HomeMy WebLinkAboutCT 02-23; Villages of La Costa the Greens Pt 2; Villages of La Costa the Greens Pt 2; 1999-03-01APPENDIX B
LABORATORY TESTING
Laboratory tests were performed in accordance with the generally accepted test methods of the
American Society for Testing and Materials (ASTM) or other suggested procedures. Selected
relatively undisturbed drive samples and chunk samples were tested for their in-place dry density and
moisture content, shear strength, expansion and consolidation characteristics.
The results of our laboratory tests are presented in tabular and graphical forms hereinafter. The in-
place density and moisture characteristics are also presented on the logs on of test trenches and
borings.
d
0i
0
TABLE B-I
SUMMARY OF LABORATORY MAXIMUM DRY DENSITY
AND OPTIMUM MOISTURE CONTENT TEST RESULTS
ASTM D 1557
Sample
No. Description Maximum Dry
Density (pcf)
Optimum Moisture
Content (% dry wt)
LB 1-2 Yellowish brown, Silty, fine to coarse SAND 120.4 12.0
LB 1-11 Grayish green, Sandy CLAY 113.5 16.5
LB 3-3 Greenish gray, Silty CLAY 112.2 17.0
LB 9-4 Greenish gray, Silty CLAY 115.8 15.4
LB 10-2 Light gray, Silty, fine SAND 114.0 14.2
T23-2 Dark grayish brown, Sandy CLAY 122.0 11.4
T24-2 Reddish brown. Clayey, fine SAND 123.0 U.O
T85-1 Dark olive-brown, Sandy CLAY 121.1 12.4
T 108-1 Reddish brown, Silty, fine to medium SAND 123.9 10.0
Project No. 06403-12-01 -B-1 -March 24, 2000
0
TABLE B-II
SUMMARY OF DIRECT SHEAR TEST RESULTS
Sample No. Dry Density
(pcf)
Moisture Content
(%)
Unit Cohesion
(psf)
Angle of Shear
Resistance (degrees)
LB 3-3* 100.5 17.7 610 27
LB 5-4 U7.2 16.7 610 29
LB 10-2* 103.1 13.9 460 35
LB 1-3 124.8 10.8 1020 43
LB i-4 112.2 20.2 830 15
LB 1-9 117.7 16.2 200 38
*Saii5)les remolded to 90 percent relative density at or near optimum moisture content
m
TABLE B-lll
SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS
Sample
No.
Moisture Content Dry
Density (pcf)
Expansion
Index
Sample
No. Before Test (%) After Test (%)
Dry
Density (pcf)
Expansion
Index
LB 1-2 9 20.9 114.3 6
LB 18-9 11.3 30.3 105.1 57
LB 1-11 14.2 34.6 96.8 62
T23-2 10.1 29.3 109.5 55
T85-1 10.0 28.9 110.1 57
T 103-2 12.1 32.4 103.0 70
ProjectNo. 06403-12-01 -B-2-March 24,2000
PROJECTNO. 06403-12-01
GRAVEL SAND
SILT OR CLAY COl^RSE FINE tlEDIUn FINE SILT OR CLAY
U. S. STANDARD SIEVE SIZE
100
90
80
X 70 CD H UJ
OQ
g 50
H
h.
H 40
UJ
u
Ul 30
20
10
0
1-1/2" 3/4"
10 1 0.1
GRAIN SIZE IN MILLIMETERS
0.01 0.001
m SAMPLE Depth (ft) CLASSIFICATION SATWC LL PL PI
• SB3-2 10.0 (CL) Yellowish-brown, Sandy CLAY
III SB4-2 10.0 (SM) Dark yellowish-brown, Silty SAND
m A SB6-2 10.0 (SM) Dark yellowish-orange, Silty SAND
GRADATION CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALffORNU
LCG Figure B-1
PROJECTNO. 06403-12-01
GRAVEL SAND
SILT OR CLAY COURSE FINE :or=iRSE MEDIUM FINE SILT OR CLAY
U. S. STANDARD SIEVE SIZE
X CD H UJ 3
>
OC hi Z H LX.
LU U OC
hi
100
90
80
70
60
50
40
30
20
10
0
3' M/2" 3/4- 3/8"
10 1 Q.l
GRAIN SIZE IN MILLIMETERS
0.01 0.001
m SAMPLE Depth (ft) CLASSIFICATION VATWC LL PL H
0 • SB7-3 15.0 (SM) Light olive-brown, Silty SAND
SB8-2 10.0 (CL) Yellowish-brown. Sandy CLAY
m • SB8-4 20.0 (CL) Dark yellowish-orange, Sandy CLAY
GRADATION CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
LCG Figure B-2
PROJECTNO. 06403-12-01
GRAVEL SAND
SILT OR CLAY COl=lRSE FINE :OARSE MEDIUM FINE SILT OR CLAY
U. S. STANDARD SIEVE SIZE
CD H LU
>
ta
K
hi z
H
LU L) OC LU
100
90
80
70
60
50
40
30
20
10
0
3" M/2" 3/4" 3/8"
10
10
16 30
20 40 1 60 100 200
0.01 0.001
GRAIN SIZE IN MILLIMETERS
SAMPLE Depth (ft) CLASSIFICATION VAT WC LL PL PI
SBlO-3 15.0 (SM) Yellowish-brown, Silty SAND 23.7
GRADATION CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
LCG Figure B-3
PROJECTNO. 06403-12-01
z o H I-<C
o
H _l O CO z o u
Z LU CJ OC LU Q.
SAMPLE NO. SB3-3
-4
-2
10
12 0.1 10 100
APPUED PRESSURE (ksf)
Initial Dry Density (pcf) 107,0
Initial Water Content (%) 22.6
Initial Saturation (%) 100-H
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
LCG Figure B-4
PROJECTNO. 06403-12-01
o
o cn z o
CJ
LU U cn hi
Q_
SAMPLE NO, SB7^
-4
-2
10
12 0.1 10 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 92.4
Initial Water Content (%) 5.4
Initial Saturation (%) 18.1
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
LCG Figure B-5
PROJECrr NO. 06403-12-01
o
Q H -J O CO z o u
LU L) OS LU
a.
SAMPLE NO. SB8-3
-4
-2
10
12
0.1 10 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 113.9
Initial Water Content {%) 18.2
Initial Saturation (%) 1004-
Sample Saturated at (ksf) .5
CONSOLIDATION CURVE
LCG
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
Figure B-6
PROJECTNO. 06403-12-01
o
o
cn o
lU CJ a: LU a.
SAMPLE NO. SBlO-3
-4
-2
10
12
0.1 10 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 106.7
Initial Water Content (%) 23.7
Initial Saturation (%) lOO-h
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
LCG Figure B-7
PROJECTNO. 06403-12-01
z o H I-« O H _l O O) z o a
z Ul u
LU
a.
SAMPLE NO. SBU-2
-4
-2
10
12 0.1 10 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 116,5
Initial Water Content (%) 17.2
Initial Saturation (%) 100-i-
Sample Saturated at (ksf) .5
CONSOLIDATION CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
LCG Figure B-8
c
T
O
CO O z
o
s
<
O •z.
o
[S
<
SAMPLE NO. SB3-3 APPLIED PRESSURE
2180
2200
2220
2240
2260
2280
2300
2320
2340
(ksf)
s
10 12
V TIME (Minutes)
SAMPLE NO. SB7-4 APPLIED PRESSURE (ksf)
2370
^ 2380
T
O
T: 2390
2400
2410
2420
2430
10 12
V TIME (Minutes)
m
0 GEOCON
INCORPORATED O
•m
0
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CAUFORNIA 92121-2974
PHONE 619 558-6900 • FAX 619 558-6159
AS/RSS DSK/EOOOO
TIME RATE CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
DATE 03-24-2000 PROJECT NO. 06403 - 12 - 01 FIG. B-9
&403TR/RSS
o
CO
o
<
T o
CO O z
o
s
a:
<
SAMPLE NO. SB10-3 APPLIED PRESSURE (ksf)
2425
2455
2485
2 2515
2545
^5:
SAMPLE NO.
10 12
V TIME (Minutes)
APPLIED PRESSURE (ksf)
10
V
12
TIME (Minutes)
GEOCON
INCORPORATED O
GEOTECHNICAL CONSULTANTS
6960 FUNDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974
PHONE 619 558-6900 - FAX 619 558-6159
AS/RSS DSK/EOOOO
TIME RATE CURVE
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
DATE 03-24-2000 PROJECT NO. 06403-12 - 01 FIG. B-10
6403TR1 / RSS
c
O
CO
z
Q
<
Q
to CD Z
Q
S
OC
_J
<
Q
SAMPLE NO. SB11 -2
2320
2330
2340
2350
2360
2370
2380
APPLIED PRESSURE 2 (ksf)
V,
10 12
V TIME (Minutes)
SAMPLE NO. SB11 -2
2410
^ 2420
.£
T
O
APPLIED PRESSURE 4 (ksf)
2430
2450
2460
2470
2480
i \
L.
\
\
_
_
V _
s
V
10 12
TIME (Minutes)
GEOCON ^
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE • SAN DIEGO, CAUFORNIA 92121 - 2974
PHONE 619 558-6900 - FAX 619 558-6159
TIME RATE CURVE GEOCON ^
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE • SAN DIEGO, CAUFORNIA 92121 - 2974
PHONE 619 558-6900 - FAX 619 558-6159
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
AS/RSS DSK/EOOOO DATE 03-24-2000 PROJECT NO. 06403 - 12 - 01 FIG. B-11
e403TR2/RSS
APPENDIX C
BORING AND TRENCH LOGS
AND CONE PENETROMETER TESTS
FROM
PRELIMINARY SOIL AND GEOLOGIC INVESTIGATION FOR LA
^. COSTA - NORTHWEST AREA, CARLSBAD, CALIFORNIA,
PREPARED BY GEOCON INCORPORATED, DATED NOVEMBER 11,
1988 (PROJECT NO. D-4230-H01)
•I And
PRELIMINARY RIPPABILITY STUDY. LA COSTA NORTHWEST,
* CARLSBAD, CALIFORNIA, PREPARED BY GEOCON
* INCORPORATED, DATED SEPTEMBER 25,1996 (PROJECT NO. D-
m. 4230-12-03).
" FOR m
VILLAGES OF LA COSTA - THE GREENS
m CARLSBAD, CALIFORNIA
m
0
PROJECT NO. 06403-12-01
•m
File No.
November
D-4230-H01
11, 1988
BORn'lG 1
.DATE nHHiPn in/s/aa
EQUIPMENT E-lOO 30" Rotary Bucket =3
MATERIAL DESCRIPTION
ALLUVIIM
Soft, wet, very dark brown, Sandy CLAY
Soft* wet, dark reddlsh-brown, Sandy
CLAY
PUSE
12"
112.5
:>ULK
16.6
SfclPT.^
PUSH
' 12" L08.8
tUSH
- 12" L07.1
water table rising (caving)
Jledium dense, x^et, gray, slightly, Silty
fine to medium SAND
12" clean sand PUSH
'18" 97.3
Soft, wet, dark reddish-brown, Sandy CLAY
BORING TERMINATED AT 21.0 FEET (REFUSAL)
0
19.6 i
:i.i
30.1
Figure A-1, Log of Test Boring 1
SAMPLE SYMBOLS • _ SAMPLING UNSUCCESSFUL * |]_STANOABD PENeTfUTlON TEST • — DRIVE SAMPLE {UNOISTURBEOI
H DISTURBED OR BAG SAMPLE B — CHUNK SAMPL€ X. _ WATER TABLE OR SEEPAGE
m NOTE THE LOG OF SUBSURFACE CONOITIONS SHOWN HEREON APPLIES ONLYATTHE3PECIRCBOfllNGOBTB£(CH LOCATl^^^
ATTHEDATEINDVCATEDJTISNO^^
File No.
November
D-4230-H01
11, 1988
BORING 2
ELEVATION 125 .DATE nnii I Fn 10/5/88
EQUIPMENT E-IQO 30" ?.Qtary Bucket
ill UJO
lu' IV
EC'
m
- m
MATERIAL DESCRIPTION
ALLUVIUM
Soft, moist, dark broxm, Sandy CLAY
becomes orange-yellow-brown, wet
becomes dark reddish—brown
strong seepage - water table caving
Loose, saturated, light brown, coarse
SAND
Soft, saturated, dark brorra, Sandy CLAY
BORING TEiiMINATED AT 14.0 FEET (REFUSAL)
PUSH
12" 110.1
BULK
16.5n
PUSH
12" 99.0
SAMPLE
0
24.Ota
3
Figure A-2, Log of Test Boring 2
SAMPLE SYMBOLS
D SAMPLING UNSUCCESSFUL
S „ OlSTURSEO OR BAG SAMPLE
CsTANOARO PENETRATION TEST
B... CHUNK SAMPLE
• _ DRIVE SAMPLE (UNOISTURSED)
Z. WATER TABLE OR SEEPAGE ^
File NO. D-4230-H01
November 11. 1988
BORING 3
gi guATiriM 155 .DATE npii I en 10/5/88
EQUIPMENT ?:-lQQ 30" Rotary Bucket IP Si
. 0
MATERIAL DESCRIPTION
ALLUVIUM
Soft, wet, dark brown, Sandy CLAY
2 -
- 4 -
6 .
8 -
- 10-
-12-
14-
- 16-
- 18-
- 20-
Loose, wet, light brown-orange, very
Clayey fine SAND
Soft, wet to saturated, mottled olive-
orange, Sandy-Gravelly CLAY
isolated 12" rock
DELMAR FOFMATION
Hard, moist, medium olive, very Clayey
SILTSTONE, massive
•PUSH
12"
L09.8
PUSH
•1/3"
16.5
Lll.O
BULK
21
6" .13.2
17.2
AMPLE
17.4
.18.6
BULK
15.3
SAMPLE
- 22 BORING TERMINATED AT 22.0 FEET
^ Figure A-3, Log of Test Boring 3
• _ SAMPUNG UNSUCCESSFUL B-STANOAflO PENETRATION TEST • _ ORWE SAMPLE (UNOISTURBEDl
SAMPLE SYMBOLS DISTURBED OR BAG SAMPLE B-CHUNKSAMPL* ^, WATER TABLE OR SEEPAGE _
N0T£ TH
ATTHEDATE
File No.
November
D-4230-H01
U, 1988
- BORING 4
ELEVATION .DATE nniLLED Tfl/q/Hfl
EQUIPMENT E-IQO 30" Rotary Bucket
zu:
Oft. 5s r
MATERtAL DESCRIPTION f
B4-1
6
8 .
10 .
12 .
B4-2
. B4-3
CL
ALLUVIUM
Stiff, moist, dark grayish-brown, Sandy
CLAY
111.] 15.7
becomes very moist I,
PUSH
12"
strong seepage (in sand) water table (caving)
103
lULK
SU \
B4-4
_ 14 .
- 18 .
- 20
CL
\ Loose, saturated, light bro^m, coarse
* SA2ID PUSH
h 12"
Soft, wet, dark bra\ra, Sandy CLAY
20.:-'
StoLE"
' fa*
105.3 21.:
BORING TERMINATED AT 20.0 FEET (REFUSAL)
Figure A-4, Log of Test Boring 4
SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B—STANDARD PENETRATIOM
H OrSTURBED OR BAG SAMPLE B—CHUNK SAMPL€
TEST B DRIVE SAMPLE (UNOISTURBEOI
X _ WATER TABLE OR SEEPAGE
NOTE THE LOG OF SUBSURFACE CONOITtONS SHOWN HEREON APPLIES ONLY "THE SPECIFIC80RING ORTRWCH LOCA
ATTHEOATEiNOtCATEDJT^
File No. D-4230-H01
November 11, 1988
P
BORnTG 5
ELEVATION 120 .DATE DRILLED. 10/5/88
EQUIPMENT E-lOO 30" Rotary Bucket
lit
iji
ZU. 3Z
MATERIAL DESCRIPTION
- 2 .
_ 4 .
6 .
8 .
. 10-
- 12.
- 14.
16
18
B5-1
B5-2
B5-3
CL
SW
CL
SW
ALLUVIUM
Soft, moist, dark brown, Sandy CLAY
becomes wet
strong seepage; water table (caving)
Loose, saturated, light brown, coarse
SAND
Soft, wet to saturated, medium brot-m,
1^ Sandy CLAY
\
Loose, saturated, light brown, coarse
SAND
BORING TERMINATED AT 18.0 FEET (REFUSAL)
^*USH
12" 02.6 10.3
1/12' 10.8 19.0
1/12" 05.8 21.4
Figure A-5, Log of Test Boring 5
SAMPLE SYMBOLS • — SAMPLING UNSUCCESSFUL E ^.STANOARO PENETRATION TEST
IS DISTURBED OR BAG SAMPLE B. CHUNK SAMPL-E
• DRIVE SAMPLE (UNOISTURBEDI
X _ WATER TABLE OR SEEPAGE
wn-TB TuCLnrnP«tiiS«;iIBFirPCONOmQNSSHOWNHEREONAPPUESONLYATTHESPEClFICBORINOOflTRENCHLOCAT10NANO
^?T%0ATE?N°D?CAT^a1V^
File No. D-4230-H01
November 11. 988
ta . BORING 6
ELEVATION 122 .DATE DRILLED 10/6/88
EQUIPMENT E-IOQ 30" Rotary Bucket
Zu.
as
Si-.-3Z
=8
. 0 MATERIAL DESCRIPTION
. 2 -
- 4 -
. 6 -
8 .
B6-1
- 10 -
B6-2
- 12 -
- 14
- 16 -
- 18 -
- 20 -
•;t;i;;i:
•lA-x
'•yi:\.
SM
ALLUVIUM
Loose to medium dense, humid, tan, silty
fine SAND with some clay
Medium dense, slightly moist, tan, Silty
fine SAUD with little clay, small chunks,
of alluvium in sandy matrix
0
••J*.
'•'•.1.
•>;.r
•Pi:-.
106.7 13.S
111.0 18.
B6-3 110.4 18.0^
A.\:A
strong seepage (caving)
BORING TERMINATED AT 19.0 FEET
Figure A-6, Log of Test Boring 6
SAMPLE SYMBOLS Q SAMPLING UNSUCCESSFUL
S _ DISTURBED OR BAG SAMPLE
E..STAN0ARO PENETRATION TEST
B« CHUNK SAMPL€
• _ DRIVE SAMPLE (UNOISTURBEDI
WATER TABLE OR SEEPAGE ^
NOTE THE LOGOFSUBSURFACE CONDITIONS SHOWN HEREON APPLIES 0NLYATTHESPECIFIC80H1NQ0RTRENCH LOCATION AND
ATTHE OATH INOICA TED. ITISNCTWARRANTEDTO BE REPRESENTATIVEOFSUBSURFACECONOmONSATOTHER LOCATIONS AND TIMES
File No.D-4230-HOl
November 11. 1988
£ -
ta
3s;
BORING 7
ELEVATION 300 .DATE DRILLED. 10/6/88
EQUIPMENT E-lOO 30" Rotary Bucket
•-<n2
Zu. 25
. 0
MATERIAL DESCRIPTION
. 2 .
_ 4 ,
5 -
- 8 -
- 10-
- 12 -
_ 14 -
- 16-
- 18-
- 20
- 22
- 24
- 26
28
30
B7-1
::ri;y:
hAA. 'A'XA
•'AyM
••\:A\-
ivi -i;.-
B7-2 lyi
• . •. • V
:•/:•• .••"•,••> V.-: ••;x - • • •
"''^
B7-3 AIM
v.v.v .*
•:y.:.
jr.
SM TORREY SANDSTONE
Loose, dry, tan, Silty fine SAND
Dense, damp, tan, Silty, fine to medium
\ SANDSTONE, cemented
I
cobbles
becomes gray, less cemented
depositional contact: N30E75E
ML Hard, moist, gray. Clayey SILTSTONE
SC
Very dense, slightly moist, gray. Clayey
fine SANDSTONE
becomes light blush gray and slightly
cemented
.— becomes light greenish gray
10/
6"
112.2 6.7
10/
11"
108.4 16.5
15/
6"
109.3 7.1
BORING CONTINUED NETT PAGE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL B—.STANDARD PENETRATION TEST DRIVE SAMPLE (UN0ISTUR6ED)
SAMPLE SYMBOLS
B_ CHUNK SAMPL£ WATER TABLE OR SEEPAGE
MOTS THeLOGOFSUBSURFACECONDITIONSSHOWNHEflEONAPPLIESONLYATTHESPECIFICBORINGOHTRENCHLOCATIONANO
IjTrHEWTk?NO?"TED^^^^^^^
File No. D-4230-H01
November 11, 1988
Si S
in
la
' BORING 7 (CONTINUED)
ELEVATION DATE DRILLED IQ/6/88
EQUIPMENT
III Zu. Sr.-
11 r
- 30. MATERIAL DESCRIPTION
. 32-
- 34-
. I.-
- 36.
,1 •
- 38-
40.
:•. 1
k 42-1
B7-4
••^•AV:
'A^X.
AAA-
Dense, moist, greenish-gray, Silty fine
SANDSTONE
t
B7-5
- 44-
13/
6"
103.7 7.8 ^
becomes light bluish-green gray
SULK SIVMPLE
•iMVl::
yAA: strongly cemented
- 46-BORING TERMINATED AT 45.0 FEET
Figure A-8, Log of Test Boring 7
,- »w..nA<v. « D SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS
S DISTURBED OR BAG SAMPLE
C. STANDARD PENETRATION TEST
B _ CHUNK SAMPLE
1 „ DRIVE SAMPLE (UNOISTURSED)
X _ WATER TABLE OR SEEPAGE
NOTE THELOGOFSuaSURFACSCONDITIONSSHOWNHEREONAPPLlESONLYATTHESPECIFICaORINGORTRENCMLOCATIONANO
ATTHE DATE INDICATED. IT1SNOTWARRANTED TO BE REPRESENTATtVEOFSUaSUBFACECONDITIONSATOTHEflLOCATIONSANO TIMES
File No. D-4230-H01
November 11, 1988
X _
o z
IU
> S
o
c BORING 8
ei P\/ATinN 305 OATE non i en 10/7/88 PENETRATION RESISTANCE BLOWS/FT i:
in zu: go is
tm>
s * 1 $ 1 P cO'i'BMPWT E-lOO 30" Rotary Bucket PENETRATION RESISTANCE BLOWS/FT > a a is
0 MATERIAL DESCRIPTION
m _2
B8-1
:fy}-:
T.'l--.l:: SM-GM
TERRACE DEPOSIT
Very dense, moist, light reddish-brown,
very gravelly Silty coarse SANDSTONE, grit
pebble size gravel. BULK 3AMPLI
_4 , -1 1— sharp depositional contact: N50W,15SW
m •••.ri*'; rp p
urn
"rm
-6 .
.8 .
B8-2
B8-3
'k-yr.
^'yAA.:
SM
TORfiEY SANDSTONE .
Very dense, moist,- light tan, Silty fine
SANDSTONE, massive, some orange, laminated
thin beds
10/
-11"
116,9
BULK
7.3
SAMPLi
m'
_10 . :
:'i'--VV-,1
All -ll -
# 1 T I 1 •
-14 .
Ml _16 . B8-4 15/
" 10"
124.2 5.0
m -18 --
^;
i -20 -
•AA-y'-:
.'.. 'i-1*.'
-
mm
-22 -
;•!:•'.•'••
.••t.VLVi".* ••|-.u-:.r-'.
-
-24 -
:";r-.-i:-i';
'AA:K SMzSC.
Very hard, moist, light tan, olive, orange,
Silty very fine SANDSTONE, some clay -
0
m
m
-26 .
-28 .
B8-5
B8-6
'A-:]:-\:
''\\::(A
1 I
1 1 bedding N45W,3NE
1
\
\ bedding N10E,8W
less clay
• 15 119.6
BULK
7.8
SAMPLE
0 30 AA:^A
Figure Ar9, Log of Test Boring 8 BORING CONTINUED NEXT PAGE
SAMPLE SYMBOLS D SAMPUNG UNSUCCESSFUL E—STANDARD PENETRATION TEST
S DISTURBED OR BAG SAMPLE B—CHUNK SAMPLC
• DRIVE SAMPLE (UNOISTURBEDt
^ . WATER TABLE OR SEEPAGE
NOTP THELaGQFSuaSURFACECONOITIONSSHOWNMEREONAPPLIESONLYATTHeSPECIFICBORINQORTReNCHLOCATIONAND
File No. D-4230-H01
November 11, 1983
r f_ 5S
it
BORING 8 (CONTINUED)
ELEVATION DATE DRILLED. 10/7/88
EQUIPMENT
ill
*-<aS "552
zu.
UJ<J SB
=8
30
.32
.34
.36
.38
-40 .
-42 .
-44 .
-46 .
-48 .
MATERIAL DESCRIPTION
-50 -
.sharp depositional contact with hematite
band in sandstone, 1/8-1/2" wide, no
shearing N70E,11S T
Very hard, moist, light olive-green.
Clayey SILTSTONE
nearly horizontal
10 112,7
JULK
15.5»|
SktlPLI.p
Very dense, moist, light tan-white, Silty
fine SANDSTONE, cross-bedded and massive
1
\\:;\A.
ysA
AiAj
rA^yJr.
dark brown layer 6" thick above cemented
layer
cemented sandstone layer 12" thick, calcium
carbonate cement
-52 -BORING TERMINATED AT 51.0 FEET
Figure A-10, Log of Test Boring 8
SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL
S DISTURBED OR BAG SAMPLE
STANDARD PENETRATION TEST
B « CHUNK SAMPLE
• DRIVE SAMPLE {UNDISTURBED)
X « WATER TABLE OR SEEPAGE
N0T£ THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFICBORING ORTRENCH LOCATION ANO
ATTHE DATE INDICATED. IT tS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CO NOmONS AT OTHER LOCATIONSANO TIMES
0
File No. D-4230-H01
November 11, 1988
at in— <»
^3
BORING 9
245 ELEVATION. .DATE DRILLED. 10/6/88
EQUIPMENT E-lOO 30" Rotary Bucket pi is-
Zti. uiO is
- 0 MATERIAL DESCRIPTION
.2 -
- 4 -
- 6 -
- 8 -
. 10 -
- 12 -
- 14 -
B9-3
- 16 -
- 18 -
- 20 -
- 22 -
24 -
B9-4
h 26 H
28
30
SC TOPSOIL
Loose, damp, dark brown, Silty-Clayey
fine SAND
SM
TORREY SANDSTONE
Dense, moist, light brown-orange, Silty
fine SANDSTONE, some clay, fracturing
mostly massive
A\\A
':-S-\A:
\A'A'X
•VlM':!'.
A-'-\A.
•':Kt:i:
'{AA
114.6
IBULK :
15,1
AMPLE
nearly horizontal bedding
110.9 17.0
seepage, slow, spotty
seepage, slow
1^ sharp depositional bedding/contact
I j horizontal 110.5 17.6
DELMAR FORMATION
Hard, wet, medium to light olive. Clayey
SILTSTONE, massive, little fracturing
ML
Figure A-11, Log of Test Boring 9 BORING CONTINUED NEXT PAGE
0
SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL B—STANDARD PENETRATION TEST 1« DRIVE SAMPLE tUNOISTURSIOI
SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL
X _ WATER TABLE OR aEtPAQB S DISTURBED OR BAG SAMPLE B.CHUNK 3AMPL€ X _ WATER TABLE OR aEtPAQB
NOTE THE LOG OFSUSSURFACeCONOlTlONSSHOWN HEREON APPLIESONLYATTHESPeCIFlCBORiNGORTHENCH LOCATION AND
ATTHE DATEINOICATED.ITISNOTWARRANTED TO BE REPRESENTATIVEOFSUBSUHFACSCONOmONSATOTHER LOCATIONS AND TIMES
File No.
November
D-4230-H01
11. 1988
Cz***
33 . BORING 9 (CONTINUED)
ELEVATION DATE DRILLED, in/fi/88
EQUIPMENT
zu.
ii r,
w
30 MATERIAL DESCRIPTION
- 32 -
. 34 -
B9-
B9--6 r
- 36 -
[7
I
> CL-ML
Hard, moist, dark gray-olive, Silty
CLAYSTONE to very Clayey SILTSTONE,
contains lignitlc material
10 115.0
IBULK 3 AMPLE
BORING TERMINATED AT 35.0 FEET
Figure A-12, Log of Test Boring 9
m
SAMPLE SYMBOLS 0 SAMPLING UNSUCCESSFUL
S — DISTURBED OR BAG SAMPLE
D~STANOARO PENETRATION TEST
B.-.CHUNK SAMPL€
• — DRIVE SAMPLE tUNOiaTURSCOt |
% WATER TABLE OR aeCRAGK i*
NOTE THE LOG OFSUBSURFACECONDmONS SHOWN HEREON APPLIES ONLY ATTHESPECIFIC BORING OR TRENCH LOCATION AND
ATTHE DATE INDICATED. ITISNOTWARRANTEDTO BE REPRESENTATIVEOFSUBSUflFACCCONOITlONSATOTHERLOCATIONSANOTlMEa
File No. D-4230-H01
November 11, 1988
BORING 10
ELEVATION. 150 .DATE DRILLED, 10/6/88
EQUIPMENT F-inn ?n" -Hti^L-ot-
Ik m
zw is
is
MATERIAL DESCRIPTION
mi
. 8 .
- 10 .
r2.
14 ,
- 16 .
_ 18 -
•m
0
- 20 .
- 22 -
- 24 -
- 26 .
28
30
Ax A
BlO-3 i-'T'f.-
AVX\
.K-\:A Lt:.\A^
A
SM-SC
UNDOCUMENTED FILL
Loose to medium, damp, medium-dark brown,
mottled Silty, Clayey fine SAND
fl.22.0
BULK
8.3
SAMPLE
CL
Soft, wet, dark-medium olive-brown, mottled
Sandy CLAY
Irregular, but sharp fill/formation contact
slopes in SE direction no debris or strong
odors
3M-SW
DELMAR FORMATION
Dense, moist, light tan-olive, meditam to
coarse, Silty SANDSTONE
Irregular, but sharp deposition-contacts,
nearly horizontal
127.6 3.8
CL
Hard, moist, medium olive-green, Silty
CLAYSTONE, massive, blocky
6-8" calciimi carbonate cemented layer
,—
1^ becomes medium, light olive, more fractured
,( random slickensided surfaces
slight seepage
14 IL22.1
BULK
12.6
SAMPLE
Figure A-13, Log of Test 10 BORING CONTINUED NEXT PAGE
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL B« STANDARD PENETRATION TEST
IS — DISTURBED OR BAG SAMPLE B — CHUNK SAMPLE
• — ORtVt 9AMPL8 (UNOtSTUffUO)
^ WATER TABLE OR aCtFAGt
NOTE: THELOG OFSUBSURFACECONDmONS SHOWN HEREON APPLIES ONLY ATTHESPECIFlCBOfllNQ OR TBENCHLOCATION AND
ATTHEOATElNOICATEaiTISNOTWARRANTEDTOaEflEPReSENTATlVEOFSUBSUflFACECONOITIONSATOTHERLOCATXJNSANDTlMEl
File No. D-4230-H01
November 11, 1988
r _
at
at—
t
BORING 10 (CONTINUED)
ELEVATION DATE DRILLED-
EQUIPMENT
ii Ztb
UJO
DC I.:
=8
30 MATERIAL DESCRIPTION
32.
34.
36 .
BORING TERMINATED AT. 35.0 FEET
he
Figure A-14, Log of Test Boring 10 -
ov^wB/-^. Q«-SAMPLING UNSUCCESSFUL '
SAMPLE SYMBOLS
IS DISTURBED 0R.BAG SAMPLE
B»STAN0ARO PCNETRATiaN TEST
B—.CHUNK SAMPLE
1» DRIVC SAMPLE (UNOISTUMID)
£ » WATER TABLE OK SEtPAQE
NOTE THE LOGOFSUBSURFACE CONDITIONS SHOWN MGREONAPPLIES ONLY ATTHE SPECIFIC BORING ORTRENCH LOCATION ANO ATTHE DATE INDICATED. IT IS NOTWABHANTED TO 86 REPRESENTATTVEOFSUBSURFACECONOmONSATOTHER LOCATIONS AND TIMES.
File No. D-4230-H01
November 11, 1988
BORING 11
ELEVATION 3QQ .DATE DRILLED IQ/m/fia
EQUIPMENT E-inn. ^0" Mnf^-ry hi
Si
53
MATERIAL DESCRIPTION
TOPSOIL
Soft, moist, dark brown. Gravelly CLAY
•PUSH
J.0"
1/4"
104.9 20,1
DELMAR FORMATION
Soft, moist, light olive mottled white,
Silty CLAYSTONE, highly fractured,
weathered
.PUSH
6"
2/6"
96.5
BULK
26.5
3AI-IPLE
m
0
gypsum seam in bedding N50E,22NW, potential
shear filling
becomes firmer, with yellow-green,banding
mottling
bedding-plane shear N5SE,15NW, Js" remolded
slickensided orange/olive clay with
gypsum, throughgoing
106.8 20.8
m
0
0
becomes harder, blocky
sharp depositional contact, but with thin
1/16" orange remolded clay seam, N50W,6**SW
Moist to wet, light olive-tan, slightly
Silty coarse SANDSTONE
strong seepage
/, becomes clean sand
A
h— rocks
123.6 11.6
i—j^i^—1 r I -1 • r> ^ .
Figure A-15, Log of Test Boring 11 BORING CONTINUED NEXT PAGE
SAMPLE SYMBOLS ° " UNSUCCESSFUL '
S DISTURBED OR BAG SAMPLE
c STANDARD PENETRATION TEST 1 — DRIVE SAMPLE lUNOISTURBEOl
CHUNK SAMPL€ 5- — WATER TABLE OR SEEPAGE
NOTS. THE LOGOFSUBSURFACECONOITIONSSHOWN HEREON APPLIESONLYATTHESPECIFICBORING ORTRENCH LOCATION ANO
ATTHEDATElNOICATE0.lTtSNOTWAflRANTE0TOBEREPH£SENTATIVEOFSUBSUHFACECONOITI0NSATOTHEfl LOCATIONSANO TIMES
File No. D-4230-H01
November 11. 1988
z ^ 53 BORING 11 (CONTINUED)
ELEVATION. .DATE DRILLED, 10/10/88
EQUIPMENT
—ins
Zu: wo ii I
-30 MATERIAL DESCRIPTION
" A-.
-32 -
contact not visible because of water
SANTIAGO PEAK VOLCANICS
Very dense, moist, dark brown, gray, green
porphyritic VOLCANIC ROCK, slight to
moderate fracturing
BORING TERMINATED AT 31.5 FEET (REFUSAL)
1
' m
• tm
'\
-0
1
Figure A-16, Log of Test Boring 11
SAMPLE SYMBOLS Q SAMPLING UNSUCCESSFUL
S DISTURBED OR BAG SAMPLE
E-.STANDARD PENETRATION TEST
B—.CHUNK SAMPLE
• DRIVE SAMPLE [UNOISTURBEDI
2. _^ WATER TABLE OR SEEPAGE
N0T£THEL0G0FSUBSURFACEC0N0lTI0NSSH0WNHERE0NAPPLlES0NLYATTHESP€CIFICa0fllN60RTflENCHL0CAT10N^^^^
ATT^eDATErNDlCATEDJTISNOTWARRANTEDTOBEnePRESENTATIVEOFSUBSURFACECONO^^^^
File No. D-4230-H01
November 11, 1988
BORING 12
ei gy/ATinKJ 215 .DATE nan i Pn 10/7/RS
EQUIPMENT E-lOO 30" Rotary Bucket
ill Zu:
_ 0 MATERIAL DESCRIPTION
•m
m
- 2 .
- 4 .
6
8
-10-
- 12-
- 14-
- 16-
- 18-
- 20.
22-
U 24-
V
- 26-
B12-4
ylL-CL
Vl-i-T-
.•i;iM.-
prrr
1
SM
TORREY SANDSTONE
Dense, moist, tan, Silty fine SANDSTO?IE
r
nearly horizontal depositional contact
DELMAR FORMATION
Hard, moist, olive-orange, mottled.
Clayey SILTSTONE
— bedding horizontal
SM
Dense, moist, light olive-tan, Silty
fine to medium SANDSTONE, interbedded
thin siltstone beds
cemented zone
CL Very hard, moist, olive mottled with
yellow-orange, Silty CLAYSTONE
\\— cemented zones
becomes brown — olive
BORING TERMINATED AT 25.0 FEET
07.0 20,3
iULK £ AMPT^
116.0 8.0
5/
5"
111.6 9.3
Figure A-17, Log of Test Boring 12
SAMPLE SYMBOLS
• — SAMPLING UNSUCCESSFUL E_STAN0AR0 PENETRATION TEST • _ DRIVE SAMPLE (UNOISTURBEDI
a _ DISTURBED OR SAG SAMPLE B«CHUNK SAMPL£ ^-. WATER TABLE OR SEEPAGE
SA^T^?NS^^^^^
File No. D-4230-H01
wr
m
8
in in — <in
P
• BORING 13
Fl FVATiriN 325 .DATE riHiiiFn 10/10/88
EQUIPMENT E-IQO 30" Rotary Bucket ii r
- 0 MATERIAL DESCRIPTION
2 .
4 .
8 .
. 10-
. 12.
. 14-
A'-
B13-1 i
ir-
•.I-
A
A
A
•A'.
•*.'".•
A':
B13-2
_Bi3-3 R:>
- 18-
- 20-
- 22-
- 24-
-B13-4
- 26-
- 28-
30
M."
1::
•H;
SM-ML
TORREY SANDSTONE
Dense, moist, light tan, Silty very fine
SANDSTONE, to Sandy SILTSTONE; laminated
to massive with orange banding
u_bedding N45W,7SW
r
T
115.9 7,0
r contact sharp, N45W,15''SW
ML
Hard, moist, light olive-tan. Clayey
SILTSTONE
Dense, moist, light tan, Silty very fine
SANDSTONE to Sandy SILTSTONE, laminated
to massive
SM-ML 11 113.7
bULK
- 11
•greenish-gray zone
16.0 I
3AMPL>-
112.1 10.5
Figure A-18, Log of Test Boring 13 BORING CONTINUED NEXT PAGE
SAMPLESYMBOLS D SAMPLING UNSUCCESSFUL
S _ DISTURBED OR BAG SAMPLE
B^STANDARO PENETRATION TEST
B CHUNK SAMPL€
• DRIVE SAMPLE (UNOISTURBEDI
X. WATER TABLE OR SEEPAGE
NOTE THELOG QF SUBSURFACE CONDITIONS SHOWNHEREON APPLIES ONLY ATTHE SPECIFIC B0R1NG0RTRENCH LOCATION AND
*TTHE DATE INDICATED ITIS NOTWABRANTED TO BE REPHESENTATIVEOF SUBSURFACE CONDITIONSATOTHERLOCATIONSAND TIMES
File No. D-4230-H01
November U, 1988
r _
^ —.
Us 3"
BORING 13 (CONTINUED)
ELEVATION DATE DRILLED.
EQUIPMENT
zu: 3Z
=3
. 30
MATERIAL DESCRIPTION
- 32 -
- 34 -
36
38'
- 40 -
- ^4^2 -
- 44 -
rX-
;.V.
'A:
A:
XI.
r
41
46
48
- 50 -
- 52 -
- 54 -
B13-5 • y
B13-6 a:-
B13-7
- 56
ML
slight seepage
slight seepage
bedding horizontal
-strong seepage
•IL-CL
sharp deposition contact, nearly horizontal 106,1 19.8
DELMAR FORMATION
Hard, moist, dark olive to brown, very
Clayey SILTSTONE, calcium carbonate
cemented lenses
dark brown cemented fossil zone approx.
8" thick
horizontal beds
Very hard, dark greenish-gray to gray.
Clayey to Sandy SILTSTONE; scattered coal
fragments, carbonaceous
BORING TERMINATED AT 56.0 FEET
30/
7" 138.5
BULK
6.8
fiAMPLE
Figure A-19, Log of Test Boring 13
SAMPLE SYMBOLS
• — SAMPLING UNSUCCESSFUL * B —STANOARO PENETRATION TEST
H — DISTURBED OH BAG SAMPLE B — CHUNK SAMPL€
• . DRIVE SAMPLE (UNOISTURBEOI
Z. _ WATER TABLE OR SEEPAGE
fm wnre THP i nr nF«!MS«!ii«PACe CQN01TIONS3HOWN HEREON APPLIESONLYATTHESPECIFICBORINGOHTRENCH LOCATION AND
:?THVDATE^?D?ire"^^^^^^
File No. D-4230-H01
November 11, 1988
£ z"*
at 01 — Klli
8^
BORING 14
ELEVATION 245 n.TPnp.MPn 10/12/88
EQUIPMENT E-lOO 30" Rotary Bucket
zu. M ^ ii I
MATERIAL DESCRIPTION
:y?'x-.
••i-.-i">:-
10
12.
14.
16.
18.
20.
- 22.
_ 24
- 26
28
30
SM
CL
DELMAR FORMATION
Dense, moist, light tan, Silty medium to
coarse SANDSTONE, massive friable
21,1
roots
Hard, moist, light-medium olive-green,
very Sandy CLAYSTONE, fractured with
random slickensides surface
fractured on north side of hole, no
continuous plane
119.4
JULK
r
m
r.
6.6p.
r
I
0
t
0'
1
m
14.3"|
S|A1-IPLE»
m
becomes light gray and less fractured
becomes dark gray 119.0 14.i
BORING CONTINUED NEST PAGE^ Figure A-20, Log of Test Boring 14
SAMPLE SYMBOLS • — SAMPLING UNSUCCESSFUL B_STANDARD PENETRATION TEST • — ORWE SAMPLE (UNDISTURBED)
X _ WATER TABLE OR SEEPAGE 0
Ik
H DISTURBED OR BAG SAMPLE B-CHUNK SAMPLE
NOTE. THELOG 0FSU8SURFACE CONDITIONS SHOWN HEREON APPLIESONLYATTHESPECIFICBOHINGORTRENCHLOCATION^^^ ATTHEOATEINDICATED. ITISNOTWARRANTEDTO BE REPRESENTATIVEOFSUBSUflFACeCONOITIONSATOTHERLOCATlONS AND TIMES
0
File No. D-4230-H01
November U, 1938
33 . BORING 14 (COirriNUED)
ELEVATION DATE DRILLED.
EQUIPMENT
Pzt zti: 3Z
OS
30
32_
34^
36
38 _
40.
44.
46.
* L 48
4
0 L 50.
52.
L 54.
56.
58
60
MATERIAL DESCRIPTION
CL
— becomes more sandy
B14-5
CL-CH
Very hard, moist, medium olive-green,
Silty CLAYSTONE
sandstone lenses with seepage
undulating contact, dipping approximately
5" at slope
SM
B14-6 If-."!-'-!-:
B14-7
Very dense, moist, orange-tan, Silty fine
to medium SANDSTONE, fining upwards
sequence
becomes medium-grained, has "cannonball"
concretion on N side of hole
becomes coarse to very coarse
Ii— rip-up clasts
.contact irregular, channeled
•1V. j I Hard, moist, gray-blue, very Sandy
1 ' SILTSTONE
A:-i:\:
B14-8 I
SM-ML
;:t::'yi:
.•|:;.lvi-
SM
Very dense, slightly moist, orange tan,
Silty fine to coarse SANDSTONE
scour surface approximately N25E20NW,
slight seepage
Stiff, very moist, gray-blue with iron
staining, Sandy SILTSTONE, fractured near
top, no through going remolded zone
ML
13 119.5 13.6
21/
10"
128.7 9.8
iULK SAMPLE
15/
7"
L26.7 10.6
Figure A-21, Log of Test Boring 14 BORING CONTINUED NEXT PAGE
^ I SAMPLE SYMBOLS ^ ~ UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
E—STANDARD PENETRATION TEST
B_ CHUNK SAMPLC
• DRIVE SAMPLE (UNOISTURBEDI
X WATER TABLE OR SEEPAGE
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHESPECtFICSORING ORTRENCH LOCATION ANO
ATTHEDATE INDICATED ITISNOTWARRANTEDTO BE BEPRESENTATIVEOFSUBSUHFACECONDlTlONSATOTHEfl LOCATIONSANO TIMES
File No. D-4230-H0
November 11, 1988
5
0)
in— BORING 14 (CONTINUED)
ELEVATION DATE ORILLEP 10/12/88
EQUIPMENT
m
tut
t
zu.
60
62 -
- 64 -
- 66 -
- 68 -
MATERIAL DESCRIPTION
- 70
CL
Hard, moist, olive green, Silty CLAYSTONE
with shiny parting surfaces 14 115.0 16.7
JULK £ AMPLE
ML
Hard, moist, gray blue, very clayey
SILTSTONE with trace fine sand, fissile
J
V BORING TEBMINATED AT 70.0 FEET
Figure A-22, Log of Test Boring 14 0
SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL ' CsTANOARD PENETRATION TEST 1 DRIVE SAMPLE [UNDISTURBED) 0
SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL '
X WATER TABLE OR SEEPAGE S DISTURBED OR BAG SAMPLE CHUNK SAMPt£ X WATER TABLE OR SEEPAGE 0
NOTE THE LOGOFSUBSURFACECONOmONS SHOWN HEREON APPL1ES0NLYATTHE3PEC1FICBOHINGORTR6NCHL0CATIONAND
ATTHE DATE INDICATED. ITISNOTWARRANTEDTO BE REPRESENTATWEOFSUBSURFACECONDITIONSATOTHEH LOCATIONS ANO TIMES
0
im
File No. D-4230-H01
November 11, 1988
Ess
at-
52
BORING 15
ELEVATION. 305 .DATE nniLi Pn 10/12/88
EQUIPMENT 30" Rotary Bucket z"3
zu: (c>--
VIC
=3
- 0 MATERIAL DESCRIPTION
'Ml';
2
4-
6-
h 8-
10-
- 12-
- 14-
- 16-
- 18-
- 20-
- 22-
- 24-
- 26-
B15-1
I A
!
A
I
/
i
A
I
^1
B15-2
B15-3
B15-4
- 28--B15-5 • I I
- 30-
CL TOPSOIL
Hard, slightly moist, brown, Sandy CLAY
with SILT fractures
CL-ML
DELMAR FORMATION
Hard, moist, light olive, Silty CLAYSTONE
to very Clayey SILTSTONE
3/12" 107.9 18.3
Bedding nearly horizontal
Bedding N60W, 53X7
ML Hard, moist, light orange/olive-mottled.
Clayey SILTSTONE; some very fine SAND 3/12"
r Bedding nearly horizontal
108.4
BULK
19.5
SAMPLE
CL . Hard, moist, olive-mottled, Silty CLAYSTONE;
yellow-white gypsum stringers; slight to
moderate fracturing
, Few steep hematite-filled fractures;
N40E, 85SE (joints)
Cemented zone (calcium carbonate cement
about 12" fossil shells)
Remolded CIAY seam 1/8-1/4" thick; N60E
2''S
2/0"
SM-
SC
Dense, moist, light olive-tan Silty
fine to medium SANDSTONE; some CLAY
(No s. imple)
113,2 13.8
Figure A-23, Log of Test Boring 15 (Boring 15 Continued next page)
SAMPLE SYMBOLS G SAMPLING UNSUCCESSFUL E_«.STANOAHO PENETRATION TEST 1 DRIVE SAMPLE (UNDISTURBED)
SAMPLE SYMBOLS G SAMPLING UNSUCCESSFUL
X „ WATER TABLE OR SEEPAGE S DISTURBED OR BAG SAMPLE 'EM_CHUNK SAMPL€ X „ WATER TABLE OR SEEPAGE
NOTE THE LOGOFSUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHESPECIFICBORINGORTRENCH LOCATION ANO
ATTHE DATEINOICATED. IT IS NOTWABRANTED TO SEREPRESENTATIVEOFSUBSURFACECONDlTIONSATOTHERLOCATIONSANDTlMEa
File No. D-4230-H01
November 11, 1988
BORING 15 (Continued)
ELEVATION DATE DRILLED 10/12/88
EQUIPMENT 30" Rotary Bucket
—inS zu:
-32 MATERIAL DESCRIPTION
Hard, moist, olive-brown mottled Silty, Sandy
CLAYSTONE
>— Remolded CLAY seam 1/8-1/4" thick;
3*SW; throughgoing gypsum
0
m
Hard, moist, mediumr-olive, silty CLAYSTONE;
abundant gypsum seams; random fracturing
Remoded CLAY seam 1/8-3/4" thick; NlOW,
5°SW, throughgoing, i:rf.th large crystals
of gypsum within gouge
Dense, moist, light orange-tan, medium
SANDSTONE
. Contact nearly horizontal; sharp
^^j depositional
Hard, moist, dark olive-brown mottled with
yellow, Silty CLAYSTONE; gypsum seams, random
fracturing; fossiliferous and carbonaceous
Becomes very dark olive/black and
carbonaceous, seepages of slight to moderate
flow
Remolded CLAY seams 1/4-1/2"; N20W,5"*SW
at contact
. 5 106.6
IBULK
20. rP"
AMPL^
IP'
92.0
[BULK a
29.1-
AMPL.,
r
Very dense, dark gray, cemented, fine Silty
SANDSTONE; fossiliferous
Cemented zone; C&CO^+
BORING TERMINATED AT 59 FEET (REFUSAL)
Figure A-24, Log of Test Boring 15 0
SAMPLE SYMBOLS O-SAMPUNG UNSUCCESSFUL* D» STANDARD PENETRATION TEST M DRIVE SAMPLE (UNOISTURSED)
S DISTURBED OR BAG SAMPLE B_ CHUNK SAMPLE ^ » WATER TABLE OR SEEPAGE 0
NOTE THELOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHESPEOFIC BORING ORTRENCH LOCATION AND
ATTHE DATEINDlCATEO. ITISNOTWARRANTEDTO BE REPRESENTATIVE OFSUBSURFACECONOtTIONSATOTHER LOCATIONSANO TIMES
0
File No. D-4230-H01
November 11. 1988
r ^ i M
BORING 16
ELEVATION. 300 DATE npii I P.n 10/13/88
EQUIPMENT E-lOO, 30" Rotary Bucket
Zib ii
§8
MATERIAL DESCRIPTION
r 2 -
4 -
6 -
- 8 -
10 -
- 12 -
[-f.-|;.v.-•.•I-:L-:I-
••r.-r.".':-,
:r:r.-.i:
t:i::l-': B16-1 .--^
- 14-
- 16-
- 18-
- 20-
- 22
- 24
- 26
- 28
B16-2 jpta-:
::i-r/i-:
::V.-lH':
CL
SM
ML
1TOPSOIL
* hard, humid, brown, Sandy CLAY, highly
il fractured
becomes very stiff and slightly moist
ijjELMAR FORMATION
U Very dense, humid, light gray-blue, very Silty
\\ fine SANDSTONE; iron-stained, carbonate,
11 weath^^g at top
1
bedding N20W10S
— strongly iron-stained
SM
hard, slightly moist, light grey-blue.
Clayey SILSTOtTE, iron-stained, fissile,
hematite filled joint N4SE82E
layer of stiff, moist, orange Sandy SILTY,
friable, fossiliterous; N20W10S
bottom contact
iron-stained, Sandy with fossils
PUSH
7" •
1
93.4 29.5
y stiff, moist, orange-brown. Clayey SILT,
--Mlt^ ^ f ossiliterous,
^ cemented lenses
\'— iron-stained, fossiliterous , rip-up clast
of grey-blue SILSTONE
scour contact
10
r \ very dense, humid, light tan, very Silty
1 fine SANDSTONE, iron-stained in places
I
\i— iron-stained
1— thinly bedded, dipping approximately lO'S
iron-stained, lenses of friable, organic
rich SILT with gypsum stringers
18.0 14.0
Figure A-25, Log of Test Boring 16 (Boring 16 continued next page)
m
SAMPLE SYMBOLS • _ SAMPLING UNSUCCESSFUL E STANDARD PENETRATION TEST 1 DRIVE SAMPLE (UNOISTURBEDI
m SAMPLE SYMBOLS
&_CHUNK SAMPLE X ^ WATER TABLE OR SCEPAGE
File No.
November
D-4230-H01
11, 1988
BORING 16 (Continued)
ELEVATION DATE HRli LEO 10/13/88
EQUIPMENT
—laS
£
zti: Si.-3Z
0
t MATERIAL DESCRIPTION
scoured contact, generally horizontal . 9
BULK SAMPL
hard, slight moist to moist, light blue-grey
Sandy SILSTONE
very stiff, moist, reddish-brown, Silty
CLAYSTONE
many non-continuous remolded planes with
gypsum, general orientation N5W7S
continuous medium stiff, very moist, grey
remolded CLAY N30W5S
becomesjorganic rich, gypsum and
sulfur-rich
15 117.8
BULK
t
0
t
m
15.1 r
5AMPL]
0
I
very dense, very moist, grey Silty fine to
meditim SANDSTONE, slight seepage
very strong cemented
BORING TERMINATED AT 40 FEET (REFUSAL)
Figure A-26, Log of Test Boring 16 m
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
.E—.STANDARD PENETRATION TEST
B_ CHUNK SAMPL-fi
1 DRIVE SAMPLE (UNOISTURBEOt
X „ WATER TABLE OR SEEPAGE
lb
1
NOTE THELOG OF SUBSURFACE CONDITIONSSHOWNHEREON APPLIES ONLY ATTHESPECIFIC BORING OR TRENCHLOCATION AND
ATTHEDATE INDICATED. ITIS NOTWARRANTED TO BE REPRESENTATlVEOFSUBSUflFACECONOITlONSATOTHER LOCATIONS ANO TIMES.
File No. D-4230-H0I
November 11, 1988
S3
P
BORING 17
Fl FVATinN ^60 .DATE narLLEn 10/13/88
EQUIPMENT H-lOO, 30" Rotary Bucket
ii zu: 3Z
. 0 MATERIAL DESCRIPTION
- 2 -
- 4 -
317-1
- 6 -
- 8 -
-10 -
- 12 -
- 14 -
16 -
- 18 -B17-2
B17-3
- 20 -
22
- 24 -
- 26 •
28 -
CL TOPSOIL
Soft,, dry, dark brown Sandy CLAY
CL
DELMAR FORMATION
Hardy moist, light olive-brown mottled
Sandy-Silty CLAYSTONE; abundant gypsum
SM-
SC
contact bedding NlOElONtT
Dense, moist, light tan-olive Silty-Clayey
coarse SANDSTONE
CL Hard, moist, light olive Sandy CLAYSTONE;
highly fractured, multiple oriented
slickensided surfaces
SC-
SM
Dense, moist, light tan-orange Silty fine
to medium SANDSTONE
SM Dense, moist, light tan-orange Silty fine
to medium SANDSTONE
bedding N40W, 9*'NE
111.2 17.1
124.5 11.9
Figure A-27, Log of Test Boring 17 BORING CONTINUED NEXT PAGE
^ . n« • o Q SAMPLING UNSUCCESSFUL '
SAMPLE SYMBOLS
S — DISTURBED OR BAG SAMPLE
STANDARD PENETRATION TEST B ... DRIVE SAMPLE (UNOISTURSED)
CHUNK SAMPLE ^ — WATER TABLE OR SEEPAGE
NOTE. THE LOGOFSUBSURFACE CONOITIONSSHOWNHEREONAPPLIES ONLY ATTHeSPEClFICBOniNGORTRENCH LOCATION AND
ATTHEOATEINDICATED. ITIS NOTWARRANTED TO BE REPRESENTATIVEOFSUBSURFACECONDITIONSATOTHER LOCATIONS ANO TIMES
File No. D-4230-H01
November 11, 1988
BORING 17 (CONTINUED)
ELEVATION : DATE DRILLED.
EQUIPMENT
PI zu. ii r
fiZ i . Si
MATERIAL DESCRIPTION
30
U 32 A
34
36
38
h 40 H B17-4
becomes moist to wet
strong seepage
J— irregular contact; remolded CLAY seam,
E-W, 8'N; throughgoing
Hard„ moist-wet, medium to dark-olive,
Sandy CLAYSTONE
'l remolded CLAY seam 1/8-1/4" thick, N45E, BULK AMPL
r
I
m
X
T
i
- 42 BORING TERMINATED AT 42 FEET
0
Bi'
I*
ii
i
m
»
m
Figure A-28, Log of Test Boring 17
SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL
[S DISTURBED OH BAG SAMPLE
E_STAHOAflO PENETRATION TEST
CHUNK SAMPLE
• —. DRIVE SAMPLE (UNOISTURBEDI
X. _ WATER TABLE OR SEEPAGE
„-„ Of-nc«iin<!tiQPArprnNQmONSSH0WNHERE0NAPPLIES0NLY ATTHESPECIFICBORINGORTRENCH LOCATION ANO
^°TH\^iTE?^D?CATED^^^^^^^^ 0
File No. D-4230-H01
November 11. 1988
at-
nu
• TRENCH 1
ELEVATION 110
EQUIPMENT
DATE DRILLED.
JD555 24" Track Backhoe
10/10/88 Zu.
two
ii
MATERIAL DESCRIPTION
2 -
4 ,-
6 -
8 -
10 -
12 -
pip
.'.r-i:-!-;
CL
SM
s>i
i-tr
COLLUVIUM
Hard, slightly moist, dark gray, Silty
CLAY, with fine sand, highly fractured
DELMAR FORMATION
Dense, humid, light olive, Silty fine
SANDSTONE, highly fractured, carbonate
in joints
Very dense, humid, light olive, Silty fine
SANDSTONE, with areas of fine to coarse
sand, iron staining
becomes tan, fine to medium coarse
WEATHERED SANTIAGO PEAK
Hard, slightly moist, olive and brown,
Sandy CLAY with unweathered chiuiks of
SANTIAGO PEAK, some shiny parting surfaces
TRENCH TERMINATED AT 11.0 FEET
'igure A-29 Log of Test Trench 1
SAMPLE SYMBOLS O SAMPLING UNSUCCESSFUL
(S — DISTURBED OR SAG SAMPLE
I].STANDARD PENETRATION TEST
B_ CHUNK SAMPLE
H . DRIVE SAMPLE [UNOtSTURBED)
X „ WATER TABLE OR SEEPAGE
NOTE. THE LOG OFSUBSURFACECONDmONS SHOWN HEREON APPLIES ONLV ATTHESPECIFIC BORING ORTRENCH LOCATION ANO
ATTHE DATE INDICATED. IT ts NOTWABRANTED TO BE REPRESENTATIVE 0FSU8SURFACEC0NDITI0NSAT0THER LOCATIONS AND TIMES.
File No. D-4230-H01
November 11, 1988
Q ^
TRENCH 2
ELEVATION_ 275 .DATE npti I Fn 10/10/88
EQUIPMENT JD555 24" Track Backhoe
Si zu; UJU
MATERIAL DESCRIPTION
_ 2 .
- 4 .
L 6 .
. 8 .
* V.-.
CL
GC
COLLUVIUM
Hard, damp, dark bro^TO, Sandy CLAY and
Santiago Peak boulders
WEATHERED SANTIAGO PEAK
Very firm, moist, brown, Sandy CLAY, with
pieces of Santiago Peak
SANTIAGO PEAK
Excavates to very dense, damp, orange-tan.
Clayey COBBLES with some samd and boulders
Santiago Peak jointed with some surfaces
dipping out of slope
TRENCH TERMINATED AT 7.5 FEET
TRENCH 3 Elev. 245'
_ 0
- 4
- 6
CL
CL
COLLUVIUM
Hard, humid, gray, Sandy CLAY with some
Santiago Peak cobbles
GC Very stiff, very moist, dark brown, Sandy
CLAY with some Santiago Peak cobbles
SANTIAGO PEAK
Excavates to very dense, moist, green and
orange. Clayey COBBLES
TRENCH TERMINATED AT 5.0 FEET
Figure A-30 Log of Test Trenches 2 and 3
SAMPLE SYMBOLS
• _ SAMPLING UNSUCCESSFUL D 4-3TAN0ARO PENETRATION TEST
H DISTURBED OR BAG SAMPLE CHUNK SAMPL£
• DRIVE SAMPLE lUNOtSTURBEO)
?• _ WATER TABLE OR SEEPAGE
File No. D-4230-H01
November 11, 1988
1^
t/3
Hoi TRENCH 4
ELEVATION 210 .DATE nRiiiPn 10/10/83
EQUIPMENT JD555 24" Track Backhoe
Zu:
§8
MATERIAL DESCRIPTION
. 2 .
4 ,
_ 6
_ 0
ML
DELMAR FORMATION
Very firm, slightly moist, light gray-
green. Clayey SILTSTONE, fractured
SM
Very dense, humid, light gray-green, Silty
fine SANDSTONE iwht.few fine to coarse
patches. Iron stained, with clay along
some joints
TRENCH TERMINATED AT 6.0 FEET
TRENCH 5 Elev. 265
-2 -
. 4 -
^ 6 -
- 8
COLLUVIUM
CL
CL
1 Very firm, slightly moist, reddish brown,
\ Sandy CLAY
"becomes very stiff and moist, with Santiago
Peak cobbles
CL
ML
WEATHERED SANTIAGO PEAK .
Very stiff, moist, olive, Sandy CLAY
Very firm, moist, olive-green and orange,
Silty CLAY iwth littie Santiago Peak
cobble
Very firm, moist, light greenish-gray.
Clayey SILT with little fine sand, cobbles
of Santiago Peak Volcanics
TRENCH TERMINATED AT 8.0 FEET
Figure A-31 Log of Test Trenches 4 and 5
SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL
[S ~ DISTURBED OR BAG SAMPLE
E—STANDARD PENETRATION TEST
B« CHUNK SAMPL£
I _ DRIVE SAMPLE (UNDISTURBED)
X WATER TABLE OR SEEPAGE
NOTE THELOGOFSU8SURFACECONDIT10NSSHOWNHEREONAPPL16SONLY ATTHESPECIFIC BORINGOHTRSNCHLOC^
ATTHE DATElNOrCATCD.IT^
File No.
November
D-4230-H01
11, 1988
a> —
TRENCH 6
ELEVATION. 130 .DATE DRILLED, 10/11/88
EQUIPMENT JD555 24" Track Backhoe
ill zu.
u«o
El-' 3Z
=8
- 0
MATERIAL DESCRIPTION
- 2 -
- 4 -
6 -
8 -
10 -
_/•
- 12 -
- 14 -
- 16
6-1
- 18
- 20
I I
GC-SC
CL
CL
ML
CL
ML
FILL
Loose, damp, orange-tan. Clayey SAND and
BOULDERS
Stiff, moist, olive^green, Silty CLAY
with small chunks of unweathered Delmar
Stiff, moist, orange-brown, Sandy CLAY with
some GRAVEL, chunks of Delmar & Eocene
materials
Stiff, moist, light olive-green. Clayey
SILT with little SAND, GRAVEL
Stiff, moist, grey & green, Sandy CLAY
Stiff to very stiff, moist, light olive-
green with some grey, very Clayey SILT
with little SAND and GRAVEL
TRENCH TERMINATED AT 18 FEET
Figure A-32. Log of Test Trench 6
10.7
SAMPLE SYMBOLS
• _ SAMPLING UNSUCCESSFUL D —STANDARD PENETRATION TEST
H DISTURBED OR BAG SAMPLE B — CHUNK SAMPLE
• DRIVE SAMPLE (UNOISTURBEDI
% WATER TABLE OR SEEPAGE
wnTc THE LOGOFSuaSunFACSCONOITlONSSHOWNHEREONAPPLrESONLYATTHESPECIFIC80RINGORTRENCHLOCATIONAN^
lJ?T'HEOATE?NO?"reDSS^^^^
* File No. D-4230-H01
November 11, 1988
££3
TRENCH 7
ELEVATION.
EQUIPMENT
DATE DRILLED.
JD555 24" Track Backhoe
10/11/88 m Si zo:
is
- 0 MATERIAL DESCRIPTION
- 2 -
- 4 -
»
- 6 -
- 8 -
-10 -
L
14 -
16 -m i
-C
- I- 18 H
-I
-;- 20 H
CL FILL
Very firm to hard, slightly moist, tan, very
Sandy CLAY with pieces of wire, plastic bags,
concrete
CL
GC-SC
GC-CL
Medium stiff, very moist, light green, Silty
CLAY with little GRAVEL, SAND
Dense, slightly moist, brown. Clayey SAND
and GRAVEL
Very stiff, moist, light green with brown,
Silty CLAY and GRAVEL
MJ/
Very stiff, moist, light green, Silty CLAY,
highly fractured with SAND
Becomes blue-green and with GRAVEL
TRENCH TERMINATED AT 17 FEET
'Figure A-33, Log of Test Trench 7
SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL
S DISTURBED OR BAG SAMPLE
|]_STANOARO PENETRATION TEST
B» CHUNK SAMPLE
• DRIVE SAMPLE lUNOISTURBEOl
WATER TABLE OR SEEPAGE
NOTE. THELOGOFSuaSURFACECONDlTIONSSHOWNHEREONAPPLlESONLYATTHESPECIFICBOflINGORTRENCHLOCATIONANO
ATTHE DATE INDICATED. rTlS NOTWARRANTED TO BE HEPRESENTATIVEOF SUBSURFACE CON0IT1ON5AT0THER LOCATIONS ANDTIMES
File NO. D-4230-H0I
November 11, 1988
in
~,ia
^3
TRENCH 8
ELEVATION. 135 .DATE n«n,Pn lO/U/SS
EQUIPMENT J13555 24" Track Backhoe
wo OR:
- 0 MATERIAL DESCRIPTION
2 -
- 4 -
- 6 -
- 8 -
-10 -
-12 -
-14 -
- 16 -
. '.v. '
T8-
T8-2
-18 -
- 20 -
GC-CL FILL
Hard, damp, orange-brown, Sandy CLAY and
GRAVEL
SC Medium dense, moist,.tan, very Clayey, fine
to medium SAND with some GRAVEL, lenses of
black organic material
Ul.O
BULK
X
0
15. ^
SAMPlJii|
Becomes grey-blue
SM
CL
Meditmi dense, moist, yellow-tan, Silty,
fine to medixHH SAND:.with some SILT, lenses
of black organic material
Stiff, very moist, grey. Gravelly CLAY
with lenses of black organic material
Becomes grey-blue
TRENCH TERMINATED AT 16% FEET
Figure A-34, Log of Test Trench 8
SAMPLE SYMBOLS Q SAMPLING UNSUCCESSFUL
[S DISTURBED OR BAG SAMPLE
13—STANDARD PENETRATION TEST
B —CHUNK SAMPLE
• — DRIVE SAMPLE (UNOISTURBEDI
2. _ WATER TABLE OR SEEPAGE ^
NOTE THELOGOFSUQSURFACeCONOITIONSSHOWNHERSONAPPLIESONLYATTHESPECIFICaORINGORTBENCHLO^ ATTHEDATEINOlCATED-ITlSNOTWABRANTEDTOeEREPHESENTATIVEOFSUSSURFACECONOITIONSATOTHERLOCATlONS AND TIMES
File NO. D-4230-H01
November 11, 1988
'Us
U
1^ u
TRENCH 9
ELEVATION. 135 .DATE DRILLED. 10/11/88
EQUIPMENT JD555 24" Track Backhoe
Bye zu: 3Z
is
- 0 MATERIAL DESCRIPTION
W 2 -
4 -
6 -
- 8 -
-10 -
-12 -
-14 -
-16 -
-18 -
-20- -
l" *
i!>- r.
SC FILL
ML
Loose, humid, tan. Clayey SAND with GRAVEL
Very firm, moist, tan and. blue-green. Clayey
SILT with chunks of CLAY, SAND, organic
material
CL
SC
Stiff, very moist, blue-green and black,
Silty CLAY
Very firm, moist, blue-green. Clayey SAND
with pebbles, and chunks of organic material
Becomes more Sandy
TRENCH TERMINATED AT I6J5 FEET
Figure A-35, Log of Test Trench 9
SAMPLE SYMBOLS O —. SAMPLING UNSUCCESSFUL
S _ DISTURBED OR BAG SAMPLE
EI STANDARD PENETRATION TEST
B_CHUNK SAMPL£
• DRIVE SAMPLE (UNDISTURBED)
Z. „ WATER TABLE OR SEEPAGE
NOTE. THELOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHESPECIFICBORINGORTRENCH LOCATIONANO
ATTHE DATE INDICATED. IT IS NOTWARRANTED TO BE REPHESENTATlVEOFSUBSUHFACECONOmONSATOTHEfl LOCATIONS AND TIMES
File No. D-4230-H01
November 11. 1988
2 .
4 -
6 .
8 .
- 10
- 12
- 14
- 16
\XXX:
l"-r-vi.^
•.'•K-l.-i:
SM
CL
TRENCH 10
ELEVATION DATE noH • cn 10/10/88
EQUIPMENT JD555 24" Track Backhoe
MATERIAL DESCRIPTION
ALLUVIUM
Loose, moist, dark brown, Silty fine
SAND, roots, voids
becomes wet
strong seepage
Soft, saturated, medium brown, Sandy
CLAY
sit zu.
TRENCH TERMINATED AT 16.0 FEET
Figure A-36, Log of Test Trench 10
a>^ <t OZ I
SAMPLE SYMBOLS
• SAMPLING UNSUCCESSFUL
H DISTURBED OR BAG SAMPLE
I]-—STANDARD PEWeTRATION TEST
B» CHUNK SAMPLE
m DRIVE SAMPLE {UNDlSTURBEDt
— WATER TABLE OR SEEPAGE
NOTE
File No. D-4230-H01
November 11, 1988
TRENCH 11
ELEVATION. 125 .DATE nnn Lgn 10/10/88
EQUIPMENT '113555 24" Track Backhoe
Zu.
ii
MATERIAL DESCRIPTION
CL
ALLUVIUM
Soft, moist, dark brown, Sandy CLAY
Tll-1
10
12
14
•>-:.• •.*.
. 16,
CL
Stiff, moist to wet, medium light brown,
Sandy CLAY 106.2 14.7
SC
Dense, moist to wet, light brown-tan. Clayey
fine SAND
TRENCH TERMINATED AT 16.0 FEET
m Figure A-37, Log of Test Trench 11
0
SAMPLE SYMBOLS • _ SAMPLING UNSUCCESSFUL I]_3TANDAR0 PENETRATION TEST DRIVE SAMPLE (UNOISTURBEDI
DISTURBED OR BAG SAMPLE mi —. CHUNK SAMPL€ WATER TABLE OR SEEPAGE
NOTE THE LOGOFSUaSURFACECONOmONS SHOWN HEREONAPPLIESONLYATTHESPECIFICSORING ORTRENCH LOCATIONANO
ATTHE DATE INDICATED. IT IS NOTWARRANTED TO BE REPHESENTATIVEOF SUBSURFACECONDITIONSATOTHEH LOCATIONS AND TIMES
File No. D-4230-H01
November 11, 1988
I _ in —
as
TRENCH 12
ELEVATION '. 110
EQUIPMENT
_DATE nniLLgp 10/11/88
JD555 24" Track Backhoe
—atS zu.
MATERIAL DESCRIPTION
4
6
8 .
10.
12.
14,
16.
CL
ALLUVIUM
Soft, moist, dark brown, Sandy CLAY
becomes wet
strong seepage
Loose, saturated, light brown, Silty fine
SA^ID
TRENCH TERMINATED AT 15.0 FEET
Figure A-38, Log of Test Trench 12 0
SAMPLESYMBOLS • -SAMPLING UNSUCCESSFUL
DISTURBED OR BAG SAMPLE
D STANDARD PENETRATION TEST
B« CHUNK SAMPLE
1 .» DRIVE SAMPLE (UNDISTURBED)
Z. _ WATER TABLE OR SEEPAGE
0
w
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOVtfNHEREONAPPLlES ONLY ATTHE SPECIFIC BORING ORTRENCH LOCATION AND
ATTHE DATE INDICATED. IT IS NOTWARRANTED TO BE REPHESENTATIVEOFSUBSURFACECONDITIONSATOTHER LOCATIONSANO TIMES
File No. D-4230-H01
November 11, 1988
X _
TRENCH 13
ELEVATION. 100 .DATE DRILLED. in/n/flfl
EQUIPMENT JD555 Track Backhoe
ill t
zu:
OS 3H
MATERIAL DESCRIPTION
- 2 .
_ 4 _
6 .
L 8 :
. 10,
CL
ALLUVIUM
Soft, wet, dark brown, Sandy CLAY
very strong seepage; filled to 8* in less
than 2 minutes
SW
Loose, saturated, light brown, fine to
coarse SAND, friable
TRENCH TERMINATED AT 10.0 (REFUSAL)
Figure A-39, Log of Test Trench 13
SAMPLE SYMBOLS Q _ SAMPUNG UNSUCCESSFUL
S DISTURBED OR BAG SAMPLE
|]_STANOARO PENETRATION TEST
CHUNK SAMPL£
• DRIVE SAMPLE tUNOISTURBEDt
5 — WATER TABLE OR SEEPAGE
NOTE THELOG OFSUBSURFACECONDmONS SHOWNHEREON APPLIES ONLY ATTHESPEaFICBOHINGORTRENCHL
ATTHEDATErNDlCATEDJTISNO^^^
File No. D-4230-H01
November 11, 1988
m
Ess
in at-<ai
1^
. TRENCH 14
ELEVATION 170 DATE nnii i FD 10/11/88
EQUIPMENT JD555 24" Track Backhoe
zu.
^
ife
IP
\0
MATERIAL DESCRIPTION
- * -
:i>i/io
SM-SP
ALLUVIUM
Loose, damp, light brown-tan, slightly
Silty fine SAND
8 .
10.
. 12.
_ 14.
- 16.
T14-1
SM
Medium dense, moist; light brown, Silty
fine SAND, roots, voids, blocky
_ 18
3M-SP
Medium dense to dense, moist,, tan,
slightly Silty fine SAND
TRENCH TERIIINATED AT 18.0 FEET
0
r
.0
t
0
r
'0
r
m
'0 r
0
m
Figure A-40, Log of Test Trench 14
SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL
S DISTURBED OR BAG SAMPLE
|]«.STANDARO PENETRATION TEST
B— CHUNK SAMPL£
• DRIVE SAMPLE (UNOISTURBEOt
Z. „ WATER TABLE OR SEEPAGE
:0
•0
I
w
'm
w
0
NOT= THE LOG OFSUBSURFACECONDtTIONSSHOWN HEREON APPLIES ONLY ATTHESPECIFICBORINGORTRENCHLOCATION ANO
ATTHE DATE INDICATED. ITIS NOTWARRANTED TO BE REPRESENTATIveOFSUBSURFACECONOmONSATOTHER LOCATIONS ANO TIMES
rniCTIDN RESISTANCE
TSF(KC/CH*J
0
1
2
3
4
5
6
7
8
9
10
11
12
19
U-
IS-
IS
m
X
-*20-m at
"2H
22
2a
24-
25-
26-
27-
2a-
28-
90-
91-
92-
89-
84-
95-
86-
87-
98
n 0
10
IS
20
2S
90-
85
40
45
SO
ss
X 60
m 65 m
75
BO-
BS
90
85
100
105
lio-
ns
120
125
CONE nESISTDNCE
TSF (KG/CM"I
SOIL
COLUMN
• • • V
• •
>
• t
•
•
•
FRICTION ftRTIQ
m
q
<
2
•
• •
•
• •
-J
il
1;
" "J
-ta
—. la
m
r Q
t
2
- 9
- 4
5
6
h 7
8
- 9
iO
il
i2
iS
•14
HS
16
i7
iB
i9
-20
m
•31
-2
\z
•29
^4
-2S
-26
^7
2B
ao
41
42
93
44
-as
36
•37
48
PROJECT I LA COSTA RANCH NW
PnaJECT NUMBER I B9-230-1702
INSTRUMENT NUMBERi piscKEOBB
D»TEi 10-05-iaflfl B torporahon PROBE: CPTrl
t i i J i k III hi II t 1 I i I
0
l-
2-
9-
4
5
m »
7-
a 8H m -I
m „ 8
CA
10
11
12H
19
14
15
FniCTION nCSISTANCE
TSF m/CH*) 6 4 2 0
0-J 1 1 1 1 Ii. ..J i
10
15
^25
ni m
-^90
95
40
45
50
CONE nESISTANCE
TSF (KC/CH») SO iqO ISO 200 2^0 3{]
SAIL
COLUHN
0 950 40O
( I I 11 .1 -i—1-
rniCTION RATIO
IX} 2 4 4 4
J 4 1—3 1—4- 0
PROJECTtLA COSTA RANCH NW
PROJECT NUMBER: B9-230-1702
INSTRUMENT NUMBER: F1SCKE0B8
DATES 10-05-19B8
Uc Earth Technohgy Corporation
CONE PENETROMETER TEST
PROBE:CPT-2
I I t I I I i It i I i I I I I I I ft i I I I i & i I i
FRICTION RESISTANCE
TSF (KG/CM*I
0
H
2
9-
4-
5-
S 6H
-i
z
z 8-m -<
3) 8
CO
10
IH
12
19
14
IS
T 0
10
15
S20
z25
90
85
40
45
SO
CONE RESISTANCE
TSF(KC/CM»)
SOIL
COLUHN
50 iqo ISO 200 2
)
<
>
i
i
0 3Q0 350 400
FRICTION RATIO
•» 1
10
iS
r 0
t
• 2
- 3
- 4
- S
20
^5 2
m
40
45
AO
45
—t
r 7
B
SO
m
h 9 »
CA
10
11
i2
i3
i4
IS
m
PROJECT! LA COSTA RANCH NW
PROJECT NUMBER:89-230-1702
INSTRUMENT NUMBER! F15CKE0BB
DflTEs I0-0S-19B9
Jfic far/A Technology Corporation
CONE PENETROMETER TEST
PROBE: CPT-3
FRICTION RESISTANCE CONE RESISTANCE
0
t
2
8
4
5
6
7
8
9
10
11
12
18
U
15
18
17
I 1
|l8-
!l8-
320H
3 "an
32
23
24-
2S-
26-
27-
26-
28-
90-
91-
32-
99-
34-
33-
96-
97-
36-
m
6 4 2 50 1 qo I so 2 0 : ^° . . ? qo 9 ^0. . . 41]
• )
1
- ———
•'
- • • •
>
•
S-^—
•
•
*
• •
• •
SOIL
COLUHN FRICTION RATIO
m
PROJECT! LA COSTA RANCH NW
PROJECT NUMBER I 89-230-J 702
INSTRUMENT NUMBERi FISCKEOBB
DflTEi 10-06-1988
FRICTION RESISTANCE
TSF IKG/CM*)
m 6
m
a 8
ID
11-
12-
13-
14-
15-
04
10
15
:25
m rrj
90
35-
40
45
50
CONE RESISTANCE
TSF tKG/CH»I ISO 2Q0 2S0 300 350
SOIL COLUHN
4Q0 Q
FRICTION RATIO
IX\
2 4 6 8
400
PROJECT!LA COSTA RANCH NW
PROJECT NUMBERS 89-230-1702
INSTRUMENT NUMBER: FISCKEOBB
DftTE: 30-06-19BB
' The forth Technohgy
Corporation
CONE PENETROMETER TEST
PROBE: CPT-5
FRICTION RESISTANCE
TSF (KC/CH* J
10-
11-
12-
19-
14
15
95-
40
45
SO
CONE RESISTANCE SOIL
TSF CKC/CH*) COLUHN
SO 100 ISO 200 250 300 350 400
FRICTION RATIO
tXi
45
-40
45
SO
iO
11
12
ri3
14
400
PROJECT! LA COSTA RANCH NW
PROJECT NUMBERS 89-230-1702
INSTRUMENT NUMBERsFISCKHOSB
DflTEi10-06-1988
The Earth Technology Corporation
CONE PENETROMETER TEST
PROBE: CPTr-6
FRICTION flESISTANCE TSF(KC/CH»J CONE RESISTANCE
TSF (KG/CH"J
m 6
7-
3 8H m
30 9-
10-
11-
12-
13-
14-
15-
SOIL COLUMN FRICTION RATIO
IX)
PROJECTS LA CGSTA RANCH NW
PROJECT NUMBERS 89-230-1702
INSTRUMENT NUMBERs FISCKEOSS
DflTEi 10-06-1988
' The Earth Technology
Corporation
CONE PENETROMETER TEST
PROBE: CPT-7
0
1
2
3H
4
5i
6
7
3 8H m
—t
31 9-u
10-
11-
12-
13
14
15
FRICTION RESISTANCE CONE RESISTANCE SfllL TSF(KC/CM» J TSF (KG/CH*) COLUHN 8 4 2 0 SO iqo 1^0 2qa 2so aqo aso 4qo Q
0 1 . -1 1 p—1, •,,T..i,.i 1 1 I I I
10
is
S20 TI
^25
30
3S
40
45
50
r
t— 1 .t .l i .4 i..*.^
FRICTION RATIO
XX\
2 4 6 6
400
r 0
- I
• 2
- 3
4
h 5
h 7
m
-i m 931 Ul
10
11
i2
-13
14
45
PROJECTS LA CUSI'A RANCH NW
PROJECT NUMBER!89-230-1702
INSTRUjl^N^gNygl^Rs FISCKEOBB
The Earth Technology
Corporation
CONE PENETROMETER TEST
PROBE: CPT-8
0
H
2
3-
4-
S-
T 0
m 61
no
7- ^
ZD 9-
10
llH
12
19H
14
IS
10
IS
S20
TI
2S
30
3S-
40
45
SO
FRICTION RESISTANCE
TSF(KC/CH* J 8 4 2 0
CONE RESISTANCE
TSF IKG/CH* J 150 2Q0 2S0
SOIL
COLUHN
300 350 400
FRICTION RATIO
(X)
2 4 0
400
PROJECT: LA COSTA RANCH NW
PROJECT NUMBERS 89-230-1702
INSTRUMENT NUMBER s FISCKEOBB
DATE: 10-06-1988
The Earth Technology
Corporation
CONE PENETROMETER TEST
PROBE: CPT-9
Q
1
2
9
4
5
6
7
6
9
10
11
12-
13-
U
IS
16
17
o m
X
Sl9-i
-420 m 3
"21
22
23-
24-
25
26
27-
26-
20-
80
31
92
39
84
'35
36
87
36
10
15
20
25
40
45
50
55
o m
TJ
X BO
z
n! 6S
m
70
7S
60
85
80
85
100
105
110
J(5
120
FRICTION RESISTANCE
TSF (KG/CH"J 6 4 2 0 SO IQQ
CONE RESISTANCE
TSF (KC/CH*1 ISO 2Q0 250
•
• • J • •
• • •
• -<
• }
• < •
• •
•--•
•
•
• •
• ;
•
300 950
SOIL
COLUHN
400 Q
FRICTION RATIO
2 4 6 0
- S
- 15
- 25
10
20
SO
as
40
45
SO
- 55
o m TJ
60 X
TI fiS m m
r ^
- I
- 2
9
4
- S
- 6
- 7
0
- 9
iO
11
i2
iS
i4
iS
i6
i7
I
I
IB
- 70
75
80
BS
90
85
hlSx
m
100
iOS
ilO
its
120
400
i2S
a
-20
^1
-22
-23
-24
-23
-36
•21
^8
^8
40
41
42
^3
^4
45
48
4?
-38
m
31 m
PROJECT? LA COSTA RANCH NW
PROJECT NUMBER I 89-230-1702
INSTRUMENT NUMBERi FISCKEOBB
DflTEi 10-06-1988
e The Earth Technology Corporation
CONE PENETROMETER TEST
PROBE: CPTrlO
0-1
1
2
9H
4
S
8
7
X 8 ni -I m
a 8
CA
10
11
12
19
14
15
10
IS
S20
TI
^25
-n m m
-30
8S-
40
45
SO
FRICTION RESISTANCE TSF(KC/CH* J 6 4 2 0 50
<
CONE RESISTANCE TSF(KC/CH* J IQO 150 200 250 900
I I I I ~y—r~i
SOIL
COLUHN
950 400 Q
FRICTION RATIO
IX\
3 4 4 <
-J J • 4——< 4- Q
-15
•20 S Tl
10
- Q
- I
2
3
4
h 5
h 8„
m
40
43
40
45
SO
- 7
r 83=
m m 9 31
10
hii
12
13
U
IS
400
PROJECTS LA COSTA RANCH NW
PROJECT NUMBERS 89-230-1702
INSTRUMENT NUMBERs FISCKEOBB
OflTEs 10-06-1988
The Earth Technology Corporation
CONE PENETROMETER
PROBE: CPT-II
TEST
FRICTION RESISTANCE
TSF (KG/CH'J
0-
l-
2-
3
4
5
6
7
8
9H
10
11
12
19
14
ISH
IB
17
18
218-
-i20 m
1
22
29
24
25
26 H
27
28
28
90
31
9?
33 H
34
sis'H
36
37
38
10
15
20
25
90
3S
40
45
50
SS
X 60
ni 65 m
70-
75
BO-
BS
80
8S
100
105
no
U8
120
125
CONE RESISTANCE ®PJ.b.. TSF (KG/CH") COLUHN 100 150 200 2SQ 300 350 4Q0 Q
FRICTION RATIO
2 4 6a
- s
- IQ
- 25
- 30
15
20
35
40
45
- SO
- 55
60
r 0
- 1
- 2
9
4
- 5
- 6
- 7
8
' 9
10
-11
-12
-13
•14
-15
-16
-17
-18
65 m m
70 ^1
-22
H6^
zr m -20 m
60
85
90
05
100
-lOS
-110
-tiS
120
125
-24
^S
^6
^7
^8
-26
40
41
42
43
44
45
46
47
48
400
PROJECT SLA COSTA RANCH NW
PROJECT NUMBER1B9-230-1702
INSTRUMENT NUMBERipjscKEOBB
OflTEsio-OB,]gRR
/A« Earth Technology
mm Corporation
CONE PENETROMETER TEST
PROBE: CPTrl2
CONE PENETROMETER TEST DATA
1 SQUNDIN6 :
I PROJECT i
! PROJECT No:
1 TEST DATE ;
CPT-2 UA CQ5TA RANCH NU
a9-23a-i7a2
10-35-1988
LOCATION :
INSTRUMENT :
ELECTRONICS:
OPERATOR I
CARLSBAD' CA
FlSCKEaSS
Tl
EC/MS/EC/MS
DEPTH CONE FRICTION RATIO PORE CONDUCTIVITY EXCIT
(ft) (tsf) (psi) (uMHOS/ciil (vdc)
a.aa a.a a.aa a.aa NA NA la.aa
i.ao 28.9 a.54 1.88 NA NA ta.aa
2.aa 19.3 a.78 4.86 NA NA la.aa
3.aa 26.2 1.77 6.75 NA NA la.aa
4.aa 27.1 1.43 5.28 NA NA la.ea
S.BQ 23.9 1.77 7.41 NA NA la.aa aM &.aa 24.8 1.74 7.aa NA NA la.ae
7.aa 23. a 1.94 8.45 NA NA iB.aa •m a.aa 19.4 1.61 B.3B NA NA la.Ba
9.aB 21.7 1.2a 5.54 NA NA IB.aa m la.aa 26.7 1.54 5.77 NA NA la.aa ii.ea 27.2 1.51 5.55 NA NA la.ae 12.aa 26.3 1.68 6.39 NA NA IB.aa
13.aa 2a. 3 1.61 7.94 NA NA IB.aa
0'' 14.aa 23.5 1.41 5.99 NA NA la.aa
is.aa 21.7 1.45 6.66 NA NA le.BB 16.aa 22.6 1.45 6.39 NA NA la.aa m 1 17.QB 24.9 1.41 5.67 NA NA IB.aa
••
iB.aa 19.4 1.11 5.71 NA NA IB.aa 19.aa 33.7 1.72 5.11 NA NA IB.aa
2a.aa 24.7 1.42 5.75 NA NA la.aa
'*<• .'
21.aa 23.6 1.25 5.38 NA NA la.BB
22.aa 16.3 1.12 6.S6 NA NA la.aa
m -23.aa 2B.a 1.15 5.77 NA NA IB.aa
24.aa 25.a 1.29 5.15 NA NA IB.BB 25.aa 21.3 i.a5 4.93 NA NA IB.aa
26.aa 24.1 1.19 4.93 NA NA la.BB
27.aa 26.9 1.39 5.19 NA NA 18.aa m 28. aa 39.7 2.45 6.16 NA NA la.ea
29. aa 53. I 3.13 5.89 NA NA la.aa
3a.aa 26,4 1.16 4.39 NA NA la.aa
31. aa 29.2 1.26 4.33 NA NA IB.aa
m • 32.aa 4a.7 1.16 2.86 NA NA la.aa 33.aa 26.5 1.37 5.17 NA NA -IB.aa 34.aa 38.6 1.64 5.36 NA NA la.BB
*!••
35.aa • 32.5 1.51 4.64 NA NA la.aa 36.aa 12.7 a.59 4.65 NA NA 18.aa 37. aa 21.9 1.2B 5.49 NA NA 18,88 38.aa 29.3 1.48 5.B5 NA NA la.aa
•«l • 39.aa 27.a 1.75 6.43 NA NA 18.aa
4a.aa 27. a 1.62 5,98 NA NA la.aa
m 41.aa 42.2 2.84 6.73 NA NA IB.aa
42. aa
43. aa
sa.a 3.62 7.25 NA NA la.ae 42. aa
43. aa 36.2 1.42 3.91 NA NA 18.aa •mm 44.aa 36.2 1.42 3.91 NA NA la.aa 45.aa 47.7 3.22 6.74 NA NA 18.aa m 46.aa 97.8 1.62 . 1,66 NA NA IB.aa 47. aa 37.2 1.69 4,56 NA NA IB.aa 48.aa 117.5 i.aa 1.53 NA NA IB.aa 49.aa 78.5 3.a2 3.85 NA NA IB.aa m . sa.aa 193.8 13.68 7.86 NA NA la.aa
S The IkTtti Technology Corporation
CONE PENETROMETER TEST DATA
SOUNDINS ! CPT-3 PROJECT : LA COSTA RANCH NU
PROJECT No: B9-23fl-17B2 TEST DATE : 18-85-1988
LOCATION : INSTRUMENT ; ELECTRONICS: OPERATOR :
CARLSBAD CA F15CKEB88
Tl Ecyns/Ec/HS
DEPTH CONE 'FRICTION RATIO PORE CONDUCTIVITY EXCIT
at) (tsf) (tsf) il) (pal) tuNHOS/ca} tvdc)
a.aa a.a a.aa a.aa NA NA . -18.88
i.aa 31.7 a.41 1.28 NA NA la.ea 2.aa 28.9 8.37 1.28
2.26
NA NA la.BB 3.aa 35.B B.81
1.28
2.26 NA NA iB.ee 4.aa 38.3 1.42 4.68 NA NA le.aa s.aa 28.8 a.71 2.52 NA NA le.ea 6.aa 34.4 e.B7 2.54 NA NA 18.aa 7.88 27.5 2.26 8.22 NA NA le.aa e.BB 25.7 2.82 7.87 NA NA IB.aa 9.88 21.1 1.41 6,69 NA NA 18.ea 18.aa 21.1 1.44 6.84 NA NA la.aa U.BB 19.7 1.31 6.62 NA NA IB.aa 12,88 21.6 1.27 5.89 NA NA 18.aa 13.aa 26.6 2.18 7.87 NA NA 18.aa 14.aa 38.3 2,36 7.77 NA NA la.aa is.aa 23.4 1.57 6.72 NA NA 18.BB 16,aa 24.8 1.81 7.38 NA NA IB.BB 17.aa 25.3 2.25 8.91 NA NA IB.aa 18.aa 23.9 2.2B 9.56
6.53 NA NA 18.88
19.aa 23.a i.sa
9.56
6.53 NA NA IB.aa 2B.Ba 22.a 1.4B 6.33 NA NA 18.88
21.88 37.7 1.94 5.15 NA NA la.aa 22. aa 34. a 1.49 4.4a NA NA IB.BB
23. aa 45.5 2.IB 4.63 NA NA iB.ea 24.aa 23.8 1.36 5.91 NA NA 18.88
25.aa 22. a 1,59 7.22 NA NA IB.BB
26.88 26.6 1.69 6.36 NA NA -18.aa
27. aa 26.6 1.52 5.71 NA NA 18.aa 28,aa 49.1 2.81 5.72 NA NA 18.88
29. aa 46.S 2.47 5,27 NA NA IB.aa 38.aa 51.9 3.84 5.87 NA NA IB.BB
31.aa 6B.6 2.23 3.68 NA NA IB.aa 32.88 64.7 3.41 5.27 NA NA IB. 88
33.aa 88.2 2.33 2.64 NA NA IB.aa 34.aa 3a.8 1.B2 5.9B NA NA 18.88
35.aa 29.4 1.61 5,48 NA NA 18.88
36.88 53.3 2.Ba 5.25 NA NA IB.BB
37.88 78^7 4,32 6.11 NA NA 18.88
3B.ea 78.7 4.53 6.48 NA NA IB.aa 39.BB 59.7 3.74 6.27 NA NA IB.BB
4B.Ba 45.5 3.86 6-74 NA NA IB.aa 41.88 54.2 2.59 4.77 NA NA IB.aa 42.88 65.2 3.26 5.81 NA NA 18.88 43.88 73.5 3.98 5.41 NA NA IB.aa 44.88 52.B 2.96 5.68 NA NA 18.88
45.BB 164.4 9.88 5,96 NA NA -18.88
S The £art/i Technology Cor pont ion
CONE PENETROMETER TEST DATA
SOUNDINS : CPT-6 PROJECT : LA COSTA RANCH NW
PROJECT NQ: 39-238-1732 TEST DATE : 13-86-1988
LOCATION : INSTRUMENT ;
ELECTRONICS: OPERATOR 1
CARLSBAD CA
Fi5CiC£aea
Tl
EC/MS/EC/MS
DEPTH CONE FRICTION RATIO PORE CONDUCTIVITY EXCIT
(ft) (tsf) itsi) U) (psi) (uNHOS/COi} tvdc)
— a.aa a,a a.aa a.aa NA NA 18.aa
i.aa 66.1 I.aa 2-72 NA NA 18.aa
2.83 66.1 4.62 6-99 NA NA 18.88
3.aa ia2.3 6.83 6.67 NA NA la.aa
4.88 9a.B 6.22 &.8S NA NA 18.aa
S.BB 68.3 3.88 5.68 NA NA IB.BB
6.88 61.8 4.66 7.54 NA NA 18.8B
7.88 63.6 3.95 6.28 NA NA 18,88
B.BB 62-9 3.44 4,15 NA NA la.aa 9.88 63.1 4.97 7.87 NA NA la.aa 18.BB 69,5 5.14 7-39 NA NA 18.aa ** 11.aa 77,7 4.7B 6.84 NA NA 1B.B8
12.88 62.1 4.87 7.84 NA NA 18.88
13.88 42.7 3.89 9.89 NA NA 18.aa
14.88 36.3 3.14 8.65 NA NA 18.88 •mm is.aa 4a. 4 3.17 7.86 NA NA 18,88 16.aa 28,9 2.16 7.47 NA NA IB.BB
17.88 29.8 2.26 7.59 NA NA 18.ae
IB.BB 31,1 2.48 7.71 NA NA 18.88
19.88 27.9 2.87 7.43 NA NA 18,88 28.aa 3B.9 2.81 7-22 NA NA -la.aa
21.88 42.5 3.18 7.49 NA NA 18.aa — . 22.BB 44.B 1.99 4.46 HA NA 18.88
23.88 52.1 3.84 5.83 NA NA la.aB
iiUI 24.aa 31.4 2.23 7.12 NA NA IB.aa 25.88 48.1 2.34 S. 83 NA NA IB.aa 26.88 37.3 2.17 S.B2 NA NA 18.88 27.88 48.7 3.15 6.47 NA NA IB.aa
2B.8B 21.2 1.42 6.73 NA NA la.aa
S The fart/) Technology Corporation
CONE PENETROMETER TEST DATA
SOUNDING : CPT-II
PROJECT : LA COSTA RANCH NU
PROJECT No: 89-238-1782
TEST DATE ; 18-36-1983
LOCATION ; CARLSBAD CA
INSTRUMENT : FlSCKEBaa
ELECTRONICS: Tl
OPERATOR : EC/MS/EC/MS
DEPTH CONE FRICTION RATIO PORE
ttsO (7,) (psi)
a.a a.aa 8.88 NA 48.7 8.71 1.46 NA
41.3 8.54
B.37 1.31 NA
38.7
8.54
B.37 1.21 NA
44.9 8.61 1.35 NA
48.6 8.61 1.25 NA
49.9 a.81 1,62 NA
68.a a.91 1.52 NA 78.6 e.9B 1.39 NA
87.1 1.56 1.79 NA
89.3 1.35 1.51 NA
88.6 1.25 1.55 NA
7B.7 1.59 2.82 NA 88.8 1.62 1.32 NA
97,5 2.16 2.22 NA
96.1 2.SB 2.63 NA
93.4 1.72 1.84 NA
133.3 2.36 2.ea NA
B5. 1 2.36 2.7a NA
74.3 1.62 2. ts NA
68.2 1.14 1.89 NA
63.5 1.17 1.71 NA
68.8 1.14 1.67 NA 78.1 1.14 1.46 NA 66.1 3.21 4.35 NA 113.4 3.21 2.71 NA
119.8 2.78 2.25 NA
94. 1 2.46 2.61 NA
86.7 1.98 2,29 NA
234. 1 4.29 1.33 NA 111.5 4.56 4.89 NA 185.3 3.3B 3.15 NA
98.1 3,34 3.4a NA
37. I 2.32 2.66 NA
38.2 2.42 3.82 NA 66.S 2.33 4.23 NA B9,3 2.88 2.33 NA 52.1 3.37 6.47 NA
91.1 2.88 2,28 NA 99.4 1.98 1.99 NA
75.9 2.14 2.82 NA 79. 1 1.87 2.37 NA 78.4 1.68 2.27 NA 62.5 1,29 2.87 NA SB.6 2.51 4,97 NA 6a.7 2.84 3,36 NA 124.5 2.38 1.91 NA 97.4 3.46 3,56 NA 141.4 1.83 1,38 NA
CONDUCTIVITY EXCIT (uMHQS/cn) (vdc)
a.aa I.aa
2.38
3.38
4.aa
5.83 6.33
7,aa
8.83
9.88
18. aa
11.38
12.aa
13.33
14.88
15.88
16.BB
17.88
IB.aa
19. BB
28.88
21.88
22.38
23.88
24.33
25.83
26.88
27.88
28.38
29,33
33. aa
31.88
32,88
33,83
34.88
35.83
36,88
37.aa
38,83 39.88 48,83 41,88 42.88 43,88 44,38 45,33 46.88 47.88 48.83
NA
NA
NA
NA
NA
NA
NA
NA
HA
NA
NA
NA
NA
NA NA
NA
NA NA NA NA NA NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
18.88
ia,aa
18.88
IB.BB
la.aa
13.33 18.88 -IB.BB 13.88 18.83 18.88 IB.BB 18.88 18.38 13.88 18.83 18.88 18.BB 13.BB 18.88 la.aa 13,aa IB.aa IB.BB 18.BB 18.38 18.88 18.33 18,83
18.aa
18.88
18,83
18.38
18.aa
18.88
18.88
18.38
IB.aa
13.88
18,ae
ia,ae
IB.aa
la.BB
18.ae
18.ae
ia.ee
18.aa
13.33
18.83
The Earth Technology Corporation
CONE PENETROMETER TEST DATA
1 SOUNDING : CPT-12 "
I PROJECT : LA COSTA RANCH NU
I PROJECT No: 89-238-1782
i TEST DATE : 13-36-1933
LOCATION :
INSTRUMENT :
ELECTRONICS:
OPERATOR :
CARLSBAD CA
FiscKEaae
Tl
EC/MS/EC/MS
DEPTH CONE FRICTION RATIO PORE CONDUCTIVITY EXCIT
(ft) (taf) Usi) (Z) (psi) (uHHOS/ca) (vdc)
a.aa a.a B.BB 8.88 NA NA IB.aa
I.aa 48.4 1.12 2.77 NA NA 13.33
2.33 4B,9 B.BS 2.88 NA NA 13.33
3,aa 45.8 2.58 5.73 NA NA IB.BB 4.38 23.5 2.43 8.78 NA NA 13. 83 s.ae 17.B 1.36 6.23 NA NA 13,33 6,83 17,5 1.B6 6.Q3 NA NA la.aa 7.83 11,5 B.75 6.51 NA NA 13.aa
8. 83 8.3 8.41 4.95 NA NA 18.88 m 9.88 9.7 a.41 4.25 NA NA 18.88
la.aa 14,3 8.82 5,73 6.54 NA NA 18.aa
11. BQ 19.8 1.38
5,73 6.54 NA NA IB.88
12.88 13.9 1.16 8,37 NA NA 18.88
mm' 13.BB 11.1 B.75 6,78 NA NA 18.33
14.33 ia,7 8.75 7.87 NA NA 18.ae \ 15.88 17.6 a.99 5.65 NA NA IB.aa
•'
16.38 17.1 8.96 5.61 NA NA 18.aa
17.38 2 1.37 6.17 NA NA 18.38 MM 18.83 23.1 1.58 6.51 NA NA IB.83
19.33 13.8 8.89 6.87 NA NA 13.83
-~ ' 28.88 14.3 a.93 6.25 NA NA 13.33 21.33 16,7 8.76 4,55 NA NA 18.aa
urn' 22.aa 17,6 1.48 7.97 NA NA 18.88
23,33 12,1 8.67 5.53 NA NA 18.aa
24.83 15.B a.B3 5.24 NA NA 18.88 IM« 25, aa IB. 1 3.83 4.58 NA NA 18.38
26.88 27.7 1,75 6.29 NA NA 18.33
27.83 26.8 1.75 6.51 NA NA 13.33
23.88 38.3 1.33 4.91 NA NA 18.88
™. 29.33 34.2 1.75 5.11 NA NA 18.88
38.88 24.1 8.97 4.81 NA NA 18.88 31. ae 31.5 1.38 4.37 NA NA IB.aa 32.88 48.9 2.29 4.69 NA NA IB.BB 33.88 26.8 1.31 5.84 NA NA 18.33 34. BB 111.4 3.38 3,83 NA NA 18.83
35.88 52.6 2.67 5,37 NA NA IB.BB
36.38 49.4 2.16 4.37 NA NA -13.88
37.aa 75.1 i.ia 1.56 NA NA ta.aa
•~. 38.ea 94.8 1.35 1.43 NA NA 18.88 39.aa 47.6 2.16 • 4.54 NA NA ta.aa
48.ae 35.7 1.99 5.58 NA NA 18.ae
41.aa ies.9 8.88 a.76 NA NA IB.aa
42.88 198.4 3.93 2.86 NA NA -iB.ae
43.88 63.7 2.6B 4.39 NA NA la.aa 44.88 ISI.9 8,B1 a.53 NA. NA la.ea 45. aa 111.5 2.61 2,34 NA NA ta.aa
46.aa 22.4 8.40 1.78 NA NA -18.88 -47.aa 22,9 a.81 3.53 NA NA 18.ae
48.33 53,2 B.94 1.73 NA NA IB.BB
49.83 53.2 2.74 4.71 NA NA ta.aa
sa.aa 44.8 2.74 6.24 NA NA ta.aa
' 51.33 59.6 1.52 2.55 NA NA 13.33
52.83 34.4 1.22 3.54 NA NA IB.aa
53.38 29.8 B.98 3.29 NA NA 13.33
54.88 15.1 8.54 3.57 NA NA 18.88 55.38 17.8 ' 8.48 2.39 NA NA 13.33
56.88 14.7 8.54 3.69 NA NA IB.BB
57.88 14.2 8,73 5.48 NA NA 18.38
ss.ea 178.3 4.82 2.36 NA NA 18.88
59.BB 36.B 1.43 1.64 NA NA IB.aa
SS The fartA Techno logy Corporation
File No. D.4230-H01
November 11, 1988
TABLE I
Summary of Direct: Shear Tesc Results
Sample
No.
Dry-
Dens ity
ncf
Moisture
Content
%
Unit
Cohesion
nsf
Angle o£
Shear
Resistance
Deerees
B7-2 108.4 16.5 1160 27
B8-7 112.7 15.5 1420 30
B9-5 1115.0 15.1 290 35
Bll-2 95.9 26.5 250 29
B14-5 119.5 13.6 730 28
*B15-8 92.0 29.1 190 10
B16-3 107.5 18.9 990 27
*B17-1 111.2 17.1 700 16
* Residual Shear
November U, 1988
LABORATORY REPORT
Telephone (619) 425-1993 Established 1928
CLARKSOH LABORATORY AND SUPPLY INC.
350 Trousdale Dr. Chula Vista, Ca. 92010
ANALYTICflL AND CCNSDLTING CBEMISTS
Date: 10/18/88
Purchase Order Nturiaer: 4230-€01
Account NOdDer:
TO: . .
* ] .
GEOOCN BC.
M 9530 DCWDY DRIVE
SfiN DIBQO, CA. 92126
^ Laboratory Ndnijer: S02054 Qistaners Phone Nd: 695-2880
Sanple Designation:
*— .it
Cne soil sanple marked job nane La Costa NW file
^ . #4230-fi01 sanple #B15-9.
•
ANRLKIS: By Ttest Method No. Calif. 643-C October 2, 1972 State of
California Departraait of Public Works Division of Highways
^ Materials and Research Dqjartment Method for Estimating the
Service Life of Metal Culverts.
SflMELE
M.
Efi 3.3
Water iftdded (ml) Resistivity (ohtf-cm)
0 4110
50 1450
50 • 490
50 270
- 50 .380
50 _ 280
^ . 50 250
"•U'' 50 250
~ 50 250
Less than 5 years to perforation for a 16 to 8 gauge metal culvert.
File No. D-4230-H01
November U. 1988
o
<
Q
-J O CO z o o
m o cc Lli a.
SAMPLE NO. B4-4
1
ATER ADC
I
1
\ 1
\
i
1
1 1
i
r
If
Ik
Q.1 0.5 1.0 5.0 iao
APPLIED PRESSURE (ksf)
sao ioao
0
»
0
Ik
INITIAI. DRY DENSITY 105.3 ( pcf )
INITIAL WATER CONTENT 21.2 (%)
INITIAL SATURATION 92.6 ( % )
SAMPLE SATURATED AT 0.3 (ksf)
CONSOLIDATION CURVE
LA COSTA RANCH - NORTHWEST AREA
CARLSBAD, CALIFORNIA
Figure B-2
W
w
0
0
III
tixe wo. u-ifr^JU-tiUi
SAMPLE NO. B6-3
Z
o
<
9
-j' o
CO z o o
1-z lli o cc UJ 0.
ai 0.5 1.0 5.0 iao
APPLIED PRESSURE (ksf)
sao ioao
INITIAL DRY DENSITY 110.4 Cpcf}
INITIAL WATER CONTENT 18-0 (%}
INITIAL SATURATION 87.5 (%)
SAMPLE SATURATED AT O.S (ksf ) «
CONSOLIDATION CURVE
L
LA COSTA RANCH - NORTHWEST AREA
CARLSBAD, CALIFORNIA
•'.gure B-3
File No. D-4230-H01
Noveniber 11. 1988
<
g
o
CO z o
1-z
UJ o a:
UJ
a.
SAMPLE NO. B2-3
0.1 0.5 1.0 5.0 iao
APPLIED PRESSURE (ksf)
sao 1CXX0
INITIAL DRY DENSITY 99.0 <PC*)
INITIAL WATER CONTENT 24.0 ( % )
INITIAL SATURATION 85.0 ( % )
SAMPLE SATURATED AT 0.5 (ksf)*
w
4
CONSOLIDATION CURVE
LA COSTA RANCH - NORTHWEST AREA
CARLSBAD, CALIFORNIA
W
Figure B-1
0
ProjectNo. 04230-12-03
September 25, 1996
Morrow Development
c/o Villages of La Costa
Post Office Box 9000-685
Carlsbad, California 92078-9000
Attention: Mr. Fred Arbuckle
Subject
Gentlemen:
LA COSTA NORTHWEST .
CARLSBAD, CALIFORMA
PRELIMINARY RTPPABILITY STUDY
In accordance with you request, we have performed the initial phase of a preliminary rippability
study for the subject property. The purpose of this study was to provide an initial evaluation of the
potential difficulty in excavations during grading within the portion of the project imderlain by rock.
The Santiago Peak Volcanics (Jsp) are exposed along the upper slopes in the southeast comer of the
site. Ten seismic refraction traverses were conducted on September 23 and 25, 1996. The
approximate locations of the seismic lines are shown on the attached Site Plan, Figure 1.
The results of the survey indicated a variable but relatively shallow depth of rippable materials. The
interpreted depths are present in the summary in Table I and on Figure 1.
This rock formation is characterized as highly variable in depth of decomposition. While seismic
studies are a suitable method of evaluation, the actual extent of rippability may exceed the
interpreted depth where fracturing within the rock is present It is our experience that where the
fracturing is extensive, gradmg may be possible although more difHcult Grading in this condition
requires an extensive soaking to soften the fracture zones.
It is recommended that a second phase of the rippability study be unplemented. This could consist of
either trenching or borings utilizing an air track drill. The latter is less intrusive and would not result
in the extent of disturbance associated with the trenching.
If you have any questions regarding this letter, or if we may be of fiirther service, please contact the
undersigned at your convenience.
Very truly yours,
GEOCON INC
L
RCE 22527^
AS:DFL:slc
(6/del) Addressee
-TABLE!
SEISMIC TRAVERSES"
Seismic
- Traverser
AveragfrVelacx^
(ft/sec)
Average Depths Length or
Traverse
Approxinuite Maxinniir
Depdr Explored
• Dt:. (ft)
S-1 4198 10619 — 14-17 — 100 30
S-2 3178 9976 — 5-6 — 100 30
S-3 3403 8868 — 2-10 — 100 30
S-4 5192 32685 — 22 100 30
S-5 1791 8019 — 4-8 — 100 30
S-6 1459 3639 10989 2-3 12-24 100 30
S-7 3430 18373 16-21 _ 100 30
S-3 2981 32156 — 19-21 — 100 30
S-9 1411 4581 9055 3-7 12-24 100 30
S-IO 2378 12892 — 4-8 — 100 30
NOTE:
Vl
y2
V3
Dl
D2
» Velocity in feet per second of first layer of materials
=« Second layer velocities
=• Third layer velocities
^ Depth in feet to base of first i^er
» Depth to base of second l^er
For mass grading, materials with velocities of less than 4S00 fps are geneiaUy rippable with a 09 CateipiUar Tractor
equipped with a single shank hydraulic ripper. Velocities of 4S00 to S500 fps indicate marginal ripping and blasting.
Velocities greater than 5500 fps generally require pre-blasting. For trenching, materials with velocities less dian 3800
fps are generally rippable depending upon the degree of fracturing and the presence or absence of boulders. Velocities
between 3800 smd 4300 fps generally indicate marginal ripping, and velocities greater than 4300 f^is generally indicate
non-rippable conditions. The above velocities are based on a Kohring 505.
The reported velocities represent average velocities over the length of each traverse, and should not generally be used
for subsurface interpretation greater than 100 feet &om a traverse.
m
ProjectNo. 04230-12-03 September 25, 1996
0
w
m
p
0
0
0
APPENDIX D
SELECTED BORING LOGS
FROM
GEOTECHNICAL INVESTIGATION FOR RANCHO CARRILLO
PROJECT— MAJOR ROADS, CARLSBAD. CALIFORNIA.
PREPARED BY GEOCON INCORPORATED, DATED JANUARY 15,
1993 (PROJECT NO. 04787-12-01).
FOR
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
PROJECT NO. 06403-12-01
. AOJECT NO. 04787-12-01
)EPTH
IM
-FEET
SAMPLE
NO.
SOIL
CLASS
(USCS)
BORING SBMIO
ELEV. (MSL) 111
EQUIPMENT
DATE COMPLETED 4/27/92
MAYHEW 1000 ROTARY
M a H
m
>
go
- 0 MATERIAL DESCRIPTION
roK^oiL
Finn, damp, dark brown, Sandy CLAY I
V
r 12
I
14
•| 18
r
^ 2 H
:r:
• ;8 -
CL
CL
SBMlOl
-1
10 -SBMIO I
SBMlOl
-3
!0 -
22 -
"1-
• • - 24 H I
SBMIO
-4
26 -
SBMlOl! -5 I
28 -
CL-SC
SC
I
SP-SC
ALLUVIUM
Finn, wet, dark brown, Sandy CLAY
-Water table after stabilizing at 4 feet
Becomes loose, saturated, light brown, fine Clayey SAND and Sandy CLAY
-Becomes very light brown with lenses of
slightly clayey sand at 15 feet
Becomes light brown, fine to coarse. Clayey
SAND with little, fine gravel
120:5"
10
TT TTZy
Becomes medium dense, saturated, light brown,
medium to coarse, slighdy clayey SAND to Clayey SAND
TT
Figure A-15 Log of Boring SBM 10, page 1 of 2 OtCM
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ... STANOAilD PENETRATION TEST
^ ... OISTURSED OR SAG SAMPLE 0... CHUNK SAMPLE
,. DRIVE SAMPLE (UNDISTURBED)
., UATER TABLE OR SEEPAGE
TE: THE LOG OF SUBSURFACE CONOITIOMS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TREHCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AMD TIMES.
PROJECTNO. 04787-12-01 •r
m
m
DEPTH
IN
FEET
SAMPLE
NO.
> a Q
o
-T" P
M -I
SOIL
CUSS
CUSCS)
BORING SBMIO
ELEV. (MSL) 111
EQUIPMENT
DATE COMPLETED 4/27/92
MAYHEW 1000 ROTARY
3 ^
h
>
a
o
IU -5 h
SBMIU
-6
MATERIAL DESCRIPTION
IT
- 32 -
[„:
I- 3.-1
...
- 42 -
I
44 -
I- 46 -
SBMIO -7
SBMIO
-8
SBMIO
-9
CL
GC
GC
Very stiff, saturated, green, Sandy CLAY
-Becomes gravelly at 32 feet
TTIT TST
•
Very dense, saturated, yeUowish brown,
Qayey SAND and gravel
TT
Becomes very dense, green, Sandy CLAY
with gravel and cobbles "50/3'
"50/3*
BORING TERMINATED AT 46J FEET
REFUSAL
^igure A-16 Log of Boring SBM 10. page 2 of 2 CRQR
^^SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL D... STANDARD PENETRATIOM TEST • ... DRIVE SAMPLE (UNDISTURBED)
... DISTURBED OR BAG SAMPLE S... CHUNK SAMPLE I ... UATER TABLE OR SEEPAGE
lOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES QNLT AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS MOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
0
0
- PROJECT NO. 04737-12-01
BORING SBM 11
ELEV. (MSL) 110
EQUIPMENT
DATE COMPLETED 4/28/92
MAYHEW 1000 ROTARY " V
«
a
MATERIAL DESCRIPTION
Fnx
Firm, damp, yellowish brown, Sandy CLAY
with desiccation cracks
ALLUVIUM
Stiff, moist, yeUowish brown mottled,
Sandy CLAX
Becomes alternating stiff, yellowish brown
Sandy CLAY and medium dense, brown.
Clayey SAND
Becomes loose to medium dense, saturated,
yeUowish brown mottled, fine to medium,
CHayey SAND alternating with slightly
clayey SAND, with little gravel
Very stiff, wet, light green, Sandy CLAY
15 lll.l
TT T05T
32
Figure A-17 Log of Boring SBM 11, page 1 of 2 CROR
SAMPLESYMBOLS CI SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1... DRIVE SAMPLE CUNOISTURSED)
I ^ ... DISTURBED OH BAG SAMPLE 0 ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
TE: THE LOG OF SUBSURFACE CONDITIONS SHCUN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS MOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 04787-12-01 lb
.0
'0
0-
0
DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CLASS
CUSCS}
BORING SBM 11
ELEV. (MSL) 110
EQUIPMENT
DATE COMPLETED 4/28/92
MAYHEW 1000 ROTARY hi
V
30
32 -
34 -
36 -
38 -
40 -
42 -
44 -
46 -
48 -
50 -
SBMir
-6
MATERIAL DESCRIPTION
SBMII
-7
CL-SC Becomes alternating of green mottled, fine to
medium Clayey SAND and very dark brown, Sandy CLAY
SBMll
-8
SBMll
-9
SBMll
-10
SP-SC Becomes medium dense, saturated, ^ray, fine
to medium slightiy clayey SAND with carbon
flecks and fine voids; more clayey in places
CL WEATHERED DELMAR FORMATION
Dense, wet, light green mottled. Clayey
SAND and grayish brown, Sandy CLAY
CL
-Becomes very stiff, wet, light green with
dark red staining, slightly sandy CLAY,
fractured with trace of fine gravel
CL
DELMAR FORMATION
Hard, moist, light green, slightly sandy
CLAY with trace of fine gravel
BORING TERMINATED AT 51.5 FEET
•igure A-18 Log of Boring SBM 11, page 2 of 2
TT
75T
37
0
lb
w
(ft
0
0
•1
0
0
IK
30 107.3 21.7
46
0
0
0
0
0
CROR IF
h
''•i'' SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST • ... DRIVE SAMPLE CUNOISTURSED)
DISTURBED OR BAG SAMPLE ^ ... CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT-THE
DATE INDICATED. IT IS NOT UARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
0
to
PROJECT NO. 04787-12-01
' I DEPTH
I IN
FEET
SAMPLE
MO.
SOIL
CUSS
(USCS)
BORING BM34
ELEV. (MSL) 210
EQUIPMENT
_DATE COMPLETED 1/15/92
E-lOO BUCKET RIG
Z Ml
Q H ^ t-
EE n
0. ^
>
Q
0
2
4
6
8
10
12
14
16
18
20
22
24 -
26 -
28 -
MATERIAL DESCRIPTION
BM34
-1
BM34
-2
SM
ML
SM
SM
BM34
-5
BM34
-6
BM34
CL
SM
m CL
SM
CL
DELMAR FORMATION
Dense, damp, light to orange-brown, Silty,
fine SANDSTONE
-1.5 X 1 foot highly cemented concretion
in south side boring at 5 feet
-Sharp irregular, near horizontal contact
Dense, damp, liglir green' Clayey
SILTSTONE: thinly bedded
-Gradational contact
"Dense" damp,"irght to~medluin bfownr SiTty." ~
fine to medium SANDSTONE: several I to 2
inch interbedded green claystone lenses
with orange oxide
-1 X 1.5 foot highly cemented concretion
at 9 feet
-10 inch X 2 foot highly cemented
concretion 10.5 feet
-Continuous well cemented from 12 to
13.3 feet with shells
-Becomes fine to coarse at 14 feet
-Irregular near horizontal contact
Sliff fo very stiff, "damp," lig"ht green,
Sandy CLAYSTONE: gypsum fracture fillings,
orange oxide staining
-Gradational contact
De"nse, damprifght* gray to" llg"ht g««n.
Silty, fine to coarse SANDSTONE: massive
• -Sharp, slightly irregular, near
horizontal contact
Very sdfT,"damp~to "moIsTrirghf greeif,"
Silty CLAYSTONE: moist along contact
at 24 feet, thinly bedded with orange
oxide along bedding
-Irregular, near horizontal contact
'l5e"nse" dimp.irgTit gray.'SIlty" Tfne "to
medium SANDSTONE
110.9
122.1
6.7
12.8
123.9 7.6
- Figure A-86 Log of Boring BM 34, page 1 of 2 CROR
•T ^SAMPLE SYMBOLS ^ '" SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST I
^ ... DISTURBED OR BAG SAMPLE E ... CHUNK SAMPLE Z
,. DRIVE SAMPLE (UNDISTURBED)
.. UATER TABLE OR SEEPAGE
:TE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AMD AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECTNO. 04787-12-01
r
DEPTH
IN
FEET
SAMPLE
NO.
SOIL
CLASS
(USCS)
BORING BM34
ELEV. (MSL) 210
EQUIPMENT
_DATE COMPLETED 1/15/92
E-lOO BUCKET RIG
H ^ k H § IL
to
IU gr U* (L ^
go
O
30
32 -
34 -
36 -
38 -
40 -
42 -
44 -
46
BTOT
-8
BM34
-9
BM34
-10
MATEIUAL DESCRIPTION
-:>harp irregular contact NZi;. ONW
BM34
-11
BM34 I
CL
SM
-1/8 to 1/4 inch moist to damp clay at contact
Very stiff to hard, damp to moist, dark
green CLAYSTONE: micaceous from 28.2 to
32 feet, thinly bedded below 32 feet
-Gradational contact
*l5ense" climp,~irgtr green~ io'lTglif Brown,
Silty, fine to medium SANDSTONE:
massive with abundant cross bedding,
orange oxide staining
-Becomes fine to coarse at 36 feet
-Cross beds NlOW. 15SW at 37 feet
-8 inch thick continuous highly weathered
concretionary bed at 42 feet; irregular
shape, some dark brown clay developed
from weathering within the concretion,
clay not continuous
115.3
BORING TERMINATED AT 46 FEET
Figure A-87 Log of Boring BM 34, page 2 of 2 CROR
SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST
@ ... DISTURBED OR BAG SAMPLE ^ ... CHUNK SAMPLE
,. DRIVE SAMPLE (UNDISTURBED)
WATER TABLE OR SEEPAGE m
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
APPENDIX E
SLOPE STABILITY ANALYSES
for
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
PROJECT NO. 06403-12-01
Project No. 06403-12-01
Village of La Costa - Greens
Cut Slope 1
1.871
PL
^ 280 C
.9 260
^ 240
^ 220
LU
200
-Qcf
Ts Bedding Plane Shear (B.P.S.)- ' '
0 50 100 150 200 250 300 350 400
Distance (ft)
450 500 550 600
Description Unit Weight
(pcO
Friction Angle
(degrees)
Cohesion
(psf)
Qcf 130 25 300
Ts 130 30 300
B.P.S. 130 10 100
File Name: La Costa GreensWLCI.sip Figure E-2
ProjectNo. 06403-12-01
Village of La Costa - Greens
Cut Slope 2
2.278
30
280
C 260 O
••B 240 03
§ 220
HI 200
^ ' •.^ '-''^-Bedriing Plane Sheaf (B P.S ) ' -
0 50 100 150 200 250 300 350 400
Distance (ft)
Description Unit Weight
(pcO
Friction Angie
(degrees)
Cohesion
(psf)
Qcf 130 25 300
Ts 130 30 300
B.P.S. 130 10 100
450 500 550 600
File Name: La Costa Greens\VLC2.slp Figure E-3
ProjectNo. 06403-12-01
Village of La Costa - Greens
Cut Slope 3
PL
• L
220 I-200
180
c • o 160
U—• CD 140
> CD 120
LU 100
0
2.167
Ts" '
Bedciing'Plane vShear (B.P.S ) '
100 150 200 250 300 350
Distance (ft)
40C 450 500
Description Unit Weight
(pcf)
Friction AngI
(degrees)
> Cohesion
(psf)
Qcf 130 25 300
Ts 130 30 300
B.P.S. 130 10 100
lOO
File Name: La Costa GreensWLCS.sIp Figure E-4
Project No. 06403-12-01
Village of La Costa - Greens
Cut Slope 4
c o
CO
>
0)
LU
260
240
22
200
180
160
140
120
10d
80
60
1.797
Ts
0 50 100 150 200 250 300 350 400
Distance (ft)
450 500 550 600 650
Description Unit Weight
(pcf)
Friction AngI
(degrees)
i Cohesion
(psf)
Ts 130 30 300
Fault 130 10 100
File Name: La Costa Greens\VLC4.slp Figure E-5
Project No. 06403-12-01
220
200
^ 180 c
O 160
"S 140
5 120
LU 100
Tt
Village of La Costa - Greens
Cut Slope 5
1.731
il
Bedding Plane'Shear (B.'P.S.) '
Description Unit Weight
(pcf)
Friction Angi
(degrees)
} Cohesion
(psf)
Qcf 130 25 300
Ts 130 30 300
B.P.S. 130 10 100
^Qcf
0 50 100 150 200 250 300 350 400
Distance (ft)
450 500 550 600
File Name; La Costa GreensWLCS.sIp Figure E-6
APPENDIX F
RECOMMENDED GRADING SPECIFICATIONS
for
VILLAGES OF LA COSTA - THE GREENS
CARLSBAD, CALIFORNIA
PROJECT NO, 06403-12-01
RECOMMENDED GRADING SPECIFICATIONS
1. GENERAL
1.1. These Recommended Grading Specifications shall be used in conjunction with the
Geotechnical Report for the project prepared by Geocon Incorporated. The recom-
mendations contained in the text of the Geotechnical Report are a part of the earthwork and
grading specifications and shall supersede the provisions contained heremafter in the case
of conflict
1.2. Prior to the commencement of graduig, a geotechnical consultant (Consultant) shall be
employed for the purpose of observing earthworic procedures and testing the fills for
substantial conformance with the recommendations of the Geotechnical Report and these
specifications. It will be necessary that the Consultant provide adequate testing and
observation services so that he may determine that, in his opinion, the work was performed
in substantial conformance with these specifications. It shall be the responsibility of the
Contractor to assist the Consultant and keep him apprised of work schedules and changes
so that personnel may be scheduled accordingly.
1.3. It shall be the sole responsibility of the Contractor to provide adequate equipment and
methods to accomplish the work in accordance with applicable grading codes or agency
ordinances, these specifications and the approved grading plans. If, in the opinion of the
Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture
condition, inadequate compaction, adverse weather, and so forth, result in a quality of work
not in conformance with these specifications, the Consultant will be empowered to reject
the work and recommend to the Owner that construction be stopped until the unacceptable
conditions are corrected.
2. DEFINITIONS
2.1. Owner shall refer to the owner of the property or the entity on whose behalf the grading
work is being performed and who has contracted with the Contractor to have grading
performed.
2.2. Contractor shall refer to the Contractor performing the site grading work.
2.3. Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer
or consulting firm responsible for preparation of the grading plans, surveying and verifying
as-graded topography.
GI rev. 8/98
2.4. Consultant shall refer to the soil engineering and engineering geology consulting firm
retained to provide geotechnical services for the project.
2.5. Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner,
who is experienced ui the practice of geotechnical engineering. The Soil Engineer shall be
responsible for having qualified representatives on-site to observe and test the Contractor's
work for conformance with these specifications.
2.6. Engineering Geologist shall refer to a California licensed Engineering Geologist retained
by the Owner to provide geologic observations and recommendations during the site
grading.
2.7. Geotechnical Report shall refer to a soil report (including all addenda) which may include
a geologic reconnaissance or geologic mvestigation that was prepared specifically for the
development of the project for which these Recommended Grading Specifications are
intended to apply.
3. MATERIALS
3.1. Materials for compacted fill shall consist of any soil excavated fi:om the cut areas or
imported to the site that, in the opinion of Hie Consultant, is suitable for use in construction
of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as
defined below.
3.1.1. Soil fills are defined as fills containing no rocks or hard lumps greater than 12
inches in maximum dimension and containing at least 40 percent by weight of
material smaller than 3/4 mch in size.
3.1.2. Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4
feet in maximum dunension and containing a sufHcient matrix of soil fill to allow
for proper compaction of soil fill around the rock fiagments or hard lumps as
specified in Paragraph 6.2. Oversize rock is defined as material greater than 12
inches.
3.1.3. Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet
in maximimi dimension and containing littie or no fines. Fines are defined as
material smaller than 3/4 inch in maximum dimension. The quantity of fines shall
be less than approximately 20 percent of the rock fill quantity.
GI rev. 8/98
3.2. Material of a perishable, spongy, or otherwise unsuitable nature as determined by the
Consultant shall not be used in fills.
3.3. Materials used for fill, either imported or on-site, shall not contain hazardous materials as
defined by the California Code of Regulations, Tide 22, Division 4, Chapter 30, Articles 9
and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall
not be responsible for the identification or analysis of the potential presence of hazardous
materials. However, if observations, odors or soil discoloration cause Consultant to
suspect the presence of hazardous materials, the Consultant may request fi-om the Owner
the termination of grading operations within the affected area. Prior to resuming grading
operations, the Owner shall provide a written report to the Consultant mdicating that the
suspected materials are not hazardous as defined applicable laws and regulations.
3.4. The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of
properly compacted soil fill materials approved by the Consultant. Rock fill may extend to
the slope face, provided that the slope is not steq)cr than 2:1 (horizontal:vertical) and a soil
layer no thicker than 12 inches is track-walked onto the face for landscaping purposes.
This procediu^ may be utilized, provided it is acceptable to the governing agency. Owner
and Consultant
3.5. Representative samples of soil materials to be used for fill shall be tested in the laboratory
by the Consultant to determine the maximum density, optimum moisture content, and,
where appropriate, shear strength, expansion, and gradation characteristics of the soil.
3.6. During grading, soil or groundwater conditions other than those identified m the
Geotechnical Report may be encountered by the Contractor. The Consultant shall be
notified immediately to evaluate the significance of the unanticipated condition
4. CLEARING AND PREPARING AREAS TO BE FILLED
4.1. Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of
complete removal above the ground surface of trees, stumps, brush, vegetation, man-made
structures and similar debris. Grubbing shall consist of removal of stumps, roots, buried
logs and other unsuitable material and shall be performed in areas to be graded. Roots and
other projections exceeding 1-1/2 inches in diameter shall be removed to a depth of 3 feet
below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to
provide suitable fill materials.
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4.2. Any asphalt pavement material removed during clearing operations should be properiy
disposed at an approved o£F-site facility. Concrete fiagments which are fi^e of reinforcing
steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3
of this document
4.3. After clearing and grubbing of organic matter or other unsuitable material, loose or porous
soils shall be removed to the depth recommended in the Geotechnical Report The depth of
removal and compaction shall be observed and approved by a representative of the
Consultant The exposed surface shall then be plowed or scarified to a minimum depth of
6 inches and until the surfece is fiee fi-om uneven features that would tend to prevent
uniform compaction by the equipment to be used.
4.4. Where the slope ratio of the original ground is steeper than 6:1 (horizontal:vertical), or
where recommended by the Consultant, the original ground should be benched in
accordance with the following illustration.
TYPICAL BENCHING DETAIL
Rnish Grade Original Gnwnd
Rnish Slope Suiface
Remove All
Unsuitable Material
As Recommended By
Soil Engineer Slope To Be Such That
Sloughing Or Sliding
Does Not Occur
See Note 1 See Note 2-
No Scale
DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet wide, or sufficiently wide to
permit complete coverage with die compaction equipment used. The base of the
key should be graded horizontal, or mclined slightly into tiie natural slope.
(2) The outside of the bottom key should be below the topsoil or unsuitable surficial
material and at least 2 feet into dense formational material. Where hard rock is
exposed in the bottom of the key, tiie depth and configuration of the key may be
modified as approved by the Cnsniltant.
GI rev. 8/98
4.5. After areas to receive fill have been cleared, plowed or scarified, the surface should be
disced or bladed-fay the Contractor until it is uniform and free from large clods. The area
should then be moismre conditioned to achieve the proper moisture content, and compacted
as recommended in Section 6.0 of these specifications.
5. COMPACTION EQUIPMENT
5.1. Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel
wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or otiier types of
acceptable compaction equipment. Equipment ^hall be of such a design that it will be
capable of compacting the soil or soil-rock fill to the specified relative compaction at the
specified moisture content
5.2. Compaction of rock fills shall be performed in accordance with Section 6.3.
6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL
6.1. Soil fill, as defined in Paraph 3.1.1, shall be placed by the Contractor in accordance with
the following recommendations:
6.1.1. Soil fill shall be placed by the Contractor in layers that, when compacted, should
generally not exceed 8 inches. Each layer shall be spread evenly and shall be
thoroughly mixed during spreading to obtain uniformity of material and moisture
in each layer. The entire fill shall be constructed as a imit m nearly level lifts.
Rock materials greater than 12 inches in maximum dimension shall be placed in
accordance with Section 6.2 or 6.3 of these specifications.
6.1.2. In general, the soil fill shall be compacted at a moisture content at or above the
optimum moisture content as determined by ASTM D1557-91.
6.1.3. When the moisture content of soil fill is below that specified by the Consultant,
water shall be added by the Contractor until the moisture content is in the range
specified.
6.1.4. When the moisture content of the soil fill is above the range specified by the
Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by
the Contractor by blading/mixing, or other satisfactory methods until the moisture
content is within the range specified.
GI rev. 8/98
6.1.5. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly
compacted by the Contractor to a relative compaction of at least 90 percent.
Relative compaction is defined as the ratio (expressed in percent) of the in-place
dry density of the compacted fill to the maximum laboratory dry density as
determined in accordance witii ASTM 01557-91. Compaction shall be continuous
over the entire area, and compaction equipment shall make sufficient passes so that
the specified minimum relative compaction has been achieved throughout the
entire fill.
6.1.6. Soils having an Expansion Index of greto tiian 50 may be used m fills if placed at
least 3 feet below finish pad grade and should be compacted at a moisture content
generally 2 to 4 percent greater than the optimum moisture content for the material.
6.1.7. Properly compacted soil fill shall extend to the design surface of fill slopes. To
achieve proper compaction, it is recommended that fill slopes be over-built by at
least 3 feet and then cut to the design grade. This procedure is considered
preferable to track-walking of slopes, as described in the following paragraph.
6.1.8. As an alternative to over-building of slopes, slope faces may be back-rolled with a
heavy-duty loaded sheepsfoot or vibratoiy roller at maximum 4-foot fill height
intervals. Upon completion, slopes should then be track-walked with a D-8 dozer
or similar equipment, such tiiat a dozer track covers all slope surfaces at least
twice.
6.2. 5b//-TOC^fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance
with the following recommendations:
6.2.1. Rocks larger than 12 mches but less than 4 feet in maximum dimension may be
incorporated into the compacted soil fill, but shall be limited to the area measured
15 feet mmimum horizontally fi'om the slc^e face and 5 feet below finish grade or
3 feet below the deepest utility, whichever is deeper.
6.2.2. Rocks or rock firagments up to 4 feet in maximum dimension may either be
individually placed or placed in wmdrows. Under certain conditions, rocks or rock
firagments up to 10 feet in maximum dimension may be placed using similar
methods. The acceptability of placing rock materials greater than 4 feet in
maximum dimension shall be evaluated during grading as specific cases arise and
shall be approved by the Consultant prior to placement.
GI rev. 8/98
6.2.3. For individual placement, sufficient space shall be provided between rocks to allow
for passage of compaction equipment.
6.2.4. For windrow placement, the rocks should be placed in trenches excavated in
properly compacted soil fill. Trenches should be approximately 5 feet wide and 4
feet deep in maximum dimension. The voids around and beneath rocks should be
filled with approved granular soil having a Sand Equivalent of 30 or greater and
should be compacted by flooding. Windrows may also be placed utilizing an
"open-face" metiiod in lieu of the trench inx)cedure, however, this method should
first be approved by the Consultant
6.2.5. Windrows should generally be parallel to each other and may be placed either
parallel to or perpendicular to the fece of the slope depending on the site
geometry. The minimum horizontal spacing for windrows shall be 12 feet
center-to-center with a 5-foot stagger or offset fi-om lower courses to next
overlying course. The minimum vertical spacing between windrow courses shall
be 2 feet from the top of a lower windrow to the bottom of the next higher
windrow.
6.2.6. All rock placement, fill placement and fiooding of approved granular soil in the
windrows must be continuously observed by tiie Consultant or his representative.
6.3. RockGWs, as defined in Section 3.1.3., shall be placed by the Contractor in accordance with
the following recommendations:
6.3.1. The base of the rock fill shall be placed on a sloping surface (minimum slope of 2
percent, maximum slope of 5 percent). The surface shall slope toward suitable
subdramage outiet facilities. The rock fills shall be provided with subdrains during
construction so that a hydrostatic pressure buildup does not develop. The
subdrains shall be permanentiy connected to controlled drainage facilities to
control post-construction infiltration of water.
6.3.2. Rock fills shall be placed in lifts not exceeding 3 feet Placement shall be by rock
trucks traversing previously placed lifts and dumpmg at the edge of the currentiy
placed lift. Spreadmg of tiie rock fill shall be by dozer to facilitate seating of the
rock. The rock fill shall be watered heavily during placement. Watering shall
consist of water trucks traversing in fi-ont of tiie current rock lift face and spraying
water continuously during rock placement. Compaction equipment with
compactive energy comparable to or greater tiian that of a 20-ton steel vibratory
roller or other compaction equipment providing suitable energy to achieve the
~~ ' GI rev. 8/98
required compaction or deflection as recommended in Paragraph 6.3.3 shall be
utilized. The number of passes to be made will be determined as described in
Paragraph 6.3.3. Once a rock fill lift has been covered witii soil fill, no additional
rock fill lifts will be permitted over the soil fill.
6.3.3. Plate bearing tests, in accordance with ASTM D1196-64, may be performed in
both tiie compacted soU fill and m the rock fill to aid in determining the number of
passes of tiie compaction equipment to be performed. If performed, a minimum of
three plate bearing tests shall be performed in the properly compacted soil fill
(minimum relative compaction of 90 percent). Plate bearing tests shall then be
performed on areas of rock fill having two passes, four passes and six passes of the
compaction equipment, respectively. The number of passes required for the rock
fill shall be determined by comparing the results of the plate bearing tests for the
soil fill and the rock fill and by evaluating the deflection variation with number of
passes. The required number of passes of the compaction equipment will be
performed as necessary until the plate bearing deflections are equal to or less than
that determined for the properly compacted soil fill. In no case will the required
number of passes be less than two.
6.3.4. A representative of the Consultant shall be present during rock fill operations to
verify that tiie minimum number of "passes" have been obtained, that water is
being properly applied and that specified procedures are being followed. The
actual number of plate bearing tests will be determuied by the Consultant during
grading. In general, at least one test should be performed for each approximately
5,000 to 10,000 cubic yards of rocjtfill placed.
6.3.5. Test pits shall be excavated by tiie Contractor so that the Consultant can state that,
in his opinion, sufficient water is present and that voids between large rocks are
properly filled with smaller rock material. In-place density testing will not be
required in the rock fills.
6.3.6. To reduce the potential for "piping" of fines into the rock fill from overlymg soil
fill material, a 2-foot layer of graded filter material shall be placed above the
uppermost lift of rock fill. The need to place graded filter material below the rock
should be determined by the Consultant prior to commencing grading. The
gradation of the graded filter material will be determined at the time tiie rock fill is
being excavated. Materials typical of tiie rock fill should be submitted to the
Consultant in a timely manner^ to allow design of the graded filter prior to the
commencement of rock fill placement
GI rev. 8/98
6.3.7. All rock fill placement shall be continuously observed during placement by
represeritatives of the Consultant
7. OBSERVATION AND TESTING
7.1. The Consultant shall be the Owners representative to observe and perform tests during
clearing, grubbing, filling and compaction operations. In general, no more tiian 2 feet in
vertical elevation of soil or soil-rock fill shall be placed without at least one field density
test being performed within that mterval. In addition, a minimum of one field density test
shall be performed for every 2,000 cubic yards of soil or soil-rock fill placed and
compacted.
7.2. The Consultant shall perform random field density tests of the compacted soil or soil-rock
fill to provide a basis for expressing an opinion as to whetiier tiie fill material is compacted
as specified. Density tests shall be performed in tiie compacted materials below any
disturbed surface. When tiiese tests indicate tiiat the density of any layer of fill or portion
thereof is below that specified, tiie particular layer or areas represented by tiie test shall be
reworked until the specified density has been achieved.
7.3. During placement of rock fill, die Consultant shall verify tiiat the minimum number of
passes have been obtained per tiie criteria discussed in Section 6.3.3. The Consultant shall
request the excavation of observation pits and may perform plate bearing tests on tiie
placed rock fills. Tlie observation pits will be excavated to provide a basis for expressing
an opmion as to whether tiie rock fill is properly seated and sufficient moisture has been
applied to the material. If performed, plate bearing tests will be performed randomly on
the surface of the most-recently placed lift Plate bearing tests will be performed to provide
a basis for expressing an opinion as to whether the rock fill is adequately seated. The
maximum deflection m the rock fill determined in Section 6.33 shall be less than tiie
maximum deflection of the properly compacted soil fill. When any of the above criteria
indicate that a layer of rock fill or any portion thereof is below that specified, the affected
layer or area shall be reworked until the rock fill has been adequately seated and sufficient
moismre applied.
7.4. A settiement monitoring program designed by tiie Consultant may be conducted in areas of
rock fill placement. The specific design of tiie monitoring program shall be as
recommended in the Conclusions and Recommendations section of the project
Geotechnical Report or in the final report of testing and observation services performed
during grading.
GIrev. 8/98
7.5. The Consultant shall observe the placement of subdrains, to verify that the drainage devices
have been placed and constmcted in substantial conformance with project specifications.
7.6. Testing procedures shall conform to the following Standards as appropriate:
7.6.1. Soli and Soil-Rock Fills:
7.6.1.1. Field Density Test, ASTM DI556-82, Density of Soil In-Place By the
Sand-Cone Method.
7.6.1.2. Field Density Test Nuclear Mefliod, ASTM D2922-81, Density of Soil and
Soil-Aggregate ht-Place by Nuclear Methods (Shallow Depth).
7.6.1.3. Laboratory Compaction Test, ASTM D1557-91, Moisture-Density
Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer
and 18-Inch Drop.
7.6.1.4. Expansion Index Test Uniform Building Code Standard 29-2, Expansion
Index Test.
7.6.2. Rock Fills
7.6.2.1. Field Plate Bearing Test ASTM Dl 196-64 (Reapproved 1977) Standard
Method for Nonrepresentative Static Plate Load Tests of Soils and Flexible
Pavement Components, For Use in Evaluation and Design of Airport and
Highwc^ Pavements.
8. PROTECTION OF WORK
8.1. During construction, the Contractor shall properly grade all excavated surfaces to provide
positive drainage and prevent ponding of water. Drainage of surface water shall be
controlled to avoid damage to adjoining properties or to finished work on the site. The
Contractor shall take remedial measures to prevent erosion of freshly graded areas until
such time as permanent drainage and erosion control features have been installed. Areas
subjected to erosion or sedunentation shall be properly prepared in accordance with the
Specifications prior to placing additional fill or structures.
8.2. After completion of grading as observed and tested by the Consultant no further
excavation or filling shall be conducted except in conjunction with the services of the
Consultant.
GI rev. 8/98
9. CERTIFICATIONS AND FINAL REPORTS
9.1. Upon completion of tiie work, Contractor shall fiimish Owner a certification by tiie Civil
Engineer stating tiiat the lots and/or buildmg pads are graded to within 0.1 foot vertically of
elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot
horizontally of the positions shown on the grading plans. After installation of a section of
subdrain, the project Civil Engineer should survey its location and prepare an as-built plan
of the subdrain location. The project Civil Engmeer should verify tiie proper outiet for the
subdrains and the Contractor should ensure that the drain system is free of obstructions.
9.2. The Owner is responsible for furnishing a final as-graded soil and geologic report
satis&ctory to tiie Expropriate governing or accepting agencies. The as-graded report
should be prepared and signed by a California licensed Civil Engineer e:q)erienced in
geotechnical engineering and by a California Certified Engineering Geologist indicating
that the geotechnical aspects of the grading were performed in substantial conformance
with the Specifications or approved changes to the Specifications.
GI rev. 8/98