Beaumont City Council
October 1, 2024

CIVIL1
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DATEMIKE S. SUTTON
R.C.E. NO.: C57667
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MERITAGE HOMES PW2024-0019
3493
LEGEND
INDEX & DETAILS SHEET 7
2 INDEX MAP

TYPICAL STREET SECTION
123456789101112131415161718192021222324252627282930313233343536373839404142434445464748495051525354555657585960616263123456 7 89101112
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30 31 32 33
34 35 36 37 38 39 40 41
42 43
44 45
46 474849
5051
52 53 54
55 56
57 58
59 12345678910111213141516171819202122232425262728293031323334353637383940414243444546474849505152535455 56 57 58 59 60 61 62 63 64 65 66
67 681234567891011121314151617181920212223242526272829303132333435363738394041424344454647484950515253545556575859606162636465666768123456789101112131415161718 192021222324252627282930313233343536373839404142434445464748495051525354555657585960616263646566676869707172737475767778798081828384858687888990919293949596979899100101102103104105106107OUIMET WAY
OUIMET WAY SHEEHAN LANESORENSTAM DRIVE64

OAK VALLEY PARKW
A
Y
"BACKBONE" TRACT
SEE
S
H
E
E
T
3 BREWER DRIVELINE DSEE SHEET 4SEE SHEET 5
S
E
E

S
H
E
E
T

6 LINE D-4
LINE D-5
LINE E
LINE E-1
LINE D-6
LINE D-7
LINE D-8
LINE D-9

LINE DDUVAL DRIVEB
R
E
W
E
R

D
R
I
V
E
WEIR
WAY
LINE I
SEE S
H
E
E
T

7

CIVIL1
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DATEMIKE S. SUTTON
R.C.E. NO.: C57667
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SEALBASIS OF BEARINGS:

MERITAGE HOMES PW2024-0019
3493STA 26+00
.00
LINE "E"
CONSTRUCTION NOTESCONSTRUCTION NOTESSTA. 26+00.00STA. 20+08.572300 2310
2320
2300
2310
2320
23 LINE "D"
LINE "D", LINE "D-4, & LINE
"D-5"
21 22
7 3
24 LINE "D"
25 26 10 11
2300
2310
2320
LINE "D-4"
10 11
LINE "D-5"
LINE "D-4"
LINE "D-5"
20 OUIMET WAY

WEIR WAYOUIME
T

W
A
Y
SEE TRACT NO.
31462-29
SEE TRACT NO.
31462-28
SEE TRACT NO.
31462-28
SEE TRACT NO.
31462-19SEE TRACT NO.
31462-27 WEIR WAYBREWER DRIVEDATA
#
1 2
3 4
5 6
7 BEARING/DELTA
∆=20° 45' 41"
∆=83° 21' 22"
S 69°34'39" E
∆=17° 38' 38"
S 87°13'17" E
N 24°01'52" W
N 53°47'54" E
RADIUS
378.00'

45.00'
-
302.00'
-
-
-
LENGTH
136.97'

65.47'
162.16'

93.00'
133.83'

77.16'

24.55'

TANGENT

69.24'

40.06'
-

46.87'
-
-
-

CIVIL1
BENCHMARK:

DATEMIKE S. SUTTON
R.C.E. NO.: C57667
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SEALBASIS OF BEARINGS:

MERITAGE HOMES PW2024-0019
3493STA 32+00.00STA 26+00.00CONSTRUCTION NOTESCONSTRUCTION NOTESSTA. 32+00.00STA. 26+00.002300 2310
2320
2300
2310
2320
LINE "D"
LINE "D", LINE "D-6, LINE
"D-7", & LINE "D-8"
7 4
26 11 10 10 11
LINE "D-8"
27 28 29 30 31 32 10 11
LINE "D-6"LINE "D-7"
LINE "D"LINE "D-7"
LINE "D-6"LINE "D-8"
SEE TRACT NO.
31462-28
SEE TRACT NO.
31462-19
OUIM
E
T

W
A
Y
DATA
#
1 2
3 4
5 BEARING/DELTA
S 87°13'17" E
∆=42° 38' 00"
N 26°03'45" E
S 25°21'11" E
N 25°01'40" E
RADIUS
-
498.00'
-
-
-
LENGTH
229.44'
370.56'

22.32'

18.71'

22.15'

TANGENT
-
194.33'
-
-
-

CIVIL1
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R.C.E. NO.: C57667
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3493

CONSTRUCTION NOTESCONSTRUCTION NOTES
STA 32+00
.00STA. 32+00.002310
2320
2330
2310
2320
2330
LINE "D"
LINE "D" & LINE "D-9"7
5 32 9 1133343536373810
LINE "D-9"
LINE "D-9"
LINE "D"
39 OUIMET WAY SHEEHAN LANESEE TRACT NO.
31462-28

SEE TRACT
NO. 31462-19
DATA
#
1 2
3 4
5 6

BEARING/DELTA
∆=7° 01' 28"
S 37°33'49" E
∆=18° 47' 23"
∆=62° 02' 48"
S 80°48'49" E
N 75°06'20" E
RADIUS
498.00'
-
398.00'

22.50'
-
-
LENGTH

61.05'
410.98'
130.52'

24.36'

8.90'

22.22'

TANGENT

30.57'
-

65.85'

13.53'
-
-

CIVIL1
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R.C.E. NO.: C57667
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3493

CONSTRUCTION NOTESCONSTRUCTION NOTES
2310
2320
2330
2310
2320
2330
LINE "E"
LINE "E" & LINE "E-1"7
6 9 9 111011121314
STA 26+00.00
10 LINE "E-1"
LINE "E-1"
LINE "E"
LINE D

BREWER DRIVE

DUVAL DRIVEOUIMET WAYDATA
#
1 2
3 4
5 6
7 8

BEARING/DELTA
N 58°29'55" E
∆=57° 55' 23"
N 0°35'18" E
∆=91° 37' 52"
S 87°13'17" E
∆=61° 14' 11"
S 25°59'06" E
N 65°49'29" W
RADIUS
-

22.50'
-

22.50'
-

22.50'
-
-
LENGTH

16.52'

22.75'
254.74'

35.98'

13.37'

24.05'

5.51'

18.01'

TANGENT
-

12.45'
-

23.15'
-

13.32'
-
-

CIVIL1
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R.C.E. NO.: C57667
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3493

CONSTRUCTION NOTESCONSTRUCTION NOTES
LINE "I"EX. LINE C-1A
2280
2290
2300
2280
2290
2300
LINE "I"7
7 13 15 11141516171417
LINE "I"
16 SORENSTAM DRIVE
SEE TRACT NO.
31462-28
SEE TRACT NO. 31462-20 & TRACT
NO. 31462-23 THROUGH 25

FUTURE SCHOOL
SITE
DATA
#
1 2
3 BEARING/DELTA
N 66°53'19" E
∆=90° 13' 27"
N 23°20'08" W
RADIUS
-

22.50'
-
LENGTH

85.52'

35.43'

69.89'

TANGENT
-

22.59'
-

CIVIL1
BENCHMARK:

MIKE S. SUTTON
R.C.E. NO.: C57667
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SEALBASIS OF BEARINGS:

MERITAGE HOMES PW2024-0023
3499
DATE

GENERAL NOTES

VICINITY MAP
10 SITE
””
’’
’
’

OWNER/DEVELOPERENGINEER

CITY OF BEAUMONT, CALIFORNIA

STORM DRAIN IMPROVEMENT PLANS
TRACT NO. 31462-17
LINE "A", "A-1", "A-2", "B", "B-1",
"B-2", "G"

PRIVATE ENGINEERS NOTICE TO CONTRACTOR(S)
DECLARATION OF RESPONSIBLE CHARGE:

TITLE SHEET 5
1 ABBREVIATIONS
NOTE:CONSTRUCTION NOTES QUANTITIES
”
’
’
*RCP NOTES:

LEGEND
ASSESSOR'S PARCEL NO.

SEE SHEET NO. 2

FOR INDEX MAP

STORM DRAIN NOTES

LEGAL DESCRIPTION

WORK TO BE DONE

CIVIL1
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MIKE S. SUTTON
R.C.E. NO.: C57667
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SEALBASIS OF BEARINGS:

MERITAGE HOMES PW2024-0023
3499
DATE
LEGEND
INDEX SHEET 5
2123456789101112131415161718192021222324252627282930313233343536373839404142434445464748495051525354555657585960616263123456 7 89101112
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30 31 32 33
34 35 36 37 38 39 40 41
42 43
44 45
46 4748495051
52 53 54
55 56
57 58
59 12345678910111213141516171819202122232425262728293031323334353637383940414243444546474849505152535455 56 57 58 59
60 61 62 63 64 65
66 67
6812345678910111213141516171819202122232425262728293031323334353637383940414243444546474849505152535455565758596061626364656667681234567891011121314151617 18192021222324252627282930313233343536373839404142434445464748495051525354555657585960616263646566676869707172737475767778798081828384858687888990919293949596979899100101102103104105106107SEE SHEET 5SEE SHEET 4

TURNER STREET

FALDO ST
R
E
E
T SORENSTAM DRIVE64

LINE 'A'
SEE SHEET 3

LINE 'G'

LINE 'B'
LINE 'B-1'
LINE 'B-2'

OAK VALLEY PARKW
A
Y
"BACKBONE" TRACT
LINE 'A-1'
LINE 'A-2'

CIVIL1
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MIKE S. SUTTON
R.C.E. NO.: C57667
©
SEALBASIS OF BEARINGS:

MERITAGE HOMES PW2024-0023
3499
DATE

CONSTRUCTION NOTESCONSTRUCTION NOTES
LINE "G"SEE SHEET 5LINE "A"
2210
2220
2230
2210
2220
2230
1312 9 1011
LINE "A"
LINE "A", LINE "A-1",
& LINE "A-2"
119
LINE "A-1"
1210151416
5 3
LINE "A-1" & "A-2"
LINE "A-2"

FALDO STREET
SORE
N
S
T
A
M

D
R
I
V
E
TR. 31462
DATA
#
1 2
3 4
5 6
7 8
9 10

BEARING/DELTA
S 38°15'42" W
∆=66° 26' 37"
S 28°10'55" E
∆=38° 28' 09"
S 56°37'49" E
∆=10° 01' 15"
S 28°54'25" W
∆=15° 32' 28"
N 89°20'01" E
∆=5° 24' 50"
RADIUS
-

45.00'
-
302.00'
-

45.00'
-

45.00'
-
306.00'
LENGTH

42.01'

52.18'
212.67'
202.77'

10.01'

7.87'

19.65'

12.21'

23.11'

28.91'

TANGENT
-

29.47'
-
105.37'
-

3.95'
-

6.14'
-

14.47'

CIVIL1
BENCHMARK:

MIKE S. SUTTON
R.C.E. NO.: C57667
©
SEALBASIS OF BEARINGS:

MERITAGE HOMES PW2024-0023
3499
DATE

CONSTRUCTION NOTESCONSTRUCTION NOTES
STORM DRAIN LINE "F"STORM DRAIN LINE "C"LINE "B"
2220
2230
2240
2220
2230
2240
101312 131112 14 1011
LINE "B"
LINE "B", LINE "B-1", & LINE "B-2"
1110
LINE "B-1"
LINE "B-2"
12 LINE "B-1"LINE "B-2"
5 4

TURNER STREET

FALDO STREETDATA
#
1 2
3 4
5 7
8 9
10 11
12 13
14 15
16 17
18 BEARING/DELTA
N 69°26'48" W
∆=82° 48' 06"
N 13°21'17" E
∆=26° 36' 50"
N 39°58'07" E
N 79°05'48" E
∆=24° 15' 29"
S 76°38'43" E
∆=26° 26' 14"
∆=26° 26' 14"
∆=46° 33' 33"
N 83°13'59" E
N 30°25'11" W
∆=46° 25' 35"
N 75°41'09" W
∆=43° 58' 00"
S 61°34'23" W
RADIUS
-

45.00'
-

45.00'
-
-

22.50'
-
348.00'
348.00'

45.00'
-
-

11.26'
-

22.49'
-
LENGTH

57.48'

65.03'

40.78'

20.90'

51.70'

9.63'

9.53'
137.34'
160.57'
160.57'

36.57'

6.31'

3.44'

9.12'

27.86'

17.26'

14.00'

TANGENT
-

39.67'
-

10.64'
-
-

4.84'
-

81.74'

81.74'

19.36'
-
-

4.83'
-

9.08'
-

CIVIL1
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MIKE S. SUTTON
R.C.E. NO.: C57667
©
SEALBASIS OF BEARINGS:

MERITAGE HOMES PW2024-0023
3499
DATE

CONSTRUCTION NOTESCONSTRUCTION NOTES
LINE "A"
SEE SHEET 3
LINE "B"
SEE SHEET 4
2200
2210
2220
10 131112 14 15
LINE "G"
LINE "G"
5 5
16 2200
2210
2220
LINE "G"FALDO STREETOAK VALLEY PARKWAYDATA
#
1 2

BEARING/DELTA
N 51°36'39" E
N 49°16'46" E
RADIUS
-
-
LENGTH
303.40'
286.68'

TANGENT
-
-

CIVIL1
BENCHMARK:

MIKE S. SUTTON
R.C.E. NO.: C57667
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SEALBASIS OF BEARINGS:

MERITAGE HOMESDATE PW2024-0028
3501

GENERAL NOTES

VICINITY MAP
10 SITE
””
’’
’
’

OWNER/DEVELOPERENGINEER

CITY OF BEAUMONT, CALIFORNIA

STORM DRAIN IMPROVEMENT PLANS
TRACT NO. 31462-28
LINE "C", LINE "C-1", LINE "C-2", & LINE "C-3"

PRIVATE ENGINEERS NOTICE TO CONTRACTOR(S)
DECLARATION OF RESPONSIBLE CHARGE:

TITLE SHEET 3
1 ABBREVIATIONS
NOTE:

CONSTRUCTION NOTES QUANTITIES
”
’
’
*RCP NOTES:

LEGEND
ASSESSOR'S PARCEL NO.

SEE SHEET NO. 2

FOR INDEX MAP

STORM DRAIN NOTES

LEGAL DESCRIPTION

WORK TO BE DONE

CIVIL1
BENCHMARK:

MIKE S. SUTTON
R.C.E. NO.: C57667
©
SEALBASIS OF BEARINGS:

MERITAGE HOMESDATE PW2024-0028
3501
LEGEND
INDEX SHEET 3
2123456789101112131415161718192021222324252627282930313233343536373839404142434445464748495051525354555657585960616263123456 7 89101112
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30 31 32 33
34 35 36 37 38 39 40 41
42 43
44 45
46 474849
5051
52 53 54
55 56
57 58
59 12345678910111213141516171819202122232425262728293031323334353637383940414243444546474849505152535455 56 57 58 59 60 61 62 63 64 65 66
67 6812345678910111213141516171819202122232425262728293031323334353637383940414243444546474849505152535455565758596061626364656667681234567891011121314151617 18192021222324252627282930313233343536373839404142434445464748495051525354555657585960616263646566676869707172737475767778798081828384858687888990919293949596979899100101102103104105106107COTTON COURTBERG DRIVEFURKY STREETBALLESTE R
O
S

D
R
I
V
E SORENSTAM DRIVE64

OAK VALLEY PARKW
A
Y
"BACKBONE" TRACT
SEE
S
H
E
E
T
3 BREWER DRIVELINE 'C-3'
LINE 'C-2'
LINE 'C'LINE 'C-1'

CIVIL1
BENCHMARK:

MIKE S. SUTTON
R.C.E. NO.: C57667
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SEALBASIS OF BEARINGS:

MERITAGE HOMESDATE PW2024-0028
3501

CONSTRUCTION NOTESCONSTRUCTION NOTES
2240
2250
2260
2240
2250
2260
9 1011
LINE "C", LINE "C-1", LINE
"C-2", & LINE "C-3"
119
LINE "C-2"
10 3
3 12 9 10 11 9 10 11
LINE "C-3"
LINE "C-1"
LINE "C"
LINE "C"LINE "C-1"LINE "C-2"LINE "C-3"MMMM58
59 BALLESTEROS DRIVE
COTTON COURTSORENSTAM DRIVE1
2 13
14 68
67 15
66 16SEE TRACT NO.31462-20, 31462-23THROUGH 25SEE TRACT NO. 31462-17
3 DATA
#
1 2
3 4
5 6
7 BEARING/DELTA
N 20°38'36" E
∆=43° 45' 17"
N 23°06'41" W
∆=63° 11' 29"
∆=63° 11' 29"
S 76°48'48" E
N 61°16'33" W
RADIUS
-

22.50'
-

22.50'

22.50'
-
-
LENGTH

16.32'

17.18'
131.13'

24.82'

24.82'

18.26'

29.76'

TANGENT
-

9.03'
-

13.84'

13.84'
-
-

Appendix 3: Soils Information
Geotechnical Study and Other Infiltration Testing Data
- 28 -

ALTA CALIFORNIA
GEOTECHNICAL INC.

MERITAGE HOMES OF CALIFORNIA
5 Peters Canyon, Suite 310
Irvine, California 92606
Attention: Mr. Efrem Joelson
170 North Maple Street, Suite 108
Corona, CA 92880
www.altageotechnical.com
Subject: UPDATED GEOTECHNICAL LETTER
Tract Nos. 31462-17, -18, -19, -27, -28, and -29,
Phase 4C of the Fairway Canyon Development
City of Beaumont, Riverside County, California
May 14, 2024
Project No. 1-0160-K
References: 1. Alta California Geotechnical, Inc., 2024, Rough Grading Plan Review, Tract Nos. 31462-17, -18, -19, -27, -28, and -29, Phase 4C of the Fairway Canyon Development, City of Beaumont, Riverside County, California, dated February 15, 2024 (Project No. 1-0160-K).

2. Alta California Geotechnical, Inc., 2023, Updated Geotechnical Report, Tract Nos. 31462-17 through 31462-20, Planning Area 20, Phase 4 of the Fairway Canyon Development, City of Beaumont, Riverside County, California, dated April 12, 2023 (Project Number 1-0160-K).

Dear Mr. Joelson:

Presented herein is Alta California Geotechnical, Inc.'s (Alta) updated geotechnical letter for Tract Nos. 31462-17, -18, -19, -27, -28, and -29, Phase 4C of the Fairway Canyon Development, located in the City of Beaumont, California. This report is based on the recommendations presented in the referenced report.

Alta previously prepared an updated geotechnical report for Tract Nos. 31462-17 through 31462-20 (Reference 2). Rough grading plans reviewed by Alta (Reference 1) included Tract Nos. 31462-17, -18, -19, -27, -28, and -29, revised the division of the tracts between the referenced reports. The recommendations presented in the updated geotechnical report remain applicable to the subject tracts.

Corona Office
Phone: 951.509.7090

Project No. 1-0160-K Page 2
May 14, 2024
Alta California Geotechnical, Inc. appreciates the opportunity to be of service to you and your organization. Should you have any questions or need additional information, please contact the undersigned at our Corona office.

Sincerely,
Alta California Geotechnical, Inc.

LOGAI`,s A. MAR"QUETTE
Civil Engineering Associate
Project Manager
Distribution: (1) Addressee
SAG: 1-0160-K, May 14, 2024 (Updated Geotechnical Letter, Fairway 4C) SCOTT A. GRAY/RG E 2857
Reg. Exp.: 12-31-24
Registered Geotechnical Engi
President
ALTA CALIFORNIA GEOTECHNICAL, INC.

ALTA CALIFORNIA
GEOTECHNICAL INC.
170 North Maple Street, Suite 108
Corona, CA 92880
www.altageotechnical.com

MERITAGE HOMES OF CALIFORNIA
5 Peters Canyon, Suite 310
Irvine, California, 92606
Attention: Mr. Efrem Joelson
Subject: REVISED BASIN SLOPE RECOMMENDATIONS
Tract Nos. 31462-17, -18, -19, -27, -28, and -29,
Phase 4C of the Fairway Canyon Development,
City of Beaumont, Riverside County, California
July 25, 2024
Project No. 1-0160-K
Reference: Alta California Geotechnical, Inc., 2023, Updated Geotechnical Report, Tract Nos. 31462-17 through 31462-20, Planning Area 20, Phase 4 of the Fairway Canyon Development, City of Beaumont, Riverside County, California, dated April 12, 2023 (Project No. 1-0160-K).

Dear Mr. Joelson:

Presented herein is Alta California Geotechnical, Inc.'s (Alta) revised basin slope recommendations for Basin 2 associated with Tract Nos. 31462-17, -18, -19, -27, -28, and -29, Phase 4C of the Fairway Canyon Development, located in the City of Beaumont, Riverside County, California. The following recommendations are based on the information presented in the referenced report.

Basin 2 was designed utilizing slope ratios steeper than 4:1, with the steepest slope being 1:1.

The basin slopes shall be composed of San Timoteo Formation, which is a sandstone. Per the referenced report, slopes composed of San Timoteo Formation are anticipated to be grossly and surficially stable. Stability calculations assuming saturated conditions and steepened conditions are presented as the attached Figure 1. Based on the calculations, the proposed slopes for Basin 2 are considered stable for their intended use, from a geotechnical standpoint.

Slopes shall be observed during grading by the Project Geotechnical Consultant. If adverse bedding, fracture patterns, or other unstable geological conditions are exposed, then the Corona Office
Phone: 951.509.7090

Project No. 1-0160-K Page 2
July 25, 2024
proposed slopes may need to be replaced with stabilization fills. The basin should be designed so that water shall not overtop the slopes in concentrated locations.

Alta California Geotechnical, Inc. appreciates the opportunity to be of service to you and your organization. Should you have any questions or need additional information, please contact the undersigned at our Corona office.

Sincerely,
Alta California Geotechnical, Inc.

SCOTT A. GRAY/RG E 2857
Reg. Exp.: 12-31-24
Registered Geotechnical Engineer
President
Distribution: (1) Addressee
SAG:: 1-0160-K, July 25, 2024 (Revised Basin Slope Recommendation, Fairway 4C) ALTA CALIFORNIA GEOTECHNICAL, INC.

SURFICIAL SLOPE STABILITY

SLOPE SURFACE
-
-T) a

FLOW LINES
Fd
Ws-Ww
Pw
z,

FAILURE PATH
Assume: (1) Saturation To Slope Surface
(2) Sufficient Permeability To Establish Water Flow
Given:

Pw = Water Pressure Head=(z)(cos^2(a))
Ws = Saturated Soil Unit Weight
Ww = Unit Weight of Water (62.4 lb/cu.ft.)
u = Pore Water Pressure=(Ww)(z)(cos^2(a))
z = Layer Thickness
a = Angle of Slope
phi = Angle of Friction
c = Cohesion
Fd = (0.5)(z)(Ws)(sin(2a))
Fr = (z)(Ws-Ww)(cos^2(a))(tan(phi)) + c
Factor of Safety (FS) = Fr/Fd
Ws z a phi c
(pcf) (ft) (degrees) (radians) (degrees) (radians) (psf) 125 4 45 0.7853982 36 0.6283185 350
Calculations:

Pw u Fd Fr FS

2.00 124.80 250.00 440.96 1.76
Alta CI agei296 Ot 1f i9c�l, Inc.

Figure 1

ALTA CALIFORNIA
GEPTECHNICAL INC.
170 North Maple Street, Suite 108
Corona, CA 92880
www.altageoteehnical.com

MERITAGE HOMES OF CALIFORNIA
5 Peters Canyon, Suite 310
Irvine, California 92606
Attention: Mr. Efrem Joelson
Subject: SUMMARY OF INFILTRATION TESTING
Tract Nos. 31462-17, -18, -19, -27, -28, and -29,
Phase 4C of the Fairway Canyon Development
City of Beaumont, Riverside County, California
June 4, 2024
Project No. 1-0160-K
References:

1. Alta California Geotechnical, Inc., 2024, Rough Grading Plan Review, Tract Nos. 31462-17, -18, -19, -27, -28, and -29, Phase 4C of the Fairway Canyon Development, City of Beaumont, Riverside County, California, dated February 15, 2024 (Project No. 1-0160- K).

2. Alta California Geotechnical, Inc., 2023, Updated Geotechnical Report, Tract Nos. 31462-17 through 31462-20, Planning Area 20, Phase 4 of the Fairway Canyon Development, City of Beaumont, Riverside County, California, dated April 12, 2023 (Project Number 1-0160-K).

Dear Mr. Joelson:

Presented herein is Alta California Geotechnical, Inc.'s (Alta) summary of infiltration testing for Tract Nos. 31462-17, -18, -19, -27, -28, and -29, Phase 4C of the Fairway Canyon Development, located in the City of Beaumont, California. Alta performed infiltration testing onsite within proposed Basins 1 and 2 as identified on the rough grading plans.

Presented below is a summary of our infiltration testing, and conclusions and recommendations based on our infiltration testing.

Corona Office
Phone: 951.509.7090

Project No. 1-0160-K Page 2
June 4, 2024
Infiltration Testing
Four infiltration tests were conducted at locations shown on Plate 1, identified as P-1 through P-4. Borings P-1 and P-2 were logged to depths of up to twenty (20) feet below the ground surface, and borings P-3 and P-4 were drilled to depths of five (5) feet below the ground surface. The boring logs for P-1 through P-4 are presented in Appendix A. Infiltration testing utilized falling -head borehole infiltration test methods in accordance with the County of Riverside WQMP Technical Guidance Document.

An 8 -inch diameter hollow -stem auger was utilized to excavate test P-1 and P-2, and hand equipment was utilized for P-3 and P-4. A 3 -inch diameter PVC pipe was then inserted into the excavated borings. Gravel was placed for the entire depths in each installed well surrounding the perforated pipe and boring wall. During testing for all borings, wells were filled with water to the top and water level readings were recorded for every 10 to 30 minutes until readings stabilized. The borings were filled back to the initial water depth after every water level reading. The resulting data was used to provide an infiltration rate utilizing the Porchet Method.

A summary of the test results is presented in Table A. The results do not include a factor of safety.

Table A -Summary of Infiltration Testing
(No Factor of Safety)
Test
Designation
P-1
P-2
P-3
P-4
Approximate
Depth

20.0 ft

20.0 ft

5.0 ft

5.0 ft
Time Interval
30 min
30 min
10 min
10 min
Radius of Test
Hole
4 in
4 in
4 in
4 in
Infiltration
Rate

0.6 in/hr

0.5 in/hr

3.0 in/hr

3.1 in/hr
ALTA CALIFORNIA GEOTECHNICAL, INC.

Project No. 1-0160-K Page 3
June 4, 2024
Conclusions and Recommendations
The proposed WQMP system consists of two basins. Basin 1 is underlain by engineered fill placed during previous grading operations, which overlays saturated alluvium and San Timoteo Formation. Based on the results for P-1 and P-2 and the underlying conditions, infiltration rates are anticipated to be low. Basin 2 is underlain by alluvium, which overlays San Timoteo Formation. Based the results for P-3 and P-4, use of an infiltration system is feasible within the alluvium with an appropriate factor of safety per the County of Riverside requirements. Fill placed within Basin 2 should utilize granular material and be placed uncompacted, except for the access road or design fill slopes which should be placed to project specifications.

From a geotechnical perspective, allowing storm water to infiltrate the onsite soil in concentrated areas increases the potential for settlement, liquefaction, and water -related damage to structures/improvements, such as wet slabs or pumping subgrade. Care should be taken in designing systems that control the storm water as much as possible. A methodology for dealing with overflow should be infiltration system become clogged or full should be developed and maintained.

It is recommended that the Project Geotechnical Consultant review the WQMP plans and observe the WQMP excavations during construction to verify that the infiltration rates presented herein are appropriate. If it is determined that rates may be variable, additional infiltration testing should be undertaken. Given the proposed fill within Basin 2, additional infiltration testing shall be conducted upon completion of grading to verify the results.

Limitations
The conclusions and recommendations presented in this report are based on our infiltration test results and experience with similar soil conditions on similar projects. Materials adjacent to or beneath those observed may have different characteristics than those observed, and no precise representations are made as to the quality or extent of the materials not observed.

ALTA CALIFORNIA GEOTECHNICAL, INC.

Project No. 1-0160-K Page 4
June 4, 2024
Alta appreciates the opportunity to provide geotechnical consulting services for your project.

Respectfully submitted,
Alta California Geotechnical, Inc.

SCOTT A. GRAY/RGE 2857
Reg. Exp.: 12-31-24
Registered Geotechnical Eng
President
Distribution: (1) Addressee
SAG: 1-0160-K, June 4, 2024 (Summary of Additional Infiltration Testing, Fairway 4C) ALTA CALIFORNIA GEOTECHNICAL, INC.

APPENDIX A
Boring Logs
ALTA CALIFORNIA GEOTECHNICAL, INC.

GEOTECHNICAL BORING LOG
PROJECT NO. 1-0160-K PROJECT NAME Fairway 4C
DATE STARTED 5/20/24

DATE FINISHED

DRILLER
TYPE OF DRILL RIG Hollow -Stem
5/20/24
2-R
GROUND ELEV.

GW DEPTH (FT)
DRIVE WT.

DROP
VARIES*
12 in.

SHEET 1 OF 1
BORING DESIG. P-1

LOGGED BY
NOTE
YH
DEPTH
(Feet)
w

SAMPLE I
TYPE
BLOWS

LITHOLOGY
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT (%)
DRY (pcf)

DENSITY
z
O
Q.1/-6
tx
OTHER
TESTS
5—
10—
15—
20—
SM
ENGINEERED ARTIFCIAL FILL (afe): SILTY SAND, fine grained, tan brown, slightly moist, medium dense, trace gravel.
© 2.5 ft. slightly moist to moist.
—
@ 5 -ft. some gravel, trace clay.
—
—
@ 15 ft. fine to medium grained, brown, some gravel.

TOTAL DEPTH 20 -FT.

NO GROUNDWATER ENCOUNTERED
SAMPLE TYPES:
® RING (DRIVE) SAMPLE
© SPT (SPLIT SPOON) SAMPLE
® BULK SAMPLE ®TUBE SAMPLE
'C GROUNDWATER
j - SEEPAGE
J: JOINTING C: CONTACT
S: SH�A� LJIR t9RFACE
Alta California Geotechnical, Inc.

P.N. 1-0160-K PLATE A-1

SHEET 1 OF 1
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER
TYPE OF DRILL RIG Hollow -Stem
1-0160-K
5/20/24
5/20/24
2-R

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway 4C
GROUND ELEV.

GW DEPTH (FT)
DRIVE WT.

DROP
VARIES*
12 in.

BORING DESIG. P-2

LOGGED BY
NOTE
YH
DEPTH
(Feet)
LB
w
SAMPLE
TYPE
BLOWS

LITHOLOGY
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT (%)
DRY (pcf)

DENSITY
SAT-

URATION
(%)
OTHER
TESTS
5-
10-
15-
20 -
SM
ENGINEERED ARTIFCIAL FILL (ate): SILTY SAND, fine grained, tan brown, slightly moist, medium dense, some gravel.
@ 2.5 ft. brown, slightly moist to moist, trace clay.
@ 5 -ft. greenish brown.
-I
-
TOTAL DEPTH 20 -FT,

NO GROUNDWATER ENCOUNTERED
SAMPLE TYPES:
® RING (DRIVE) SAMPLE
© SPT (SPLIT SPOON) SAMPLE
® BULK SAMPLE ©TUBE SAMPLE
y. GROUNDWATER
iw- SEEPAGE
J: JOINTING C: CONTACT
B: BEEA��1
S:SH A U RFACE
Alta California Geotechnical, Inc.

P.N. 1-0160-K PLATE A-2

GEOTECHNICAL BORING LOG
SHEET 1 OF 1
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
1-0160-K
5/29/24
5/29/24
LM
Hand Eauio
PROJECT NAME Fairway 4C
GROUND ELEV.

GW DEPTH (FT)
DRIVE WT.

DROP

VARIES'
12 in.

BORING DESIG. P-3

LOGGED BY
NOTE
LM
DEPTH
(Feet)
>
-1
w
SAMPLE
TYPE
o
cs
m

LITHOLOGY
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT (%)
DRY (pef)

DENSITY
SAT-

URATION
(%)
OTHER
TESTS
-
5 —
SM
ALLUVIUM (Qal): SILTY SAND, fine to coarse grained, brown, slightly moist, loose to medium dense.

TOTAL DEPTH 5 -FT.

NO GROUNDWATER ENCOUNTERED
SAMPLE TYPES:

Ti RING (DRIVE) SAMPLE
© SPT (SPLIT SPOON)
® BULK SAMPLE Iii
SAMPLE
SAMPLE
y GROUNDWATER
low SEEPAGE
J: JOINTING C: CONTACT
B BE��f � qqqq
S: SH A UA'3t7RFACE
Alta California Geotechnical, Inc.

P.N. 1-0160-K PLATE A-3
TUBE

SHEET 1 OF 1
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
1-0160-K
5/30/24
5/30/24
SG
Hand Equip

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway 4C
GROUND ELEV.

GW DEPTH (FT)
DRIVE WT.

DROP

VARIES'
12 in.

BORING DESIG. P-4

LOGGED BY
NOTE
SG
DEPTH
(Feet)
7 at
SAMPLE
TYPE
BLOWS

LITHOLOGY
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT (%)
DRY (pcf)

DENSITY
SA

URATION
j%1
OTHER
TESTS
5 —
SM
ALLUVIUM (Gal): SILTY SAND, fine to coarse grained, brown, slightly moist, loose to medium dense.

TOTAL DEPTH 5 -FT.

NO GROUNDWATER ENCOUNTERED
SAMPLE TYPES:
® RING (DRIVE) SAMPLE
© SPT (SPLIT SPOON) SAMPLE
® BULK SAMPLE a] TUBE SAMPLE
y GROUNDWATER
pro. SEEPAGE
J: JOINTING�I C: CONTACTfB: BED �Q
5: SHEIPPV84' LkUR1 �I�RFAC
Alta California Geotechnical, Inc.

P.N. 1-0160-K PLATE A-4

WORK TO BE DONE
YPE IUFaZV 0415 C.a+SLST OF DC FD1117loc NOW TO BE Or1.E ACCORDING TO DOE R-Av5 4140 1E SPECFf.ATi7+s AN7 STANDARD MAIMS OF RE CTT OF IEALNONT..

STANDARD SPEC IR CATIONS:

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LAEST EDITOR
STANDARD EI ATI ND5:

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• CONSTRUCT ]' EXOICREIE Y'-DTICII 'ER DETI 1 904 5NEET 4 O CONSTRUCT 6 1ERRALE .RAPT PER 00144471 ON 51167E-7 4
® CONSTRUCT DOWN DRAIN PER DETAIL ON SMELT •
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QUANTITIES

ALTERNATIVE 'B'
5,626 LF
5,670 LF
660 L F.
10 EA.
745 Li
261 IF
4,572 LF
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SUBDRAIN DETAIL
kT 3

CITY OF BEAUMONT, CALIFORNIA
0TY 00 BEAUMONT. PUE2C WORKS DEPART WENT
002391940 OVOC.4

ROUGH GRADING PLANS FOR
TR- 31462-17, 31462-18, 31462-19,
31462-27, 31462-28 AND 31462-29
FAIRWAY CANYON - 4C
SHEET
• - LANE S sonar
c. ALL *XMAS,

REVISIONS
NTT

INDEX SHEET

ALTA CALIFORNIA
GEOTECHNICAL INC.

SDC FAIRWAY CANYON, LLC
2392 Morse Avenue
Irvine, California 92614
Attention: Ms. Cherry) Thompson
Subject: GEOTECHNICAL REVIEW
Tract No. 31462, Planning Area 22
Phase 4 of the Fairway Canyon Development
City of Beaumont, California
References: See Appendix A
170 North Maple Street, Suite 108
Corona, CA 92878
www.altageotechnical.com
August 27, 2020
Project No. 1-0160-H
Dear Ms. Thompson:.

Presented herein is Alta California Geotechnical, Inc.'s (Alta) geotechnical review of Tract No. 31462, Phase 4 of the Fairway Canyon Development, Planning Area 22, located in the City of Beaumont, California. This report is based on. Alta's subsurface investigations, previous subsurface investigations, review of the referenced reports, and review of the 40 -scale grading plans (enclosed Plates 1 through 8) prepared by Proactive Engineering Consultants West, Inc. (Proactive).

Alta's review of the data and plans indicates that the proposed development is feasible from a geotechnical standpoint, provided that the recommendations presented in this report and previous reports are implemented during site development. Included in this report are:
• Discussion of the site geotechnical conditions:
• Recommendations for unsuitable soil removals/reconditioning:
• Discussion of site construction recommendations:
• Foundation and improvement design parameters.

Corona Office
Phone: 951.509.7090

Project Number 1-0160-H
August 27, 2020
Page ii
If you have any questions or should you require any additional information, please contact the undersigned at (951) 509-7090. Alta appreciates the opportunity to provide geotechnical consulting services for your project.

Sincerely,
Alta California Geotechnical, Inc.

FERNANDO RUIZ
Civil Engineering Associate
JAMES B. COYNE
Engineering Geology Associate
Distribution: (1) Addressee
Reviewed By:
41111 a A
4 <4.S S)0A/41
Q 0p•0 el,
$` 7 gyp1�7EGN2 a�� ,fir
ptP. y
d v�
SCOTT A. GRAY/RGE 2
Reg. Exp.: 12-31-20
Registered Geotechnical Engineer
President
THOMAS J.

Reg. Exp.: 9-30-2
Engineering Geologist
Vice President
SAG: TJM: FR: JC: 1-0160-H August 27, 2020 (Gea Review, PA -22, Fairway Canyon, Tr. 31462) ALTA CALIFORNIA GEOTECHNICAL, INC.

Project Number 1-0160-H Page iii
August 27, 2020

TABLE OF CONTENTS

1.0 INTRODUCTION 1

1.1 Purpose 1

1.2 Scope of Work 1

1.3 Report Limitations 1

2.0 PROJECT DESCRIPTION 2

2.1 Background 2

2.2 Proposed Development 2

3.0 SITE INVESTIGATION 3

3.1 Previous Site Investigations 3

3.2 Current Site Investigations 3

4.0 GEOLOGIC CONDITIONS 3

4.1 Stratigraphy 3

4.2 Groundwater 3

4.3 Seismic Hazards
4 4.3.1 Surface Rupture 4

4.3.2 Seismicity 4

4.3.3 Liquefaction 4

4.3.4 Dry Sand Settlement 7

4.3.5 Seismically Induced Landsliding 7

5.0 ENGINEERING PROPERTIES AND ANALYSIS 7

5.1 Materials Properties 7

5.1.1 Excavation Characteristics 7

5.1.2 Moisture 7

5.1.3 Hydro -Consolidation 8

5.1.4 Compressibility 8

5.1.5 Expansion Potential 8

5.1.6 Shear Strength Characteristics 8

5.1.7 Earthwork Adjustments 9

5.1.8 Chemical Analyses 9

5.2 Engineering Analysis 10

5.2.1 Bearing Capacity and Lateral Earth Pressures 10

5.2.2 Slope Stability 10

6.0 CONCLUSIONS AND RECOMMENDATIONS 10

6.1 Site Preparation and Removals 11

6.1.1 Stripping and Trash Removal 11

6.1.2 Unsuitable Soil Removals 12

6.1.3 Removals Along_Property Boundaries 12
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6.2 Subsurface Drainage 13

6.2.1 Subdrains 13

6.2.2 Backdrains 13

6.3 Overexcavation 13

6.3.1 Residential Lots 13

6.4 Earthwork Considerations 14

6.4.1 Compaction Standards 14

6.4.2 Groundwater/Seepage 14

6.4.3 Documentation of Removals 15

6.4.4 Treatment of Removal Bottoms 15

6.4.5 Fill Placement 15

6.4.6 Benching 15

6.4.7 Mixing 15

6.4.8 Import Soils 16

6.4.9 Fill Slope Construction 16

6.4.10 Utility Trenches 17

6.4.11 Backcut Stability 18

6.5 Settlement and Settlement Monitoring 19

6.6 Slope Stability 19

6.6.1 Fill Slopes 19

6.6.2 Cut Slopes 20

6.7 Well and Septic System Abandonment 21

6.8 Liquefaction 21

7.0 DESIGN CONSIDERATIONS 22

7.1 Foundation Design 22

7.1.1 Conventional Foundation Systems 23

7.1.2 Post -Tensioned Slabs/Foundation Design Recommendations 24

7.2 Moisture Barrier 25

7.3 Seismic Design 25

7.4 Footing Excavations 28

7.5 Retaining Wall Design 28

7.6 Exterior Slabs and Walkways 29

7.6.1 Subgrade Compaction 29

7.6.2 Subgrade Moisture 30

7.6.3 Concrete Slab Thickness 30

7.6.4 Concrete Slab Reinforcement 30

7.6.5 Control Joints 30

7.7 Concrete Design 30

7.8 Corrosion 31

7.9 Pavement Design 31

7.10 Site Drainage 32
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7.11 Deepened Footings and Setbacks 33

7.12 Improvement Design Recommendations 34

8.0 SLOPE AND LOT MAINTENANCE 34

8.1 Slope Planting 34

8.2 Lot Drainage 34

8.3 Slope Irrigation 35

8.4 Burrowing Animals 35

9.0 FUTURE PLAN REVIEWS 35

10.0 CLOSURE 35

10.1 Geotechnical Review 35

10.2 Limitations 36
APPENDIX A:

APPENDIX B-1:

APPENDIX B-2:

APPENDIX C:

APPENDIX D:

APPENDIX E:

APPENDIX F:

APPENDIX G:

References
Current Subsurface Investigation
Previous Subsurface Investigation (PSE, 2007)
Previous Laboratory Testing (PSE, 2007)
Slope Stability Calculations
Liquefaction Calculations
Earthwork Specifications
Grading Details
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1.0 INTRODUCTION
The following report presents our geotechnical review and recommendations for Tract No. 31462, the Fairway Canyon Development, Planning Area 22, located in the City of Beaumont, California.

1.1 Purpose
The purpose of this report is to review the referenced geotechnical reports and plans for the site with respect to the proposed development, and to provide supplemental recommendations for grading and improvement design/construction purposes. This report presents relevant geologic and engineering characteristics for site grading/construction. A complete discussion of the geotechnical aspects of the project is presented in PSE, 2007.

1.2 Scope of Work
Alta's scope of work for this geotechnical investigation included the following:
• Review of published geologic information on the site. • Review of the referenced geotechnical reports.
• Compile relevant subsurface investigation information from the previous reports.
• Evaluate geologic and laboratory data to develop recommendations for remedial site grading, foundations, and utilities.
• Prepare seismic design parameters utilizing the requirements presented in the 2019 CBC.
• Prepare foundation design recommendations based on the requirements presented in the 2019 CBC.
• Prepare this report and accompanying exhibits.

1.3 Report Limitations
The conclusions and recommendations in this report are based on the information generated during the previous investigation, our review of the referenced reports, and our review of the 40 -scale grading plans (Plates 1 through ALTA CALIFORNIA GEOTECHNICAL, INC.

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8) prepared by Proactive. The materials adjacent to or beneath those observed may have different characteristics than those observed, and no representations are made as to the quality or extent of the materials not observed.

2.0 PROJECT DESCRIPTION

2.1 Background
The subject site is located in the City of Beaumont, California, and is a portion of the Fairway Canyon Development. Planning Area 22 is located in the eastern portion of Phase 4, Northwest of Tukwet Canyon Parkway. Phases 1 through 3 of the Fairway Canyon development were previously graded. Portions of Phase 4 were utilized as an export site for previous grading operations, although not within the confines of PA 22.

PSE prepared a Grading Plan Review for the overall Phase 4 development in 2007 (PSE, 2007). Alta prepared an updated geotechnical review of the site in 2016 (Alta, 2016) as well as recommendations for the proposed golf cart tunnels. Alta prepared a geotechnical review of PA 26 in 2018 (Alta, 2018a and b) and a geotechnical review of PA 25 in 2019 (Alta, 2019).

2.2 Proposed Development
It is Alta's understanding that cut/fill grading techniques will be utilized to develop 231 single-family residential lots, roads, a park area, and infrastructure.

Cut and fill slopes have been designed at a slope ratio of 2:1 (horizontal to vertical) or flatter. The maximum design fill section is approximately 44 -feet below the southern corner of the park area adjacent Lot 15 and the maximum design depth of cut is 64 below Lot 42 located on Sorenstam Drive. The highest proposed fill slope is 28 -feet located adjacent to Lot 12 on Lopez Lane and the highest design cut slope is 70 -feet located on the North side of Sorenstam Drive adjacent the park area.

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3.0 SITE INVESTIGATION

3.1 Previous Site Investigations
The site was previously investigated by PSE, as documented in PSE, 2007. Their investigation included excavating, logging and sampling hollow -stem auger borings, bucket auger borings, cone penetrometer borings, and backhoe test pits. Alta has complied the relevant subsurface and laboratory information for PA 22, and the logs and lab data are presented in Appendices B-2 and C, respectively. Locations of the subsurface excavations are presented on the enclosed Plates 1 through 8. Note that Test Pit numbers 21, 29, 35, 37, and 40 are included with the PSE logs, however, they are not located withing the project area and are not included on Plates 1 through 8.

3.2 Current Site. Investigations
Alta excavated, logged, and sampled seven (7) hollow -stem auger borings within the limits of PA 22 in January of 2017 (Borings BH-03 through BH-09). The logs for the borings are presented in Appendix B-1, with moisture/density laboratory data presented on the logs.

4.0 GEOLOGIC CONDITIONS
A full description of the geologic conditions onsite is presented in the PSE, 2007 report.

Alta has reviewed the referenced report and concurs with the geologic conditions.

Presented herein are geologic site conditions that specifically affect the development of the project.

4.1 Stratigraphy
The site is primarily underlain by alluvium and the San Timoteo Formation. The approximate distribution of the geologic units is presented on the enclosed Plates 1 through 8.

4.2 Groundwater
Groundwater was encountered during Alta's subsurface investigation in borings BH-3, BH-4, BH-6 and BH-9, the ground water elevations varied from ALTA CALIFORNIA GEOTECHNICAL, INC.

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approximately 18 to 27 feet below the ground surface. In PSE's subsurface investigation borings B-11, B-14, B-15, and B-16 encountered ground water that varied from 20 to 34 feet below the ground surface. Although precipitation in 2019 exceeded normal, the very sparse precipitation over the last several years suggest that the shallow groundwater is not entirely seasonal and that saturated conditions within the vicinity of these borings will likely be encountered during remedial grading operations.

4.3 Seismic Hazards

4.3.1 Surface Rupture
Active faults are not known to exist within the project and a review of Special Publication 42 indicates the site is not within the California State designated Alquist-Priolo earthquake fault zones. A review of the Riverside County Information Technology site indicates the site is not within a County of Riversides designated fault zone. Accordingly, the potential for fault surface rupture on the subject site is very low.

4.3.2 Seismicity
Ground shaking hazards caused by earthquakes along active regional faults do exist. The 2019 California Building Code requires use -modified spectral accelerations and velocities for most structural designs. Seismic design parameters using soil profile types identified in the 2019 California Building Code are presented in Section 7.3.

4.3.3 Liquefaction
Seismic agitation of relatively loose saturated sands, silty sands, and some silts can result in a buildup of pore pressure. If the pore pressure exceeds the overburden stresses, a temporary quick condition known as liquefaction can occur. Liquefaction effects can manifest in several ways including: 1) Toss of bearing; 2) lateral spread; 3) dynamic settlement; ALTA CALIFORNIA GEOTECHNICAL, INC.

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and 4) flow failure. Lateral spreading has typically been the most damaging mode of failure.

In general, the more recent that a sediment has been deposited, the more likely it will be susceptible to liquefaction. Other factors that must be considered are groundwater, confining stresses, relative density, and the intensity and duration of seismically -induced ground shaking.

PSE conducted fifteen (15) CPT soundings within PA 22 to determine the potential for liquefaction in the underlying soils. Ground water was encountered in the CPT soundings as shallow as nine (9) feet below the existing ground surface. Liquefaction calculations are presented in Appendix E. The CPT soundings revealed that a sizable percentage of the underlying soils are fine grained with minimal susceptibility to liquefaction. There are, however, liquefiable layers within the younger alluvium. The following are the potential consequences of liquefaction at the site. The San Timoteo Formation is considered not susceptible to liquefaction.
➢ Loss of Bearing:

Liquefaction can potentially cause foundation bearing failure due to ground softening and near -failure in bearing. Based on the removal recommendations presented in this report, Alta
anticipates that the potential for loss of bearing will be minimal. ➢ Lateral Spreading:

The lateral displacement of surficial blocks of sediment can occur as a result of liquefaction in a subsurface layer. The most pervasive forms of lateral spreading typically involve sites located near a "free -face" (large slopes, channels, etc.), however, it has been noted that lateral spreading can occur on sites with gently sloping (1% or more) ground, such as portions of subject site.

Determination of the potential for lateral spread is based on the presence of continuous potentially liquefiable soil layers underneath the structures, the presence of lateral confinement, ALTA CALIFORNIA GEOTECHNICAL, INC.

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and various analyses such as empirical modeling. Bartlett, Hansen and Youd (2002) states that surface manifestation of lateral spread is typically limited to sites with liquefiable soils within 10 meters (32 feet) of grade, and that sites underlain by soils with (N1)60 values 15 and greater do not experience significant displacements from earthquakes with magnitudes less than 8.

Based on previous CPT data (PSE, 2007), and our current investigation, there are limited liquefiable layers with (N1)60 values less than 15 within the upper 32 feet of existing grade, and those layers do not appear to be continuous across the site.

Additionally, based on the proposed design fill depths and recommended unsuitable soil removals, the structures shall be underlain by a minimum of 25 to 30 feet of fill. Therefore, the potential for lateral spread impacting the proposed residential structures is considered low.
➢ Settlement,
Settlement due to seismic shaking can occur because of
liquefaction of saturated sediments and/or rearrangement of dry sand particles. Our liquefaction analysis is presented in Appendix E. In summary, the analysis showed that the amount of dynamic settlement within 50 -feet below existing grade varies from negligible to as much as 3 -inches upon completion of the unsuitable soil removals presented herein. Additional discussions concerning design recommendations for improvements are
presented in Section 6.8.
➢ Flow/Rotational Failure:

We have evaluated the potential for flow/rotational failure in the vicinity of Lots 10 through 15 and 17 through 19. Utilizing the data presented in Appendix E and the method presented by Olsen and Stark, 2002, we estimated the undrained shear strength of the liquefied sands and used the results in a slope stability analysis. The resultant factor of safety for the current design condition is 1.68. The results of this analysis are presented on Plates D-8 through D-11 in. Appendix D. In addition, upon reviewing the liquefaction analysis results, the underlying soils are generally not subject to lateral spread (per discussion above).

Based on the resulting factors of safety and the minimal potential for lateral spread, the current design limits the potential for flow failure to an acceptable level of risk as defined by the State of California (SP -117).

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4.3.4 Dry Sand Settlement
Dry sand settlement is the process of non -uniform settlement of the ground surface during a seismic event. Based on the unsuitable soil removal recommendations, the potential for dry sand settlement to occur onsite is considered nil upon the completion of grading.

4.3.5 Seismically Induced Landsliding
Upon completion of the remedial grading recommendations presented in Section 6.0, seismically induced Iandsliding is not anticipated to pose a danger to the site. Alta recommends that during grading, areas be observed in order to verify that these post -graded stable conditions exist.

5.0 ENGINEERING PROPERTIES AND ANALYSIS
Engineering properties of the onsite soils were previously presented in the referenced reports. Presented below are properties relevant to the proposed development.

5.1 Materials Properties
Presented herein is a general discussion of the engineering properties of the onsite materials that will be encountered during construction of the proposed project.

5.1.1 Excavation Characteristics
Based on the data provided from the referenced reports and Alta's knowledge of, and previous experience with, the geologic units, it is our opinion that the majority of the onsite materials possess favorable excavation characteristics. Light to moderate ripping may be required in deeper excavations within the San Timoteo Formation.

5.1.2 Moisture
The alluvium that will require removal and recompaction as discussed in Section 6.1.2 is typically under -optimum and will require moisture conditioning for compaction.

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5.1.3 Hydro -Consolidation
Hydro -consolidation is the effect of introducing water into soil that is prone to collapse. Upon loading and initial wetting, the soil structure and apparent strength are altered resulting in almost immediate settlement.

That settlement can have adverse impacts on engineered structures, particularly in areas where it is manifested differentially. Differential settlements are typically associated with differential wetting, irregularities in the subsurface soil conditions, or irregular loading patterns.

Based on a review of the laboratory testing (Appendix C), there is a potential for hydro -collapse in the alluvium onsite. It is recommended to utilize unsuitable soil removals (Section 6.1.2) to address the hydro - collapse potential.

5.1.4 Compressibility
All unsaturated alluvium and the uppermost portions of the San Timoteo Formation are considered compressible and unsuitable in their present condition to support the proposed improvements. Unsuitable soil removal/recompaction recommendations are presented in Section 6.1.2.

5.1.5 Expansion Potential
Expansion index testing was performed on samples taken during previous investigations. Based on the results, the majority of soils onsite are "very low" to "low" in expansion potential (0<_EI<_50, Appendix C) when tested per ASTM D: 4829. Some "medium" expansive soils may be present within the alluvium.

5.1.6 Shear Strength Characteristics
Direct shear testing was previously performed to assist in the development of shear strength characteristics of the onsite soils. The ALTA CALIFORNIA GEOTECHNICAL, INC..

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values presented in Table 5-1 are based on laboratory testing and our previous experience in the area.

TABLE 5-1
Shear Strength Characteristics
Geologic Unit
Cohesion, C
(psf)
Friction Angle,
(degrees)
Engineered Artificial Fill
200
34 QTst
350
36 5.1.7 Earthwork Adjustments
The values presented in Table 5-2 are deemed appropriate for estimating purposes and may be used in an effort to balance earthwork quantities.

As is the case with every project, contingencies should be made to adjust the earthwork balance when grading is in -progress and actual conditions are better defined.

TABLE 5-2
Earthwork Adjustment. Factors
Geologic Unit
Adjustment Factor Range
Topsoil (0 to 2'±)
18% to 22% Shrink
Alluvium (Qal)
14% to 17% Shrink
San Timoteo Formation
0% to 4% Bulk
Subsidence

0.5 feet

5.1.8 Chemical Analyses
Chemical testing performed on samples of material underlying the proposed site indicate that the soluble sulfate concentrations of the soils are classified as negligible (Class SO) per ACI 318-14. Negligible chloride levels were detected in the onsite soils. Resistivity testing conducted as part of the previous investigation, indicates that the soils are "corrosive" to buried metals (per Romanoff, 1989). Additional discussions on corrosion are presented in Section 7.8.

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5.2 Engineering Analysis
Presented below is a general discussion of the engineering analysis methods that were utilized to develop the conclusions and recommendations presented in this report.

5.2.1 Bearing Capacity and Lateral Earth Pressures
Ultimate bearing capacity values were obtained using the graphs and formula presented in NAVFAC DM -7.1. Allowable bearing was determined by applying a factor of safety of at least 3 to the ultimate bearing capacity. Static lateral earth pressures were calculated using Rankine methods for active and passive cases. If it is desired to use Coulomb forces, a separate analysis specific to the application can be conducted.

5.2.2 Slope Stability
Slope stability analyses were performed using STEDwin in conjunction with GSTABL7V2 computer code. Slope stability analyses have been conducted on anticipated cut and fill slopes. Slope stability calculation results are presented on Plates D-1 through D-11.

6.0 CONCLUSIONS AND RECOMMENDATIONS
Based on Alta's findings during the subsurface investigation, our staffs previous experience in the area, and a review of the proposed plans and referenced reports, it is Alta's opinion that the development of the site is feasible from a geotechnical perspective. We concur with the conclusions and recommendations presented in the PSE, 2007 report. Earthwork specifications and Grading Details that may be utilized for the project are presented in Appendices F and G.

Presented below is a summary of the unsuitable soil removal recommendations for the project.

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6.1 Site Preparation and Removals
All grading shall be accomplished under the observation and testing of the project geotechnical engineer and engineering geologist in accordance with the recommendations contained herein, the current Grading Manual of the City of Beaumont and this firm's Earthwork Specifications (Appendix F).

Guidelines to determine the depth of removals are presented below; however, the exact extent of the removals must be determined in the field during grading, when observation and evaluation of the greater detail afforded by those exposures can be performed by the. Geotechnical Engineer and/or Engineering Geologist. In general, removed soils will be suitable for reuse as compacted fill when free of deleterious materials and after moisture conditioning.

Removal of unsuitable soils should be established minimally at a 1:1 projection to competent soils outside the design toe of fill slopes. Front cuts should be made no steeper than 1:1, thus removals should be initiated at approximately twice the distance of the anticipated removal depth, outside the design toe. The bottoms of all removal areas should be observed, mapped, and approved by the Engineering Geologist prior to fill placement.

Seepage, if encountered during grading, should be evaluated by the Project Geotechnical Engineer and/or Engineering Geologist.

6.1.1 Stripping and Trash Removal
Vegetation, debris, and other deleterious materials are unsuitable as structural fill material and should be disposed of off -site prior to commencing removals and placement of compacted fills.

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6.1.2 Unsuitable Soil Removals

6.1.2.1Topsoil (no map symbol)
Topsoil should be completely removed before the placement of compacted fill. Removal depths are expected to range from. approximately one (1) to three (3) feet.

6.1.2.2 Alluvium (map symbol Qal)
All alluvium within proposed structural fill areas and/or where exposed in cuts should be removed to expose saturated alluvium or competent San Timoteo Formation. Alluvial removals are estimated to range in depth from five (5) to approximately fifty (50) feet. The approximate limits of mapped alluvium are shown on the enclosed plans. Estimated depths of required removals are also presented based upon the closest available data point.

Where saturated alluvium is left in -place, settlement monitoring will be required as discussed in Section 6.5 of this report.

6.1.2.3 San Timoteo Formation (map symbol QTst)
The San Timoteo Formation is dry, highly weathered, and visibly porous in the upper 2 to 4 feet and is generally moist and competent below that. In areas where fill placement or shallow cut grading is proposed to achieve design grade, the highly weathered profile should be removed to expose competent bedrock.

6.1.3 Removals Along Property Boundaries
Removals of unsuitable soils will be required below design fill areas adjacent to the property lines. Where the recommended removal geometry is not possible due to property line restrictions, removals could be initiated at the property line at a 1:1 ratio inward to competent ALTA CALIFORNIA GEOTECHNICAL, INC.

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materials. If this reduced removal criterion is implemented, periodic slope maintenance may be required.

6.2 Subsurface Drainage

6.2.1 Subdrains
Canyon subdrains (6 -inch and 8 -inch) will be required on this project below all canyon areas as depicted on the enclosed plans. The drains are to be placed along the lowest alignment of the canyons and alluvium removal areas to intercept, transport and dispose of infiltrating water.

Final determination of drain locations will be made in the field, based on exposed conditions. Outletting of subdrain systems will require coordination with the project Civil Engineer in determining suitable facilities to accept the drain water. Where available outlet elevations are above the remedial grading depths, fill placed below the subdrains should be placed as discussed on Plate G-4 of this report. All drains should be constructed in accordance with the details shown on Plates G-3 and G-4.

Outletting should be at the lowest available location.

6.2.2 Backdrains
Backdrains will be required in all fill keys, and skin-fill/skin-cut remediations. Backdrains should be constructed in accordance with the details shown on Plate G-8.

6.3 Overexcavation

6.3.1 Residential Lots
Over -excavation of cut areas and/or shallow fill areas and replacement with compacted blanket fill (Cap) will be required in building pads where any of the following conditions are created by design or remedial grading. ➢ Cut/fill transitions within building pads.
➢ Cut pads exposing dissimilar materials.

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➢ Cut pads exposing highly expansive material.
➢ Cut pads exposing porous or other unsuitable material. ➢ Cut lots superjacent to stabilization fills
The cut portion of the transition building pad should be over -excavated to provide at least one-third of the maximum fill depth below the pad.

Pads identified as requiring replacement with compacted fill caps due to cut/fill transitions are indicated with a 0 on the enclosed Plates 1 through 8.

Additional lots may need to be capped based on the above criteria and are best determined based on exposed conditions during grading.

Undercuts on all lots should be tilted toward the street or canyon drainage.

6.4 Earthwork Considerations

6.4.1 Compaction Standards
All fill and processed natural ground shall be compacted to a minimum relative compaction of 90 percent, as determined by ASTM Test Method:

D-1557. Fill material should be moisture conditioned to optimum moisture or above, and as generally discussed in Alta's Earthwork Specification Section presented in Appendix F. Compaction shall be achieved with the use of sheepsfoot rollers or similar kneading type equipment. Mixing and moisture conditioning will be required in order to achieve the recommended moisture conditions.

6.4.2 Groundwater/Seepage
Surface seeps, seasonal saturated soils zones and/or perched water conditions may be encountered during grading and improvement construction, depending on seasonal precipitation and the time of year of construction.

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6.4.3 Documentation of Removals
All removal/over-excavation bottoms should be observed and approved by the project Geotechnical Consultant prior to fill placement. Removal bottoms and undercuts should be surveyed after approval by the geotechnical consultant and prior to the placement of fill. Staking should be provided in order to verify undercut locations and depths.

6.4.4 Treatment of Removal Bottoms
At the completion of removals/over-excavation, the exposed removal bottom should be ripped to a minimum depth of eight inches, moisture - conditioned to above optimum moisture content and compacted in -place to the project standards.

6.4.5 Fill Placement
After removals, scarification, and compaction of in -place materials are completed, additional fill may be placed. Fill should be placed in eight - inch bulk maximum lifts, moisture conditioned to optimum moisture content or above, compacted and tested as grading/construction progresses until final grades are attained.

6.4.6 Benching
Where the natural slope is steeper than 5 -horizontal to 1 -vertical and where designated by the project Geotechnical Consultant, compacted fill material shall be keyed and benched into competent bedrock or firm compacted fill (Plate G-6 in Appendix F).

6.4.7 Mixing
Mixing of materials may be necessary to prevent layering of different soil types and/or different moisture contents. The mixing should be accomplished prior to and as part of compaction of each fill lift.

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6.4.8 Import Soils
Import soils, if required, should consist of clean, structural quality, compactable materials similar to the on -site soils and should be free of trash, debris or other objectionable materials. The project Geotechnical Consultant should be notified not less than 72 hours in advance of the locations of any soils proposed for import. Import sources should be sampled, tested, and approved by the project Geotechnical Consultant at the source prior to the importation of the soils to the site. The project Civil Engineer should include these requirements on plans and specifications for the project:

6.4.9 Fill Slope Construction
Fill slopes should be overfilled to an extent determined by the contractor, but not less than two (2) feet measured perpendicular to the slope face, so that when trimmed back to the compacted core a minimum 90 percent relative compaction is achieved.

Compaction of each fill lift should extend out to the temporary slope face. Back -rolling during mass filling at intervals not exceeding four (4) feet in height is recommended, unless more extensive overfilling is undertaken.

As an alternative to overfilling, fill slopes may be built to the finish slope face in accordance with the following recommendations:

1. Compaction of each fill lift should extend to the face of the slopes.

2. Back -rolling during mass grading should be undertaken at intervals not exceeding four (4) feet in height. Back -rolling at more frequent intervals may be required.

3. Care should be taken to avoid spillage of loose materials down the face of any slopes during grading. Spill fill will require complete removal prior to compaction, shaping, and grid rolling.

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4. At completion of mass filling, the slope surface should be watered, shaped, and compacted by track walking with a D-8 bulldozer, or equivalent, such that compaction to project standards is achieved to the slope face.

Proper seeding and planting of the slopes should follow as soon as practical to inhibit erosion and deterioration of the slope surfaces.

Proper moisture control will enhance the long-term stability of the finish slope surface.

6.4.10 Utility Trenches

6.4.10.1 Excavation
Utility trenches should be supported, either by laying back excavations or shoring in accordance with applicable OSHA standards. In general, existing site soils are classified as Soil Types "B" and "C" per OSHA standards. Upon completion of the recommended removals and recompaction, the artificial fill will be classified as Soil Type "B". The Project
Geotechnical Consulting should be consulted if geologic conditions vary from what is presented in this report. Flatter backcuts or shoring may be required depending on the depth of the utility lines and local conditions.

6.4.10.2 Backfill
Trench backfill should be compacted to at least 90 percent of maximum dry density as determined by ASTM D-1557.

Onsite soils will not be suitable for use as bedding material but will be suitable for use in backfill provided over -sized materials are removed. No surcharge loads should be
imposed above excavations. This includes spoil piles, lumber, concrete trucks, or other construction materials and
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equipment. Drainage above excavations should be directed away from the banks. Care should be taken to avoid
saturation of the soils. Compaction should be accomplished by mechanical means. Jetting of native soils will not be acceptable.

Under -slab trenches should also be compacted to project specifications. The soil engineer should be notified for inspection before placement of the nnembrane and slab
reinforcement.

6.4.11 Backcut Stability
Temporary backcuts, if required during unsuitable soil removals, should be made no steeper than 1:1 without review and approval of the geotechnical consultant. Flatter backcuts may be necessary where geologic conditions dictate and where minimum width dimensions are to be maintained.

Care should be taken during remedial grading operations in order to minimize risk of failure. Should failure occur, complete removal of the disturbed material will be required.

In consideration of the inherent instability created by temporary construction backcuts for stabilization fills and removals, it is imperative that grading schedules are coordinated to minimize the unsupported exposure time of these excavations. Once started, these excavations and subsequent fill operations should be maintained to completion without intervening delays imposed by avoidable circumstances. In cases where five-day workweeks comprise a normal schedule, grading should be planned to avoid exposing at -grade or near -grade excavations through a non -work weekend. Where improvements may be affected by ALTA CALIFORNIA GEOTECHNICAL, INC.

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temporary instability, either on or offsite, further restrictions such as slot cutting, extending work days, implementing weekend schedules, and/or other requirements considered critical to serving specific circumstances may be imposed.

6.5 Settlement and Settlement Monitoring
Deeper fills (>50 feet) as well as fill placed over saturated alluvium will be subject to settlements as a result of placement of overlying fills. Those settlements are anticipated to be complete within 1 to 2 months after rough grade accomplishment. Settlement monuments should be placed on lots shown on the enclosed Plates 1 through 8. Determinations relative to release for construction should be made based upon the settlement data and the relationship of the as - graded configuration to the proposed improvement.

The monuments should be installed upon rough grade accomplishment and surveyed weekly until data substantiates completion of the settlement process.

Final release for construction will be made based upon the results of the survey data. It is likely that less settlement -sensitive structures such as utilities can begin construction prior to residential unit release.

6.6 Slope Stability
The following is a discussion of slope stability onsite, based on the rough grading plans.

6.6.1 Fill Slopes
Fill slope stability can be affected by several factors including underlying geologic structure, strength of materials, height, inclination, and orientation of design slopes. It is anticipated that fill slopes on the project will be designed at a slope ratio of 2:1 (horizontal to vertical) with the highest slope being approximately 28 -feet. Fill slopes, when properly constructed with onsite materials, are expected to be grossly stable as ALTA CALIFORNIA GEOTECHNICAL, INC.

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designed. Stability calculations supporting this conclusion are presented on Plates D-1 through D-3 in Appendix D.

Keys should be constructed at the toe of all fill slopes. Key widths should be at least one-half the height of the slope and not less than 15 feet.

Minimum key depths at the toe should be 2 feet. Removals at the toe of the slope should be extended from the catch point of the design toe outward at a minimum 1:1 projection into approved material.

Skin -fill slope conditions should be avoided. If these conditions exist or are created during grading, they should be evaluated. Typical remediation for skin fill conditions are shown on Plate G-11 (Appendix. G).

6.6.2 Cut Slopes
The rough grading plans depicts proposed cut slopes at the site, and we anticipate that they will be primarily excavated in the San Timoteo Formation. The cut slopes within the tract will be inclined at 2:1 or flatter, the measured slope heights are up to approximately 24 -feet for 2:1 slopes and approximately 70 -feet for 3:1 slopes, Alta has performed a slope stability analysis on both the highest 2:1 and 3:1 cut slope and the results are presented on Plates D-4 and D-7 in Appendix D. The calculations indicate that the slope as well as lesser height slopes in similar materials will be grossly stable.

All cut slopes should be observed during grading by the Project Geotechnical Consultant. If adverse bedding, fracture patterns, or other unstable geological conditions are exposed, the cut slopes may need to be replaced with a drained stabilization fill, as generally depicted on Plates G-8, G-9 and G-10 in Appendix G.

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For fill over cut slopes, the cut slope portion should be evaluated prior to the placement of fill. Fill over cut slopes should be constructed in general conformance with Plate G-7.

6.7 Well and Septic System Abandonment
Groundwater wells and septic systems, such as seepage pits, if located in the proposed grading areas, should be abandoned in accordance with the requirements of the County of Riverside Department of Environmental Health, prior to initiation of grading activities.

6.8 Liquefaction
As discussed in Section 4.3.3 of this report, there is a potential for liquefaction to occur in areas underlain by saturated alluvium during seismic shaking. More specifically, liquefaction could cause differential settlement and/or lateral spreading at the site. Alta's calculations indicate that as much as 3.0 inches of vertical settlement may occur. Typically, half of that settlement should be considered differential (California Division of Mines and Geology, 2008, Special Publication 117a). For lightly -loaded, well -constructed structures underlain by a non -liquefiable layer over the liquefiable layers, such as will be developed at the site, the ultimate differential settlement across the structure may be more limited (Idriss and Boulinger, 2008). In consideration of the proposed removal and recompaction of the upper soils, and the relatively uniform thickness of the liquefiable layers under an individual residential structure, it is Alta's opinion that a differential settlement of 1.5 -inches in 40 feet can be utilized in the design. It is recommended to utilize post -tensioned foundation systems for lots underlain by saturated alluvium.

Conducting unsuitable soil removals and utilizing post -tensioned slabs are intended to reduce the effects of liquefaction on the structures to acceptable levels of risk. However, settlement can still affect other improvements onsite, ALTA CALIFORNIA GEOTECHNICAL, INC..

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such as pavement and utilities. Further discussion on this topic is presented in Section 7.11.

7.0 DESIGN CONSIDERATIONS
It is anticipated that one to two-story, wood -frame residential structures with slab on - grade and shallow foundations will be constructed. Either conventional or post tensioned slabs can be utilized for the project, although lots underlain by saturated alluvium shall utilize either post -tensioned or mat slabs. Upon the completion of rough grading, finish grade samples should be collected and tested in order to provide specific recommendations as they relate to individual building pads. These test results and corresponding design recommendations should be presented in a final rough grading report. Final slab and foundation design recommendations should be made based upon specific structure sitings, loading conditions, and as -graded soil conditions,
It is anticipated that the majority of onsite soils will possess "very low" to "low" expansion potential when tested in general accordance with ASTM Test Method D:
4829. For budgeting purposes, the following foundation design requirements for a range of potential expansion characteristics are presented.

7.1 Foundation Design
Foundations may be preliminary designed based on the values presented in Table 7-1 below.

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Table 7-1
Foundation Design Parameters*
Allowable Bearing
2000 Ibs/ft2 (assuming a minimum embedment depth and
width of 12 inches)
Lateral Bearing
250 Ibs/ft2 at a depth of 12 inches plus 250 Ibs/ft2 for each additional 12 inches of embedment to a maximum of 2000
Ibs/ft2.

Sliding Coefficient

0.35 Settlement
II
Differential
Static=1/2 inch in 40 feet
Dynamic=1/2 inch in 40 feet or
Dynamic=1.5 inches in 40 feet for lots underlain by saturated alluvium
*These values may be increased as allowed by Code to resist transient loads such as wind or seismic. Building code and structural design considerations may govern depth and reinforcement requirements and should be evaluated.

7.1.1 Conventional Foundation Systems
Based on the onsite soils conditions and information supplied by the CBC 2019, conventional foundation systems may be designed in accordance with Tables 7-1 and 7-2.

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TABLE 7-2

CONVENTIONAL FOUNDATION DESIGN PARAMETERS
Expansion Potential
Very Low to Low
Soil Category
1 Design Plasticity Index
12 Minimum Footing
Embedment
12 inches*
*The minimum footing embedments presented herein are based on expansion indexes. The structural engineer should determine minimum embedments based on the number of floors supported by the footings, the structural loading, and the requirements of the latest California Building Code.

Minimum Footing Width
12 -inches -The structural engineer shoulddetermine the minimum footing width based on loading and the latest California Building Code.

Footing Reinforcement
No. 4 rebar, one (1) on top, one (1) on bottom
Slab Thickness
4 inches (actual)
Slab Reinforcement
No. 3 rebar spaced 18 inches on center, each way
Under -Slab Requirement
See Section 7.2
Slab Subgrade Moisture
Minimum of 110 percent of optimum moisture to a depth of 12 inches prior to placing concrete.

Footing Embedment Adjacent to
Swales and Slopes
If exterior footings adjacent to drainage swales are to exist within five (5) feet horizontally of the swale, the footing should be embedded sufficiently to assure embedment below the swale bottom is maintained. Footings adjacent to slopes should be embedded such that at least five- (5) feet is provided horizontally from edge of the footing to the face of the slope.

Garages
A grade beam reinforced continuously with the garage footings shall be constructed across the garage entrance, tying together the ends of the perimeter footings and between individual spread footings. This grade beam should be embedded at the same depth. as the adjacent perimeter footings. A thickened slab, separated by a cold joint from the garage beam, should be provided at the garage entrance. Minimum dimensions of the thickened edge shall be six (6) inches deep. Footing depth, width and
reinforcement should be the same as the structure. Slab thickness, reinforcement and under -slab treatment should be the same as the structure.

7.1.2 Post -Tensioned Slabs/Foundation Design Recommendations Post -tensioned slabs for the project may be designed utilizing the parameters presented in Tables 7-1 and 7-3. The parameters presented herein are based on methodology provided in the. Design of Post- Tensioned Slabs -On -Ground, Third Edition, by the Post -Tensioning Institute, in accordance with the 2019 CBC. Lots underlain by saturated alluvium shall utilize either post -tensioned or mat slabs.

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TABLE 7-3

POST -TENSION SLAB DESIGN PARAMETERS
Category
Expansion Potential
Edge
Minimum
Embedment Em (ft}

1...... ...-...-..........

Lift
Ym
(inch)

0.61 Center Lift
Em (ft) 1 Ym (inch)
Very Low to Low
12 inches* 5.4 1

9.0 j 0.26
Slab Subgrade Moisture
Minimum 110% of optimum moisture to a depth of 12 inches prior to pouring concrete
Category I
Embedment*
The minimum footing embedments presented herein are based on expansion indexes. The structural engineer should determine minimum embedments based on thenumber of floors supported by the footings, the structural loading, and the requirements of the latest California Building Code. If mat slabs are utilized, alternate embedment depths can be provided.

Moisture Barrier
A moisture barrier should be provided in accordance with the recommendations presented in Section 7.2 The parameters presented herein are
Ground, Third Edition. No corrections
based on procedures
for vertical
parameters
presented in the Design of Post -Tensioned Slabs -On -
barriers at the edge of the slab, or for adjacent vegetation have are based on a Constant Suction Value of 3.9 pF.
been assumed. The design

7.2 Moisture Barrier
A moisture and vapor retarding system should be placed below the slabs -on - grade in portions of the structure considered to be moisture sensitive and should be capable of effectively preventing the migration of water and reducing the transmission of water vapor to acceptable levels. Historically, a 10 -mil plastic membrane, such as Visqueen, placed between two to four inches of clean sand, has been used for this purpose. The use of this system or other systems can be considered, at the discretion of the designer, provided the system reduces the vapor transmission rates to acceptable levels.

7.3 Seismic Design
In accordance with the requirements in Section 11.4.8 of ASCE 7-16, Alta has performed a site -specific ground motion analysis for the subject project. The analysis was performed in accordance with Chapter 21 of ASCE 7-16, the 2019 CBC, and the 2014 USGS Ground Acceleration Maps. The USGS Unified Hazard Tool ( https://earthquake.usgs.gov/hazards/interactive/index.php) and the USGS National Seismic Hazard Map source model was utilized to perform the analysis.

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The site class was determined based on the subsurface investigation and published geologic maps in the area in general conformance with Chapter 20 of ASCE 7-16. Based on the subsurface investigations onsite and the anticipated remedial grading operations, a Site Class of D was selected (shear wave velocity of 257 m/s) for lots underlain by engineered fill and San Timoteo Formation. For lots underlain by saturated alluvium, there is a potential for liquefaction onsite which would result in a Site Class of F. However, it is assumed that the proposed structures onsite will have a fundamental period of vibration equal to or less than 0.5s. As such, per Section 20.3.1 of ASCE 7-16, a Site. Class of E may be utilized for lots underlain by saturated alluvium. The structural engineer shall verify the fundamental period of vibration of the proposed structures. Final determination on site class shall be made on a lot -by -lot basis upon the completion of grading..

Probabilistic (MCER) ground motions were determined in accordance with Method 2 of Section 21.2.1 of ACE 7-16. The site specific MCER was taken as the lesser of the probabilistic and deterministic ground motions.

The design response spectrum was determined per Section 21.3 of ASCE 7-16.

Design acceleration parameters were determined per Section 21.4 of ASCE 7-16 and the results are presented in Table 7-4. These parameters should be verified by the structural engineer. Additional parameters should be determined by the structural engineer based on the Occupancy Category of the proposed structures.

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TABLE 7-4 Seismic Ground Motion Values
2019 CBC and ASCE 7-16
Parameter
value
Site Latitude

33.9490
Site Longitude
-117.0491
Underlying Soil Conditions
Engineered Fill over
San Timoteo
Formation
Engineered Fill over
Saturated Alluvium
Site Class
D
E (assuming
structures
fundamental period
of vibration is equal
to or less than 0.5s)
Spectral Response Acceleration Parameter, Ss

1.803

1.803
Spectral Response Acceleration Parameter, St

0.69 0.69
Site Coefficient, Fa

1.0 -
Site Coefficient, Fv
(Per Table 11.4-2 of ASCE 7-16. Site Specific
Parameters Govern)

1.7 -
Site Specific Parameters Per Chapter 21 of ASCE 7-16
MCE Spectral Response Acceleration
Parameter, SMs.

1.803

1.593
MCE Spectral Response Acceleration
Parameter, SMi.

1.256
1,580
Design Spectral Response Acceleration
Parameter, SOS
1,202

1.062
Design Spectral Response Acceleration
Parameter, Sol

0.837

1.053
Peak Ground Acceleration, PGAM

0.936

0.808
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7.4 Footing Excavations
Soils from the footing excavations should not be placed in slab -on -grade areas unless properly compacted and tested. The excavations should be cleaned of all loose/sloughed materials and be neatly trimmed at the time of concrete placement.

7.5 Retaining Wall Design
Retaining walls should be founded on compacted fill and should be backfilled with granular soils that allow for drainage behind the wall. Foundations may be designed in accordance with the recommendations presented in Table 7-1, above. Unrestrained walls, free to rotate at least 0.001 radians, may be designed to resist lateral pressures imposed by a fluid with a unit weight determined in accordance with the Table 7-5 below. The table also presents design parameters for restrained retaining walls. These parameters may be used to design retaining walls that may be considered as restrained due to the method of construction or location (corner sections of unrestrained retaining walls).

TABLE 7-5
Equivalent Fluid Pressures for 90% Compacted Select Fill Backfill
Active Pressure (psf/ft)
At -Rest Pressure (psf/ft)
Level
35 _
55 2:1

52. 100
Per the requirements of the CBC, the seismic force acting on the retaining walls with backfill exceeding 6 -feet in height may be resolved utilizing the formula

29.5H2 Ib/lineal ft (H=height of the wall). This force acts at approximately 0.6H above the base of the wall (inverted triangle). The seismic value can be converted as required by the retaining wall engineer.

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➢ Restrained retaining walls should be designed for "at -rest" conditions, utilizing at -rest pressure.
➢ The design loads presented in the above table are to be applied on the retaining wall in a horizontal fashion and as such friction between wall and retained soils should not be allowed in the retaining wall analyses. ➢ Additional allowances should be made in the retaining wall design to account for the influence of construction loads, temporary loads, and possible nearby structural footing loads.
➢ Select backfill should be granular, structural quality backfill with a Sand Equivalent of 20 or better and an ASCE Expansion Index of 20 or less. The backfill must encompass the full active wedge area. The upper one foot of backfill should be comprised of native on -site soils (see Plate A). ➢ The wall design should include waterproofing (where appropriate) and backdrains or weep holes for relieving possible hydrostatic pressures. The. backdrain should be comprised of a 4 -inch perforated PVC pipe in a 1 ft. by 1 ft., %-inch gravel matrix, wrapped with a geofabric. The backdrain should be installed with a minimum gradient of 2 percent and should be outletted to an appropriate location.

D. No backfill should be placed against concrete until minimum design strengths are achieved.

It should be noted that the passive resistance and allowable bearing values presented in Table 7-1 are based on level conditions at the toe. Modified design parameters can be presented for retaining walls with sloping conditions at or near the toe.

7.6 Exterior Slabs and Walkways
Exterior concrete slabs and walkways should be designed and constructed in consideration of the following recommendations.

7.6.1 Subgrade Compaction
The subgrade below exterior concrete slabs should be compacted to a minimum of 90 percent relative compaction as determined by ASTM Test Method: D 1557.

ALTA CALIFORNIA GEOTECHNICAL, INC.

RETAINING WALL BACKFILL DETAIL
rib
NATIVE i— II
i 1 I :2
BACKFILL 16:410/%,
=
I I�

PROVIDE

DRAINAGE
SWALE
12 IN. MIN. - H/2 MIN. ---0-
V
*OR AS MODIFIED 1

BY A SPECIFIC REPORT

NATIVE OR SELECT

SELECT BACKFILL BACKFILL
E.I.. .20:
�2".MIN.;.•' �. �;
.4° !I) a' �'� d,. �.• •• o,

DRAIN LATERALLY,

OR PROVIDE WEEP

HOLES AS REQUIRED

TO DRAIN
PIPE: 4 -INCH PERFORATED PVC, SCHEDULE 40, SDR35 OR APPROVED ALTERNATE MINIMUM 8 PERFORATIONS (1/4 -IN. DIA.) PER LINEAL FT. IN BOTTOM HALF OF PIPE
ROCK: MINIMUM VOLUME OF 1 CU. FT. OF 3/4 -IN. MAX. ROCK PER. LINEAL FOOT

OF PIPE, OR APPROVED ALTERNATE
FILTER FABRIC: MIRAFI 140 FILTER FABRIC OR APPROVED EQUIVALENT A� 4- ALTA CALIFORNIA GEOTECHN1CAL, INC .

VER. 1/10

PLATE A
PATH: S:\Drafting\ALTA GEOTECHNICAL\GRADI
G DETAILS\PLAT?a4 34 1 of 1

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7.6.2 Subgrade Moisture
The subgrade below concrete slabs should be moisture conditioned to a minimum of 110 percent of optimum moisture content prior to concrete placement.

7.6.3 Concrete Slab Thickness
Concrete flatwork and driveways should be designed utilizing four -inch minimum thickness.

7.6.4 Concrete Slab Reinforcement
Utilization of reinforcement for flatwork and driveways is subject to a cost/benefit analysis for the developer. Reinforcement will decrease the amount of cracking that may occur in flatwork, however, planning for occasional repairs may be more cost effective. The majority of the soils onsite are classified as very low to low in expansion potential.

Consideration should be given to reinforcing flatwork with irregular (non- square/rectangular) shapes.

7.6.5 Control Joints
Weakened plane joints should be installed on walkways at intervals of approximately eight feet. Exterior slabs should be designed to withstand shrinkage of the concrete,

7.7 Concrete Design
As stated in Section 5.1.8, negligible concentrations of sulfates were detected in the samples previously tested. The use of sulfate resistant concrete shall not be required on lots with negligible concentrations of sulfates. Upon completion of grading, finish grade samples should be taken and tested for sulfate content in order to formulate final concrete design recommendations.

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7.8 Corrosion
Based on previous resistivity testing, the onsite soils are corrosive to buried metal objects. Buried ferrous metals should be protected against the effects of corrosive soils in accordance with the manufacturer's recommendations. Typical measures may include using non -corrosive backfill, protective coatings, wrapping, plastic pipes, or a combination of these methods. A corrosion engineer should be consulted if specific design recommendations are required by the improvement designer.

Per ACI 318-14, an exposure class of C1 would be applicable to metals encased in concrete (rebar in footings) due to being exposed to moisture from surrounding soils. Per Table 19.3.2.1 of ACI 318-14, the requirements for concrete with an exposure class of C1 are a minimum compressive strength of 2500 psi and a maximum water-soluble chloride ion content in concrete of 0.30 (percent by weight of cement).

7.9 Pavement Design
Pavement sections for the proposed streets shall be designed based on laboratory testing conducted on samples taken from the soil subgrade.

Preliminarily, based on an assumed R -Value of 30, the pavement may be designed utilizing the sections presented in Table 7-6. These sections should be. verified upon the completion of grading, based on R -Value testing. The ultimate pavement section design for public streets is under the City of Beaumont's purview.

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Table 7-6
Preliminary Pavement Sections
Traffic
Index
Pavement Section Options
OR

5.0 3 -inch AC on 6 -inch AB
4 -inch AC on 6 -inch AB

5.5 3 -inch AC on 7 -inch AB
4 -inch AC on 6 -inch AB

6.0 3.5 -inch AC on 7.5 -inch AB
4 -inch AC on 6,5 -inch AB
AC -Asphalt Concrete
AB-Caltrans Class II Base
City of Beaumont Minimum is 3" AC over 6" AB
The underlying subgrade soil should be suitably moisture conditioned, processed and compacted to a minimum 95 percent of the laboratory maximum density (ASTM: D 1557) to at least twelve (12) inches below subgrade. After subgrade compaction, the exposed grade should then be "proof" -rolled with heavy equipment to ensure the grade does not "pump" and is verified as non -yielding.

Preparation for compaction operations and pavement construction operations should be accomplished in accordance with the current requirements of the City of Beaumont and under the observation and testing of the project geotechnical consultant.

7.10 Site Drainage
Positive drainage away from the proposed structures should be provided and maintained. Roof, pad and lot drainage should be collected and directed away from the structures toward approved disposal areas through drainage terraces, gutters, down drains, and other devices. Design fine grade elevations should be maintained through the life of the structure or if design fine grade elevations are altered, adequate area drains should be installed in order to provide rapid discharge of water, away from structures. Residents and Homeowner Associations should be made aware that they are responsible for maintenance ALTA CALIFORNIA GEOTECHNICAL, INC..

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and cleaning of all drainage terraces, down drains, and other devices that have been installed to promote site and structure drainage.

7.11 Deepened Footings and Setbacks
It is generally recognized that improvements constructed in proximity to properly constructed slopes can, over a period of time, be affected by natural processes including gravity forces, weathering of surficial soils and long term (secondary) settlement. Most building codes, including the California Building Code (CBC), require that structures be setback or footings deepened, where subject to the influence of these natural processes. For the subject site, where foundations for residential structures are to exist in proximity to slopes, the footings should be embedded to satisfy the requirements presented in the following figure.

Consideration of these natural processes should be undertaken in the design and construction of other improvements. Homeowners are advised to consult with qualified geotechnical engineers, designers, and contractors in the design and construction of future improvements. Each lot and proposed improvement should be evaluated in relation to the specific site conditions, accounting for the specific soil conditions.

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7.12 Improvement Design Recommendations
As noted in Section 6.8, there is a potential for liquefaction to occur in the saturated alluvium which may cause differential settlement. A combination of removals and structural design has been proposed to protect the residential structures onsite, however, other improvements, such as utility lines and street pavement may be affected by liquefaction. Consideration should be given to designing utility lines with flexible connections to assist in accommodating the potential settlement. Repair and remedial work should be anticipated after a liquefaction event.

8.0 SLOPE AND LOT MAINTENANCE
Ongoing maintenance of the improvements is essential to the long-term performance of structures and slopes. As such, the owners must implement certain maintenance procedures. The following recommendations should be implemented.

8.1 Slope Planting
Slope planting should consist of ground cover, shrubs, and trees that possess deep, dense root structures and require a minimum of irrigation. The residents or Homeowner Association should be advised of their responsibility to maintain such planting.

8.2 Lot Drainage
Roof, pad and lot drainage should be collected and directed away from structures and slopes and toward approved disposal areas. Design fine grade elevations should be maintained through the life of the structure or if design fine grade elevations are altered, adequate area drains should be installed in order to provide rapid discharge of water, away from structures and slopes. Residents should be made aware that they are responsible for maintenance and cleaning of all drainage terraces, down drains, and other devices that have been installed to promote structure and slope stability.

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8.3 Slope Irrigation
The resident or owner should be advised of their responsibility to maintain irrigation systems. Leaks should be repaired immediately. Sprinklers should be adjusted to provide maximum uniform coverage with a minimum of water usage and overlap. Overwatering with consequent wasteful run-off and serious ground saturation should be avoided. If automatic sprinkler systems are installed, their use must be adjusted to account for natural rainfall conditions.

8.4 Burrowing Animals
Residents or owners should undertake a program for the elimination of burrowing animals. This should be an ongoing program in order to maintain slope stability.

9.0 FUTURE PLAN REVIEWS
This report represents a geotechnical review of the plans and referenced reports. As the project design progresses, site specific geologic and geotechnical issues need to be considered in the design and construction of the project. Consequently, future plan reviews may be necessary. These reviews may include reviews of:
➢ Precise Grading Plans
➢ Foundation plans
These plans should be forwarded to the Project Geotechnical Consultant for review.

10.0 CLOSURE

10.1 Geotechnical Review
For the purposes of this report, multiple working hypotheses were established for the project, utilizing the available data and the most probable model is used for the analysis. Future information collected during the proposed grading operations is intended to evaluate the hypothesis and as such, some of the assumptions summarized in this report may need to be changed. Some modifications of the grading recommendations may become necessary, should ALTA CALIFORNIA GEOTECHNICAL, INC.

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the conditions encountered in the field differ from the conditions hypothesized in this report.

Plans and sections of the project specifications should be reviewed by Alta, to evaluate conformance with the intent of the recommendations contained in this report. If the project description or final design varies from that described in herein, Alta must be consulted regarding the applicability of the recommendations contained herein and whether any changes are required. Alta accepts no liability for any use of its recommendations if the project description or final design varies and Alta is not consulted regarding the alterations.

10.2 Limitations
This report is based on the following: 1) the information obtained from the previous subsurface investigation at the approximate locations indicated on the plans included herein; and 2) from the information presented in the referenced reports. The findings and recommendations are based on the results of the subsurface investigation, laboratory testing, and office analysis combined with an interpolation and extrapolation of conditions between and beyond the subsurface excavation locations. The findings are also based on information from previous investigations/geotechnical reports contained in the included references. The results reflect an interpretation of the direct evidence obtained. Work performed by Alta has been conducted in a manner consistent with the level of care and skill ordinarily exercised by members of the geotechnical profession currently practicing in the same locality under similar conditions. No other representation, either expressed or implied, and no warranty or guarantee is included or intended.

The recommendations presented in this report are based on the assumption that an appropriate level of field review will be provided by a geotechnical consultant who is familiar with the design and site geologic conditions. That field review ALTA CALIFORNIA GEOTECHNICAL, INC.

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shall be sufficient to confirm that geotechnical and geologic conditions exposed during grading are consistent with the geologic representations and corresponding recommendations presented in this report.

The conclusions and recommendations included in this report are applicable to the specific design of this project as discussed in this report. They have no applicability to any other project or to any other location and any and all subsequent users accept any and all liability resulting from any use or reuse of the data, opinions, and recommendations without the prior written consent of Alta.

Alta has no responsibility for construction means, methods, techniques, sequences, procedures, safety precautions, programs in connection with the construction, acts or omissions of the CONTRACTOR or any other person performing any of the construction, or for the failure of any of them to carry out the construction in accordance with the final design drawings and specifications.

ALTA CALIFORNIA GEOTECHNICAL, INC.

APPENDIX A

REFERENCES
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APPENDIX A
Selected References

1. ATC, 2020, Hazards by Location( https://hazards,atcouncil.org/#/)

2. Bartlett, Hansen and Youd (2002), Revised Multilinear Regression Equations for Prediction of Lateral Spread Displacement, Journal of Geotechnical and Geoenvironmental Engineering, December 2002.

3. Boulanger, A.W. and Idriss, I.M. (2014), CPT and SPT Based Liquefaction Triggering Procedures, Center for Geotechnical Modeling, University of California Davis; Report No. UCD/CGM-14/01, April 2014.

4. Alta California Geotechnical, Inc. 2019, Geotechnical Review, Tracts Nos. 37696, 37697 and 37698, Planning Area 25, Phase 4 of the Fairway Canyon Development, City of Beaumont, California, dated June 3, 2019 (Project No. 1-160).

5. Alta California Geotechnical, Inc. 2018b, Supplemental Geotechnical Report, Summary of Recent Subsurface Investigation, Tracts Nos. 31462-21 and -22, Planning Area 26, Phase 4 of the Fairway Canyon Development, City of Beaumont, California, dated April 17, 2018 (Project No. 1-160).

6. Alta California Geotechnical, Inc. 2018a, Geotechnical Review, Tracts Nos. 31462-21 and -22, Planning Area 26, Phase 4 of the Fairway Canyon Development, City of Beaumont, California, dated January 4, 2018 (Project No. 1-160).

7. Alta California Geotechnical, Inc., 2016b, Updated Geotechnical Review, Phase 4 of the Fairway Canyon project, City of Beaumont, California, February 17, 2016 (Project.

Number 1-0160).

8. Alta California Geotechnical, Inc., 2016a, Updated Foundation Design Recommendations, Proposed Golf Cart Tunnels A and B, Associated with Phase 4 of the Fairway Canyon project, City of Beaumont, California, January 12, 2016 (Project Number 1-0160).
9, California Code of Regulations, 2016, California Building Code, Title 24, Part 2, Volume 2, Effective Date January 1, 2017.

10. California Division of Mines and Geology, 2008, Guidelines for evaluating and mitigating seismic hazards in California: Department of Conservation, Special Publication 117a.

11. ldriss, I. M. and Boulanger, R. W., 2008, Soil Liquefaction during Earthquakes, Oakland, California: Earthquake Engineering Research Institute.

12. Olsen, S.M. and Stark, D.S., 2002, Liquified Strength ratio from liquefication flow failure case histories, Canada Geotech J. 629-647
ALTA CALIFORNIA GEOTECHNICAL, INC.

Project Number 1-0160-H Page 2
August 27, 2020

13. Pacific Soils Engineering, Inc., 2007, Grading Plan Review for Phase 4 of the Fairway Canyon Development, Tracts 31462-16 through 31462-22, City of Beaumont, California, dated February 12, 2007, Work Order 700003-G4.

14. Romanoff, Melvin, 1989, Underground Corrosion, NBS Circular 579, Reprinted by NACE, Houston, TX, 1989.

15. California Geological Survey, 2018, Earthquake Fault Zones, A Guide For Government Agencies, Property Owners/Developers, and Geoscience Practitioners For Assessing Fault Rupture Hazards in California, Special Publication 42, revised 2018.

16. Riverside County Information Technology, 2020,
h.ttps://gis.countyofriverside.us/Html5viewer/??viewer=MMC Public ALTA CALIFORNIA GEOTECHNICAL, INC.

APPENDIX B-1
Subsurface Investigation
ALTA CALIFORNIA GEOTECHNICAL, INC.

UNIFIED SOIL CLASSIFICATION SYSTEM
Major Divisions
grf
Itr
Description
Major Divisions
grf
Itr
Coarse
Grained
Soils
More than
50%
retained on
No. 200
sieve
Gravel
and
Gravelly
Soils
More
than 50%
of coarse traceon c
r Na .
s
•W
l
i_
Gw
Weil -graded gravels or gravel sand Inorganic
mixtures, little or no fines
Fine
Silts
And
Clays
LL, 50

LABORATORY TESTS
Symbol
Test
DS
DSR
CON
SA
MAX
RV
El
SE
AL
CHEM
HY
Direct Shear
Direct Shear
(Remolded)
Sieve Analysis
Maximum Density
Resistance (R) Value
Expansion Index
Sand Equivalent
Atterberg Limits
Chemical Analysis
Hydrometer Analysis

CONSISTENCY CLASSIFICATION
Silts and Clays
Criteria
Very Soft
Soft
Firm
Stiff
Very Stiff
`rhumb penetrates soil >1 in.

Thumb penetrates soil 1 in.

Thumb penetrates soil 114 in.

Readily indented with thumbnail
Thumbnail will not indent soil

SOIL MOISTURE
Increasing Visual Moisture Content
Dry - Dry to touch
Moist - Damp, but no visible free water
wet - Visible free water

HARDNESS
Bedrock
Soft
Moderately Hard
Hard
Very Hard

SIZE PROPORTIONS
Trace - <5%
Few - 5 to 10%
Some - 15 to 25%

KEY TO EXPLORATORY BORING LOGS
ALTA CALIFORNIA GEOTECHNICAL INC..

PLATE B

SHEET 1 OF 1
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
1-0160
1/16/17
1/16/17
2R
Hollow Stem Auger.

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway
GROUND ELEV.

GW DEPTH (FT)
DRIVE WT.

DROP
2246
27 140 Ibs..
30 in:

BORING DESIG. BH-03

LOGGED BY
NOTE
TM JC
- uj
BLOWS
O
o
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT(%)
DRY (pcf) l I

DENSITY
0 o
cc
OTHER
TESTS
ML
ALLUVIUM (Gal): SANDY SILT, very fine grained,
orangish tan, slightly
-
2245—
moist, soft.
5—
-
-
-
2240-
10—
-
-
-
2235—
15--
-
2230-
20—
-
-
-
J
2225—'
16 @ 22.0 ft. firm, trace Clay.

10.5 117
67 25—
-
-
2220—
T-
10 . ••
ML
@ 27.0 ft. SANDY CLAYEY SILT, fine to medium grained, reddish

19.9 108
97 -
%�f
-\brown, wet, soft, Groundwater encountered.

TOTAL DEPTH 28.0 FEET
GROUNDWATER ENCOUNTERED AT 27.0 FEET

NO CAVING OBSERVED
SAMPLE
TYPES:
1 GROUNDWATER

CONTINUOUS CORE
/ SEEPAGE
Alta California Geotechnical, Inc.

IN
k3 SPT (SPLIT SPOON) SAMPLE
J: JOINTING C: CONTACT
111 BULK SAMPLE I TITUBE SAMPLE
B: BEDDING F: FAULT
S: SHEr RS. P -,5:1f31 FACE
P.N. 1-0160 PLATE B-3

SHEET 1 OF 1
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
1-0160
1116117
1/16/17
2R
Hollow Stem Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway
GROUND ELEV.

GW DEPTH (FT)
DRIVE WT.

DROP
2237
27 140 lbs
30 in..

BORING DESIG. BH-04

LOGGED BY
NOTE
TM. JC
DEPTH
(Feet)
BLOWS

LITHOLOGY
GROUP
SYMBOL

MOISTURE
CONT(%)
DRY (pcf)

DENSITY
URA{TION
(%)
>
IT;
w
-ui
0-11
co

GEOTECHNICAL DESCRIPTION
OTHER
TESTS
-
-
5 -
10—
-
15 -
-
20—
-
25 -
30—
-
2235-
2230—
-
2225—
13 15
8 22.
•
•.
•
. •
ML
ML
ML
ALLUVIUM (Qal): SANDY SILT, very tine grained, orangish tan, slightly

8.9 13.5

17.4 111
117
49 85
moist, soft.
@ 5.0 ft. SILT, tan, slightly moist, soft, trace Clay:
—
@ 15.0 ft. SANDY SILT, very fine grained, orangish tan, moist to wet, soft, trace Clay and Roots.
—
@ 20.0 ft. dark orange, wet,. soft.
@ 25,0 ft. No Recovery.
1 27.0 ft. Groundwater encountered.
—
2220-
2215—
2210—
R
TOTAL DEPTH 31.0 FEET
GROUNDWATER ENCOUNTERED AT 27.0 FEET

NO CAVING OBSERVED
SAMPLE TYPES:

N CONTINUOUS CORE

M SPT (SPLIT SPOON) SAMPLE
BULK SAMPLE El TUBE SAMPLE
1 GROUNDWATER
► SEEPAGE
J: JOINTING C: CONTACT
B: BEDDING F: FAULT
S: SHEeliviRS4 hPr-4,1 5- FACE
Alta California Geotechnical, Inc.

P. N. 1-0160 PLATE B-4

SHEET 1 OF 1
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
1-0160
1/16/17
1116117
2R
Hollow Stem Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway
GROUND ELEV. 2226

GW DEPTH (FT)
DRIVE WT.

DROP
140 lbs
30 in,
BORING DESIG. BH-05

LOGGED BY
NOTE
TM JC
DEPTH
(Feet)
SMPEE
TY
BLOWS

LITHOLOGY
GROUP
SYMBOL

MOISTURE
CONT (%)
DRY (pcf)

DENSITY

URATION
(%)
LLI
w

GEOTECHNICAL DESCRIPTION
OTHER
TESTS
-
-
10—
-
15 -
-
20—
-
2225—
222.0-
19 11
80 .

ML
ML
ALLUVIUM (Qal): SANDY SILT, very fine grained, orangish tan,

7.3 12.9

19.8 116
117
110
45 82
98 slightly moist, soft.
© 5.0 ft. tan, dry to slightly moist, soft, trace Gravel. —
@ 10.0 ft. yellowish tan, dry to slightly moist.
r@ 15.0 ft. CLAYEY SILT, yellowish tan, dry to slightly moist, soft. 2215
2210
-

1.8.0 ft. SAN TIMOTEO FORMATION (QTst): CLAYEY
SI.LTSTONE, light tan, slightly moist, hard.
--
R
2205
TOTAL DEPTH 21.0 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING OBSERVED
SAMPLE TYPES:

Ira? CONTINUOUS CORE
11 SPT (SPLIT SPOON) SAMPLE
n BULK SAMPLE / TUBE SAMPLE
1 GROUNDWATER

SEEPAGE
J: JOINTING C: CONTACT
B: BEDDING F: FAULT
S: SHEF r RS; �U7PTI RFACE
Alta California Geotechnical, Inc.

P.N. 1-0160 PLATE B-5

GEOTECHNICAL BORING LOG
SHEET 1 OF 1
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
1-0160
1/16/17
1/16/17
2R
Hollow Stem Auger
PROJECT NAME Fairway
GROUND ELEV. 2221 BORING DESIG. BH-06
GW DEPTH (FT) 18 LOGGED BY
DRIVE WT. 140 lbs NOTE
DROP
TM. JC
DEPTH
(Feet)
SAMPLE
TYPE
BLOWS

LITHOLOGY
GROUP
SYMBOL
.............. .

MOISTURE
CONT (%)
DRY (pcf)

DENSITY

URATION
(%)
OTHER
TESTS
>
w

GEOTECHNICAL DESCRIPTION
-
5 -
10—
-
15 20
-
2220—
2215-
-
2210-
11 g
. . .. . . . .. . .. . . .
%
J/f
,
ML
ML
CL
SC
ALLUVIUM (Dal): SANDY SILT, very fine grained,
orangish tan, slightly
-
yellowish brown, moist,
wet, moderately dense.

14.6 18.9
103
109
63 98
moist, soft.
@ 5.0 ft. SILT, yellowish tan, slightly moist, soft.
@ 15.0 ft. SANDY SILTY CLAY, fine grained,
soft, coarse grained Lithics.
@ 18.0 ft. Groundwater encountered.
@ 20.0 ft. CLAYEY SAND, coarse grained, tan,
R
2205
R

22.00 TOTAL DEPTH 21.0 FEET
GROUNDWATER ENCOUNTERED AT 18.0 FEET
NO CAVING OBSERVED.

SAMPLE TYPES:

NI CONTINUOUS CORE
© SPT (SPLIT SPOON) SAMPLE
a BULK SAMPLE [LI TUBE SAMPLE
1 GROUNDWATER
». SEEPAGE
J: JOINTING C: CONTACT
B: BEDDING F: FAULT
S: SHE 2 RyinrylR FACE
Alta California Geotechnical, Inc.

P.N. 1-0160 PLATE B-6

SHEET 1 OF 2
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
1-0160
1/17117

1.117117
2R
Hol ow Stem Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway
GROUND ELEV. 2243

GW DEPTH (FT)
DRIVE WT.

DROP
140 lbs
30 in.

BORING DESIG. BM -07

LOGGED BY
NOTE
TM, JC
DEPTH
(Feet)
Lu
SAMPLE
TYPE
o
m

LITHOLOGY
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT (%)
DRY (pcf)

DENSITY

URATION
(%)
OTHER
TESTS
-.

ML
ALLIJVUJM (Gal): SANDY SILT, very fine grained, orangish tan, slightly -
-
moist, soft.
•
-
2240—
.
•
5-

-
.
-
-
2235-
'
10-
-
..
-
-
2230—
15 @ 15.0 ft. yel:lorishtan, dry to slightly moist.
-
2225-
•
20—
-
—
•
-
2220—
'
25—
1 —
-2215—
•
30—
-
—
.
-
2210—

35—
-
—
@ 35.0 ft. trace Gravel:
'
@ 37.0 ft. sots to firm.
-
2205— •
1 Continued,
SAMPLE TYPES:

I GROUNDWATER
ai CONTINUOUS CORE
► SEEPAGE
Alta California Geotechnical, Inc.
0SPT
(SPLIT

SPOON) SAMPLE
J: JOINTING C: CONTACT

BULK SAMPLE
SAMPLE
B: BEDDING F: FAULT
S: SHED RS TI R t&FACE
nr_
P.N. 1-0160 PLATE B-7
n
0 TUBE

SHEET 2 OF 2
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
1-0160

1.117117
1/17/17
2R
Hollow Stem Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway
GROUND ELEV. 2243

GW DEPTH (FT)
DRIVE WT.

DROP
140 lbs
30 in.

BORING DESIG. BH-07

LOGGED BY
NOTE
TM. JC
DEPTH
(Feet) 11
u
SAMPLE
TYPE
BLOWS

LITHOLOGY
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT (%)
DRY (pcf)

DENSITY

URATION
(%)
OTHER.

TESTS
_
-
45—
R
37 75
'•
/
CL

ALLUVIUM (Gal): Continued.
tan, slightly moist,

21.6 16.1
104
112
98 90

40.0 ft. SANDY SILTY CLAY, very fine grained,
firm to stiff, trace Gravel.
2200—
@41.0 ft. QTEO FORI41ATIOFTMfTStj"STRY
CLA 5rONE,
film.

L —
light greenish gray, slightly moist, hard, carbonate

R
TOTAL DEPTH 46.0 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING OBSERVED
SAMPLE
TYPES:

CONTINUOUS CORE

SPT (SPLIT SPOON) SAMPLE
BULK SAMPLE I�TUBE SAMPLE
i GROUNDWATER
► SEEPAGE
J: JOINTING C: CONTACT
B: BEDDING F: FAULT
S: SHEAR A�RS,Alinl# FACE
Alta California Geotechnical, Inc.

P.N. 1-0160 PLATE B-7
Irk
M
El

SHEET 1 OF 1
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
1-0160
1/17/17
1/17/17
2R
Hollow Stem Auger ..

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway
GROUND ELEV. 2237

GW DEPTH (FT)
DRIVE WT.

DROP
140 lbs
30 in.

BORING DESIG. BH-08

LOGGED BY
NOTE
TM.JC
DEPTH
(Feet)
Li.]

SAMPLE I
TYPE
BLOWS

LITHOLOGY
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT(%)
DRY (pcf)

DENSITY

URATION
(
•
-
ML
ALLUVIUM (Qal): SANDY SILT, very fine grained,
yellowish tan, dry to
slightly moist, soft, trace Clay.
-
2235-
5-
-
-
-
2230-
10-
-
-
-
2225-
-
15-
-
-
-
2220-
20-
-
_
@ 20.0 ft. tan.
-2215-
25-
-
-
2210-
30-
_
R
36 @ 30.0 ft. yellowish tan, trace Gravel and Clay.

6.6 -
2205-
@ 33.0 ft. Gravel lens.

V@

34.0 ft. SAN TIMOTEO FORMATION (OTst):

CLAYEY
35 50
SILTSTONE, orangish tan, dry to slightly moist,
hard, granitic fragments. -
7 4
120
51 R
=
-
2200-
-
-
TOTAL DEPTH 38.0 FEET

NO GROUNDWATER ENCOUNTERED
NO CAVING OBSERVED.

SAMPLE TYPES:

Y GROUNDWATER
0 CONTINUOUS CORE
)♦ SEEPAGE
Alta California Geotechnical, Inc,

M SPT (SPLIT SPOON) SAMPLE
J: JOINTING C: CONTACT
® BULK SAMPLE ii TUBE SAMPLE
B: BEDDING F: FAULT
S: SHE, 2nn RS R4PA;IF3IF FACE
P.N. 1-0160 PLATE B-8

SHEET 1 OF 1
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
1-0160
1/17/17
1/17/17
2R .....

Hollow Stem Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway
GROUND ELEV.

GW DEPTH (FT)
DRIVE WT.

DROP
2210
18 140 lbs.
30 in.

BORING DESIG. BH-09

LOGGED BY
NOTE
TM. JC
DEPTH
(Feet)
w
uJ
2210

STYPEE I
BLOWS

LITFIOLOGY
GROUP
SYMBOL
GEOTECHNICAL. DESCRIPTION
MOISTURE.

GONT(%)
DRY (pci)

DENSITY

U RATI O N
(%)
OTHER
TESTS
ML
ALLUVIUM Pal): SANDY SILT, very fine grained,
yellowish tan, dry to
-
slightly moist, soft.
5-
2205-
•
-
•
10-
2200-
-
@ 10.0 ft. some Clay.
15-
2'195-
-
_
@ 18.0 ft. Groundwater Encountered.
20-
2190
R
9 %%
%
CL
@ 20.0 ft. SANDY CLAY, tan, wet, soft, with Silt.

20.4 104
93 _
25-
'
-
2185
R
11 @. 25.0 ft. No Recovery.

TOTAL DEPTH 26.0 FEET
GROUNDWATER ENCOUNTERED AT 18.0 FEET

NO CAVING OBSERVED
SAMPLE
TYPES;

Y GROUNDWATER

CONTINUOUS CORE
► SEEPAGE
Alta California Geotechnical, Inc.

Ira
n SPT (SPLIT SPOON) SAMPLE
J: JOINTING C: CONTACT
® BULK SAMPLE CT] TUBE SAMPLE
B: BEDDING F: FAULT
S: SHEM pSta P 4 RIE2WACE
P.N. 1-0160 PLATE B-9
-

APPENDIX B-2
Previous Subsurface Investigation
(PSE, 2007)
ALTA CALIFORNIA GEOTECHNICAL, INC.

UNIFIED SOIL CLASSIFICATION SYSTEM
Major Divisions
grf
lir
Description .

Major Divisions
grf
lir Description
Coarse.

Grained
Crave)
and
Gravelly
Soils
More than
situ of
coarse
fraction
retained on
No. 4sieve
a W
i
•
,W
Well -graded gravels or gravel sand
mixtures, little or no fines
Fine
Silts
And
Clays
ML
Inorganic silts and very fine sands,
rock flour, silty or clayey fine sands
or clayey silts with slight plasticity
--
—
GP
Poorly -graded ravels. or gravel
sand mixture, little or no lines
CL
Inorganic clays of low 10 medium
plasticity, gravelly clays, sandy clays,
silty clays, lean days
CMj
Silty gravels, gravel -sand -silt
mixtures
I
Grained
LL 50
OH
Organicclays of medium to high
Silty sands, sand -silt mixtures
Sj�1
/
%/
Clayey sands, and -clay mixtures
_ -
Highly Organic
54115
PT
Peat and other highly organic soils
BOUNDARY CLASSIFICATIONS: Soils possessing characteristics of two groups are designated by combinations of group symbols.

PARTICLE SIZE LIMITS
U.S. STANDARD SERIES SIEVE
200 40 10 4

CLEAR SQUARE SIEVE OPENINGS
3/4" 3" 12"
Silts
and
Clays
Sand
Gravel
Cobbles
Boulders
Fine
Medium
Coarse
Fine
Coarse

RELATIVE DENSITY
Sands and Gravels
Blows/Foot (SPT).

Very Loose
50 LABORATORY TESTS
Symbol
Test
DS
Direct Shear
DSR
Direct Shear (Remolded)
CON.

Consolidation
SA
Sieve Analysis
MAX
Maximum Density
RV
Resistance (R) Value
El
Expansion Index
SE
Sand Equivalent
AL
Atterberg Limits
CHEM
Chemical Analysis
NV
Hydrometer Analysis

CONSISTENCY CLASSIFICATION
Silts and Clays
Criteria
Very Soft
Soft
Firm
Stiff
Very Stiff
Thumb penetrates soil >1 in,
Thumb penetrates soil 1 in.

Thumb penetrates soil 1/4 in.

Readily indented with thumbnail
Thumbnail will not indent soil

SOIL MOISTURE
Increasing Visual Moisture Content
Dry - Dry to touch
Moist Damp, but no visible free water
Wet - Visible free water
F

HARDNESS
Bedrock
Soft
Moderately Hard.

Hard
Very Hard

SIZE PROPORTIONS
Trace - < 5
Few - 5 to 10 %
Some -15to25%

KEY TO EXPLORATORY BORING LOGS

PACIFIC SOILS
ENGINEERING, INC.

PLATE B

SHEET 1 OF 1
PROJECT NO. 700003-G4
DATE STARTED 5/12103
DATE FINISHED 5/12/03

DRILLER JET
TYPE OF DRILL RIG 6" Hollow -Stem Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway Canyon, Phase 4
GROUND ELEV. 2278

GW DEPTH (FT)
DRIVE WT.

DROP
140 lbs.
30 in,
BORING DESIG. 8-08

LOGGED BY
NOTE
SJD
DEPTH
(Feet)

SAMPLE I
TYPE
BLOWS

LITHOLOGY
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT (%)
DRY (pcf)

DENSITY
SAT-

URATION
OTHER
TESTS
P.:.0
SM
TOPSOIL (No Map Symbol): SILTY SAND,
fine-grained, brown,
-
._ J
moist
SM - slightly
•
ALLUVIUM Pal): SILTY SAND, fine- to coarse
-grained, trace
—r
CLAY, trace GRAVEL, brown, slightly moist,
moderately dense
-
2275--
5—
—
R
g

8.9 111
48 -
2270—
14 8.7
103
38 R
10—R
-
12 @ 10 ft. fine-grained, some CLAY, slightly porous

9.0 110
47 CON,
HY
--
2265 —
•
15 —
13 @ 15.011. tan caliche stringers.

8.4 108
42 _
-1
--
2260—
20—
17 —

8.7 117
55 CON,
R
-
" : '
HY
-
2255—
25—
24 . `
—
@ 25.0 ft. dense

3.5 122
26 R
-
2250—
R
41 :Ar<
SAN TIMOTEO FORMATION (QTst): SANDSTONE,
fine to

9.4 117
60 CON,
coarse -grained, trace GRAVEL, light brown,
-
-2245
!¢ : ,
n.A+y:.'.J a:'3
(a'
moderately hard
HY
35— ;?
56 1'. .y
@ 35.0 ft. SILTY SANDSTONE., fine to coarse -grained, with fine to ..12.2 108
60 R
-
- coarse. GRAVEL, light brown, slightly moist, moderately hard to hard. �- TOTAL DEPTH 36 FEET

NO GROUNDWATER ENCOUNTERED
SAMPLE
IW
TYPES:

RING (DRIVE) SAMPLE

SPT (SPLIT SPOON)
SAMPLE
y GROUNDWATER
low-
o SEEPAGE
J:

BENTING C: CON TACT
■r

PACIFIC SOILS
ENGINEERING, INC.

III
®

WI TUBE

BULK SAMPLE
SAMPLE
S. SHEPBaS? i 'atR k§FACE
PLATE B-1

SHEET 1 OF 1
PROJECT NO.

DATE STARTED
DATE. FINISHED

DRILLER

TYPE OF DRILL RIG
700003-G4..
5/12/03
5/12/03
JET
6" Hollow -Stem Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway Canyon, Phase 4
GROUND ELEV. 2242
GW DEPTH (FT) 34
DRIVE WT.

DROP
140 lbs.
30 in.

BORING DESIG• . B-1.1

LOGGED BY
• NOTE
SJD
DEPTH
(Feet)
W.

SAMPLE
TYPE J
BLOWS

LITHOLOGY
GROUP
SYMBOL.

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT (%)
DRY (pct)

DENSITY

URATION
(%)
OTHER
TESTS
-
-
-
2240
'''�:• `'),
.;-�+�.'�
SM
TOPSOIL (No Map Symbol): SILTY SAND, fine to coarse -grained, trace GRAVEL, brown, moist, loose
SM
ALLUVIUM fQaI): (Qal): SILTY SAND, fine
to coarse -grained,
-'
5-
-
trace GRAVEL, brown, slightly moist, medium
dense, slightly porous
-
R
23 6.4
118
42 -
2235-
--
-
-
-
R

2.1 7.7
106
36 CON,
HY
10-.
20 -
@ 10.0 ft. tan caliche stringers

6.8 114
40 -
2230-'
15-
-
R
15 7.7
108
39 --
2225-'
20-
-
R
24 @ 20.0 ft; moist.

10.6 115
65 •-
2220-
25-
-
18 11.6
109
59 CON,
HY
-2215-
30-

R
42 SAN TIMOTEO FORMATION (QTst): SILTY
SANDSTONE, fine to

13.3 117
85 -
2210-
�.r
: '
=: ;
coarse -grained, trace CLAY, reddish -brown,
hard
very moist, moderately
-
-
ai3 t.x
`'+'
s `,%
:?:;.kf�

20.9 104
95 -
-
2205-
,: Z,
40- %
err yam
-
@ 40.0 ft. olive brown to grayish brown, wet.
_
_
S
11,18,20 ?�1f[
@ 41.0 ft. SILTSTONE, olive brown to olive gray, wet, moderately r hard.

TOTAL DEPTH 41.5 FEET
GROUNDWATER ENCOUNTERED @ 34 FEET
SAMPLE TYPES:

ISl RING (DRIVE) SAMPLE
,y GROUNDWATER
Dr- SEEPAGE

PACIFIC SOILS

I SI SPT (SPLIT SPOON) SAMPLE
O JOINTING C: CONTACT
ENGINEERING, INC.

BULK SAMPLE TUBE SAMPLE
B: BEDDING F: FAULT
S: SHEAF : TWEL21 ACE
,

PLATE B-4

SHEET 1 OF 1
PROJECT NO. 700003-G4
DATE STARTED 5112103
DATE FINISHED 5/12/03 ..

DRILLER JET
TYPE. OF DRILL RIG 6" Hollow -Stern Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway Canyon Phase 4
GROUND ELEV. 2288

GW DEPTH (FT)
DRIVE WT.

DROP
140 lbs.
30 in.

BORING DESI.G. B-12

LOGGED BY
NOTE
SJD
DEPTH
(Feet)
w
STYPEE
BLOWS

LITHOLOGY
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT (%)
DRY (pcf)

DENSITY
SAT-

URATION
(%)
OTHER
TESTS
-
-
-2280-
-
10-
-
15-,
-
20 -
-
25 -
-
30 2285-
R
12 29
27 ` 62
38 35
48 'a r,• ._‘_12 SM
.,�+;
SM
ML
SM
ML
SM
TOPSOIL (No Map Symbol): SILTY SAND, fine to coarse -grained;

9.8 4.8

3.4 8.3

3.9 7.9

3.1 116
105
108
107
117
108
117
60 22
17 40
25 40
20 MAX
DSR,
HY
CON,
HY
CON,
HY
CON,
HY
brown, slightly moist, moderately dense
:
. ..
��'
:

ALLUVIUM (Dal): SILTY SAND, fine to coarse -grained, mostly fine-grained, trace CLAY, trace fine GRAVEL, brown, slightly moist @ 5.0 ft. moderately dense.
@ 7.5 ft. tan caliche stringers
@ 15.0 ft, SANDY SILT, fine-grained SAND, light brown, several tan caliche stringers, slightly moist, stiff
—
@ 20.0 ft. SILTY SAND, fine to coarse -grained , with fine to coarse GRAVEL, light brown, dry to slightly moist, dense
@ 25.0 ft. SANDY SILT, fine-grained SAND, light brown, caliche stringers, slightly moist, very stiff
@ 30.0 ft. SILTY SAND, fine to coarse -grained, with fine to coarse ,gravel, light brown, dry, dense r
-
-
B
R
R
2275-
R
2270-
2265-
2260-
R
—J
R
R
TOTAL DEPTH 31 FEET

NO GROUNDWATER ENCOUNTERED
SAMPLE TYPES:

III RING (DRIVE) SAMPLE
© SPT (SPLIT SPOON) SAMPLE
BULK SAMPLE 11 TUBE SAMPLE
y GROUNDWATER

SEEPAGE
J: JOINTING F: CONTACT
B: DDi
S: SHEAF S: T 2Etffit ACE
i
,
'PACIFIC SOILS
ENGINEERING, INC.

PLATE B-5

SHEET 1 OF 1
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
700003-G4
5/12/03
5/12/03
JET
6" Hollow -Stem Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway Canyon, Phase 4
GROUND ELEV. 2300

GW DEPTH (FT)

DRIVE WT,
DROP
140 lbs,
30 in.

BORING DESIG. B-13

LOGGED BY
NOTE
SJD
DEPTH
(Feet)
>
w
23x0
ELI
-iw
¢>-
0 0
m
LITHOLOGY 1
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT (%)
DRY (pcf)

DENSITY
SAT- I

URATION
(%)
OTHER
TESTS
SM
ALLUVIUM Pal): SILTY SAND, fine to coarse
-grained, mostly
-
•
fine-grained, brown, slightly moist
5-
--
2295— -
—
19 @ 5.0 ft. some fine to coarse GRAVEL, caliche stringers, medium dense

8.1 108
40 -
-
R
13 7.8
106
37 10-
-
2290
R
14 6
@ 20.0 ft. brown to light brown

9.5 113
54 CON,
-
r.

HY
15-2285
-
R
23 10.4
110
54 20-
-
2280
R
20 12.7
101
52 25-
-
2275
—
R
29 4.6
110
24 CON,
HY
30-
2270
R
56 ~ >„ ,
a.t;
SAN TIMOTEO FORMATION (QTst): SILTY
SANDSTONE; fine to

9.9 115
60 -
"' •
coarse -grained, some fine to coarse GRAVEL,
\moist, moderately hard.
light brown, slightly
i
TOTAL. DEPTH 31 FEET

NO GROUNDWATER ENCOUNTERED
SAMPLE TYPES:
® RING (DRIVE) SAMPLE

T GROUNDWATER
110,- SEEPAGE.

PACIFIC SOILS
I S! SPT (SPLIT SPOON) SAMPLE
B: BEIDDING F: FAULT CT
ENGINEERING, INC.
® BULK SAMPLE Iii TUBE SAMPLE
S: SHE ,4S: T,L k§tl[iFACE
PLATE B-6

SHEET 1 OF 2
PROJECT NO. 700003-G4
DATE STARTED 5113103
DATE FINISHED 5113103

DRILLER JET
TYPE OF DRILL RIG 6" Hollow -Stem Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway Canyon, Phase 4
GROUND ELEV. 2255
GW DEPTH (FT) 34
DRIVE WT. 140 lbs.

DROP 30 in...

BORING DESIG. B-14

LOGGED BY
NOTE
SJD
DEPTH
(Feet)
w
22 5
SAMPLEl
BLOWS

LITHOLOGY
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT (%)
DRY (pct)

DENSITY
SA I

URATION
(%)
OTHER
TESTS
'++�• •``—` •
SM
TOPSOIL (No Map Symbol): SILTY SAND,
fine to coarse -grained,
_
-
*close
r
SM-
ALLUVIUM (Dal): SILTY SAND, fine to coarse
-grained, trace
CLAY, brown,moist, medium dense
_
5-
-
2250
R
14 10.6
117
68 -
-.
25 @ 7.5 ft. some fine to coarse GRAVEL, reddish -brown, slightly moist, porous, pores to 118"

6.7 113
39 R
-
-
10-
2245r
-
R
22 6.8
117
43 CON,
HY
—
15-2240
-
R
2 2
@ 15,0 ft. caliche stringers.

7.6 111
41 20-
-
2235
R
23 8.7
109
44 • •
25-
2230TH
-
R.
26 6.8
112
38 30-
44 @ 30.0 ft. trace CLAY, trace fine GRAVEL

10.2 120
72 2225
_
•
•
1 © 34 ft. - groundwater encountered
35-2220
M
R
8 ,
SC
@. 35.0 ft. CLAYEY SAND, fine grained, trace medium to
coarse -grained, brown, wet, moderately dense
Continued.

26.9 1.00
98 SAMPLE - YPES:
1 GROUNDWATER

PACIFIC SOILS
®RING (DRIVE) SAMPLE

E SPT (SPLIT SPOON) SAMPLE
1• SEEPAGE
J: JOINNTING
C; CONT
ENGINEERING, INC.
a BULK SAMPLE M TUBE SAMPLE
TACT
TING
S. SHEFBlacAS TVRf FACE
PLATE B-7

SHEET 2 OF 2
PROJECT N.O.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
700003-G4
5113103
5/13/03
JET
6" Hollow -Stem Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway Canyon, Phase 4
GROUND ELEV. 2255
GW DEPTH (FT) 34
DRIVE WT. 140 lbs.

DROP 30 in,
BORING DESIG. B-14

LOGGED BY
NOTE
SJD
a a)
ov
-
w
2295
SAMPLE 1
TYPE
BLOWS

LITHOLOGY
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION
MOISTURE.

CONT (%)
DRY (pcf)

DENSITY
SAT-

URATION
(%)
OTHER
TESTS
45 -
R
21 23
J�%/
�,��
SM
SC
ALLUVIUM (Oal): Continued: SILTY SAND,
fine to
brown, wet,
trace GRAVEL,
r

17.8 16.7
112
113
96 96
coarse -grained, trace fine GRAVEL, trace CLAY,
moderately dense
@ 45.0 ft. CLAYEY SAND, fine to coarse -grained,
-brown, wet
2210
R
TOTAL DEPTH 46 FEET
GROUNDWATER ENCOUNTERED @ 34 FEET
SAMPLE
TYPES:

RING (DRIVE) SAMPLE

SPT (SPLIT SPOON) SAMPLE
BULK SAMPLE © TUBE SAMPLE
y GROUNDWATER
1• SEEPAGE

CON TACT
: JOS INTTING ING C:

S: SHElba, AS:171..RTAARkItIAFACE
arr

PACIFIC SOILS
ENGINEERING, INC.

PLATE B-7
Fa
d

SHEET 1 OF 1
PROJECT NO.

DATE STARTED

DATE FINISHED
DRILLER.

TYPE OF DRILL RIG
700003-04
5113103
5/13/03
JET
Q" Hollow -Stem Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway Canyon, Phase 4
GROUND ELEV. 2236
OW DEPTH (FT) 21
DRIVE WT. 140 lbs.

DROP 30 in.

BORING DESIG. B-15

LOGGED BY
NOTE
SJD
DEPTH
(Feet)
BLOWS

LITHOLOGY
GROUP
SYMBOL

MOISTURE I
CONT (%)
DRY (pcf)

DENSITY
OTHER
TESTS
UJ
ur
JW
a

GEOTECHNICAL DESCRIPTION
z
o
11-
�t
-
-
5-
-
`
10-
=
15-
-
-
20-
-
_
25-
-
30-
-
35 -
2235-
P1
24 20
20 3;3,3
35 17,27,18:
92 ``"'•
ML
ML
CL
CL
CL
SM
1 TOPSOIL (No Map Symbol): SANDY SILT, brown, moist

15.6 17.2

20.2 20.6

15.6 97
94 1D2
101
119
59 59
87 86
94 CON,
HY
HY
r
%
.:.
.;
ALLUVIUM (Dal): SANDY SILT, brown, moist
@ 5.0 ft. SANDY CLAY, mottled brown, olive brown, moist, stiff - @ 7.5 ft. SILTY CLAY, trace SAND, mottled brown, olive brown, moist, stiff, slightly porous, 1/8" pores
@ 10.0 ft. CLAY, trace SAND, mottled brown, olive brown, moist, stiff, slightly porous, 118" pores
@ 15.0 ft. brown, very moist
@ 20.0 ft. SILTY SAND, fine to coarse grained, some CLAY, brown, very moist to wet
@ 21 ft. - groundwater encountered
@ 25.0 ft. brown, wet, dense, trace gravel.
@ 30.0 ft. fine-grained, some medium to coarse -grained, trace GRAVEL, some CLAY, brown to reddish -brown, wet.
@. 35 ft. - No Recovery
-
R
2230
-
R
2225 _
R
2220
J
2215_
_
S
2210
2205_
S
2200
TOTAL DEPTH 36 FEET
GROUNDWATER ENCOUNTERED @ 21 FEET
SAMPLE TYPES:

Ill 1 RING (DRIVE) SAMPLE
© SPT (SPLIT SPOON) SAMPLE
® BULK SAMPLE Di TUBE SAMPLE
1 GROUNDWATER
1` SEEPAGE

CON TACT
g: B DTING C:

S: SHEAp : 9T fi MACE

PACIFIC SOILS
ENGINEERING, INC.

PLATE B-8

SHEET 1 OF 2
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
700003-G4
5/13/03
5/13/03
JET
6" Hollow -Stem Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway Canyon, Phase 4
GROUND ELEV. 2220
GW DEPTH (FT) 20
DRIVE WT. 140 lbs.

DROP
30 in.

BORING DESIG, B-16

LOGGED BY
NOTE
SJD
DEPTH
(Feet)

SAMPLE TYPEI
BLOWS

LITHOLOGY
GROUP
SYMBOL

MOISTURE
CONT (%)
DRY (pct)

DENSITY

OTHER I
TESTS

1.0 u!

GEOTECHNICAL DESCRIPTION
z
�a .-
D
-
5—
-
10—
t5—
-
20—
25—
30—
_
35-2185
20 22
18 13
0 0 1
0,1,1
10 ML
ML
SP
TOPSOIL (No Map Symbol): SANDY SILT, fine-grained SAND,

10.4 10.4
17,7

17.4 18.7

12.7 94
103
104
109
113
123
37 46
79 89
96 96
CON,
HY
HY
-\mottled brown, olive brown, moist
-
J
2215
B
ALLUVIUM (Qal): SANDY SILT, fine-grained SAND, mottled
brown, olive brown, moist
—
@ 5.0 ft. stiff, slightly porous
—
@ 15.0 ft. very moist, firm
i
@ 20 ft. - groundwater encountered
—
@ 25.0 ff. wet, soft
—
@ 35.0 ft. SAND, fine to coarse -grained, light grayish brown, wet, moderately dense
Continued.

R
-
2210
R
R
2205
R
2200
-
S
2195
R
2190
_
S
g�
R
SAMP TYPES:
®RING (DRIVE) SAMPLE

III SPT (SPLIT SPOON) SAMPLE
f BULK SAMPLE II TUBE SAMPLE
• . GROUNDWATER

SEEPAGE
g. gEIDDING FC: CON
: AULTAC7
S° SHEAF:0a0: 19THRE121C ACE
S

PACIFIC SOILS
ENGINEERING, INC.

PLATE B-9

GEOTECHNICAL BORING LOG
SHEET 2 OF 2
PROJECT NO. 700003-04
DATE STARTED 5/13/03
DATE FINISHED 5/13/03

DRILLER JET
TYPE OF DRILL RIG 6" Hollow -Stem Auger
PROJECT NAME Fairway Canyon, Phase 4
GROUND ELEV. 2220 BORING DESIG. B-16
GW DEPTH (FT) 20 LOGGED BY
DRIVE WT. 140 lbs. NOTE
DROP 30 in.

SJD
DEPTH
(Feet)

SAMPLE I
TYPE
BLOWS

LITHOLOGY I
GROUP
SYMBOL

MOISTURE
CONT (%)
DRY (pct)

DENSITY
SAT-

URATION
(%)
OTHER
TESTS
7 w
'2160

GEOTECHNICAL DESCRIPTION
_
45-2175
-
50—
-
S
7 9 11

10,15,17 .
10,17,19
�iY/
`�' '°
;. .-
, .

SC
SM

ALLUVIUM (Qal): Continued; CLAYEY SAND, fine-grained; with interbedded layers of fine to coarse -grained CLAYEY SAND, brown, wet, moderately dense
@ 45.0 ft. SILTY SAND, fine to coarse grained, brown, wet medium - dense.
© 50.0 ft, interbedded layers of medium to coarse -grained SAND with SILT
-
S
2170
-
S
TOTAL DEPTH 51 FEET
GROUNDWATER ENCOUNTERED @ 20 FEET
SAMPLE TYPES:
la low-

RING (DRIVESAMPLE
� SPT (SPLPLIT SPOON) SAMPLE
In BULK SAMPLE QTUBE SAMPLE
1 GROUNDWATER

SEEPAGE
O JOINTING C: CONTACT
B: BEDDING F: FAULT
5: SHEApacp:VAT61F4 2IMACE

PACIFIC SOILS
ENGINEERING INC.
�
PLATE B-9

_

PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
700003-G4
11/30/06
12/1/06
Ledezma
30" Bucket Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway Canyon, Phase 4
GROUND ELEV. 2392 BORING DESIG. BA -63

GW DEPTH (FT) LOGGED BY
DRIVE WT. See Note NOTE
DROP
i2 in.

SHEET 2 OF 2
FE
0-24'-3548 lbs
24-47'=22_77 lbs
DEPTH
(Feet)
...1
ul
-Jw
a0_
uz
BLOWS

LITHOLOGY
GROUP
SYMBOL.

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT (%)
DRY (pcf)

DENSITY
z
i 0
--

g0--
OTHER
TESTS
-
50-
-
-
55-
-
-
-
-12330-
-
-
65-
-
-
70-
-
-
75-
-
-
80-
2345-
17 1$
i vyY
e
20 G�'
40 FOR
7"
x
+> '
° "`"
" >:
= y;
>."'
- ::
},
:,.r. yf�.
y'
I
":

F
a

y�
.t

SAN TIMOTEO FORMATION(QTst): Continued.
_
beds, fine to coarse
moist, moderately hard
micaceous, massive.
-
gravel.
-
to SILTY fine
hard, massive,.
-

10.8 15.8

12.1 20 4
121
119
125
107
79 92
90 98
DS,
HY
@ 52.0 ft, common discontinuous cemented
grained.
@ 53.0 ft.fine to coarse grained.
@ 60.0 ft. fine grained, light medium brown,
to hard, some fine gravel sized concretions,
@ 73,0 fine to coarse grained, common fine

@ 76.0 becoming fine SANDY SILTSTONE
SANDSTONE, light orange brown, moist, moderately
trace fine gravel.

R
2340-
-
-
-
2335-
-
--
-
2325-
R
2320-
-
-- -
2315--
-
R
TOTAL DEPTH 80.6 FT

NO GROUNDWATER ENCOUNTERED

NO CAVING OBSERVED
SAMPLE TYPES:
® RING (DRIVE) SAMPLE

LJ SPT (SPLIT SPOON) SAMPLE
® BULK SAMPLE Iii TUBE SAMPLE
y GROUNDWATER

SEEPAGE
B: JOINTING C: ING F: CONTACT
S: SHEAp T E9§IOACE

PACIFIC SOILS
ENGINEERING; INC.

PLATEB-41

SHEET 1 OF 1
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
700003-G4
1211106
12/1/06
Ledezma
30" Bucket Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway Canyon, Phase 4
GROUND ELEV. 2297

GW DEPTH (FT)
DRIVE WT.

DROP
See Note
12 in,
BORING DESIG. BA -64

LOGGED BY
NOTE 0-24'-3548 lbs
24-47.-25.77 lbs
FE
DEPTH
(Feet)
>
w
L11
Jay}
a
co
BLOWS

LITHOLOGY
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT (%)
DRY (pcf)

DENSITY
UION
e
OTHER
TESTS
-
-
-
-
-
-
10-
-•
15-
-
-.2280-
-
20-
-
25-
-
30-
-
-
35 -22
_
40-
-
2295-
PUSH
1 PUSH
1 2
3 7
3 FOR
3„
1 •
•
;•
SM
ALLUV1UM(QaI): SILTY SAND, fine to medium grained, medium

7.8 8.5

11.4 7.4

8.0 8.7

7.3 104
110
96 95
99 99
115
35 45
42 26
32 34
44 CON,
HY
CON,
HY
CON,
HY
brown, slightly moist to moist, loose, rootlets.
@ 3.0 ft. trace fine gravel.
@ 6.0 ft. common fine gravel, trace of small cobbles.
@ 8.5 ft. fine to coarse gravel, trace of small cobbles. @ 15.0 ft. highly porous, fine rootlets, trace calcium carbonate, slightly moist.
@ 20.0 ft. loose to moderately dense, slightly porous.
© 26.0 ft fine to moderately grained, highly porous.
@ 30.0 ft: slightly porous, slightly moist to moist, moderately dense, trace fine gravel.
@ 34.0 ft. drilling is more difficult.

R
—
2290-
-
R
2285-
R
-
R
2275--
R
2270-
R
2265-
B
-
---R-
R
'�t ' �j
`"` "
% >E
,:r'.#fir •;7:.
y
SAN.TiMOTEO FORMATION(QTst) SILTY SANDSTONE, fine
grained, light orange, brown, slightly moist to moist, moderately hard, moderately weathered.
-\@ 40,0 ft. slightly weathered.

TOTAL DEPTH 40.4 FT

NO GROUNDWATER ENCOUNTERED

NO CAVING OBSERVED
SAMPLE TYPES:
ra RING (DRIVE) SAMPLE

III SPT (SPLIT SPOON) SAMPLE
Ifi BULK SAMPLE ki TUBE SAMPLE
t GROUNDWATER
► SEEPAGE
J:: OIINTING C: CONTACT
S: SHEAlibAjp:gysgrwq y*ACE
P

PACIFIC SOILS
ENGINEERING, INC.

PLATEB-42

SHEET 1 OF 2
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
700003-G4
12!6106
12/6/06
Ledezma
30" Bucket Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway Canyon, Phase 4
GROUND ELEV. 2370

GW DEPTH (FT)
DRIVE WT.

DROP
See Note
12 in.

BORING DESIG. BA -70

LOGGED BY
NOTE o-24'=3548 lbs
24-47'=2577 ]bs
d7�7'i+_1Hd5 the
DEPTH
(Feet)
El
2370
lit
a1

co
m
i
O
0 a
I-
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT (%) ;
DRY (pct)

DENSITY
SAT- '

URATION
(%)
OTHER
TESTS
SM
ALLUVIUM(Qal); SILTY SAND, yellow brown,
slightly moist, loose,
-i
-
fine to coarse gravel, visible porosity.

R
PUSH
:

10.0 100
41 5-
2365--'
-

8.0 ft. some. CLAY
10-
-
2360
R
PUSH
�. �@
SM/ML

10.0 ft. SANDY SILT to SILTY SAND, light re light yellow 9 grey, 9
brown to brown, soft, some carbonate staining.

12.9 105
59 CON,
HY
15-
2355-
@ 15.0 ft. moist, some CLAY.
20-
2350
-
R
1 @ 20.0 ft. medium yellow brown, moist, loose to moderately dense,

1.4.3 102
62 CON,
-
---F-
fine to very fine grained.

HY
25-
2345-
-
SM
@ 27.0 ft. SILTY SAND, light yellow brown, moist, moderately dense, -
fine to medium gravel, some subrounded quartzite clasts to 2" in diameter.
30-
2340
R
2 @ 30.0 ft. abundant subangular gravel to 1/4" in diameter.

9.3 111
50 35-
2335--
-
@ 38.0 ft. moist to very moist.
ry
p33 pp
Continued.

SAMPLE3TYPES:

I GROUNDWATER

II RING (DRIVE) SAMPLE
► SEEPAGE

PACIFIC SOILS
El SPT (SPLIT SPOON) SAMPLE.

J INNTING C: CONTACT
ENGINEERING, INC.

BULK SAMPLE 11TUBE SAMPLE
B: BE® TING C: FA
S: SHEPT5nS�1 Tr11M414FTACE
_
PLATEB-48
FE

SHEET 2 OF 2
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
700003-G4
12/6/06
12/6/06
Ledezma
30" Bucket Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway Canyon, Phase 4
GROUND ELEV. 2370

GW DEPTH (FT)
DRIVE WT.

DROP
See Note
12 in.

BORING DESIG.

LOGGED BY
NOTE
BA -70
FE
a-24'=3548 lbs
24-47'-2577 lbs
Z —i7 'mT C.d Si lh�
DEPTH
(Feet)
BLOWS

LITHOLOGY
GROUP
SYMBOL
MOISTURE •
CONT (%)
DRY (pcf)

DENSITY ,
SAT-
URA! ION
OTHER
TESTS
ILI
Jw
ti
w
2330
a
co

GEOTECHNICAL DESCRIPTION
-
ALLUVIUM Qal : Continued; ( } @ 40.0 ft. some
subrounded
quartzite clasts to 3" in diameter.
45-
2325-
-
ML
@ 45 ft, SANDY SILT, medium yellow brown, very moist, fine to -
50-
-
2320-
coarse grained SAND, some CLAY, moderately dense.

SAN TIMOTEO FORMATION(QTst): fine SANDY

SILTSTONE,
moderately hard. r
.gray brown, orange, 1" oxide staining, moist,
TOTAL DEPTH 51.0 FT.

NO GROUNDWATER ENCOUNTERED
NO CAVING OBSERVED.

SAMPLE TYPES:
1 GROUNDWATER
® RING (DRIVE) SAMPLE

10. -SEEPAGE.

PACIFIC SOILS
[Q SPT (SPLIT SPOON) SAMPLE
J: JOINTING EDDING C: FAULT CT
ENGINEERING, INC.

I7 BULK SAMPLE CT] TUBE SAMPLE
S: SHEApaatilinf4 9 ACE
PLATEB-48

PROJECT NO,

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG

GEOTECHNICAL BORING LOG
700003-G4 PROJECT NAME Fairway Canyon, Phase 4
1216106
12/6/06
Ledezma
34" Bucket Auger
GROUND ELEV. 2298

OW DEPTH (FT)
DRIVE WT.

DROP
See Note
12 in.

BORING DESIG.

LOGGED BY
NOTE
SHEET 1 OF 1
BA -72
FE
0-24'c3548 lbs
24-47''=2577 lbs
•
DEPTH
(Feet)
w
w
SAMPLE
TYPE
BLOWS

LITHOLOGY
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION
MOISTURE 1
CONT %
DRY (pcf)

DENSITY
ORATION o
T
OTHER
TESTS
-
-
SM
ALLUVIUM(Qal): SILTY SAND, light yellow
brown, slightly moist,
loose.
-
2295-
-
-
-
-
2290-
10 -
R
1 9.1
100
37 -
2285-
15-
-
© 95,0 ft moist.
=
2280-J
20-
-
-
R
1 SP
© 20.0 GRAVELLY SAND, light grey, dry to slightly moist,

6.1 104
27 CON,
-
moderately dense, fine to coarse grained.

HY
—B
-
2275--.
© 24.0 ft. some subangular gravel to 2" in diameter.
25--
-
-
2270

SAN TIMOTEO FORMATION(QTst): fine to
medium grained
SANDSTONE, light grey, dry, moderately
hard, some SILT.

R
8 r ? -r A,,
2:9
114
17 30-
TOTAL DEPTH 30.0 FT.

NO GROUNDWATER ENCOUNTERED

NO CAVING OBSERVED
SAMPLE TYPES:
® RING (DRIVE) SAMPLE
.� GROUNDWATER
01,-• SEEPAGE

PACIFIC SOILS

SPOON) SPT (SPLIT SPOON) SAMPLE JOINTING
C: CONTACT
ENGINEERING, INC.
12 BULK SAMPLE M TUBE SAMPLE
B: BEDDING F: FAULT
S SHEAIpa : $Cp�TtyjtEj ACE
PLATEB-50

SHEET 1 OF 2
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
700003-G4
1217!06
1217106
Ledezma
30" Bucket Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway Canyon, Phase 4
GROUND ELEV. 2377

GW DEPTH (FT)
DRIVE WT:

DROP
See Note
12 in.. ..

BORING DESIG.

LOGGED BY
NOTE
BA -73
FE
0-24'-3548 lbs
24-47'=2577 lbs
DEPTH
(Feet)
>
Li
SAMPLE
TYPE
BLOWS

LITHOLOGY
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION

MOISTURE
CONT(%)
DRY (pcf)
DENSITY 1,!
o lu,
z
t'-.€
¢ o
�g-.

OTHER.

TESTS
: _
SAN TIMOTEO FORMATION(QTst): CLAYEY

SANDSTONE,
-
-
=` -:>-
brownish red, dry, highly weathered, tine to
coarse grained,.
some
-
2375-
subrounded granitic clasts to 2" in diameter, abundant
roots.
-O
@ 3.0 ft. CONGLOMERATE, subrounded metamorphic
diameter
clasts to 1" in
o Q
in a silty fine to coarse gravel SANDSTONE
moist, hard.
matrix, slightly
.47
-
@ 5.5 ft. SILTY SANDSTONE, light grey, tine gravel, moist, poorly bedded.
hard,
-
2370-
"" '``
'
@ 6.0 ft. N60W, 15 NE bedded.
10 -
7 FOR
6"
@ 9.0 ft. grades to fine SANDY SILTSTONE, light grey,
slightly fractured carbonates along fractures.
massive,
-

22.2 103
96 -
R
-
2365-
15-
-
J
=*
rt
@ 16.0 ft. E -W, 8N, 2" to 8" thick carbonate cement SANDSTONE -
2360-
B
x?
bed (concretion) very hard, white, very fine gravel.
a 7
:.
@ 16.0 ft. SILTY SANDSTONE, light yellow brown, fine
grained,
DSR,
20-
-
=r
.#
*
:
massive, some gravely sand lenses.
@ 20.0 ft. fine SANDY SI.LTSTONE, light yellow brown,
very hard,
MAX,
HY,
CHEM
-
-
massive, some CLAY.
-
2355-
25-
-
@ 26.0 ft. N75W, 22NE, bedding black mangane oxid.e
-
under iron
-
2350-
-
-
1 oxide staining, fine to medium grained SAND, leave 1.5" thick over
\CLAYEY SILTSTONE,
J
-
@ 27.0 ft. CLAYEY SILTSTONE, olive grey to grey brown,
massive.
hard,
30 _
_
R
14 FOR
6"
-

8.8 129
82 DS,
HY
2345-
}M; y
@ 32.0 ft. grades to SILTY SANDSTONE.
ryr� ,;r
-
-
35-
-
@ 35,0 ft. some GRAVEL.
-
-
:�> :E; .•
@ 36.0 ft. SANDSTONE,. light grey, fine to medium grey, hard, some.
-42340-
> ^ ' ':
gravely SAND lenses, 2.0 ft, thick grades clasts, subrounded to 0.5".
::;. ..:

Continued:

SAMPLE
TYPES:

RING (DRIVE) SAMPLE
_L GROUNDWATER
)r` SEEPAGE

PACIFIC SOILS
El

IN SPT (SPLIT SPOON) SAMPLE
C: CONTACT
B: BEDNTING

ENGINEERING, INC.

In BULK SAMPLE M TUBE SAMPLE
DING
S: SHEAF- : t k.:41 El W4ACE
PLATEB-51

SHEET 2 OF 2
PROJECT NO.

DATE STARTED

DATE FINISHED

DRILLER

TYPE OF DRILL RIG
700003-G4
12/7106
12(7106
Ledezma
30" Bucket Auger

GEOTECHNICAL BORING LOG
PROJECT NAME Fairway Canyon, Phase 4
GROUND ELEV. 2377

GW DEPTH (FT)
DRIVE WT.

DROP
See Note
12 in.

BORING DESIG.

LOGGED BY
NOTE
BA -73
FE
0-24' 3548 lbs
24-47'=2577 lbs
DEPTH
(Feet)
111
SAMPLE
TYPE
BLOWS

LITHOLOGY
GROUP
SYMBOL

GEOTECHNICAL DESCRIPTION
MOISTURE 11
CONT (%)
-1oY0
-Z
o!w(ng"
00 lus
¢09
D
I-
s co
o;2
_
_
f:

SAN TIMOTEO FORMATION(QTst): Continued.
-
2335-
_
+ i'frt
@ 44.0 ft. N8OW, 18NE bedding.
45-
-T
_
_
@ 44.0 ft. CLAYEY SILTSTONE, light olive grey, moist, hard, massive.
-
-
2334
R
8 © 47.0 ft. grades to fine SANDY SILTSTONE,grey brown, moist, very hard.

20.6 104
92 DS,
HY
50-
@ 50.0 ft. iron oxide staining.
-
2325-
@ 52.0 ft. grading in and out fine CLAYEY SILTSTONE, to fine -
-
SANDY SILTSTONE, very hard, moist, massive to very poorly _
_
bedded.
@ 54.0 ft. N7OW, 20 NE approximate bedding.
55-
-
-
2320- �O
„
@ 57.0 ft. CONGLOMERATE, subangular metamorphic oasts to 0.5" -
'
in diameter in a silty fine to coarse. grained SANDSTONE matrix, l/
) 0(
hard, massive,
@ 59.0 ft. subrounded to rounded shist clasts to 5" in diameter. 60-
>
-
_
_
00 )(
-
2315-
TOTAL DEPTH 62.0 FT.

NO GROUNDWATER ENCOUNTERED
REFUSAL ON ROUNDED COBBLES TO 4" IN DIAMETER
SAMPLE TYPES:

RIN ( ) SAMPLE
7 GROUNDWATER
EEPAGE

PACIFIC SOILS

SPT (SPLIT SPOON) SAMPLE
JOINTING C: CONTACT
ENGINEERING, INC.

PI
1 ® BULK SAMPLE lit TUBE SAMPLE
B. BEDDING F: FAULT
S. sHEAI�a l)Tjlftl1 DACE • PLATER-51

Work Order 700003
TABLE I cont.

LOG OF TEST PITS
Test
Pit No. Depth (ft.) USCS Description
TP-7 0 — 6.5 SM ALLUVIUM (Qal): SILTY SAND, brown, moist, medium dense to dense

6.5 — 11.5
@ 3 ft, dense
@ 4 ft. — trace fine random calcium carbonate stringers SAN TIMOTEO FORMATION (QTst): SILTY
SANDSTONE, fine-grained, tannish -brown, highly
fractured, calcium carbonate cementation, pervasive
carbonate weathering/stringers

10.5 ft. grayish -brown, moderately hard,
moderately cemented.

TOTAL DEPTH 11.5 FEET

NO GROUNDWATER ENCOUNTERED
TP-8 0 17.0 SM ALLUVIUM (Qal): SILTY SAND, fine -to medium - grained, (predominantly fine-grained), brown, moist,
loose to medium dense, Some small roots to 6', trace
to some pinhole porosity
@ 7.0 ft. dense, some pinhole porosity

12.0 ft. very dense
TOTAL DEPTH 17 FEET
NO GROUNDWATER ENCOUN I`ERED

Work Order 700003
TABLE I cont.

LOG OF TEST PITS
Test
Pit No. Depth (ft.) USCS Description
TP-12 0 — 8.0 SM ALLUVIUM (Qal): SILTY SAND, fine -to medium - grained, (predominantly fine-grained), trace fine to
coarse GRAVEL, brown, moist, medium dense, some
small roots to 5' some pinhole porosity
3 ft. — dense, pinhole porosity continues

8.0 —13.5
SAN TIMOTEO FORMATION Tss :SILTY
SANDSTONE, fine-grained, tannish -brown, highly
weathered, weak, massive, weakly cemented (calcium
carbonate cement), highly fractured, pervasive
carbonate stringers
@ 11..0 ft. grayish -brown, moderately hard, fine -to
medium -grained.

TOTAL DEPTH 13.5 FEET

NO GROUNDWATER ENCOUNTERED
TP-13 0 — 19.0 SM ALLUVIUM (Qa1): SILTY SAND, fine -to medium - grained, (predominantly fine-grained), trace fine to
coarse GRAVEL, brown, moist, loose to medium
dense, some pinhole porosity, roots to 5 ft.

SP
@ 12.0 ft. grades to GRAVELLY SAND, some fine to
coarse GRAVEL, small to large cobbles, (rounded to
sub -angular), very dense, pinhole porosity
TOTAL DEPTH 19 FEET

NO GROUNDWATER ENCOUNTERED

Work Order 700003
TABLE I cont.

LOG OF TEST PITS
Test
Pit No. Depth (ft) USCS Description
TP-14 0 — 10.5 SM ALLUVIUM (Qal): SILTY SAND, fine -to medium - grained, (predominantly fine-grained), brown, moist,
medium dense, trace to some pinhole porosity

10.5 -- 13.0
@ 8.0 ft. dense, pinhole porosity, trace fine to coarse GRAVEL and small cobbles (rounded to sub -angular)
SAN TIMOTEO FORMATION (QTst): SILTY
SANDSTONE, fine-grained, tannish -brown, highly
weathered, soft, massive, highly fractured, weakly
cemented, pervasive calcium carbonate stringers
@ 12.0 ft. grayish -brown, moderately hard, moderately
well -cemented
TOTAL DEPTH 13 FEET

NO GROUNDWATER ENCOUNTERED
TP-15 0 — 2.0 SM ALLUVIUM (Oat): SILTY SAND, fine-grained, brown, moist, medium dense, trace to some small
randomly oriented calcium carbonate stringers

2.0 — 5.5
SAN TIMOTEO FORMATION (QTst): SILTY
SANDSTONE, fine-grained, light yellow -brown,
moderately hard to soft, massive, highly fractured,.
some calcium carbonate stringers to 2.5 ft.
@ 2.5 ft. grayish-brown,some carbonate development,
moderately hard.,
TOTAL DEPTH 5.5 FEET

NO GROUNDWATER ENCOUNTERED

Work Order 700003
TABLE I cont.

LOG OF TEST PITS
Test
Pit No. Depth (ft.) USCS Description
TP-16 0 — 13.0 SM ALLUVIUM (Qal): SILTY SAND, fine -to medium - grained, (predominantly fine-grained), brown, moist,
medium dense, some pinhole porosity, trace voids
(<1 mm)
@ 6.0 ft. dense, some small, randomly oriented
calcium carbonate stringers, pinhole porosity continues

13.0 — 14.0
SAN TIMOTEO FORMATION fQTst): SILTY
SANDSTONE, fine-grained, light yellow -brown, soft
to moderately hard, massive, moderately fractured,
pervasive calcium carbonate stringers
@ 14 ft. - grayish brown, moderately hard, no calcium
carbonated stringers
TOTAL DEPTH 14 FEET

NO GROUNDWATER ENCOUNTERED
TP-17 0 — 3.0 SM ALLUVIUM (Qal): SILTY SAND, fine-grained, brown, slightly moist, loose, trace pinhole porosity

3.0 — 6.0 SAN TIMOTEO FORMATION (QTst): SILTY
SANDSTONE, fine-grained, light yellow -brown,
slightly moist, soft to moderately hard, massive, highly fractured, slightly cemented (calcium carbonate
cementation)
@ 3.5 ft. (fine -to medium -grained) grayish -brown, no carbonates
@ 6 ft: --- moderately hard, moderately well -cemented, moderately fractured
TOTAL DEPTH 6 FEET

NO GROUNDWATER ENCOUNTERED

Work Order 700003
TABLE I cont.

LOG OF TEST PITS
Test
Pit No. Depth (ft.) USCS Description
TP-20 0 — 6.0 SM ALLUVIUM (QaI): SILTY SAND, fine -to medium - grained, (predominantly fine-grained), trace fine to
coarse GRAVEL (rounded to sub -rounded), brown,
moist, medium dense, trace to some pinhole porosity,
@ 6.0 ft. dense
8,0 — 9.0
SAN TIMOTEO FORMATION (QTst): SILTY
SANDSTONE, fine-grained, grayish -brown, softto
moderately hard, massive, moderately fractured
@ 9 ft. fine -to medium -grained
TOTAL DEPTH 9 FEET

NO GROUNDWATER ENCOUNTERED
TP-21 0 — 9.5 SM ALLUVIUM (Qal): SILTY SAND, fine -to medium - grained (predominantly fine-grained), trace fine to
coarse GRAVEL and small cobbles (rounded to sub -
rounded), brown, moist, medium dense, trace to some
pinhole porosity; trace voids (<1 mm)
@ 6 ft. - dense,
TOTAL DEPTH 9.5 FEET

NO GROUNDWATER ENCOUNTERED

Work Order 700003
TABLE I cont.

LOG OF TEST PITS
Test
Pit No. Depth (ft.) USCS Description
TP-22 0 — 4.0 SP ALLUVIUM (Qal): SAND; fine to coarse -grained, some silt and GRAVEL (round to sub -rounded),
brown/reddish-brown, slightly moist, dense, trace
small cobbles

4.0 — 7.0
SAN TIMOTEO FORMATION (OTst): SILTY
SANDSTONE, fine -to medium -grained, grayish -
brown, moderately hard, massive, moderately
fractured, no carbonate development
TOTAL DEPTH 7 FEET

NO GROUNDWATER ENCOUNTERED
TP-23 0 — 4.5 SM ALLUVIUM (Qal):SILTY SAND, fine-grained, trace fine to coarse GRAVEL (rounded to sub -rounded),
brown, slightly moist, medium dense, trace to some
pinhole porosity
SP

4.5 —9.0
@ 3.0 ft. SAND; fine -to medium -grained, brown,
medium dense, some silt and fine, randomly oriented
calcium carbonate stringers
SAN TIMOTEO FORMATION (OTst): SILTY
SANDSTONE, fine -to medium -grained, grayish -
brown, massive, soft to moderately hard, slightly
fractured, some small randomly oriented calcium
carbonate stringers extending to 6'
@ 7,0 ft. moderately hard, calcium carbonate stringers
extending to 8', oxidized
TOTAL DEPTH 9 FEET

NO GROUNDWATER ENCOUNTERED

Work Order 700003
TABLE I cont.

LOG OF TEST PITS
Test
Pit No. Depth (ft.) USCS _ Description
TP-24 0 — 8.0 SM ALLUVIUM (Qal): SILTY SAND, fine -to medium grained, brown, moist, medium dense, trace small.
roots to 5', trace to some pinhole porosity, trace voids to (<1mm)
@ 8.0 ft. dense

12.0 —14.0
SAN TIMOTEO FORMATION (QTst): SILTY
SANDSTONE, fine -to medium -grained, grayish -
brown, soft to moderately hard, poorly bedded,
moderately fractured.
@ 13.0 ft. moderately hard
TOTAL DEPTH 14 FEET

NO GROUNDWATER ENCOUNTERED
TP-25 0- 2.5 SM ALLUVIUM (Qal): SILTY SAND, fine-grained, brown, moist, medium dense, trace pinhole porosity

2.5 — 6.0 SAN TIMOTEO FORMATION (QTst):

SILTSTONE, grayish -brown, soft to moderately hard,
poorly bedded, highly fractured, pervasive calcium
carbonate stringers to 4 ft.
@ 4:0 ft, grayish -brown, soft to moderately hard, no
calcium carbonate development,
@ 5 ft. N83W, 39SW --- approximate bedding
@ 6.0 ft moderately hard
TOTAL DEPTH 6 FEET

NO GROUNDWATER ENCOUNTERED

Work Order 700003
TABLE I cont.

LOG OF TEST PITS
Test
Pit No. Depth (ft.) USCS Description
TP-26 0 -- 14.0 SM ALLUVIUM (QaI): SILTY SAND, fine -to medium - grained, (predominantly fine-grained), trace fine to
coarse GRAVEL and rounded to sub -rounded (small
cobbles), brown, moist, medium dense, trace to some
pinhole porosity
@ 6 ft. - dense

14.0-15.0
SAN TIMOTEO FORMATION (QTst):

SANDSTONE, medium -grained, brownish -gray, soft,
moderately fractured, massive
@ 15 ft. — moderately hard
TOTAL DEPTH 15.0 FEET

NO GROUNDWATER ENCOUN I FRED
TP-27 0 — 11.0 SM ALLUVIUM (QaI): SILTY SAND, fine -to medium - grained, (predominantly fine-grained), trace fine to
coarse GRAVEL (rounded to sub -rounded), brown,
moist, medium dense, some pinhole porosity
@ 6.0 ft. dense, pinhole porosity continues

11.0 —12.5
SAN TIMOTEO FORMATION (QTst): SILTY
SANDSTONE, fine -to medium -grained, light yellow -
brown, poorly bedded to massive, moist, soft, highly
fractured, pervasive calcium carbonate stringers
@ 12.0 ft - grayish -brown, moderately hard, no
calcium carbonate stringers.

TOTAL DEPTH 12.5 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING

Work Order 700003
TABLE I cont.

LOG OF TEST PITS
Test
Pit No. Depth (ft.) USCS Description
TP-28 0 — 13.0 SM ALLUVIUM (Qal): SILTY SAND, fine-grained, trace fine to coarse GRAVEL (rounded to sub -
rounded), brown, moist, medium dense, trace to some
pinhole porosity, some fine roots to 5'
@ 5.0 ft. moderately dense, pinhole porosity continues

13.0 — 13:5
SAN TIMOTEO FORMATION (QTst): SILTY
SANDSTONE, fine-grained, light yellow -brown,
thickly bedded, moderately fractured, moderately hard,
pervasive calcium carbonate stringers
@ 13.5 ft. -- refusal
TOTAL DEPTH 13.5 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING
TP-29 0 — 9.0 SM ALLUVIUM (Oat): SILTY SAND, fine -to medium - grained, trace fine to coarse GRAVEL (rounded to sub -
rounded), brown, moist, medium dense, trace to some
pinhole porosity, trace voids (<1mm)

9.0 --12.0
SAN TIMOTEO FORMATION (OTst): SILTY
SANDSTONE, fine-grained, light yellow -brown,
moist, thickly bedded to massive, soft, some calcium
carbonate stringers
@ 11 ft, grayish -brown, moderately hard, no calcium
carbonate stringers
TOTAL DEPTH 12 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING

Work Order 700003
TABLE I cont.

LOG OF TEST PITS
Test
Pit No. Depth (ft) USCS Description
TP-32 0 — 4,0 SM ALLUVIUM (Qal): SILTY SAND, fine -to medium - grained, (predominantly fine-grained), trace fine to
coarse GRAVEL, brown, slightly moist, medium
dense, small cobbles, trace to some pinhole porosity,
trace voids to 2mm, trace fine randomly oriented
calcium carbonate stringers
@ 4 ft. — dense

4.0 — 16.0
SAN TIMOTEO FORMATION (QTst): SILTY
SANDSTONE, fine to medium -grained, brownish -
gray, moderately hard, slightly moist.
@ 16 ft. — refusal.

TOTAL DEPTH 16 FEET
NO GROUNDWA FER ENCOUN 1'ERED

NO CAVING
TP-33 0 — 17.5 SM ALLUVIUM (QaI): SILTY SAND, fine -to medium - grained, trace fine to coarse GRAVEL (rounded to
sub -rounded), brown, moist, medium dense, small
cobbles, some pinhole porosity, some calcium
carbonate stringers to 11 ft.
@ 8 ft. — dense
TOTAL DEPTH 17,5 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING

Work Order 700003
TABLE I cont.

LOG OF TEST PITS
Test
Pit No. Depth (ft.) USCS Description
TP-34 0 — 3.0 SM ALLUVIUM (Qal) SILTY SAND, fine -to medium - grained (predominantly fine-grained), trace fine to
coarse GRAVEL, brown, moist, medium dense, trace to
some pinhole porosity.

3.0— 11.0
SAN TIMOTEO FORMATION (QTst): SILTY
SANDSTONE, fine -to medium -grained, grayish -
brown, highly weathered, slightly moist, thickly
bedded, soft, moderately fractured, moderately well -
cemented, (calcium carbonate cement), pervasive
calcium carbonate stringers
@ 6.5 ft. moderately hard, some calcium carbonate
stringers
@ 8.0 ft. trace calcium carbonate stringers
@ 10.0 ft. no calcium carbonate stringers
TOTAL DEPTH 11 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING
TP-35 0 — 9.5 SM ALLUVIUM (Oal):SILTY SAND, fine -to medium - grained, trace fine to coarse GRAVEL, brown, slightly
moist to moist, medium dense, small cobbles, some
fine randomly oriented calcium carbonate stringers,
trace to some pinhole porosity

9.5 — 11.5
SAN TIMOTEO FORMATION (QTst): SANDY
SILTSTONE, fine-grained, grayish -brown, moist,
moderately hard, thinly bedded, moderately fractured,
(iron oxide cementation), highly oxidized
@ 11.5 ft. — refusal
TOTAL DEPTH 11.5 FEET

NO GROUNDWATER ENCOUN I'ERED

NO CAVING

Work Order 700003
TABLE I cont.

LOG OF TEST PITS
Test
Pit No. Depth (ft.) USCS Description
TP-37 0 — 10.0 SM ALLUVIUM (Oal): SILTY SAND, fine -to medium - grained, trace fine to coarse GRAVEL (rounded to
sub -rounded), brown, moist, medium dense, some
pinhole porosity, trace voids to 3mm
@ 2.5 ft. some fine randomly oriented calcium
carbonate stringers
@ 6,0 ft. abundant calcium carbonate stringers, some
voids to l mm, trace voids to 5mm, all calcium
carbonate lined

10.0 —11.0
SAN TIMOTEO FORMATION (QTst):

SILTSTONE, fine-grained, brown, highly weathered,
moist, moderately hard, thinly bedded, moderately
fractured, pervasive calcium carbonate stringers
TOTAL DEPTH 11 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING
TP-38 0.0-13.0 SM ALLUVIUM (Qal): SILTY SAND, fine -to medium - grained (predominantly fine-grained), trace fine to
coarse GRAVEL (rounded to sub -rounded), brown,
moist, medium dense, trace to some pinhole porosity,
trace voids to 2mm
@ 2.0 ft. some calcium carbonate stringers, dense,
pinhole porosity continues

13.0-14.0 SAN TIMOTEO FORMATION (OTst): SANDY
SILTSTONE, fine-grained, grayish -brown, highly
weathered, moist, moderately hard, moderately
bedded, moderately fractured, moderately cemented
(calcium carbonate cement), pervasive calcium
carbonate stringers, refusal @ 14.0 ft,
TOTAL DEPTH 14 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING

Work Order 700003
TABLE I cont.

LOG OF TEST PITS
Test
Pit No. Depth (ft.) USCS. Description
TP-39 0 — 15.0 SM

15.0 — 17.0
SP
ALLUVIUM (QM): SILTY SAND, fine -to medium -
grained (predominantly fine-grained), trace fine to
coarse GRAVEL (rounded to sub -rounded), brown,
moist, medium dense, trace to some pinhole porosity.
@ 9.0 ft: GRAVELLY SAND, fine -to coarse -grained,
grayish -brown, dry, dense, slightly cemented, some
cobbles up to 6"
SM @ 12.0 ft, SILTY SAND, fine -to medium -grained,
brown, moist, dense
SAN TIMOTEO FORMATION (QTst): SILTY
SANDSTONE, fine to medium -grained, grayish -
brown, slightly moist, thickly bedded, highly fractured, some calcium carbonate stringers
TOTAL DEPTH 17 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING
TP-40 0 -- 5.5 SM ALLUVIUM (Coal): SILTY SAND, fine -to medium - grained, trace fine to coarse GRAVEL, brown, moist,
medium dense, trace to some pinhole porosity

5.5 — 12.0 SAN TIMOTEO FORMATION (QTst): SILTY
SANDSTONE, fine to medium grained, light yellow -
brown, dry to slightly moist, moderately hard, thickly
bedded to massive, moderately fractured, some iron
oxidation staining
@12.0 ft.- light gray, hard,
Refusal @ 12 ft.

TOTAL DEPTH 12 FEET

NO GROUNDWATER ENCOUNTERED

NO CAVING

66Z I- JO P6C e6ed
0 15
30 45
60 75
Kehoe Testing & Engineering
Office: (714) 901-7220
Fax: (714) 901-7289
Email: [email protected].

Tip Stress CO R
(tsf)
SPT N60c
400 0 (blow s/ft) 60
1 3 1 r
Max Ir1Um depth: 58.51 (ft)
r I
Northing:

Easting:

Elevation:

Client: Pacific Soils
Site: Oak Valley, Beaumont
Slee ve Stress
0 (tsf) 5
Date: 12/May/2.003
Test ID: C-11
Project: Suncal
Pore Pressure
-1 (tsf) 5
I 1 r
Rati o COR
0 (%l
8 OC
Saner
Int erbedded
0 15
30 45
60 75
Te d ID: C-11
F1t e: C 12Y0310C .5CP

66Z I- JO 96€ e6ed
Kehoe Testing & Engineering
Office: (714) 901-7270
Fax: (714) 901-7289
[email protected]
Tip Str ess COR
0 (tsf)
Sle eve Str es s
800 0 (tsfj 14
15—��
30 45
60 75
Maxkmum depth: 23.116 (n)
1 1
1 1
1 1 1 1 1' 1 1 1
CPT Data
30 ton rig
Customer: Pacific Soils
Job Site: Phase 4 -Fairway Canyon
Por e Pre ssure
-1 (tsf) 25
1 1 1 1
I 1
1! 1 1 1 1 1 1 1
Date: 14/Nov/2006
Test ID: CPT -5
Project: Beaumont
Ratio COR
p (%) 8
1' 1 1 1 1 1
SST FR
2 (Rob. . 1986) 12
11 - Sand Mk
Slay S and
Silty Sand
San d
Sand Mi x
1 1 1 1 1 1 1
0 15
30 45
60 75

66Z I- JO 96€ a6ed
Kehoe Testing & Engineering
Office: (714) 901-7270
Fax: (714) 901-7289
[email protected]
15 30
45 60
75 Tip Stress GOR
(tsf)
Sleeve Stress
800 0 {tsf) 14
Maximum dep th: &7. 98 [it)
CPT Data
30 ton rig
Customer: Pacific Soils
Job Site: Phase 4 -Fairway
Pore Pressur e
-1 (t sf) 25
Date: 14/Nov/2006
Test ID: CPT -6
Project: Beaumont
C anyon
Rati o GO R
0 (%) 8
I L 1 1 1 1 1
SST FR
2 (f ob_ 1986) 12

66Z I- JO L6C a6ed
15 30
45 60
75 Kehoe Testing & Engineering
Office: (714) 901-7270
E Fax: (714) 901-7289
[email protected]
CPT Data
30 ton rig
Customer: Pacific Soils
Job Site: Phase 4 -Fairway Canyon
Date: 14/Nov/2006
Test ID: CPT -7
Project: Beaumont
0 Tip Stress COR
(tsf)
Slee ve Stres s
800 0 (tsf) 14
Maxfmurn dapfh: 49.22 (ft)
P ore Pressure
-1 (t sf) 25
€
I I.I 1 II I I
1 1 1 1! 1 11 1
R atio COR
SBT FR
0 (%) 8 2 (Rob . 1986) 12
1 1 1 1 1 1

66Z I- JO 868 a6ed
0 15
30 45
60 75
Kehoe Testing & Engineering
Office: (714) 901-7270
Fax: (714) 901-7289
[email protected]
Tip Str ess COR
(tst)
Sleev e Str ess
800 0 (tst) 14
-1
Ma ximu m de pth: 77.1 p (II)

CPT Data
30 ton rig
Customer: Pacific Soils
Job Site: Phase 4 -Fairway Canyon
Pore Pressur e
-1 (tat). 25
111111111
l
Date: 14/Nov/2006
Test ID: CPT -8
Project: Beaumont
Ratio /pCCR
0 (3/ C) 8
1 1 I 1
1 1 1
SST FR
2 ( Rob . 1986) 12
0 15
30 45
60 75

66Z I- JO 66€ a6ed
Kehoe Testing & Engineering
Office: (714) 901-7270
Fax: (714) 901-7289
[email protected]
0 15
30 45
60 Tip Stre ss COP
(tsf)
Sleeve Str ess
800 0 (tsf) 14
75 Max imu m depth: 58.76 On
1 1 1 1 1 1 1
CPT Data.
30 ton rig
Customer: Pacific Soils
Job Site: Phase 4 -Fairway Canyon
P ore Press ure
-1• (tsf) 25
1 I
1 IIIIIIII
Date : 14/Nov/2006
Test ID: CPT -9
Project: Beaumont
Ratio GOR
0 (f) 8
SBT FR
2 (Rob. 1986) 12

66Z I- Jo 0017 a6ed
0 Kehoe Testing & Engineering
Office: (714) 901-7270
Fax: (714) 901-7289
skehoe@msn .com
Tip Str ess COR
(tsf)
Sleeve Stress
800 0 (tst) 14
Maximum depth: 67.05 (ft)
1 i 1 1
1 1 1' l i l t
CPT Data
30 ton rig
Customer: Pacific Soils
Job Site: Phase 4 -Fairway Canyon
P ore Pr essure
(tsf) 25
1 1 1 1 1 1 1 1'
Date: 14/Nov/2005
Test ID: CPT -10
Project: Beaumont
Rati o COR
0 (tee) 8
SST FR
2 (Rob.1986) 12

66ZI-Jo L0P abed
0 15
30 45
60 75
Kehoe Testing & Engineering
Office: (714) 901-7270
Fax: (714) 901-7289
[email protected]
Tip Stress OCR
(tsf)
Sleeve Stress
800 0 (t sf) 14
i 1 4 I I 1 F 1
ma ximum dopfh: 63.04 (ft}
CPT Data
30 ton rig
Customer: Pacific Soils
Job Site: Phase 4 -Fairway Canyon
Pore Press ure
-1 (tsi) 25
1 1 1 1 1 1 1 1 1
11111! I I
Date: 14/Nov/2006
Test ID: CPT -11
Project: Beaumont
R atio OCR
0 (%) s
SST FR
2 (Rob . 19 86) 12

66Z I- Jo Z017 abed
Kehoe Testing & Engineering
Office: (714) 901-7270
Fax: (714) 901-7289
skehoe@msn .com
Tip Stress COR
0 (tsf)
15 30
45 60
75 Sleeve Stre ss
800 0 (tsf) 14
)1 F I I I F F 1 1
Ma ximum do plh: 37.34 (IV
1 Eifel
'CPT Data
30 ton rig
Customer: Pacific Soils
Job Site: Phase 4 -Fairway Canyon
Pore Press ur e
-1 (tsf) 25
i I I F i
C
1[ l 1 1 1 1 1 1
Date: 14/Nov/2006
Test ID: CPT -12
Project: Beaumont
Ratio COP
0 (%) B
I I
F 'MEF
J
SBT FR
2 (Rob_ 1986) 12

66Z I- JO COP a6ed
0 15
30 45
60 Kehoe Testing & Engineering
Office: (714) 901-7270
Fax. (714) 901-7289
[email protected]
Tip Str ess COR
(tsf)
Sl eev e Stress
800 0 (tsf) 14
75 Ma ximu m de pth: 62.05 (ft)
1 I
1 11 1 I 1 1 1 1
CPT Data
30 ton rig
Customer: Pacific Soils
Job Site: Phase -4 Fairway Canyon
Por e Pr ess ure
-1 (tsf) 25
Date: 17/Nov/2006
Test ID: CPT -1.3
, Project: Beaumont
Ratio COR
(%) 8
SBT FR
2 ( Rob. 1986) 12
ImainimpoMilinER
Band
kiferbddded
0 15
30 45
60 75

66Z I- JO POP e6ed
15 30
45-
60 75
K Kehoe Testing & Engineering
OVffice: (714) 901-7270
E Fax: (714) 901-7289
T
skehoe@msn .com
CPT Data
30 ton rig
Customer: Pacific Soils
Job Site: Phase -4 Fairway Canyon
Tip Stress CQR Sle ev e Stress P ore Pr ess ure Ratio COR Date: 17/Nov/2006
Test ID: CPT -14
Project: Beaumont
SBT FR
(tst) BOO 0 (1st) 14 -1 (t sf) 25 0 (%) 8 2 (Rob , 1986) 12 ::-7;—;
1 f 1 t
(
r
Maximu m depth: 53.01 (ft)
1 1 1 l I l 1 1
1 1 1 1 1 1 1 1 1
I I l 1 L I I I
1 1 1 1 1 1

66Z I- Jo 9017 abed
Kehoe Testing & Engineering
Office: (714) 901-7270
Fax: (714) 901-7289
[email protected]
0 30
45 Tip Stres s COR
(tst)
800
60 75
Maximum dopth: 4 5. 54 (ft/
Sl eeve Stress
0 (tsf) 14
1+ s s t s t t rt
t f 1 1 i
_e •--
CPT Data
30 ton rig
Customer: Pacific Soils
Job Site: Phase -4 Fairway
P ore Pressure
-1 (tsf) 25
-
141 11111 1
Date: 17/Nov/2006
Test ID: CPT -16
Project: Beaumont
Canyon
Ratio COR
0 (%) 8
SST FR
2 (fob- 1986) 12

66Z I- JO 90P a6ed
Tv
KEROEIESTINC & EROtNE£RiNG
Pr oject : Desert Lawn & Cherry Valley, Beaumont, CA Client : Pacific Soils CPT Date : 11/20(06
Lo cation : CPT -18
Cone Re sistance
qc (tsf)
0 100 200
Sleeve Friction
fs (tsf)
300 0 2 4
5 10
15 20
e 25
ga 30
35 40
45 50
55 5
10 15
20 25
30 35
40 45
50 55
P ore Pr essure
u (psi)
6 -10 -5 0 5 10
5 10
15 20
25 30
35 40
45 50
55 J
5 10
Friction Ratio
Rf (%)
0 2 4 6
15 20
25 30
35 40
45 -
50 55
0 Soil Behavior Type
5-
10-
15-
20 -
25 30
35 -
40 refusal
45 :
50 55
and to silty sand
fifty sand to sandy silt
and to silty send
sandy silt to clayey slit
silty sand to sandy slit
sand to silty sand
clayey slit to silty clay
silty clay to clay
sandy slit to clayey slit
sand to silty sand
silty sand to sandy slit
silty clay to clay
clay
sandy silt to clayey sift
sand

66Z I- JO LOP a6ed

KEKOE TESTING & ENCINEEEINC
0 5
10 15
20 e. -
25 —
rSe 30
35 Pr oject :

Lo cation :

Desert L awn & Cherry Valley, B ea umont, CA
CPT -19
Client : Pacific Soils
CPT Date : 11/20106
Cone Resist ance
qc (tat)
100 200 300
0 „ 'y II!
40 45
50 55
Sle eve Friction
fs {tsf)
Pore Pr essure
u (psi)
0 2 4 6 -10 -5 0 5 10
0 h-
10 15
20 25
30 35
40 45
50 55
0 5
10 15
20 25
30 35
40 45
50 55
Friction Ratio
Cif (%)
0 2 4 6 8
5-
10 15
20 25
30 35 -
40 45 -
50 55
5 S oil Behavior Type
san
silly sand to sandy silt
clayey sill to silty clay
sandy silt to clayey silt
10 silty sand to sandy slit
sandy slit to clayey silt
clayey silt to silty cl ay
sandy sill to clayey silt
sand to silty sand
gravelly sand to sand
15 20
25 30 -
35 40
45 50
55 refusal

66Z I- Jo 8017 a6ed
E

KERGE TESTING & ENGINEERING
0 0
5 10
15 �
20 +i" 25 -
830
35 40 -
45 50
55 Project : Desert Lawn & Cherry Vall ey, Beaumont, CA Locati on : CPT -20
Client : Pacific Soils
CPT Date : 11/20106
Cone Resista nce
qc (tsf)
Slee ve Friction
fs (tsf)
Pore . Pressure
u (psi)
100 200 300 0 2 4 6 -10 -5 0 5 10
5 10
15 20
25 30
35 40
45 50
55 10
15 20
25 30
35 40
45 50
55 10
15 20
25 30
35 40
45 50
55 Friction Ratio
Rf (%)
0 2 4 6 8
5 10-
15 ..
20 -
25 -
30 -
35 -
40 -
45 50 -
55 refusal
Soil Behavi or Type
clayey siltto silty clay
silty clay to cl ay
clayey silt to silty clay
slily clay to cl ay
silty sand to sandy silt
clayey silt to silty clay
clay
sand to silty sand
clay
silty sand to sandy silt
gra vely sand to . sand

APPENDIX C
Previous Laboratory Testing
(PSE, 2007)
ALTA CALIFORNIA GEOTECHNICAL, INC.

Work Order 700003-G4
February 12, 2007
Page C-3
Corrosivity Testing
Corrosivity tests were performed to analyze the corrosion potential of the on -site soils on ferrous metals and concrete. Sulfate contents were determined and are shown on Plates C-78 through C-

82. Borings BA -26 and BA -27 were renumbered after the sulfate tests were conducted. Plates C-78 and C-79 reflect the original numberings with the revised numbering in parenthesis.

The pH and electrical resistivity were also determined and are summarized in the following table.
;1 , . ‘ 1111M1r!I llig. 11 1.7.1117:1. 111

1.11 . . 111WIITI IIIIIIM 11171177 1
111111.1111==4111111MMIN11.1111=1111144441111` 111111111= 111' 11. 11 BA -63
8600
-iTi G+P�
EMERMINII 540

7.6 PACIFIC PIgk'Ii`E69641a7 1NG, INC,

TABLE C-1

SUMMARY OF LAB ORATORY TEST DATA
W. O. 700003-G4
BORING
DEPTH
(FEET)

SOIL DESCRIPTION
GROUP
SYMBOL

MAXI MUM

DENSITY
(Pen

OPTIMUM
(Np19Tl1RE

CONTENT
('%)
DIRECT
SHEAR
PLUS NO.4 SEIVE
(pius.4.76mm)
(4k}
SAND
(4.75mm41,0751t1m)
(9t)
SILT
(0 .075 nam.0.005mm)
(941
CLAY
(mtnus 0.005mm)
194)

EXPANSION
INDEX
UBC1B.2

OTHER TESTS

REMARKS

8.011
10 Silty Sand (Qal)
SM
3 50
29 18
C on solid ation - Plate C-1
13 08
20 Silty Sand (dal)
SM
4 52
23 11
Consolidation - Plate C-2
B- 05
30 Sandstone (OTat)
13 74
9 4
Consolidation • Plate C-3
•�
7 9illy4� ,^s"
1MI
I 41 ^
a a
4 6f
iA
i
nJ'9

7.1 I ly Swd (Qat)
1141
+
C'r
24 40
r.,nsralrlaHnn- O[sM A-1

0.. .e..4)d..tl..n N C 6
D-sm
25 an[fsanovat*
314
4 53
!!
10 -t ..
22 14
CMeelldallsM P!atS C li
IS IS

7. 5
:lily 3-..a (ISA)
3M
0 L0
0 7
13-10
IS
50iy 3044J (Dal)
3M
IS
.1!
If
I .

Os —mild -40 . ft-te
B -i1

7.5 Silty Sand (Qaa)
SM
5 49
25 21
Consolidation • Plate C -S
(3-11
25 Silty Sand (G all
SM
0 58
25 17
Consolidation - Plate C-9
B-12
6 Silty Sand (Qal)
SM
131.5 8.0
SEETE
10 59
17 14
B-12:

7.5 Slily S and (Qal)
SM
2 52
30 1 .6
Consolidation - Plate C-10
8-12
15 Sandy Slit (Oat)
ML
0 35
50 15
Co nsolidation • Plate C-11
8-12
25 Sandy Silt {pal}
ML
1 48
31 20
Consolidation - Plate C -12
8-13
10 Silty Sand (Oat)
SM
2 59
23 18.

Cons:iictation • Plate 01!3
8-13
25 Silty Sand Mali
SIN
1 81
11 7
Consolidation - Plate C-14
8-14
10 Silty Sand (Gall
SM
0 60
27 13
Co ns olidati on - Plate C -I5
8-15

7.5 Silty Clay (Qal)
CL.
0 12
53 35
Consolidation - Plate 016
B-15
20 Silty Sand (Qa1a
SM
2 57
25 13

8.16 15
Sandy Silt (G al)
SM•ML
0 50
28 22
Cons olidation - Plate C-17
8-16
35 Sand (Cal)
SP
0 95
3 2
ifp U4
90 CuRy nano tuna,
3M
5 d0
24 9
0a„seAdlaall9.. ri..1- 0 10
Pacific So ils Engineering, Inc.

TABLE C-1

SU MMARY OF LABORATORY TEST DATA
W.O . 700003-G4
66Z I- JO EH?' e5ed

BO RING
DEPTH
{FEET)

SOIL DESCRIPTION
GROUP

SYMB OL

MAXIMUM

DE NSITY
(PCF)

OPTIMUM
8801511RE

CONTENT
(%
DIRECT
SHEAR
PLUS NO.4 SEIVE .
(plus 4 .7enim)
(%)
SAND
(4.76tnm-0.075nnn)
(%)
SILT
(0.075mnm-0.005mr m
( %1
CL AY
(minus 0 .005mn)
( %)

EXPANSI ON
INDEX
UBC 18-2
OT(iER TESTS

REMARKS
BA se
30 Slay Sand
II
E
^-r--Y'd-w^ ter- C ai
(Gel)
0 51
14 PA III
"
WV e" & 1e'M (01Ta)
4 As
,.n
,1
1 r4sna. 1111-+11.... - Pi Na r_we
Ik GO
9 01145 Ca [)
CM
181.1
10 SEE PLATE
4 OP
,B
8 1
Chemical -Piste C '88
-et (Q
.0
G77
Reaisliuitr77S0, pi -i=5„3
Ce11..elidafien net ,. C 00
DA•09
30 0I1t n..d n.e (I$ 4)
it
ee
IS
— 7
DOOM
18 I ..etl, 3...J (eu.)
aR
1e
89 4
1 O..na..II,ialr.M Mt._ 0 f1
BA t1
31 Silly Sen d
SM
I
U
71 7
CvnsolIdetli^ el IJe C £2
(Gee)
TF
-e.Z
su
ca eyag sw®ao ne‘w.ey
G�
v
ac
all
40 SEEPI.pITE
DA ett.

OP

0....41, 8ill.l..... (GT I)
0 Do
so
PO
BA 43
13 Gravelly Sandstone (OTat)
126,1
92 7
82 3
a
0 49
esistI Chemical 8800, 41 1
ao s�stt�ty-eeoa, psa��
BA -13
70 Silty Sandstone (QTet)

SEE PLATE
C-00
2 63
20 7
BA -54
15 Silty Sand (Gal)
SU
2 51
24 18
ConeoltdaIIon -Plate C .53
BA -64
30 Silty San d (Gall
SM
2 49
31 18
Cons oildatlon • Plate C -U
BA.64
35 Silty Sa ndston e (QTst)
1 58
31 10
Consolidation • Plate C -e5
I
MAO
to
304 34....((C4
381
a
3►
:e
13 Qe..a..5.1.11.1.. - i'l..te O 30
BA-ee�--h1--�
3tIt, 3....J
3M
SEE PLATF.

Ch emical -Plats C=90
(fit)

1...e. 7
e,e
C41
1 34
32 13
a
Residually=10020, p11x7.1
s
re
1e
a
CL...a1Rl.lIe.. Pt.t. C rT
Bf4425
:lily a...,.1
(Gall
]M
1 ea
3e
10 R. .,.....11J.1h... 11 4.84, 0 X
72 4?
a
(• ... .-...14!-Iron 01.11" f RR
S....0
.11.y lVv.)
515
8 e3
38 3
Ob.,s..151..R.A1-PL..t4 0-00
BA 07
10 011ly Sand (Real
OM
?
4 t•
r ff1..I. .r• e,

yip114e.^m
Pacific Soils Engineering, Inc.

TABLE C-1

SU MMARY OF L AB ORATORY TEST DATA
W.O . 700003-G4
66ZI-Jo£1,17abed
BORING
DEPTH
(FEET)

SOIL DESCRIPTION
GROUP
SYMBOL

MAXIMUM

DENSITY
(PF)

OPTIMU M

MOISTURE

CONTENT
(%)
DIRECT
SHE AR
PLUS N .4 SEIVE
(plus a .76mm)
(%)
SAND
(4 .76mm.0,07Smm)
(%)
SILT
(0.075mm-0.005mm)
(%)
CLAY
(minus 0.005mm)
(%)

EXPANSION
INDEX
(AC 18-2

OTHER TESTS

REMARKS
UA .E6
H
Sit, 3., ..1•{8.1)
3M
125.0
SE EpL.ATE
C-88
10,7
12 403
94 16
23 CI 360,
»A$B
Slilele N1Tet)
0 if
31 10
C e^v dLIM'-",- n"fM+"- si
BA -70 10
Silty Sand (Qat)
SM
2 52
28 18
Conaolid atl an -Plate C-64
BA -TO
20 Sandy Slit (Qal)
ML
0 47
38 17
C ons olidatio n - Pl ate C -G6
12 Ceaeelidelis e Plate C 4t
BA-71�.0
314 3..4 OW)
3 61
1 '3
a0
&472 20
Gravelly Sand (0/11)
SP
10 81
6 3
Consolidation - Prate C-87
1311.73 17
Sandy Siltatooe QTet)
422,4

71.1 SEE PLATE
C-83
6 61
22 12
29 Ch emical Plate C•418(
Res$311 1yw640, Mel/
BA -73 30
Clayey Slit5to ne (QTM)
-
St C
-84
6 61
27 6
13A -T3
47 Sandstone (QTst)
PL ATE
EGOS
0 28
S8
14 17
11 113-1 20
CII[, a ...d (E ..1)
, M
7 OS
ttY'�
(-(w 1
sa
a3anay out 1f,taJi
191C
a
at-
JD
le
HS-.
au
5E1L1r Sand PA'
.S
3 88
23 11
113-1
TO
Sill? 9. ...J (13« 11
3M
0 37
30 13
Pacific Sails Engineering, Inc.

COMPRESSIVE STRESS IN TSF

PERCENT CHANGE IN HEIGHT

0.1 2 3 4 5 6 7 8 9 1
-2,0
-1.0
0,0

1.0 2.0

3.0 40

5.0 6.0
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group
symbol
typical names
B-08

10.0 110

9.0 47
47 SM
Silty Sand (Oat)
REMARKS: WATER ADDED AT 1,.07 TSF

CONSOLIDATION CURVE
•

PACIFIC SOILS
ENGINEERING, INC.

W.O. 700003-G4 PLATE C-1

COMPRESSIVE STRESS IN TSF
PERCENT CHANGE. IN HEIGHT

0.1 2 3 4 5 6 7 8 9 1
-2.0
-1:0

0.0 1.0

2.0 3.0

4.0 50
60 70

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symbol.
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typ
B-08

20.0 117

8.7 55
34 SM
Silty Sand (QaI)
REMARKS: WATER ADDED AT 2.13 TSF

CONSOLIDATION CURVE

PACIFIC SOILS

ENGINEERING, INC,
W.O. 700003-G4 PLATE C-2

COMPRESSIVE STRESS IN TSF

PERCENT CHANGE IN HEIGHT

0.1 2 3 4 5 6 7 8 91
-2.0
-1.0

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

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group
symbol
typical names
B-08

30.0 117

9.4 60
13 Sandstone (QTst)
REMARKS: WATER ADDED AT 2.13 TSF

CONSOLIDATION CURVE

PACIFIC SOILS

ENGINEERING, INC,
W.O. 700003-G4 PLATE C-3

COMPRESSIVE STRESS IN TSF

PERCENT CHANGE IN HEIGHT

0.1 2 3 4 5 6 7 6 9 1

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 9.0

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group
symbol
t ical names
yP
B-11

7.5 106

7.7 36
46 SM
Silty Sand (Qal)
REMARKS: WATER ADDED AT 2.14 TSF

CONSOLIDATION CURVE

PACIFIC SOILS
ENGINEERING, INC.

WO. 700003-G4 PLATE C-8

COMPRESSIVE STRESS IN TSF

PERCENT CHANGE IN HEIGHT

0.1 2 3 4 5 6 7 8 9 1
-2.0
-1.0

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

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group
symbol
typical names
B-11

25.0 109

11.6 59
42 SM
Silty Sand (Qal)
REMARKS: WATER ADDED AT 4.27 TSF

CONSOLIDATION CURVE

PACIFIC SOILS
ENGINEERING, INC.

W.O. 700003—G4 PLATE C-9

COMPRESSIVE STRESS IN TSF
PERCENT CHANGE. IN HEIGHT

0.1 2 3 4 5 6 7 8 9 1
-2.0
-1.0

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 2 3 4 5 6 7 8 910
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8-12

7.5 105

4.8 22
46 SM
Silty Sand (Qat)
REMARKS: WATER ADDED AT 2.14 TSF

CONSOLIDATION CURVE

PACIFIC SOILS
ENGINEERING, INC.

W.O. 700003-G4 PLATE C-10

COMPRESSIVE STRESS IN TSF

PERCENT CHANGE IN HEIGHT

0.1 2 3 4 5 6 7 8 9 1
- 2.0
- 1.0

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

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group
symbol
typical names
5-12

15.0 107

8.3 40
65 ML
Sandy Silt (Qal)
REMARKS: WATER ADDED AT 2.14 TSF

CONSOLIDATION CURVE

PACIFIC SOILS
ENGINEERING, INC.

W.O. 700003-G4 PLATE C-11

COMPRESSIVE STRESS IN TSF

PERCENT CHANGE IN HEIGHT
0,1 2 3 4 5 6 7 891

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 9.0

10.0 2 3 4 5 6 7 8 910
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group
symbol
typical • names
8-12

25.0 108

7.9 40
51 ML
Sandy Silt (Qal)
REMARKS: WATER ADDED AT 4.27 TSF

CONSOLIDATION CURVE

PACIFIC SOILS
ENGINEERING, INC.

W.O. 700003-G4 PLATE C-12

COMPRESSIVE STRESS IN TSF

PERCENT CHANGE IN HEIGHT

0.1 2 3 4 5 6 7 8 9 1
-2.0
-1.0

0.0 1.0

2.0 3:0

4.0 5.0

6.0 7.0

8.0 3 4 5 6 7 8 910
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satur. (%)
-200
sieve (%)
group
symbol
typical names
B-13

10.0 113

9.5 54
39 SM
Silty Sand. (Cal)
REMARKS: WATER ADDED AT 1.07 TSF

CONSOLIDATION CURVE

PACIFIC SOILS
ENGINEERING, INC.

W.O. 700003-G4 PLATE C-13

COMPRESSIVE STRESS IN TSF

PERCENT CHANGE IN HEIGHT

0.1 3 4 5 6 7 8 9 1
-2-0
-1.0

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 2 3 4 5 6 7 8 910
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dry
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in situ
moist. (%)
in sit o
satur, (%)
-200
sieve (%)
group
symbol
typical names
B-13

25.0 110

4.6 24
18 SM
Silty Sand (Qal)
REMARKS: WATER ADDED AT 2.13 TSF

CONSOLIDATION CURVE

PACIFIC SOILS
ENGINEERING, INC.

W,O. 700003-G4 PLATE C-14

COMPRESSIVE STRESS IN TSF

PERCENT CHANGE IN HEIGHT

0.1 2 3 4 5 6 7 8 9 1
-2.0
-1.0

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0
8,0
2 3 4 5 6 7 8 910
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depth (ft.)
dry
density (pcf)
in situ
moist. (%)
in situ
satur. (°/6)
-200
sieve (%)
group
symbol
typical names
B-14

10.0 117

6.8 43
40 SM
Silty Sand (Qal)
REMARKS: WATER ADDED AT 1,07 TSF

CONSOLIDATION CURVE

PACIFIC SOILS
ENGINEERING, INC.
_ W.O. 700003-G4 PLATE C-15

COMPRESSIVE STRESS IN TSF

PERCENT CHANGE IN HEIGHT

0.1 2 3 4 5 6 7 8 9 1
-2.0
-1.0

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 2 3 4 5 6 7 8 910
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boring
depth (ft.)
dry
density (pct)
in situ
moist. (%)
in situ
satur. (%)
-200
sieve (%)
group
symbol
typical names

B -t5

7.5 94

17.2 59
88 CL
Silty Clay (Qal)
REMARKS: WATER. ADDED AT 1.07 TSF

CONSOLIDATION CURVE

PACIFIC SOILS
ENGINEERING, INC.

W.O. 700003-G4 PLATE C-16

COMPRESSIVE STRESS IN TSF

PERCENT CHANGE IN HEIGHT

0.1 2 3 4 5 6 7 8 9 1
-2.0
-1.0

0.0 1.0

2.0 3.0

4.0 5.0
60 7.0

8.0 4 5 6 7 8 910
,
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