1993-3597 G Street Address
Category Serial #
355 - 7 7o r S � sv TV
Name Description
Plan ck. # Year
I JUN 15 1993 cn
- Q) �.
ENGINEERING SERVICES o o
CITY OF ENCINITAS
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Phone (619) 471 -6351 Fax (619) 471 -7572 V J � N
RESMECE
DATE: 12 -07 -92 DWG. NO.: D478REP.DWG w J� w
PROJECT: E0082 REVISION: 478 NEPTUNE AVE. ENCINITAS, CA.
PROFIL
478NEP KNOTTS
8 7
22. 0. 28. 20. 2
28. 20. 32. 29. 2
32. 29. 50. 63. 1
50. 63. 60. 80. 1
60. 80. 73. 90. 1
73. 90. 120. 90. 1
120. 90. 160. 90. 1
32. 29. 160. 29. 2
SOIL
2
102. 102. 270. 32. 0. 0. 1
128. 128. 1600. 40. 0. O. 1
EQUAKE
.0 .0 .0
CIRCLE
10 10 28. 38. 120. 150. 0. 18. 0. 0.
* * Design Professionals Management Systems
* * Kirkland, Washington
* -----------------------
* STABL4 Slope Stability
* -----------------------
* * IBM PC & 8086/8088 MS -DOS Version
* Revision 4.1 - 03/03/86
- -SLOPE STABILITY ANALYSIS- -
SIMPLIFIED JANBU METHOD OF SLICES
OR SIMPLIFIED BISHOP METHOD
PROBLEM DESCRIPTION 478NEP KNOTTS
BOUNDARY COORDINATES
7 TOP BOUNDARIES
8 TOTAL BOUNDARIES
BOUNDARY X -LEFT Y -LEFT X -RIGHT Y -RIGHT SOIL TYPE
No. ( FT ) (FT) ( FT ) (FT) BELOW BND
1 22.00 0.00 28.00 20.00 2
2 28.00 20.00 32.00 29.00 2
3 32.00 29.00 50.00 63.00 1
4 50.00 63.00 60.00 80.00 1
5 60.00 80.00 73.00 90.00 1
6 73.00 90.00 120.00 90.00 1
7 120.00 90.00 160.00 90.00 1
8 32.00 29.00 160.00 29.00 2
ISOTROPIC SOIL PARAMETERS
2 TYPE(S) OF SOIL
SOIL TOTAL SATURATED COHESION FRICTION PORE PRESSURE PIE:
OMETRIC
TYPE UNIT WT. UNIT WT. INTERCEPT ANGLE PRESSURE CONSTANT Sl
RFACE
NO. ( PCF ) ( PCF ) ( PSF ) (DEG.) PARAMETER ( PSF )
NO.
1 102.0 102.0 270.0 32.0 0.00 0.0
1
2 128.0 128.0 1600.0 40.0 0.00 0.0
1
A HORIZONTAL EARTHQUAKE LOADING COEFFICIENT
OFO.000 HAS BEEN ASSIGNED
A VERTICAL EARTHQUAKE LOADING COEFFICIENT
OFO.000 HAS BEEN ASSIGNED
CAVITATION PRESSURE = 0.0 PSF
A CRITICAL FAILURE SURFACE SEARCHING METHOD. USING A RANDOM
TECHNIQUE FOR GENERATING CIRCULAR SURFACES. HAS BEEN SPECIFIED.
100 TRIAL SURFACES HAVE BEEN GENERATED.
10 SURFACES INITIATE FROM EACH OF 10 POINTS EQUALLY SPACED
ALONG THE GROUND SURFACE BETWEEN X = 28.00 FT.
AND X = 38.00 FT.
EACH SURFACE TERMINATES BETWEEN X = 120.00 FT.
AND X = 150.00 FT.
UNLESS FURTHER LIMITATIONS WERE IMPOSED. THE MINIMUM ELEVATION
AT WHICH A SURFACE EXTENDS IS Y = 0.00 FT.
18.00 FT. LINE SEGMENTS DEFINE EACH TRIAL FAILURE SURFACE.
FOLLOWING ARE DISPLAYED THE TEN MOST CRITICAL OF THE TRIAL
FAILURE SURFACES EXAMINED. THEY ARE ORDERED - MOST CRITICAL
FIRST.
* * SAFETY FACTORS ARE CALCULATED BY THE MODIFIED JANBU METHOD
FAILURE SURFACE SPECIFIED BY 8 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 32.44 29.84
2 47.79 39.26
3 63.01 48.85
4 78.13 58.63
5 93.13 68.58
6 108.01 78.71
7 122.77 89.01
8 124.14 90.00
* **
1.255
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 34.67 34.044
2 50.28 43.00
3 65.66 52.35
4 80.81 62.07
5 95.71 72.17
6 110.35 82.63
7 120.14 90.00
* ** 1.279 * **
FAILURE SURFACE SPECIFIED BY 8 COORDINATE POINTS
POINT X-SURF Y-SURF
NO. (FT) (FT)
1 32.44 29.84
2 47.72 39.37
3 62.97 48.92
4 78.21 58.50
5 93.43 68.11
6 108.64 77.74
7 123.83 87.40
8 12 7.89
90'.00
1.293
FAILURE SURFACE SPECIFIED BY 8 COORDINATE POINTS
POINT X-SURF Y-
NO. (FT) (FT)
1 31.33 27.50
2 46.77 36.76
62.13 46.14
4 77.42 55.64
5 92.64 65.25
6 107.78 74.98
7 122.85 84.83
8 1''0.62 90.00
1.314
FAILURE SURFACE SPECIFIED BY 8 COORDINATE POINTS
POINT X-SURF Y-SURF
NO. (FT) (FT)
1 29.11 22.50
2 45.67 29.57
3 61.58 37.98
4 76.75 47.67
5 91.06 58.59
6 104.43 70.64
7 116.76 83.76
8 121.72 90.00
1.316
FAILURE SURFACE SPECIFIED BY 9 COORDINATE POINTS
POINT X-SURF Y-SURF
NO. (FT) (FT)
1 33.56 31.94
2 50.66 37.56
3 67.11 44.85
4 82.77 53.73
s 97.47 64.13
6 111.06 75.92
7 123.42 89.01
8 124.18 90.00
1.330
'
'
FAILURE SURFACE SPECIFIED RY 8 COORDINATE POINTS
1 32.44 29.84
2 50.21 32.75
3 67.25 38.53
4 83.12 47.03
5 97.39 58.01
6 109.66 71.17
7 119.61 86.17
8 121.33 90.00
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
1 35.78 36.14
2 44.56
6735 53.42
82.77 62.71
97.93 72.41
6 112.83 82.52
7 123.21 90.00
�
FAILURE SURFACE SPECIFIED BY 8 COORDINATE POINTS
1 31.33 27.50
2 47.21 35.98
3 62.93 44.76
4 78.48 53.81
5 93.87 63.16
6 109.08 72.78
7 124.11 8268
8 13"4.79 90.00
FAILURE SURFACE SPECIFIED BY 8 COORDINATE POINTS
1 30.22 25.00
2 45.77 34.06
3 61.26 43.24
4 76.67 52.54
7 122.49 81.12
8 136.26 90.00
0.00 20.00 40.00 60.00 80.00 100.00
x0.00 +---------+~--------+---------+-------__+-________+
_
_
_
_
-
20'0O +
- 5 4 '
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4�
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...... . . . .941.
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_ I
5.0 41
I 80.00 + .. 9 2
......� ...7. 6 8
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S 100.00 + .... 4.. ..
....... . 04 1
7 63 2 j
120.00 +.
- . .. ... ... ..94 3.
....... ... . .....
. .............
. . . .
F 140.00 + -- -
i
T 160 -00 +
-------------------------------------------
Execution complete, time = 21.42 seconds
------------------------------------- - - - - --
JUN 15 199
ENGINEERING SE R CEO a�
CITY OF ENCI IToS cr> C
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Phone (619) 471 -6351 Fax (619) 471 -7572 W L 1 8 w R E N D E H C E
DATE: 12 -07 -92 DWG. NO.: D470REP.DWG
PROJECT: E0082 REVISION: 470 NEPTUNE AVE. ENCINITAS, CA.
PROFIL
470NEP MILIS
10 9
10. 0. 26. 30. 2
26. 30. 33. 40. 1
33. 40. 41. 50. 1
41. 50. 43. 59. 1
43. 59. 51. 70. 1
51. 70. 52. 79. 1
52. 79. 66. 90. 1
66.. 90. 108. 90. 1
108. 90. 160. 90. 1
26. 30. 160. 30. 2
SOIL
7
102. 102. 270. 32. 0. 0. 1
128. 128. 1600. 40. 0. 0. 1
EQUAKE
.0 .0 .0
i7IRC!_E
10 1n ?3. 33, 108. 150. 0. 18. 0,. 0.
* * Design Professionals Management Systems
* * Kirkland, Washington
* * ----------------- - - - - -- K
* * STABL4 Slope Stability
----------------- - - - - -- : K
* * IBM PC & 8086/8088 MS -DOS Version
* * Revision 4.1 - 03/03/86
:K
- -SLOPE STABILITY ANALYSIS- -
SIMPLIFIED JANRU METHOD OF SLICES
OR SIMPLIFIED BISHOP METHOD
PROBLEM DESCRIPTION 470NEP MILIS
BOUNDARY COORDINATES
9 TOP BOUNDARIES
10 TOTAL BOUNDARIES
BOUNDARY X -LEFT Y -LEFT X -RIGHT Y -RIGHT SOIL TYPE
NO. (FT) ( FT ) (FT) ( FT ) BELOW BND
1 10.00 0.00 26.00 30.00 2
2 26.00 ?0..00 3:3.00 40.00 1
3 33.00 40.00 41.00 50.00 1
4 41.00 50.00 43.00 59.00 1
5 43.00 59.00 51.00 70.00 1
6 51.00 70.00 52.00 79.00 1
7 52.00 79.00 66.00 90.00 1
8 66.00 90.00 108.00 90.00 1
9 108.00 90.00 160.00 90.00 1
10 26.00 30.00 160.00 30.00 2
ISOTROPIC SOIL PARAMETERS
2 TYPE(S ) OF SOIL_
SOIL TOTAL SATURATED COHESION FRICTION PORE PRESSURE PIE:
OMETRIC
T`/PE UNIT I.,IT . i !NIT WT. INTERCEPT ANGLE PRESSURE CONSTANT St_
RFACE
NO. ( PCF ) ( PCF ) ( PSF ) (DEG) PARAMETER ( PSF )
NO,.
1 102.0 102.0 270.0 32.0 0.00 0.0
1
2 128.0 128.0 1600.0 40.0 0.00 0.0
1
A HORIZONTAL EARTHQUAKE LOADING COEFFICIENT
OF0.000 HAS BEEN ASSIGNED
A VERTICAL EARTHQUAKE LOADING COEFFICIENT
OF0.000 HAS BEEN ASSTGNED
CAVITATION PRESSURE = 0.0 PSF
A CRITICAL FAILURE SURFACE SEARCHING METHOD, USING A RANDOM
TECHNIQUE FOR GENERATING CIRCULAR SURFACES, HAS BEEN SPECIFIED.
100 TRIAL SURFACES HAVE BEEN GENERATED.
10 SURFACES INITIATE FROM EACH OF 10 POINTS EQUALLY SPACED
ALONG THE GROUND SURFACE BETWEEN X = 23.00 FT.
AND X = 11 1.00 FT.
EACH SURFACE TERMINATE'S R-ET14EEN X = 108,00 FT.
AND X = 150.00 FT.
UNLESS FURTHER LIMITATIONS WERE IMPOSED, THE MINIMUM ELEVATION
AT WHICH A SURFACE EXTENDS IS Y = 0.00 FT.
18.00 FT. LINE SEGMENTS DEFINE EACH TRIAL FAILURE SURFACE.
FOLLOWING ARE DISPLAYED THE TEN MOST CRITICAL OF THE TRIAL
FAILURE SURFACES EXAMINED. THEY ARE ORDERED - MOST CRITICAL
FIRST.
* * * SAFETY FACTORS ARE CALCULATED BY THE MODIFIED JANBU METHOD
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (F - ) (FT)
1 26 .3? 30 - 48
2 43.85 14.61
60„-4 4 1. ,: 36
4 76.01 50.57
5 89.89 62.02
6 101.88 75.45
7 111.32 90.00
** 1.258 * **
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 30.78 36.83
2 46.66 45.31
3 62.11 54.53
4 77.,11 64.49
5 91.62 75.14
6 105.60 86.48
7 109.55 90.00
** 1.26,E
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X-SURF Y-SURF
NO. (FT) (FT)
1 28.S6 33.65
2 44.08 42.77
3 59.39 S2.23
4 74.48 62.04
5 89.35 72.18
6 103.99 82.66
7 113.78 90.00
1.276
FAILURE SUPFACE SPECIFIED BY 8 COORDTNATE POINTS
POINT X-SURF Y-SURF
NO. (FT) (FT)
1 24.11 26.46
2 39.13 36.37
3 54.15 46.31
4 69.15 56 26
5 84.14 66-22
6 99.11 76.21
7 114.08 86.21
8 119.74 90.00
1.322
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POTNT X-SURF Y-SURF
NO. (FT) (FT)
1 28-56 33.65
45.87 38.57
62.47 45.54
4 78.11 54,44
':)2,57 65.16
6 105,,(64 77.54
7 115.96 QO.00
1.336
FAILURE SURFACE SPECIFIED BY 8 COORDINATE POINTS
DOINT X- Y�SORF
NO� (FT) (FT)
1 27.44 12, 06
2 4 5 '�4-89
4 0 , 7'3
4 78.02 1
: 2 .. (D 5 �, () - 6 8
---' �'? 4 74.20
7 L 13 .32 89.56
8 113.4q 90.00
1 .--"42
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X-SURF Y-SURF
NO. (FT) (FT)
1 30.78 36.83
46.06 46.3
3 61.32 55.88
4 7 65.46
5 - �:)l .78 75.08
106,.97 84 .73,
7 115.21 90.00
1�3-
FAILURE SURFACE SPECIFIED BY 8 COORDINATE POINTS
POINT X-SURF Y-SURF
NO. (FT), (FT)
27.44 32.06
44.82 36.78
(-, L . 1 ; 121 4'3 .48
4 77.34 52.07
5 92.05 62.44
6 105,.46 74.45
7 117.39 87.93
8 118.84 90.00
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 30.78 36.83
2 46.96 44.71
3 62.79 53.28
4 78.24 62.51
5 93.29 72.39
6 107.90 82.91
7 116.91 90.00
* 1.361 **
FAILURE Sl_1RFACE SPECIFIED BY 8 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) ( FT )
1 28.56 33.65
2 45.65 39.30
3 62.14 46.51
4 77.89 55.22
5 92.76 65.36
6 106.63 76.84
7 119.37 89-55
8 119.74 90.00
Y A X I S F T
0.00 20.00 40.00 60.00 80.00 100.00
X0.00 +---------+--------- +--------- +--------- +---- - - - - -+
2Q.00 +
- . 5 0
4 _*
X 60.00 + ...... . . . 18 ,3 7
6 5 . 2
4
3
.1850. 927
I P0.00 + ......... . ...
4
3 2
- .68`5 9 7
S 100.00 + ...... ..... 4
61. 3
... .. . ... 805
... .. .. 4 3
- .. 85
120.00 + . .......4
F 140,00 +
T 160.00 + K
--------------------------------- - - - - -- - - --
Execution complete, time = 23.68 seconds
------------------------------------- - - - - --
L:` U -'
JUN 15 1993
0 0 _
ENGINEERING S ERVI o �
CITY OF ENCINITA
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1529 A Phone (619) 471 -6351 Fox (619) 471 -7572
DATE: 12 -07 -92 DWG. NO.: D498REP.DWG
498 NEPTUNE AVE. ENCINITAS, CA.
PROJECT: E0082 REVISION:
PROFJ�
498N OAKLEY
7 6
13. 0. 22. 29. 2
22. 29. 37. 46. 1
37. 46. 52. 60. 1
52. 60. 61. 90. 1
61. 90. 97. 90. 1
97, 90. 150. 90. 1
22. 29. 150. 29. 2
SOIL
102. 102. 270. 32. 0. 0. 1
128. 128. 1600. 40. 0. 0. 1
EQUAKE
.0 .0 .0
CIRCLE
10 10 20. 30. 97. 130- 0. 18. 0. 0.
* * Design Professionals Management Systems
* * Kirkland, Washington
* * -----------------------
* * STABL4 Slope Stability
-----------------------
� � :K
* * IBM PC & 8086/8088 MS -DOS Version
* * Revision 4.1 - 03/03/86
- -SLOPE STABILITY ANALYSIS- -
SIMPLIFTED JANBU METHOD OF SLICES
OR SIMPLIFIED BISHOP METHOD
PROBLEM DESCRIPTION 498NEP OAKLEY
BOUNDARY COORDINATES
TOP BOUNDARIES
TOTAL BOUNDARIES
BOUNDARY X -LEFT Y -LEFT X -RIGHT Y -RIGHT SOIL TYPE
(FT) ( F T ) (FT) ( FT ) BELOW BND
1 13.00 0.00 22.00 29.00 2
2 22.00 29.00 37.00 46.00 1
'? 37.00 46.00 52.00 60.00 1
4 52.00 60.00 61.00 90.00 1
5 61,00 90.00 97.00 90.00 1
6 97.00 90.00 150.00 90.00 1
7 22.00 29.00 150.00 29.00 2
TS0TPOPTC SOTI_ PARAMETERS
2 TYPE(S) OF SOIL
SOIL TOTAL SATURATED COHESION FRICTION PORE PRESSURE PIE
OMETRIC
TYPE UNIT WT. UNIT WT. INTERCEPT ANGLE PRESSURE CONSTANT S
RFACE
NO. ( PCF ) ( PCF ) ( PSF ) (DEG) PARAMETER ( PSF )
NO.
1 102.0 102.0 270.0 32.0 0.00 0.0
1
2 128.0 128.0 1600.0 40.0 0.00 0.0
1
A HORIZONTAL EARTHQUAKE LOADING COEFFICIENT
OFO.000 HAS BEEN ASSIGNED
A VERTICAL EARTHQUAKE LOADING COEFFICIENT
OFO.000 HAS BEEN ASSIGNED
CAVITATION PRESSURE = 0.0 PSF
A CRITICAL FAILURE SURFACE 'EARCHING METHOD. USING A RANDOM
TECHNIQUE FOR GENERATING I'IRCULAR SURFACES. HAS BEEN SPECIFIED.
100 TRIAL SURFACES HAVE BEEN GENERATED.
10 SI,JRFACES INITIATE FROM EACH OF 10 POINTS EQUALLY SPACED
ALONG THE GROUND SURFACE BETWEEN X = 20.00 FT.
AND X = 30.00 FT.
EACH SURFACE TERMINATES BETWEEN X = 97.00 FT.
AND X = 130.00 FT.
UNLESS FURTHER LIMITATIONS WERE IMPOSED, THE MINIMUM ELEVATION
AT WHICH A SURFACE EXTENDS IS Y = 0.00 FT.
18.00 FT. LINE SEGMENTS DEFINE EACH TRIAL FAILURE SURFACE.
FOLLOWING, ARE DISPLAYED THE TEN MOST CRITICAL OF THE TRIAL
FAILURE SURFACES EXAMINED. THEY ARE ORDERED - MOST CRITICAL
FIRST.
* * * SAFETY FACTORS ARE CALCULATED BY THE MODIFIED JANBU METHOD
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 23.33 30.51
2 40.43 36.15
3 56.48 44.29
4 71.13 54.75
5 84.03 67.30
6 94.90 81.65
7 99.43 90.00
* ** 1.120 * **
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 21.11 26 .14
? 38.15 31.95
54.13 40,,23
4 68.6q 50.81
5 81.51 63.45
6 92.30 77.85
7 98.83 00
** 1.181 * **
TATLURE SURF4CE SPFCTFIED BY 7 COORDINATE POINTS
POINT X-SURF Y-SURF
NO. (FT) (FT)
1 24.44 31.77
2 42.39 33.1s
3 59.44 38.93
4 74.53 48.75
5 86.72 61.99
6 95.2S 77.84
7 98.28 90.00
1.216
F4TLURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X-SURF Y-SURF
NO. (FT) (FT)
1 27.78 35.55
2 44.56 42.05
3 60.49 50.44
4 75.35 60.60
s 88.94 72.39
6 101.10 85.67
7 104.23 90.00
1.220
SIJPF��)( �PE( RY -7 COORDINATE POTNTS
POINT X-SURF Y-SURF
NO ( FT ) ( FT )
1 24.44 31.77
2 41.06 38.70
3 57.00 47.06
4 72.13 S6.81
5 86.34 67.86
6 99.si 80.13
7 108.38 90.00
1.225
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X-SURF Y
NO. (FT) (FT)
1 26.67 '34.29
2 41.46 44.54
ss.96 55.21
4 70.14 66.29
5 84.00 77.79
6 97.5e'_ 89.67
7 97.88 90.00
1.231
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X-SURF Y-SURF
NO. (FT) (FT)
1 24.44 31.77
2 42.42 32.68
3 59.61 38.04
4 74.91 47.52
5 87.38 60.SO
6 96.21 76.18
7 99.91 90.00
1.244
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X-SURF Y-SURF
NO. (FT) (FT)
1 26.67 34.2<?
2 41.81 44.02
? 56�66 54.1'
4 71.20 64.81
5 85.41 75.86
6 99.28 87.33
7 102.31 90M
1.253
FAILURE SURFACLE :,�PECTFTEI) 9Y -7 COORDINATE POINTS
POINT X-SURF Y-SURF
NO. (FT) (FT)
1, 28 .89 36.81
2 d6,07 42.19
3 62.35 49.87
4 77,42 59.71
s 91.00 71.S3
6 102.83 85.09
7 106.04 90.00
1.262
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X-SURF Y-SURF
NO. (FT) (FT)
1 22-22 29.25
2 36.32 40.44
'3 50.41 51.65
4 64.48 62.87
5 78.54 74.11
6 9 .59 85 .3
7 9 8 - 3 qo,00
Y A x I S F T
0.00 18.75 37.50 56.25 75.00 93.75
x 0 ---------------------------------------------------
18.7S
A 37.50 2 0
1.5.86
.73.. 4.
9..
0
2
x 56.25 ...... 15 . 6.
4
0
I 7 5 , 00 + 73 . 4
.. ..9 0
......... .. .. 2
1 86.
... .73..5 .4
........ . ..... . .9
S 93.75 + ... ....... . 2. 1 0
. ....... ... 7
112.50 + ....... .... ....
F 131.2S + ( 4
T 150.00 +
-------------------------------------------
Execution complete, time = 19.88 seconds
------------------------------------- - - - - --
CIVIL ENGINEERING CONSULTANTS
C. J. Randle, P.E., President E
619 So. Vulcan Avenue, Suite 107 k0 � A'
Encinitas, California 92024
Phone: (619) 944-1124
Fax: (619) 942 -6043 w ° m
°C No. C22096 m
09 -30 -93
lF Of
/ VI
O.a.rC 11C� s c� - •T s , � L t nJ 1�,
Pa a Km x H a 60 -
..- ..P_..* .Pa x H ! 6315
Pa' = f x Pa 425.6
y= Pa' 1 l f x Gm x (Kn - 2.16 �
-I v-.x. Pi' 4 1 2 - --. x_ ..- -459.5 -- --_ JUN 5 1993 r I
"Pe = J x SMR'!A x d x (KO-K& 197.1 d ENGIN15i VICES.
. .(. :d X Pe ./ 2 y " " JNjTAS .
Pb
98.5 d2 :2981
Mt = ( 6318 x 8.67 ) + 7223 - 1691.0 d2 - 55.7 d3
Mt = d3 + 25.7 d2 943.3
945.0 ----- z---.- ._943.3
d = 5.54
:i
D = 7.66 SF = 1.30 "Dt _ 9,96
TIEBACK LOADS
T x 3796 LB / LF L 19.2
— • ; 323ib —:.�°� 3231b• S !— LOAD - / -TB- ----- X74 -- DES 4 n ---- l.d-- =--- -- 10.0 --
MON
4 . = 3196 17 S
� `'• � .: �,. ,::: . ..... :.;-Y'
I f1Y1 l
M 22087 FT-M 1 LF HU 300
T 7 , 7 4T KIPS —F—=---O 7 . • �. w.... s .. --- _.... --
r; • •,.. S : c,,• ="� 3 i 014` ; $1 "'•..�:
a 2D 00 : 20.00 ° °� DOV�±HII . ' ..; ; .. .:�-
d : _ 3 = V1.32 33.007 :
::_:_:.... ». ........ ...... Kn ._........45I _ _, 1.26 _. ..
Q = 0.0092
As 3.6@
N.C.EE. #4170 • CA A.C.E. X -22098 • AZ R.C.E #11971 • NV R.C.E. #3037 • WA C.E #10776
CIML- STRUCTURAL, AND SOILS ENGINEERING • GEOLOGY • SURVEY • CERTIRED INSTECTION • SOIL AND MATERIAL TESTING • FEASIBILrr STIAIES •CONTRACT MANAGEMENT
CIVIL ENGINEERING CONSULTANTS
C. J. Randle, P.E., President
619 So. Vulcan Avenue, Suite 107
Encinitas, California 92024
Phone: (619) 944 -1124
Fax: (619) 942 -6043
TRIANGULAR Kw 35.00 acf
RECTANGLE K 22.00 ocf Ka = 0.307 PILE 6PACING' (ft) 8.00
-•• -WT -SOIL - -.. GAt>s1.405.00 _.... Ko = -- -3.240 ...._.... _..PILE - DIALER (ft) .-c •.._ • 2.04__............
FRICTION ANGLE PH 32.00 HT OF WALL in ft 19.00 TB ANGLE DEGAS = 20.00
a = 4.00
PASSIVE ARCH. CAP. 2.36
ARCHING FACTOR f f PAC x PILE DIAMETER in / PILE SPACING 20.64
- Pa = Kw x H = 418 -- -- • . _ . _.. __ ...— _.. .. _ .. .. _ ._ ... _ ., .....- - - - -- -- -
P s Pa x H a 7942
Pa' = f x Pa 267.32
Y = Pa' / t f x GAMMA x (Ko - Ka)) 1.36
Py = t v x Pa') ! 2 = 181.55
• Pe = f x GAMMA x d x i K0 - KA } =
197.10 d ...... .__ . - _...._.. _
Pb = t d x Pe } ! 2 98.55 d2 2366 LB 1 LF
Mt a t 7942 x 5.50 t + 2805.4 — 1612.0 d2
"t d3 + 24.5 d2 707.6
706.8 = 707.6
�. __.. _...... _ d .: -- 4.90 -- ... __ ._ _ -• ___ _
0 6.26 5 F = 1.50 Dt . _ ' ' 939
Ma LOADS
_... T 3757 LB / LF _ .__......._.._..�:..:...... - : _._ _.y.. :.._:..L. „_ OF ZERO 29.i
PION
w�
Ft = O SHEAR LBS 49013 DESON LORI} / TB 73523 TEST LOAD ! T Ld
'f O SHE �
_-.418 --X - _
`X 13.77 �:. -- --,- -- .r.:
"MMT '
M = 16621 FT ! LF
133.0 #T- -KIPS
N.C.E.E. 04170 • CA R.C.E. OC -22098 • AZ R.C.E 011971 NV R.C.E. #3037 • WA C.E. 010776
CIVIL. STRUCTURAL, AND SOILS ENGINEERING • GEOLOGY • SURVEY • CEIMRED INSRECTION • SOIL AND MATERAL TESTING • FEASIMUTY SIUOIES • CONTRACT MANAGEMENT
t
CIVEL ENGINEERING CONSULTANTS
C. I Randie, P.F., President
619 U Vuicau Averme, SuHe 107
$ndnitax, CaUtornist 92024
Ph*= (619) 9" -4124
D�"'s7 � +`�� k,c..R.•� FIX: (619) 947.4043
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M.C.$. # 4170 • CA A.C.E. /C•22096 - AZ A.C.E. #11971 • MV R.C.E. 93037 • WA ME #1077#
crvn, srnucnMn�. AND cNaHCdaw • GopLpaV . VJRM • COTOW 1"MC"C" • sea Amp MATzn& T[SflRa • FEAS NUTY MM • 0MRA MANAGEMENT
CIVIL ENGIlYE MING CONSULTANTS
• C. I RAndle, P.E., President
619 So. Vukan Avenue. Suite 107
Encinitas, California 92024
Phony. (619) 9444124
Fax: (619) 942 .6043
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p.C.F.e. 04170 • CA R.C.E. M=70ee • Az R.C.E. 911071 • MV fLME. 01037 • WA CZ 910774
SMe "At. AND sacs ENDt X&w4q . ocowa
Y ltlRlrlY • C!lRIi1t0 tN0/ECTlON • AM AND MATZO M6'MSTDM • MAMOUTY !Molt! • CONTRACT MANAGW MENT i
CIVIL ENGINEERING CONSULTANTS
C. I itandh, P.E., Pruident
619 So. Vulcan Avenue, Suite 107
Encinitas, CWiforAia 92024
Phone: (619) 9144124
Fax: (619) 942.6043
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CIVIL. STNUCTUMI. AND Salts tNmNlEIpNO • pEOLOCY • �pyEy • CINTIMM INSMCTM • tOIL AND MATEMAL LISTING • fIAI MUTy STWI" • CONTRACT MANAGEMENT
CIVIL ENGINEERING CONSULTANTS
C. J. Rundle, P.E., President
619 Encinitas, California 92024107 0 JO
Phone: (619) 944 -4124 W 20 m
Fax: (619) 942 -6043 � C22096 m o
49 09 -30 -93
.� Cl Y i
- �IRANGU.AiR- LOADING -�•. oa.r( s _ ' _- Of CA��E
pa = Kw x H = 665
.._ ..P -..s .Pa x H ! 6315 _.:_._:_._ ........._ �w.._...�..
Pa' f x Pa 425.6
y= Pa' / c f x 6m x We - 2. JUN 1 5 1993 f
�- �-- t._v- x- Pz— .l.- -J 7 - -- a._ ..- - 459.5•-- -.•- --
pe = :f x GAti�lA x d x { Ku - Ka 197.1 d a ; r ..EN If jti\ G SER-ftES . ,.:`:
Pb • _ {' x' Pe 1 2 = 98.5 d2 ..:2%1 C►FY' Q N C�ni T�s
Ht = { 6318 x 8.67 + 7223 - 1691,0 d2 - 65.7 d3
ht = d3 + 25.7 d2 943.3
d = 5.50
D = 7.66 S F = 1.30 Dt s ' 9..96
..-_ -. Y. -�.. • .rM _L .. .. •. •.r ..... _.• .. . . w. _. .. •Y._. .,.. .. _- .riYr.�- .•Y�.Y. vMr _ -. .♦ _ r.w.- .rr.. -_.. .•
TIEBACK LOADS
T = 3796 L9 / L,F L 19.2
316 DM- -/- TB-
�; P W W - ZERO SPEAR •
0 17.5 X2 �. M..:
` • ....X •_s.. -- •14.73 ..... ...._ . .. _ ... _.�. �.:._._.._..:.___.._:..._..._ _�::_._`_�'..: .......__•_ _..
HOOT
H = 22087 FT-M 1 LF MU = 300
M- x- 8- •- •�-- 17b.7--- FTa-KIPB_..�.� �F _�.._p.67 , , _ ,. ,,. _ ARFA -sa -in
----.---
t b = ��
;3. � $ �w 1 /
• FY. W • * ;• V a:':M•S `!•• 1 •' , �#6 MS' 'i. Vi ••�. WI.
A 1's: .i
. .. -�f.: :::...:.:
::.:_:....._:. .__..... .......
Kn. =........45I " 1.26 --__-
p = 0.0092
As 5.68
i
N.C.E_E_ #4170 • CA R_C.E X -22098 • AZ R.C.E 911971 NV R.C.E. #3037 WA C.E 010776
CIVIL. STRUCTURAL, AND SOILS ENGINEERING • GEOLOGY - SURVEY • CERTIFIED INMCTION • SOIL AND MATERIAL TESTING - FEASIBILITY STUOIES - CONTRACT MANAGEMENT
4
Iw
CIVIL ENGINEERING CONSULTANTS
C. J. Randle, P.E., President
619 So. Vulcan Avenue, Suite 107
Encinitas, California 92024
Phone: (619) 944 -4124
Fax: (619) 942 -6043
TRIANGULAR Kw 35.00 acf �Kt_i95 K34C
RECTANGLE K 22.00 ocf Ka = 0.307 PILE SPACING' (ft) 6.00
- - -WT -MIL .... GAM ...105.00 _.. Ka = -- -3.240 ..._...._..FILE -DIAMETER Oft) -= •._.
2.04- _............
FRICTION ANGLE PH 32.00 HT OF WALL in ft 19.00 TB 940,E DEGREES = 20.00
a = 4.00
PASSIVE ARCH CAF, 2. 36 i
ARCHING FACTOR f t PAC x PILE DIAMETER in / PILE SPACING =0.64
- Pa = Km x H = 418 .... _.. __ ...— _.. .. _ ..... _ .. _. _ .., ._....- - -.... _
P = Pa x H = 7942
Pa' = f x Pa 267.52
V = Pa' I t f x W1ltA x (Ka - Ka)) = 1.36
Pv a ( V x Pa' ) / 2 = 484.55
.. Pe = f x GAMMA x d x t Ka - Ka) _
197.10 d ....... ._. • - - ....._.. _
Pb t d x Pe) ! 2 = 98.55 d2 2366 LB t LF
7942 x 5.50 t + 280.5.4 1612.0 d2 65.4 d3 .
h1t d3 + 24.5 d2 707.6
70618 = 707.6
__.. _. , ._._ . d . .. 4.90._
D 6.26 5 F _ 1.50 Dt a ' 9.39
TIEW LOADS
T -= 5757 LB ! LF .. _ .__......._.._.._::..:...�... _ : _.__._..:.-=- L - -29.1
Ft = 49015 LBS 49015 DESON LOAD t TB 73523 TEST LOAD ! T Ld = 13.4
PIONT OF ZERO SHEAR
Y -. -Q .. _ 5757• - ...._._.. ---418 -X -
X ..
13.77 : .., x ...
M = 16621 FT-LBS / LF
133.0 FT -41PS
N.C.E.E. 94170 • CA R.C.E. ABC -22098 • AZ R.C.E. #11971 • NV R.C.E. #3037 WA C.E. #10776
CIVIL. STRUCTURAL, AND SOILS ENGINEERING - GEOLGOV • %W4EY • CEVMRED INS/ECnON - 500. AND MATERIAL TESTING • MAS IRLITY STUOIES • CONTRACT MANAGEMENT
CIVEL ENGINEERING CONSULTANTS
G J. Randle, P.E., President
619 So. Vulcan Arcane, Suite 107
Enduitas, California 92024
Phom (619) 944.4124
FAX: (619) 94244
f�� / •
57 $ X/• = 78,3,E l
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N- C.E.E. 94170 • CA R.C.F. 9C•2209e • AZ R.C.E. 011971 • Nv R.C.E. 93037 • WA C.E- 9 10776
nNt, gryN/C7Vllµ, AND sots fNOtN[iRNO • p�pry y . C�eThgeo INM[CYtpp • mum AMD MA1t111AL T[aflaO • FfASW1JT1r sru01[s • CONIMCT MANIIQLM[N}
..
' CIVIL EMMEERING CONSULTANTS
C. J. IWO*, P.E., President
619 So. Vuknn Avenue. Suite 107
Encinitas, Callfonda 92024
Phom: (619) 9444124
Fax: (619) 9424043
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OML. WMC?tMAt. ANO sons eNaNen*e¢ • oEO�ocr . M37 • WA C.E. #10770
tti1RWY • CUMED !NfRC7tON FOR AND MATIFIA16 7ESTM • IEAgotJ7Y lttl "S •
COPfl41ACT iNANAGfIMENT
CrV L ENGINEERING CONSULTANTS
C. J. Randle, P.L, President
619 SO. Vulcan Avenue, Suite 107
Encinitas, California 92024
Phone: (619) 94"124
Fax: (619) 942.6043
T-t P, vh.
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N.C.E.E. #4170 • CA R. OC•22 • AZ A.C.E. 011971 • NV R.C.E. #0037 WA C.E. #10778
CIVIL. MTRUCTURAL. ANO SOILS YNOtNCEAINO • GEOLOGY • swivey • CERn"M INSMCTON 0 SOIL AND MATEMAL WWII% V pL"pUTy STWWS 4 CONMAC! MANAGEMENT
CIVIL ENGINEERING CONSULTANTS
C. J. Randle, P.E., President
619 So. Vulcan Avenue, Suite 107
Encinitas, California 92024 QQ�
Phone: (619) 9444124
Fax: (619) 942 -6043
w � �
0. C2209i ^ 30
09.30 -93
1.� ING Cl Y 11
4IRANWLAR -
o,a.rC L1t3 s K rro s , {� L N }� lF Of C �1���
Pa a Km x H a 665
P pa x H / 6318 �:_._............- - .. 1:111... .
Pa f x Pa 425.6
v Pa' / ( f x GAMMA x (Ka - 2. 16 •. _' �,�
pe , * = J x GAMMA x d x t Ko - Ka 197.1 d
Pb t x Pe / 2 = 98.5 d2 .2981 ENGINCt;R1N SERVICE$
_.�.. ..__. .CITY- OR,EN=IT,AS -.,.
Mt = t 6318 x 8.67 ) + 7223 1691.0 d2 65.7 d3
Mt d3 ♦ 25.7 d2 943.3
945.0 _ .�� 943.3 .
.
d = 5.50
0 = 7.66 S F = 1.30 " 9196
TIEBACK LOADS
T 3796 LB / LF L 19.2
--R# -�- ;32316 -- 32316- DESGN- LOAD - / -TB- 74 TEST., IOAD�/ Tw--Ld = 10
.PIONT OF - ZW'ffAR ;
0 ' _ '17% - 17.5 X2
x'- xY-- .14.73 _...
MINT
M 22087 FT-LSS l LF Mu = 300
^ M 7-x -8- �- 176.7. -,- F1'�KIP& f =� _ �- O. b7 -,—AREA-so -in --- -�.- --
.::...........
b - 20.00.
DOWILL 3 =810
d 20000 D6 1.32 33.00%
Kn .,. ... ..451
a 0.0092
As 3.65
N.C.E.E. #4170 • CA R.C.E. #C -22098 • AZ R.C.E. #11971 • NV R.C.E. #3037 • WA C.E. #10776
CIVIL, STRUCTURAL, AND SOILS ENGINEERING • GEOLOGY • SURVEY • CERTIFIED INSPECTION • SOIL AND MATERIAL TESTING • FEASIBILITY STUDIES • CONTRACT MANAGEMENT
CIVIL ENGINEERING CONSULTANTS
C. J. Randle, P.E., President
619 So. Vulcan Avenue, Suite 107
Encinitas, California 92024
Phone: (619) 9444124
Fax: (619) 942 -6043
TRIANGI LAR Kw 35.00 ocf -V�LI Q K
RECTANGLE K 22.00 ocf Ka = 0.307 PILE SPACING (ft) 8.00
-- - -WT -SOIL ... - OAMM -. 105.00 - Ko = -- - -3.240 ...PILE - DIAMETER (ft) -= •...2.04 --
FRICTION ANGLE PH 32.00 HT OF kW-L in ft 19.00 TB ANGLE DEGREES = 20.00
a - 4.00
PASSIVE ARCH. CAP. 2.56
ARCHING FACTOR f ( PAC x PILE DIAMETER in / PILE SPACING cO.64
Pe = Kw x H = 418 ... . _ -- -- _ ........__....
P = Pa x H = 7942
Pa' = f x Pa 267.52
v = Pa' / ( f x GAMMA x (Ko - Ka)) = 1.36
Py = ( v x P a') / 2 = 181.55
Pe = f x GAMMA x d x t Kv - Ka) = 197.10 d _ ....._.. _
Pb = t d x Pe) / 2 = 98.55 d2 = 2366 LB t LF
-Mt a t 7942 x 5.50 ) + 2805.4 1612.0 d2 65.7.d3
mt = d3 + 24.5 d7 707.6
706.8 - 707.6
._.-. ___... _...._.._.._... d . 4.90.._ ....- -- --_ .._ ._ _...... _M.___._. _.......
D = 6.26 5 F = 1.50 lit _ ' 9.39
TIEM LOADS
5757 -LB / !F _............ _........ _.�.._ _......_ L - Z9.1
Ft = 49015 LBS 49015 DESGN LOAD / TB 73523 TEST LOAD / T Ld = 13.4
PIONT OF ZERO SHEAR
-- ---A -= �—_ 5757. _ - -418 --X - . --
s 13.77
MOMMENT
M = 16621 FTC / LF
M x 8' = 133.0 fT41P!S
N.C.E.E. #4170 • CA R.C.E. #C -22096 AZ R.C.E. #11971 NV R.C.E. #3037 • WA C.E. #10776
CIVIL, STRUCTURAL, AND SOILS ENGINEERING • GEOLOGY • SURVEY • CERTIFIED INSPECTION • SOIL AND MATERIAL TESTING • FEASIBILITY STUDIES • CONTRACT MANAGEMENT
CIVIL ENGINEERING CONSULTANTS
C. J. Randle, P.E., President
619 So. Vulcan Avenue, Suite 107
Encinitas, California 92024
phone: (619) 9444124
O�'Ht� lw�•a & L4 FOX: (619) 942 - 6043
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N.C.E.E. x4170 CA R.C.E. 1C•22098 AZ R.C.E. 111971 • NV R.C.E. 13037 WA C.E. 010776
Cwq STRUCTURAL, ANO SOILS ENGINEERING • GEp�pGy 0 �Rygy • CERTIREG INSPECT1pN • SOIL ANO MATERIAL TESTING • FEASIIUUTV TWIES • WNIRACT MANAGEMENT
ti CIVIL ENGINRERING CONSULTANTS
C. I handle, P.E,, President
619 So. Vulcan Avenue, Suite 107
Encinitas, California 92024
Phone: (619) 944.4124
Fax: (619) 942.6043
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N.C,E.E. (4170 CA A.C.E. iC -22080 • AZ R.C.E. #11071 • NV R.C,E, #3037 • WA C.E. 910770
CIVIL, STRUCTURAL, AND SOILS ENGINEERING • OCOLOOY • SURVEY • CERTIFIED INSPECTION • SOIL AND MATERIAL TESTING • FEASIE UTY STUDIEI • CONTRACT MANACTMENT
CIVIL ENGINEERING CONSULTANTS
C. J.1Wndb. PX President
619 Sa Vukan Avenue, Suite 107
F.mlWtla, California 92024
Phone: (619) 944-4124
Fax: (619) 942.6043
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CIVIL. STpuCTUML. ANO SOILS WOINE • CA R.
. E. NC•2209e • AZ .C.E. 111971 • NV R.C.E. #3037 • WA C. E. 010778
EIMNO • GECLOCY • SURVL • CERifFI[0 INptCT10N • OOk AND MATEMAL 7EMN4 9 FBASIEIUTY L11701[S •CONTRACT MANACEMfNt
Aft
CIVIL ENGINEERING CONSULTANTS
C. J. Randle, P.E., President
619 So. Vukan Avenue, Suite 107
Encinitas, California 92024
Phone: (619) 944 -4124 14 00 !
Fax: (619) 942 -6043 �QS' 0 �
ag 0. 022096 r " 77
• 41L 09 -30.93
•TIRANW AR- LOADING
Pa Kw x N = 875
P = Pa x H / 14938
P f x Pa 700
V = Pa' / ( f x GAMMA x (Ka - 2.84 q '
- -- PV -
( V x -Pa ) / ..2 994,4 �1_llN -- x_5,993 _ --
Pe = f x GAMMA x d x ( Ko - Ka 246.4 d -- --
Pb = ( d x PP } / 2 = }73.2 d 2 ENGINEERING SERVICES
5663 CITY OF ENCINITAS
Mt = ( 10938 x 12.67 } + 21825 - 2936.9 dz -
Mt d3 + 35.8 d2 1952.7 82 .1 d3
_.__. _..... . -- 1955.6 = - - 1952.7 -
d 6.78
D = 9.62 S F a 1.30 Dt = 12.51
IEBACK LOADS - I
T = 6269 LB / LF
L = 31.7
.Ft --
IONT F ZERD SHEAR 373 .53 DM LOAD / TB - - --..- -80060 TEST LOAD - /. -T
OF
0 6269 - 17.5 X2
i8.93
MHENT
M = 54030 FT -L9S / LF Mu C 735
1V-6-432.2 - FT--KIPS
b 1.41 -- _....._._._ ....._ .. -2 -410 AREA - sq -1n - - - : --
23.00 DOfiIL1. 4 411 8.78
d = 23. 3 9 .3. 00 33.00%
o = 0.0156 -" ...._.... _ . - -... ..._...2.90 ......._...... - --
As a 8.25
N.C.E.E. #4170 • CA R.C.E. #C -22098 • AZ R.C.E. #11971 • • WA C.E. #10778
NV R.C.E. #3037 �
CIVIL. STRUCTURAL. AND SOILS ENGINEERING • GEOLOGY • SURVEY • CERTIFIED INSPECTION • SOIL AND MATERIAL TESTING • FEASIBIUTY STUDIES • CONTRACT MANAGEMENT
CIVIL ENGINEERING CONSULTANTS
C. J. Randle, P.E., President
619 So. Vulcan Avenue, Suite 107
Encinitas, California 92024
Phone: (619) 944.4124
Fax: (619) 942 -6043
TRIANGULAR Kw 35.00 0c t� ►5
RECTANGLE K 22 ocf Ka = 0.307 PILE SPACING « (ft) 9.00
_WT-- SOIL- •...- - -GAMM - 105.00 _ Ko = ._._..3.240 _._...... PILE DIAMETER- {ffl-
FRICTION ANGLE PH 32.00 HT OF WALL in ft 25.00 TB ANGLE DEGREES = 20.00
a 4.00
PASSIVE ARCH. CAP. 2.56
ARCHING FACTOR f ( PAC x PILE DIAMETER in ! PILE SPACING = 0.8
Pa = Kw x H =
P a Pa x H = 13750
Pa' = f x Pa 4+40
v = Pa' / ( f x GAMMA x (Ka - Ka)) = 1.79
Pv = ( v x Pa' ) / 2 = 392.90
Pe. f x GAMMA x d x c Ko - Ka) = --246.37 d-- - -._ ._......_
Pb = ( d x Pe) / 2 123.19 d2 = 4659 LB ! LF
Mt = ( 13754 x 8.50 ! + 8484.8 - 2806.9 d2 - 82.1 d3
Mt = d3 + 34.2 d2 1526.5
1525.3 m 1526.5
-6. 15
D = 7.94 S F = 1.50 Ot = 11090
TIEBACK LOADS
T a 9484 LB / LF L : 47,9
Ft = 80739 LB5 80739 DESGN LORD ! TB 121108 TEST LOAD / T Ld =_ 1918
PIONT OF ZERO SHEAR
p ._:—_.__9484 . - -- - - -554 X -
X : 17.24 -
•, K = 43824 FT-QS I LF :... _.... _ .
M x 8\= 350.6 FT -)GIPS
N.C.E.E. #4170 • CA R.C.E. #C -22098 • AZ R.C.E. #11971 • NV R.C.E. #3037 • WA C.E. #10778
CIVIL. STRUCTURAL. AND SOILS ENGINEERING • GEOLOGY • SURVEY • CERTIRED INSPECTION • SOIL AND MATERIAL TESTING • FEASIBILITY STUDIES • CONTRACT MANAGEMENT
CIVIL ENGINEERING CONSULTANTS
C. J. Randle, P.E.. President
619 So. Vulcan Avenue, Suite 107
Encinitas, Calltornis gnu
Phone: (619) 944.4124
Fax: (619) 942-6043
3/)0*41 D4
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V,c ' x 4• $ S' 3�ae >� ."I
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N.C.E.E. #4170 • CA MCI. 1C•22090 • A7. R.C.E. 111971 • NV R.C.E. 03037 • WA C.E. s10 77a
CIVR, W —MRAL. ANO X43 CNOIN[lR1Na • 010LOOY • WRyIY • C[RTIpla INirlCT10N • pOR. A►Rt MATERIAL �g�„a ruslewTy STUbIlY I CONTRACT MANAG[Al91R
CIVIL ENGINEERING CONSULTANTS
C. J. Randle, P.E., President
619 So. Vulcan Avenue, Saito 107
Encinitas, California 92024
Phone: (619) 944.4124
Fax: (619) 942-6043
�f ` � ' �' ~ � f'• � rte.
N.C,E.E. 84170 CA A.C.E. #C -=7088 • AZ R.C.E. #11071 • NV R C.E. #3037 • WA C.E. 990770
CIV%- STMJC"AL, AND SOLLS ENONQl/m,0 • GCOLOOY • SURVCV CERTIFl[O INOKCTION • SOIL AND MATFf#AL TESTWO • PgASIMUTY M01E9 • CONTRACT MANAGIMENT
CIVIL ENGINEERING CONSULTANTS
C. J. Randle, P.E., president
- 619 So. Vuka„ Avenue, S uite Enc California 92
Phone: (619) 9N -4124
Fax: (619) 942.6043
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N.c.E "W p""j2 . CA Rc.E. $C•220ea • Az F.C.E. $ 11971 NV • F,CA $3037 • WA C.E. $10776
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EARTH SYSTEMS DESIGN GROUP aLOPE 457Q o UTY NALYNS
1529 A Grand Avenue, San Marcos. California 92069
Phone ( 619) 471 -6351 Fox ( 619) 471 -7572 W n � �(� C K H IE � p p IE N 6 I
DATE: 12 -07 -92 DWG. NO.: D502REP.DWG IS UV W
0082 REVIStDN: SO2 NEPTUNE AVE. ENCINITAS, CA.
PROJECT: E
t
PPOFIL
502NEP KLICK
7 6
14. 0_ 28. 30. 2
28. 30. 43. 57. 1
43. 57. 59. 71. 1
59. 71. 69. 90. 1
69. 90. 101. 90. 1
101. 90. 150. 90. 1 T
28. 30. 150. 30. 2
SOIL
2
102. 102. 270. 32. 0. 0. 1
128, 128. 1600. 40. 0. 0. 1
EOUAKE
.0 .0 .0
CIRCLE
10 10 25. :?5. 101 . 130. 0. 18. 0. 0.
* Design Professionals Management Systems
* * Kirkland. Washington
k* -- --------------- - - - - -- * =K
* * STABL4 Slope Stability
* -----------------------
� :K
* * IBM PC & 8086/8088 MS -DOS Version
* * Revision 4.1 - 03/03/86
- -SLOPE STABILITY ANALYSIS- -
SIMPLIFIED JANBU METHOD OF SLICES
OR SIMPLIFIED BISHOP METHOD
PROBLEM DESCRIPTION $02NEP KLICK
BOUNDARY COORDINATES
6 TOP BOUNDARIES
7 TOTAL BOUNDARIES
BOUNDARY X -LEFT' Y -LEFT X -RIGHT Y -RIGHT SOIL TYPE
NO. (FT) ( FT ) (FT) ( FT ) BELOW BND
1 19.00 0.00 28.00 30.00 2
2 28.00 30.00 43.00 57.00 1
3 43.00 57.00 59.00 71.00 1
4 59.00 71.00 69.00 90.00 1
-5 69.00 90.00 101.00 90.00 1
6 101.00 90.00 150.00 90.00 1
7 28.00 30.00 150.00 30.00 2
ISOTROPIC SOIL PARAMETERS
2 TYPE(S ) OF SOIL
SOIL TOTAL SATURATED COHESION FRICTION PORE PRESSURE PIE
)METRIC
TYPE I)NIT I..1T. UNIT WT.. INTERCEPT ANGLE PRESSURE CONSTANT St
RFACE
NO. ( PCF ) ( PCF ) ( PSF ) (DEG) PARAMETER ( PSF )
Nn,
1. 102.0 102.0 270.0 32.0 0.00 0.0
1
128.0 128.0 1500.0 40.0 0.00 0.0
1
A HORIZONTAL EARTHQUAKE LOADING COEFFICIENT
OFO.000 HAS BEEN ASSIGNED
A VERTICAL EARTHQUAKE LOADING COEFFICIENT
OFO.000 HAS BEEN ASSIGNED
CAVITATION PRESSURE = 0.0 PSF
A CRITICAL FAILURE SURFACE SEARCHING METHOD, USING A RANDOM
TECHNIQUE FOR GENERATING CIRCULAR SURFACES, HAS BEEN SPECIFIED.
100 TRIAL SURFACES HAVE BEEN GENERATED.
10 SURFACES INITIATE FROM EACH OF 10 POINTS EQUALLY SPACED
ALONG THE GROUND SURFACE BETWEEN X = 25.00 FT.
AND X = 35.00 FT.
EACH SURFACE TERMINATES BETWEEN X = 101.00 FT.
AND X = 130.00 FT.
SINLESS FURTHER LIMITATIONS WERE IMPOSED. THE MINIMUM ELEVATION
AT WHICH A SURFACE_ EXTENDS IS Y = 0.00 FT.
13.00 FT. LINE SEGMENTS DEFINE EACH TRIAL FAILURE SURFACE.
FOLLOWING ARE DISPLAYED THE TEN MOST CRITICAL OF THE TRIAL
FAILURE SURFACES EXAMINED. THEY ARE ORDERED - MOST CRITICAL
FIRST.
* * SAFETY FACTORS ARE CALCULATED BY THE MODIFIED JANBU METHOD
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 '28.33 30.60
2 42.70 41.45
3 57.00 52.37
4 71.26 63.37
5 85.45 74.44
6 •99.59 85.57
7 105.15 90.00
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 26.11 23.71
2 42.04 32.10
3 57.07 41.99
4 71.09 53.28
5 83.95 65.88
6 95.53 79.66
7 102.64 90.00
* 1.191 * **
0
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO . ( FT ) (FT)
1 28.03 30.60
2 42.76 41.36
3 57.15 52.17
4 71.51 63.03
5 85.83 73.94
6 100.11 84.90
7 106.71 9Q.00
* ** 1.200 * **
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO, (FT) (FT)
1 28.33 30.60
2 43.24 40.70
57.97 51.03
4 72.54 61.60
5 86.94 72.40
6 101.17 83.43
7 109.36 90.00
* 1.206 * **
h
M
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 29.44 32.60
2 47.10 36.13
3 63.62 43.27
4 78.29 53.70
5 90.45 66.97
6 99.57 82-49
7 102.06 90.00
* ** 1.207 * **
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) ( FT )
1 30.56 34.60
2 47.73 40.01
63.85 48.00
4 79.55 58.40
5 91.46 70.94
6 102.28 85.33
7 104.77 90.00
* ** 1.210 * **
I
FAILURE SURFACE SPECIFIED BY 6 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 32.78 38.60
2 49.14 46.11
3 ( >4.56 55.39
4 78.86 66.32
5 91.85 73.78
6 101.20 90.00
* ** 1.213 **
FAILURE SURFACE SPECIFIED RY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 29.44 32.60
2 44.70 42.16
3 59.65 52.18
4 74.28 62.67
5 88.58 73.60
6 102.54 84.97
7 108.34 90.00
** 1.216 **
Y
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 29.44 32.60
2 47.20 35.59
3 63.89 42.31
4 78.76 52.45
5 91.11 65.55
6 100.36 80.99
7 103.38 90.00
* 1.236
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO (FT) (FT)
L 26. 11 23.71
2 40.45 34.59
54.73 45.54
4 68.96 56.57
5 83.13 67.67
6 97.25 78.84
7 111.20 90.00
** 1.251 * **
Y A X I S F T
0.00 13.75 37.50 56.25 75.00 93.75
x0.00 +---------+--------- +--------- +--------- +---- - - - - -+
18.75
20
........7 ..
X 56.25 + 2 0 - 1
- ; 48
- �.... 5..6
... ... 7.
- ...0
.. 2 41
I 75.00 + .. 8
...... .. .95 6 7 -
�.......... . .. 20 31
....
.4
.. 95 6 .7.
-
2
.......... .. 9431'
... 86
.... .. ..... ...
- - - -- ... ......
112.50 + ... . .... ..........
i
F 131.25 +
i
I
T 150.00 +
-------------------------------------- ------
comolete. time = 19.38 seconds
------------------------------------- - - - - --
EARTH SYSTEMS DESIGN GROUP
"Specialists In Earth Retention Solutions"
JUN 15 1993
ENGINEERING SERVICES
CITY OF ENCINITAS
GEOTECHNICAL AND GEOLOGIC INVESTIGATION
NEPTUNE II PROJECT, 470 THROUGH 554 NEPTUNE AVENUE
ENCINITAS, CALIFORNIA
PREPARED FOR:
HOMEOWNERS
470 - 554 BLOCK NEPTUNE AVENUE
ENCINITAS, CALIFORNIA
OCTOBER 26, 1992
PREPARED BY:
EARTH SYSTEMS DESIGN GROUP
1529 GRAND AVENUE SUITE A
SAN MARCOS, CALIFORNIA 92069
1529 GRAND AVENUE, SUITE A • SAN MARCOS, CA 92069 e (619) 471 -6351
N.C.E.E. #A170 • CA. R.C.E. #C -22096 • ARZ. R.C.E. #11971 • NEV. R.C.E. #3037 • WA. C.E. #10776
nr^v _ ci iovcv . rr2rrim imewrTIAN . SOIL AND MATERIAL TESTING • FEASMUTTY STUDIES • CONTRACT MANAGEMENT
f
EARTH SYSTEMS DESIGN GROUP
"Specialists In Earth Retention Solutions"
G ber 26, 1992
400 & 500 Block Neptune Avenue
c/o Mr. George Sbordone
518 Neptune Avenue
Encinitas, CA 92024
RE: Job No. E0082
SUBJECT: Geotechnical and Geological Investigation, Neptune II
Project, 470 Through 554 Neptune Avenue, Encinitas, CA.
Dear Homeowners:
At your request Earth Systems Design Group has prepared a
topographic map of your properties extending from Neptune Avenue to
the beach and has performed a geotechnical investigation of the
coastal bluff with respect to stability. Our findings and
recommendations are presented herein.
The field observations indicate that the coastal bluff along the
subject properties exposes two geologic units. Each of these units
has and likely will experience in the future stability problems
that may effect safety and property value. This phase of our
anaLysis only add# a seawal l as directed
b ners. The upper zone (terrace deposits) has been
evaluated wit in the geotechnical report; however, specific
recommendations relative to the stabilization of the upper slope is
not addressed herein.
If there are any questions or issues that need clarification,
please feel free to contact this firm at any time.
Sincerely,
EARTH SYSTEMS DESIGN GROUP) EARTH SYSTEMS DESIGN GROUP
30
Charles J. Randle _ °\! ndrew Farkas
President No•C22096r"! EG #1185
09 - 30 - 93
RCE #22096
!� Cl
F0 CAt1F
CJ /am
40019F. GTR
1529 GRAND AVENUE, SUITE A • SAN MARCOS CA 92069 • (619) 471 - 6351
N.C.E.E. 14170 • CA. R.C.E. #C -22096 • ARZ. R.C.E. 811971 • NEV. R.G.E. #3037 • WA. C.E. #10776
N
i
INDEX
1.0 INTRODUCTION 1
2.0 SCOPE 1
3.0 GENERAL SITE CONDITIONS 2
3.1 Site Description 2
3.2 Beach and Bluff Conditions 2
3.3 Subsurface and Surface Exploration 3
3.4 Laboratory Testing 3
4.0 SOIL AND GEOLOGIC CONDITIONS 4
4.1 Fill 4
4.2 Soil Deposits (topsoil) 4
4.3 Marine Terrace Deposits (Qt) 4
4.4 Torrey Sandstone Formation (Tt) 4
4.5 Beach Deposits (Bd) 5
4.5 Groundwater 6
5.0 GEOLOGIC SETTING 6
5.1 Regional Geologic Setting 6
5.2 Regional and Local Faulting 7
5.3 Seismicity 7
5.4 Liquefaction 7
5.5 Ground Failure 8
5.6 Sea Cliff Retreat 8
5.6.1 Stabilizing characteristics 8
5.6.2 Destabilizing Characteristics 9
5.7 Landsliding and Slope Stability 9
5.8 Cliff Stability and Erosion 10
5.9 Slope Stability Analysis 10
a
6.0 CONCLUSIONS AND RECOMMENDATIONS 10
6.1 Conclusions 10
6.2 Recommendations 11
6.3 Limitations 12
7.0 CONSTRUCTION INSPECTION AND LIMITATIONS 12
APPENDIX A
APPENDIX B
APPENDIX C
GEOTECHNICAL AND GEOLOGIC INVESTIGATION
NEPTUNE II PROJECT, 470 THROUGH 554 NEPTUNE
AVENUE, ENCINITAS, CALIFORNIA
1.0 INTRODUCTION
In accordance with your request we have performed a geotechnical
and geological investigation of the project named Neptune II,
comprising lot numbers 452, 470, 478, 492, 498, 502, 504, 510, 518,
522, 526, 528, 532 and 554 of Neptune Avenue in the City of
Encinitas, California (see Site Location Map, Figure 1). The purpose
of this investigation is to evaluate the hazard(s) to existing
structures on top of the bluff and provide conclusions and
recommendations relative to constructing a rip -rap sea wall at the
toe of the slope.
Please be advised this report has been prepared in accordance to
the homeowners request to consider only a wave energy dissipator
(rip -rap) to provide an element of protection against wave and tide
erosion to the base of the bluff.
2.0 SCOPE
The scope of our investigation included the following tasks:
Review of the readily available published and
unpublished reports and documents relative to the
subject site (see References, Appendix A);
* Geological reconnaissance and mapping of the site and
sea bluff conditions;
* Excavation, logging and sampling of one exploratory
boring to 66.5 feet in depth;
* Logging and sampling of the sea bluff face;
* Laboratory analysis and testing of representative
samples;
Engineering and Geologic analysis of field and
laboratory data;
A
Neptune II Project
Project No. E -0082
Page No. 2
* Preparation of this report presenting our findings,
conclusions and recommendations regarding site
conditions and the utilization of selectively placed rip -
rap as an alternative to reduce the potential for sea
wave erosion at the base of the bluff.
3.0 GENERAL SITE CONDITIONS
3.1 Site Description
The Neptune II project, consists of eleven residential single
family and duplex condominium structures and improvements
designated as lot numbers 452, 470, 478, 492, 498, 502, 504,
510, 518, 522, 526, 528, 532 and 554 of Neptune Avenue in the
City of Encinitas, California (see General Site Plan, Figure 2)
One and two -story wood frame and stucco buildings with
concrete, brick and asphalt driveways, block, brick and
concrete planters and concrete, tile and brick patios are
generally the improvements noted on the subject lots.
The project is bounded to the east by Neptune Avenue, north
and south by single family residential structures and by an
approximately 90 to 95 feet high moderately to steeply
westerly sloping sea bluff to the west. The bluff descents onto
a sand and gravel beach.
The Neptune II project is situated on the western edge of the
Coastal Plain, and on the western side of the Peninsular Range
Physiographic province. Site elevations range from sea level
at the westerly project limit, to a high of approximately 90 to
96 feet at pad elevation. Neptune Avenue on the east lies
roughly 3 to 5 feet below pad grade. Currently, the top edge
of the bluff (slope) is situated approximately 10 to 30 feet
from the principal residential structures of the subject site.
3.2 Beach and Bluff Conditions
Characteristic features that suggest an on -going erosion and
bluff retreat have been observed along the western side of
the properties. Features such as the undermining of the lower
portion of the bluff face that is exposed to direct wave action,
jointed sandstone and sandstone blocks at the base of the
bluff are common. Additionally, erosion gullies and slope
failures were observed on the upper portion of the bluff
possibly caused in part by exposure to precipitation, wind,
landscape maintenance and loss of support from the lower
portion of bluff. At zero tide, the water line of the Pacific
Ocean is approximately 40 to 50 feet measured laterally from
the base of the sea bluff.
Neptune II Project
Project No. E -0082
Page No. 3
During periods of high tides ocean swells often impact the
base of the bluff. The near -shore beach environment west of
the site generally consists of gently westward sloping wave -
cut shelf of moderately to highly resistant sandstone of the
Eocene -aged Torrey Sandstone Formation. These cemented
sandstones were noted to be massive, fine to medium grained,
cross- bedded and competent. This unit is visible as an outcrop
exposed from beneath unconsolidated sand and gravel beach
deposits and extend to form a 24 to 25.0 foot high near -
vertical sea cliff at the base of the bluff. The lower portion
of this unit present water staining and seepage that extend
from the base to the contact with the overlying terrace
deposits.
Unconformably overlying the Torrey Sandstone and generally
extending from an elevation of approximately 27 feet to the
bluff top are Quaternary -aged marine terrace deposits
consisting of moderately weathered and eroded sands and
sandstones. These materials are weakly cemented massive, fine
to medium- grained silty sand and sandstones which are
naturally weathered and eroded into slopes ranging from 12 to
1 (horizontal to vertical), to near vertical. Some vegetation is
present in some portions of the bluff consisting of ice - plant,
shrubs and scattered trees.
3.3 Subsurface and Surface Exploration
As part of our investigation we have logged and sampled one
exploratory test boring to 66.5 feet below pad elevation (see
General Site Plan, Figure 2 and Boring Log, Figures B -1, B -la
and B -lb). We have also performed geologic mapping site
reconnaissance and surface sampling on the face of the sea
bluff (see General Site Plan, Figure 2, Sea Bluff Face Log,
Plates B -2, B -2a, B -3, B -3a, B -4 and B -4a and Figures 3, 4 and
5).
3.4 Laboratory Testing
The following laboratory tests were performed:
* Dry Density and Moisture Content
(ASTAi: D 2216)
Direct Shear
(ASTM: D 3080)
Neptune II Project
Project No. E -0082
Page No. 4
4.0 SOIL AND GEOLOGIC CONDITIONS
Soils encountered on -site during our investigation consisted of fill,
soil deposits, Quaternary -aged terrace deposits the Eocene -aged
Torrey Sandstone and beach sand deposits. A brief description of
each of the soils and geologic units encountered is provided below.
4.1 Fill
Fill soils were encountered during the excavation of test
boring ESD -1 (see Boring Log, Figure B -1), to depths of 2.5
feet. The fill soils consisted of dark brown fine to medium
grained silty sands The thickness and type of fill soils may
vary on each lot.
4.2 Soil Deposits (topsoil)
Soil deposits (topsoil) were encountered exposed on the top
edge of the bluff in the top .5 to 1.0 feet in T -3 (see Sea
Bluff Face Log, Plate B -4) and consisted of light brown to
reddish brown fine to medium grained silty sand and loose to
medium dense. These deposits are believed to have a
discontinuous development along the top of the bluff.
4.3 Marine Terrace Deposits (Qt)
Quaternary -aged Terrace deposits are exposed in the bluff
face above an approximate elevation of 27 to 28.5 feet and
extend to near the top of the slope. These deposits consist of
poorly to moderately well consolidated and locally slightly to
moderately well cemented light yellow to orange- brown, dark
brown and gray brown silty fine to medium sands and
sandstones. These sands are generally massive and as
indicated by bedding attitudes from within the lower portions
of this unit, appears to have a slight dip ranging from
roughly 3 to 10 degrees to the south- southwest. No evidence
that suggest, faulting, fracturing or jointing was found within
these deposits.
4.4 Torrey Sandstone (TO
The Eocene -aged Torrey Sandstone is exposed on -site
underlying the terrace deposits in the lower portion of the
sea bluff from beneath the beach deposits to an elevation of
approximately 27.0 to 28.5 feet in a near - vertical to vertical
Cliff.
a
Neptune II Project
Project No. E -0082
Page No. 5
This formation consists generally of well consolidated,
moderately to well cemented, massive and cross - bedded gray
to light brown, yellow brown and red brown clayey fine to
medium grained sandstone with occasional thin layers of
claystone and siltstone and localized concretions. The attitude
of the contact between this unit and the overlying terrace
deposits on the subject site, suggest an apparent dip of
approximately 1 to 3 degrees north - northwest. Several
fractures and joints were observed within this unit. In the
areas investigated, these features dip 72 to 85 degrees to the
east and west and strike in a northerly direction (see Site
Plan, Figure 2 and 2a). These fractures and joints combined
with the undermining of the base of the sea bluff by wave
action, causes to a large extent the instability of the bluff.
The rate of retreat of the terrace deposits is controlled
largely by the rate of retreat of the Torrey Sandstone.
Our review of Reference 3, indicates the existence of a fault
trace within this formation in the adjacent property to the
north. This fault is described as a northeast trending fault
with a dip of approximately 85 degrees towards the west and
with an apparent offset of several inches (north side up). No
displacement of the overlying terrace deposits was reported.
In addition, several faults were reported by others (Reference
4 and 5) further to the north. These faults were described as
occurring within a fault zone presenting an overall strike in
a north - northeasterly direction, and dipping at angles of
approximately 50 to 90 degrees to the east and west.
No evidence that would suggest the existence of faulting
within the subject site was found during our site
reconnaissance.
4.5 Beach Deposits (Bd)
Beach deposits were encountered overlying Torrey Sandstone
materials at the base of the sea bluff. These materials consist
of loosely consolidated sand and gravel - cobble deposits. These
deposits are subject to cyclic seasonal changes in type of
material and degree of slope inclination as a response to
changes in wave energy during the summer calm and winter
storm conditions. In addition, these deposits are subject to
an on -going transport as a result of wave and tidal action. In
the vicinity of the base of the bluff, the beach deposits were
estimated to range from 3 to 5 feet in thickness at the time of
our most recent visit.
a
Neptune II Project
Project No. E -0082
Page No. 6
4.6 Groundwater
A relatively high moisture content was observed within the
lower section of the Terrace deposits, accumulated as perched
water on the less permeable Torrey Sandstone, The origin of
this water is most likely from landscape irrigation. Other
more distant sources may also contribute to the water build-
up. In addition, groundwater seepage that extends to
approximately 6 to 10 above the base of the sea bluff (the
approximate elevation of the base of the bluff is 3.0 to 3.5
feet) and water staining to 15 feet (see Figures 3, 4 and 5)
were also observed during our field investigation. Groundwater
was encountered during the excavation of the test boring
ESD -1 at a depth of 65 feet (elevation of 22 feet) below pad
grade (see Boring Log, Plate B -1b).
5.0 GEOLOGIC SETTING
5.1 Regional Geologic Settinz
The subject site is located in the Peninsular Range Province
of Southern California. The Peninsular Range Province is
characterized by northwest trending mountain ranges
separated by subparallel fault zones. The mountain ranges are
underlain by basement rocks consisting of Jurassic
metavolcanic and metasedimentary rocks and Cretaceous
igneous rocks of the Southern California Batholith. Later
Cretaceous, Tertiary, and Quaternary sediments have been
deposited to the west of mountain ranges.
The upper Cretaceous, Tertiary and Quaternary rocks flanking
the western margin of the mountains are generally comprised
of detrital marine, lagoonal and non - marine sediments
consisting of sandstones, mudstones and conglomerates. These
sedimentary formations are generally flat -lying or dip gently
to the northwest in the subject area.
The Peninsular Range Province is traversed by several major
active faults. The Elsinore and San Jacinto Faults are the
major tectonic features. Both are strike -slip faults with
predominantly right - lateral movements. The major tectonic
activity appears to be a result of right - lateral movements on
faults within the San Andreas Fault system.
Neptune II Project
Project No. E -0082
Page No. 8
5.5 Ground Failure
Failure within the upper portion of the bluff (terrace
depostis) is a distinct possibility should a significant
earthquake occur along the Rose Canyon Fault or other active
faults in the Southern California Region.
5.6 Sea Cliff Retreat
A variety of factors may affect the rate of retreat of coastal
sea cliffs composed of materials similar to those existing along
the westerly project boundary. These factors include but are
not limited to, the degree of induration of the sedimentary
materials composing the sea bluff, frequency and intensity of
wave and storm action, degree of orientation of fracturing,
amount of uncontrolled drainage runoff from adjoining up-
slope areas and other sources etc.
Studies performed for similar bluffs and environments
(Reference 1), have indicated that a conservative bluff retreat
rate of 0.2 -0.3 feet per year. or 10 -15 feet in about 50 years
may be applicable for the subject project. This rate is
supported by aerial photographic records. Given the poorly
cemented nature of the terrace deposits, unprotected bluffs
composed of this material may retreat relatively faster than
protected bluffs or more cemented formations. It is important
to mention that bluff retreat is episodic , site - specific and
strongly related to meteorological conditions, geologic
conditions and erosional agents.
Field reconnaissance of the sea bluff in the subject site
suggest the following stabilizing and destabilizing
characteristics in the current condition:
5.6.1 Stabilizing characteristics
* The lower 22 to 25 feet of the sea cliff is
composed of moderately cemented and competent
Torrey Sandstone materials;
* The Torrey Sandstone Formation appears jointed
and fractured only in localized areas on the
subject site;
* Landscape and slope vegetation irrigation is
localized and minimal. Existing runoff from the
building pads is directed away from slope areas.
Neptune II Project
Project No. E -0082
Page No. 9
5.6.2 Destabilizing Characteristics
* The number and degree of jointing and fracturing
that occur in the areas presenting this condition;
The direction and steep dip angle of the joints
and fractures of the Torrey Sandstone;
Erosion and undermining of the lower portion of
the Torrey Sandstone by wave action, creating an
unstable condition of the areas presenting
jointing and fracturing. Failure of these materials
could create a hazard condition to the beach -
going public below and possibly result in loss or
undermining of foundational soils from beneath
the up -slope structures.
The Torrey Sandstone typically fails in the form
of large blocks that separate from the near -
vertical cliff often leaving the overlying poorly
cemented and poorly consolidated terrace deposits
with no down -slope support thus creating a
landslide condition and a hazard to the public
down below and to the up -slope structures;
* The inadequacy of erosion protection either
natural or artificial leaving the face of the sea
bluff exposed to weathering from the environment
such climatic changes, rain runoff, animal
burrowing etcetera; and from human activity such
as up -slope landscape watering, non - planned
construction etcetera, thus eroding and /or
weakening the natural condition of the materials
on the face of the sea bluff.
5.7 Landslidina and Slope Stability
Based on our review of pertinent documents and our
reconnaissance there are no indication of deep seated
landsliding on or adjacent to the subject site. However,
several shallow slope failures are known to have occurred
previously within the upper portion of the bluff. Studies
performed by others (Reference 2), suggest that similar
conditions were present in the adjacent property to the north
of the subject site at the time of their investigation.
Neptune II Project
Project No. E -0082
Page No. 10
Our site observation, reconnaissance and present evidence of
failures within the upper portion of the sea bluff in the
subject area, sug -gest that these failures are related largely
to loss of support caused by failures within the Torrey
Sandstone.
5.° Cliff Stability and Erosion
Future sea bluff retreat at the subject site with the present
conditions will largely depend on the rate of retreat of the
Torrey Sandstone. It is our opinion that the erosion of the
base of the sea cliff caused by wave action, weathering and
hi►man activity, creates a constantly growing potential for
slope instability. The potential for erosion and slope instability
is considered high. It should be emphasized, however, that
failure within the upper portion (terrace deposits) may occur
independent from failures in the Torrey Sandstone due to
already overly steepened conditions.
5.9 Slope Stability Analysis
A slope stability analysis was performed on a typical section
(see Slope Stability Analysis, Appendix C, ). The analysis was
based on a cohesion of 270 psf. a friction angle of 32 degrees
and a density of 102 pcf. The analysis was performed using
the STBL4 program, based on the simplified Janbu 'Method of
Slices assuming a rotational type failure. The program
calculates 100 potential failure surfaces using 10 origination
and 10 termination points at the base and top of the section
calculated respectively. The analysis shows a critical value of
the factor of safety of 1.089 (see Slope Stability Analysis,
Appendix C ), which indicates that the slope is marginally
stable and unless some method of stabilization is provided,
continued erosion, weathering, fracturing and /or jointing may
result in slope failure. As indicated by the analysis, the most
likely location of the failure is within the terrace deposits,
above the contact with the more competent Torrey- Sandstone.
6.0 CONCLUSIONS AND RECOMMENDATIONS
6.1 Conclusions
Based on the results of our investigation, it is our
professional opinion that the failures occurred in the lower
and upper portions of the sea bluff, present a permanent
hazard to the up -slope existing structures and improvements
as well as to the beach -going public below.
w
Neptune II Project
Project No. E -0082
Page No. 11
We therefore conclude that protection of the base of the sea
bluff and repair /protection of the upper portion will be
required to reduce the sea bluff retreat and associated
hazards.
6.2 Recommendations
As requested by the homeowners, we evaluated the possibilty
of constructing wave energy dissipator (rip -rap) to provide an
limited protection to the base of the bluff. We consider, based
on the previous experience that the utilization of rip -rap is a
temporary solution to the erosion and undermining of the base
of the sea bluff. Furthermore, the present condition of the
sea bluff in some localized areas of the subject site is too
severe for the utilization of a rip -rap as a temporary solution.
The degree of fracturing, jointing and base undermining is too
critical for the rip -rap to provide any kind of protection due
to the on going slope failures. More specifically these areas.
Are the upper and lower bluffs located at; The Milis residence
located at 470 Neptune Avenue, the adjacent southerly
extension on North El Portal Street and the property located
at 522/526 Neptune Avenue and extending approximately 10 to
15 feet into the adjacent properties to the north and south.
It is our experience that methods of rip -rap construction may
differ greatly due to access difficulties, site condition at the
time of construction and season.
It is our professional opinion that a well planned construction
work is not likely to affect the stability of the adjacent
properties. If construction is to be performed we recommend
that the contractor provide this office with a work plan prior
to the construction initiation for our review and approval.
As requested by the homeowners we are providing with a rip -
rap design for the subject site (for details refer to Figure 6,
Rip -Rap Details).
We recommend that a pre- construction meeting be held at the
subject site with all the parties involved present, including
homeowner(s), design engineer, soils engineer, and
contractor(s) to answer and clarify all the questions that may
arise from the report prior to construction. We also
recommend that we are contacted to answer any questions
concerning the subject project.
Neptune II Project
Project No. E -0082
Page No. 12
6.3 Limitations
The findings and recommendations of this report pertain only
to the project investigated and are based upon assumption
that the soil and geologic conditions do not deviate from those
disclosed in the investigation. This report is issued with the
understandings that it is the responsibility of the owners or
their representative to ensure that the information and
recommendations contained herein are brought to the attention
of the Civil Engineer and contractor.
This report, as requested by the homeowners, addresses only
the construction of a rip -rap along the base of the slope.
The upper portion of the bluff (terrace deposits) exhibits a
marginal stability and in some areas may collapse at any time
even if protection to the toe of the bluff is provided.
It is the owners responsibility to have this condition evaluated
and it is strongly recommended by this office that stabilizing
methods be provided to the upper section of the bluff as soon
as practical.
7.0 CONSTRUCTION INSPECTION AND LIMITATIONS
The recommendations provided in this report are based on our
observations. The interpolated subsurface conditions should be
checked in the field during construction by a representative of
Earth Systems Design Group. We recommend that all foundation
excavations and grading operations be observed by a representative
of this firm so that construction is performed in accordance with the
recommendations of this report. Final project drawings should also
be reviewed by this office prior to construction.
The recommendations contained in this report are based on our field
study, laboratory tests, and our understanding of the proposed
construction. If any soil conditions are encountered at the site
which are different from those assumed in the preparation of this
report, our firm should be immediately notified so that we may
review the situation and make supplementary recommendations. In
addition, if the scope of the proposed structure changes from that
described in this report, our firm should also be notified. This
report has been prepared in accordance with generally accepted soil
and foundation engineering practices within the City of Encinitas
area.
Professional judgments presented herein are based partly on our
evaluations of the technical information gathered, partly on our
understanding of the proposed construction, and partly on our
general experience in the geotechnical field.
Neptune II Project
Project No. E -0082
Page No. 13
Our engineering work and judgments rendered meet current
professional standards. We do not guarantee the performance of the
project in any respect.
We do not direct the contractor's operations, and we cannot be
responsible for the safety of other than our own personnel on the
site; therefore, the safety of others is the responsibility of the
contractor. The contractor should notify the owner if he considers
any of the recommended actions presented herein to be unsafe.
a
APPENDIX A
REFERENCES
1. Artim, E.R., 1985, "Erosion and Retreat of Sea Cliffs, San Diego
County ", published research excerpt from California's Battered
Coast, Proceedings from a Conference on Coastal Erosion, San
Diego, California ", edited by Jim Mcgrath, dated September, 1985.
"Preliminary Geotechnical Excavation, Bradley Residence, Lot
Adjacent to 560 Neptune Avenue, Leucadia, California ", prepared
by Buchanan - Rahilly, Inc., dated October 27, 1986
3. "Geotechnical and Geological Study, Bradley Property 560
Neptune Avenue, Encinitas, California ", prepared by Owen
Consultants, dated June 30, 1989.
4. Eisenberg, L.I., 1983, "Pleistocene Marine Terrace and Eocene
Geology, Encinitas, and Rancho Santa Fe Quadrangles, San Diego
County, California ", Master of Science Thesis, SDSU, dated
September 20, 1983.
5. Weber, F.H., 1982, "Recent Slope Failures, Ancient Landslides,
and related Geology of the North - Central Coastal Area, San
Diego County, California ", CDMG Open File Report 82 -12 LA, dated
July 1, 1982.
6. Abbot, P.L., (Editor) 1985, "On the Manner of Deposition of the
Eocene Strata in the Northern San Diego County, California, ";
San Diego Association of Geologists Publication, dated April 13,
1985.
7. Tan, S.S., 1986, "Landslide Hazards in the Encinitas Quadrangle,
San Diego County, California ", California Division of Mines and
Geology, Open File Report.
8. Kuhn, G.G. and F.P. Shepard, 1983, "Coastal Erosion in San Diego
County, California", in Guidebook to Selected Geologic Features,
Coastal Area of Southern San Diego County, SDAG /AEG October,
1983, G.T. Farrand Editor.
9. U.S. Army Corps of Engineers, 1984, Shore Protection Manual,
Volumens I and II.
10. Kuhn, G.G. and F.P. Shepard, 1984, "Sea Cliffs, Beaches and
Coastal Valleys of San Diego, California ", Univ. Calif. Press.
11. Kern, K.R., 1983, "Earthquakes and Faults in San Diego:, Pickle
Press, San Diego California.
12. Ziony, J.I., Wentworth, C.M., Buchanan - Banks, J.M. and H.C. Wagner,
1974, Preliminary Map Showing Recency of Faulting in Coastal
rr
Southern California ", U.S. Geological Survey Map MF -585, Scale:
w
13. "County of San Diego Topographic Survey, Sheet 326 -1677,
scale: 1 inch equals 200 feet, dated September 17, 1975 ".
14. "Earth Systems Design Topographic Survey, scale: 1 inch equals
40 feet, dated June 1992 ".
15. "Earth Systems Design Croup aerial photographs scale 1 inch
equals 300' flown June 8, 1992 ".
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EARTH SYSTEMS DESIGN GROUP VICINFY BAP
1529 A Grand Avenue, Son Marcos. California 92069
Phone (619) 471 -6351 Fox (619) 471 -7572
DATE: 10 -07 -92 DWG. NO.:
PROJECT: REVISION:
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EARTH S]'S7'E.AfS DESIGN GROUP SEA BLUFF FACE LOG, CROSS SECTION A -A
1529 A Crond Avenue. Son Marcos. California 92069
Phone (619) 471 -6351 Fax (619) 471 -7572 NEPTUNE 19 PR
DATE: 10 -8 -92 DWG. NO.: T- 1SECT.DWG NEPTUNE
PROJECT: E0082 REVISION:
FIGURE 3
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EARTH SYSTEMS DESIGN GROUP SEA BLUFF FACE LOG, CROSS SECTION B -B
1529 A Grand Avenue, San Marcos. California 92069
Phone (615) 471 -6.551 Fa. (619) 477 -7572 NEPTUNE OI �� ®����
DATE: 10 -8 -92 DWG NO.: T- 25ECT.DWG
PROJECT: E0082 REVISION:
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EARTH SYSTEMS DESIGN CROUP SEA BLUFF FACE LOG, CROSS SECTION C -C
1529 A Crond Avenue, Son Marcos, California 92069
Phone (619) 471-6351 Fax (619) 471 -7572
DATE: 10 -8 -92 DwG. NO T- 3SECT.DwG NEE - W NE �8 �� ®����
PROJECT: E0082 REVISION:
FIGURE 5
15'
1
RIP RAP ARMOUR STONE
COVER (SEE NOTE
AT RIGHT) 1.5
CUT SLOPE AS
MHT (AP 1� INDICATED BY
SOILS ENGINEER
RIP RAP SHOULD
EXTEND TO ? FORMATION _ (3.
MATERIAL AS INDICATED
BY SOILS ENGINEER
MLT (APPROX.) o
FORMATION
FILTER: STONE COVER WRAPPED
WITH FILTER FABRIC
* THE WEIGHT OF AN INDIVIDUAL ARMOR UNIT SHOULD BE:
5 TONS (MINIMUM 4 TONS, MAXIMUM 6 TONS)
THE NUMBER OF UNITS COMPRISING THE THICKNESS OF
THE ARMOR UNITS IS 2 (TWO)
NOTE:
RIP RAP PLACED AT SLOPE RATIO OF
1 1/2:1 REQUIRES SELECT PLACEMENT
OF ROCK.
RIP RAP NOTES:
1. FILTER: 12" TO 18" THICK LAYER OF 2" TO 6" CRUSHED
ROCK. FILTER TO BE WRAPPED WITH MIRAFI 70OX FABRIC
OF SIMILAR, INSTALLED PER MANUFACTURERS RECOMMENDATIONS.
2. RIP RAP SHALL BE WELL GRADED FROM A MAXIMUM SIZE AT
LEAST 1.5 TIMES AVERAGE ROCK SIZE, WITH 1 IN. SPALLS
TO FILL VOIDS BETWEEN ROCKS.
3. RIP RAP, 4 TO 6 TON ROCK, BLANKET SHOULD EXTEND TO
FIRM MATERIAL AS INDICATED BY SOIL ENGINEER. ROCK TO BE
PLACED WITH A MINIMUM 36" THICKNESS. 4000 POUND MINIMUM
WEIGHT.
4. CUT SLOPE TO BE CONSTRUCTED AS DIRECTED BY SOIL ENGINEER
5. PRECAUTIONS SHOULD BE TAKEN AT ALL TIMES DURING
CONSTRUCTION TO PROTECT WORK AREA.
6. ALL WORK SHALL COMPLY WITH CALOSHA SAFETY STANDARDS.
7. CONSTRUCTION OF THE PROTECTIVE SLOPE SHALL BE INSPECTED
TO INSURE COMPLIANCE WITH THESE SPECIFICATIONS.
SCALE: 1 " =10'
EARTH SYSTEMS DESIGN GROUP RIP RAP DETAILS
1529 A Grand Avenue, San Marcos, CaliFornio 92069
Phone (619) 471 -6351 fax C619> 471 -7572 A
NEPTUNE II PWECT
DATE: 11 -03 -92 DWG. NO.: 9600821.DWG LC= d 6yU� ifs
PROJECT: E0082 REVISION:
FIGURE 6
EARTH SYSTEMS DESIGN GROUP
• 1529 A Grand Avenue, San Marcos, California 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
L OG OF B ❑RING N❑, ESD -1 NEPT UNE II
DATE OBSERVED 9 -16 -92 METHOD OF DRILLING HOLLOW STEM AUGER
LOGGED BY HGE GROUND ELEVATION 87.5 WORK ORDER NO.
M � 3 1:3 DESCRIPTION AND REMARKS
d ¢ 0 O r- v f
W V) J a - G]
A Cl U Z ,J
0— FILL: Dark brown silty sand, fine to
medium grained, damp, loose to medium
SM dense.
SP @ 2.5 f t Terrace Deposits (Qt) Red brown
sightly silty sand, Fine to medium
grained, most, medium dense.
5 @ 4.0 f t Becomes most to very most,
8 medium dense to dense.
12
20
10 9 @ 10.0 ft Becomes dense
12 @ 11.0 ft Becomes yellowish brown with Iron
25 oxide staining and medium dense,
@ 13.0 f t Becomes dense.
15
No blow count.
@ 1&0 ft Light gray brown to yellowish
brown with iron oxide staining
slightly silty sand moist, medium
dense.
@ 18.0 ft Light gray to tan sand, fine to
medium grained, most, loose to
slightly dense, friable, very poorly
2 consolidated, cohesionless.
PLATE B -1
EARTH SYSTEMS DESIGN GROUP
• 1529 A Grand Avenue, San Marcos, California 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
LOG OF B ❑RING N❑. ESD -1 NEPT UNE II
DATE OBSERVED 9 -16 -92 METHOD ❑F. DRILLING HOLLOW STEM AUGER
LOGGED BY HGE GROUND ELEVATION 87.5 WORK ORDER NO.
~ ^ W
Li
Q- V) a MU N DESCRIPTION AND REMARKS
� Z 3 ::) o
CL a o x
W N J - (Y1
A W l7 Z J
D
2 30
20
12
3
2 33.0 ft Becomes, gray brown fine grained.
3 No blow count.
40 2 40.0 ft Becomes light gray to yeltowish
brown and fine to medium grained.
5 18
26
30
PLATE —B-1c,
EARTH SYSTEMS DESIGN GROUP
1529 A Grand Avenue, San Marcos, Catifornia 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
L O G ❑ F B O R I N G N❑. ESD -1 NEPT UNE II
DATE OBSERVED 9 -16 -92 METHOD OF DRILLING HOLLOW STEM AUGER
LOGGED BY HOE GROUND ELEVATION 87.5 WORK ORDER NO.
- - w
w w ti } r
3 o DESCRIPTION AND REMARKS
a. ¢ 0 0 Vi E
w V) J CY —M
o w L7 Z
50
5
15
90 @ 57.0 ft Torrey Sandstone (Tt) Light
gray brown sand, fine to medium
grained, damp, dense to very
dense.
60
6 6
51 @ 65.0 ft Becomes saturated and dense.
107
Total depth 67.5 ft
Water @ 65.0 ft
No caving
Backfilled 9 -16 -92
70
PLATE —B-lb
P A 1 L H .J 1 J 1 1V1.J 1J� .J L CTLV CTtC U U Y
1529 A Grand Avenue, San Marcos, California 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
SEA BLUFF FACE LOG N ❑ T -1 NEPTUN II
DATE OBSERVED 9 -2 -92 METHOD OF DRILLING N/A
LOGGED BY HGE GROUND ELEVATION MSL WORK ORDER NO,
� W
3 o DESCRIPTION AND REMARKS
W (/) J Q' H m
C] W l7 Z J
0
- - -- - -- - -- -�F - ----------- -- - - - - "- Beach Sand Deposits (Bd): Gray brown to
dark gray brown sand, find to medium
SM grained, most to wet, moderately dense,
5 unconsolidated.
@ 3.5 f t Torrey Sandstone (Tt) Light gray
brown to reddish brown and yello-
wish brown silty sand, saturated
dense to very dense, well to mode
rately well indurated, massive.
Presents water seeps in the lower
6.5 to 7.0 feet, localized mudstone
10 layers, cross - bedding and joint and
Fractures striking in a north -
southerly direction and dips of 72
to 85 degrees towards the east
and west.
@ 9.5 ft Becomes most, and moderately
well indurated.
15
2
PLATE B -2
EARTH SYSTEMS DESIGN GROUP
1529 A Grand Avenue, San Marcos, California 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
SEA BLUFF FACE LOG NO T -1 NEPTUN II
DATE OBSERVED 9 -2 -92 METHOD OF DRILLING N/A
LOGGED BY HGE GROUND ELEVATION MSL WORK ORDER NO.
m � 3 o DESCRIPTION AND REMARKS
a Q o O r N f
W (/ J a m
O W U Z J X
2
@ 27.5 ft Becomes red brown silty sand
Fine to medium grained, dry to
SM clamp, very dense, cemented in
iron oxide, very well indurated.
3
@ 28.5 ft Terrace Deposits (Qt): Light
gray to tan silty sand, fine to
coarse, very most moderately
dense, friable, poorly to mode-
rately indurated,
@ 34.0 f t Becomes most.
3
Notes From contact up to 5.5 ft, the slope
face lies in an approximate 1.5:1 (H:V) and
is almost vertical from there up to about
10 ft from contact.
@ 36.0 ft End of *tog,
40
5
PLATE — B-2a
EARTH SYSTEMS DESIGN GROUP
1529 A Grand Avenue, San Marcos, California 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
SEA BLUFF FACE LOG NO T-2 NEPTU II
DATE OBSERVED 9 -3 -92 METHOD OF DRILLING N/A
LOGGED BY HOE GROUND ELEVATION MSL WORK ORDER NO.
~ w
DESCRIPTION AND REMARKS
CL
Li v' a u z
0
SP Beach Sand Deposits (Bd): Gray brown to
dark gray brown sand fine to medium
SM grained, moist to wet, moderately dense,
5 unconsolidated.
@ 3.0 ft Torrey Sandstone (Tt): Light gray
brown to yellow brown and red
brown silty sand, saturated, dense
to very dense, well indurated mas-
sive, presents water seeps to
about 6 feet, cross bedding, joint
and fractures, striking in a north -
10 southerly direction and dipping 76
to 85 degrees toward the east
and west.
@ 8.5 ft Becomes moderately well indurated.
@ 12.0 ft Becomes moist,
15
2
PLATE B -3
EARTH SYSTEMS DESIGN GROUP
1529 A Grand Avenue, San Marcos, California 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
SEA BLUFF FACE L ❑C NO T - 2 NEPTU II
DATE OBSERVED 9 -3 -92 METHOD OF DRILLING N/A
LOGGED BY HOE GROUND ELEVATION MSL WORK ORDER NO,
~ ^ W
w 3� cl�
DESCRIPTION AND REMARKS
f 3 D a� p
a a
0 oa u j v
2
@ 27.0 ft Becomes red brown silty sand
medium grained, dry to damp,
very dense, cemented with iron
SP oxide, very well indurated,
30 @ 27.5 Ft Terrace Deposits (Qt): Tan to
gray white sand coarse to fine
grained, most to very most,
moderately dense, friable, poorly
SM indurated.
@ 32.0 ft Becomes most, moderately indura-
ted, and inter- bedded with thin
Layers (approximately 1/4' to 112'
3 thick) of light brown to red
brown silty sand, cemented with
iron oxide,
Note: From the contact to about 4.5 feet
the slope face lies in an approximate 1.5 :1
(H,V) angle and is almost vertical from
there up to about 15 ft from contact,
40
@ 39.0 ft End of log,
5
PLATE B -3a
EARTH SYSTEMS DESIGN GROUP
• 1529 A Grand Avenue, San Marcos, California 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
SEA BLUFF FACE LOG No T-3 NEPTU II
DATE OBSERVED 9 -18 -92 METHOD OF DRILLING N/A
LOGGED BY HOE GROUND ELEVATION 96 ft WORK ORDER NO.
- w
4 J V Y H
s o DESCRIPTION AND REMARKS
a a ❑ a v f
W N J - M
a w u Zv N
0 SM Topsoil: Light brown to reddish brown silty
sand fine to medium grained, dry
SM to damp loose to medium dense.
@ 0.5 ft Quaternary Terrace Deposits (Qt):
red brown silty sand, fine, to
in medium grained damp, dense to very
dense, massive.
2
@ 30 ft Becomes tan to reddish brown silty
sand Fine to medium grained, damp
to most, medium dnese to dense,
moderately consolidated, moderately
cemented.
@ 37 ft Becomes light gray to tan silty
lu sand, fine to medium grained damp,
slighty dense, friable, poorly inclu-
rated, low cohesion, massive.
— 5D —
PLATE
EARTH SYSTEMS DESIGN GROUP
1529 A Grand Avenue, San Marcos, California 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
SEA BLUFF FACE LOG N ❑ -3 NEPTU II
DATE OBSERVED 9 -18 -92 METHOD OF DRILLING N/A
LOGGED BY HGE GROUND ELEVATION 96 ft WORK ORDER NO,
Li W N y
f 3 o
DESCRIPTION AND REMARKS
a a o 0
W n J d ~ W
O m L7 Z J
60
SM @ 68.5 ft Torrey Sandstone (Tt): Red brown
silty sand, fine to medium grained,
damp, very dense, cemented with
iron oxide, very well indurated.
@ 6 9, 5 ft Becomes gray brown to reddish
brown silty sand, fine to medium
grained, moist, dense moderately
GO well to well indurated, Massive,
presents cross bedding.
5 @ 81.0 ft Becomes wet to very wet
@ 87.0 f t Water seeps.
SM @ 93.0 ft Beach Sand Deposits: Light gray,
gray brown sand, fine to medium
grained, moist, loose to moderately
dense, unconsolidated.
PLATE B -4a
NATURAL DENSITY AND MOTSTURE CONTENT
DRY DENSITY MOISTURE CONTENT i
SAMPLE NO. (pcf) ( %)
EGD -1, 5-615 119 , 4 8. 4
ESD -1, 10 -11.5 103.1 7.1
I I
ESD -1, 15 -16.5 111.1 4.6
ESD -1, 20 -21.5 101.3 4.0
ESD -1, 25 -26.5 92.3 4.6
ESD -1, 35 -36 100.2 4.0
ESD -1, 45 -46 87.9 5.0
ESD -1, 57 -58 99.4 9.1
ESD -1, 65 -66.5 99.6 20.0
T1 -S2, 19.5 107.6 3.3
T1 -S3, 27.5 106.4 2.0
T2 -S1, 7.0 108.3 13.9
S2, 19.0 111.1 3.0
T2 -
T2 -S4, 35.0 93.9 2.4
T3 -S1, 10.0 106.3 5.5
T3 -S2, 35.0 96.9 3.2
T3 -S3, 60.0 95.9 5.1
T3 -S4, 70.0 109.1 4.2
T3 -S5, 78.5 110.4 11.7
T3 -S7, 85.0 108.1 14.5
EARTH SYSTEMS DESIGN GROUP
1529 A Grand Avenue, San Marcos, California 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
DIRECT SHEAR TEST RESULTS
6.0
5.0
4.0
N
a.
l_7
W 3.0
w
2.0
1.0
i
0 0 1.0 2.0 3.0 4.0 5.0 6.0
NORMAL PRESURE (PSF)
SYMBOL SAMPLE LOCATION COHESION (psf) FRICTION REMARKS
ANGLE <' )
0 ESD -1 @ 10.0 FT 0 33.0 Qt
w
X ESD -1 @ 25.0 FT 150 35.0 Qt
A E`_ D -1 @ 45.0 FT 0 34.5 Qt
x FROM TOP OF BLUFF
PROJECT N❑. E0082 NEPTUNE II
EARTH SYSTEMS DESIGN GROUP
1529 A Grand Avenue, San Marcos, California 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
DIRECT SHEAR TEST RESULTS
6.0
5.0
4.0
n.
L
L3
z
Li 3.0
r
CY
w
2.0
1.0
0 0 1.0 2.0 3.0 4.0 5.0 6.0
NORMAL PRESURE (PSF)
SYMBOL AMPLE LOCATIOPJ COHESION (psf) FRICTION REMARKS
ANGLE (° )
Tl -S3 @ 27.5 180 56.0 Qt
(60 FT)
x ESD - 1 @ 65.0 FT 200 41.5 Qt
A Tl -S2 @ 19.5 2000 47.5 Tt
( 68 FT) FROM TOP OF BLUFF
XX FROM MEAN SEA LEVEL
PROJECT NO. E0082 NEPTUNE II
EARTH SYSTEMS DESIGN GROUP
1529 A Grand Avenue, San Marcos, Cat;Fornia 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
DIRECT SHEAR TEST RESULTS
6.0
5.0
4.0
w
a.
w 3.0
a'
w
2.0
I0
0 0 1.0 2.0 3.0 4.0 5.0 6.0
NORMAL PRESURE (PSF)
SYMBOL SAMPLE LOCATION COHESION (psf) FRICTION REMARKS
ANGLE (• )
O
T2 -S1 @ 7.0 FT 4500 21.0 Tt
X w
T2 -S2 @ 19.0 FT 2750 28.5 Tt
A W
T2 -S4 @ 35.0 FT 0 33.5 Qt
FROM MEANS SEA LEVEL
PROJECT N❑ E0082 NEPTUNE 1I
EARTH SYSTEMS DESIGN GROUP
1529 A Grand Avenue, San Marcos, California 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
DIRECT SHEAR TEST RESULTS
6.0
5.0
4.0
i�
w
w 3.0
w
z
2.0
1.0 db '0 0010
0 0 1.0 2.0 3.0 4.0 5.0 6.0
N❑P.MAL PRESURE (PSF)
SYMBOL SAMPLE LOCATION COHESION (psf) FRICTI ❑N REMARKS
ANGLE C >
o T3 -S1 Ca 10.0 FT 390 28.5 Qt
x T_; -S2 C 35.0 FT 270 32.0 Qt
w
A T3 -S3 Co 60.0 FT 190 33.5 Qt
FROM T OF BLUFF
PROJECT N❑. E0082 NEPTUNE II
EARTH SYSTEMS DESIGN GROUP
1529 A Grand Avenue, San Marcos, Cal ifornia 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
DIRECT SHEAR TEST RESULTS
6.0
lool
5.0
4.0
a
L3
w 3.0
w
2.0
1.0
0 0 1.0 2.0 3.0 4.0 5.0 6.0
NORMAL PRESURE (PSF)
SYMBOL SAMPLE L❑CATI ❑N C❑HESI ❑N (psf) FRICTION REMARKS
ANGLE ( °)
O T3 -S4 @ 70.0 FT 1850 45.5 Tt
w
X T3 -S5 @ 78.0 FT 4680 23.5 Tt
A T3 -S7 @ 85.0 FT 3180 35.5 Tt
x FROM TOP OF BLUFF
PROJECT N❑, E01 NEPTUNE II
r
I I I I I I I I I I I
100 I I I I
I I I I M N p I I I I I
I III II I II I II I I I I
I II
I J I I I I I I I I MI I I c:.-
I� I C, Z^ I I o o .�
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I I � I IQI II I
to IUI I N o �c
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I I I I I I I co N 0LOao a1
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I I I I I I I I I I �
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J m oo c.
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I II I I I I I
• C Q` m r> ry �
EARTH SYSTEMS DESIGN GROUP SEA BLUFF TYPICAL STABILITY CIRCLE
1529 A Grand Avenue, Son Marcos, Californlo 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
DATE: 10 -8 -92 DWG. NO.:STABNEP2.DWG NEPTUNE to PROJECT
PROJECT: E0082 REVISION:
FIGURE D1
* * Design Professionals Management Systems
Kirkland, Washington * =
* -----------------------
* STABL4 Slope Stability
* -----------------------
IBM PC & 8086/8088 MS -DOS Version
* Revision 4.1 - 03/03/86
- -SLOPE STABILITY ANALYSIS- -
SIMPLIFIED JANBU METHOD OF SLICES
OR SIMPLIFIED BISHOP METHOD
PROBLEM DESCRIPTION 51ONEP2 SBORDONE
BOUNDARY COORDINATES
3 TOP BOUNDARIES
3 TOTAL BOUNDARIES
BOUNDARY X -LEFT Y -LEFT X -RIGHT Y -RIGHT SOIL TYPE
NO. (FT) ( FT ) (FT) ( FT ) BELOW BND
1 17.00 28.00 60.00 92.00 1
2 60.00 92.00 83.00 92.00 1
3 83.00 92.00 130.00 92.00 1
ISOTROPIC SOIL PARAMETERS
1 TYPE(S) OF SOIL
SOIL TOTAL SATURATED COHESION FRICTION PORE PRESSURE PIEZ
QMETRIC
TYPE UNIT WT. UNIT WT. INTERCEPT ANGLE PRESSURE CONSTANT SU
FACE
NO. ( PCF ) ( PCF ) ( PSF ) (DEG) PARAMETER ( PSF )
NO.
1 102.0 102.0 270.0 33.0 0.00 0.0
1.
J
A CRITICAL FAILURE SURFACE SEARCHING METHOD, USING A RANDOM
TECHNIQUE FOR GENERATING CIRCULAR SURFACES, HAS BEEN SPECIFIED.
100 TRIAL SURFACES HAVE BEEN GENERATED.
10 SURFACES INITIATE FROM EACH OF 10 POINTS EQUALLY SPACED
ALONG THE GROUND SURFACE BETWEEN X = 21.00 FT.
AND X = 30.00 FT.
EACH SURFACE TERMINATES BETWEEN X = 83.00 FT.
AND X = 117.00 FT.
UNLESS FURTHER LIMITATIONS WERE IMPOSED, THE MINIMUM ELEVATION
AT WHICH A SURFACE EXTENDS IS Y = 28.00 FT.
16.00 FT. LINE SEGMENTS DEFINE EACH TRIAL FAILURE SURFACE.
RESTRICTIONS HAVE BEEN IMPOSED UPON THE ANGLE OF INITIATION.
THE ANGLE HAS BEEN RESTRICTED BETWEEN THE ANGLES OF 0.0 AND 45.0 DEG
FOLLOWING ARE DISPLAYED THE TEN MOST CRITICAL OF THE TRIAL
FAILURE SURFACES EXAMINED. THEY ARE ORDERED - MOST CRITICAL
FIRST.
* * SAFETY FACTORS ARE CALCULATED BY THE MODIFIED JANBU METHOD
FAILURE SURFACE SPECIFTED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 23.00 36.93
2 37.57 43.55
3 51.07 S2.13
4 63.25 62.51
5 73.86 74.48
6 82.71 87.81
7 84.71 92.00
1.089 * **
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 22.00 35.44
2 34.42 45.53
3 46.54 55.98
4 58.33 66.79
5 69.79 77.96
6 . 80 .91 89.46
7 83.23 92.00
** 1.135 * **
•
FAILURE SURFACE SPECIFIED BY 6 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 26.00 41.40
2 40.29 48.60
3 53.61 57.46
4 65.78 67.85
5 76.60 79.63
6 85.50 92.00
* k*
1.144
* **
FAILURE SURFACE SPECIFIED BY 6 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 27.00 42.88
2 41.91 48.68
3 55.60 56.97
4 67.65 67.50
5 77.69 79.95
6 84.36 92.00
* 1.158 **
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)-
1 21.00 33.95
2 33.68 43.71
3 46.19 53.69
4 58.51 63.89
5 70.66 74.30
6 82.62 84.93
7 90.31 92.00
1.168 * **
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 23.00 36.93
2 38.36 41.41
3 52.79 48.32
4 65.91 57.47
5 77.37 68.64
6 86.88 81.51
7 92.24 92.00
*� 1.194 * **
FAILURE SURFACE SPECIFIED BY 6 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 29.00 45.86
2 43.92 51.65
3 57.56 60.01
4 69.49 70.67
5 79.33 83.29
6 83.89 92.00
*
1-195 * =
FAILURE SURFACE SPECIFIED BY 6 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 28.00 44.37
2 43.03 49.86
3 56.86 57.91
4 69.05 68.27
5 79.22 80.62
6 85.60 92.00
* 1.196 * **
a
s
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
N0. (FT) (FT)
1
2:3.00 q-6.93
2 35.42 47.01
3 47.73 57.23
4 59.93 67.59
5 72.01 78.09
6 83.96 88.72
7 87.58 92.00
1.196 **
FAILURE SURFACE SPECIFIED BY 7 COORDINATE POINTS
POINT X -SURF Y -SURF
NO. (FT) (FT)
1 24.00 38.42
2 39.75 41.22
3 54.46 47.51
4 67.37 56.97
5 77.80 69.11
6 85.21 83.29
7 87.47 92.00
1.218 * **
Y A X I S F T
0.00 18.40 36.80 55.20 73.60 92.00
X0.00 +---------+--------- +--------- +--------- +---- - - - - -+
18.40 +
3
_ 87
52
A 36.80 + .... 1.9.
- ..06 .3..
.. 487.
52
_ :� 9.
.... ..8.7 52
..... .9
6 .1. 3
- .. .... 0.... 4 .
............87 5 2 1
1
I 73.60 + .......... ..
...60
. .... .... ..87 2i
.. .......... 5 _1
.. ...... 60...
.. ........ ... 5
S 92.00 + -.. .. .6
110.40 +
F 128.80 +
- I
T 147.20 +
-------------------------------------------
xecution complete, time = 14.88 seconds
------------------------------------ - - - - --