long by

6.09-meter-wide pilecap supported by 12 vertical piles (three rows by four columns). The three rows of four piles will be oriented along the longitudinal axis of the bridge. Pile spacing will be

1.525 meters, resulting in a pile spacing to pile diameter ratio of 2.5.

The abutment group will consist of a 2.74-meter-wide by 31.82-meter-long abutment supported by 29 vertical piles in two staggered rows. The pile head spacing along the two rows will be about 2.185 meters and the spacing between the two rows will be about 1.52 meters.

Pile spacing to diameter ratios will range from about 3.58 along the rows to about 2.5 between the rows.

Group Efficiency for Axial Loads. For group axial capacity, we recommend an efficiency factor of 1.0 (i.e., has been assumed for axial capacity presented herein), based on data presented in O’Neill (1983). The efficiency factor is based on the following:
• The piles are essentially "friction" piles (i.e., piles deriving their capacity mainly from side resistance).
• The subsurface profile consists primarily of clayey soils, but also includes sand layers, which should generally improve group efficiency for axial loads. • Pile caps will be buried beneath the ground surface; hence, they can be considered as being in contact with the soil.
• Soil shear strength parameters have probably been conservatively interpreted (i.e., the values used are probably lower than those really existing in the field). • Loads have probably been conservatively estimated (i.e., loads are probably higher than those that will occur in the field).

September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 10

3.1.2.4 Settlement
Total Settlement. We estimate that settlement for an isolated pile should not exceed about 12.5 mm (about 1/2 inch). Multiple piles (i.e., pile groups) will be used for abutment and bent support; hence, some increase in settlement will probably occur as a result of group effects.

Based on O'Neill (1983), we recommend a settlement ratio (the ratio of settlement of a pile group to an isolated pile) of 2 be used to estimate settlement of pile groups. Hence, for design purposes, settlement for the bent and abutment groups should taken as about 25 mm.

Distortion. Assuming 25 mm of differential settlement occurs over the distance between an abutment and the center bent of 30.5 meters results in a distortion ratio of 0.0008 (1/1200). That value is well below the Caltrans preferred value of 1/800 (0.00125) for simple or continuous span bridges (Caltrans, 1993, Section 8.9.3.1). Hence, Caltrans criteria for distortion should be satisfied even assuming estimated total settlement occurs between adjacent pile groups.

3.1.3 Lateral Capacity for Cast-in-Steel-Shell Piles

3.1.3.1 Introduction
CISS pile lateral load capacity was estimated using a soil resistance-pile deflection model (p-y analysis). Our analysis was performed using the computer program GROUP 5.0 (Reese et al, 2000). Our assumptions, pile properties, soil properties, and the results of our analyses are included in Appendix C, along with the selected output files and plots of deflection, bending moment, shear, and soil resistance with depth.

Lateral load evaluations presented herein are for level ground conditions (i.e., where the piles are loaded in such a manner that the pile is pushed towards ground that is not sloped away from the pile).

3.1.3.2 Pile Characteristics
The stiffness (EI) for the composite steel/concrete CISS section was estimated by adding the stiffness of the steel pipe pile to the stiffness of the concrete section. To accommodate potential corrosion, the outer 6 mm (1/4 inch) of 13 mm wall thickness was not used (i.e., only the inner 6 mm of wall thickness was used) to determine the moment of inertia).

Based on discussions with Tetra Tech personnel and previous Caltrans projects, the moment of inertia for concrete sections was taken as one-half of the gross moment of inertia (I) to accommodate cracking for piles due to the potentially large head displacements. In addition, we note that the pile was modeled as an elastic member and no ultimate moment was incorporated into the evaluation.

September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 11
For abutment piles, lateral load evaluations were performed for both free (pinned) and fixed head conditions. For bent piles, only fixed head conditions were evaluated. No factor of safety has been applied to the estimated loads or deflections.

3.1.3.3 Soil Profiles
Appendix C includes a simplified profile that presents the CPT data on one sheet.

Idealized subsurface conditions modeled for lateral load evaluations are presented in Table 3.

Other parameters used for the lateral load analyses are documented in the Appendix C and in the GROUP output included in Appendix C.

3.1.3.4 Group Effects
Basis. Group effects may impact lateral load capacities when the pile-spacing-todiameter ratio is low. The group efficiency is the ratio of lateral load capacity for the group divided by the lateral load for an isolated pile times the number of piles in the group. Group effects for closely spaced piles result in a reduction of the average lateral load per pile in a group compared to the lateral capacity of an isolated pile. Reese et al (2000) imply that significant interaction may not occur for pile-spacing-to-diameter ratios greater than about 3.3 (for side-by-side or leading piles) to 5.4 (for trailing piles).

Group efficiency with respect to lateral loads is probably also a function of displacement (i.e., interaction may be more significant as displacement increases). For example, interaction at a head displacement of 6 mm is probably much less than interaction at displacements of 25 mm or more.

Details about how lateral loads were evaluated for bent and abutment groups are presented in Appendix C, along with calculations and computer output for selected cases.

Group effects were evaluated using pile interaction factors presented in Reese et al (2000) as incorporated in the GROUP computer program.

Lateral Load versus Head Displacement and Maximum Bending Moments. Lateral load evaluations are summarized on Plates 4 through 7, as follows:
• Plate 4 - Lateral Load vs. Head Displacement for 29-Pile Abutment Group. • Plate 5 - Lateral Load vs. Maximum Bending Moment for 29-Pile Abutment Group. • Plate 6 - Lateral Load vs. Head Displacement for 12-Pile Bent Group. • Plate 7 - Lateral Load vs. Maximum Bending Moment for 12-Pile Bent Group.

Plates 4 and 5 present results for both free and fixed head conditions for abutment piles with loading both along the longitudinal bridge axis and transverse to the bridge axis. Plates 6 and 7 present results for fixed head conditions for bent piles with loading both along the longitudinal bridge axis and transverse to the bridge axis.

September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 12

3.1.4 Pile Data Table
Based on the evaluations presented above and the loads provided by Tetra Tech, the pile data is included in Table 4 below.

Table 4. Cast-in-Steel-Shell Pile Data
Locationa Type
Design
Loading
(Service)
(kN)
Nominal Resistance (kN) Design Tip
Elevationsb b, c
(meters)
Specified Tip
Elevationd
(meters)
Compression Tension
Abutment 1
(28.49)
PP 610x12.7 625 1,250 0 (1) 12.7
(3) 3.5
(4) 3.5

3.5 Bent 2
(21.62)
PP 610x12.7 NA 1,750 67 (1) 2.6
(2) > 2.6
(3) -0.4
(4) -0.4
-0.4
Abutment 3
(28.40)
PP 610x12.7 625 1,250 0 (1) 12.6
(3) 3.4
(4) 3.4

3.4 Notes:
a) Elevations of bottom of pile caps shown in parentheses. b) Design tip elevations based on (1) compression, (2) tension, (3) lateral load, (4) liquefaction/downdrag. c) To accommodate downdrag loads for abutment piles, the ultimate pile capacity should be no less than 3,000 kN. To accommodate downdrag load for bent piles, the ultimate pile capacity should be no less than 2,400 kN. d) Specified tip elevations accommodate downdrag from liquefaction-related settlement and should not be raised.

Potential liquefaction may occur in thin loose sandy layers throughout the subsurface profile, see CPT data.

3.2 LATERAL EARTH PRESSURES

3.2.1 Earth Pressures
We understand that the bridge abutments will be designed as retaining walls. Our recommended lateral earth pressures are for backfill materials that conform to the requirements of the Standard Specifications (Caltrans, 1999b) for structure backfill. The following equivalent fluid weights (based on a total soil unit weight of 20 kN/m3 ) may be used to estimate lateral
earth pressures for the design of retaining walls, assuming the walls are drained (see Table 5 below).

September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 13
Table 5. Equivalent Fluid Weights for Estimating Lateral Earth Pressures Backfill Inclination Lateral Earth Pressure
Condition
Equivalent Fluid Weight
(kN/m3)
Level Active 6
Level At-Rest 10
The values do not include hydrostatic forces (e.g., standing water in the backfill material). Provisions for drainage in accordance with the Caltrans (1999b) Standard Specifications and details should be provided to preclude the buildup of hydrostatic pressures behind the wall.

Also, the values do not include other surcharge loads resulting from foundations, other structure load, traffic loads, or compaction equipment. We recommend that lateral earth pressures resulting from an equivalent 2-foot soil surcharge be considered for traffic loads. If conditions such as surcharge resulting from footings or hydrostatic forces are to be expected, Fugro should be advised so that we can provide recommendations as needed.

3.2.1.1 Passive Resistance
Per Caltrans (1995), a passive resistance of 370 kPa may be used for abutment walls with heights no less than 2.44 meters. For wall heights less than 2.44 meters, the value of 370 kPa should be reduced by a factor of H/2.44, where H is the wall height.

3.3 CONSTRUCTION CONSIDERATIONS

3.3.1 Pile Installation
Steel piles should be installed in general accordance with Section 49 of the Standard Specifications (Caltrans, 1999b) and recommendations presented herein. We note that dense sand layers were encountered in the CPTs. Those sand layers may impact drivability, particularly for closed-end steel pipe piles.

Drivability analyses could be performed to assess the impacts to pile installation and pile hammer blowcounts due to the presence of the dense sand layers present in the subsurface.

Those analyses are, however, beyond the scope of this study. Moreover, the contractor should perform drivability evaluations that model his preferred pile driving equipment. As input to those evaluations, Appendix C includes pile capacity distributions (i.e., side resistance and total capacity) output from the APILE program.

At least two indicator piles should be driven prior to production pile driving to assess pile installation methods and procedures. The indicator piles should be driven using anticipated pile types, pile driving equipment, and installation procedures.

September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 14
Driving should be monitored using a pile driving analyzer (PDA). Selected blows near the estimated tip elevation should be evaluated using the Case Pile Wave Analysis Program (CAPWAP) to develop driving criteria and estimate ultimate capacity using dynamic methods.

Prior to implementing the pile indicator program, pile drivability evaluations should be performed using wave equation analysis program (WEAP) methods. The contractor should be responsible for performing the pile drivability evaluations and pile indicator program, including the PDA and CAPWAP evaluations. However, the pile drivability evaluations and indicator pile program should be monitored, observed, and reviewed by the geotechnical engineer.

3.3.2 Groundwater and Dewatering
A summary of the groundwater conditions encountered during the field exploration program for this study was presented previously. Based on our subsurface explorations, in the vicinity of the bridge site, groundwater levels appear to range from about El. 21.3 to El. 22.4 meters (i.e. about 2 to 3-1/2 meters below the existing ground surface).

The use of closed-end pipe piles (that remain leak-proof during installation) should significantly reduce construction impacts from groundwater inside the piles. Variations in surface and groundwater conditions could occur as a result of changes in precipitation, runoff, and other factors.

The bottom of the center bent pile caps is about elevation 21.62 meters, which is very close or just below groundwater levels observed in the drill holes in early February 2000.

Groundwater levels have not been increased since February 2000.

Dewatering should be performed, as necessary, in accordance with Section 19-3.04 of the "Standard Specifications" or other special provisions, to allow for pile installation and bent pile cap construction "in the dry." Groundwater levels should be lowered to levels that are at least 1 meter below any point within the elevation for the pile caps.

3.3.3 Temporary Excavations and Slopes

3.3.3.1 Support
Excavations and cut slopes should be designed to reduce the potential for disturbance to foundation support soils for the existing structure. Improperly braced or sloped excavations could result in lateral movement of the soil below existing foundations and subsequent settlement of the existing structures.

3.3.3.2 Job Safety
The contractor should be responsible for job site safety and for the design of temporary slopes or shoring systems that are not only safe, but also protect property as appropriate.

Temporary excavations over 5 feet deep should be designed by the contractor or his engineer according to, as a minimum, the applicable safety regulations and the standards of the State of California, Occupational Safety and Health Administration (CAL/OSHA).

September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 15

3.3.3.3 Slopes
Temporary slope inclinations should be based on actual soil conditions encountered and CAL/OSHA guidelines. We expect that unbraced excavations would need to be sloped to inclinations of 1v:1h or flatter depending on the depth of the excavation. The contractor should evaluate steeper and/or higher slopes on a case-by-case basis.

3.3.4 Corrosion

3.3.4.1 Test Results
Corrosivity testing was performed on eight selected samples obtained from the drill holes, DH-2 and DH-3, between depths ranging from about 2-1/2 to 20 meters. Health Science Associates (HAS) in Los Alamitos, California, performed the corrosion tests. The results (i.e., copies of the HAS reports) of the corrosivity testing are presented in Appendix B. As indicated on the test reports, the corrosion tests were performed in accordance with Caltrans test methods.

Minimum resistivity values ranged from about 399 up to 2,323 ohm-cm. Sulfate content ranged from about 355 ppm up to about 11,452 ppm. According to the Draft Corrosion Guidelines (Caltrans, 1999a), a corrosive area is defined where "…the soil and/or water contains more than 500 ppm of chlorides, more than 2,000 ppm of sulfates, has a minimum resistivity of less than 1,000 ohm-cm, or has a pH less than 5.5." Hence, based on the corrosivity test results and Caltrans' definition of a corrosive environment, the site should be designated as corrosive to metal and potentially deleterious to concrete.

3.3.4.2 Pipe Pile Wall Thickness
Caltrans (1999a) suggests a corrosion rate of 1 mil per year (mpy) for steel piling embedded in corrosive soils. For a 75-year life, that rate equates to a corroded thickness of only about 75 mils, or about 1.9 mm. For the pile evaluations described above, we have neglected the outer 6.3 mm of 12.7-mm-thick pipe pile. Hence, the 12.7-mm wall thickness should be conservative with respect to corrosion.

3.3.4.3 Cement Type
In accordance with Caltrans (1999a), as a result of the high sulfate contents, Type II Modified or Type V cement should be used.

3.4 SEISMIC DESIGN CRITERIA

3.4.1 Strong Ground Motion
The proposed US Route 101/Springville Drive interchange bridge is located within a seismically active region of southern and central California. The site is proximal to a number of faults that are considered active or potentially active. Seismic design criteria for the September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 16
replacement bridge has been developed based on the Caltrans California Seismic Hazard Map (Mualchin, 1996) in conjunction with recommendations presented in Caltrans (1999c).

As shown on Plate 8 - Seismic Hazard Map, the controlling fault is the Simi-Santa RosaNorthridge (SSN). Other nearby faults include the Oak Ridge (OKE) and the Bailey fault (BLY).

The surface trace of the Simi-Santa Rosa fault is located about 0.3 kilometer north of the proposed site. Mualchin (1996) indicates that the Simi-Santa Rosa-Northridge fault zone has a reverse-oblique (RO) sense of motion and a maximum moment magnitude of 7.5. The Bailey fault has a maximum moment magnitude of 6.5; and the type of movement along the fault zone is undocumented.

Based on discussions and previous written correspondence with Caltrans (Caltrans, 2000a), the maximum peak horizontal ground bedrock acceleration (pga) is estimated to be about 0.7g for design purposes. However, we note that as a result of the statistical variation in attenuation relationships and geologic conditions, there is a potential that peak bedrock accelerations greater than 0.7g would occur in response to an earthquake on one of the nearby faults discussed above. Subsurface soil conditions appear to correspond to those described for Soil Profile D in Table B.1 in Caltrans (1999c).

The design ARS response spectrum curve is based on the Caltrans (1999c), Figure B.8 curve for a soil type D, a magnitude of 7.25 ± 0.25, and a pga of 0.7g, modified by increasing the spectral ordinates in accordance with Caltrans (2000b). The design ARS spectral curve is presented as Plate 9 - Modified ARS Curve.

Our seismic evaluation indicates that there are numerous active and potentially active faults within a 30-kilometer radius of the site. As a result of the statistical variation in attenuation relationships and geologic conditions, there is a potential that peak ground accelerations greater than 0.7g to occur in response to an earthquake on one of those nearby faults.

3.4.2 Approach Slab
In accordance with Caltrans (1996b), Memo to Designers 5-3, a Type N(9S) structure approach slab should be provided for the replacement bridge.

In conjunction with the approach slab, an expansive soil exclusion zone as depicted on Plate 10 – Expansive Soil Exclusion Zone, should be constructed for abutments.

3.4.3 Geohazards
The most significant geohazard pertaining to the site is potential liquefaction and liquefaction-related settlement resulting from strong ground shaking.

3.4.3.1 Liquefaction
Low blowcounts and CPT tip resistance values are evident on the Log of Test Borings (Plates 3) in sandy soils. Potential liquefaction in those looser sandy soils may result in settlement of foundations and embankments and reduced capacities of deep foundations. We understand September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 17
that Caltrans typically only estimates settlement impacts from liquefaction above depths of about

15.2 meters (i.e., 50 feet). Settlement estimates from potential liquefaction are presented below.

3.4.3.2 Liquefaction-Related Settlement
Because groundwater appears to be within about 2 to 3 feet of the existing ground surface, seismically induced settlement was estimated from contributions from liquefaction only.

Liquefaction-related settlement for pertinent layers was estimated using procedures presented in Tokimatsu and Seed (1988). Blowcounts (corrected for overburden pressure) estimated from the CPT data were corrected for fines content using correction values presented in Martin and Lew (1999) for residual strength. Evaluations of liquefaction settlement are presented in Appendix C. Liquefaction-related settlement was determined by estimating the volumetric strain from the asymptotic (vertical) portion of the cyclic stress versus blowcount curves presented in Tokimatsu and Seed (1998). That procedure will result in a conservative estimate of the liquefaction settlement because cyclic stress ratios are probably not as high as have been assumed to result in the maximum strain values.

Above about 15.2 meters (i.e., about 50 feet), potential total settlement originating from liquefaction-related phenomena soils is conservatively estimated to range from about 20 to 40 mm (i.e., about 3/4 to 1-5/8 inches). Martin and Lew (1999) suggest that differential settlement of about one-half of the total seismically induced settlement (i.e., about 10 to 20 mm) be used for design.

3.4.3.3 Impacts from Liquefaction-Related Settlement
Impacts from potential liquefaction include liquefaction-related settlement and downdrag on foundation piles. Liquefied sandy layers also may result in reduced axial pile capacity.

Impacts from potential liquefaction are discussed in Section 3.1.2.

We note though that empirical studies of bridge performance summarized in Barker et al. (1991) suggest that foundation settlements up to, but not exceeding, about 50 mm are "not harmful" for bridges, and distortion ratios not exceeding about 0.004 are acceptable for continuous span bridges. For the abutment to bent span of 30.5 meters, the acceptable differential settlement would be about 122 mm, which is greater than the allowable total settlement of 50 mm for the "not harmful" condition. The estimate of about 40 mm for liquefaction-related total settlement should be a reasonable design constraint for either total settlement or differential settlement. Hence, liquefaction-related settlement probably should not impact bridge performance.

4.0 ADDITIONAL SERVICES
The design and construction phases of the project involve a continuation of the geotechnical evaluation and the observations of site conditions described in this report. In order to provide this continued service, the responsible geotechnical engineer should be in a position to render interpretations, respond to additional information, and observe the contractor's September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 18
implementation of design. We, therefore, recommend that Fugro be retained during the design and construction stages of this project to provide the additional services identified in this report.

4.1 PLAN REVIEW
We recommend that Fugro provide a general review of the grading, improvement, and foundation plans. The purpose of this review is to assess general compliance with the earthwork and foundation recommendations of this report, and to confirm that the recommendations given in this report are incorporated in the project design plans and specifications.

4.2 OBSERVATION AND TESTING
We recommend that Fugro provide services during the grading and foundation phases of the work. Pile foundation installations should be observed at the time of construction. The purpose of these services is to observe compliance with the initial development concept, specifications, and our geotechnical recommendations. These types of services allow for changes in the recommendations in the event that the subsurface conditions differ from those expected prior to construction.

September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 19

5.0 REFERENCES
American Petroleum Institute (1993), Recommended Practice for Planning, Designing and Constructing Fixed Offshore Platforms-Working Stress Design, API Recommended Practice 2A-WSD (RP 2A-WSD), Twentieth Edition, July 1.

ASL Consulting Engineers (2000a), Type Selection Study, Airport North Drive Over Route 101, Caltrans District 07, Ventura County, Route 101, Kilometer Post 17.6/18.7, EA 191601, CU_____, a report for City of Camarillo, California, April.

Barker, R.M., Duncan, J.M., Rojiani, K.B., Ooi, P.S.K., Tan, C.K., and Kim, S.G. (1991), Manuals for the Design of Bridge Foundations, National Cooperative Highway Research Program Report 343, Transportation Research Board, National Research Council, Washington, D.C., December.

Caltrans (2000a), Review Comments pertaining to Fugro (2000), Draft Foundation Report, US Route 101/Springville Drive Interchange, dated December 27. (2000b), Guidelines for Foundation Investigations and Reports, Version 1.1, Engineering Service Center, Division of Structural Foundations, September. (1999a), DRAFT Interim Corrosion Guidelines for Foundation Investigations, Corrosion Technology Section, Office of Materials and Foundations, May 24. (1999b), Standard Specifications, July.
(1999c) Caltrans Seismic Design Criteria, Version 1.1, July. (1998), Memo to Designers 3-1, Deep Foundations, December. (1996b), Memo to Designers 5-3, Structure Approach, May. (1995), Memo to Designers 20-4, Earthquake Retrofit Guidelines for Bridges, October. (1993), Bridge Design Specifications, January.

Fellenius, B.H. (1998) Recent Advances in the Design of Piles for Axial Loads, Dragloads, and Downdrag, and Settlement, a paper presented to the ASCE and Port of New York & New Jersey Seminar, April 22 and 23 (available at www.unisoftltd.com).

Fellenius, B.H. (1999) Design of Piles and Pile Groups Considering Capacity, Settlement, and Negative Skin Friction, (available at www.unisoftltd.com).

September 2003
Project No. 3081.002 (formerly 97-42-2274)
\\VENWEST03\WP_ARCHIVE\2003\3081.002\RPT.SEPT.DOC 20
Fugro West, Inc. (2000), Materials Report, U. S. Route 101/Springville Drive Interchange, Bridge No. _____, CU_____, EA191601, KP 17.6/18.7, Camarillo, California," a report to ASL Consulting Engineering, Camarillo, California, FWI Project No. 97-42-2272, July 2000.

Larson, Ned (1995), Cone Penetrometer Software, Version 5.3, Ned Larson Software Company, Gaithersburg, MD, 20879-1239.

Martin, G.R. and Lew, M. (1999), Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California, organized through the Southern California Earthquake Center (SCEC).

Mualchin, L. (1996), A Technical Report to Accompany the Caltrans California Seismic Hazard Map 1996 (Based on Maximum Credible Earthquakes), California Department of Transportation Engineering Service Center, Office of Earthquake Engineering, Sacramento, California, July.

O'Neill, M.W. (1983), Group Action in Offshore Piles, Geotechnical Engineering in Offshore Practice, ASCE, pp. 25-64.

Reese, L.C., Wang, S.T., and Arrellaga, J.A. (1998) APILE Plus, Version 3.0 for Windows, User’s Manual, a computer program developed for Ensoft, Inc., Austin, Texas.

Reese, L.C., Wang, S.T., Arrellaga, J.A., and Hendrix, J. (2000) GROUP, Version 5.0 for Windows, User’s Manual, a computer program developed for Ensoft, Inc., Austin, Texas, September.

Stark, T.D. and Mesri, G. (1992), Undrained Shear Strength of Liquefied Sands for Stability Analyses, ASCE, Journal of Geotechnical Engineering, Vol. 118, No. 11, November.

Tetra Tech, Inc. (2003), "Springville Drive/SR-101 Interchange," letter to Fugro West, Inc., with report edits and revised loads, September 15.

Tokimatsu, K. and Seed, H.B. (1988), Evaluation of Settlements in Sands Due to Earthquake Shaking, ASCE, Journal of Geotechnical Engineering, Vol. 113, No. 8, August. \\VENWEST03\WP_ARCHIVE\2003\3081.002\DIV.SEPT.DOC
PLATES

  



  

 






  

  



!




 
"

# $% """
$"



" $""" 

&
$""'
(
)* +  '",
 ""$
(-./0

$""'1'",
 ""$1'",
 ""$

* 

2'!

  

  3 
"
4

 

   5

 6  
*
 






 

    









 

 
 

     
!   "#
  $
% & '% ( ( )% ' * &

& 





 ! " !#
$%&  '

() %&  

) #
 "
!*  
+!

 



+
,
     + ,

 " !#
$%& * %%
,*#)



'





-  & %
#
% & (  - % .
& %
#
% & (  -  &
' 
- % .
&
' 

& %
#
% & (
&
' 


#

&
&
' 






 

    












 

 
 
  
   
!   "#
  $
% & '% ( ( )% ' * &

& 






!"#$# %
" % &

#%  '
 ($ #%  
$ )
 "
 *  
+

 
+
,-
       

!"#$# %
" %&

#% * , #
,*)$

'





.  & %
#
% & (  . % /
& %
#
% & (  .  &
' 
. % /
&
' 

& %
#
% & (
&
' 






 

    









 

 
  

    
!   "#
  $
% & '% ( ( )% ' * &

& 





 ! " !#
$%&  '

&  

( #
  "
!) * 
+! &  , 

(%& !

+
  
 +
  
    + ,  - 

 " !#
$%& ) %%
-)#(



'





. % /
& %
#
% & (  . % /
&
' 



&
' 

& %
#
% & (







 

    



!








 

 
  
    
"   #$
  %
& ' (& ) ) *& ( + '

' 






!"#$# %
" % &

#%  '
 %  
$ (
  "
 ) * 
+ ,- . /

$#%

!,
  
 !
 , 
 -    -  -  -