Camarillo City Council
May 28, 2025

9017.0UT

SUMMARY OF FAULT PARAMETERS

APPROX.

DISTANCE
(km)
SOURCE
TYPE
(A,B,C)
MAX.

MAG.
(Mw)
SLIP
RATE
(mm/yr)
FAULT
TYPE
(SS,DS,BT)

1.3 6.7 1.00 DS

3.7 6.9 4.00 DS

13.7 6.8 1.00 DS

16.7 7.3 3.00 DS

21.7 6.7 0.30 DS

24.1 6.8 6.00 DS

26.1 6.8 2.00 DS

28.4 6.7 0.40 DS

32.9 7.0 2.00 SS

33.5 6.6 5.00 DS

36.7 6.5 0.40 DS

43.1 6.6 1.00 DS

46.8 6.8 1.00 DS

51.8 7.0 1.00 SS

55.0 6.7 0.80 SS

56.3 7.1 3.00 SS

56.9 6.7 2.00 DS

58.0 6.9 2.00 SS

61.7 6.7 0.50 DS

62.2 6.5 1.00 DS

67.6 6.9 1.00 SS

68.4 7.8 34.00 SS

69.6 7.1 6.00 SS

70.3 6.8 2.00 DS

73.3 7.0 3.00 DS

78.2 6.9 1.00 DS

79.9 6.5 0.50 DS

90.8 7.2 2.00 DS

94.7 6.5 0.50 DS
100.6 6.8 0.70 DS
101.9 6.8 2.50 SS
111.4 6.5 0.50 DS
117.9 6.6 0.02 DS
120.9 7.0 5.00 DS
122.1 6.7 1.00 DS
126.6 7.0 0.20 DS
128.7 6.9 1.50 SS
130.6 7.0 1.00 SS
135.4 6.5 0.25 DS
139.7 6.8 5.00 SS
144.1 7.4 24.00 SS
145.5 6.7 12.00 SS
149.8 6.5 3.00 SS
150.4 7.4 3.00 SS
153.8 7.3 7.00 SS
156.4 6.8 0.50 DS

ABBREVIATED

FAULT NAME

SIMI-SANTA ROSA
OAK RIDGE (Onshore)

VENTURA - PITAS POINT

ANACAPA-DUME

MALIBU COAST

SAN CAYETANO

RED MOUNTAIN
M.RIDGE-ARROYO PARIDA-SANTA ANA
SANTA YNEZ (East)

SANTA SUSANA
HOLSER

SANTA MONICA

SANTA CRUZ ISLAND

SAN GABRIEL

BIG PINE

PALOS VERDES
SIERRA MADRE (San Fernando)
SANTA YNEZ (west)

VERDUGO

HOLLYWOOD
NEWPORT-INGLEWOOD (L.A.Basin)
SAN ANDREAS - 1857 Rupture
GARLOCK (West)

PLEITO THRUST
SIERRA MADRE (Central)

SANTA ROSA ISLAND

RAYMOND

WHITE WOLF

CLAMSHELL-SAWPIT
LOS ALAMOS-W. BASELINE

ELSINORE-WHITTIER

SAN JOSE

LIONS HEAD

CUCAMONGA
CHINO-CENTRAL AVE. (Elsinore)
SAN LUIS RANGE (S. Margin)
NEWPORT-INGLEWOOD (Offshore)

SAN JUAN
CASMALIA (Orcutt Frontal Fault)

ELSINORE-GLEN IVY
SAN ANDREAS - Southern

SAN JACINTO-SAN BERNARDINO

CLEGHORN

CORONADO BANK
GARLOCK (East)

LOS OSOS

SUMMARY OF FAULT PARAMETERS

9017 .OUT

ABBREVIATED

FAULT NAME
APP ROX.

DISTANCE
(km)
SOURCE
TYPE
(A,B,C)
SLIP
RATE
(mm/yr)
FAULT
TYPE
(SS,DS,BT)
MAX.

MAG.
(Mw)

7.3 7.3

7.0 7.1

6.9 6.8

7.3 7.1

6.9 6.9

6.7 6.9

7.2 6.7

7.1 7.3

7.1 7.0

6.7 6.5

6.9 5.0

7.6 6.5

6.5 7.2

7.1 6.8

6.5 6.5

6.9 6.8

6.9 6.6

6.9 7.0

6.5 6.6

7.1 6.6

6.5 7.0

7.1 6.6

6.9 7.2
HOSGRI

LENWOOD-LOCKHART-OLD WOMAN SPRGS
NORTH FRONTAL FAULT ZONE (West)
HELENDALE - S. LOCKHARDT

SAN JACINTO-SAN JACINTO VALLEY

ELSINORE-TEMECULA

RINCONADA
So. SIERRA NEVADA

GRAVEL HILLS - HARPER LAKE

ROSE CANYON

LITTLE LAKE

BLACKWATER

SAN JACINTO-ANZA
NORTH FRONTAL FAULT ZONE (East)

ELSINORE-JULIAN

LANDERS

CALICO - HIDALGO

PINTO MOUNTAIN
JOHNSON VALLEY (Northern)

TANK CANYON
EMERSON So. - COPPER MTN.

SAN ANDREAS (Creeping)

OWENS VALLEY
BURNT MTN.

EUREKA PEAK

PANAMINT VALLEY
PISGAH-BULLION MTN.-MESQUITE LK

SAN JACINTO-COYOTE CREEK

OWL LAKE

EARTHQUAKE VALLEY

INDEPENDENCE

ELSINORE-COYOTE MOUNTAIN
DEATH VALLEY (South)

SAN JACINTO - BORREGO
DEATH VALLEY (Graben)
HUNTER MTN. - SALINE VALLEY

BIRCH CREEK
SUPERSTITION MTN. (San Jacinto)

WHITE MOUNTAINS

ELMORE RANCH

BRAWLEY SEISMIC ZONE

PALO COLORADO - SUR

MONTEREY BAY - TULARCITOS
SUPERSTITION HILLS (San Jacinto)

ORTIGALITA
DEATH VALLEY (Northern)
163.7
165.2
166.6
171.2
171.9
172.5
177.9
178.3
189.5
195.3
203.2
205.7
206.8
209.8
212.7
215.9
217.2
218.4
223.5
230.4
237.2
239.9
241.5
247.1
248.1
248.5
248.5
252.1
255.3
257.9
269.8
287.0
288.4
289.4
293.0
293.2
314.2
321.7
325.3
325.6
325.9
326.6
327.4
327.7
327.9
329.0

2.50 0.60

1.00 0.60

12.00 5.00

1.00 0.10

0.60 1.50

0.70 0.60

12.00 0.50

5.00 0.60

0.60 2.50

0.60 1.00

0.60 34.00

1.50 0.60

0.60 2.50

0.60 4.00

2.00 2.00

0.20 4.00

4.00 4.00

4.00 2.50

0.70 5.00

1.00 1.00

25.00 3.00

0.50 4.00

1.00 5.00
SS
SS
DS
SS
SS
SS
SS
DS
SS
SS
SS
SS
SS
DS
SS
SS
SS
SS
SS
DS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
DS
SS
SS
SS
DS
SS
DS
SS
SS
SS
SS
SS
DS
SS
SS
SS

SUMMARY OF FAULT PARAMETERS

1 APPROX.ISOURCE I MAX. 1 SLIP 1 FAULT

9017 OUT

ABBREVIATED

FAULT NAME

DISTANCE
(km)
TYPE
(A,B,C)
RATE
(mm/yr)
TYPE
(SS,DS,BT)
MAG.
(Mw)

6.2 7.0

6.8 6.5

6.6 6.6

7.0 6.8

6.7 7.9

6.8 7.0

6.6 7.3

6.6 6.5

6.5 6.9

7.1 6.8

6.5 6.7

6.9 6.9

7.0 6.5

6.8 6.9

6.9 6.5

7.1 7.1

7.1 6.8

6.5 6.7

6.9 7.4

7.0 8.3

7.1 7.0

6.9 7.3

7.0 7.1
CALAVERAS (So.of calaveras Res)

ELSINORE-LAGUNA SALADA
ROUND VALLEY (E. of S.N.Mtns.)

QUIEN SABE

DEEP SPRINGS

FISH SLOUGH

IMPERIAL

ZAYANTE-VERGELES

HILTON CREEK
SAN ANDREAS (1906)

SARGENT
DEATH VALLEY (N. of Cucamongo)

HARTLEY SPRINGS

SAN GREGORIO

MONO LAKE

MONTE VISTA - SHANNON
HAYWARD (SE Extension)

GREENVILLE
HAYWARD (Total Length)
CALAVERAS (No.of calaveras Res)

ROBINSON CREEK

ANTELOPE VALLEY

CONCORD - GREEN VALLEY
GENOA

RODGERS CREEK

WEST NAPA

POINT REYES

HUNTING CREEK - BERRYESSA
MAACAMA (South)

COLLAYOMI

BARTLETT SPRINGS
MAACAMA (Central)
MAACAMA (North)
ROUND VALLEY (N. S.F.Bay)

BATTLE CREEK

LAKE MOUNTAIN

GARBERVILLE-BRICELAND

MENDOCINO FAULT ZONE
LITTLE SALMON (Onshore)

CASCADIA SUBDUCTION ZONE

MAD RIVER
McKINLEYVILLE

FICKLE HILL

TRINIDAD

TABLE BLUFF
LITTLE SALMON (Offshore)
329.2
338.6
339.5
343.3
347.9
354.0
354.7
359.8
362.0
364.9
365.9
367.9
380.3
402.0
413.0
415.0
416.8
419.5
437.1
437.1
441.6
478.3
486.5
498.8
523.7
525.8
538.4
550.6
586.8
605.0
610.9
627.8
688.1
697.2
737.3
755.0
770.4
824.1
834.2
836.0
839.1
849.1
850.7
851.2
854.2
867.7

15.00 3.50

1.00 1.00

0.80 0.20

20.00 0.10

2.50 24.00

3.00 5.00

0.50 5.00

2.50 0.40

3.00 2.00

9.00 6.00

0.50 0.80

6.00 1.00

9.00 1.00

0.30 6.00

9.00 0.60

6.00 9.00

9.00 6.00

0.50 6.00

9.00 35.00

5.00 35.00

0.70 0.60

0.60 2.50

0.60 1.00
SS
SS
DS
SS
DS
DS
SS
SS
DS
SS
SS
SS
DS
SS
DS
DS
SS
SS
SS
SS
DS
DS
SS
DS
SS
SS
DS
SS
SS
SS
SS
SS
SS
SS
DS
SS
SS
DS
DS
DS
DS
DS
DS
DS
DS
DS

SUMMARY OF FAULT PARAMETERS

ABBREVIATED

FAULT NAME
1 APPROX.1SOURCE 1 MAX. I SLIP 1 FAULT
!DISTANCE! TYPE .1 MAG. 1 RATE 1 TYPE
1 (km) I(A,B,C)I (Mw) I (mm/yr) l(SS,DS,BT)

9017. our
BIG LAGOON - BALD MTN. FLT . ZONE I 888.5 I B 1 7.3 I 0.50 I DS •*. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *

511.94( M.A. ZONES
Carr eel. Quadrangle
110117
Id
OMS On MINES NO :{0_OLY
F DaY.S. 5, • bbOLOOST
O Mt Of CALI woia-our CANS. ea0VEPHOPI
, 0.f SOUKO Mar, rord0.3.5.2—Febe
OfFiVerVENT OF CO..., nod 0.411.11 W Y04,4 ORICTOR

11.0,10 rearee
if boa Orre dn.., tee US desbbtal
re, rylleal Neva
teocpap. aria Oulu, Ode. JobIonrey boY Weed,
VALI 114.0

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STATE OF CALIFORNIA

SEISMIC HAZARD ZONES
OtlYmed canyaray be.

Ow,. Calloo.buolle Pe...Yob Cob

CAMARILLO QUADRANGLE

OFFICIAL MAP
Released: February 7,2002
banbaykalwoylyaye Longo*
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o ram..

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fie, ev.ec.cenato.rawteic.....m.
111.1.41,1.

MAP EXPLANATION
Zones of Required Inveglgatkm
Feral ydwdoestrat Doomed.. aOlbyylactan ey by-Ape...talc bereave... pourdeaser eyoebtiara 11.2bawa a cow. Fee
pin.......rounera.p4u.n.ents Id.,
Pr.9.0nrcres(mas baud. MOW
2002 SEISMIC HAZARD ZONE REPORT FOR THE CAMARILLO QUADRANGLE 41 CAMARILLO 7.5 MINUTE QUADRANGLE AND PORTIONS OF

ADJACENT QUADRANGLES
10% EXCEEDANCE IN 50 YEARS PEAK GROUND ACCELERATION
1998

PREDOMINANT EARTHQUAKE
Magnitude (Mw)
(Distance (km))
I ,
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Base map modified from Mapinfo StreetWorks © 1998 Mapinfo Corporation Department of Conservation
0 1.5 3 Division of Mines and Geology
Miles Figure 3.4
Miles Figure 3.3
Base map modified from MapInfo Street Works 0 1998 MapInfo Corporation Department of Conservation

1.5 3 Division of Mines and Geology
2002 SEISMIC HAZARD ZONE REPORT FOR THE CAMARILLO QUADRANGLE 39 CAMARILLO 7.5 MINUTE QUADRANGLE AND PORTIONS OF

ADJACENT QUADRANGLES
10% EXCEEDANCE IN 50 YEARS PEAK GROUND ACCELERATION (g) 1998

ALLUVIUM CONDITIONS
qb#1...21111 'Kiri:WM ..3=1MA
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Lag Ith
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Base map modified from MapInfo StreetWorks ©1998 Mapinfo Corporation Department of Conservation
Division of Mines and Geology
Miles
Figure 3.5

1.5 3
42 DIVISION OF MINES AND GEOLOGY SHZR 054
CAMARILLO 7.5 MINUTE QUADRANGLE AND PORTIONS OF

ADJACENT QUADRANGLES
10% EXCEEDANCE IN 50 YEARS MAGNITUDE-WEIGHTED PSEUDO-PEAK ACCELERATION (g)

FOR ALLUVIUM
2001

LIQUEFACTION OPPORTUNITY
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CANIARILLO QUADRANGLE

01.00 SCALE
B. Pre-Quaternary bedrodc
See "Bedrock and sQrnoiat Geology` in Section 1 of report for cietictiptians of units. 01, Cpt,,y0PN:g1-31.1, CALlS GOVERNOR
0 Mt..N:M.;,. Ser.s.re-, Aft,
MAN i V.INNVAVA NON,..NRY MA 10.)11M. :IRE,: 01;0
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, • , . „ . • •
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CAMARI1.1.0 QUADRANGLE 11, GO.

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1 1
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SCALE
• Iftwari=1414..41011=Iiesio,91.,,NAIneletita,11e.
lean:wave! avdawaleovaaaratowereavAS
"' 30 Depth to historically highest ground water level in feet "'" ...... Valley/ Meuntains Boundary Groundwater Barrier • Borehole Site A Aoproximate location of sand boils and lurch cracks observed following Ihe Point Mugu Earthquake of February 21. 1923.

TC CAL Ir
Plate 1.2 Historically highest grouod water tevels and borehole locations in the Camarillo 7.6-minute Quadrangle.

APPENDIX B

CORROSIVITY ANALYSES

GEOLABS - WESTLAKE VILLAGE
M. J. Schiff & Associates, Inc.

Consulting Corrosion Engineers - Since 1959 Phone: (909) 626-0967 Fax: (909) 626-3316 431 W. Baseline Road . E-mail lab@mjschificom
Claremont, CA 91711 website: mjschiff com
Table 1 - Laboratory Tests on Soil Samples
Geolabs
Comm Dev.

Your #9016, MJS&A #05-1635LAB
10-Nov-05
B-1
Sample ID @0-5'
Resistivity Units
as-received ohm-cm 570,000
saturated ohm-cm 680
pH 7.5
Electrical
Conductivity mS/cm 0.60
Chemical Analyses
Cations
calcium Ca2+mg/kg 341
magnesium Mtl2+mg/kg 51
sodium Na'+mg/kg 50
Anions
carbonate CO3 mg/kg ND
bicarbonate HCO31-mg/kg 680
chloride C1 mg/kg 25
sulfate S042-mg/kg 553
Other Tests
ammonium
nitrate
sulfide
Redox
NH41+mg/kg na
NO31-mg/kg na
S2- qual na
mV na
Electrical conductivity in millisiemens/cm and chemical analysis were made on a 1:5 soil-to-water extract. mg/kg = milligrams per kilogram (parts per million) of dry soil.

Redox = oxidation-reduction potential in millivolts
ND = not detected
na = not analyzed
Page I of 1

APPENDIX C

LIQUEFACTION/SEISMIC SETTLEMENT ANALYSES

GEOLABS - WESTLAKE VILLAGE
Selleck Properties W.0.9017

APPENDIX C

LIQUEFACTION AND SEISMIC SETTLEMENT ANALYSIS
This geotechnical investigation included analysis of the liquefaction potential and potential seismically induced settlement at the subject site. The liquefaction analysis addressed the alluvium below the shallow groundwater. The analysis of seismic settlement encompassed both saturated and unsaturated soils.

Field Investigation
These analyses used data retrieved from Standard Penetration Tests (SPT) in borings drilled using a hollow-stem auger and from the Cone Penetrometer Test (CPT) soundings. Samples were driven with a 140 lb.

Automatic hammer lifted 30 inches. The estimated efficiency of the hammer is approximately 90 percent.

Drilling rod was used to allow the hammer to remain above the auger. The boring diameter was approximately 6 inches (outer diameter). The samplers consisted of both a SPT split spoon sampler and a lined Modified California split spoon sampler (2.375 inch i.d.). The borings for this investigation used water and/or drilling mud to prohibit soil from sluicing up the auger.

The CPT rig used during the field investigation was a 23-ton truck-mounted rig provided by Holguin, Fahan & Associates, Inc. The cone tip has a cross-sectional area of 10 square centimeters. The CPT is capable of obtaining tip pressure and side friction data at 2 inch (0.05 meter) intervals.

Data Analyses
The data obtained from the CPT and SPT tests were processed using the procedures proposed from the 1996 NCEER (Youd, 1997) and 1998 NCEER/NSF Workshops (Youd, 2001), and the SCEC implementation document (Martin, 1999). The analyses were performed using procedures programmed in the computer using Microsoft Visual Basic in conjunction with a Microsoft Excel spreadsheet.

SPT Analysis
The data from the SPT tests were processed according to the procedures proposed by NCEER, 2001.

The field blowcounts were corrected for overburden, hammer energy, rod length, percent fines, and sampler liner. Tests performed using the lined California sampler (with 3 inch outer diameter and 2.37 inch inner diameter) were converted to SPT blowcounts using the procedures proposed by Lowe and Zaccheo (Fang, 1991). The cyclic resistance of the soils is compared to the cyclic stress ratio. Ratios less than 1.3 are considered to have a potential for liquefaction. The following correlations were used in these analyses.

Cyclic Stress Ratio, CSR: CSR = 0.65(a. /g)(avoI a', )rd Stress Reduction Coeff, rd: rd = 1.0 —0.00765z for z 9.15m rd =1.174 —0.0267z for 9.15m < z 23m
=
11 (N1)60 50 CRR75
Cyclic Resistance Ratio, CRR7 34 — (N)60 135 [10x (N1 )60+ 45]2 200 .5:
for :(N1)6o <30

GEOLABS-WESTLAKE VILLAGE
Sefleck Properties
Fines Content Correction: (N1 )60c,= a + fl(Ni )6o
Where: a =0 for FC 5%
a = e
(I 76-(190/FC2 ) for 5% < FC < 3 5 %
a = 5.0 for FC 35%
/3 =1.0 for FC 5%
= [0.99+ (FC15 11000)] for 5% < FC <35%
13 =1.2 for FC 35%
FC = Fines Content
W.0.9017
Corrections to SPT N value: (N1)60 = N fieldCnCeCbC rC s Where:

Liquefaction Safety Factor:

C, = 2.21(1 .2 + 0-1 va /]) for overburden normalization Other Correction factors per Table 2 (Youd, 2001)
FS = (CRR75 1CSR)MSF
Where: MSF is Magnitude Scaling Factor (Revised Idriss) MSF =102.24 hvw 2.56
CPT Analysis
The reduction of CPT data consisted of interpreting the soil behavior types encountered and assigning stratagraphic layers to the different soils. The depth ranges for the layers were assigned based upon material type differences such as grain size distribution and penetration resistance. Once soil layers were assigned to the sounding profile, thin sand layers were evaluated for the applicability of a correction for thin sand layers between soft clay layers. After applying a thin layer correction (if necessary), the profile data is normalized to approximately one atmosphere, evaluated, and material types and engineering characteristics are determined.

The following correlations were used within these analyses.

Thin Layer
Correction, KR: Ks= [((—H
)117) —1.77]2+1.0
4 Overburden
Normalization: iterative procedure proposed by Robertson and Wride (1997). qcui = CQ(q/ Pa ) where: CQ = (Pa l o-1,0 )" but not greater than 1.7 n varies from 0.5 to] by soil type.
this requires an iterative process

GEOLABS-WESTLAKE VILLAGE
Selleck Properties W.0.9017
SPT Blowcounts: R.S. Olsen (1997) (see attached graph)
Soil Behavior Index, lc:
1 c [(3.47—logQ)2+ (1.22 +1ogF)2 ]"
Soil Type: Soil Behavior Chart, Robertson & Wride (1997) Where: Q =[(qc — avo)/Pali[(1),, icI vo)n i
And F =[fs l(qc —o-,)]x 100%
Percent Fines: Robertson & Wride (1997)
Grain characteristic
corr. factor, lc:

Overburden
corr. factor, Ka:

Where: if /c <2.6 FC(%) = 0
if 1.26 /c 3.5 FC(%) = 1.7 51c3 25 — 3.7
if lc >3.5 FC(%) =100
Kc=1.0 for I c5_ 1.64
Kc —0.403/: +5.581/: —21.63J 2+ 33.75/c—17.88 for 4.>1.64 where: f ranges from 0.8 to 0.6 inversely to Dr
Equivalent Clean Sand Normalized
Penetration Resistance:
(qc1N )cs Kcqc1N
Cyclic Resistance Ratio, CRR7.5:

CRR75 = 0.833[(qc1N )c, I1000]-i-0.05
CRR75 = 93[(qc,),„ /1000]3+0.08
Cyclic Stress Ratio, CSR:
for (qcw )c, <50
for 50 5. (qciN )c, <160
CSR = 0.65(a. I g)(o-vo iolva )rd
Magnitude Scaling Factor, MSF:

MSF = 102 24/M 256 Magnitude Scaling Factor (Revised Idriss) Liquefaction Safety Factor: FS = (CRR7 5 CSR)MSF

GEOLABS-WESTLAICE VILLAGE
Selleck Properties
Relative Density Dr = —98 + 661ogioq`
[cs'vo i"
W.0.9017
Jamiolkowski et al (1985), Units of 101cPa
Dr=
1 *ln[qc /(157* '„°055)] Baldi et al (1986), Units of kPa

2.41 Undrained Shear Strength: S = qC —a
u
° Robertson & Campanella (1989), Nk=15
ArK
Effective Internal Friction: 01 = tan-' [0.1 + 0.38 log q.. ] Roberston & Campanella (1983) Cri3O
01 = 53.881— 27.6034e(-0 0147N) Peck et al., (1974) after Coyle (1985) Overconsolidation Ratio: programmed from chart Schmertmann (1978) The results of our analyses are presented on the attached graphs. Layers of materials in which the CSR exceeds the CRR7.5are considered liquefiable. The data from boring B2 and sounding CPT2 on the adjacent site (GWV W.O. 9016, 12/16/2005) were compared on a plot located at the end of the CPT2 output series within that report. For the readers convenience we have included that plot in this appendix. In our opinion the CPT data compares well with the SPT data.

Liquefaction Induced Settlement
The analyses of the potential liquefaction induced settlement are performed using the same electronic spreadsheet used to perform the liquefaction analyses. The spreadsheet is programmed to perform the analyses proposed by Tokimatsu and Seed (1987).

For the settlement analyses, the normalized, fines corrected SPT blowcounts are compared to digitized files of chart data (SPT blowcounts vs. Volumetric strain for clean sands) provided in Tokimatsu and Seed. The fines correction to the SPT blowcounts consider a liquefied soil. Therefore, this fines correction produces smaller corrected blowcounts than the corrected blowcounts used to estimate the potential for triggering of liquefaction. This fines correction is based on the recommended procedures for implementation of Publication 117 (Martin and Lew, 1999). The spreadsheet estimates the percent volumetric strain for each layer assuming the lateral strain is minor so the volumetric strain is equivalent to settlement. The estimated settlement for each soil layer and a summation of all the soil layers below the design groundwater level are then reported.

Seismic Settlement of Dry Sands
For coarse-grained materials above the design groundwater level the potential for settlement related to ground shaking is analyzed using the methods proposed by Tokimatsu and Seed (1987). Like in the liquefaction-induced-settlement analyses, the SPT blowcounts and/or CPT derived SPT blowcounts are corrected to an equivalent blowcount for clean sand. Clayey soils with 15 percent clay or more, and soils with an Ic of 2.6 or greater are discarded from the analyses. The following equations are used in the analysis to enter into charts provided with the methodology.

GEOLABS-WESTLAKE VILLAGE
Selleck Properties W.0.9017
ray Effective Shear Strain: Yeff=
Gmax X G
eff
max
Average Cyclic Shear Stress: Tay = 0.65 • amax• cro • rd Shear Modulus at Low Strain:

G. =1000 • (K2 )max• (cr'm)112in psf units
(K2) max 20(N1 )113 (Ohta and Goto, 1976)
Using the referenced methodology, the volumetric strain is estimated for each soil layer or layer portion above the design water level. This methodology is considered applicable to dry or moist sands (unsaturated).

Again the lateral strains are considered insignificant so the volumetric strain is considered as settlement. The estimated settlement for each soil layer and a summation of all the soil layers above the groundwater level are then reported by incorporation into the attached settlement graphs.

Currently the practice of soils engineering lacks accurate means or knowledge to estimate the potential seismic settlement for fine-grained soils. The use of this methodology for soils with significant amounts of fine grain sizes is believed to be conservative. This methodology is used with the understanding of its limitations and for lack of better simplified means of estimating the potential for seismic settlement.

The estimate of potential differential settlement is typically taken to be half of the total seismic settlement (Martin and Levi, 1999).

Surface Manifestations
Consideration of the potential for surface manifestations used the procedure proposed by Ishihara, 1985.

The potential is considered a function of the relative density (SPT blowcounts), depth and thickness of liquefiable material, and thickness of overlying non-liquefiable material. Surface manifestations are considered probable during a design level earthquake.

Liquefaction-Induced Lateral Spread
The potential for liquefaction-induced lateral spread was analyzed using the procedures proposed by Barlett and Youd (1995) as modified in 1999. The potential is considered a function of earthquake distance and magnitude, thickness and grain-size distribution in the liquefiable layers, and ground slope or nearness of an open face. It should be noted that this procedure was developed using a historical database of large displacement events. The database includes few points with movement magnitudes of small value, on the order that is of interest for engineering purposes. The procedure is also applicable only for earthquake sources greater than 10 kilometers from the subject site (though we have evaluated our data using smaller source distances).

These two elements of the analyses are cause to suspect the output when faults are near source events and when the magnitude of movement is relatively small (a few meters). Therefore, for our purposes we have used these analyses as an indicator whether lateral-spread may be possible; however, the magnitudes of movement output from the analyses are considered suspect.

GEOLABS-WESTLAKE VILLAGE
Selleck Properties W.0.9017
CPT 06
CPT 07
CPT 08
CPT 09
CPT 10
Data for Lateral Spread Analysis
115 ft Navq Fc15 D50r15 L rs

2.3 11.06 20.29 0.047 14

1.15 12.18 20.20 0.078 7

0.49 7.92 19.51 0.193 3
0,98 9.57 22.97 0.047 6
0,16 7.10 31.25 0.005 1
Considering the blow counts and estimated blow counts obtained during the investigation, lateral spreading during a design level earthquake is considered probable.

GEOLABS-WESTLAKE VILLAGE
Contours of SPT N1
-
tP*
U
2 fl
SO'
0 4 SC
r-,
••-•
C
Z
€1
J .„,...-
4-
_
l' ''‘ 7
-,
V
\ V
\ 7
4 e.,,IF'
k
•.•. 10 '`` \ ...".
—
C..1
,--•
-ic t ,---- e
'i ‘,› #-, —
CPT soil .thar4cterization lints
from .01sell (11N3a)
4 0.1
Normalized Friction Ratio
Se Heck Properti,es W.0.9017
Figure II CPT estimacion of SPT Ni usia,g bat CPT measurements Osten 1994: 1988 1986, 154.1).

GEOLABS-WESTLAKE VILLAGE
P•"
Jt.

SAEngr\C PT_Data\9016-9017_Selleck\CPT-02.cpd
0 A,
HIH -411-1

GEGLABS-WESTLAKE VILLAGE
0 0 6
7 Cl
o 0
0 0
ci)
Soil Behavior Index, lc
Cl
Fines Content(%)
0 CO
0 0
<J.

Z Z
.. .
...
. .
.
.
..
.

I.
...: . ...

Ckti
.....,...,....„.. ... ..... ..L.•
o
6 0 0
6 ci
o c
.6
8 CC
CV Cl 10 a:,
03 /-
0-
0 UORRA313
Selleck Properties W.0.9017
References
Bartlett, S.F., Youd, T.L., (1995), "Empirical Prediction of Liquefaction-Induced Lateral Spread." J. Geotech.

Engrg., ASCE, 121(4), pp 316-329.

Earth Technology Corporation, (1991), "The Cone Penetration Test (CPT): A Guide to Application, Methodology, and Data Interpretation", Testing Services Group, Huntington Beach, CA.

Ishihara, K., (1985), "Stability of Natural Deposits During Earthquakes", Proceedings of the International Conference on Soil Mechanics and Foundation Engineering.

Juang, C.H., Yuan, H., Lee, D., and Lin, P. (2003), "Simplified Cone Penetration Test-based Method for Evaluating Liquefaction Resistance of Soils", ASCE, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 129, No. 1, January.

Kovacs, W.D., Griffith, A.H., and Evans, J.C., "An Alternative to the Cathead and Rope for the Standard Penetration Test," Geotechnical Testing Journal, GTJODJ, Vol. 1, No. 2, June 1978, pp. 72-81.

Lowe, J., III and Zaccheo, P.F., 1991, "Subsurface Explorations and Sampling," Chapter 1 in Foundation Engineering Handbook, Second Edition, Fang, F-Y (ed.), Van Nostrand Reinhold, New York, pp. 1-71.

Martin, G.R. and Lew, M., March 1999; "Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Liquefaction Hazards in California". Southern California Earthquake Center
Olsen, R.S., (1997), "Cyclic Liquefaction Based on the Cone Penetrometer Test", in NCEER Technical Report NCEER-97-0022. Pg 225.

Robertson, P.K. and Campanella,R.G. (1989), "Guidelines For Geotechnical Design Using The Cone Penetrometer Test and CPT with Pore Pressure Measurements", Hogentogler & Company, Inc. 4th Ed.

Robertson, P.K., and Wride, C.E., (1997), "Cyclic Liquefaction and Its Evaluation Based on the SPT and CPT", in NCEER Technical Report NCEER-97-0022. Pg 41.

Seed, H.B., and Silver, M.L., (1972), "Settlement of Dry Sands During Earthquakes", ASCE, Journal of Geotechnical Engineering, Vol. 98, No.4, April.

Seed H.B., Tokimatsu K., Harder L.F., and Chung R.M. (1985), "Influence of SPT Procedure in Soil Liquefaction Data", ASCE, Journal of Geotechnical Engineering. Dated December 1985.

Soydemir, C., (1994), "Earthquake-Induced Settlements in Silty Sands for New England Seismicity" in Ground Failures Under Seismic Conditions, ASCE, Geotechnical Special Publication No. 44., pp 77-90.

Stark, T.D., and Mesri, G. (1991), "Undrained Shear Strength of Liquefied Sands for Stability Analysis",

GEOLABS-WESTLAICE VILLAGE
SeHeck Properties W.0.9017
ASCE, Journal of Geotechnical Engineering, Vol 118, No. 11, November.

Tokimatsu, K., and Seed, H.B., (1987), "Evaluation of Settlements in Sands Due To Earthquake Shaking", ASCE, Journal of Geotechnical Engineering, Vol. 113, No. 8, August.

Youd, T.L., and Garris, C.T. (1995), "Liquefaction-Induced Ground Surface Disruption", ASCE, Journal of Geotechnical Engineering, Vol. 121, No. 11, November.

Youd, Ti., and Idriss, I.M., (1997), "Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils." NCEER Technical Report NCEER-97-0022.

Youd, T.L., Hanson, C.M., and Bartlett, S.F. (1999), "Revised MLR Equations for Predicting Lateral Spread Displacement", Notes & Handout, ASCE Los Angeles Section Seminar, July, 1999.

Youd, T.L., Hanson, C.M., and Bartlett, S.F. (2002), "Revised MLR Equations for Prediction of Lateral Spread Displacement", ASCE, Journal of Geotechnical Engineering, Vol. 128, No. 12, December.

Youd, T.L., Bardet, J.P., and Bray, J.D (2000); "Kocaeli, Turkey, Earthquake of August 17, 1999 Reconnaissance Report". EERI, Earthquake Spectra. Publication Number 2000-03.

Youd, T.L., and Idriss, I.M., (2001), "Liquefaction Resistance of Soils:„ _Summary Report From The 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils." J. Geotech.

Engrg., ASCE, 127(10), pp 817-833.

GEOLABS-WESTLAKE VILLAGE
0,1
1 1
015
98 0
1595
990
74 0
0 5
OS
OS
OS

0.5 59 0
53 59 0
58 0
40 0
Sand mixtures - silly Sand to sandy sill
Sands clean sand to silt sand
Sand mixtures stay sand to Sandy sill
Silt mixtures .014 a Silt to silt cla
Clays - silty clay to clay
Silt mixtures • cla esOlID sill cla
Summary of Analysis of CPT Data
CPT:

GM. Depth:

Deargn GM. Depth:

Removal
Avg.

Tip
Rea ist
CPT6
8 1 n
8 1 5
St
Avg.

W.O.: 9017
Elev.: 76
lc: 2 9,9npr..,_Deol9:11,.Scoeck_,,roiFerioCKACP r.

Fill Height 0.0
Max horizontal acc. surface:

Design earthquake magnitude:
125 ncf
047
150
Layer
Thick.

Layer
Bolt.

N
Side Avg. Nom. Est.

Fib. Tip Resist F. Rt. Wet Den.

Is 0111 1
. IFILEIMEIMEMECES MEM=1!1!MIIII/IM!1!glt
5 7 120 Silt mixiures - clayey silt to silty clay
120 Clays • silty clay to cla
36 Sin mixtures - clayey silt to silty clay
Gays • silty slay to clay
Sill mixtures • cla e silt to silt cla
5 9
2 1
126 Silt mixtures .clayey silt to silly clay
Clays • silty cht to cla
34 Fines
Content Phi
Soil
Behavior

OPT OPT
Su N7(60) N1(60Ics
55 tall Ott b.

El?. Norm.

0.8. 0.9. Exp. lc Or
L er (55 Pa •
II 757
58 27

4.25 642
440
821

3.16 63 3
37 3
42 4
2 3
56 4
434
658
34 0
0 078
0 143
0 162
0 192
0 241
0 281
0 374
0 468
0S78

0.143
0 162
0 192
0 241
0 28

0.374
0 468
2 97 to 3 15
264
2 68 to 2 77
2 7 to 2 75
2 83 to 256
2 75
2 8110 3 4
2 57
096
058
025
525
5 76
63 52
064
042
535
Sly
255
240
295
3 44
5 6
OS

5.4 0
33 04
52 12
23 4
44 9
367
135
220
05 71
62 38 1 5 -
259
.099 557
419 009
771 140
40 65
4 0
026
021
0 16 42
191
22 1

5.2 120
120
120
120
15 2
135
IIKINIEUECIMUMMEENNEEINI 12 3
IIENIECEEMEEMEEMMEEMINENNIMIMINEMI Sand Mm aas - silt sand to sand silt EINE1111113WEINIEUrEZEIIMEMMIMMINCEIMMEIMMENINIKEIENO MIIIIZEIMIENIKEINEEFEMEMINEINI Sands- clean sand 10 0111 sand 0.693 IOFIEMMIMMIOIIEEEEIMIEIIMEEMMEIIIEIXMMEIMMGEMIIIECEINII MIIIIIMENKIIIIMBEMEZEUMINEEIMI Good .151orm - Silt sand to sand oil, WITIMIXEMEMIIIIEEMMIZEMEMNIERIMITEMEINIELMIIMMIN INISIIIIEEll 058 MIIIIMINXIMINETEIMMEMEINEEMI N

IIENSIMICEIIIMMILIII
11111111.11FEEMENIMMEIKIM

IIIMENIKEENIMINKIEN

IIIIMMEEZIKEIMEINIEEEM
mum= 058 MCIMEMIN
EliallICEZIMEMIEFINIMIIIIIMNEEMIESENI

INEMEZEIMMESNIKEINIKEIMIIKININEEMINEC
352
056
464
940
1S96
907
tat
1049
39 9
51 450
73 8
100 0
72 0
150
789
0 800
0 810
0 819
0 883

5.647
0 957
0 972
1 100
7 c
58 23
43 192
300
23 3
8 7
263
2_O0

2.78 3 0410 228
265
2,19
2 02 to 2 13
2 74 to 35
14 1 9
78 107
28 41.8
26 9

15.5 11
59 04
03 02
Os
55 0 640

5.645

0.650
0 681

5.711
0 716
0 723
0 705
Clays. siity clay to clay
Silt mixtures . clayey sitt to silty clay
Clays. silty clay to clay
Organic Soils. peals
Cla s .silt cla to cla
140
10 1
62 4 6
133
32 12

3.5 108
87 120
120
120
115
120
1 Sand mixture It sand to sand Silt
MERE 10 9
366
33 1

49.1 500
SOS
42 3
356
776
297
1 21
1 27

1.21 1 65
402
645

22.4 10 9
124
105
18 3
18 49.3
43 7

51.5 53.3

52.5 48 2
2 70
355
254
0710 1 95
1 98
8610 197
2 0310 2,34
Silt mrstures clAyey slit to silty clay
Clays • silty clay to clay
Sin mixtures .013 e silt to silt cla
7034 508 075 26 3
783

52.6 20 34 120
65 120
42 120
0 844
0 848
0 853
21 2591 508 134 1.223
243
Sands. clean sand to silty sand
Sand modures • silty sand to sandy silt
Sands - clean sand to silty sand
Sand mixtures. silt sand to sand sill
0 33

0.08 0 90
025
2108
211 9
217 2
119 5
a87
537
4 71
3 13
221 7
221 4
223
120 5
45 45
45 42
23 24
25 26
21 33
21 49
2326
23 79
1 268 0 866
0 878

5.909
0 944
125
20 125
120
1 293
I 355
1 426
1 85
1 32
063
095
305
292
60 16.7
24 11
24 61
24 77
24 93
0 16
026
0 08
0 08
453
28,3
224
203

45.5 27 7
21 3
191
0 958
0 9168
0 977
0 982
330
479
425
584
350
45_S
423
529

2.9 41

34.1 13.2
25 2
28 29
30 43
49 30
120
120
120
120
Silt mixtures - clays silt to silt via
Clays - silty clay to clay
Silt mixtures .01695? silt to silty clay
Cla s - silt cla to da
I 451 05 to 1
1 1
2 5310 286
2 7 to 2 9
2 73
291
1 475
t495 4
I 505 13
KIMMEMINEEEMMZUMEMINI MIEfillitEEIMIEIMMIEEMINEMINEEMMEEMIIMEMEMII MEM Silt
32 Sand mixtures 'sill sand to sand silt
33 34
3 36
37 38
39 40
41 42
4 44
45 46
020
055
069
081
093
108
115
122
165
207
233
257
299
341
419
2 1410 234
2 4910 253
2 24ta 236
251
2 110 24
2 Otto 2.04
230
2 6510 283
3 18 to 3 38
2 7110 2 72
3 13 to 3 28
350
2 76 to 3 5
387
2 7410 347
270
2 7610 285
266
31 3
40 8
31 6

36.1 33 3
27 9
7 3
10,7
129
to 5
12 65

21.2 28.2
8 8
39 5
38 5
372

25.7 310
252
28 6
27 4
24 9
12 2

4.7 6.6

12.1 SR
08 SO 0
SR 135

0.2 19.3
56 115
19 287
26 279
34 227
I 07

0.16 0 33

0.08 0 33

0.16 0.08
0 16
1 31

0.16 0.74
0 08

1.39 0.08

2.62 844
565
745
54 2
885
1153
963
199
90 334
159
137
145

5.6 14.2
1 93
2 12
1137
1 95
208
166
1 02
037

0.34 113
042
196
088
044

0.81 174

2.81 186

2.83 181
132

1.95 435
1022
412
948
1412
1100
2191
1163
400
532

3.73 199
311
226
31 2
205

13.6 225
428
78 3
41 3
742
100.0
823
100.0
857
405
494

38.5 27 23
27 56
2022
28 38

29.04 2936
2953
2986
3248

32.81 34 28

34.45 3724

37.40 4265
1 583
1 65
1 687
1 711
1 736

5.5 O S
05 SO
75 05
56 1
1 1
538

70.5 515
528
102 6
522
16 1
61 26.1
72 92
55 2.5
42 37
35 12
OS
21 06
39 26
37 25
15 120 Sand mixtures 'silty Sand to Sand Silt
120 Silt mixtures cla e sill to silt cla
120
125 1 766
1 78
1 796

1.884
1 973
2 027
9 2.0
120
120
44 36

4.5 169
66 120
120
120 Clays - silty clay to clay

00. antc soils - eats
Cla s silt cla lo clay
Organic soils - peals
Cla 5 .sllt cla to cla
115 2075
2 165
2 253
2 415
l34 115

6.6 120

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Sift mixtures Clayey Sitt to sifty 410
Clays - silty clay to clay
Silt cla a silt to sil cia
47 47
96 40
2 577
2 592
2 607
1 497
1 504
1 511
120
120
20 48
49 SO 5
265
239 04 500
453
65 595
57 53 3
50 1
36 3
26 2
379
193
14 4
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Silt mixtures cla e silt to silty clay
Very stiff, fine grained.

Very sliff sand to clayey sand.

Sands - clean sand to silty sand
Sand mixtures - silly 5anii to mo0Y sill
Silt mixtures - cla a silt to sill cla
2 627
2 646
2 656
2 672
2 587
2 766

2.845
2 855
2 865
2 894

2.924

1.521
1 530
1535
1 543
1 550
1 588
1 626

1.631
1 636
1650
1 664
6 2 7210 11
58 7 60 120 262 147 60 500
130 125 05 234 207
125
25 20
120
05 218 to 221 166 189 42 845 50 0
122 43 690 - 000

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55 236 2t5 247 36 440 - 197
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44 46 0 16 1993 702 1535 36
44 62 0.08 221 4 460 74 1 21 0.5 107 127
32 33
55 47 08 1 23
56 4720 0.08
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1380
74 758
694
21 4

36.3 4 29 1080
573

58.1 53.2
112
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239
186
245
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2 6 Sand mixtures .silt Sand 10 Sand silt
36 Silt mixtures - cla ill to cla
11 9
78 59 48.39 Cla s .sillcia to cla 1 2 93 to 3.29
1 8.81
60 48.56 3.0 120 Silt mrstures clayeysilt to silty cla 2 79 403 22 61 48.88 0 16 23 7 1 22 12.5 6.6 120 Clays - silty day to clay 2 938 1.671 1 2.91 10 3.33 8 46 600 - _ 1 4 16 3 246 , 52 L 49 05 558 L 226 201 11.7 12.8 115 Organic soils - pests 2953 1.878 1 334 11.39 647 - - 13 448 58.8 99 49.38 016 132 4 442 998 3.4 120 Sand mixtures 'silty sand to sandy sill 2.968 1 685 05 2 27 to 2.31 1 92 222 39 6E0 - 449 53.1 64 49 54 0.08 140.6 5 32 105.8 3.9 125 Very stiff sand to clayey sand• 2982 1 692 0 5 221 2 00 231 40 69.0 - 550 59 1 65 49.87 016 167.4 756 125,7 48 125 Vary stilt fine grained 2 998 1.700 55 2 29 to 2.4 2.13 244 - - 110 50.0 597

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Sands-clean sand tosilty sand(6)
Sand mixtures -silty sand tosandysilt(5)
Sands-clean sand tosilty sand (6)
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Siltmixtures-clayeysilt tosilty clay(4)
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Sand mixtures -silty sand to sandysilt(5)
Sands-clean sand tosilty sand(6)
Sand mixtures -silty sand tosandysilt(5)
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Sand mixtures -silty sand tosandysilt(5)
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Sand mixtures -silty sand tosandysilt(5)
Silt mixtures-clayeysilt tosilty clay(4)
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Empirical Prediction of Liquefaction-Induced Lateral Spread References:

Bartlett, S.F., and Youd, T.L. (1995), "Empirical Prediction of Liquefaction-Induced Lateral Spread." J.

Geotech. Engrg., ASCE, 121(4), 316-329.

Youd, T.L., Hanson, C.M., and Bartlett, S.F. (1999), "Revised MLR Equations for Predicting Lateral Spread Displacement (Draft).

Youd, T.L., Hanson, CM., and Bartlett, S.F. (2002), "Revised MLR Equations for Prediction of Lateral Spread Displacement." J. Geotech. Engrg., ASCE, 128(12), 1007-1017.

INPUT: CPT 6
earthquake Magnitude,
horizontal distance to nearest seismic
energy source or to nearest fault rupture (km),
M := 7.3 6< N1 <8
R := 7 R>0.5km
free face ratio (100xH/L), W
2 -100 W = 5.106 l<W%<20
235
gradient of surface topo or ground slope (%), 0.7 S S = 0.7 0.1<S(%)<6 100•%
For 1<Zt (m)<10 (upper 30 ft)
thickness of saturated layers with N160 <15 (m), 0.701 2.3 ft = 0.701 m 1<T15(m)<15 average fines content in T15 (%), F 15:= 20.3
average D50 in T15 (mm), D50 15:= 0.046
Ro := 10(0.89.M-564) Ra := Ro + R
Free-face component (Revision from 2002):
logD Hff:= -16.713 -i- 1.532•M - 1.406•log( Ra) - 0.012-R + 0.592•log( VV) + 0.540•log(T ) + 3.413 -log (100 - F 15) - 0.795 -log (D50 15+ 0.1)
D Hff:= 10
(logo HO
D Hff = 1.81 meters D Hff-rn = 5.9240ft D Hff•m = 5.90ft Ground Slope Component (Revision from 2002):
logD Hff:= -16.2131- 1.532•M - 1.406•log( Ra) - 0.012-R + 0.338-log( S ) + 0.540•Iog (T 15) ... + 3.413-log (100 F 15) - 0.795(D50 151- 0.1)
(logo Hf-i) D Hff :10' D Hff = 0.32 meters D Hff•m = 12.60in D Hff-rn = 1 oft 111
A
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GM. Depth:

Design GM Depth:

Removal
Avg.

Layer Layer lip
Batt. Thick. Reshot
Lever 1111 cc ltsfl
P77 W.O.: 9017
7 1 fl Elev.: 772
7 1 It lc: 2.6 ssooncer_osissoir_seffisfi,FefielFeffs0000PI.07sca 0 It.

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Side Avg, Norm. EM. Sall
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Is 0010 tat (coil Tnea
Elf. Norm.

O.B. 0.6 Exp. lc
tag tsf n Range
Fill Height: 0.0 It 125 pot
Max horizontal sec. @ surface: 0 47 g
Design earthquake magnitude: 750
Fines OPT
Content Phi Dr Su 01{60)
ISv 141 ide 3/4 t lb I
Summary of Analysis of CPT Data
1 80 0 74 105 072 163 69 120 Clays • silty 0100 10 clay 0 063 0 063 0 7 2 94 to 114 759 63 4 -- -. 0 7 24 0 337 2 I 97 0.08 7 5 0 51 64 8 70 125 Very stiff fine grained- 0 113 0 113 1 265 363 37 7 0 5 500 65 3 3 28 056 51 031 32.7 e 1 120 Clays • silty clay to clay 0 158 0.158 1 2.7 to 291 483 46.9 -.• 0 3 36 0 482 4 3 44 008 4.1 0 14 190 3.5 120 Silt mixtures • claysly silt to silty clay 0 202 0 202 1 2.82 491 46 9 -- 03 7 4 13 9 5 6 23 1 39 5.0 024 167 52 120 Clays - silty clay to clay 0 291 0 291 1 2.7910 301 651 56 9 - 0.3 14 9 229 6 6 56 0 16 12.6 0.46 31 8 38 120 Silt mimures - clayey silt to silty clay 0 384 0 384 1 2 61 to 2 73 3 78 ' 38.8 -• 0 8 172 256 7 902 1.23 72 0.39 15 1 55 120 Clays • silty clay to clay 0 468 0 445 1 2.94 to 3 16 728 61 6 - 0 4 167 25 1 8 9 19 008 17 0 047 27 7 28 120 Silt mixtures - clayey 5:11 10 silty clay 0 547 0.484 07 2 63 349 36.7 - - 1 1 86 153 9 964 023 39.4 090 548 23 120 Sand mixtures' silty sand to sandy silt 0 571 0 496 05 2 29 to 2 41 208 240 39 44.0 - 172 233 15 10 50 033 25 2 110 429 4 8 120 Silt mixtures • clayey silt 10 01110 clay 0.611 6515 0.5 to 1 254 to 2 7 362 37.6 -- -. 1 6 333 44 7 11 10 99 025 18.9 1 06 334 60 120 Clays • silty clay to clay 0 645 0.531 1 2 71 to 2 86 4 74 45 6 - 1 2 395 408 12 1176 008 379 080 505 22 120 Sand mixtures - silty sand to sandy silt 6665 0 541 05 235 213 246 39 400 - 121 189 13 12 80 082 106.1 1 49 137 5 1 4 125 Sands - clean sana to silty sand 0 721 0 569 05 1 84 to 2 03 1 21 10 8 44 81 0 293 31 2 4 13 12 016 56 0 I 20 708 2 3 120 Sand mixtures - silty sand to sandy sill 0 782 0 599 05 2 11 to 2 44 1 98 22 1 40 520 --- 21 6 27 3 15 12 29 008 773 070 273 43 120 Silt mixtures • clayey silt to silty clay 3.797 0 606 1 275 437 831 -- -- 1 1 184 271 16 1346 008 81 034 II 9 47 120 Clays • Silty clay to clay 0 807 0611 1 305 731 61.9 65 70 134 17 13 78 0 16 0 4 005 9.1 1 4 120 Silt mixtures • clayey silt to silty clay 0 821 0 618 1 278 to 2 93 535 49 6 - 0 4 2.5 8 18 16 73 1 48 5 4 722 68 44 120 Clays - silty clay to clay 0 920 0.695 1 3 04 to 3 42 900 76 0 --- -- 03 7 1 136 15 17.22 025 48 5 , 17 58.7 4 7 IX Silt mixtures -clayey silt to silty clay 1 023 0 715 05 10 0,7 2.4110 2 61 302 32 7 - - 3 2 396 51 7 20 17 72 0.25 927 213 106 3 24 120 Sand mixtures • silty sand to sandy silt 1.053 0 725 05 2 06 to 2 35 .1.64 18.0 42 090 - 3/3 376 21 17 88 078 364 1 89 48 1 09 120 Silt mixtures • clayey silt to silty clay 1.072 0 739 07 267 3.44 36 3 .- - 26 374 49 9 22 18 70 0.41 14.8 091 18 3 68 120 Clays -silly clay to clay 1.102 0.753 1 2 77 td 2 17 7.42 62.2 - 09 25.7 35.8 23 5806 008 21 5 085 26.5 42 120 Silt mixtures - clayey_ silt to silty clay 1.131 0.767 1 2 75 441 43 9 -- - 1 172 256 24 19 52 0.33 538 077 596 15 120 Sand mixtures- silty sand to sandy silt 1.156 0.779 0.5 2.091a 2.35 170 19.1 39 460 - 120 169 25 20 67 057 79.2 084 86 3 1 1 125 Sanas - clean sand to silty sand 1 212 0.806 55 1.88 to 2 05 128 12.4 41 620 - 177 20 26 20 83 0.06 728 Ilk 783 IT /20 Sand mixtures - silty sand to sandy sill 1.252 0 827 05 213 152 16 8 40 58.0 - 15 9 23 27 2297 107 153 3 246 161.4 19 125 Sands - clean sand to silty sand 1.324 0 862 05 1 83 to 1 99 119 10.5 44 875 - 39.0 91 28 7346 0.25 126 6 320 130 5 2.7 120 Sand mixtures- silty sand to sandy silt 1.405 0.903 05 2.01 to 2.29 156 170 42 780 - 44.2 497 29 23 62 008 56 6 2 73 583 41 120 Silt mixtures - clayey silt to silty clay 1 425 0.912 05 2.56 3.10 315 -- - 3 7 423 55 30 24 11 029 19.7 1.22 199 67 120 Clays • silty clay to clay 1 445 0.922 1 2 87 to 3.16 587 59 0 -. 1 2 280 386 31 24 28 008 39.9 1 53 41.4 40 120 Silt mixtures - clayey silt to silty clay 1 464 0 931 07 2 60 331 352 - - 26 267 37 32 24 44 0.08 61 8 1 81 62.5 30 120 Sand mixtures - silty sand to sandy silt 1 474 0 936 05 238 225 25.8 36 48.0 - 269 34 5 33 2061 . aos 386 223 395 65 120 Clays -silty clay to clay 1.484 0.941 I 2.74 430 428 -- .- 25 401 532 34 2093 0 16 77 4 2 82 779 27 120 Silt mixtures - clayey silt to salty clay 1 499 0 948 05 2.38 to 2 4 226 25 9 -- - 5 1 392 464 35 2592 049 130.6 400 130 0 31 120 Sand mixtures - silly sand to sandy silt 1 536 0 967 56 2.12 la 2 32 166 187 42 780 - 496 565 36 26.08 aos 616 251 608 42 120 Silt mixtures- clamy silt to silty clay 1.573 0 983 55 250 2.75 30.5 40 369 47 5 37 26 25 0.08 35.0 1.95 33.9 5.8 120 Clays - silty clay to clay 1.683 0.988 1 2.78 4 59 44 6 -- - 2.2 358 48 38 26.57 0.16 79.3 2.96 77 8 38 120 Silt mixtures - clayey silt to silty clay 1.597 0 995 0.5 2 39 to 2.4 229 262 -- - 52 404 498 39 26 74 008 114 3 3 75 111 8 33 120 Sand mixtures - silty sand to sandy silt 1 612 1 002 0.5 2.25 1 79 :20.7 41 720 - 486 564 40 27.07 0 16 69 4 3 05 67 2 4 7 120 Sid mixtures - clayey silt to silty clay 1 627 1 009 0.5 to 1 2.38 10 2.68 266 31 9 -- -- 4 5 437 552 41 3578 4 35 14 3 0.70 10.9 . 57 120 Clays. silly clay 10 0107 1.898 1.139 1 2 88 to 3 45 8 76 69.9 -- 08 11 3 106 42 35.93 008 62.3 300 475 50 120 Silt mixtures • clayey silt to silty ClaV 2.163 1 267 1 263 349 366 - 40 376 50.1 43 41 34 271 38.9 2.76 271 7.5 120 Clays - silty clay to clay 2 331 1 347 1 2 79 to 3.1 693 54 0 -- 2 4 39 1 51 9 44 41 50 008 104 9 3 38 85.9 3.3 120 Sand mixtures - silty sand to sandy silt 2 498 1 427 05 2 32 2 01 23.3 39 600 - 375 454 45 41 67 008 99 6 360 81 5 3 7 120 Sin modures - clayey silt to silty clay 2.508 1 432 05 2 37 2 21 25.3 6 5 409 50 1 46 4265 049 49.1 175 322 84 120 Clays. silty clay 10 0107 2.542 1 448 1 268 ta 3 04 5 96 53 3 - -- 3 1 471 61 5 47 4288 018 113 2 6.01 915 46 125 Very stiff, Inc qrained• 2.582 1 468 .05 2 33 to 2.49 240 27.1 - 70 000 61 48 4180 041 71.6 299 53.5 44 120 Sill mixtures - clayey silt to silty clay 2 617 1 485 0 510 1 242 102.67 3 10 313 - -. 46 34 9 45 7 49 44.46 033 43.8 3.67 27.3 9 1 120 Clays - silly clay to clay 2.661 1 506 1 285 to 3 14 673 58 2 _ - 2 7 494 595 50 45 93 074 162 7 11 42 119 4 74 125 Very stiff, fine drained' 2 727 1 538 05101 2 27 to 2.67 298 320 _ - 107 50.0 63 51 47.41 074 81 4 5 84 496 75 120 Clays - silty clay to clay 2.817 1 582 1 264 to 2 84 4 36 430 -- - 52 SO 0 65 52 47 57 008 125.9 5 12 97 2 42 125 Very stiff, fine grained. 2 867 1 607 OS 236 2 16 24 9 - - 82 SOS 60 53 48.39 041 151.3 439 116 3 30 120 Sand mixtures- silty sand to sandy silt 2.897 1 621 05 215 to 2 27 1.67 185 40 730 - 402 50.8 54 4072 016 125.7 679 86.3 56 125 Very stiff, fine grained• 2.931 1.638 0 5 to 1 2 38 to 2 61 282 30.8 - 82 550 627 55 4067 057 62.4 475 359 81 120 Clays - silly clay to c/ay 2 976 1960 7 2 59 to 3 03 545 58 2 -- 4 0 455 601

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Siltmixtures-clayeysilt tosilty clay(4)
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GEOLABS-WESTLAKE VILLAGE
Empirical Prediction of Liquefaction-Induced Lateral Spread References:

Bartlett, S.F., and Youd, T.L. (1995), "Empirical Prediction of Liquefaction-Induced Lateral Spread." J.

Geotech. Engrg., ASCE, 121(4), 316-329.

Youd, T.L., Hanson, CM., and Bartlett, S.F. (1999), "Revised MLR Equations for Predicting Lateral Spread Displacement (Draft).

Youd, T.L., Hanson, C.M., and Bartlett, S.F. (2002), "Revised MLR Equations for Prediction of Lateral Spread Displacement." J. Geotech. Engrg., ASCE, 128(12), 1007-1017.

INPUT: CPT 7
earthquake Magnitude,
horizontal distance to nearest seismic
energy source or to nearest fault rupture (km),
free face ratio (100xH/L),
M := 7.3 6< M <8
R := 7 R>0.5km
W = 12.100 W = 5.106 l<W%<20
235
gradient of surface topo or ground slope (%), 0.7 S := S = 0.7 0.1<S(%)<6 100 •`)/0
For 1<Zt (m)<10 (upper 30 ft)
:hickness of saturated layers with N160 <15 (m), T 15 '= 351 1.15 ft = 0.351 m 1<T15(m)<15 average fines content in T15 (%), F 15 "= 20-
2 average 050 in T15 (mm), D50 15:= 0.078
Ro := 10(089-M-56a) Ra := Ro R
Free-face component (Revision from 2002):
logD Hff:= -16.713 -I- 1.532.M - 1.406•log( Ra ) - 0.012.R 0.592.1og( W) + 0.540.1og (T 15) ... + 3.413•log(100 - F 15) - 0.795•1og (050 15+ 0.1)
(logD Hff)
D Hff:10 - D Hff = 1.07 meters D Hff-m = 3.498 eft D Hff-m = 3.5 oft Ground Slope Component (Revision from 2002):
logD Hff:= -16.213 1.532•M - 1.406•Iog( Ra) - 0.012-R + 0.338•log( S ) 0.540•log(T 15) ... + 3.413•log (100 - F 15) - 0.795.(D50 15 0.1)
(logD Hff)
D Hff:= 10 D Hff= 0.21 meters D Hff•m = 8.2.in D Hff•m = 0.7.ft Dynamic PorePressure (psi) Soil Type Number
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Evaluation of Soil racteristics
Using CPT Data
a0 0
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S:\Engr\CPT_Data19017_Selleck_FerroTerro\CPD\CPT-07.cpd Behavior Ty
pe CPT-Based Soi

GEOLABS-WESTLAICE VILLAGE
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Summary of Analysis of CPT Data
W.O.: 9017
Elev.: 74 2
lc: 2.6 ,EnonCP1_044•00,,...m_fet00erroOKX7,09c94
CPT:

G.W. Depth:

Design S.W. Depth:

Removal
Avg.

Layer Layer Tip
Sort. Thick. Relict
L4 9n1 1811 Intl c lIeD
Soil Eli. Norm.

Behavior 0.13. 0.13. Exp. lc
Type 1119 lIen n Range
Fill Height: 00 ft
Max horizontal a.. a surface:

Design earthquake magnitude:

Fines
Content Phi Dr
Ho 841 ldeul%
CPT8
561
56 0.
0 11
Avg.

Side Avg.

Tip Resist
Is MN lIen
Norrn. Est.

Frc. Rt. Wet Den.
101

SPT SPT
Su N1(1307 N1(80 )cs
lb
125 .1
047 g
7 50
1 098 033 83 049 136 57 120 Clays - silty clay lo clay 0.037 0 037 07 2 91 to 3 18 762 636 - - 06 174 259 2 1 15 008 18 001 26 06 115 Sensitive, fine grained 0.064 0 064 07 317 890 710 - - 01 20 74 3 1 48 0 16 1 2 003 14 1 2.3 120 Sin mixtures - clayey silt to silty cla_y 0 078 0 078 1 2 75I0 2 93 5 18 48.5 - 0 1 4 6 106 4 1 97 0 25 6 9 0 39 22 5 5.9 120 Clays - silty clay to clay 0 103 0 103 0710 1 2 78 to 109 6 38 560 - - 05 23.4 331 5 3 44 574 4.1 0 14 25 5 32 120 Silt mixtures • clayey 1111 10 silty clay 0 162 0 162 1 2 61to 2.86 4 14 41 4 0 3 14 6 22 5 6 427 041 3.0 009 119 34 120 Clays - silty clay to clay 0231 0 231 1 2 94 to 2 99 631 562 02 55 116 7 4 59 0 16 2 4 0.03 8 1 1 3 120 Silt mixtures - clayey sill to silty clay 0 265 0 265 1 2 87 to 2 92 5 64 51 6 0 1 2 4 7 9 8 4 92 0 16 1 7 000 4 9 0.4 115 Sensitive, line gra7ned 0 285 0 285 1 1 82 to 2 97 5 70 51 9 - 01 20 74 9 7 22 1.15 3.5 0.12 8 9 3 5 120 Clays - silty clay lo clay 0 363 0.345 1 2 95 to 3 34 7 97 656 .- 02 00 122 10 7 38 058 17 3 035 27 3 1.8 120 Sand mixtures • silty sand to sandy silt 0 437 0 384 0 5 /51 2.82 311 36 160 - 6.0 It 7 11 12 63 2.62 94 0 1 27 133 0 1 3 125 Sands 'clean sand to silty sand 0 606 0 468 0.5 1 79 to 2.07 1 21 108 44 79 0 - 254 302 12 12.80 0.08 53 5 1 20 83 6 1 9 120 Sand mixtures .11119 sand to sandy silt 0 775 0 553 05 2 16 1 57 17 641 61 0 22 4 77 13 12 96 0 08 aao 1 08 43 3 3 4 120 Sin mixtures - clayey 67610 siity cia_y 0 785 0 557 0 5 2.53 2.93 32 1 - 2 1 21 6 30 1 14 13 29 0 16 12 1 0 46 700 4 0 120 Clays .51115 clay lo clay 0 799 0 565 1 2 78 to 2 91 5 20 48 7 - - 08 12 4 19 8 15 13.82 516 65 508 98 1.5 120 Sfit mmures - clayey 615 70 silty clay 0 819 0 574 1 2.71370 2.9 5.14 483 - -- 74 28 83 16 1540 1.39 8.7 a 39 12.5 4 4 120 Clays .1:117 clay to clay 0 912 0 619 1 28610 3.31 7 38 62 1 05 11 6 19 17 16 57 008 19 5 0.53 28 0 2.9 120 Silt mixtures .clayey silt to silty clay 1.001 0.681 1 2.63 3.50 36.7 -- - 1 2 89 15 7 18 1750 049 63 0.31 77 6.3 120 Clays -silly clay to clay 1.036 0 678 1 3 02 to 3 44 10 69 807 - - 03 83 149 19 17.72 008 6.1 056 72 112 115_ Organic soils - peals 1 070 0 694 1 3.46 13 36 95.1 - - 0.3 30.4 414 20 7821 526 205 067 217 26 120 Silt mmtures .clayey snIto silly clay 1.089 0.704 0.510 1 2 5810 2 78 3.71 382 - - 16 161 242 21 18 54 0 16 16.3 087 21 2 5 8 120_ Clay silly clay to clay 1 114 0.715 1 7. 85to 2 99 5 95 535 - - 1 0 250 35 22 18.70 008 488 1.46 567 3.0 120 Sand mIxtures - silty sand to sandy silt 1 129 0 721 05 242 240 27.3 38 44.0 •-• 254 333 23 19 03 0 16 44 3 170 50 7 3 9 120 Siit mixtures -clayey 6:11 10 stIty clay 1 143 0.730 05 1 52 to 2.55 2.94 32 1 - - 29 30 4 404 24 19 19 0.08 71 4 1.70 81 4 7.4 120 Sand mixtures • wily sand to sandy silt 1 158 0 737 0 5 224 1 76 203 41 59.0 - 26.8 32 7 25 7952 0.16 469 1 AO 564 43 120 Sin mixtures - clayey 61117o silly clay 1 173 0 744 0.5 to 1 2 4210 2.63 2.95 320 20 254 462 26 20.01 025 835 2.19 94 0 2 8 120 Sand mixtures • silty sand to sandy silt 1 198 0 755 0.5 2 07 to 2 37 1 80 204 41 65.0 - 332 395 27 22 47 1 23 182.2 2.97 198.7 1.7 125 Sands - clean sand to silty sand 1 289 0.801 05 1 67 to 2 01 1 17 98 45 926 - 42 7 44 5 28 22.64 0.08 151.5 4.23 161.6 2.8 120 Sand mixtures .11115 sand to sandy silt 1 371 0 842 0.5 2.09 1.49 186 44 88.0 - SOS 1192 29 22 80 008 8/0 362 872 45 125 Very stiff, One grained 1 381 0.847 05 142 239 271 _ 5.4 50.0 61.1 30 23 13 0.16 297 170 331 5.9 120 Clays - silty clay to clay 1 396 0.854 1 2.72 to 2 88 486 464 - - 19 348 468 31 23 62 0 25 13.9 0 26 14 4 2.1 120 Silt =slums - clayey 5111 10 silly clay 1 421 0.866 1 177 to 2 79 4 63 449 - - 08 4 7 las 32 24 11 0.25 14 8 0 66 15 1 5 0 120 Clays .1:115 claY 10 Clay 1 450 0 880 1 182 to 3.22 7.06 600 - - 0.9 13.9 21 7 33 74 28 0.08 42.7 1 24 44.3 3.0 120 Silt mixtures - clayey 6117 70 silty clay 1.070 0.890 0 5 249 2.73 304 - - 27 17.9 204 34 26 90 137 103.8 263 105 3 16 120 Sand mixtures .silly sand to sandy silt 1 553 0 930 0.5 2.06 to 2 39 168 168 41 68.0 - 053 41.1 35 27.07 508 364 1.26 34.8 97 120 Silt mbdures - clayey 6111 10 silly clay 1 937 0.970 1 /83 353 389 - - 23 197 086 36 37.57 5.25 12.4 0.64 91 5.8 120 Clays - silly clay to clay 1.957 1 123 1 2 82 to 3.49 10.04 770 - - 07 11.2 784 37 37 89 0 16 42.8 1 51 31 7 3 7 120 Silt mixtures - clayay 5111 10 silly clay 2 282 1 279 1 2.63 10 2.68 3.70 383 - -- 27 180 257 38 38 55 0 33 28.6 2.48 20 3 8 8 120 Clays - silty clay to clay 1311 1 294 1 2.99 to 3.17 7.82 636 - - 1 8 34 1 48 39 38 71 0 08 176.7 7.20 151 4 4 1 125 Very stiff, One grained. 2 336 1 306 0 5 2.24 1 78 20.5 -- 11 6 50 0 578 40 4066 958 2052. 654 216 0 3.5 125 Very stiff sand to clayey sand. 2453 1.339 05 2 0910 2.11 145 153 04 970 - 50.0 553 41 42 32 0 82 156 1 4 63 129 7 3 0 120 Sand mndures - silty sand to sandy slit 1514 1 393 as 2 12 to 2 37 1.64 185 41 77.0 - 47 5 54 1 42 43.80 0 74 22 8 1.15 14 1 5 7 120 Clays - silly clay to clay 2 607 1 438 1 2 75 lo 3 26 7 92 65 1 - .- 1 3 14 0 21 8 43 43.96 008 171 274 99 18.9 115 Organic soils - peals 1656 1 462 1 351 14 36 100 0 - •-• 10 50.0 65 44 46.92 1 48 277 4 9.32 220 8 3 4 125 Very stiff sand to clayey sand• 2.753 1 510 0.5 /04 to 2 29 1.44 154 44 980 - 50 0 55 1 45 47.57 533 231.6 588 151 2 36 120 Sand 15014: 05 .1:175 sand to sandy silt 2 865 1566 05 201182.05 1.34 1313 4 91 0 - 500 54 2 46 48 06 025 213 9 7 34 166 4 3 5 125 Very Oa sand to clayey sand. 2900 1583 05 21370219 158 177 42 87.0 000 564 47 48 23 0.08 178.4 2.64 138 4 1 5 125 Sands - clean 5409 10 silty sand 2 921 1 593 55 1 93 1 22 177 41 80.0 302 32 3 48 48 56 0 16 189 1 5 19 146 3 2 8 120 Sand mixtures -silly 5400 70 sandy silt 2 936 1.600 05 207 10 2.16 1 48 162 42 810 - 48 1 536 49 49.21 033 236 2 7.59 7879 33 125 Very stiff sand to clayey sand• 2 966 1 615 0.5 1 09 to 2 14 748 752 43 910 - 50.0 556 50 45S4 0 16 182 9 853 140.7 46 725 Very stifl, fine grained. 2.997 1 631 05 2 2 to 2.4 1 99 217 - - 720 sao 589 51 49 87 0 16 66 0 4.40 38.4 7 0 120 Clays - silty clay to clay 1017 17341 1 2 76 to 2 84 4 78 460 -- - 42 45 1 592 52 50 03 0 08 756 3 83 44 6 4 9 120 Silt nurtures - clayey 1111 10 silty clay 2031 1 648 1 264 3 59 37.4 -- -- 45 35.8 419

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Sand mixtures -silty sand to sandysilt (5)
Sands-clean sand tosiltysand (6)
Sand mixtures -silty sand tosandysilt (5)
Silt mixtures -clayeysilt to silty clay _e_l) Silt mixtures-clayeysilt tosilty clay(4) Sand mixtures -silty sand to sandysilt (5)
Silt mixtures-clayeysilt tosilty clay(4)
Sand mixtures -siffy sand to sangysi1U5)
Silt mixtures-clayeysilt to silty clay(4)
Sand mixtures-siffy sand to sandysilt (5)
Sands-clean sand tosiltysand (6)
Sand mixtures-silty sand to sandysilt (5)
Verystiff, fine grained (9)
Silt mixtures-clayeysilt tosilty clay(4)
Sand mixtures -silty sand to sandysilt(5)
Verystiff, finegrained' (9)
Verystiff sand toclayeysand' (8)
Sand mixtures -silty sand tosandysill (5)
Very stiff sand toclayeysand- (8)
Sand mixtures-silty sand tosandysil(J5)
Verystiff sand toclayeysand* (8)
Sands-clean sand tosilty sand (6)
Sand mixtures -silty sand tosandysilt (5)
Verystiff sand toclayeysand' (8)
Verystiff, finegrained • (9)
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GEOLABS-WESTLAKE VILLAGE
Empirical Prediction of Liquefaction-Induced Lateral Spread References:

Bartlett, S.F., and Youd, T.L. (1995), "Empirical Prediction of Liquefaction-Induced Lateral Spread." J.

Geotech. Engrg., ASCE, 121(4), 316-329.

Youd, IL., Hanson, CM., and Bartlett, S.F. (1999), "Revised MLR Equations for Predicting Lateral Spread Displacement (Draft).

Youd, IL., Hanson, CM., and Bartlett, S.F. (2002), "Revised MLR Equations for Prediction of Lateral Spread Displacement." J. Geotech. Engrg., ASCE, 128(12), 1007-1017.

INPUT: CPT 8
earthquake Magnitude, M := 7.3 6< M <8
horizontal distance to nearest seismic
energy source or to nearest fault rupture (km), R := 7 R>0.5km free face ratio (100xH/L), W '= -1-
2 .100 VV = 5.106 l<W%<20
235
gradient of surface topo or ground slope (%), S:= 0.7 S = 0.7 0.1<S(%)<6 100.%
For 1<Zt (m)<10 (upper 30 ft)
• 'hickness of saturated layers with N160<15 (m), 1
15 := .149 0.49 ft = 0.149 m 1< T15( m)< 15
average fines content in T15 (%), F 15:= 19.51
average D50 in 115 (mm), D50 15:= 0.193
Ro := 10(0.89.M-564) Ra := Ro + R
Free-face component (Revision from 2002):
logD Hff:= -16.713 + 1.532-M - 1.406.1og( Ra) - 0.012.R + 0.592.1og ( W) + 0.540-log (T 15) ... + 3.413-log (100 - F 15) - 0.795. log( D50 15+ 0.1)
D Hff := 10
clogD Hff) D Hff= 0.47 meters D Hff.m = 1.5260ft D Hff.rn = 1.5 oft Ground Slope Component (Revision from 2002):
log D Hff := -16.213 1.532.M - 1.406.1og( Ra) - 0.012-R + 0.338- log( S ) + 0.540 -log (-1 15) ... + 3.413dog (100 - F 15) - 0.795-(D50 15 + 0.1)
D Hff:= 10
(log D Fiff )
D Hff = 0.11 meters D Hff•m = 4.30in D Form = 0.40ft
Dynamic PorePressure (psi)
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CPT:

G.W. Depth:

Design 0.W. Depth:

Removal:

Avg.

Layer Layer Tip
Batt. Thick. Resist
LoVer (It) c ash
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0.B. 0.B. Exp.
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Fill Height: 0.0 ft 125 pcl
Max horizontal ace. rg surface: 047 g
Design earthquake magnitude: 7 50
Fines SPT SPT
lc Content Phl Dr Su N1(60) 81(60)cs
Range Kc % tsf lbell
0 49 0 08 334 1 05 54.4 3.1 120 Sill mixtures - clayey silt to silly clay 0 015 0 015 0 5 244 2.48 281 - 2.2 25 5 23.5 2 46 0 98 160 1 44 31.0 7 8 120 Clays - silty clay M clay 0 089 0 089 0.7 2 71 to 3 5 70 51 8 - 1 3 43 4 57 1 279 016 105 097 709 01 120 Vent stiff, fine drained. 5 157 L 057 07 2 76to 2 79 461 4413 -- - :2 29.3 402 7 22 2 21 6 1 0 :1 224 1 120 Clays - silty clay to clay 0 300 0.284 I 2 7410 3 38 6.93 592 - 0 4 30.6 41 7 7 38 0 08 124 055 324 r: 0 120 Silt mixtures - clayey silt to silty clay 0 438 0 369 1 2 72 4 13 41 4 --- - 0 8 25 5 8 20 0 41 393 057 61 9 1 4 120 Sand mixtures . silty sand to sandy sill 0.468 0 384 0 5 2 0890 220 1 65 185 40 47 0 -- 13 3 ,3f; :

10.01 0 90 834 1 21 125 3 1 5 125 Sands - clean sand to silt sand 0.549 0.424 0 5 1 6610 2 02 1 24 11 6 44 78 0 - 28 1 30 4 1091 0.08 011 1.29 050 33 120 Sand rnrxtures -silly sand to sandy silt 0 610 0 454 0 5 217 160 180 42 640 - 259 10 33 0 08 294 1 05 42 5 3.7 120 Silt mixtures - clayey 6:11 10 silty clay 0 620 0 459 0 5 2.56 3 II 336 - - 1 9 25 1 309 4 6 10 50 506 11 4 065 232 6 0 120 Clays - silty clay to clay 0 630 0.464 1 290 5 74 52 2 - - 0 7 28 8 390 +1.15 0 33 60 0.09 11.4 1 5 120 Silt mixtures - clayey 0111 10 silty clay 0 654 0.475 1 2 7390 291 4 82 46 1 -- 04 11 88 11 81 0 33 4 5 008 7 7 2 1 120 Clays - silty clay to clay 0 693 0.494 1 2 9710 309 6 87 59.2 -- 0 3 3 4 81 12 14 D 16 40 003 6.5 1.0 120 Sill mixtures • clayey 6111 10 silty clay 0.723 0 509 1 2 9102 95 590 516 - - 52 2 0 7 4 15 57 2.21 5 5 026 8 0 5 1 120 Clays - silty clay to clay 0 866 0 577 1 2 96 lo 338 007 75 1 -- 0 3 86 15 3

16.73 0 08 350 1 00 420 2 9 120 Silt mixtures - clayey 61010 silty clay 1 004 0 643 0.5 250 2 76 306 - -- 2 3 16.1 23 4 1600 008 773 152 940 1 7 120 Sand mixtures - silty sand to sandy slit 1 013 0.648 0.5 209 144 15.5 42 660 - 24.3 201 17 22 0 16 112 4 201 1355 1 8 125 Sands • clean sand 10 11119 sand 1 029 0 655 0.5 8.9810 1 99 1 29 12.7 43 81 0 - 32.5 354 1 17 39 0.08 129 2 2.77 155 2 22 120 Sand mixtures - silty sand 10 58009 silt 1 044 0 663 05 201 132 133 44 860 - 449 486 1 18.70 066 1509 270 1 875 1.7 115 Sands - clean 5008 90 silty sand 1 090 0.686 05 1 8 to 1 98 1 18 101 45 940 - 45.6 876 18 66 0 08 827 2.24 96 1 . 2 7 120 Sand mixtures - silty 5476 90 sandy sill 1 136 0 709 0 5 223 1 74 199 42 66.0 - 33.8 40 1 21 19 03 0.08 48.9 1 95 56 7 4 1 120 Silt mixtures - clayey 6111 10 siltY cloy 1 145 0 713 0 6 251 2.81 311 - - 3 2 34 1 44 4 22 20.67 0 82 108 050 21 2 5 8 120 Clays - silty clay to day 9255 0 739 1 2 7410 3.12 6 18 547 - - 1 0 23 1 32 7 23 21 16 0.25 922 2.76 102 8 3 1 120 Sand mixtures • silty sand to sandy silt 1 264 0 770 0 5 2 1810 2 34 1 80 206 42 69.0 40 8 47 8 24 21 33 0 08 61 7 2 12 68 4 3 5 120 Silt mixtures - clayey 5111 10 sin' ci0Y 1 283 0 780 0 5 241 2.34 26 7 - .- 4 0 33 2 41 9 25 21 49 008 639 254 706 3 3 120 Sand mixtures - silty sand to sandy silt I 293 0 784 0 5 238 222 255 40 53 0 - 31 9 40 1 26 21 82 0 16 44 1 1 71 502 4 2 • 120 0:11 mixtures - clayey 6111 10 silty clay 1.308 0 791 05 to 1 2 43 to 2 69 3 18 338 2 9 31 4 41 4 20 21.98 000 154 051 159 5.0 120 Clays - silly cloy 10 clay 1 323 0 798 1 2.97 039 064 - -- 10 250 35 28 22 15 008 21 9 a 74 256 3.6 120 Silt mixtures - cleYeY 6111 10 slitT cloy 1 332 0 803 1 273 4 14 41 5 -- - 1 4 11 7 19 29 22.47 0 16 348 0 73 37 8 2.2 120 Sand rntxtures - silty Sand to sandy silt 1 347 0 810 0.5 24590 246 2.53 288 36 27.0 -- 9 3 15 3 30 22.97 a 25 52 7 2.03 57.5 4 0 120 Silt mixtures • clayey 6111 10 silty clay 1 372 0.822 05 tO 1 2 36 to 268 3.00 32.3 - -- 34 33.4 43 2 31 23.13 0.08 839 3 55 7007 3 8 125 Very stiff sand to clayey sand 1 392 0.832 0 5 2.32 2.03 225 41 688 - 50 0 59 3 32 23.46 016 427 219 524 48 120 Silt mixtures • clayey sal to SOY OW 1.407 0.839 0.5 to 1 25290 2.66 329 34.9 - - 31 38.1 499 33 14 77 066 26.4 1.85 32.3 6.7 120 Clays - silty clay to clay 1 456 0 863 1 2.72 to 2 95 5.15 483 .- - 18 38.9 51 7 34 26 57 090 520 2.16 518 43 120 Silt mixtures • clayey 96 110 silty clay 1 549 0 908 0.5 to 1 2.45 to 264 299 32.5 - - 34 34.8 458 35 3800 221 110 7 2.62 108 0 2,4 120 Sand mixture Ily sand to sandy silt 1.736 0 997 05 2 03 to 2.39 1 59 178 41 650 - 342 394 36 31 17 0.08 889 3.95 82.5 4.6 125 Very stiff, fine grained' 1.874 1 064 05 244 2.50 283 - - 57 500 616 37 31.33 008 44 8 3 25 402 7.6 120 Clays • silty clay 10 0107 1.884 1069 1 281 4 85 465 - - 2 9 50 0 65 38 31 50 0 08 585 3 30 53 6 5.7 120 Silt mixtures - ciattey silt to silty cloy 1 894 1 073 1 /63 3 55 371 - - 3 8 46 2 60.5 39 31.99 028 150.5 474 141.5 32 120 Send mixtures • slffy sand to sandy silt 1.914 1 083 0.5 2.11 to 2.27 163 153 42 870 - 50.0 567 40 3146 0.74 205.0 6.38 190.2 3.1 125 Very stiff sand to clayey sand' 1.975 1913 . 55 2.07 to 2 13 1 44 15.5 44 94.0 - 000 502 41 34 61 557 145 1 3 71 132.3 26 120 Sand m.xtures -51187006619 sandy silt 2 055 1 153 0.5 255 to 2.24 1.50 160 42 766 - 43 3 450 42 34.94 016 849 3.63 76 6 4 4 120 Silt mIxtures - clayey silt to silty clay 2 100 1174 0.5 241 to /48 2 52 264 - -- 5 5 46.2 57 3 43 35.10 008 116 6 378 7049 13 120 Sand intxtures • silty sand to sandy silt 2 114 1 181 0.5 228 184 ' 212 41 69.0 454 532 44 35 60 0 25 2509 4 23 180 1 2.1 125 Sands • clean sand to silty sand 2 135 1.191 0 5 1 94 to 1 99 1.26 12 1 43 91 0 48.9 52 1 45 36 58 049 151 3 4 02 134 5 2 7 120 Sand instures - silty sand to sandy silt 2 180 1.213 0 5 2 03to 2 29 1 54 189 42 790 - 44 4 50 46 36.75 C 08 703 3,79 55.3 56 120 511 mixtures - mayey Sin 10 VW clay 2 214 1.229 1 2.62 3 43 362 - -• 4 5 46 0 002 47 37 24 025 403 2.36 30.7 6 2 120 Clays - silty clay to clay 2234 1.239 1 2 77 to 2 89 5 01 475 - -- 2 5 35.5 475 48 37 73 025 855 3.30 70 3 4 2 120 Silt mixtures • clayey 01610 silly clay 2 263 I 253 0.5 2 38 to 2.52 2 60 291 - - 52 41 4 52 1 49 38 39 . 0.33 167 6 4 58 145.5 2 8 120 Sand mixtures Ity sand to sandy silt 2 298 1.270 0.5 2 06 to 2 18 1 49 163 42 829 - 50 0 55.6 50 38 55 008 122 1 4 77 105.5 4 0 125 Very stiff fine grained' 2 323 1 282 0 5 233 2.03 235 - 85 50 0 59.3 51 313.88 010 145 9 5.01 7257 35 125 Very 1811 5004 to clayey sand' 2 338 1 289 0.5 2 2 to 2 27 1 76 20.2 41 755 - 500 577 52 39.04 0.08 159.9 518 137.4 33 120 Sand mixtures • silty 1404 80 sandy silt 2.353 1.297 0.5 299 1.64 18.6 42 ea o - 500 56.9 53 39 37 0 16 108 2 5 10 88 0 5 0 125 Very stiff One gramed• 2 368 1 304 0.590 1 2.32 to 2 6 2.67 29.3 - - 71 50.0 62 1 54 39 70 0 16 453 2.96 28.9 7 8 120 Clays - silty clay to clay 2388 1 314 1 2 8690 295 5 86 530 - - 25 42 6 56 1 55 41 01 068 138 1 4 43 116.8 3.3 120 Sand mixtures • silty sand to sandy silt 2 438 1 338 0.5 2 16 to 2.32 1.77 20.2 41 730 - 47.1 54 5 56 41.17 0 08 164 7 5.45 138.2 3.4 125 Very sea sandlo clayey sand' 2 482 1.359 0 5 2 19 1.65 188 42 80.0 - 50.0 57 57 42.81 0 82 149 1 4 68 124 0 3 2 120 Sand mixtures - silty sand to sandy slit 2 536 1 385 0 5 2 17 to 2 33 1 70 194 41 750 48.4 555 58 43.47 033 75.0 3.14 57 1 4 4 120 Silt mixtures - clayey 015 10 silty clay 2 605 1.418 0580 1 2 4 10 2.67 3.06 329 - - 4 8 36 7 478 59 45.28 080 1205 4.25 102.7 34 120 Sand mixtures - silty 1004 10 sandy silt 2 679 1.454 55 2 25 to 2 33 1.90 259 40 68.0 - 46.1 '543 60 45.44 0.08 98.8 3.53 79 4 3.7 120 Silt mixtures • clayey 0111 10 silty clay 2.738 1.482 0.5 2.38 2 22 265 - - 04 39.6 48.7 61 45 60 0.08 102 4 351 822 35 120 Sand mixtures -silly 1004 18 sandy silt 2 748 1.487 0.5 208 2.13 246 . 39 580 - 389 474 62 46.42 041 79.0 2.76 63 1 3.6 120 Silt mixtures - clayey 1111 10 silty clay 2.778 1 501 0.5 2 38 to 2 48 2 50 292 - - 81 32.2 41 2 63 47.57 0 57 182 0 70 150 4 7 120 Clays - silty clay 10 6187 2 837 1.529 1 282 10 3.34 8 58 659 - - 1.0 6 7 13 64 47 90 0 16 283 0 73 16 4 2 8 120 Silt mixtures - clayey 9111 10 silty cloy 2 881 1.551 1 279 to 2 03 4 85 46.4 - 1 7 5 8 11 9 65 48.06 068 253 099 14.4 46 120 Clays -slits, clay 10 0105 2696 • 1 558 1 294 6.13 - 547 - - 15 57 731 66 48 23 ' 008 353 1 03 20.8 3.2 120 Silt mtxtures - clam 5111 10 Silly cloy 2.906 1 563 1 276 4 43 435 - 22 7 0 134 67 48.39 0.08 277 1.70 15.8 6.9 120 Clays - silty clay to clay 2 915 1 567 I 106 7.48 629 - - 1.7 25.9 36 68 49 05 0 33 850 3.21 66 2 3.9 120 Silt mixtures - clayey 5111 10 silty clay 2 940 1 579 0.5 2 39 to 2 52 2.56 28.7 - - 55 36 7 465 69 49 • 0 033 149 9 657 1960 47 125 Very stiff One gralned• 2 980 1 599 0.5 2.26 to 2 43 2 19 250 - 98 500 60 70 0003 016 52.5 1.94 30.2 3 9 120 Silt mixtures -110900sill to sIlly cis 3.011 1 614 264 to 2 .4 3 93 395 I I - 33 179 265

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Sand mixtures -silty sand to sandysilt (5)
_
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Sands-clean sand tosky sand (6)
Sand mixtures -silty sand to sandysilt (5) Silt mixtures -clayeysilt tosilty clay(4) Silt mixtures -clayeysilt to silty clay(4)
Sand mixtures -silty sand tosandysilt (5)
Sands-clean sand tosilty sand (6)
Sand mixtures -silty sand tosandysilt (5)
Sands-clean sand to silty sand (6) I
Sand mixtures -silty sand tosandysilt (5)
Silt mixtures -clayeysilt tosilty clay(4)
Sand mixtures- silly sand to sangysil(ffi)
Silt mixtures -clayeysilt to silty clay(4) I
Sand mixtures-silty sand to sandysilt (5) Sill mixtures -clayeysilt to silty clay(4) Sand mixtures -silty sand tosangy silt (5)
Silt mixtures-clayeysilt to silly clay(4) I
Verys
tiff sand toclayeysan
d* (8)
Silt mixtures-clayeysilt tosilty clay(4)
_
Silt mixtures -clayeysilt toSilty clay(4) I
Sand mixtures-silty sand tosandysilt (5)
Verys
tiff, fine _grained (9)
Sand mixtures -silty sand to sandysilt (5)
Verystiff sand toyey an
d' (8)
Sand mixtures -silty sand tosandysilt (5)
Silt mixtures -clayey silt to silty clay(4)
Sand mixtures -silty sand tosandysilt (5)
Sands -clean sand to silty sand (6)
Sand mixtures :silty sand tosandysilt (5) I
Silt mixtures -clayeysilt to silty clay(4) I
Sand mixtures -silty sand to sandysilt (5)
Veryst
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d' (9)
Verystiff sand toclayeysan
d' (8)
Sand mixtures -silty sand tosandysilt (5)
Very stiff, fine graine
d' (9)
Sand mixtures -silty sand to sandysilt(5)
Verys
tiff sand toclayeysan
d' (8)
Sand mixtures -silty sand tosandysilt (5)
Silt mixtures -clayeysilt to silty clay(4)
Sand mixtures -silty sand to sandysilt(5)
Silt mixtures -clayeysilt to silty clay(4)
Sand mixtures-silty sand tosandysi
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Silt mixtures -clayeysilt tosilty clay(4)
Silt mixtures -clayeysilt to silty clay(4)
Verys
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GEOLABS-WESTLAKE VILLA
GE
Empirical Prediction of Liquefaction-Induced Lateral Spread References:

Bartlett, S.F., and Youd, T.L. (1995), "Empirical Prediction of Liquefaction-Induced Lateral Spread." J.

Geotech. Engrg., ASCE, 121(4), 316-329.

Youd, T.L., Hanson, CM., and Bartlett, S.F. (1999), "Revised MLR Equations for Predicting Lateral Spread Displacement (Draft).

Youd, T.L., Hanson, C.M., and Bartlett, S.F. (2002), "Revised MLR Equations for Prediction of Lateral Spread Displacement." J. Geotech. Engrg., ASCE, 128(12), 1007-1017.

INPUT: CPT 9
earthquake Magnitude, M := 7.3 6< M <8
horizontal distance to nearest seismic
energy source or to nearest fault rupture (km), R := 7 R>0.5km free face ratio (100xH/L), 12
•= •100 W = 5.106 l<W%<20
235
gradient of surface topo or ground slope (%), 7 S '= 0. S =0.7 0.1<S(%)<6 100.%
For l<Zt (m)<10 (upper 30 ft)
thickness of saturated layers with N160 <15 (m), T •=•• 3 0.98 ft = 0.299 m 15 • l<T15( m)<15 average fines content in T15 (%), F 15:= 23
average D50 in T15 (mm), D50 15:= 0.046
Ro := 10(0.89•M— 5.64) Ra := Ro + R
Free-face component (Revision from 2002):
logD Hff:= - 16.713 + 1.532•M - 1.406•log( Ra) - 0.012•R + 0.592-log( W) + 0.540•log(T 15) ••• + 3.413•Iog (100 - F 15) - 0.795•log (D50 15+ 0.1)
(logD Hff)
D Hff := 10 D Hff= 1,02 meters D Hff•m = 3.33 oft D H •rn = 3.3 oft Ground Slope Component (Revision from 2002):
logD Hff := -16.213 + 1.532•M - 1.406•log( Ra) - 0.012-R + 0.338•log( S) + 0.540-log(T 15) + 3.413-log(100 - F 15) - 0.795•(D50 15+ 0.1)
gD
D Hff:= 10
Oo Hff)
D Hff = 0.18 meters D Hfum = 7.1oin D H.ffm = 0.6 oft
9 0
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a
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S:\Engr\CPT_Data\9017_Selleck_FerroWerro\CPD\CPT-09.cpd Dynamic Pore Pressure (psi) Soil Type Number
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Using CPT Data
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GEOLABS-WESTLAKE VILLAGE
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Summary of Analysis of CPT Data
CPT: CPT10

0.96. Depth: 5 1 11
Design 01.W. Depth: 51 ft
Removal: 0 rt.

Avg. Avg.

Layer Layer Tip Side
Thick, Resist Eric.

La er 1111 In) tsf Is
W.O.: 9017
Elev.: 722
le: 25 SiErsnCni_Dain.901i_Sesecs_FerianairviCnCnCai•i0coci Soil
Behavior
Type
Elf. Norm.

0.6. 0.6. Exp.
tar (tell SenSe
Fill Height: 0.0 ft
Max horizontal ace. ra surface:

Design earthquake magnitude:

Fines
Content Phi
Sc % de
Avg. Norm. Est.

Tip Resist Fre. Rt. Wet Den.
9516Its?)
125 per
1107 g
7 50
SPT
Dr 51(60)
IboS
1 0 66 0 16 266 1 75 43 2 66 120 Clays • silty clay to clay 0 025 0 025 0 7 2 Ito 2 79 4 34 42 9 --- 1 8 45 9 i 60 1 2 0 98 0 16 558 1 69 925 3 0 120 Sand mixtures • silty sand to sandy silt 0 049 0 049 0 5 2 210 23S 1 88 21 6 52 100 0 35.9 42 9 3 1 15 0 08 48 1 1 78 78 3 3 7 120 Silt mixtures • clayey slit to 5111.1 -iay 0 064 0 064 0 5 2 38 2/5 255 32 39 4 496 4 1 48 0 16 206 1,14 33.5 5 7 120 Clays • silty clay to clay 0 079 0.079 0 7 2 5910 297 4,65 44 9 1 4 33 7 45 4 5 1 64 0 CO 18 7 0 76 305 4 1 120 Sol mixtures • clayey silt to silty clay 0094 0 094 0 7 270 4 01 906 1.2 200 29 6 2 62 0 49 15 7 085 255 5 5 120 Clays- silty clay to clay 0 128 a 128 0.7 2 75 to 795 526 49 1 ----- 1 0 27 4 37 9 7 2 79 078 11 0 079 666 7 3 125 Very stiff One grairmed. 0 163 0 163 1 356 369 38 2 -• - 0 7 50 0 65 8 10 17 366 74 050 223 73 120 Clays • silty clay to clay 9 389 0 335 1 2 72 3 24 511 556 - 55 323 837 9 10 33 0 08 204 098 434 4 9 120 Sill =chimes - clayey silt to silty clay, 0 616 0 455 1 265 354 37 8 •-- 1 3 35 2 47.3 10 10 83 0 25 422 1 27 606 a 1 120 Sand mixtures • silty sand to sandy silt 0 635 0 464 0 5 2 3510 243 2,32 264 40 48 0 - 26 7 34 5 11 10 99 0 08 34.0 1 28 483 3 8 120 Silt mixtures - clayey silt to silty clay 0 655 0 474 0 5 254 297 32.4 - - 22 28 5 38 3 12 11.15 0.08 434 . 136 61 5 32 120 Sand mixtures - silty sand to sandy sill 0.665 0 478 0 5 2.41 234 26 7 40 49 0 9 36 13 12 96 050 6207 304 165 5 1.7 125 Sands • clean sand In silty sand 0 726 0 509 0.5 1 84 to 202 1 21 109 45 89.0 - --237 90
41 2
14 13 12 0 08 74 3 1 93 961 26 120 Sand 'nurtures • miry sand to sandy silt 0 787 0 540 0.5 220 1 68 192 42 88 0 33 3 39 2 15 13 29 0 08 434 1.74 57.5 4 1 120 Silt mixtures .010505 silt to silty clay a 797 0 544 0.5 251 2 80 31 0 - - 2,8 345 45 16 13.62 0 16 14 1 0.78 24 2 5 7 120 Clays - silty clay to clay 0.812 0 551 1 2 810 301 679 524 -- -- 0 9 25 2 352 17 14 27 0 33 65 008 100 1 3 120 Silt mixtures • clayey silt to silty clay 0 842 0 566 1 2 6910 29 4 87 465 - 04 2 7 82 16 15 05 090 85 013 6 0 3 7 120 Clays - silly clay to clay 0 915 0 601 1 3 0310 3.37 9.66 752 -- 0.2 4 4 IC 3 19 16.24 008 64 S'S 85 145 115 Organic soils - peals 0 974 6629 1 348 13.76 972 -• -- 04 404 595 20 16 40 0 08 22 2 059 335 4 6 120 Siff mixTures• - clayey 511110 silty day 0 984 0 634 1 271 4 06 41 0 - 1 4 27,3 37 7 21 17 22 0 41 16 5 089 23 9 6 5 120 Clays • silty 0107 10 clay I 013 0 648 1 2 7410 3 16 581 52.3 -- 1 0 27 3 37 8 22 17 39 0.08 185 0.72 264 4 1 120 Sill mixtures - clayey silt to silty clay I 043 0 662 1 2 75 4 38 432 - 1 2 162 24 5 23 18 37 0 49 98 054 128 5 9 120 Clays - silly day to clay 1 077 0 679 1 2 8810 337 5 44 682 -- - 0.6 15 3 23 3 24 18 70 _ 0 16 434 159 526 3 8 120 Silt mixtures .514505 silt to silty clay 1117 0697 05100 7 24419 259 2.87 31 5 -- 2.8 30 1 39 9 25 19 19 0 25 729 1 69 846 2 4 120 Sand mixtures • silly Sand 1050005 Sin 1 141 a 709 0 5 2 lie 2 38 178 20 1 41 61.0 -- 27 6 33.4 26 20.18 0 49 1/29 1.41 129 1 1 3 125 Sands. clean sand to silty sand 116/ 0 732 0 5 1 8 to 2 04 1.20 la 5 43 78.0 27 5 292 27 2034 , 008 57.6 170 651 30 120 Sand mixtures • silty sand to sandy silt 1 223 0.755 0.5 237 2.20 253 39 50.5 -- 378 063 28 20 51 0 08 343 169 439 4 8 120 Silt mixtures - clayey 1111 10 silty clay 1.232 0.754 1 264 3 56 372 -- -- 22 34 2 46 1 29 20 67 0.08 25 7 1 49 322 6,1 120 Clays • silly clay la clay 1 242 0 759 1 280 4.82 46 3 - - 1 6 36.3 48.6 30 20 83 0.08 428 1 60 479 3.9 120 Silt matures • clayey silt to silty clay 1 252 0 764 0.5 254 299 326 - -- 2 8 285 38.4 31 21.33 0 25 721 1.66 80.2 2.4 120 Sand matures .silly sand to sandy sill 1 272 0 773 0.5 2.1 to 232 1.79 20.4 40 58 0 - 26 4 32.2 32 21,82 0.25 157 080 196 53 120 Clays. silty day to clay 1 301 0 787 1 2 77 to 3 07 640 561 -- - 10 21 5 308 33 21 98 0.08 92 0 13 9 9 1.7 120 Silt mixtures - clayey sitt to silty clay 1.321 0 797 1 287 5.39 500 - - 05 3 2 8 9 34 22.31 0 18 12.2 080 136 4 3 120 Clays - silly clay to clay 1.336 0 804 1 2 98 to 2.99 660 576 - - 0.7 10.7 17 8 35 23.13 041 112 021 140 1.5 120 Silt mixtures - clayey silt lo silty clay 1.370 0.820 0.5 to 1 2 51 to 2 93 475 453 - 08 36 92 36 25 59 1 23 14 7 063 152 4,7 120 Clays. NIty 410510 clay 1.469 0 868 1 2 0210 308 6 50 559 - -- 09 11 3 18 5 17 25 75 0.08 246 595 355 4 1 120 Silt mixtures - clayey sill to silty clay 1 547 0.905 1 376 4,48 439 ' - - 1.5 156 23.8 38 33 14 3 69 355 239 33.0 6.8 120 Clays - silty clay to clay 1 774 1 014 1 2 61 to 336 5.47 502 -- --- 22 37 9 50.5 39 34 78 0 82 3960 8.65 325 6 2.5 125 Very stiff sand to clayey send 2 046 1 146 0.5 1 7910 2.17 1 20 la 3 46 99.0 -- SOS 52 2 40 34.94 0 08 423 2 8.37 382.2 2 0 125 Sands. clean sand to silly sand 2103 1.174 0 5 1/6 1 08 7 3 47 100 0 - 50.0 506 41 35.10 0 08 414 2 8 89 373.2 2 2 125 Very stiff sand to clayey sand. 2 113 1 179 0 5 1/9 110 00 47 100 0 - SOS 509 42 37 45 1 15 390.7 555 3487 1 4 125 Sands • clean Sand to silty sand 2 190 1 218 0.5 1 5810 1.84 1 03 54 46 100.0 - 50.0 50.2 43 38.22 0.41 318.2 8 45 276,7 2 7 125 Very stiff sand to clayey sand. 228/ 1 267 0 5 1 9210 1 96 1.23 11 4 45 100.0 - 500 52 8 44 38.39 0 08 3237 769 279 2 2 4 125 Sands - clean sand to silty sand 2 318 1 282 0 5 1 90 1 19 104 45 100 0 - 50.0 522 45 39 04 0 33 304 5 8 01 262 0 2.7 125 Very stiff sand to clayey sand 2.344 1.295 0 5 1 Silo 201 1 25 11 7 45 100 0 - 50.0 53 46 40.52 0 74 123 1 3 40 104 7 2 8 120 Sand mixtures - silty sand to sandy silt 2409 1 327 0 5 2 06 to 2 32 1 74 198 40 67 0 - 36 7 43 47 47.08 3 28 256 1 74 16 1 7.9 120 Clays-silly clay to clay 2 650 1 442 1 26810 3.35 8 40 6/8 -- -- 1 5 28.8 39 5 48 47 41 616 18.8 1 92 104 12 0 115 Organic soils -peals 2 856 1 541 1 3 34 to 3 39 11 74 866 .- .- 1.1 406 53 7 49 47.74 0 16 225 170 126 8.8 120 Clays - silty clay to clay 2 875 1 550 1 31410 3.28 9.44 740 - -- 1 3 296 40.6 50 47.90 0 08 164 2.30 10 6 14 0 115 Organic soils - peals 2.890 1 557 1 3.40 12 36 89.9 - 11 466 509 51 48 39 0.25 569 . 407 344 7 7 120 Clays - silty clay 10 0196 2 909 1 568 1 2 77 to 302 547 553 - - 36 457 599 52 48.56 008 ISIS 4.87 792 4.7 125 Very stiff, fine grained* 2929 1.578 OS 246 2.58 29.0 -- - 66 SOS 62 53 48.72 008 124 4 483 96 9 4 0 120 Sill mixtures - clayey sit to silty clay 2 939 1 581 0 5 235 2.11 24 3 - - 8 1 500 59.7 54 49.05 0 16 118 6 538 92 1 4.7 125 Very stiff, fine grained. 2.954 1 588 06 2 41 to 2.42 2.37 270 - -- 7 7 50 0 61 55 49.70 0 33 95 3 367 73 7 4 0 120 Sill mixtures - clayey silt to silty clay 2 984 1 603 0 5 2.35 to 249 2 45 277 - 62 40.6 50 5 56 50 20 0 25 57 5 340 336 6 3 120 Clays .silly clay to clay 3 019 1619 1 2 7110 2,89 4 85 463 - 38 35 1 50 7

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Silt mixtures- clayeysilt tosilly clayj4)
Sand mixtures-silty sand tosandysilt (5)
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Sand mixtures-silty sand to sandysilt(5)
Silt mixtures -clayeysilt tosilty clay(4) Silt mixtures-clayeysilt to silty clay (4) Sand mixtures-silty sand tosandysilt (5)_
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Sand mixtures-silty sand tosandysilt (5)
Silt mixturesclayeysilt tosilty clay(4)
Sand mixtures-silty sand to sandysilt (5)
Silt mixtures-clayeysilt tosilty clay (4)
Verystiff sand toclayeysand* (8)
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Verystiff sand toclayeysand (8)
Sands-clean sand to silty sand (6)
Verystiff sand toclayeysand' (8)
Sands-clean sand tosilty sand (6)
Very stiff sand toclayeysand' (8)
Sand mixtures-silty sand to sandysilt (5)
Vry stiff, fingrained'19)
Silt mixtures-clayeysilt tosilty clay(4)
Verystiff, finegrained* (9)
Silt mixturesclayeysilt tosiltyclay(4)
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GEOLABS-WESTLAKE VILLAGE
Empirical Prediction of Liquefaction-Induced Lateral Spread References:

Bartlett, S.F., and Youd, T.L. (1995), "Empirical Prediction of Liquefaction-Induced Lateral Spread." J.

Geotech. Engrg., ASCE, 121(4), 316-329.

Youd, T.L., Hanson, CM., and Bartlett, S.F. (1999), "Revised MLR Equations for Predicting Lateral Spread Displacement (Draft).

Youd, T.L., Hanson, CM., and Bartlett, S.F. (2002), "Revised MLR Equations for Prediction of Lateral Spread Displacement." J. Geotech. Engrg., ASCE, 128(12), 1007-1017.

INPUT: CPT 10
earthquake Magnitude, M := 7.3 6< M <8
horizontal distance to nearest seismic
energy source or to nearest fault rupture (km), R := 7 R>0.5km free face ratio (100xH/L), 12
•= •100 W = 5.106 l<W%<20
235
gradient of surface topo or ground slope (%), 0.7 S S = 0.7 0.1<S(`)/0)<6 100.%
For 1<Zt (m)<10 (upper 30 ft)
thickness of saturated layers with N160 <15 (m), T 15:= .05 0.16 ft = 0.049 m 1<T15(m)<15 average fines content in T15 (%), F 15:= 31.25
average D50 in T15 (mm), D50 15:= 0.0046
Ro := 10(0.89M-5.64) Ra := Ro + R
Free-face component (Revision from 2002):
logD Hff:= -16.713 + 1.532•M - 1.406.1og( Ra) - 0.012.R + 0.592•log( IN) + 0.540•log 15) + 3.413•log (100 - F 15) - 0.795.1og (D50 151-0.1)
D Hff := 10
(logD Hff) D Hff= 0.34 meters D Hfum = 1.121 oft D Hff.m = 11 oft Ground Slope Component (Revision from 2002):
logD Hff:=-16.213 -i- 1.532•M - 1.406•log( Ra) - 0.012•R 0.338•log( S) 0.540.1og(T 15) ... + 3.413.1og (100 - F 15) - 0.795•(D50 15-f- 0.1)
D Hff:= 10
(logD Hff) D Hff = 0.05 meters D Hff•m = 2 oin D Hfum = 0.20ft

GEOLABS-WESTLAKE VILLAGE
0 9 ci 0 0 ci co N. CO LI) CsJ
N. CNI
CO
Dynamic Pore Pressure (psi)
-o 0-
0 0 CO N.
0 0
--
N.
0 o 9 0 0. 0 9 6 a o a o a o co N. 0 Lo .4. c) cv
OD uonenal3
9 CD.

S:
\Engr CPT_ \ Data\9017_Selleck_FerroTerro\CPD\CPT-10.cpd Behavior Ty
pe CPT-Based Soi
kr>
Soil Con
sistency Nu
mber
GEOLA

BS-WESTLA
KE

VILLAGE
Normalized Friction Ratio (%) *Heavily overconsolidated or cemented 111 IN
M
I
im
. iv 7_
:. .1r
gwilleig
I
•Ailini
II
• t: •
, 113111 dr
CO
li
tAk.
:
c •.-...1.
.
10 9 II
Lima
_ pm
IW Arg "
uua
O
I° L
AIME
MN 1 Irlik I
1 I igil
I
NEM
1 111111
4 IF
Ira WA
Aii
I
U I it) IYII
r.
0 0 `aouels!sau auo0 pazneuuoN c = .,...
. ...-o CO 73 2
u
F z 0 2 , 0 m
W 0 C Al
CO
(.) 10 O . 0 0 0 0 0 >, v
(1)2S 73 rz,...,. 43
,_ a) .., co to al o >, 2
i r: 4 —6 ; . . . . ,:l 2:!lc i0; lc:
c 0 0 , 2
o ''' cs. -6' cn ..-. c7)
lo a,
u, co) = 3-ric 1.3
> .0T V —E-,._ >. ..z,••.,7..
i7) ca E E -o -g 76>
a9 cn ._Fa. =C m 03 C-- ECO 0
C.0 0 5 (.(7) CO U) .9 »
So
1-: oi ri ni ui 0; n: 6 cri
il Behavior T
1)1
.
rumor,. ef ?yak
LEE
a_
o
TipResistance(tsf)
0 IN
0 ,cr
Z Z
e
e
u
e
e
e
Triggered Settlement G.W. Liquitied Settlement
1 0
co 0
CN
NO
Cyclic Resist.

CN
0 N0 0 0
O 6 d O 6 to •cr co CN

GEOLABS-WESTLAKE VILLAGE
—: 0) —
0 cs .0
— 0
cr
_i
;tan&
73 >
w 0.1
Nj CO NUi
9 0
Soil Behavior Ind
co N0
O
0 O CN 0
0 0 0 0 0 0 0
0 0 0 0 o O 0
co N- •cr N- (II) UC1BA013
•cr

0.1 Undrained
Shear Strength(tsf)
9 c, P Q c, P P c,
ci a 0 c, U, 0 U, 0 a d co N N. CO CO U, fl •Tr
.
..
-- V
.
,------
•Ar...h-
...,__.4.______
1 di • I
-HL r
A
9 0 9 9 0 co N N co CD
c, 0 9
a cC
•
MI=MIIMUIME
.......
.....
•r_. „... ......= =kw r, m ....im
=..... malumb
.2.er.m.... r ......
9 0
•Tr
i
•
.,..
.
• 1 •FM16
• "."-- ,
10 0co
•---g
1 4
a $ 1,2
-1C i
-,
1 •
7 • o ••1-
• faff

4...soNy
a
•
a. co
0 ••rt ••rt
9 0
d co CO
0 co

GEOLABS-WESTLAKE VILLAGE
t vtiLli , r:\A, ifi0 0 C
0 N 0
Is. CO CO a a NI- tN
(u) uo!lenao
SPT Blow Counts(b

APPENDIX D

REFERENCED REPORT DATA

GEOLABS - WESTLAKE VILLAGE
4 1/--RE8TAURANT Q
P. 3R1,°Varoll ".

R-2
B-8
ftB-5
fl'B-3
)`-'--s CPT-3
.CPT-2
B-1 IMMO 4/010111
1 1 III u Jr,
CPT-1

SRI PLAN
AREA I Ate AREA I
A1.1
B-2
a
PLAN
awl 101.1,•••
Approxihite Loca ocale
_ Approximate Locati
-
Approxirgitis Locati

SITE PLAN
GVD COMMERCIAL.

CAMARILLO, CALIFORNIA

EARTI-I SYSTEMS SOUTHERN
CALIFORNIA - •
DATE: JULY 2002 I Ana skirt VT-22650-01
-
LEGEND:
-,-, vveiLe; ventura, ualitorrna 93003
PHONE: (805) 642-6727 FAX: (805) 642-1325
BORING NO: B-1
PROJECT NAME: GVD Commercial Phase l
PROJECT NUMBER: VT-22690-01
BORING LOCATION: Ventura Blvd., Camarillo
DRILLING DATE: May 3, 2002
DRILLING METHOD: CME-75
DRILL: 4" Rotary Wash
LOGGED BY: Bill Schofner
Ve
1 rtical Depth
Sample Type

PENETRATION
R

ESISTANCE
(BLOVVS/6" SYMBOL U

SCS CLASS
UNIT DRY WT (pcf)

MOISTURE
CONTENT (%)

DESCRIPTION OF UNITS
IS P T
Mod. Ca
lif.
- - -
___ Push/Push/2
Push/Push/
CL
CL
89 SO
28 37
ALLUVIUM: Silty clay with fine sand, low plasticity, moderate yellowish brown
ALLUVIUM: Same as above
_ -
— _
819/10
7/12/12
:.
..

SPSM
SPSM
111
108
17 19
ALLUVUM: Sligirtly fine to coarse sand, trace clay, grayish brown, Hydro: 2% clay, 7% silt, 91% sand. 0% gravel
ALLUVIUM: Silty fine to medlium sand, moderately graded, subangular to angular, moderate brown. Hydro: 2% clay, 4% silt. 94% 0% gravel
— -
- — _
- — -
Push/1/3
3/2/3
CL
CL
-
-
_____sand,
-
-
ALLUVIUM: Sandy day with silt, low plasticity, biotite present, brown.

Hydro: 24% day, 34% silt 42% sand, 0% gravel, LL=29, PL=18, P1=11
ALLUVIUM: Same as above. Hydro: 22% clay, 50% slit. 29% sand, IJ 0% gravel, LL=30, PL=13, PI=16 - — -
- — -
_ _
_
r- -- -
_ -
IJ 6/7/13 41,
. •
\
.

SWSM - - ALLUVIUM: Slighty fine to coarse sand, well graded, sub-angular to angular. brown. Hydro: 4% clay, 8 % silt, 88% sand, 0°./0 gravel, ,
Push/3/8 ML
-
SM
-
- ALLUVIUM: Clayey silt, with sand, non to low plasticity, olive gray.

Hydro: 19% clay, 44% silt, 36% sand, 0% gravel
-
—
- — -
•
4/5/8 --
,
" -
-',-,...,gravel
ALLUVIUM: Silty fine to medium sand, trace coarse sand, poorly graded, dark gray to black. Hydro: 9% clay, 21% sift, 70% sand, 0% Push./Push/
Push iiiiiiil
........ :•:•:.: :
........ .....

SC -
- — -
_ _
- — -
— -
ALLUVIUM: Clayey fine to medium sand, with clay, non to low plasticity, gray. Hydro: 17% clay, 26% silt, 57% sand, 0% gravel, LL=33, PL=17, PI=16
Push/Push/3
A
CL - - ALLUVIUM: Silty clay, with fine sand, low to medium plasticity, muscovite present, olive gray. Hydro: 40°A,26% sit 34% sand, 0% gravel
- — -
_
r —
Note: The stratification lines shown represent the approximate boundaries between soil and/or rock types and the transitions may be gradual.

,-(.11 U I I ,sI-vvatter street, venture, L.aurornia 93003 PHONE: (805) 642-6727 FAX: (805) 642-1325
BORING NO: B-1
PROJECT NAME: GVD Commercial Phase I
PROJECT NUMBER: V1-22690-01
BORING LOCATION: Ventura Blvd., Camarillo
DRILLING DATE: May 3, 2002
DRILLING METHOD: CME-75
DRILL: 4" Rotary Wash
LOGGED BY: Bill
Verttcat Depth
Sample Type

PENETRATI
ON

RESISTANC E (BLOWS/
6"

SYMBOL USCS CLASS

UNIT DRY
WT. (pcf) MOISTURE CONTENT (
`)/0)

DESCRIPTION OF UNITS
,
-5
m
-Y
cMod. Calif,
- — -
— _
- — -
- — -
it
Push/1/3 >7 CL
/
•
--
ALLUVIUM: Upper 10, silty day, trace fine sand, low to medium plas-ticity, olive gray- Lower 8": silty clay (increased clay content), medium plasticity, olive gray. Hydro: 50% clay, 35% silt 15% sand, 0% gravel
— _
- — _
- — _
2/2/6
10/12/14
)
]
.1
..,
,
.

SM
SM
.
-
-
-
-
ALLUVIUM: Upper 12, silty fine sand, with clay, non plastic, dark brown- Lower 6, mottied clayey sill with fine sand, non to low plasticity, yellowish brown. Hydro: 18% day, 37% slit, 45% sand, 0% gravel
ALLUVIUM: Silty fine to medium sand, poorly graded, trace muscovite, yellowish brown. Hydro: 8% clay, 17% silt, 74% sand, 0% gravel, LL=30, PL=11, P1=19
___-
- — -
_ _
- — -
— -
I:1 6/12/14
.-
CL - - ALLUVIUM: Silty clay with fine sand, non to low plasticity, yellowish brown to brown, Hydro: 27% clay, 38% silt, 35% sand, 0% gravel _ _ - — _
- — -
Boring terminated at 61.5'
Groundwater depth not determined due to rotary wash method used for drilling.
- — -
- — -
_ _
_ _
- — _
— _
- — -
- — -
- — _
— _
- — -
Note: The stratification lines shovm represent the approximate boundaries between sod and/or rock types and the transitions may be gradual.

PHONE: (805) 642-6727 FAX 'fomia 93003
0 5
10 1
BORING NO: B-2
PROJECT NAME: GVD Commercial
PROJECT NUMBER: VT-22690-01
BORING LOCATION: Ventura B
_
Phase I
vd., Camarillo
DRILLING DATE: May 3, 2002 42-1 325
DRILLING METHOD:.CME-75
DRILL: 6" Hollow Stem Auger
LOGGED BY: Bill/Wesley
Vertical Depth
Sample Type
PEN

ETRATION
RESISTANCE (BLOWS/6"
SY
MBOL

USCS CLASS

UNIT DRY WT
(pcf)
MOIST
URE
CONTE
NT (%)
•••••••Imm
SPT
;Mod. Ca
lif.

DESCRIPTIl
-5
03 1
.

CL 84 27 ALLUVIUM: Sandy clay with silt, non to low plasticity, biotite present, 1 ...-- Push/P2sh/1 CL
:
moderate brown. Hydro: 27% day, 33% silt, 39°/0 sand, 0% gravel, LL=31, PL=19, PI=12
89 29 ALLUVIUM: Poor recovery (9-10") fine sandy clay, biotite t, dark to moderate yellowish brown
Push/1/2 CL 80 39 ALLUVIUM: Sandy clay with silt, low plasticity, olive to dark — _ _ _ yellowish brown
SM 106 19 ALLUVIUM: Silty fine to medium sand, moderately graded, grayish to - — - light brown
- — - p
I
.
3/6/101
_
2/6/8 - SM - - Same as above
p
...,..
_ • •
. .
—
1/4/5 ' SW - - ALLUVIUM: Fine to coarse sand, trace slit and fine gravel, well .
graded, sub-angular to angular, moderate brown
— •
"
—
•
• • -
_ _ ... .
- — -
. .
'
.
1/5/7 . • . . SW - - Same as above, but with increase in coarse material - — -
—
• • •
— •
• • •
• . • •
. .
, .
.
• "
- — -
• •
• • •
'
' . • . .
- — - •
. . .
''''7
Push/1/3 CL - - ALLUVIUM: Mottled sitty clay, trace fine sand, low to medium - — - plasticity, olive gray to greenish gray
- —
- _ _
_ ___ _
/
Note: The stratification lines shown represent the approximate boundaries between soil and/or rock types and the transitions may be gradual. 15 20
25 30
35 1
40 45
50 55
60 65
70 75
wo- L_GiluisJytelllb ,Duu[nern (..,antornia 1731-A Walter Street, Ventura, Califomia 93003 PHONE: (805) 642-6727 FAX:(805) 642-1325
_
BORING NO: 8-2
PROJECT NAME: GVD Commercial Phase I
PROJECT NUMBER: VT-22690-01
BORING LOCATION: Ventura Blvd., Camarillo
DRILLING DATE: May 3, 2002
DRILLING METHOD:. CME-75
DRILL: 6" Hollow Stem Auger
LOGGED BY: BilUVVesley
,
Vertical Depth
Sample Type

PENETRATI
ON

RESISTANC E (
BLOWS/
6"
SYMBOL
USCS
CLASS

UNIT DRY
WT
(pcf)
MOIST
URE

CONTENT
t(%)

DESCRIPTION OF UNITS
-Y
-5
Ia.
1 4od. Calif.
1W5
4/4/6
.---,
r
1/
CL
CL
-
-
i
-
-
ALLUVIUM: Mottled silty day, with chucks of gypsum, tow plasticity, brown to brownish yellow to olive gray
ALLUVIUM: Motted silty day, with small chunks of gypsum and wood low plasticity, olive gray to gray
--
roots.
- — -
- — -
— -
— -
- — - 1:1
_ _ Final Depth: 51.5'
Water table at about 5 feet.
—
— _
L._ ..
— _
—
L-- -
r--
- -
- _
- _
- _
- -
- -
- _
- _
Note: The stratification lines shown represent the approximate boundaries between soil and/or rock types and the transitions may be gradual.

tcLit 1731-A Walter Street, Ventura, California 93003
PHONE: (805) 642-6727 FAX: (805) 6-42-1325
BORING NO: B-3
PROJECT NAME: GVD Commercial
PROJECT NUMBER: VT-22690-01
BORING LOCATION: Ventura Blvd.,
Phase I
Caman lo
DRILLING DATE May 3, 2002
DRILLING METHOD:.CME-75
DRILL: 6" Hollow Stem Auger
LOGGED BY: Bill/Wesley
Vertical Depth
Sample Type

PENETRATION R

ESISTANCE
(BLOWS/6" SYM
BOL

USCS CLASS

UNIT DRY WT
(pcf)

MOISTURE
CONTENT (%)

DESCRIPTION OF UNITS
_..
-5- 00
SPT
Mod. Calif.
21314
Push/1/2
Push/1/1
2/4/7
/
/4:1
CL
CL
CL
Cl
83 86
82 -
32 213
35 30
ALLUVIUM: Sandy clay with silt, non-plastic, biotite present, medium yellowish brown. I-tyclro: 31% day, 35% silt, 34% sand, 0% gravel Same as above.
_ It
,- — -
— _
Same as above.

Same as above.
— _
—
— -
- — -
3/10/13 •
•
*
SM
:
:
107 15 ALLUVIUM: Silty fine to medium sand, poorly graded, light gray to moderate brown.
3/1/5
•
.
. .
• .
•
.

SW - - ALLUVIUM: Fine to coarse sand, with trace of sat, well graded, angular to sub-angular, brown - — -
- — -
- — _
— -
1 1/4/3 \
\I
\
.
• • .
\
SW
ML
- - ALLUVIUM: 20 to 21' same as above, except increased silt, ig) 21' to 21'6" fine sandy SILT with day, non-plas-bc, brown
— _
- — _
- — -
- — -
4/4/6
„
SM
- ML
- - ALLUVIUM: Mixed layers of interbedded silty fine to medium sand to — _ fine sandy silt to clayey silt, low plasticity, dark gray to greenish gray - — _
- — -
- — -
- — -
Note: The stratification tines shown represent the approiamate boundaries between sail and/or rock types and the transitions may be gradual.

40 45
50 55
60 65
70 75
,-,..M.1‘11G1 ‘,./c1111%_11111Ci 1731-A Walter Street, Ventura, California 93003 PHONE: (805) 642-6727 FAX: (805) 642-1325
BORING NO: B-3
PROJECT NAME: GVD Commercial Phase I
PROJECT NUMBER: VT-22690-01
BORING LOCATION: Ventura Blvd.. Camarillo
DRILLING DATE: May 3, 2002
DRILLING METHOD:. CME-75
DRILL: 6" Hollow Stem Auger
LOGGED BY: Bill/Wesley
Vertical Depth
Sample Type

PENETRATI
ON
RESI
STANC
E (BLOWS/6"
SYMBOL
usCS
CLASS

UNIT DRY
(pct) 1 M

OISTURE

CONTENT
(%)
4 DESCRIPTION OF UNITS
_.
-5 , 00
Ia.
=
co
mi 0 2
,- — -
- — -
- — -
— _
io
1/4/8
214/8
ML
CL
A ML
CL
. -
-
-
-
_
-
ALLUVIUM: Mixed layers of interbedded, silt to fine sandy silt to clay, low plasticity, olive gray to olive
Same as above.
- — -
— -
— -
- — -
Final Depth: 51.5'
Groundwater first encountered during drilling at about 6' — -
- — -
r- --- -
- --. -
— -
— -
- — -
- -- -
— -
— -
- --. -
- --. -
- — -
- — -
— -
- — -
Note: The stratifcation lines shown represent the approximate boundaries between soil and/or rock types and the transitions may be gradual.

4 5
10 15
20 25
30 35
1 /j1-A Walter Street, Ventura, California 93003
PHONE: (805) 642-6727 FAX: (805) 642-1325
BORING NO: 8-4
PROJECT NAME: GVD Commercial Phase I
PROJECT NUMBER: VT-22690-01
BORING LOCATION: Ventura Blvd.. Camanllo
DRILLING DATE: May 3, 2002
DRILLING METHOD:* CME-75
DRILL: 6" Hollow Stem Auger
LOGGED BY: Wesley/Bill
,c
-a.
0 -1
-E (I)
>
Sample Type

PENETRATION

RESISTANCE
(BLOWS/6"
bj
co
2 >-
cn
.

USCS CLASS
UNIT DRYWT. (KO

MOISTURE
CONTENT (%)

DESCRIPTION OF UNITS
"'‘ "5
co
I- o_
rn
Mod. Calif.
- — -
- — -
,... _ _
_ _
2/1/1
Push/Push/1
Push/2/5
1 CL
CL
CL
95 77
95 24
41 27
ALLUVIUM: Fine sandy clay with silt, non-plastic, biotite prese . o rye gray to brown
ALLUVIUM: Sandy clay with silt, non-plastic, biotite present, dark to dark yellowish brown
Same as above
- — _
— -
_ _
3/4/11 ., • SM 103 22.4 ALLUVIUM: Silty fine to medium sand, moderately graded, light to moderate yellowish brown
-. 11216
Push/Push/3
:

SW
SW
-
-
-
-
----............„
-
No recovery- matenal most likety to be fine to coarse sand ALLUVIUM: Fine to coarse sand, trace silt, brown to moderate yellowish brown - — -
— -
- — -
ML -
Sandy sikcilayey, brown to yellowish brown.
- — -
- — -
- — -
- — -
3/5/10 SW -
p
-
4 ALLUVIUM: Fine to coarse sand,seams of clayey sifts, moderate IT .
brown - — -
— -
- — -
Final Depth: 26.5'
Water table encountered at about 2.5'
- — -
— _
— -
- — _
— _
- — -
Note: The stratification lines shown represent the approximate boundaries _ between soil and/or rock types and the transitions may be gradual.

-I ,.....,diaornia
Zt,
1731-A Walter Street, Ventura, California 93003
PHONE. (805) 642-6727 FAX: (805) 642-1325
BORING NO: 8-5
PROJECT NAME: GVD Commercial Phase I
PROJECT NUMBER: VT-22690-01
BORING LOCATION: Ventura Blvd., Camarillo
' DRILLING DATE: May 4, 2002
DRILLING METHOD: CME-75
DRILL: 6" Hollow Stem Auger
LOGGED BY: Wesley Smith
,
Vertical Depth
_
Sample Type

PENETRATION RESISTANCE (BL
OWS/6"
SYMBOL

USCS CLASS
.

UNI . T DRY WT
(pcf)

MOISTURE
CONTE
NT (%)
.

DESCRIPTION OF UNITS
...
cn -50_ I.- 0
Mod. Calif.
___
_ _
—
4 113/2
"
.

SM
a
90 24 ALLUVIUM: Sin)/ fine sand, trace clay, dark to moderate yellowish brown
III
Ill
PustV1/1
Push/Push/2
e
/
4 CL
CL
76 78
32 43
ALLUVIUM: Sandy day with silt, non-low plasticity, moderate yellowish brown. Hydro: 25% clay, 33% sitt, 39%sand, 0% gravel
V
— _
— _
Same as above.
1/2/7
112.15
Push/1/4
-
• . ,
• . .
. .
• . .
•
.
•
•
• .
-
• SW
'
• sva
•
.
'
•
108
-
15 -
ALLUVIUM: Fine to coarse sand, trace slit, well graded, yeHowish brown
Same as above.
— -
—
- — -
- — -
• SW
•• ML
- - ALLUVIUM: Fine to coarse sand with clayey silt, low plasticity, olive gray to moderate yellowish brown
Push r2/2
3/4/7
/
aCL
CL -
-
-
-
ALLUVIUM: Si tty clay, low to medium plasticity, trace sand, moderate brown
Same as above, except with increase in silts and sands
- — -
- — -
- — -
- — -
- — -
- — -
- — -
- — -
— -
—
- —
- _
Final Depth: 31.5'
Water table at about 5'
_
•
Note: The stratification lines shown represent the approximate boundaries between soil and/or rock types and tfie transitkins may be gradual.

0 30
v V alLCI oueet, ventura, L.,a:rtornia 93003
PHONE: (805) 642-6727 FAX: (805) 642-1325
BORJNG NO: 8-6
PROJECT NAME: GVD Commercial Phase I
PROJECT NUMBER: VT-22690-01
BORING LOCATION: Ventura Blvd.. Camarillo
DRILLING DATE: May 4, 2002
DRILLING METHOD: CME-75
DRILL: 6" Hollow Stem Auger
LOGGED BY: Wesley Smith
I
Vertical Depth
Sample Type

PENETRATION RESISTANCE
(BL
OWS/6"
SYMBOL
•
USCS CLASS UNIT DRY WT (Pc0
MOISTURE CONTENT (%)
-

DESCRIPTION OF UNITS
...
03 SPH-77
-..: -4.-. co 0
-6 7(1...
---
- — -
- — -
- — -
3/3/4
Push/7J2
Push/1f2
112/2
ML
ML
ML
ML
95 94
83 -
20 23
33 -
ALLUVIUM: Sandy silt, moderate yellowish brown
Same as above.

T
_ _
Same as above, except with trace fine sand.

No recovery 0
1/1/1
• F
4 CL - - ALLUVIUM: Silty clay, with fine sand, moderate brown. Hydro: 44% clay, 31% silt, 24% sand, 0% gravel
PushiPush/P
ush '•
:1 i i - •
- 1:

N •
:
-
:
.
.
'
SM - - ALLUVIUM: Silty fine to medium sand, trace day, poor to moderately graded, moderate brown. Hydro: 10% clay, 15% silt, 75% sand, 0% gravel
_ _ ,
I-. . — • -
- _ _
212/2 ML - - ALLUVIUM: Clayey silt with sand, mottled brown to greenish gray.

Hydro: 31% day, 370/s silt, 32% sand, 0% gravel - — -
- — -
- — -
- — -
— _
- — -
— _
3/1/3
3/7/9
4/10/16
,
-
:
:
.
_
:-
•
'
SM
SM
SM
-
-
-
-
-
-
ALLUVIUM: Silty fine to medium sand, trace clay, poor to moderately graded, brown to greenish gray. Hydro: 3% clay, 9% silt, 88% sand, 0% gravel
ALLUVIUM: Silty fine to medium sand with clay, moderate brown to greenish gray to gray. Hydro: 8% clay, 30% sift, 62% sand, 0% gravel ALLUVIUM: Fine to medium sand, poor to moderately graded, brown to greenish gray. Hydro: 6% clay, 9% silt, 85% sand, 0% gravel — -
- — _
,.. —
- — _
Note: The stratification lines shown represent the approximate boundanes between soil and/or rock types and tie transitions may be gradual. 5 10
15 20
25 35
1

40 45
50 55
60 65
70 . . ,..11.1CGL, V CI RUI
PHONE:805) 642-6727 FAX: (805) 642-1325
BORING NO: B-6
PROJECT NAME: GVD Commercial Phase I
PROJECT NUMBER: VT-22690-01
BORING LOCATION: Ventura Blvd., Camarillo
DRILLING DATE: May 4, 2002
DRILLING METHOD: .CME-75
DRILL: 6- Hollow Stem Auger
,LOGGED SY: Wesley Smith —.

Vertical Dep h
t
Sample Type

PENETRATI
ON
RESISTANC E (BLOWS/6" SYMBOL USCS
CLASS

UNIT DRY
WT.
(pcf)

MOISTURE

CONTENT
( /o )

DESCRIPTION OF UNITS
z
CO Q.
i--
.-- =
ca
o
0 —
—
— _
— _
itr
-' 1/3/5
2/6/7
a
ML
ML
• -
-
-
-
ALLUVIUM: Clayey silt with sand, non-low plasticity, olive gray to greenrsh gr. Hydro: 21% clay, 55% silt, 24% sand, 0% gravel Same as apoye.
— _
— _
- — _
— _
IJ
3/5/7 CL - -
*S`.....,..,......,gravel
ALLUVIUM: Saty clay with sand, non to low plasticity, greenish gray to gray to reddish brown. Hydro: 47% clay, 27% silt, 26% sand, 0% - _ - - --- _
_
In
Final Depth.: 51.5'
Water table at about 5'
- — -
- — -
L__ -
- — -
....—.
- —
_
—
— _
,--...
—
- — -
7 -
- -
- -
,- - -
- -
- - -
- - -
- - -
- - -
Note: The stratification lines shown represent the approximate boundaries between soil and/or rock types arid the transons may be gradual. 75

• • ••••• • • • • • ••••• 1 •A••• 1 ju cjct, vGI 1,111., 1,—,G1111,11 1 IC J.JLJLJQ PHONE: (805) 642-6727 FAX: (805) 642-1325
BORING NO: 8-7
PROJECT NAME: GVD Commercial Phase I
PROJECT NUMBER: VT-22690 01
BORING LOCATION: Ventura Blvd., Camanllo
DRILLING DATE: May 4, 2002
DRILLING METHOD: CME-75
DRILL: 6" Hollow Stem Auger
LOGGED BY: Wesley
Vert ical Depth
Sample Type

PENETRATION RESISTA
N
CE
(BLOWS/6" SYM
BOL

USCS CLASS
UNIT DRY 1ArT (pcf)
—
MOI
STURE
CONTENT(%)
ea
I—
CL
ft,
0 ti
0 DESCRIPTION OF UNITS
- — _
6/8/11
r
SC 91 31 ALLUVIUM: Clayey sand with silt, moderate yellowish brown. Hydro:
26% clay, 16% silt, 58% sand, 0% gravel
315/3 :.::::::
: :'•
SP 94 4 ALLUVIUM: Fine sand, trace sift, poorly graded, fight grayish brown . . .

Pushi2/1 CL 73 40 ALLUVIUM: Silty day, trace sand, low plasticity, T.

Push/PusiV CL 86 3-4
moderate yellowish to moderate brown
Same as above. —IL
Push
A
— _
— -
_ -
_ -
,
2/4/6 SP - - ALLUVIUM: Fine sand, poor to moderately graded, trace silt, moderate brown
IJ Push/1/1 1 I
i
sm - - -ALLUVIUM: Silty fine to medium sand, moderately graded, non to low plaslicity, moderate brown
— -
- _ -
1 1
_ - 1:1
1/3/3 ML - - ALL UVIUM: Clayey sift wi th fine sand, non to low plasticity, moderate brown
- — -
_ _
..---.

Final Depth: 21.5'
\Nater table was encountered at about 6.5', measurement after drilling — _
_ -
_ -
showed water table at about 8.5'
—
L — -
— _
— -
- —
_ -
-
Note: The stratification lines shown represent the approximate boundaries between soil and/or rock Noes and the transitions may be gradual.

15 20
25 30
35 vvaiter btreet, Ventura, California 93003
IMP PHONE: (805) 642-6727 FAX: (805) 642-1325
- BORING NO: 6-8
PROJECT NAME: GVD Commercial Phase I
PROJECT NUMBER: VT-22690-01
BORING LOCATION: Ventura Blvd., Camarillo
DRILLING DATE: May 4, 2002
DRILLING METHOD:. Hand Auger
DRILL: 3" Auger
LOGGED BY: Wesley Smith
Vertical Depth
Sample Type

PENETRATION RESISTANCE
(
BLOWS/
6"
SYMBOL
US

CS CLASS
-
UNIT DRY WT (pcf)
MOIS
TURE
CONTENT (%)

DESCRIPTION OF UNITS
,
_.
-5
.cc

1.-
a.
tO
..-
---a,
0 mi 0
.. _ _
— _
—
—
-
-
--re*
ML
ML
ML
,
104
79 90
20 32
28 i
ALLUVIUM: Silt, trace fine sand, dark yeilowish brown
Same as above.

Same as above.
- -
—
1- — -
— I
Final Depth: 4.5'
Groundwater not encountered
_
—
. —
— -
— _
- — -
i- — -
— _
— _
— _
_ -
— _
— -
— _
— _
— ..
liNsww.m
.. ..
. --.. ,.
.. —... ..

L. .--. ..

Note: The stratification lines shown represent the approximate boundaries between soil and/or rock types and the transons may be gradual.

0 5
10

20 1
25 ••• • • k • • 4.11 1,O 8 •./1.1GCL, V el ILUI 3003
PHONE (805) 642-6727 FAX: (805) 642-1325
BORING NO: B-9
PROJECT NAME: GVD Commercial Phase I
PROJECT NUMBER: VT-22690-01
BORING LOCATION: Ventura Blvd., Camarillo
DRILLING DATE: May 4, 2002
DRILLING METHOD:, Hand Auger
DRILL: 3" Auger
LOGGED BY: Wesley Smith
Vertical Dep h
t
i Sample Type

PENETRATION RESISTANCE (BLOWS/
6"
SYM
BOL

USCS CLA
SS
* 0
,

UNIT DRY WT
(pcf)
.

MOISTURE
CON
TENT (%)
Mo
1 d. Calif.

DESCRIPTION OF UNITS
.....
03 1....
a_
__
— ML 88 26 ALLUVIUM: Sitt, trace fine sand, moderate brown /It _ .it .:-; mi. 85 27 ALLUVIUM: Silt to silty sand, moderate brown -
SM •
_ _
— SM 92 25 ALLUVIUM: Silty fine sand. trace clay, moderate brown

1.. ,
_
Final Depth: 4.5'
— _ Groundwater not encountered
,IMI
••••• ..

Lr ••••
.. ••.• ••
.. •••
PIMMINNYfiaR
... ..
..
.. ..
, .....
.“••=
••• ...
.• ••.• ...
...“...“
n“.•• ••
mo ••e. •••
....• ••
raw .•
a• .. ..
.. ••• ..
r ...
..• •••• .•
.. •••• .•
..• we
.••
Note: The stratification lines showri represent the approximate boundaries between soil and/or rock types and the transitions may be gradual. 1 0
5 10
15 30
35 ,Aummasommonammumgammgemmi
Modified California Split Barrel Sampler
Modified California Split Barrel Sampler - No Recovery
IJ Standard Penetration Test (SPT) Sampler
1 i
II Standard Penetration Test (SPT) Sampler - No Recovery 1 V Perched Water Level
i Y Water Level First Encountered
I Y Water Level After Drilling
0 Pocket Penetrometer (tsf)
ep Vane Shear (ksf)

1. The approximate locations ci :donnas were cetermineo cv signzing aria oacina from nearoy prominent topograpnic or cultural features eorehole elevations were estimatea ov interoolanna oetween available plan contour intervals. The location ana eievatian of each boring snould be consicierea accurate only to the degree implied by this method.

2. Stratification lines represent the approximate boundary oetween soti and/or rock types. The transition between statigraphic units may oe graauai.

3. Water level readings taken in ooreholes are approximate and apply only to the time and date of drilling.

Fluctuations in the level of grounowater from the time of initial measurement may occur due to vanations in rainfall, tides, barometric pressure. temperature, or other factors. lJ

EARTH SYSTEMS SOUTHERN CALIFORNIA
1731-A Walter Street. Ventura. California 93003
PH: (805) 642-6727 FAX: (805) 642-1325
Symbols
Commonly Used
on Boring Logs

MAJOR DIVISIONS GRAPH
SYMBOL
LETTER

SYMBOL TYPICAL DESCRIPTIONS
COARSE

GRAINED
SOILS
MORE THAN 56%
CP.' MATERIAL IS

LARGER THAN
NO 200 SIEVE SIZE
AND
SOILS
MORE THAN 50%

OF COARSE

FRACTION RETAINED
ON NO 4 SIEVE
GRAVELLY •
CLEAN

GRAVELS
.LITTLg OR NO
FINES)
GRAVEL VVELL•GRADED GRAVELS GRAVEL.

SAND MIXTURES LITTLE OR NO FINES
• • • • •
, -.• -,, „- „
Of • O.
• • • • • •
POORLY.GRADED GRAVELS. GRAVELSA NO MIXTURES. LITTLE CR NO FINES

GRAVELS
WITH
FINES
(APPRECIABLE

AMOUNT OF FINESI
• [. • • .1
G M SILTY GRAVELS. GRAVE..SANDSILT MIXTURES
V
• •
•
• 2,,
•
G c CLAYEY -IRAVELS. GRAVEL.SANDCLAY MIXTURES
SAND
AND
SANDY
SOILS
MORE THAN 50%

OF COARSE

FRACTION PASSING

CLEAN SAND
(UTTLE OR NO FINES)
• ' -
• •
. •
' • ' • '
- •
. • . •
WELL-GRADED SANDS. GRAVELLY
SANDS. LITTLE OR NO FINES
. **
66-
S P POORLY-GRADED SANDS. GRAVELLY
SANDS. LITTLE OR NO FINES
ON NO 4515W

SAND WITH FINES
(APPRECIABLE

AMOUNT OF FINES)
. .
•
.
• . •
. . .
. • . • .
siLre SANDS. SAND-sic MIXTURES

2. : • i' •
.
.•
CLAYEY SANDS. SAND-CLAY MIXTURES
FINE

GRAINED
SOILS
MORE THAN 50%

CF MATERIAL IS

SMALLER THAN
NO 200 SIEVE SIZE
SILTS
AND
CLAYS
LiQUID LIMIT
LESS THAN 50
ML
INORGANIC SILTS AND VERY FINE SANDS.

ROCK FLOUR. SILTY OR CLAYEY FINE SANDS
OR CLAYEY SILTS WTH SLIGHT pLAsncrry
r/
7 C L
INORGANIC C.LAYS OF LOW TO MEDIUM
PLASTICJTY, GRAVELLY CLAYS. SANDY
CLAYS, SILTY CLAYS. LEAN CLAYS
0 L ORGANIC SILTS AND ORGANIC SILTY

CLAYS OF LOW PLASTICITY
SILTS
AND
CLAYS

LIQUID LIMIT

GREATER
THAN 50
M H INORGANIC SILTS. MICACEOUS OR

DIATOMACEOUS FINE SAND OR SILTY SOILS
0,
/

C H INORGANIC CLAYS OF HIGH PLASTICITY,

FAT CLAYS
0 H ORGANIC CLAYS OF MEDIUM TO HIGH
PLASTICITY. ORGANIC SILTS
HIGHLY ORGANIC SOILS .^....,..."..w, P T PEAT. HUMUS SWAMP SOILS WTH

HIGH ORGANIC CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS. -41---&\EARTH SYSTEMS SOUTHERN CALIFORNIA
1731-A Walter Street. Ventura, California 93003
PH: (805) 642-6727 FAX: (805) 642-1325
Unified Soil
Classification
System (USCS)
Maximum Depth = 50.69 feet
0 Friction Rat io Soil Behavior Type'
Depth Increment= 0.16 feet
in
_c
ca. 12:548 '
TipResistance
Cone Used: 468/GC-AP/RC
Local Friction
0 U-
^

II I I I
0 o o p cp ca o 0 o o ci 0 o 0
ci a> ci O ci ci O
CV CI sr to CO
I,- c0

CPT INTERPRETATIONS
• SOUNDING : CPT-701 PROJECT No.: VT-22690-01
• PROJECT : GVD COMMERCIAL CONE/RIG : 468/GO-AP/R#1
• DATE/TIME: 04-29-02 09:23
**************************************..****************************** DEPTH
uJ
DEPTH
(ft)
TIP

RESISTANCE
(tsf)

FRICTION
RATIO
SOIL BEHAVIOR TYPE N(60) N1(60( Dr
(t)
Su
(tsE)
PAGE 1 of 3
PHI
(Degrees)
.150 .49 4.89 6.62 CLAY 5 8 .3
.300 .98 3.63 5.30 CLAY 4 6) ..
.450 1.48 4.27 7.60 ORGANIC MATERIAL 4 7 .4
.600 1.97 4.31 5.16 CLAY 4 7 .3
.750 2.46 3.74 5.35 CLAY 4 6 .2
.900 2.95 3.29 5.48 CLAY 3 5 .2

1.050 3.44 2.57 4.54 CLAY 3 4 .1

1.200 3.94 3.38 3.33 CLAY 3 5 .3

1.350 4.43 3.10 1.99 SENSITIVE FINE GRAINED 2 2 .,

1.500 4.92 3.12 2.19 CLAY 3 5 .2

1.650 5.41 2.66 2.85 CLAY 3 4) ..

1.800 5.91 2.59 5.68 CLAY 3 4 .1

1.950 6.40 2.85 3.18 CLAY 3 5 .2

2.100 6.89 2.78 3.32 CLAY 3 4 .2

2.250 7.38 3.59 4.07 CLAY 4 5 .2

2.400 7.87 4.67 2.93 CLAY 5 7 .3

2.550 8.37 28.04 .67 SILTY SAND to SANDY SILT 9 14 40 38.0

2.700 8.86 30.10 2.15 SANDY SILT to CLAYEY SILT 12 17 2.0

2.850 9.35 29.87 1.08 SILTY SAND to SANDY SILT 10 14 42 38.0

3.000 9.84 37.09 .67 SILTY SAND to SANDY SILT 12 17 48 38.5

3.150 10.33 72.93 .80 SAND to SILTY SAND 18 25 67 42.0

3.300 10.83 119.40 .81 SAND to SILTY SAND 30 41 81 44.0

3.450 11.32 114.51 1.03 SAND to SILTY SAND 29 39 80 44.0

3.600 11.81 114.81 .75 SAND to SILTY SAND 29 38 79 44.0

3.750 12.30 46.70 1.33 SILTY SAND to SANDY SILT 16 21 53 39.0

3.900 12.80 6.52 .94 SENSITIVE FINE GRAINED 3 4 .6

4.050 13.29 4.72 .43 SENSITIVE FINE GRAINED 2 3 .4

4.200 13.78 4.59 .66 SENSITIVE FINE GRAINED 2 3 .4

4.350 14.27 4.93 2.02 CLAY to SILTY CLAY 3 4 .3

4.500 14.76 4.82 .94 SENSITIVE FINE GRAINED 2 3 .4

4.650 15.26 5.95 4.87 CLAY 6 7 .3

4.800 15.75 11.62 7.58 CLAY 12 14 .7

4.950 16.24 81.16 1.27 SILTY SAND to SANDY SILT 27 33 66 41.0

5.100 16.73 18.57 5.34 CLAY 19 22 1.2

5.250 17.22 13.32 3.04 CLAY to SILTY CLAY 9 11 .8

5.400 17.72 9.65 2.08 CLAYEY SILT to SILTY CLAY 5 6 .7

5.550 18.21 34.01 4.03 CLAY to SILTY CLAY 23 26 1.9

5.700 18.70 45.49 1.91 SANDY SILT to CLAYEY SILT 18 21 3.0

5.850 19.19 83.79 1.82 SILTY SAND to SANDY SILT 28 32 66 40.5

6.000 19.69 32.46 4.16 CLAY to SILTY CLAY 22 24 1.8

6.150 20.18 13.92 5.61 CLAY 14 16 .8
tINDICATES OVERCONSOLIDATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT MT . 120 pcE
ASSUMED DEPTH OF WATER TABLE 7.0 ft
N1601 = EQUIVALENT SPT VALUE 1601 Energy]
N1(601 . OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (601 Energy) Dr . OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su . OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH

PHI OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
HOLGUIN, FAHAN & ASSOCIATES, INC.

Interpretations based on: Robertson and Campanella, 1989.

SOUNDING : CPT-01
PAGE 2 of 3
DEPTH DEPTH TIP FRICTION SOIL BEHAVIOR TYPE N(60) N1(60) Dr Su PHI

RESISTANCE RATIO
(iil) (ft) (tsf) (%) (%) (tsf) (Degrees)

6.300 20 67 15.53 2.26 CLAYEY SILT to SILTY CLAY 8 9 1.1 6 450 21.16 75.97 84 SAND.toSILTY SAND 19 21 62 39.5

6.600 21.65 108 84 97 SAND'to SILTY SAND 27 30 72 42.0
6 750 22.15 136.75 .92 SAND to SILTY SAND 34 37 78 42.5

6.900 22.64 178.05 1.02 SAND 36 38 85 44.0

7.050 23.13 198.64 1.11 SAND 40 42 88 44.0

7.200 23.62 178.52 1.12 SAND to SILTY SAND 45 47 85 43.5

7.350 24.11 174.89 1.13 SAND to SILTY SAND 44 46 84 43.5 7 500 24.61 181.69 1.03. .SAND 36 38 85 43.5

7.650 25.10 76.21 1.85 SILTY SAND to SANDY SILT 25 26 60 39.0

7.800 25.59 18.10 2.06 CLAYEY SILT to SILTY CLAY 9 9 1.3

7.950 26.08 16.59 4.11 CLAY 17 17 1.0
.100 26.57 17.76 3.34 CLAY to SILTY CLAY 12 12 1.1
.250 27.07 26.62 4.88 CLAY 27 27 1.5
.400 27.56 51.96 2.63 SANDY SILT to CLAYEY SILT 21 21 3.4 .550 28.05 36.65 3.23 CLAYEY SILT to SILTY CLAY 18 18 2.3 .700 28.54 153.30 .99 SAND to SILTY SAND 38 38 79 42.5
850 29.04 83.41 2.32 SILTY SAND to SANDY SILT 28 27 61 39.0 .000 29.53 30.74 2.21 SANDY SILT to CLAYEY SILT 12 12 1.9

9.150 30.02 19.99 1.99 CLAYEY SILT to SILTY CLAY 10 10 1.5

9.300 30.51 35.31 3.50 CLAYEY SILT to SILTY CLAY 18 17 2.2

9.450 31.00 25.79 2.21 SANDY SILT to CLAYEY SILT 10 10 1.6

9.600 31.50 6.97 .95 SENSITIVE FINE GRAINED 3 3 .5

9.750 31.99 6.67 1.67 CLAY to SILTY CLAY 4 4 .4

9.900 32.48 8,07 1.74 CLAYEY SILT to SILTY CLAY 4 4 .5

10.050 32.97 12,83 4.05 CLAY 13 12 .7

10.200 33.46 15.06 5.98 CLAY 15 14 .9

10.350 33.96 15.64 5.40 CLAY 16 14 .9

10.500 34.45 13.00 4.35 CLAY 13 12 .7

10.650 34.94 27.21 2.22 SANDY SILT to CLAYEY SILT 11 10 1.7

10.800 35.43 9.52 4.47 CLAY 10 9 .5

10.950 35.93 7.71 3.40 CLAY 8 7 ,4

11.100 36.42 8.97 2.69 CLAY to SILTY CLAY 6 5 .5

11.250 36.91 8.88 2.59 CLAY to SILTY CLAY 5 5 .5

11.400 37.40 16.23 2.29 CLAYEY SILT to SILTY CLAY 8 7 1.1

11.550 37.89 9.41 3.12 CLAY to SILTY CLAY 6 5 .5

11.700 38.39 8.56 3.16 CLAY 9 7 4

11.850 38.88 16.23 5.75 CLAY 16 14 .9

12.000 39.37 23.90 4.30 CLAY to SILTY CLAY 16 14 1.4

12.150 39.86 11.30 2.78 CLAY to SILTY CLAY 8 6 .6

12.300 40.35 8.41 3.23 CLAY 8 7 .4

12.450 40.85 8.92 3.22 CLAY 9 8 .4

12.600 41.34 8.77 3.93 CLAY 9 7 .4

12.750 41.83 6.78 6.70 CLAY 7 6 .3

12.900 42.32 9.31 4.45 CLAY 9 8 .5

13.050 42.81 8.99 3.89 CLAY 9 7 .4

13.200 43.31 10.05 5.14 CLAY 10 8 .5

13.350 43.80 9.50 4.90 CLAY 10 8 .5

13.500 44.29 8.24 3.60 CLAY 8 7 .4

13.650 44.78 10.28 4.09 CLAY 10 8 .5
*INDICATES OVERCONSOLIDATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT WT - 120 pcf
ASSUMED DEPTH OF WATER TABLE - 7.0 ft
N(60) = EQUIVALENT SPT VALUE (60% Energy)
N1(60) - OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (60% Energy) Dr = OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su = OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH

PHI - OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
HOLGUIN, FAHAN & ASSOCIATES, INC.

Interpretations based on: Robertson and Campanella. 1989. 1 SOUNDING : CPT-01
PAGE 3 of 3
DEPTH DEPTH TIP FRICTION SOIL BEHAVIOR TYPE N(60) N1(60) Dr Su PHI

RESISTANCE RATIO
(m) (ft) (tsf) (%) (%) (tsf) (Degrees)

13.800 45.28 11.00 3.88 CLAY il 9 .6

13.950 45.77 10.54 3.52 CLAY. 11 9 5

14.100 46 26 10.28 2.98 CLAY to SILTY CLAY 7 6 .5
14 250 46.75 14.32 9.02 CLAY 14 11 .8

14.400 47.24 54.11 3.28 CLAYEY SILT to SILTY CLAY 27 22 3.0

14.550 47.74 30.68 1.77 SANDY SILT to CLAYEY SILT 12 10 2.2

14.700 48.23 61.69 3.34 CLAYEY SILT to SILTY CLAY 31 24 3.5

14.850 48.72 51.50 3.44 CLAYEY SILT to SILTY CLAY 26 20 2.9

15.000 49.21 28.47 2.97 CLAYEY SILT to SILTY CLAY 14 11 1.7

15.150 49.70 48.65 2.70 SANDY SILT to CLAYEY SILT 19 15 3.0

15.300 50.20 47.72 2.73 SANDY SILT to CLAYEY SILT 19 15 3.0 *INDICATES OVERCONSOLIDATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT WT - 120 pcf
ASSUMED DEPTH OF WATER TABLE - 7.0 ft
N(60) - EQUIVALENT SPT VALUE (60% Energy)
N1(60) - OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (60% Energy) Or = OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su = OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH
PHI = OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
HOLGUI1V, FAHAN & ASSOCIATES, INC.

Interpretations based on: Robertson and Campanella, 1989.

SoilBehaviorType'
Depth Increment= 0.16 feet
csi
FrictionRatio
Job Number: VT-22690-01
GVD Commercial
CPT Date/Time:04-29-02 10:01
ConeUsed: 468/GO-AP/R#1
Fsi
0 Loca
L12
lFriction
CD
Maximum Depth = 80.71 feet
TipResistance
.0

0. CU
************************************.******************************

CPT INTERPRETATIONS
_A.

SOUNDING : CPT-02 PROJECT No.: VT-22690-01
PROJECT : GVD COMMERCIAL CONE/RIG : 468/GO-AP/R#1
DATE/TIME: 04-29-02 10:01
*******************************************************************

DEPTH DEPTH
Im) (ft)

TIP FRICTION

RESISTANCE RA,TIO
(tsf) (I)
SOIL B3HAVIOR TYPE N[60; N1(60) Dr
(I)
Su
(tsf).

PAGE 1 of
PHI
(Degrees)
.150 .49 26.09 3.69 CLAY to SILTY CLAY 17 28 1.7
.300 .98 25.22 4.45 CLAY to SILTY CLAY 17 27 1.5
.450 1.48 7,46 5.13 CLAY 7 12 .5
.600 1.97 9.50 4.96 CLAY 10 15 .6
.750 2.46 7.29 3.72 CLAY 7 12 .5
.900 2.95 5.40 3.64 CLAY 5 9 .3

1.050 3.44 9.07 2.70 CLAY to SILTY CLAY 6 10 .7

1.200 3.94 3.68 3.88 CLAY 4 6 .2

1.350 4.43 3.97 1.82 SENSITIVE FINE GRAINED 2 3 .4

1.500 4.92 3.08 2.79 CLAY 3 5 .2

1.650 5.41 2.78 2.86 CLAY 3 4 .2

1.800 5.91 2.66 2.49 CLAY 3 4 .2

1.950 6.40 2.85 2.88 CLAY 3 5 .2

2.100 6.89 3.31 2.00 SENSITIVE FINE GRAINED 2 3 .3

2.250 7.38 3.97 2.46 ' CLAY 4 6 .3

2.400 7.87 5.99 5.39 CLAY 6 9 .4

2.550 8.37 8.92 3.46 CLAY 9 13 .6

2.700 8.86 14.04 1.87 CLAYEY SILT to SILTY CLAY 7 10 1.1

2.850 9.35 53.24 .88 SILTY SAND to SANDY SILT 18 25 58 40.5

3.000 9.84 61.06 1.05 SILTY SAND to SANDY SILT 20 29 62 41.5

3.150 10.33 22.16 1.07 SANDY SILT to CLAYEY SILT 9 12 1.7

3.300 10.83 31.99 .60 SILTY SAND to SANDY SILT 11 15 43 38.0

3.450 11.32 57.74 .67 SAND to SILTY SAND 14 20 60 40.5

3.600 11.81 61.72 .79 SAND to SILTY SAND 15 21 61 40.5

3.153 12.30 74.74 .65 SAND to SILTY SAND 19 25 67 42.0

3.900 12.80 95.75 .85 SAND to SILTY SAND 24 31 73 43.0

4.050 13.29 96.77 ,79 SAND to SILTY SAND 24 31 73 42.5

4.200 13.73 96.15 .93 SAND to SILTY SAND 24 31 73 42.5

4.350 14.27 120.01 .88 SAND to SILTY SAND 30 38 79 43.5

4.500 14.76 123.58 .81 SAND to SILTY SAND 31 39 79 43.5

4.650 15.26 34.61 1.66 SANDY SILT to CLAYEY SILT 14 17 2.7

4.800 15.75 8.16 1.06 SENSITIVE FINE GRAINED 4 5 .7

4.950 16.24 12.49 4.91 CLAY 12 15 .8

5.100 16.73 19.52 5.30 CLAY 20 23 1.2

5.250 17.22 7.80 1.90 CLAY to SILTY CLAY 5 6 .5

5.400 17.72 16.36 5.09 CLAY 16 19 1.0

5.550 13.21 13.26 3.31 CLAY to SILTY CLAY 9 10 ,8

5.700 18.70 16.10 6.11 CLAY 16 19 1.0

5.850 19.19 60.17 1.46 SILTY SAND to SANDY SILT 20 23 56 39.0

6.000 19.69 20.86 5.43 CLAY 21 24 1.2

6.150 20.18 51.75 2.95 SANDY SILT to CLAYEY SILT 21 23 3.4 tINDICATES OVERCONSOLIDATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT WT = 120 ocf
ASSUMED DEPTH OF WATER TABLE'. 7.0 ft
N(60) EQUIVALENT SPT VALUE (601 Enercy)
NI(60) . OVERBURDEN NORMALIZED EQUIVALBT SPT VALUE 1601 Energy) Dr : OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
5u : OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH

PHI OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
HOLGUIN, FAHAN & ASSOCIATES, INC.

Interpretations based on: Robertson and Campanella, 1989. 1 1
1 SOUNDING

DEPTH DEPTH
(m) (ft)
CPT-02
TIP

RESISTANCE
(tsf)

FRICTION
RATIO
(%)
SOIL BEHAVIOR TYPE N(60) N1(60) Or
(%)
Su
(tsf)
PAGE 2 of 4
PHI
(Degrees)

6.300 20.67 9.84 2.61 CLAY to SILTY CLAY 7 7 .7
6 450 21,16 9.24 5.32 ,:LAY. 9 10 .5
6,600 21,65 74.27 1.06 SAND'to SILTY SAND 19 20 61 39.5

6.750 22.15 89.48 1.18 SAND to SILTY SAND 22 24 66 40.0

5.900 22,64 115.68 1.44 SAND to SILTY SAND 29 31 73 42.0

7.050 23,13 172.15 1.20 SAND to SILTY SAND 43 46 84 43.5 7 200 23.62 166.67 1.57 SAND to SILTY SAND 42 44 83 43.5 7 350 24.11 184.55 1.48 SAND to SILTY SAND 46 48 86 44.0 7 500 24.61 169.15 1.19 SAND to SILTY SAND 42 44 83 43.5

7.650 25.10 129.74 1.05 SAND to SILTY SAND 32 33 75 42.0

7.800 25.59 27.49 4.39 CLAY to SILTY CLAY 18 19 1.5

7.950 26.08 66.09 2.66 SANDY SILT to CLAYEY SILT 26 27 4.3

8.100 26.57 64.78 2.19 SILTY SAND to SANDY SILT 22 22 55 38.5

8.250 27.07 14.91 2.63 CLAYEY SILT to SILTY CLAY 7 7 .9

3.400 27.56 34.08 2.90 CLAYEY SILT to SILTY CLAY 17 17 2.2 8 550 28.05 52.84 1.48 SILTY SAND to SANDY SILT 18 17 48 37.5

3.700 28.54 85.79 2.49 SANDY SILT to CLAYEY SILT 34 34 5.6 3 850 29.04 122.92 1.54 SAND to SILTY SAND 31 30 72 41.0 9 000 29.53 33.59 4.75 CLAY 34 32 1.9

9.150 30.02 27.62 3.62 CLAYEY SILT to SILTY CLAY 14 13 1.7

9.300 30.51 62.69 2.76 SANDY SILT to CLAYEY SILT 25 24 4.1 9 450 31.00 57.68 3.50 CLAYEY SILT to SILTY CLAY 29 27 3.3 9 600 31.50 35.25 3.49 CLAYEY SILT to SILTY CLAY 18 17 2.2

9.750 31.99 16.21 3.33 CLAY to SILTY CLAY 11 10 1.0

9.900 32.48 10.01 2.05 CLAYEY SILT to SILTY CLAY 5 5 .6

10.050 32.97 10.71 1.97 CLAYEY SILT to SILTY CLAY 5 5 .7

10.200 33.46 10.37 2.76 CLAY to SILTY CLAY 7 6 .6

10.350 33.96 21.88 1.50 SANDY SILT to CLAYEY SILT 9 8 1.6

10.5O0 34.45 10.58 3.66 CLAY 11 10 .6

10.650 34.94 12.43 3.63 CLAY 12 11 .7

10.800 35.43 10.32 2.73 CLAY to SILTY CLAY 7 6 .7

10.950 35.93 10.32 3.30 CLAY to SILTY CLAY 7 6 .5

11.100 36.42 10.22 3.73 CLAY 10 9 .5

11.250 36.91 9.77 3.73 CLAY 10 9 .5

11.400 37.40 9.96 3.43 CLAY 10 9 .5

11.550 37.89 11.05 4.80 CLAY 11 10 6

11.700 38.39 9.56 2.00 CLAYEY SILT to SILTY CLAY 5 4 .6

11.850 38.88 10.73 3.62 CLAY 11 9 .6

12.000 39.37 14.21 3.28 CLAY to SILTY CLAY 9 8 .8

12.150 39.86 14.21 3.15 CLAY to SILTY CLAY 9 8 .8

12.300 40.35 10.43 3.41 CLAY 10 9 .5

12.450 40.85 10.09 4.10 CLAY 10 9 .5

12.600 41.34 9.56 3.97 CLAY 10 8 .5

12.750 41.83 10.20 3.48 CLAY 10 9 .5

12.900 42.32 12.73 5.24 CLAY 13 11 .7

13.050 42.81 13.04 5.29 CLAY 13 11 ,7

13.200 43.31 12.45 4.32 CLAY 12 10 .7

13.350 43.80 12.45 4.12 CLAY 12 10 .7

13.500 44.29 13.07 4.58 CLAY 13 11 .7

13.650 44.78 11.75 4.15 CLAY 12 10 .6
*INDICATES OVERCONSOLIDATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT WT = 120 pcf
ASSUMED DEPTH OF WATER TABLE = 7.0 ft
N(60) = EQUIVALENT SPT VALUE (60% Energy)
N1(60) - OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (60% Energy) Or - OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
= OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH
PHI = OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
HOLGUIN, FA1-L4N & ASSOCIATES, INC.

Interpretations based on: Robertson and Campanella, 1989.

SOLTNDING :

DEPTH DEPTH
(m) (ft)

13.800 45.28

13.950 15.77

14.100 46.26

14.250 46.75

14.400 47.24
14 550 47.74

14.700 48.23

14.850 48.72

15.000 d9.21

15.150 49.70

15.300 50.20

15.450 50.69

15.600 51.18

15.900 52.17

15.750 51.67

16.050 52.66

16.200 53.15

16.350 53.64

16.500 54.13

16.650 54.63

16.800 55.12

16.950 55.61

17.100 56.10

17.250 56.59

17.400 57.09

17.550 57.58

17.700 58.07

17.850 58.56

18.000 59.06

18.150 59.55

18.300 60.04

18.450 60.53

18.600 61.02

18.750 61.52

18.900 '62.01

19.050 62.50

19.200 62.99

19.350 63.48

19.500 63.98

19.650 64.47

19.800 64.96

19.950 65.45

20.100 65.94

20.250 66.44

20.400 6 6.93

20.550 67.42

20.700 67.91

20.850 68.41

21.000 68.90

21.150 69.39
CPT-02
TIP

RESISTANCE
(tsf)

10.92 11.85

12.17 13.60

19.27 17.02

15.70 19.38

17.76 25.24

26.30 45.02

58.72 75.48

69.83 57.66
148.99
121.65

98.09 70.85

55.62 202.70
231.53
120.29

54.00 111.64
114.32
148.12

92.29 129.83
141.41

65.33 49.67

62.54 64.39

50.5.6 52.11

49.18 55.05

47.55 38.79

49.18 82.60

83.45 66.11

95.73 109.33
107.29
131.17
131.36

FRICTION
RATIO
()

3.56 3.84

3.14 4.88

5.98 4.82
4,49

1.78 5
(191

1.66 3.08

4.21 4.98

6.35 6.66

5.56 5.84

5.74 5.77

8.03 3.94

2.61 5.95

5.25 4.87

5.67 4.12
4,78

8.00 7.33

5.72 3.51

4.29 4.60

3.21 2.98

4.70 5.73

4.65 5.02

6.87 7.07

6.60 7.61

7.63 7.97

6.66 5.86

4.18 SOIL BEHAVIOR TYPE
CLAY
CLAY
CLAY to SILTY CLAY
CLAY
CLAY
CLAY
CLAY
SANDY SILT to CLAYEY SILT
r,AT SILT to CLAYEY SILT
SANDY SILT to CLAYEY SILT
CLAYEY SILT to SILTY CLAY
CLAYEY SILT to SILTY CLAY
*VERY STIFF FINE GRAINED
*V STIFF FINE GRAINED
CLAY
*VERY STIFF FINE GRAINED
*VERY STIFF FINE GRAINED
*VERY STIFF FINE GRAINED
*VERY STIFF FINE GRAINED
CLAY
*SAND to CLAYEY SAND
SILTY SAND to SANDY SILT
*VERY STIFF FINE GRAINED
CLAY
*VERY STIFF FINE GRAINED
*VERY STIFF FINE GRAINED
*VERY STIFF FINE GRAINED
*VERY STIFF FINE GRAINED
*VERY STIFF FINE GRAINED
*VERY STIFF FINE GRAINED
*VERY STIFF FINE GRAINED
CLAYEY SILT to SILTY CLAY
CLAYEY SILT to SILTY CLAY
CLAY to SILTY CLAY
CLAYEY SILT to SILTY CLAY
SANDY SILT to CLAYEY SILT
CLAY to SILTY CLAY
CLAY
CLAY to SILTY CLAY
CLAY
CLAY
*VERY STIFF FINE GRAINED
*VERY STIFF FINE GRAINED
*VERY STIFF FINE GRAINED
*VERY STIFF FINE GRAINED
*VERY STIFF FINE GRAINED
*VERY STIFF FINE GRAINED
*VERY STIFF FINE GRAINED
*VERY STIFF FINE GRAINED
0 2
ERY 53
N(60)
11 12
8 14
19 17
16 8
7 25
11 23
29 75
70 58
100
100
98 71
56 100
77 100
54 100
100
100
92 100
10605
25 31
43 25
21 33
55 32
39 49
83 83
66 96
100
100
100
100

1.3 Y
N1(60)
9 10
7 11
15 13
12 6
6 8
17 23
58 44
100
92 74
53 41
75 57
88 40
81 83
100
67 93
100
47 18
22 30
18 15
23 38
22 27
34 57
57 45
65 74
73 88
88 Or
(X)
82 Su
(tsf)
5 6
.6
.7

1.0 .9
.9

1.3 1.5

1.9 2.8

3.3 3.2

3.1 3.0

2.7 3.5

3.6 3.1

3.2 2.7

3.0 2.6

2.1 2.7
PAGE 3 of
PHI
(Degrees)

42.0 11114 HOLGUIN, FAHAN & ASSOCIATES, INC.

Interpretations based on: Robertson and Campanella, 1989. 14 inn
1111
III
Ill
III
ill
ri
!I

11.I
IR
III
III
II ASSUMED DEPTH OF WATER TABLE = 7.0 ft
ASSUMED TOTAL UNIT NT = 120 pcf
*INDICATES OVERCONSOLIDATED OR CEMENTED MATERIAL
N(60) - EQUIVALENT SPT VALUE (60% Energy)
N1(60) - OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (60% Energy) III
Dr = OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su = OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH

PHI - OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
4 SOUNDING :
:EPTH DEPTH
(m) (ft)
CPT-02
TIP

RESISTANCE
(tsf)

FRICTION
RATIO
(%)
SOIL BEHAVIOR TYPE N(60) N1(60) Dr
(%)
Su
(tsf)
PAGE 4 of
PHI
(Degrees)

21.300 59.88 73.83 6.23 *VERY STIFF FINE GRAINED 74 49

21.450 70.37 27.51 6.04 CLAY 28 18 1 4

21.600 70.87 63.76 3.18 SANDY SILT to CLAYEY SILT 25 17 3.5

21.750 71.36 26.39 7.72 CLAY 26 18 1.3

21.900 71.85 29.62 6.23 CLAY 30 20 1.5

22.050 72.34 69.90 5.13 *VERY STIFF FINE GRAINED 70 46

22.200 72.83 42.79 5.15 CLAY 43 28 2.3

22.350 73.33 22,33 4 07 CLAY to SILTY CLAY 15 10 1.2

22.500 73.82 20.46 2.99 CLAYEY SILT to SILTY CLAY 10 7 1.1 22,650 74.31 30.70 4.85 CLAY 31 20 1.5

22.800 74.80 109.62 3.24 SANDY SILT to CLAYEY SILT 44 28 6.2

22.950 75.30 170.77 • 2.94 SILTY SAND to SANDY SILT 57 37 70 38.5

23.100 75.79 224.81 2.57 SILTY 'SAND to SANDY SILT 75 48 78 39.5

23.250 76.28 172.95 3.27 SANDY SILT to CLAYEY SILT 69 45 9.9

23.400 76.77 178.22 2.26 SILTY SAND to SANDY SILT 59 38 71 38.5

23.550 77.26 99.02 2.17 SILTY SAND to SANDY SILT 33 21 54 36.5

23.700 77.76 26.70 3.40 CLAYEY SILT to SILTY CLAY 13 9 1.5

23.850 78.25 26.81 4.95 CLAY 27 17 1.3

24.000 78.74 25.43 2.99 CLAYEY SILT to SILTY CLAY 13 8 1.4

24.150 79.23 45.29 5.78 CLAY 45 29 2.4

24.300 79.72 52.54 5.80 CLAY 53 33 2.8

24.450 80.22 80.88 7.57 *VERY STIFF FINE GRAINED 81 51
4 *INDICATES OVERCONSOLIDATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT WT - 120 pcf
ASSUMED DEPTH OF WATER TABLE - 7.0 ft
N(60) - EQUIVALENT SPT VALUE (60% Energy)
N1(60) - OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (60% Energy) Dr - OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su = OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH
PHI = OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
HOLGUIN, FAHAN & ASSOCIATES, INC.

Interpretations based on: Robertson and Campanella, 1989. 0 0
0 a)
Cone Used: 468/G0-AP/R#1
...........
.........

Local Friction
Maximum Depth = 50.69 feet
C
O
rt. ,E• tu C
. _
, c L._ 0
oc.5 0
CPT Date/Time: 04-29-02 10:4 8
Location: GVD Commercial
Job Number: VT-22690-01
Friction Ratio Soil Behavior Type*
Depth Increment= 0.16 feet
Tip
Ou
I
o o co
o o o
6 co
****************************************************************

CPT INTERPRETATIONS
* SOUNDING : CPT-03
* PROJECT : GVD COMMERCIAL
* DATE/TIME: 04-29-02 10:48
PROJECT No.: VT-22690-0
CONE/RIG : 468/GO-AP/R#
**************************************************************** DEPTH
(t1)
.300
.450
.600
.750
.900

1.050

1.200

1.350

1.500

1.650

1.800

1.950

2.100

2.250

2.400

2.550

2.700

2.850

3.000

3.150

3.300

3.450

3.600

3.750

3.900

4.050

1.200

4.350

4.500

4.650

4.800

4.950

5.100

5.250
5,400

5.550

5.700

5.850

6.000

6.150
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
2 DEPTH

2.46 TIP

RESISTANCE
(ft) (tsf)
.49 20.86
.96 20.29

1.48 8.31

1.97 .95

9.37 6.05

4.55 .44 3.89
.94 3.85
.43 2.85
.92 3.61
.11 2.53
.91 2.61
.40 2.46
.89 3.06
.38 2.59
.87 2.17
.37 1.98
.86 3.51
.35 35.90
.84 50.73
.33 68.83
.83 103.89
.32 103.08
.81 105.93
.30 114.15
.80 122.84
.29 157.72
.78 176.35
.27 152.33
.76 135.29
.26 35.29
.75 8.67
.24 9.16
.73 32.80
.22 132.50
.72 54.17
.21 17.99
.70 10.54
.19 15.70
.69 16.21
.18 32.53

FRICTION
RATIO
It)

2.10 4.87

5.09 4.92

3.89 4.88

3.47 3.29

1.80 2.63

2.69 2.81

3.16 4.37

2.22 2.66

7.34 9.19
.81

1.11 1.01
.86

1.06 1.11
.94
.93

1.19 1.11
.33
.97

1.63 1.04

2.22 5.26
.90

2.45 2.59

4.12 2.53

5.87 3.03

SOIL BEHAVIOR TYPE
CLAYEY SILT co SILTY CLAY
CLAY
CLAY
CLAY
CLAY
CLAY
CLAY
CLAY

SENSITIVE PINE GRAINED
CLAY
CLAY
CLAY
CLAY
CLAY

SENSITIVE FINE GRAINED
CLAY

ORGANIC MATERIAL

ORGANIC MATERIAL
SILTY SAND to SANDY SILT
SILTY SAND to SANDY SILT
SAND to SILTY SAND
SAND to SILTY SAND
SAND to SILTY SAND
SAND to SILTY SAND
SAND to SILTY SAND
SAND to SILTY SAND
SAND to SILTY SAND
SAND to SILTY SAND
SAND to SILTY SAND
SAND to SILTY SAND
SANDY SILT to CLAYEY SILT
CLAYEY SILT to SILTY CLAY
CLAY to SILTY CLAY
CLAY
SAND to SILTY SAND
SANDY SILT to CLAYEY SILT
CLAYEY SILT to SILTY CLAY
CLAY
CLAYEY SILT to SILTY CLAY
CLAY
CLAYEY SILT to SILTY CLAY
8(60)
10 20
8 9
6 5
4 4
1 4
3 3
2 3
1 2
2 4
12 17
17 26
26 26
29 31
39 44
38 34
14 4
6 33
33 22
9 11
8 16
16 N1(60)
17 32
13 15
10 7
6 6
2 6
4 4
4 s
2 3
3 5
17 24
24 36
35 35
38 40
51 56
48 42
17 5
7 39
39 25
10 12
9 18
18 Dr
111
47 57
66 77
77 77
79 80
87 90
86 82
80 Su
Itsfl

1.7 1.3
.5
.6
.4
.3
.2
.3
.3
.3
.2
.2
.2
.2
.2
.1
.1
.3

2.7 .8
.7

1.9 3.5

1.1 .6

1.0 1.0

2.1 PAGE 1
PHI
(Degrees
.

38.5 40.0

42.0 43.5

43.5 43.5

43.5 44.0

45.0 45.0

44.5 44.0

43.5 *INDICATES OVERCONSOLIDATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT WT 120 Dcf
ASSUMED DEPTH OF WATER TABLE-. 7.0 ft
N160) . EQUIVALENT SPT VALUE (601 Eneray)
81(60) OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (60t Energy) Dr OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH

PHI OVERBURDEN NORMALIZED 'EQUIVALENT FRICTION ANGLE
HOLGUIN, FAHAN & ASSOCIAIES, INC.

Inrerprerazions based on: Robertson and Campanella. 1989.

SOUNDING : CPT-03
PAGE 2 of
DEPTH DEPTH TIP FRICTION SOIL BEHAVIOR TYPE N(60) N1(60) Or Su PHI

RESISTANCE RATIO
(m) (ft) (tsf) (%) (%) (tsf) (Degrees)
6 300 20.67 18.16 2.80 CLAYEY SILT to SILTY CLAY 9 10 1.1 6 450 21.16 8.26 502 CLAY . 8 9 .5
6 600 21.65 27.79 3.72 CLAYEY SILT to SILTY CLAY 14 15 1.8

6.750 22.15 12.81 4.99 CLAY 13 14 .8
5,900 22.64 28.83 7.74 CLAY 29 31 1.6

7.050 23.13 181.71 2.53 SILTY SAND to SANDY SILT 61 64 86 44.0

7.200 23.62 192.92 2.35 SILTY SAND to SANDY SILT 64 68 87 44.0

7.350 24.11 193.50 2.12 SILTY SAND to SANDY SILT 65 68 87 44.0 7 500 24.61 185.62 1.55 SAND to SILTY SAND 46 48 86 44.0

7.650 25.10 180.50 1.46 SAND to SILTY SAND 45 47 85 43.5

7.800 25.59 182.92 1.75 SAND to SILTY SAND 46 47 85 43.5 7 950 26.08 196.32 1.26 SAND to SILTY SAND 49 50 87 44.0

8.100 26.57 167.73 39 SAND 34 34 82 43.0
8 250 27.07 56.17 1.87 SILTY SAND to SANDY SILT 19 19 50 38.0 8 400 27.56 43.81 173 SILTY SAND to SANDY SILT 15 15 43 36.5 8 550 28.05 82.64 1.02 SAND to SILTY SAND 21 20 61 39.0

8.700 28.54 70.77 2.90 SANDY SILT to CLAYEY SILT 28 28 4.6

8.850 29.04 159.08 1.61 SAND to SILTY SAND 40 39 80 42.5

9.000 29.53 167.69 1.03 SAND to SILTY SAND 42 41 81 42.5

9.150 30.02 124.77 .98 SAND to SILTY SAND 31 30 72 41.0

9.300 30.51 37.14 4.17 CLAY to SILTY CLAY 25 24 2.1

9.450 31.00 62.71 3.15 SANDY SILT to CLAYEY SILT 25 24 3.6

9.600 31.50 61.44 3.19 SANDY SILT to CLAYEY SILT 25 23 3.5

9.750 31.99 42.09 3.62 CLAYEY SILT to SILTY CLAY 21 20 2.4

9.900 32.48 56.13 4.35 CLAYEY SILT to SILTY CLAY 28 26 3.2 10,050 32.97 13.58 2.42 CLAYEY SILT to SILTY CLAY 7 6 .9

10.200 33.46 10.39 1.67 CLAYEY SILT to SILTY CLAY 5 5 .7

10.350 33.96 11.75 3.07 CLAY to SILTY CLAY a 7 .6

10.500 34.45 52.96 4.58 CLAY to SILTY CLAY 35 32 3.0

10.650 34.94 60.14 4.33 CLAYEY SILT to SILTY CLAY 30 27 3.4

10.800 35.43 13.07 4.42 CLAY 13 12 .7

10.950 35.93 12.36 3.94 CLAY 12 11 .7

11.100 36.42 16.53 2.97 CLAYEY SILT to SILTY CLAY a 7 1.0

11.250 36.91 10.05 3.77 CLAY 10 9 .5

11.400 37.40 10.26 4.17 CLAY 10 9 .5

11.550 37.89 10.22 4.04 CLAY 10 9 .5

11.700 38.39 10.54 3.70 CLAY 11 9 .5

11.850 38.88 14.43 3.71 CLAY to SILTY CLAY 10 a 3

12.000 39.37 12.32 3.87 CLAY 12 11 .7

12.150 39.86 11.85 3.29 CLAY to SILTY CLAY a 7 .6

12.300 40.35 16.02 6.56 CLAY 16 14 .9

12.450 40.85 68.56 .81 SAND to SILTY SAND 17 15 51 37.5

12.600 41.34 17.80 3.49 CLAY to SILTY CLAY 12 10 1.0

12.750 41.83 11.22 3.29 CLAY to SILTY CLAY 7 6 .6

12.900 42.32 11.20 3.55 CLAY 11 9 .6
13,050 42.81 11.66 4.44 CLAY 12 10 .6

13.200 43.31 11.28 4.22 CLAY 11 9 .6

13.350 43.80 11.88 4.38 CLAY 12 10 .6

13.500 44.29 11.05 4.00 CLAY 11 9 .6

13.650 44.78 12.24 4.37 CLAY 12 10 .6
*INDICATES OVERCONSOLIDATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT NT - 120 pcf
ASSUMED DEPTH OF WATER TABLE - 7.0 ft
N(60) = EQUIVALENT SPT VALUE (60% Energy)
N1(60) - OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (60% Energy) Dr = OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su = OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH

PHI - OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
HOLGUIN, FAHAN & ASSOCIATES, INC.

Interpretations bayed on: Robertson and Campanella, 1989. 3 SOUNDING : CP1.- 03

DEPTH DEPTH TI FRICTION SOIL BEHAVIOR TYPE

RESETANCE RATIO
(m) (ft) (le) (%)

13.800 45.28 11128 3.38 CLAY to SILTY CLAY

13.950 45.77 11245 3 09 CLAY to SILTY CLAY

14.100 46.26 14.i0 3.60 CLAY to SILTY CLAY

14.250 46.75 2r.90 4.56 CLAY

14.400 47.24 22.91 5.95 CLAY

14.550 47.74 17,.82 4.11 CLAY

14.700 48.23 15.15 4.66 CLAY

14.850 48.72 30_06 5.30 CLAY

15.000 49.21 5T.79 1.83 SILTY SAND to SANDY SILT

15.150 49.70 27,79 4.48 CLAY to SILTY CLAY

15.300 50.20 13.70 2.11 CLAYEY SILT to SILTY CLAY
PAGE 3 of
N(60) N1(60) Dr Su PHI
(%) (tsf) (Degrees)
8 6 .6
8 6 6
10 8 8
25 20 1.3
33 26 1.8
18 14 1.0
15 12 .8
30 24 1.6
32 25 58 38.0
19 14 1.5
7 5 .9
*INDICATES OVERCONSOLIDATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT WT - 120 pcf
ASSUMED DEPTH OF WATER TABLE - 7.0 ft
N(60) - EQUIVALENT SPT VALUE (60%.Energy)
N1(60) - OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (60% Energy) Dr - OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su - OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH
PHI = OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
HOLGUIN, FAHAN & ASSOCIATES, INC.

Job Number:VT-22690-01
Soil Behavior Type' Frict ionRat io Local Friction
ConeUsed: 468/GO-AP/R# 1
60% Hammer
Maximum Depth = 50.69 feet Dep h t Increment= 0.16 feet Location: GVD Commercial
CPT Date/Time: 05-07-02 1 1:39
1 r--
Tip Resistance
C•1 CO '7
11 a 1/
Ca
Ca
csi
Ca
Ca
LC)
C.
s.:7,
Ca
Ca
ci
*********************************************************************

CPT INTERPRETATIONS
• SOUNDING : CPT-04 PROJECT No.: VT-22690-0I
• PROJECT : GVD COMMERCIAL CONE/RIG : 468/GO-AP/R#1
• DATE/TIME: 05-07-02 11:39
********************************************************************* DEPTH
(m)
DEPTH
(ft)
TIP

RESISTANCE
(tsfl

FRICTION
RATIO
SOIL BEHAVIOR TYPE N(60) N1(60) Dr Su
ftsf)
PAGE I of 3
PRI
(Degrees)
.150 .49 13.89 5.81 CLAY 14 22 .9
.300 .98 10.64 5.14 CLAY 11 17 .7
.450 1.48 7.35 5.99 CLAY 7 12 .5
.600 1.97 17.70 2.63 CLAYEY SILT to SILTY CLAY 9 14 1.2 .750 2.46 16.74 2.64 CLAYEY SILT to SILTY CLAY 8 13 1.1 .900 2.95 5,37 6.12 CLAY 5 9 .3

1.050 3.44 3.46 5.65 CLAY 3 6 .2

1.200 3.94 5.80 3.93 CLAY 6 9 .4

1.350 4.43 6.10 7.37 CLAY 6 10 .4

1.500 4.92 4.61 6.97 CLAY 5 7 .3

1.650 5.41 3.76 3.16 CLAY 4 6 .3

1.800 5.91 3.02 4.57 CLAY 3 5 .2

1.950 6.40 3.27 3.74 CLAY 3 5 .2

2.100 6.89 3.36 4.74 CLAY 3 5 .2

2.250 7.38 4.65 7.39 CLAY 5 7 .3

2.400 7.87 4.31 4.79 CLAY 4 6 .3

2.550 8.37 3.97 6.84 CLAY 4 6 .2

2.700 8.86 33.99 .75 SILTY SAND to SANDY SILT 11 16 45 38.5

2.850 9.35 43.62 1.23 SILTY SAND to SANDY SILT 15 20 52 39.0

3.000 9.84 41.68 1.70 SANDY SILT to CLAYEY SILT 17 22 3.3

3.150 10.33 12.90 4.69 CLAY 13 17 .8

3.300 10.83 114.21 1.06 SAND to SILTY SAND 29 37 78 43.5

3.450 11.32 138.07 1.18 SAND to SILTY SAND 35 44 83 44.0

3.600 11.81 144.40 .93 SAND to SILTY SAND 36 46 84 44.5

3.750 12.30 92.86 1.09 SAND to SILTY SAND 23 29 71 42.5

3.900 12.80 95.45 .97 SAND to SILTY SAND 24 30 72 42.5

4.050 13.29 125.30 .95 SAND to SILTY SAND 31 39 79 43.5

4.200 13.78 103.04 1.03 SAND to SILTY SAND 26 31 73 42.5

4.350 14.27 31.02 1.50 SANDY SILT to CLAYEY SILT 12 15 2.4

4.500 14.76 7.10 2.74 CLAY 7 8 .5

4.650 15.26 6.22 1.85 CLAY to SILTY CLAY 4 5 .4

4.800 15.75 7.82 2.87 CLAY to SILTY CLAY 5 6 .6
4,950 16.24 5.42 1.39 SENSITIVE FINS GRAINED 3 3 .4

5.140 16.73 6.08 1.19 SENSITIVE FINE GRAINED 3 4 .5

5.250 17.22 40.54 2.16 SANDY SILT to CLAYEY SILT 16 19 2.6 5,400 17.72 18.84 6.10 CLAY 19 21 1.0

5.550 18.21 45.17 2.47 SANDY SILT to CLAYEY SILT 18 20 2.9

5.700 18.70 17.06 5.53 CLAY 17 19 1.1

5.850 19.19 15.87 4.65 CLAY 16 18 1.0

6.000 19.69 16.32 10.17 CLAY 16 18 1.0

6.150 20.18 52.47 4.35 CLAY to SILTY CLAY 35 38 3.0
*INDICATES OVERCONSOLIDATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT WT 115 pcf
ASSUMED DEPTH OF WATER TABLE 10.0 ft
N(60) . EQUIVALENT SPT VALUE (60% Energy)
001(60) . OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE 160% Energy) Dr OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su . OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH
PEI . OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
HOLGUIN, FAFfAN & ASSOCIATES, INC.

Interpretations based on: Robertson and Campanella, 1989.

SOUNDING :

DEPTH DEPTH
.f r)) (ft)
CPT-04
TIP

RESISTANCE
(tsf)

FRICTION
RATIO
(1)
SOIL BEHAVIOR TYPE N(60) NI(60) Dr
(%)
Su
(tsf)
PAGE 2 of
PHI
(Degrees)
6 300 20.67 45.85 1.39 SILTY SAND to SANDY SILT 15 17 47 37.5 ;) 450 21.16 10.22 5.54 CLAY . 10 11 6
6 600 21.65 7.22 4.62 CLAY 7 8 4

6.750 22.15 12.96 6.95 CLAY 13 14 8

6.900 22.64 61.63 1.45 SILTY SAND to SANDY SILT 21 22 54 38.5 7 050 23.13 120.27 1.58 SAND to SILTY SAND 30 31 73 42.0

7.200 23.62 123.71 1.73 SILTY SAND to SANDY SILT 41 43 74 42.0 7 350 24.11 117.40 1.84 SILTY SAND to SANDY SILT 39 40 72 41.5 7 500 24.61 129.38 1.93 SILTY SAND to SANDY SILT 43 44 75 42.0

7.650 25.10 153.37 1.60 SAND to SILTY SAND 38 39 BO 42.5

7.800 25.59 158.70 1.33 SAND to SILTY SAND 40 40 80 42.5

7.950 26.08 186.17 1.42 SAND to SILTY SAND . 47 47 85 43.5

8.100 26.57 195.81 1.54 SAND to SILTY SAND 49 49 86 43.5

8.250 27.07 186.61 1.52 SAND to SILTY SAND 47 46 85 43.5

8.400 27.56 177.16 1.25 SAND to SILTY SAND 44 43 83 43.0

8.550 28.05 150.90 86 SAND 30 29 78 42.0

8.700 28.54 97.13 1.59 SILTY SAND to SANDY SILT 32 31 65 39.5 8 850 29.04 134.14 1.23 SAND to SILTY SAND 34 32 74 41.5

9.000 29.53 84.83 1.95 SILTY SAND to SANDY SILT 28 27 61 39.0

9.150 30.02 51.33 1.98 SANDY SILT to CLAYEY SILT 21 20 3.3

9.300 30.51 46.38 2.43 SANDY SILT to CLAYEY SILT 19 18 3.0 9 450 31.00 41.26 4.38 CLAY to SILTY CLAY 28 26 2.3
9 600 31.50 46.95 3.96 CLAYEY SILT to SILTY CLAY 23 22 2 7

9.750 31.99 36.26 3.86 CLAYEY SILT to SILTY CLAY 18 17 2.0

9.900 32.48 81.98 3.01 SANDY SILT to CLAYEY SILT 33 30 4.7

10.050 32.97 31.46 4.34 CLAY to SILTY CLAY 21 19 1.7

10.200 33.46 62.80 3.64 CLAYEY SILT to SILTY CLAY 31 29 3.6

0.350 33.96 14.32 2.89 CLAYEY SILT to SILTY CLAY 7 7 .8 _0.500 34.45 14.30 2.86 CLAYEY SILT to SILTY CLAY 7 6 .a

10.650 34.94 33.99 6.12 CLAY 34 31 1.9

10.800 35.43 19.21 7.58 CLAY 19 17 1.1

10.950 35.93 61.86 3.55 CLAYEY SILT to SILTY CLAY 31 28 3.5

11.100 '36.42 111.71 1.30 SAND to SILTY SAND 28 25 67 39.5

11.250 36.91 35.67 2.74 SANDY SILT to CLAYEY SILT 14 13 2.2

11.400 37.40 14.89 3.23 CLAY to SILTY CLAY 10 9 .8

11.550 37.89 11.79 3.42 CLAY to SILTY CLAY 8 7 6

11.700 38.39 9.86 2.87 CLAY to SILTY CLAY 7 5 s

11.850 38.88 10.13 3.22 CLAY to SILTY CLAY 7 6 .5

12.000 39.37 10.18 2.55 CLAY to SILTY CLAY 7 6 .6

12.150 39.86 11.62 2.74 CLAY to SILTY CLAY a 7 .6

12.300 40.35 17.82 4.37 CLAY 18 15 1.0

12.450 40.85 15.78 4.52 CLAY 16 13 .9

12.600 41.34 17.89 6.77 CLAY 18 15 1.0

12.750 41.83 21.35 4.90 CLAY 21 18 1.3

12.900 42.32 10.88 3.43 CLAY to SILTY CLAY 7 6 .6

13.050 42.81 9.90 4.19 CLAY 10 a .5

13.200 43.31 9.94 4.30 CLAY 10 8 .5

13.350 43.80 10.66 4.42 CLAY 11 9 .5

13.500 44.29 11.49 4.36 CLAY 11 9 .6

13.650 44.78 58.76 3.89 CLAYEY SILT to SILTY CLAY 29 24 3.3 *INDICATES OVERCONSOLIDATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT WT - 115 pcf
ASSUMED DEPTH OF WATER TABLE = 10.0 ft
N(60) - EQUIVALENT SPT VALUE (60% Energy)
N1(60) - OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (60% Energy) Dr = OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su = OVERBURDEN NORMALIZED UNORAINED SHEAR STRENGTH

PHI - OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
HOLGUIN, FAHAN & ASSOCIATES, INC.

Interpretations based on: Robertson and Campanella, 1989. 3 SOUNDING : CPT-04
PAGE 3 of
DEPTH DEPTH TIP FRICTION SOIL BEHAVIOR TYPE N(60) N1(60) Or Su PHI

RESISTANCE RATIO
(m) (ft) (tsf) (%) (%) (tsf) (Degrees)

13.800 45.28 74.82 5.62 *vERY STIFF FINE GRAINED 75 61

13.950 45.77 88.97 5.48 *VERY STIFF FINE GRAINED 89 72

14.100 46.26 23.56 3.75 CLAY to SILTY CLAY 16 13 1.4

14.250 46.75 24.50 4.84 CLAY 25 20 1.3

14.400 47.24 27.60 5.56 CLAY 28 22 1.5

14.550 47.74 31.87 5.92 CLAY 32 25 1.7

14.700 48.23 30.85 5.78 CLAY 31 25 1.7

14.850 48.72 64.58 6 55 *VERY STIFF FINE GRAINED 65 51

15.000 49.21 123.09 3.91 CLAYEY SILT to SILTY CLAY 62 49 7.1

15.150 49.70 67.62 5.48 *VERY STIFF FINE GRAINED 68 53

15.300 50.20 28.23 7.48 CLAY 28 22 1.5
3 *INDICATES OVERCONSOLIDATED OR CEMENTED MATERIAL
ASSUMED TOTAL UNIT WI - 115 pcf
ASSUMED DEPTH OF WATER TABLE = 10.0 ft
N(60) - EQUIVALENT SPT VALUE (60% Energy)
N1(60) OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (60% Energy) Dr - OVERBURDEN NORMALIZED EQUIVALENT RELATIVE DENSITY
Su - OVERBURDEN NORMALIZED UNDRAINED SHEAR STRENGTH

PHI - OVERBURDEN NORMALIZED EQUIVALENT FRICTION ANGLE
HOLGUIN, FAHAN & ASSOCIATES, INC.

Interpretations based on: Robertson and aunpanella, 1989.

APPENDIX E

TYPICAL DETAILS

GEOLABS - WESTLAKE VILLAGE
T'91CAL RH_TA1\ G WALL
Relatively impermeable
backfill soil
Finish
surface
Rock or non-expansive soil backfill
(El <20 or SE>20).**
If rock is used, Filter Cloth is
required to separate rock from
relatively impermeable soil and
backfill. Non-expansive backfill
should be placed to the backcut
or three feet, whichever is less.

NOTE: All backfill should be compacted
to a minimum of 90% relative density,
N
N
N
N
FILTER MATERIAL (see gradation), PEA
GRAVEL, OR ROCK - Geotextile should
be used to separate Pea Gravel or
Rock from backcut and backfill.
* All backcuts shall be in accordance with OSHA
standards, unless site-specific backcut and/or
backfill recommendations are made by this office.
** El 21-30 may be used if placed at 2% over optimum
Waterproofing
Back of wall
should be
waterproofed
Finish surface

FILTER MATERIAL GRADATION
Sieve Size 7. Passing
1' 100
3/4' 90-100
3/8' 40-100
#4 24-50
#8 15-35
#30 5-15
#50 0-7
#200 0-2
I
Retwa I 1 A
3" (min.) to 4" (max.) perforated
pipe (SDR 35 or equivalent) laid
level on footing with holes set facing
downward. Pipe should outlet to a
non —erodable structure or device.

Filter Cloth
(if pea gravel or rock
is used instead of
filter material)
1-"‘
" min.

Heel of footing to
be floated level
during or after
placement
Geolabs — Westlake Village

GEOLOGY AND SOIL ENGINEERING

DATE HY
SCALE W. 0

PLATE RW

FILL CAP DETAIL
T LOT
,
01::\
G round flQ
UNSUJP,BL SURF\ -
cIPAFinish
r<r— Grade
Dc: Variable
See Table
Unweathered
bedrock or firm
formational material
Art
CA1-Z n.a.

Finish
c-3\) 5' Grade
\\\
Dc: Variable
See Table
Ein gineere.c1
\§
\)` - Df Dc
0-10' 5'
11-20' 7'
>21' 10'
Geolabs — Westlake Village

GEOLOGY AND SOIL ENGINEERING

TRANSIT
LOT
ON

25. FILL CAD
Unweathered bedrock or
firm formational material
Tj/pical
Benching
or backslopes steeper than 3:1
ritie uppermost bench is to be 15'
I tiAsiszis
PLATE GS1
City of Camarillo December 2006
Paseo Camino Real Technical Appendices
Draft MND

APPENDIX D

PHASE I ENVIRONMENTAL SITE ASSESSMENT

ANACAPA GEOSERVICES
Personalized Client Service since 1973

PHASE I ENVIRONMENTAL SITE ASSESSMENT
48-ACRE PEARSON PROPERTY
384 WEST VENTURA BOULEVARD
CAMARILLO, CALIFORNIA 93010
Prepared for:

SELLECK PROPERTIES
5655 LINDERO CANYON ROAD, SUITE 301
WESTLAICE VILLAGE, CALIFORNIA 91362-4045
5282 Paseo Ricoso
Camarillo, California 93012
(805)766-2040
FAX (805) 482-1610
gym illikantiOerizon.net

PHASE I

ENVIRONMENTAL SITE ASSESSMENT
48 ACRE PEARSON PROPERTY
(APN #230-0-020-010)
384 WEST VENTURA BOULEVARD
CAMARILLO, CALIFORNIA 93010
PROJECT NO. 5315.0001
September 16, 2005
Prepared by:

ANACAPA GEOSERVICES
5282 Paseo Ricoso
Camarillo, CA 93012
Phone: (805) 766-2040
Fax: (805) 482-1610
Prepared for:

Robert D. Selleck II
Selleck Properties
5655 Lindero Canyon Road, Suite 301
Westlake Village, California 91362-4045
PHASE 1 ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (APN 4230-0-020-010)
384 West Ventura Boulevard
Camarillo, Califbrnia 93010

TABLE OF CONTENTS

1.0 EXECUTIVE SUMMARY

2.0 INTRODUCTION
1 4

2.1 Purpose 4

2.2 Scope 4

3.0 SITE DESCRIPTION 5

3.1 Location and Legal Description 5

3.2 Site and Vicinity Characteristics 5

3.3 Site Improvements 5

3.4 Environmental Liens 6

3.5 Current Uses of Property 6

3.6 Site Plan 6

4.0 SITE RECONNAISSANCE 7

4.1 Interior and Exterior Observations 7
• 4.1.1 Interior Observations 7
• 4.1.2 Exterior Observations 7

4.2 Hazardous Substances on Premises 7

4.3 Hazardous Substance Handling and Storage 7

4.4 Storage Tanks 7

4.5 Polychlorinated Biphenyls (PCBs) 8

4.6 Solid Waste Disposal 8

4.7 Physical Setting Analysis 8

4.8 Other Conditions of Potential Concern 8

5.0 PUBLIC RECORDS REVIEW 9

5.1 Standard Environmental Records 9
• 5.1.1 Federal Agency Database Findings 9
• 5.1.2 State Agency Database Findings10
• 5.1.3 Local Environmental Records Sources 10

6.0 HISTORICAL USE ANALYSIS 11

6.1 Past Uses 11
• 6.1.1 Aerial Photographs 11
• 6.1.2 Fire Insurance Maps 12
• 6.1.3 Property Tax Files 12
• 6.1.4 Recorded Land Title Records 12
• 6.1.5 Topographic Maps 13
• 6.1.6 Local Street Directories 13
• 6.1.7 Historic Telephone Directories 13
• 6.1.8 Other Sources of Past Tenant / Occupant Information 13 • 6.1.9 Building Department Records 13
Project No. 5315.0001 i Anacapa GeoServices.

PHASE I ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (APN #230-0-020-010)
384 West Ventura Boulevard
Camarillo, California 93010
•
•

6.2 6.1.10 Zoning/ Land Use Records 13

6.1.11 Previous Reports 13
Property Summary 14

7.0 ENVIRONMENTAL SAMPLING 15

7.1 Asbestos-Containing Material (ACM) 15

7.2 Mold 15

7.3 Lead-Containing Paint (LCP) 15

7.4 Radon 15

7.5 Lead in Drinking Water 15

8.0 FINDINGS AND CONCLUSIONS 16

8.1 Findings 16

8.2 Conclusions and Recommendations 16

9.0 SIGNATURES OF ENVIRONMENTAL PROFESSIONALS 17

10.0 QUALIFICATIONS OF ENVIRONMENTAL PROFESSIONALS 18

11.0 REFERENCES 19

12.0 APPENDICES 20

APPENDIX A MAPS, FIGURES, & PHOTOGRAPHS

APPENDIX B OWNERSHIP / HISTORICAL DOCUMENTATION

APPENDIX C REGULATORY DOCUMENTATION

APPENDIX D INTERVIEW DOCUMENATION
Project No. 5315.0001 ii Anacapa GeoServices.

PHASE I ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (APN #230-0-020-010)
384 West Ventura Boulevard
Camarillo, CalijOrnia 93010

1.0 EXECUTIVE SUMMARY
This report documents the findings, opinions and conclusions of a Phase I Environmental Site Assessment (ESA) of approximately 48-acres of farm land (Pearson property), APN#230-0-020-010, located south of West Ventura Boulevard, Camarillo, Ventura County, California 93010.

The main objective of the ESA was to identify the presence or likely presence, use, or release on the property of hazardous substances or petroleum products as defined in ASTM Practice El 527-00 as a recognized environmental condition.

The site consists of approximately 48 acres of farm land used for growing row crops. Farm support occurs in the northeastern corner of the property. Unpaved access roads are present on the west, south, and east side of the property. West Ventura Boulevard provides access to the north portion of the property.

Current uses of the adjoining properties were observed to be as follows:

North —
East —
South —
West —
West Ventura Boulevard is present. U.S. Highway 101 is north of West Ventura Boulevard. Farms and the Spanish Hills development are north of Highway 101.

The Camarillo Town Center — West Shopping Center is present. Home Depot is the anchor and other businesses occupy an outbuilding (T-Mobile, Subway, Lindora, etc.) immediately east of the site.

Camarillo Hills Drain is present. This drainage channel flows westerly to Revelon Slough. Camarillo Airport and associated businesses are present south of the Slough.

An approximately 80-acre farm (Ferro Property) is present that extends westerly to Bajo Agua [Aqua?] Avenue. Commercial and light industrial businesses are west of Bajo Agua [Aqua?] Avenue.

Based on distance, topography, assumed groundwater gradient, current regulatory status, and/or the absence of reported releases, none of the sites listed in the federal or state agency databases are considered to represent a likely past, present or material threat of release on the property. Orphan sites were also reviewed and none appear to threaten either soil or groundwater at the site.

ANACAPA reviewed available aerial photographs of the property and surrounding areas. Available photographs ranged from 1938 to 2002. The aerial photograph review identified past uses indicating no recognized environmental conditions at the site or in the surrounding area.

Anacapa GeoServices performed this Phase I Environmental Site Assessment in conformance with the scope and limitations of ASTM Standard Practice E 1527-00 and the requirements of our consulting agreement with Selleck Properties ("Client") concerning the subject property.

The following recognized environmental condition was identified by ANACAPA:
• None
Project No. 5315.0001 1 Anacapa GeoServices.

PHASE 1 ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (4PN #230-0-020-010)
384 West Ventura Boulevard
Camarillo, Califbrnia 93010
The following non-ASTM environmental conditions were identified by ANACAPA:
• The normal, legal application of farm-related pesticides, herbicides and other farm chemicals, as well as the use of fueled vehicles may have resulted in creation of soil that could be considered a hazardous waste if it disposed. Resolution of this potential issue depends on future site use.

No other recognized environmental conditions or other non-ASTM issues were noted. This assessment revealed no evidence of recognized environmental conditions in connection with the property. Based on information collected from the ESA, Anacapa GeoServices recommends the following:
• Procure a statistically significant number of shallow (i.e. <8 feet deep) soil samples and test the samples for farm-related chemicals (e.g. pesticides, herbicides, fuels, etc.). Compare the results against federal, state, and local regulations to determine if the concentration of detected chemicals (if any are detected) would adversely impact future site use or if disposal or relocation of the soil would result in the material being considered a hazardous waste.

Limitations
Anacapa GeoServices prepared this Phase I Environmental Site Assessment using reasonable efforts to identify recognized environmental conditions associated with hazardous substances or petroleum products at the property. Findings within this report are based on information collected from observations made on the day of the site reconnaissance and from reasonably ascertainable information obtained from certain public agencies and other referenced sources.

This report is not definitive and should not be assumed to be a complete or specific definition of all conditions above or below grade. Current subsurface conditions may differ from the conditions implied by surface observations or historical sources and can be most reliably evaluated through intrusive techniques that were beyond the scope of this report. Information in this report is not intended to be used as a construction document and should not be used for demolition, renovation, or other construction purposes. Anacapa GeoServices makes no representation or warranty that the past or current operations at the property are, or have been, in compliance with all applicable federal, state and local laws, regulations and codes. This report does not warrant against future operations or conditions, nor does it warrant against operations or conditions present of a type or at a location not investigated. Regardless of the findings stated in this report, Anacapa GeoServices is not responsible for consequences or conditions arising from facts that were not fully disclosed to Anacapa GeoServices during the assessment and were not otherwise reasonably discernable by Anacapa GeoServices.

An independent data research company provided the government agency database referenced in this report. Surrounding area properties were listed within specific approximate minimum search distances intended to meet the requirements of ASTM Practice E 1527-00. The information in the government agency database was assumed to be correct and complete unless contradicted by Anacapa GeoServices' observations or other credible referenced sources reviewed during the assessment.

Project No. 5315.0001 2 Anacapa GeoServices.

PHASE I ENVIRON1vIE1VT4L SITE ASSESSMENT
Pearson 48 Acres (A PN 4230-0-020-010)
384 West Ventura Boulevard
Camarillo, Califbrnia 93010
Reasonable efforts were made to identify evidence of aboveground and underground storage tanks and ancillary equipment on the property during the assessment. "Reasonable efforts" were limited to observation of accessible areas, review of referenced public records and interviews. These methods may not identify subsurface equipment or evidence hidden from view by things such as, but not limited to, snow cover, paving, construction activities, stored materials and landscaping.

Any estimates of costs or quantities in this report are approximations based on findings that are limited by the scope of the assessment, schedule demands, cost constraints, accessibility limitations and other factors generally considered inherent in performing an ESA. Subsequent determinations of costs or quantities may vary from the estimates in this report.

Anacapa GeoServices is not a professional title insurance or land surveyor firm and makes no guarantee, explicit or implied, that any land title records acquired or reviewed, or any physical descriptions or depictions of the property in this report, represent a comprehensive definition or precise delineation of property ownership or boundaries.

This assessment was performed in conformance with the terms and conditions of the Consulting Agreement between Anacapa and Selleck Properties to the extent any provisions of this report conflict with the terms and conditions of that agreement, the Agreement will control. This report is for the use and benefit of, and may be relied upon by Selleck Properties, its direct affiliates, as well as its lenders, assigns, and designees. In addition, this report or a reference to this report, may be included or quoted in any offering circular, registration statement, prospectus or sales brochure (in either electronic or hard copy format) in connection with a securitization or transaction involving such debt and/or debt or other securities.

Any third party agrees by accepting this report that any use or reliance on this report shall be limited by the exceptions and limitations in this report, and with the acknowledgment that actual site conditions may change with time, and that hidden conditions may exist at the property that were not discovered within the authorized scope of the assessment.

Anacapa GeoServices makes no other representation to any third party except that it has used the degree of care and skill ordinarily exercised by environmental consultants in the preparation of the report and in the assembling of data and information related thereto. No other warranties are made to any third party, either express or implied. Unless otherwise agreed upon in writing by Anacapa GeoServices and a third party, Anacapa GeoServices liability to any third party authorized to use or rely on this report with respect to any acts or omissions shall be limited to a maximum of our project fee.

Project No. 5315.0001 3 Anacapa GeoServices.

PHASE I ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (A PN 4230-0-020-010)
384 West Ventura Boulevard
Camarillo, Califbmia 93010

2.0 INTRODUCTION
This report documents the findings, opinions and conclusions of a Phase I Environmental Site Assessment (ESA) of approximately 48-acres of farm land (Pearson property), APN#230-0-020-010, located south of West Ventura Boulevard, Camarillo, Ventura County, California 93010.

2.1 Purpose
The purpose of this Phase I Environmental Site Assessment is to identify recognized environmental conditions in connection with the subject property. The term 'recognized environmental conditions', as defined in ASTM Standard Practice E1527-00, means the presence or likely presence of any hazardous substances or petroleum products on a property under conditions that indicate an existing release, past release or a material threat of a release of any hazardous substances or petroleum products into structures on the property or into the ground, groundwater or surface water of the property. The term includes hazardous substances or petroleum products even under conditions in compliance with environmental laws. The term is not intended to include de minimis conditions that generally do not present a material risk of harm to public health or the environment and that generally would not be the subject of an enforcement action if brought to the attention of appropriate governmental agencies. Conditions determined to be de minimis are not recognized environmental conditions. This assessment has been performed in a manner which complies with the requirements of the most recently revised version of ASTM Standard Practice E 1527-00.

2.2 Scope
This ESA was conducted in accordance with the ASTM Standard Practice E 1527-00, consistent with a level of care and skill ordinarily practiced by the consulting profession currently providing similar services under similar circumstances. We also evaluated potential environmental conditions outside the scope of ASTM Practice E1527-00 in connection with the property. Those items outside the scope of ASTM E1527-00 include, but are not limited to, asbestos, lead-containing paint, mold, drinking water quality, flood zone status, wetlands status, and radon gas.

Project No. 5315.0001 4 Anacapa GeoServices.

PHASE I ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (APN g230-0-020-010)
384 West Ventura Boulevard
Camarillo, California 93010

3.0 SITE DESCRIPTION

3.1 Location and Legal Description
The subject site is located south of West Ventura Boulevard, approximately 1/2mile east of Bajo Agua [Aqua?] Avenue, Camarillo, Ventura County, California 93010. According to the County of Ventura website, the Assessor's Parcel Number is #230-0-020-010. A Site Vicinity Map, Zoning Map, Assessor's Parcel Map, Site Plan and Site Photographs are provided in Appendix A.

3.2 Site and Vicinity Characteristics
The site consists of approximately 48 acres of farm land used for growing row crops. Farm support occurs in the northeastern corner of the property. Unpaved access roads are present on the west, south, and east side of the property. West Ventura Boulevard provides access to the north portion of the property.

The site vicinity consists of similar farm land. West Ventura Boulevard is north of the site. U.S.

Highway 101 is immediately north of Ventura Boulevard. Farms and the Spanish Hills residential/golf development are north of the farms. The Camarillo Town Center West, anchored by Home Depot is immediately east of the site. The Camarillo Hills Drain and Camarillo Airport are south of the site. Approximately 80 acres of similar farmland (Ferro property) are immediately west of the property. This farm extends westerly to Bajo Agua [Aqua?] Avenue.

3.3 Site Improvements

PROPERTY IMPROVEMENTS
Size of Property (approximate) —48.485 acres
General Topography of Property Flat row-crop fields with peripheral access roads Adjoining and/or Access/Egress Roads West Ventura Boulevard (north) Paved or Concrete Areas (including parking) None
Unimproved Areas Entire site consists of an active farm for row crops Landscaped Areas None except along east boundary with adjoining shopping center (Camarillo Town Center — West)
Surface Water None
Potable Water Source Calleguas Water District
Sanitary Sewer Utility City of Camarillo
Electrical Utility Southern California Edison
Natural Gas Utility Southern California Gas
Current Occupancy Status Vacant except for day workers
Unoccupied Buildings/Spaces/Structures None
Number of Occupied Buildings None
Emergency Power None evident
Project No. 5315.0001 5 Anacapa GeoServices.

PHASE I ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (A PN 4230-0-020-010)
384 West Ventura Boulevard
Camarillo, California 93010

3.4 Environmental Liens
No environmental liens or similar concerns were noted in any of the provided documents.

3.5 Current Uses of Property
The property consists of an approximately 48-acre farm used to grow row crops. Currently the site is fully utilized for this purpose. Access roads are present along the south, east and west sides of the property. Nutrients are delivered by a large pump system located in the northeastern corner of the property. This area is also used to stage farm equipment and supplies (see Appendix A — Site Photographs).

Current uses of the adjoining properties were observed to be as follows:

North — West Ventura Boulevard is present. U.S. Highway 101 is north of West Ventura Boulevard. Farms and the Spanish Hills development are north of Highway 101.

East —
South —
West —
The Camarillo Town Center — West Shopping Center is present. Home Depot is the anchor and other businesses occupy an outbuilding (T-Mobile, Subway, Lindora, etc.) immediately east of the site.

Camarillo Hills Drain is present. This drainage channel flows westerly to Revelon Slough. Camarillo Airport and associated businesses are present south of the Slough.

An approximately 80-acre farm (Ferro Property) is present that extends westerly to Bajo Agua [Aqua?] Avenue. Commercial and light industrial businesses are west of Bajo Agua [Aqua?] Avenue.

3.6 Site Plan
The Assessor's Zoning and Parcel maps were obtained from the Ventura County Assessor's website and was used with the most recent readily obtainable aerial photograph to produce the site plan (Appendix A).

Project No. 5315.0001 6 Anacapa GeoServices.

PHASE I ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (APN #230-0-020-010)
384 West Ventura Boulevard
Camarillo, California 93010

4.0 SITE RECONNAISSANCE
Gregory Mil likan, Anacapa senior geologist, conducted site reconnaissance visits on January 27 and July 28, 2005. The site reconnaissance consisted of visual and/or physical observations of: the property and improvements; adjoining sites as viewed from the property; and the surrounding area based on visual observations made during the trip to and from the property. Unimproved portions of the property (if any) were observed along the perimeter and in a general grid pattern in safely accessible areas. Building exteriors (if any) were observed along the perimeter from the ground, unless described otherwise. Building interiors (if any) were observed, as they were made safely accessible, unless described otherwise. The following is a summary of visual and/or physical observations of the property on the day of the site visit. Photographs from the reconnaissance visit are included as Appendix A.

4.1 Interior and Exterior Observations

4.1.1 Interior Observations
There are no structures at the site.

4.1.2 Exterior Observations
The entire site consists of an active farm with associated rough graded unpaved dirt roads. The farm is used to grow row crops. Minor amounts of windblown trash are present.

4.2 Hazardous Substances on Premises
ANACAPA did not observe the storage of hazardous substances on the property.

4.3 Hazardous Substance Handling and Storage
ANACAPA observed no handling of hazardous and non-hazardous substances. Hazardous substances are present in vehicles (fuels, oils, greases, etc.). No hazardous substances were observed in any other locations. It is likely that fertilizers, pesticides and herbicides are used at the site, but none were observed during the site visit.

4.4 Storage Tanks
ANACAPA observed no evidence of storage tanks (aboveground or underground) on the property.

Anacapa observed numerous farm-related vehicles (e.g. tractors, trucks, etc.).

Project No. 5315.0001 7 Anacapa GeoServices.

PHASE 1 ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (A PN #230-0-020-010)
384 West Ventura Boulevard
Camarillo, Califbrnia 93010

4.5 Polychlorinated Biphenyls (PCBs)
ANACAPA observed no evidence of the use, storage, or disposal of PCB-containing transformers, lifts, or other equipment on the properties.

4.6 Solid Waste Disposal
Minor amounts of debris are present consisting of windblown trash. Anacapa assumes that the material will be collected and disposed prior to finish grading.

4.7 Physical Setting Analysis
No evidence exists to suggest any issues of significant environmental concern. ANACAPA observed no evidence of stained or odorous soil. Obviously, a row-crop farm probably applied pesticides, fertilizers, herbicides and related farm chemicals to the soil in the past. Nearby sites have soil impacted with significant concentrations of DDT and its breakdown by-products (DDD, and DDE), plus chlordane and toxaphene.

4.8 Other Conditions of Potential Concern
• ANACAPA observed no evidence of underground pipelines other than those used to irrigate the fields;
• ANACAPA observed no neighboring or onsite power lines, substations or other substantial cause of EMF concern;
• ANACAPA observed no evidence of sumps, waste pits, ponds, lagoons, or septic systems on the property. Storm water exits the site by evaporation, transpiration, percolation and some limited sheet flow to West Ventura Boulevard. • According to the database search (EDR, 2005a) the site is not a listed wetlands property. The nearest wetlands are 1 mile southeast of the site; • According to the State of California Radon database (California, 2002) Zip Code 93010 has a low (8.2%) propensity for elevated concentrations of radon gas; and • ANACAPA observed no water, oil or gas wells on the site. According to the Division of Oil, Gas and Geothermal Resources, there is no oil, gas or related wells on or near the property.

Therefore, as noted above, ANACAPA observed no other conditions of potential concern.

Project No. 5315.0001 8 Anacapa GeoServices. •
PHASE 1 ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (APN #230-0-020-010)
384 West Ventura Boulevard
Camarillo, California 93010

5.0 PUBLIC RECORDS REVIEW

5.1 Standard Environmental Records
The regulatory agency database report discussed in this section, provided by Environmental Data Resources of Southport, Connecticut, was reviewed for information regarding reported releases of hazardous substances and petroleum products on or near the property. Anacapa also reviewed the "unmappable" (also referred to as "orphan") listings within the database report, cross-referencing available address information and facility names. Unmappable sites are listings that could not be plotted with confidence, but are potentially in the general area of the property based on the partial street address, city, or zip code. Any unmappable site that was identified by Anacapa as a being within the approximate minimum search distance from the property based on the site reconnaissance and/or cross-referencing to mapped listings, is included in the discussion within this section.

The following is a summary of the findings of the database review:

SUMMARY OF FEDERAL & STATE AGENCY DATABASE FINDINGS
Regulatory Database Approx. Minimum
Search Distance
Property
Listed?
# Sites
Listed

FEDERAL
National Priority List (NPL) 1 mile No 0
CERCLIS list 1/2mile No 0
CERCLIS NFRAP Property & Adjoining No 0
RCRA CORRACTS 1 mile No 0
RCRA non-CORRACTS TSD 1/2mile No 0
RCRA Generators Property & Adjoining No 0
ERNS list Property No 0
STATE
NPL Equivalent 1 mile No 0
CERCLIS Equivalent 1/2mile No 0
Landfill or Solid Waste Disposal sites 1/2mile No 0
Leaking Underground Storage Tanks (LUST) 1/2mile No 0
Registered Underground Storage Tanks (UST) Property & Adjoining No 0

5.1.1 Federal Agency Database Findings
The following listing(s) with a known or significant potential for release and impact on the property was identified in the federal agency databases researched:
• None
See Appendix C for details on the Federal database search.

Project No. 5315.0001 9 Anacapa GeoServices.

PHASE 1 ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres ('A PA 4230-0-020-010)
384 West Ventura Boulevard
Camarillo, Califbrnia 93010

5.1.2 State Agency Database Findings
The following listing(s) with a known or significant potential for release and impact on the property was identified in the state agency databases researched:
• None
See Appendix C for details on the State database search.

Based on distance, topography, assumed groundwater gradient, current regulatory status, and/or the absence of reported releases, none of the sites listed in the federal and state agency databases are considered to represent a likely past, present or material threat of release on the property. Orphan sites were also reviewed and only those related to the above sites appear to threaten either soil or groundwater at the site.

5.1.3 Local Environmental Records Sources
ANACAPA contacted the County of Ventura and the Regional Water Quality Control Board (RWQCB). Ventura County noted that the site address was not listed in their databases and no environmental cases were open. RWQCB had no case files for the address.

Project No. 5315.0001 10 Anacapa GeoServices.

PHASE 1 ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (APN 4230-0-020-010)
384 West Ventura Boulevard
Camarillo, Califbrnia 93010

6.0 HISTORICAL USE ANALYSIS

6.1 Past Uses

6.1.1 Aerial Photographs
ANACAPA reviewed available aerial photographs of the property and surrounding areas provided by EDR. The aerial photograph review identified no past uses indicating recognized environmental conditions at the site and in the surrounding area. Copies of the aerial photographs are included in Appendix B. The following are descriptions and interpretations from the aerial photograph review.

AERIAL PHOTOGRAPH SUMMARY
Year Scale Comments
1938 1"=806' Property: fallow
Surrounding Area: fallow farm (east and south); farm with farmhouse (west); Ventura Boulevard with trees (north). Farms and Spanish Hills — vacant land and orchards with sparse residences (north of Ventura Boulevard).
1945 1"---787' Property: row crops with dirt access roads Surrounding Area: farm (east); Camarillo Hills Drain and military airport (south); farm with farmhouse (west); Ventura Boulevard with trees (north). Farms and Spanish Hills - vacant land and orchards with sparse residences (north of Ventura Boulevard). 1959 1"=787' Property: row crops with dirt access roads and small structure in NE corner (possibly offsite to the east)
Surrounding Area: Farms with small structure (east); Camarillo Hills Drain and airport (south); farm with farmhouse (west); Ventura Boulevard has median divider with trees (north). Farms and Spanish Hills - vacant land and orchards with sparse residences (north of Ventura Boulevard).
1963 1"=720' Property: row crops with dirt access roads and small structure in NE corner (possibly offsite to the east)
Surrounding Area: Farms with small structure (east); Camarillo Hills Drain and airport (south); farm with farmhouse (west); Ventura Boulevard has median divider with trees (north). Farms and Spanish Hills - vacant land and orchards with sparse residences (north of Ventura Boulevard).

Project No. 5315.0001 1 1 Anacapa GeoServices.

PHASE 1 ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (APN 4230-0-020-010)
384 West Ventura Boulevard
Camarillo, California 93010

AERIAL PHOTOGRAPH SUMMARY
Year Scale Comments
1977 1"=782' Property: Fallow row crops with small structure in NE corner (possibly offsite to the east)
Surrounding Area: Farms with small structure (east); Camarillo Hills Drain and airport (south); farm with farmhouse (west); Ventura Boulevard and US Highway 101 (north). Farms and Spanish Hills - vacant land and orchards with sparse residences (north of the freeway).
1990 1"=757' Property: Row crops with small structure in NE corner (possibly offsite to the east)
Surrounding Area: Farms with small structure (east); Camarillo Hills Drain and airport (south); farm with farmhouse (west); Ventura Boulevard and US Highway 101 (north). Farms and Spanish Hills (north of the freeway).
1994 1"=743' Property: Row crops with small structure in NE corner (possibly offsite to the east)
Surrounding Area: Farms with small structure (east); Camarillo Hills Drain and airport (south); farm with farmhouse (west); Ventura Boulevard and US Highway 101 (north). Farms and Spanish Hills development (north of the freeway).
2002 1"=720' Property: Row crops (east); fallow (west) with small "pump station" in NE corner
Surrounding Area: Retail center east of site being built; Camarillo Hills Drain and airport (south); Fallow farm with farmhouse (west); Ventura Boulevard and US Highway 101 (north). Farms and Spanish Hills development (north of the freeway).

6.1.2 Fire Insurance Maps
Environmental Data Resources, Inc conducted a search for fire insurance maps for the property and surrounding area (Appendix B). There was no coverage by Sanborn Fire Insurance maps.

6.1.3 Property Tax Files
Property Tax Files were not provided for our review.

6.1.4 Recorded Land Title Records
Land title records were not provided for our review.

Project No. 5315.0001 12 A nacapa GeoServices.

PHASE I ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (A PAT #230-0-020-010)
384 West Ventura Boulevard
Camarillo, California 93010

6.1.5 Topographic Maps
Historic topographic maps (Appendix B) ranging from 1904 through 1967 were procured and reviewed. The only significant land use change was the construction of U.S. Highway 101 as a "freeway" prior to 1967. Structures and water wells are plotted along Ventura Boulevard, but all appear to be west of the site. No other change in land use was noted on any of the topographic maps.

No significant change in site grades was noted on any of the topographic maps.

6.1.6 Local Street Directories
Research regarding the availability of historical city directories was conducted by EDR. City Directories (Appendix B) were searched for the site area. There was no listing for the default site address (384 West Ventura Boulevard). No other listings were described for surrounding addresses except for addresses on East Ventura Boulevard.

6.1.7 Historic Telephone Directories
Due to the known site use, historic telephone directories were not requested for this project.

6.1.8 Other Sources of Past Tenant / Occupant Information ANACAPA reviewed the previous reports on the adjacent site and interviewed the farm crew working on the site for information on past uses and users of the site. No environmental information was provided in these interviews.

6.1.9 Building Department Records
No Building Department records were provided for our review. To date, no structures have ever been onsite and no building department records are expected.

6.1.10 Zoning/ Land Use Records
Zoning records were not provided for our review.

6.1.11 Previous Reports
One previous report (Rincon, 1998) was provided for our review. The report included documented removal of a fuel UST at the adjacent farm support area, immediately west of the subject site. The UST was removed and the UST removal received case closure from Ventura County (Ventura, 1996). The report also documented release of chlorinated hydrocarbons to the subsurface at G&H Project No. 5315.0001 13 Anacapa GeoServices.

PHASE 1 ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (APN 4230-0-020-010)
384 West Ventura Boulevard
Camarillo, California 93010
Technologies, west of Bajo Agua Avenue. The report documented interviews with the farm operators who stated that pesticides were applied to the fields.

ANACAPA reviewed the reports and concludes that all concerns stated in previous reports are sufficiently distant from the subject site and that only pesticide application to soil poses an environmental concern to the subject site.

6.2 Property Summary
The following table summarizes the findings of the research presented below pertaining to historical property and surrounding area uses.

HISTORICAL USE SUMMARY
Period Identified Historical Uses Source(s) Comments
Property Surrounding Area
Pre 1931
to pre 1945
Row crop farming Farms Aerial Photographs
Topographic Maps
Previous Reports
Pre- 1945
to pre1967
Row crop farming Farms and Oxnard Air
Force Base
Aerial Photographs
Topographic Maps
Previous Reports
Pre-1967 —
Pre 1994
Row crop farming US Highway 101
developed as a freeway,
Oxnard AFB converted to
civilian use
Aerial Photographs
Topographic Maps
Previous reports
Pre 1994
to present
Row crop farming Spanish Hills developed as
residential and Camarillo
Town Center - West built
east of site.

Aerial Photographs
Topographic Maps
Previous reports
Project No. 5315.0001 14 Anacapa GeoServices.

PHASE I ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (APN #230-0-020-010)
384 West Ventura Boulevard
Camarillo, Califbrnia 93010

7.0 ENVIRONMENTAL SAMPLING

7.1 Asbestos-Containing Material (ACM)
Based on the lack of structures, no ACM survey was conducted and ACM does not represent an environmental concern to the subject site.

7.2 Mold
Based on the lack of structures, no Mold survey was conducted and mold does not represent an environmental concern to the subject site.

7.3 Lead-Containing Paint (LCP)
Based on the lack of structures, no LCP survey was conducted and LCP does not represent an environmental concern to the subject site.

7.4 Radon
ANACAPA review of published (State of California, 2002) radon data indicates that the property is located in a generalized area of very low propensity (8.2% in zip code 93010) with regard to the potential for elevated levels of radon gas. No radon tests were conducted and radon is unlikely to represent an environmental concern to the subject site and no additional investigations are recommended.

7.5 Lead in Drinking Water
ANACAPA confirmed with the Calleguas Municipal Water District that the water to be provided to the development meets or exceeds all drinking water standards. The website suggests that testing for lead in drinking water can be done if concerns exist for this analyte. Based on the fact that the water supplied to the property will be from the municipality, lead in drinking water testing was not conducted during this ESA.

Project No. 5315.0001 15 Anacapa GeoServices.

PHASE 1 ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (APN #230-0-020-010)
384 West Ventura Boulevard
Camarillo, California 93010

8.0 FINDINGS AND CONCLUSIONS

8.1 Findings
Anacapa GeoServices performed this Phase I Environmental Site Assessment in conformance with the scope and limitations of ASTM Standard Practice E 1527-00 and the requirements of our consulting agreement with CLIENT concerning the subject property. Any exception to, or deletions from, this practice are described in the Executive Summary Section of this report.

The following recognized environmental condition was identified by ANACAPA:
• None
The following non-ASTM environmental conditions were identified by ANACAPA:
• The normal, legal application of farm-related pesticides, herbicides and other farm chemicals, as well as the use of fueled vehicles may have resulted in creation of soil that could be considered a hazardous waste if it disposed. Resolution of this potential issue depends on future site use.

No other recognized environmental conditions or other non-ASTM issues were noted.

8.2 Conclusions and Recommendations
This assessment revealed no evidence of recognized environmental conditions in connection with the property. Based on information collected from the ESA, Anacapa GeoServices recommends the following:
• Procure a statistically significant number of shallow (i.e. <8 feet deep) soil samples and test the samples for farm-related chemicals (e.g. pesticides, herbicides, fuels, etc.). Compare the results against federal, state, and local regulations to determine if the concentration of detected chemicals (if any are detected) would adversely impact future site use or if disposal or relocation of the soil would result in the material being considered a hazardous waste.

Project No. 5315.0001 16 Anacapa GeoServices.

ANACAPA GEOSERVICES
G egory*illikan, RG 4708
Principal Geologist
PHASE 1 ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (A PN #230-0-020-010)
384 West Ventura Boulevard
Camarillo, Califbrnia 93010

9.0 SIGNATURES OF ENVIRONMENTAL PROFESSIONALS
Anacapa GeoServices has performed a Phase I Environmental Site Assessment of 384 West Ventura Boulevard (Pearson 48 Acres) (APN #230-0-020-010), located south of West Ventura Boulevard, Camarillo, Ventura County, California 93010. The scope of the Phase I ESA was consistent with ASTM Practice E 1527-00.

Project No. 5315.0001 17 Anacapa GeoServices.

PHASE 1 ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (APN #230-0-020-010)
384 West Ventura Boulevard
Camarillo, Califbrnia 93010

10.0 QUALIFICATIONS OF ENVIRONMENTAL PROFESSIONALS
The Project Manager has more than 32 years experience in geology and environmental science. He has managed and worked on hundreds of environmentally impacted sites ranging from Superfund sites to vacant parcels of all sizes. His certification as a Registered Geologist by the State of California is available online.

Project No. 5315.0001 18 Anacapa GeoServices.

PHASE 1 ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (A PN #230-0-020-010)
384 West Ventura Boulevard
Camarillo, Califbrnia 93010

11.0 REFERENCES
Anderle, Thomas P., 1991, Calleguas Municipal Water District Annexation No. 33, dated December 30, 1991.

ASTM, 2000, "Standard Practice for Environmental Site Assessments: Phase I Environmental Site Assessment Process," ASTM Designation E 1527-00, Published May 10, 2000.

California Department of Health Services, 2002, The Radon Database for California, dated October 2002.

California Division of Oil, Gas & Geothermal Resources, 2001, Map 214 - Oxnard, Ventura County, dated June 16, 2001.

Environmental Data Resources Inc., 2005a, The EDR Radius Map Report with Geocheck, Selleck - Pearson 45, 384 Ventura Boulevard, Camarillo, CA 93010, Inquiry No. 1485440.2s, dated August 11, 2005.
, 2005b, The EDR Historical Topographic Map Report, Selleck - Pearson 45, 384 Ventura Boulevard, Camarillo, CA 93010, Inquiry No. 1485440.4, dated August 11,2005. , 2005c, The EDR City Directory - Abstract, Selleck - Pearson 45, 384 Ventura Boulevard, Camarillo, CA 93010, Inquiry No. 1485440-7, dated August 11, 2005. , 2005d, The EDR Sanborn Map Report, Selleck - Pearson 45, 384 Ventura Boulevard, Camarillo, CA 93010, Inquiry No. 1485440.3s, dated 8/12/2005. , 2005e, The EDR Aerial Photo Decade Package, Selleck - Pearson 45, 384 Ventura Boulevard, Camarillo, CA 93010, Inquiry No. 1485440.5, dated August 12, 2005.

Rincon Consultants, Inc., 1998, Phase I Environmental Site Assessment, Airport North Property, Camarillo, California, dated October 27, 1998.

USGS, 1950, 7.5 Minute Camarillo, California Quadrangle (photorevised 1967).

Project No. 5315.000 I 19 Anacapa GeoServices.

PHASE I ENVIRONMENTAL SITE ASSESSMENT
Pearson 48 Acres (APN #230-0-020-010)
384 West Ventura Boulevard
Camarillo, Califbrnia 93010

12.0 APPENDICES
Appendix A - Maps, Figures & Photographs
Site Vicinity Map
Zoning Map
Assessor's Parcel Map
Site Plan
Site Photographs
Appendix B - Ownership / Historical Documentation
City Directories
Historic Topographic Maps
Sanborn Map Report
Aerial Photographs
Appendix C - Regulatory Database Report
Appendix D - Interview Documentation
Project No. 5315.0001 20 Anacapa GeoServices.

PHASE I ENVIRONMENTAL SITE ASSESSMENT
Pearson 45 Acres
384 West Ventura Boulevard
Camarillo, California 93010

APPENDIX A

SITE LOCATION MAP

SITE PLAN

SITE PHOTOGRAPHS
Project No. 5315.0001 21 Anacapa GeoServices.
•
384 W Ventura Blvd: Camarillo, CA 93010, 523J3
M ff htte://gis.countofventura.org/myzoning/MapFrame.ht S VS0d
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Phase I Environmental Site Assessment
384 West Ventura Boulevard, Camarillo, CA 93010

SITE PLAN

PHASE I ENVIRONMENTAL SITE ASSESSMENT
384 West Ventura Boulevard
Camarillo, California 93010
Photograph No. 1: Mailbox associated with property - view West Photograph No. 2: East property boundary along fence line — view South Project No. 5315.0001 ANACAPA GEOSER VICES

PHASE I ENVIRONMENTAL SITE ASSESSMENT
384 West Ventura Boulevard
Camarillo, California 93010
Photograph No. 3: Farm piping along eastern property boundary fence - view SE Photograph No. 4: Adjacent retail business building (Site is right of driveway) - view SE Project No. 5315.0001 ANACAPA GEOSER VICES

PHASE I ENVIRONMENTAL SITE ASSESSMENT
384 West Ventura Boulevard
Camarillo, California 93010
Photograph No. 5: Pump at NE corner of property — view WNW Photograph No. 6: Pump at NE corner of property — view NW Project No. 5315.0001 ANACAPA GEOSER VICES
•

PHASE I ENVIRONMENTAL SITE ASSESSMENT
384 West Ventura Boulevard
Camarillo, California 93010
'
Photograph No. 7: West property boundary — view South
Photograph No. 8: North property boundary — view E
Project No. 5315.0001 ANA CAPA GEOSER VICES

PHASE I ENVIRONMENTAL SITE ASSESSMENT
384 West Ventura Boulevard
Camarillo, California 93010
Photograph No. 9: Central portion of property from north — view SSE Photograph No. 10: East property boundary support area — view South Project No. 5315.0001 ANACAPA GEOSER VICES

PHASE I ENVIRONMENTAL SITE ASSESSMENT
Pearson 45 Acres
384 West Ventura Boulevard
Camarillo, California 93010

APPENDIX B

CITY DIRECTORY

HISTORIC TOPOGRAPHIC MAPS

SANBORN MAP SEARCH

HISTORIC AERIAL PHOTOGRAPHS
Project No. 5315.0001 22 Anacapa GeoServices.

ICEDR® / Environmental
Data Resources Inc
The EDR-City Directory
Abstract
The Standard
In Environmental
Risk Management
Information
Selleck - Pearson 45
384 Ventura Boulevard
Camarillo, CA 93010
August 11, 2005
Inquiry Number: 1485440-7
440 Wheelers Farms Road
Milford, Connecticut 06460
Nationwide Customer Service
Telephone: 1-800-352-0050
Fax: 1-800-231-6802
Environmental Data Resources, Inc.

City Directory Abstract
Environmental Data Resources, Inc.'s (EDR) City Directory Abstract is a screening tool designed to assist professionals in evaluating potential liability on a target property resulting from past activities. ASTM E 1527-00, Section 7.3 on Historical Use Information, identifies the prior use requirements fora Phase I environmental site assessment The ASTM standard requires a review of reasonably ascertainable standard historical sources. Reasonably ascertainable means information that is publicly available, obtainable from a source with reasonable time and cost constraints, and practically reviewable.

To meet the prior use requirements of ASTM E 1527-00, Section 7.3.4, the following standard historical sources may be used: aerial photographs, fire insurance maps, property tax files, land title records (although these cannot be the sole historical source consulted), topographic maps, city directories, building department records, or zoning/land use records.

ASTM E 1527-00 requires "All obvious uses of the property shall be identifiedfrom the present, back to the property's obviousfirst developeduse, or back to 1940, whichever is earlier. This task requires reviewing on6)as many ofthe standard historical sources as are necessary, and that are reasonably ascertainable and likely to be usul."(ASTM E 1527-00, Section 7.3.2, page 12.) EDR's City Directory Abstract includes a search and abstract of available city directory data.

City Directories
City directories have been published for cities and towns across the U.S. since the 1700s. Originally a list of residents, the city directory developed into a sophisticated tool for locating individuals and businesses in a particular urban or suburban area. Twentieth century directories are generally divided into three sections: a business index, a list of resident names and addresses, and a street index. With each address, the directory lists the name of the resident or, if a business is operated from this address, the name and type of business (if unclear from the name). While city directory coverage is comprehensive for major cities, it may be spotty for rural areas and small towns. ASTM E 1527-00 specifies that a "review of city directories (standard historical sources) at less than approximately five year intervals is not required by this practice." (ASTM E 1527-00, Section 7.3.2.1, page 12.) NAICS (North American Industry Classification System) Codes NAICS is a unique, all-new system for classifying business establishments. Adopted in 1997 to replace the prior Standard Industry Classification (SIC) system, it is the system used by the statistical agencies of the United States. It is the first economic classification system to be constructed based on a single economic concept. To learn more about the background, the development and difference between NAICS and SIC, visit the following Census website: http://www.census.gov/epcd/www/naicsdev.htm.

Please call EDR Nationwide Customer Service at
1-800-352-0050 (8am-8pm EST)
with questions or comments about your report.

Thank you for your business!
Disclaimer - Copyright and Trademark Notice
This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc.

It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE. ALL RISK IS ASSUMED BY THE USER.

IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES, INC. BELIABLE TO ANYONE, WHETHER ARISING OUT OF ERROFtS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OR DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report "AS IS". Any analyses, estimates, ratings, environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to provide, nor should they be interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property. Only a Phase I Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any property. Additionally, the information provided in this Report is not to be construed as legal advice.

Copyright 2005 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole or in part, of any report or map of Environmental Data Resources, Inc. or its affiliates, is prohibited without prior written permission.

EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates. All other trademarks used herein are the property of their respective owners.

4. SUMMARY
• City Directories:

Business directories including city, cross reference and telephone directories were reviewed, if available, at approximately five year intervals for the years spanning 1926 through 2002. (These years are not necessarily inclusive.) A summary of the information obtained is provided in the text of this report.

This report compiles information by geocoding the subject properties (that is, plotting the latitude and longitude for such subject properties and obtaining data concerning properties within 1/8 of a mile of the subject properties). There is no warranty or guarantee that geocoding will report or list all properties within the specified radius of the subject properties and any such warranty or guarantee is expressly disclaimed.

Accordingly, some properties within the aforementioned radius and the information concerning those properties may not be referenced in this report.
1485440-7
1 Date EDR Searched Historical Sources:

City Directories Aug 11, 2005
Target Property:
384 Ventura Boulevard
Camarillo, CA 93010
FUR ID
Year Uses NAICS Source
1926 Address not Listed in Research Source N/A Los Angeles Directory Co. 1930 Address not Listed in Research Source N/A Los Angeles Directory Co. 1940 Address not Listed in Research Source N/A Southern California 1949 Address not Listed in Research Source N/A Los Angeles Directory Co. 1953 Address not Listed in Research Source N/A R. L. Polk & Co. of California 1957 Address not Listed in Research Source N/A R. L. Polk & Co. 1961 Address not Listed in Research Source N/A R. L. Polk & Co. 1964 Address not Listed in Research Source N/A Pacific Telephone Co 1965 Address not Listed in Rescarch Source N/A R. L. Polk & Co. 1968 Address not Listed in Research Source N/A B&G Publications 1970 Address not Listed in Research Source N/A R. L. Polk & Co. 1971 Address not Listed in Research Source N/A B&G Publications 1975 Address not Listed in Research Source N/A General Telephone Company of California 1976 Address not Listcd in Research Source N/A R. L. Polk & Co. 1980 Address not Listed in Research Source N/A
1985 Address not Listed in Research Source N/A Pacific Telephone Co 1986 Address not Listed in Research Source N/A Pacific Bell 1993 Address not Listed in Research Source N/A
1996 Address not Listed in Research Source N/A GTE Directories Corporation 2000 Address not Listed in Research Source N/A Pacific Bell Telephone Co 2002 Address not Listed in Research Source N/A Haines & Company, Inc. 1485440-7
2 Adjoining Properties

SURROUNDING
Multiple Addresses
Camarillo, CA 93010
FUR ID
Year Uses NAICS Source
1926 Address not Listed in Research Source N/A Los Angeles Dircctory Co. 1930 Address not Listed in Research Sourcc N/A Los Angeles Directory Co. 1940 Address not Listed in Research Source N/A Southern California 1949 Address not Listed in Research Source N/A Los Angeles Dircctory Co. 1953 Address not Listed in Research Source N/A R. L. Polk & Co. of California 1957 Address not Listed in Research Source N/A R. L. Polk & Co. 1961 Address not Listed in Research Source N/A R. L. Polk & Co. 1964 ** VENTURA BLVD Addresses **
Pacific Telephone Co
WESTERN AUTO ASSOCIATE STORES CAIMAR11 (283)
1965 Address not Listed in Research Source N/A R. L. Polk & Co. 1968 Address not Listed in Research Source N/A B&G Publications 1970 ** E DAILY DR Addresses **
R. L. Polk & Co.

NEFF CARROLL L (509)
HANDLEY KEITH (520)
1971 Address not Listed in Research Source N/A B&G Publications 1975 ** E DAILY DR Addresses **
FROM @AGOURA@ TELEPHONES CAL (311)
General Telephone Company of California
WATKINS HAL R V COUNTRY (311)
FROM @AGOURA@ TELEPHONES CALL (411)
HAL WATKINS CHE VROLE T (411)
WATKINS HAL CHEVROLET. 5. (411)
WATKINS HAL BMW (411)
BOY SCOUTS OF AMERICA VENTURA COUNTY C (509)
HAL WATKINS R V COUNTRY (311)
1976 Address not Listed in Research Source N/A R. L. Polk & Co. 1980 ** E DAILY DR Addresses **
HAL WATKINS R V COUNTRY (311)
R V COUNTRY (311)
1485440-7
3 PUR ID
Year Uses NAICS Source
1980 (continued)
WATKINS HAL R V COUNTRY (311)
HAL WATKINS IMPORTS (411)
WATKINS HAL IMPORTS (411)
BOY SCOUTS OF AMERICA VENTURA COUNTY C (509)
*"' E VENTURA BLVD Addresses "'*
EL CAMINO RANCHHOUSE (240)
*"' E DAILY DR Addresses *"'
HAL WATKINS R V COUNTRY (311)
R V COUNTRY (311)
R V LAND SURVEYORS P0 BOX 95 @CAMARIL (311)
WATKINS HAL R V COUNTRY (311)
HAL WATKINS IMPORTS (411)
WATKINS HAL IMPORTS (411)
BOY SCOUTS OF AMERICA VENTURA COUNTY C (509)
*"' E VENTURA BLVD Addresses "'*
EL CAMINO RANCHHOUSE (240)
1985 *"' E DAILY DR Addresses *"'
AMERICAN LEASING (311)
CAMARILLO MITSUBISHI (311)
R V COUNTRY (311)
WATKINS HAL R V COUNTRY (311)
HAL WATKINS BMW (411)
WATKINS HAL BMW (411)
WEYANO HENRY (440)
Pacific Telephone Co
1986 ** E DAILY DR Addresses **
AMERICAN LEASING (311)
FROM AGOURA TELEPHONES CALL (311)
FROM VENTURA TELEPHONES CALL (3 I I)
FROM VENTURA TELEPHONES CALL (311)
FROM VENTURA TELEPHONES CALL (311)
MITS UBIS HI (311)
R V COUNTRY (311)
WATKINS HOUSEHOLD PRODUCTS (311)
FROM AGOURA TELEPHONES CALL (411)
W ATKIN S HAL (411)
WATKINS HAL BMW (411)
WEYANO HENR (440)
BOY SCOUTS OF AMERICA VENTURA COUNTY C (509)
** SE VENTURA BLVD Addresses **
DUTCH INN THE (243)
Pacific Bell
1485440-7
4 FUR ID
Year Uses NAICS Source
1993 ** E DAILY DR Addresses **
BOBS BIG BOY RESTAURANTS (301)
CAMARILLO (301)
AMERICAN AUTO LEASING CO (311)
VILLAGE R V INC (311)
HAL W ATKIN S BMW (411)
W ATKW S HAL BMW (411)
BOY S COUTS OF AME RICA VE N TURA COUN (509)
CAMARILLO (301)
AMERICAN AUTO LEASING CO (311)
VILLAGER V INC (311)
HAL W ATKJN S BMW (411)
HALACO ENGINE E RIN G CO (411)
W ATKW S HAL BMW (411)
WAADS I (411)
BOY S COUTS OF AME RICA VE N TURA COUN (509)
BOY TOYS STRIP OGRAMS (509)
1996 ** DAILY DR E Addresses **
WALDO ROBT S(300)
CARROWS FAMILY RESTAURANT (301)
CAMARILLO ASSOCIATION OF (302)
ST ANNES OUTREACH (302)
SECURITY SIGNAL DEVICES (306)
PIERCE RS GRIFFIN (310)
TIG INSURANCE (310)
HOUDAY WORLD INC (3 1 1 )
STEVE THOMAS BMW INC (4 1 1 )
V APARTMENT (440)
APARTMENT (450)
GTE Directories Corporation
2000 Address not Listed in Research Source N/A Pacific Bell Telephone Co 2002 ** E DAILY DR Addresses **
CARROWS FAMILY (301)
RESTAURANT (301)
CAL1FORNIARV (311)
ARAOZA MMC 13 ANLONIO A 05 308 5 B (440)
CAMACO RALCISRD 805 354 91 5 F (440)
DRESSJARRV (440)
LASPOSASCPRAPTS (440)
CLIFFOROD 2 9589E (450)
Haines & Company, Inc.
1485440-7
5 PUR ID
Year Uses NAICS Source
2002 (continued)
ECHAVES ANA R B 05 385 2 B (450)
LAS POSAS IMERA (450)
LAS POSAS RIVIERA (450)
OUETT DOMINI1AE (450)
VENCOCNCL (509)
A BOYSCOUTSOF AM (509)
GRANT OBEN 8(520)
VO NNORT THAS L 805 C 482 C (520)
ALFARO TERESA (555)
** VENTURA BLVD Addresses **
ROSSSTORES1NC (225)
XXXX (240)
AIRTOUCH CEL (243)
CAMARILLO GENERAL NUTR (243)
CENTER (243)
LEFSNAILS (243)
SUIPERCUTS (243)
COCOS RESTAURANT (259)
L 4 ENHS&T 6 HNGS (275)
N NETWORKTWO (275)
RESTAURANT (291)
XXXX (300)
PAYLESS SHOESOURCE RADIO (309)
SUPPLY (309)
N SALLY BEAUTY (309)
STAPLESTHEOFF10E (317)
SUPERSTORE (317)
GOODS (351)
OSHMANS SPORTING (351)
N SOUP PLANTATION (375)
BETSY JOHNSON (457)
BOOK WAREHOUSE (457)
CAMARILLO PREMIUM (457)
CAPPUCCINO CLUB (457)
CARDAMERICA (457)
EGCEPT1ONAL (457)
FLAMERS FRESHTOR (457)
OUTLETS (457)
PRODUCTS INC (457)
STORE N (457)
N BUGLE BOY FACTORY (457)
N COUNTRY CLUTTER (457)
1485440-7
6 PUR ID
Year Uses NAICS Source
2002 (continued)
N DESIGNER BRANDS (457)
N GEOFFREY BEENECO (457)
** E DAILY DR Addresses **
CARROWS FAMILY (301)
RESTAURANT (301)
CAL1FORNIARV (311)
ARAOZA MMC 13 ANLONIO A 05 308 5 B (440)
CAMACO RALC ISRD 805 354 91 5 F (440)
DRESSJARRV (440)
LASPOSASCPRAPTS (440)
CLIFFOROD 2 9589E (450)
ECHAVES ANA R B 05 385 2 B (450)
LAS POSAS IMERA (450)
LAS POSAS RIVIERA (450)
OUETT DOMINIIAE (450)
VENCOCNCL (509)
A BOYSCOUTSOF AM (509)
GRANT OBEN B (520)
VO NNORT THAS L 805 C 482 C (520)
ALFARO TERESA (555)
** VENTURA BLVD Addresses ••
ROSSSTORESINC (225)
XXXX (240)
AIRTOUCH CEL (243)
CAMARILLO GENERAL NUM (243)
CENTER (243)
LEFSNAILS (243)
SUIPERCUTS (243)
COCOS RESTAURANT (259)
L 4 ENHS&T 6 HNGS (275)
N NETWORKTWO (275)
RESTAURANT (291)
XXXX (300)
PAYLESS SHOESOURCE RADIO (309)
SUPPLY (309)
N SALLY BEAUTY (309)
STAPLESTHEOFFICE (317)
SUPERSTORE (317)
GOODS (351)
OSHMANS SPORTING (351)
N SOUP PLANTATION (375)
BETSY JOHNSON (457)
1485440-7
7 PUR ID
Year Uses NAICS Source
2002 (continued)
BOOK WAREHOUSE (457)
CAMARILLO PREMIUM (457)
CAPPUCCINO CLUB (457)
CARDAMERICA (457)
EGCEPTIONAL (457)
FLAMERS FRESHTOR (457)
OUTLETS (457)
PRODUCTS INC (457)
STORE N (457)
N BUGLE BOY FACTORY (457)
N COUNTRY CLUTTER (457)
N DESIGNER BRANDS (457)
N GEOFFREY BEENECO (457)
1485440-7
8 EDIte Environmental
Data Resources Inc
EDR Historical
Topographic Map
Report
SeBeck - Pearson 45
384 Ventura Boulevard
Camarillo, CA 93010
Inquiry Number: 1485440.4
August 11,2005
The Standard in
Environmental Risk
Management Information
440 Wheelers Farms Road
Milford, Connecticut 06460
Nationwide Customer Service
Telephone: 1-800-352-0050
Fax: 1-800-231-6802
Internet: vvww.edrnet.com
EDR Historical Topographic Map Report
Environmental Data Resources, Inc.'s (EDR) Historical Topographic Map Report is designed to assist professionals in evaluating potential liability on a target property, and its surrounding area, resulting from past activities. ASTM E 1527-00, Section 7.3 on Historical Use Information, identifies the prior use requirements for a Phase I environmental site assessment. The ASTM standard requires a review of reasonably ascertainable standard historical sources. Reasonably ascertainable is defined as information that is publicly available, obtainable from a source with reasonable time and cost constraints, and practically reviewable. To meet the prior use requirements of ASTM E 1527-00, Section 7.3.4, the following standard historical sources may be used: aerial photographs, city directories, fire insurance maps, topographic maps, property tax files, land title records (although these cannot be the sole historical source consulted), building department records, or zoning/and use records. ASTM E 1527-00 requires "All obvious uses of the property shall be identified from the present, back to the property's obvious first developed use, or back to 1940, whichever is earlier. This task requires reviewing only as many of the standard historical sources as are necessary, and that are reasonably ascertainable and likely to be useful." (ASTM E 1527-00, Section 7.3.2 page 12.) EDR's Historical Topographic Map Report includes a search of available public and private color historical topographic map collections.

Topographic Maps
A topographic map (topo) is a color coded line-and-symbol representation of natural and selected artificial features plotted to a scale. Topos show the shape, elevation, and development of the terrain in precise detail by using contour lines and color coded symbols. Many features are shown by lines that may be straight, curved, solid, dashed, dotted, or in any combination. The colors of the lines usually indicate similar classes of information. For example, topographic contours (brown); lakes, streams, irrigation ditches, etc. (blue); land grids and important roads (red); secondary roads and trails, railroads, boundaries, etc. (black); and features that have been updated using aerial photography, but not field verified, such as disturbed land areas (e.g., gravel pits) and newly developed water bodies (purple).

For more than a century, the USGS has been creating and revising topographic maps for the entire country at a variety of scales. There are about 60,000 U.S. Geological Survey (USGS) produced topo maps covering the United States. Each map covers a specific quadrangle (quad) defined as a four-sided area bounded by latitude and longitude. Historical topographic maps are a valuable historical resource for documenting the prior use of a property and its surrounding area, and due to their frequent availability can be particularly helpful when other standard historical sources (such as city directories, fire insurance maps, or aerial photographs) are not reasonably ascertainable.

Disclaimer - Copyright and Trademark Notice
This Report contains certain Information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc. It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT.

ENVIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE. ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES, INC. BELIABLE TO ANYONE, WHETHER ARISING OUT OF

ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OF DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABIUTY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT.

Purchaser accepts this Report "AS IS". Any analyses, estimates, ratings; environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to provide, nor should they be interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property. Only a Phase I Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any property. Additionally, the information provided in this Report is not to be construed as legal advice.

Copyright 2005 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole or in part, of any report or map of Environmental Data Resources, Inc., or its affiliates, is prohibited without prior written permission.

EDR and its logos (Including Sanborn and Sanbom Map) are trademarks of Environmental Data Resources, Inc. or its affiliates.

All other trademarks used herein are the property of their respective owners. ow'
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