HomeMy WebLinkAboutCT 73-35; LA COSTA SOUTH UNIT NO. 5; FOUNDATION SUPPORT ON EXPANSIVE SOILS; 1973-06-08PHII.IP·HENKING BENTON
PRESIDENT· CIVIl. ENGINEER
Mr. George Fletcher
Civil Engineer
2188 San Diego Avenue
San Diego, California 92110
BENTON ENGINEERING, INC.
APPLIED 5011. MECHANICS --FOUNDAT10!:'!S
6717 CONVOY COURT
SAN DIEGO, CALIFORNIA 921·11
June 8, 1973
Subjecr: Our Project No. 73-6-6F
.Foundation Support on
Expansive Soils
La Costa South Unit No.5
Carlsbad, Cal ifornia
Dear Mr. Fletcher:
TEI.c:pHONE (714) 565·1955
·UECEIVED
JUN lll~73
" Cl!Y ·D.f CARLSBAD'.
, Engmeerrn~ Department
Pursuant to your request, we have reviewed the recommendations for constr~ctiori o~ expansive '" -soils presented in our report on this project dated October' 19, 1970 wi.th regard to the us~of:
isolated interior pier fooHngs.
The reference to isolated interior pier footings on P9ge 3 was primarily ~oncerning s;n'all con-'
crete piers sometimes used to support wood joist floor systems for resiqenti.cil type dwellings. It
is our opinion that for apartment or condominium buildings, isolated interi,or footings supporting
concentrated column.loads could be used satisfactorily provided they are placed at least two feef
below finished grade and adequately reinforced. It is also. recommended fhat th\'3 adjacent fl06r
slab be structurally separated from the column footings by a 1/2 inch t~ickne:ss of-construction
felt or eql!ivalent.
:-t
Respectfully submitted,
~ENTON ENGINEERING, INC.
By'd?C:: R~
R. C. Remer
.. -' Distr: (2) . Addressee ,
(1) 'City of Carlsbad -Engineeri'n9Pept.
Attention: Mr. ~ Ray' Green
RC ~/PHB/ meg "
':'.' , .. '
"
, . .... ---; Project No. 70-1-5D
Rancho La Costa, Inc.
-3-October 19, 1970·
Type BLots: 331, 339, ,.352, 384, 408
"'-'--
. It is recommended that the following special design and precautions betaken for the h~u$e~ to
be constructed on the lots:
2.
3.
4 •.
5.
Type A Lots
-Avoid the use of isolated interior piers. Use continuous. footings
throughout, and place these at a minimum depth o£Jwo.feet J?elow}.he
lowest adjacent exterior final ground surface. -~-.-.
"------~. -.
Reinforce and interconnect continuously with steel bars on interior end.
exterior footings with one tiS bar at 3 inches above the bottom of the
footings and one 115 bar placed 1 1/2 inches below the top of the stems
of the footi ngs •
Exercise every effort to assure that the soi I under the foundations and s]abs
has a uniform moisture content, 1 percent to 3 percent gre.ater than optim~ni
throughout the top 3 feet below finished grade at the time of placing founda-
tions and slabs.
Use raised wooden floors that span between continuous footings, or use a1:l
'concrete slabs with 6 x 6 -10/10 welded wire fabric end provide a minimum
of 4 inches of clean sand beneath all concrete sLabs. Provi'dea moisture
barrier 2 inches below slabs under living areas.
Separate garage slabs from perimeter footings.by a 1/2 rnch thickness oEcon-
struction felt or equivalent, to allow independent movem~nt of garage slabs
relative to perimeter footings.
Provide positive drainage away from all perimeter footings to a horizontal
distance of at least 6 feet outside the house walls .•
Type BLots
Those Jots I isted above I as Type B lots should follow all the ab~ve-listed recommendations with
the two following exceptions:
1. The continuous. footings may be placed at a minimum depth of 18 inches below
the lowest adjacent exterior final ground surface rather than th~ two feet
recommended for Type A lots.
BENTON ENGINEERING. INC.
~'''II''.''L ~~
Proiect No, 70-1-50
Rancho La Costa, Inc.
-4-Octob~r 1-9; 1970
2. Single 14 bars placed as directed (above) near tops and !:.ottoms ofal!
interior and exterior footings may be substituted for the '5 bars·recom-
mended for Type A lots.
Recommendations 3 to 6, inclusive, as listed for Type A lots, are applicable to the Type B lo.ts
olso.
Respectfully submitted,
BENTON 'ENGINEERING, INC.
B~~~ Philip H. Be on, Civil Engineer
Distr: (4) Addressee
(2) Rancho La Costa, Inc.
Attention: Mr. Burton L. Kramer
(1) Rick Engineering Company
(2) San Diego County Building Inspection
Vista Offi ce
BeNTON ENGINEERING. INC.
.' "
.;-
"q .•.. ;.
BENTON ENGINEERING. INC.
APPLIED SOIL MECHANICS -FOUNDATIONS
6741 EL CAJON BOULEVARD
SAN '01 EGO. CALI FORN I" ~211l5
PHILIP HENKING BENTON
!'RESIDENT • ,CIVIL ENGINEER October 19, 1970
Ran cho Lc;1 Costa, I'n c •
Route 1, Box 2550
Encinitas, California 92024
Subject: .Pr!~Je:ct,~70-1-5D 1
"C:ounty Perm irno:Ls:54S
. Final Report on Compacted Fi lied Ground
Lots 330 to 382, inclusive,
Lots 389 to 394, inclusive,
Lots 400 to 410, inclusive, and
Certain Street Areas of aq;CiiitCE$~~O~~!:J Also certain of Site'""tlre'as-ai:Jlacent to
Lots 368 to 370, inclusive
and Lots 377 to 379, inclusive
San Diego County, California
Gentlemen: '
TO
SAN DIEGO, !583·!5654
LA MESA' 469·56!54
, . (/p'
TK'is is, to report the results of tests and observations madZ in order to inspect the compaction
of fi·lled ground placed on certain areas of Lots 330 to 382, inclusive, '389 to 394, inclusive,
400 to 410, inclusive, and·on certain street ateas of La Costa Sou.th Unit No.5, also certain
·offsite areas adjacent to Lots ~8 to 370, inclusive, and Lots 377 to 379, inclusive, in San
Oiego County, California·. The fiUs were placed during the period between January 6 and
May 1, 1970.
The approximate areas and depths of filled ground placed vnder our inspection in accordance
with the approved specifi cations are shown oli the attached Drawing No.1, entitled /I Location
of Compacted rilled Ground." The grading plan used for the placement of filled ground was
prepared by Rick Engineering Company and dated Decembe.r 2, 1969 •
. The approximate locations at which the tests were taken and the final test results are presented
on pages Tl to Tl7, inclusive, .under the "Table of Test Results.I1 The laboratory determinations
of the maximum dry densities and optimum moisture contents of the major fill materials are
presented on page T18 f under the "laboratory Test-Results.1i Some of the maximum dry densities
shown in the "Table of Test ,Results" were combinations of these. The tests were taken during
the weekly periods indicated on the .following page.
Proiect No. 70-'-50
Rancho La Costa, Inc.
Test'Number
1 to 72, inclusive
73 to 106, inclusive
107 to 151, inclusive
152 to 221, inclusive
222 to 310, inclusive
310 to 321, inclusive
-2-
322 to 350, inclusive S ~
351 to 385, inclusive~7q,~7
386 to 427, inclusive ~
428 to 471, inclusive
472 to 503, inclusive
504 to 516, inclusive
517 to 521, inclusive
522 to 542, inclusive
543 to 550, inclusive
551 to 579, inclusive
October 'l~, 1970
Week Ending
January 10" 1970
January 17, ·1970
January 24, 1970
January 31, 1970
February 7, 1970
February 14; 1970
Febru~ry 21, 1970
February 28, 1970
March 14, 1970
March 21, 1970
March 28, ]970
April 4, 1970
April 11, 1970
April 18, 1970
April 25,1970
May 2, 1970
The final results of tests arid obserVotions indicate that the compacted filled ground has been
placed at 90 percent of the maximutTI dry density or greater. It has been determined that the.
fill materials, compacted tQ 90 percent of the maximum. dry density, have a safe .bearing value
of at least 2000 RQunds per square foot for one foot wide continuous footings founded at a mini-
mum depth and placedfive feet or more inside the top of compacted filled ground slopes. If
footings ore pierced closer to. the exposed slopes than 5 feet ·inside the top of compacted fiUed
ground slopes, these should be deepened one foot l:>elow a 1 1/2 horizontal to 1 vertical line.
projected outward anddQwnward from a point 5 feet horizontally inside the top of compacted
fi lied ground slopes with the two fol-Iowing exceptions. The exposed compacted fi lied ground
slopes to the rear of Lots 368 to 370, inclusive and Lots 377 to .,;3Z't., ... inclusive, which overlook
the golf course, contain some large bOulders partially covered.and partially buried. It is recom-
mended that minimum depth -footings in these Qreas be placed no closer than 10 feetinsJde the top
of slope. ·1 f it is desired to support structures closer to the top edge of these. exposed slopes than
10 feet horizontally insIde the top of slopes, then it is recommended that the footings be deep-
ened one foot below minimum depth for each 1.5 feet horizontal distance closer to the exposed
slopes. Tests indicate that the compacted filled ground is adequate to satisfactorily support
the proposed one or two story wood frame dwellings without detrimental settlements.
In our report of the original investigation conducted at this subdivision, (Project No. 69-9-8C
'dated November 7, 1969), we stated that some lIexpansiveu solis existed on the site gnd if they
were allowed to remain in the upper 3 feetbe'low finished grade some of the lots would require
specially designed footings and slabs. We further stated that these lots would be listed upon
the completior;ofgrading. The lots where expansive soils were observed to remain Within the
upper 3 feet are tabulated as follows: .. , ~)
Type A Lots: ive, 340 t9351, inclusive, 353 ~
, V'inclusive, 409 and 410 1zt2lf
BENTON ENGINEERING, INC.
•
, . ,
Profect No ~ 70-1-5D
Rancho La C9sta, Inc.
Type BLots:
-3-
~3102' 384,408
O.ctober 19, 1970
"
It is recommended that the following special design and precautions betaken for the houses to
. be constructed On the lots: .,'\.\
~~ Type A L~ts "I '
1 • Avoid the use of isolated interior piers ~ Use continuous footings
throughout, and place these at (J minimum dep~~elow the.
I~west ~ent ext~iQJ ... fjlJ.gig!ound surface.
2. Reinforce and interconnect continuously with steel bars all interior and
exterior footings with one tiS bar ot3 inches above the bottom of the
footings and one 115 bar placed 1 1/2 inches below the top of the stems
4.
of the footings. .
Exercise every effort to ossure that the soi I under the foundations and slabs ~.:.
has a uniform moisture content, 1 percent to 3 percent greater than optimum
throughout the top 3 feet below finished grade at the time of placing foundq-
tions and slabs.
Use rQised wooden floors that span between' continuous footings, or use all
concrete stabs with 6 x 6 -10/10 welded wire fabric and provide amin.imum
of 4 inches of clean sand beneath all concrete slabs. Provide a moisture
barrier 2 inches below slabs under' !.iving areas.
5. Separate garage slabs from perimeter footings by a 1/2 inch thickness 'of con-
struction felt or equivalent, to allow independent movemc:mt of garage slabs •
relative to perimeter footings.
6. Provide positive drainage away from all perimeter footings to a horizontal
distance of at least 6 feet outside the house walls.
Type B ~ots
Those Jots listed above, cis Type Blots should follow all the above-listed reeommendations with
the fWo following exceptions:
1. The cOhtinuou~. footings may be placed at a minimum depth of18 inches below
the lowest adjacent exterior final ground surface rather than the two feet
reco":lmended for Type A lots •
BENTON ENGINEERING, INC.
.-~
PrOJect No. 70-1 ... 50
Rancho La Costa, In'c.
-4-October 19, 1970
2. Single 14 bars placed as directed (above) near tops and bottoms of all
interior and exterior footings may be substituted for the 115 bars recom-
mended for Type A lots.
Recommendations 3 to 6, inclusive, as listed for Type A lots, are applicable to the Type Blots
also.
Respectfully submitted,
BENTON ENGINEERING, INC.
B~,-1/Gl~ ~, Civil Engineer
Oistr: (4) Addressee
(2) Rancho La Costa, Inc.
Attention: Mr. Burton L. Kramer
(1) Rick Engineering Company ,
(2) San O'iego County Building Inspecfion
Vista, Office
BENTON ENGINEERIN';. INC.
Project No. 70-1-5D Tl
Rancho La Costa South Unit No. 5
, ,
TABLE OF TEST RE$UL TS
,:·e Approx-Depth Maximum
imate of Fill Field Dry Dry
Test Location at Test Moisture Density Density Percent
No. Lot No. in Feet % dry wt Ib/cu ft Ib/cu ft Compaction Remarks
1 347 2 12.9 l03.5 113.0 91.6
2 344 4 13.0 106. 1 113.0 94.0
3 343 2 12. 1 104.7 113.0 92.7
4 339 2 13. 1 108.9 115.0 94;7
5 351 2 8.1 10604 115.0 92.6
6 354 2 12.0 106.3 115.0 92.5
7 347 6 11.3 103.6 113.0 91.7
8 348 4 10.7 102.8 112. 1 91.6
9 352 4 9.6 109.6 115.0 95.3
10 '340 4 9.9 103.8 112. 1 92.5
11 354 6 10. 1 107.2 112.6 95.3
12 351 6 18.8 100.2 11'0.6 90.8
13 343 6 15.5 101.3 110'.6 91.8
14 .350 2 11.5 106 !·6 112. 1 95.0
15 348 8 16.9 100.0 110.6 90.6
16 344 8 15.6 98.5 109.0 90.4 .
17 347 10 18.4 102 .8· 110.6 93.0
e 18 352 8 14.7 104.3 112. 1 93.1
19 351 10 12.8 104.6 112. 1 93.3
20 348 12 16.3 98.3 ' 109.0 90.2
21 335. 2 17.5 102.3 110.6 92.6
22 336 4 16.6 104.2 112. 1 93~()
23 339 6 16.5 105.0 113.0 93.0
24 340 8 15.4 102.6 110.6 92.8
·25 343 10 16'.6 100.3 110.6 90.8
26 344 12 16.7 101.8 112. 1 90.8
27 347 14 15.8 104.6 112. 1 93.3
28 332 4 14.9 102.2 112.6 90.9
29 335 6 "17.8 99.7 110.6 90.2
30 336, 8 13.9 104.9 112.6 93.2 .
31 339 10 18.7 101.2 110.6 91.6
32 340 12 16.5 100 .. 0 '11Q.6 90.5
33' 343 14 16.2 101.5 110.6 91.8
34 344 20 16.0 103.3 112.6 91.9
35 354 10 11.8 104.7 113.0 92.7
36 352 12 14.8 104. 1 112.6 92.5
37 353 14 14.1 105.2 . 112.6 93.6
38 347 18 17.4 100.4 110.6 90.9
39 344 16 18.7 102.8 110.6, 93.0
·e 40 348 16 18.5 101.6 110.6 92.0
BENTON ENGINEERING, INC.
Project No. 70-1-50 12
Rancho La Costa South Unit No. 5
, ,
TABLE OF TEST RESUL TS(CONT.)
e Approx-Depth Maximum
imate of Fill Field O~y Dry
Test Location at Test Moisture Density Density Percent
No. Lot No. in Feet % dry wt Ib/cu ft Ib/cu ft Compaction Remarks
41 343 18 20.2 100.2 110.6 90.7
42 340 16 18.8 100.2 110.6 90.7
43 339 14 15.2 101.9 111.0 91.8
44 336 12 10.3 108.5 117.9 92.0
45 335 10· 19. 1 103.2 112. 1 92.1
46 332 8 18.5 101.8 110.6 92.1
47 331 2 19.8 99.3 109.0 91.0
48 331 4 20.0 10·1.6 109.0 93.3
49 347 22 21.4 98.0 109 .0 90.0
50 353 4 17.5 101.7 110.6 92.0
51 349 4 20.9 99.8 109 .0 91.5
52 350 6 19.8 102. 1 109 .0 93·.6
53 344 24 18.2 102.8 110.6 93.0
54 343 22 19.7 101.8 110.6 92.1
55 349 8 17.2 105.0 115. 1 91.2
56 350 10 15.2 99. 1 109.0 90.9
57 354 12 14.7 105.5 115. 1 91.6
58 351 16 15.7 102.8 112.3 91.6
59 353 6 15.7 104.2 114.0 91.5
60 331 6 17.9 103.8 112. 1 92.5
61 352 14 18.4 104.2 112.3 92.8
62 340 20 18.6 101.6 110.6 92.0
63 339 16 14.9 101.1 110 .. 6 91.5
64 348 18 15.3 103.4 112.3 92.1
65 347 24 17. 1 102.6 112.3 91.3
66 340 22 15.2 101. 1 112.3 90.0
67 339 18 13.4 103.2 114.0 90.6
68 336 14 16.5 108.8 115. 1 94.5
69 La Costa Ave. 2 13.8 102.3 112.3 91.1
Opp.350
70 335 12 18.6 102.3 112.3 91 1 ..
71 332 10 15.2 105.2 115. 1 9L5
72 331 8 17.6 102.4 112.3 91..2
73 331 10 18.6 105.5 114.0 92.6
74 332 12 16.7 103.6 114.0 90.9
75 335 14 18. 1 104.8 114.0 92.0
76 ,336 16 13.9 104.7 114.0 91.9
77 346 2 14.4 103.2 114.0 90.6
78 339 20 17.6 106.8 115.1 92.7
·e 79 340 24 13. i 102.7 114.0 90,.1
80 343 24 13.5 102.7 114.0 90. 1
BENTON ENGINEERING. INC.
Pro jec t No. 70-1-5 D 13
Rancho La Costa South Unit No. 5
TABLE OF TEST RESUL TS (CONT.)
e Approx-Depth Maximum
. imate of Fill Field Dry Dry
Test Location at Test fv40isfure Density Density Percent
No. Lot No. in Feet % dry wt Ib/cu ft Ib/cu ft Compaction Remarks
81 331 12 17.5 108 •. 1 115. 1 93.9
82 332 ·14 17.6 103.8 114.0 91.0
.83 335 16 16.9 104.4 114.0 91.7
84 336 18 13.3 104.6 114.0 91.7
85 339 22 12.8 107.3 114.0 94.2
86 331 14 14.5 101.9 rI2.3 90.7
87 332 . 16 14.7 104.1 114.0 91.9
88 335 18 15.2 106. 1 114.0 93.1
89 338 2 15.2 109. 1 114.4 95.4
90 337 4 13. 1 109.5 114.4 95.7
91 338 2 11.9 110.3 114. 1 96.8
92 331 16 13.4 110.2 114.2 96.6
93 342 2 14.9 108.2 114. 1 94.9
94 345 4 9.7 113.9 117.9 96.6
95 332 18 13.8 108. 1 1I5.1 93.9
96 335 20 13.3 110.5 115. 1 95.9
97 336 20 13.7 107.0 lIS. 1 93.0 ·e 98 330 2 12.8 109.9 114. 1 96.3
99 334 2 14.2 108. 1 114. 1 94.8
100 333 4 15.9 108 .. 7 114. 1 95.2
101 330 6 11.7 111.0 '. 118.0 94.1
102 334 6 14.3 105.7 112.2 94.2
103 333 8 15 .. 2 105.0 112.2 93.5
104 337 8 15.9 105 .. 3 ·112.2 93.8
105 330 10 14.3 107.2 112.2 95.6
106 334 10 18.9 102.0 112.2 90~9
107 338 6 18.5 100.5 110.6 90.9
108 342 6 14.9 109.9 117.9 93.3
109 337 12 15.6 107.3 117.9 91.2
110 333 12 ]3.9 106.5 110.6 96 . .4
111 334 14 14.4 106.9 110.5 96.8
112 333 16 13.4 102.6 110.5 92.9
113 334 18 14.3 107;1 .)17.9 90 .. 9
114 333 20 14.4 107.9 11'7.9 91.6
115 334 22 11.4, 109.3 117.9 92.8
116 333 24 12.3 109.4 117.9 92.9
117 331 16 17.9 110.2 117.8 93.7
118 254 2 13.3 106.2 114.2 93. 1
119 346 6 17.8 104. 1 114.2 91.3
120 354 6 13.6 104.0 110.5 94.1
BENTON ENGINEERING, INC.
Project No. 70-1-50 T4
Rancho La Costa South Unit No.5
, ..,
TABLE OF TEST RESUL TS (~ONT.)
e Approx-. Depth Maximum
imate of Fill Field Dry Dry
Test Location at Test Moisture Density Oensity Percent
No. Lot No. in Feet % dry wt Ib/cu ft Ib/cu ft Compaction Remarks
121 La Costa Ave. ·4 13.3 108.4 114.2 94.9
Opp. 353
122 La Costa Ave. 6 13.8 107.6 114.2 94.1
Opp. 350·
123 La Costa Ave,. 8 13.6 108. 1 . 114.2 94.6
Opp.350
124 337 20 17.5 107.9 117.8 91.7
125 353 8 14.7 108.6 114.2 95.1
126 333 28 13.7 108.8 114.2 95.2
127 341 8 10.0 109.6 114.0 96.2
128 345 8 9. 1 113.6 122. 1 93.0
129 331 20 13. 1 114. 1 117.8 96.9
130 La Costa Av~. 2 10. 1 109.0 114.2 95.4
Opp. 333 .
131 332 22 15.2 110.8 114.0 97. 1
132 335 24 15.2 109.5 114.0 96.0
133 331 22 16.8 105.4 114.0 92.5 e 134 332 24 '14.6 1l1.0 122. 1 90.9
135 336 24 19. 1 101.0 110.5 91.4
136 La Costa Ave .. 4 14.2 105.3 114.0 92.5
Opp.330
137 334 26 16.5 103.2 114.0 90.7
138 337 24 15.0 103.8 114.0 91.1
139 338 10 14.7 104.7 114.0 91.8
140 341 12 17.3 101.8 110.5 92.1
141 342 10· 17. 1 105.3 114.0 92.4
142 338 14 14.9 106.8 1]4.0 93.7
143 345 '12 15.8 107.8 114.0 94.5
144 346 8 14.5 107.8 114.0 94.5
145 354 10 16.7 104.8 114.0 92.0
146 353 12 17.0 102.6 112.3 91.4
147 337 28 15.9 106.9 114.0 93.7
148 349 12 17.6 111.8 117.8 95.0
149 ·341 16 15. 1 111. 1 117.8 94.4
150 338 18 17.6 109.2 114.0 95.9
151 341 20 19.6 106.2 114.0 93.2
152 338 22 14.5 110.2 114.0 96.8
153 341 24 12.7 110.9 117.8 94.2
154 342 14 17.4 102.1 109.0 93.2
e 155 346 14 21.0 101.0 109 .0 92.7
BENTON ENGINEERING. INC.
Project No. 70.;.1-5D . T5
Rancho La Costa South Unit No. 5
, "
TABLE OF TEST RESULTS (CONT.)
·e Approx-Depth Maximum
imate of Fill Field Ory Dry
Test Location at Test Moisture Density Density . Percent
f'..Io • Lot No. in Feet % dry wt Ib/cu ft Ib/cu ft Compaction . Remarks
156 La Costa Ave. 2 20.0 100.4 lCE.O .92.2
Opp.337
157 338 26 13. 1 113.8 122. 1 93. 1
158 334 28 12 !O 113.6 122. 1 93.0
1:59 345 16 19.2 106.9 114.0 93.8
160 350 14 12.4 103.4 114.0 90.9
161 349 16 12.0 110.0 11-4.0 96.4
162 342 18 12. 1 112.0 122. 1 91.8
163 346 18 13.6 lCE.2 120.0 91.1
164 350 18 11.3 ,114.3 120.0 95.4
165 353 16 13. 1 111.2 120.0 92.8
166 349 20 14.6 111.0 117.9 94.2
167 345 20 14. 1 110.9 117 .. 9 94.1
l68 342 22 14.8 116.2 117.8 98.8
169 341 26 14.8 111.8 117.8 94.9
170 346 . " 20 15.4 110.2 122 ~1 90.3
171 350 22 13.9 112.7 122. 1 92.3
172 349 22 15.2 111.8 122. 1 91.5
173 342 24 '13.8 111.6 122.1 91.4
174 366 2 12.4 115.8 117.8 98.5
175 367 4 13.7 112.9 117.8 95.9
176 366 6 12.4 117.0 117.8 99.4
177 367 8 16. 1 111.3 117.8 94.6
178 366 10 13'.9 111. 1 117.8 94.4
179 358 2 17.5 108.0 114.2 94.5
180 359 4 11.6 111.6 117.9 94.7
181 358 6 17.3 103.3 114.2 90.5
182 359 8 15.6 108.0 114.2 94.5
183 367 12 12.8 11.0.3 117.9 93.6
184 366 14 13.3 112 .. 2 117.9 95.3
185 357 4 14.0 115.8 117.9 98.2
186 359 10 * 15.7 107. 1 114.2 93.8
187 358 10 '14.7 110.3 n7.8 93.7
188 370 2 12.2 ICE. 1 117.8 92.7
189 368 2 13.4 lCE.7 117.8 93.1
190 369 4 14.3 109.7 117.8 93. 1
1.91 357 8 12.5 112.2 117.9 95.3
192 358 12 14. 1 108.8 117.9 92.3
193 371 4 13.2 111.0 117.9 94.2
e * Finished Grade
BENTON ENGINEERING, INC,
ProJect No. 70-1-50 T6
Rancho La Costa South Unit No.5
TABLE OF TEST RESULTS(CONl.)
e Approx-Depth Maximum
Imate of Fill Field Dry 'Ory
Test Location at Test Moisture Oens:ity Density Percent
No. Lot No. in Feet % dry wt Ib/cu ft Ib./cu ft COn1paction Remarks
194 372 2 13.6 112.2 117.9 95.3
195 368 6 13.5 116.9 117.8 99.3
196 374 2 1603 110. 1 117.8 93.6
197. 373 4 16.7 111.8 117.8 94.9
19S 375 4 14~7 10S.6 117.9 92.1
199 376 2 16.3 108.2 117.8 92.0·
200 377 4 15~6 107.3 117.8 91.2
201 370 6 15.7 115.9 117 .. S 9S.4
202 372 6 1.5.3 113.6 117.8 96.4
203 367 16 15.6 115. 1 117.8 97.7
204 Jerez. Ct. 2 16.6 107.3 il7.8 91.2
Opp·.357
205 374 6 14. 1 111.8 H7.S 94.9
2QS 376 6 15.2 109 .4 117.9 9.2.9
207 377 8 17. 1 113.6 117.8 96.4 -
208 394 2 17.2 113. 1 117.8 96.0
201 392 2' l6.9 110.3 117.8 93.S e 210 Gibraltar St. 4 17.4 114.3 117.S 97.1
Opp.394
211 391 4 16.8 103.1 113.4 90.9
2-12 390 2 ·18.4 103.9 113.4 91, .6
213 394 6 13.8 106.8 115.9 92. t
214 392 6 18.6 104.5 113.4 92.2
215 390 6 16.9 107.6 113.4 94.8
216 391 8 16.6 106.2 113.4 93.S
217 Gibraltar S.t, S * 17.5 106.8 113.4 94.1
Opp.394
218 392 10 19.0 104.7 109 .0 95.9
219 390 10 17.8 105.3 113.4 92.9
220 391 12 16.8 105.3 113.4 92.9
221 358 14 15.0' 107. 1 114.2 93.8
222 358 16 16.6 104.3 114.2 91.3
223 Gibraltar St. 2 16.-8 lOS.6 114.2 95.1 '
Opp. 401
224 390 14 15.2 107.9 114.2 94.5
225 La Costa Ave. 4 13.4 109. 1 114.0 95.6
Opp.390
226 392 14 14.3 109 .2 115.9 94.2
227 La Costa Ave. 8 15.0 106.2 113.4 93.7
e Opp.390
* Fi nished Grade
BENTON ENGINEERING. INC.
Project No. 70-1-50 T7
Rancho La Costa South Unit No. 5
, >-'
TABLE OF TEST RESULTS (CONT.)
e Approx-Depth Maximum
imate of Fill Field Dry Dry
Test , Locdtion at Te$t Moisture Density Density Percent
No. Lot No. in Feet % dry wt Ib/cu ft Ib/cu ft Compaction Remarks
228, 391 16 12.7 106.7 115.9 92.0
229 390 18 13.5 112.6 122.1 92.2
230 393 4 14. I' . 110.2 ' 115.9 95.2
231 '391 20 15.4 105. 1 114.2 92.1
232 La-Costa Ave. 12 16.3 106 .. 5 114.2 .93.3
Opp.390
233 392 18 16.6 103.0 114.2 90.3
234 369 8 17.3 ]04.3 114.2 91.4
235 371· 6 19. 1 107.2 117.8 91.1
236 372 8 16.8, 104.7 114.2 91.7
237 '375 8 11.2 109.3 117.9 92.8
238 371 8 14.8 113.6 115.6 98.3
239 376 10 15.6 105.9 115.6 91.7
240 371 10 14.8 113. 1 117.8 96.1
241 390 22 . 14.2 113.6 121.0 93.8
242 La Costa Ave. 16 14.8 113.4 121.0 93.7
Opp.390 e 243 393 8 15.6 106.0 113.4 93.4
244 391 24 11.5 108.7 114.0 95.4
245 ~a C9Sta Ave. 20 14.2 107.3 113.4 94.6
Opp.390
~46 390 26 14.8 106 .6 113.4 93.9
247 382 2 12.0 120.4 125.0 96.4
248 382 4 14.7 105.8 115.0 92.0
249 382 6 15.2 108.0 116.0· 93.1
250 382 8 11.5 110.5 117.9 93.9
251 372 10 14.4 106 .3 114.2 93.2
252 373 6 12.5 116.4 117 0 8 98.9
253 372 12 12.0 110.6 114.2 96.8
254 377 12 12.4 112.6 117.8 95.6
255 372 14 11.7 116.9 117.8 99.2
256 373 8 14. 1 107.2 114.2 93.9
257 365 2 14.6 113.2 117.8 96.2
258 381 4 12.4 111.3 116.0 96.1
259 409 2 11.3 111. 1 116.0 95.9
260 382 10 14.0 110.4 115.9 95.4
261 407 2 12. 1 107.3 111.5 96.4
·262 410 4. 14.8 107.4 117.0 91.8
263 381 8 15.9 107.7 116.0 92.8
e 264 408 4 11.2 111.6 117.0 95.4
BENTON ENGINEERING, INC.
Project No. 70-1-5D T8
. Rancho La Costa South Unit No. 5
, .
TABL~ OF TEST RESULTS (CONT.)
e Apptox-. Depth M~imum
imate o.f Fill Field Dry Dry
Test location at Ti!st Moisrure Density Density Percent
No. Lot No. in Feet % dry Wt Ib/cu ft Ib/cu ft Compaction Remarks
265 406 . 4 13.9 109.3 117.0 93.4
266 381 ·12 16. 1 109.4 117.0 93.5
267 382 14 14.4 107. 1 117.0 91.5
268 409 6 10.6 114.0 121.0 94.3
269 391 28 11.5 110.3 117.0 94.3
270 392 22 12.9 110.2 117.0 94.2
271 381 16 17.5 105.6 ·113.0 93.5
272 407 6 15.8 109.7 117.0 93.7
273 408 8 13.8 109 .3 117.0 93.5
274 407 10 15.6 110. 1 117.0 . 94.2
275 408 12 15.3 106.2 H3.0 94.1
276 407 14 10.6 113.6 117.5 96.7
277 405 . 2 11.4 111. 1 117.0 94.9
278 404 4 12.7 109.2 117.0 93.5
279 408 ·16 14.8 105.3 115.9 90.9
280 382 18 18.5 107.3 117.8 91.2
281 38l 20 15.8 107.9 115.9 93.2
e' 282 405 6 14. 1 108.2 115.9 93.4
283 410 8 .13.9 110. 1 115.9 95.1
284 406 8 12.2 ·110.2 117.0 94.3
285 404 8 12.4 110.2 117.0 94.3
286 405 10 13.7 111.0 117.0 94.9
287 409 10 13.7 108.6 115.9 93.8
288 407 18 15.7 109 .3 117.0 93.5
289 406 12 14.7 109.6 117.0 93.7
290 403 2 13.6 108.3 117.0 92.7
291 404 12 13.5 110.0 117.0 94. )
292 405 14 12.8 108.6 117.0 92.8
293 409 14 19. 1 101.6 109 .0 93.3
294 406 16 16:9 104.8 113.4 92.4
295 390 30 14. 1 106.9 113.4 94.3
296 La Costa Ave 0 2 18.9 102.8 109.0 94.4
Opp.410
297 393 12 21.2 102.3 113.4 90.3
298 382 22 19.9 105.7 113.4 93.2
299 La Costa Ave. 6 20.0 102.9 113.4 90.8
Opp.410
300 391 32 20.6 103.3 113.4 91.3
301 381 24 15.8 109 .8 117.8 93.3
302 392 26 20.4 101.8 109.0 93.4 e
BENTON ENGiNEERING. INC.
Proiec:t No. 70·~ 1-50 T9
Rancho La Costa South Unit No". 5
TABLE OF TEST RESULTS (CONT.)
Approx-Depth Maximum
imate of Fill -Field Dry Dry
Test Location at Test Moisture· Density Density I Percent
No. Lot No. In Feet % dry wt Ib/cu ft :Ib/cuft Compaction Remarks
303 La Costa Ave. 24 20.0 103.8 114.2 90.9
Opp.390
·304 382 26 21.6 103.3 114·.2 90.5
305 381 28 17.2 108.8 117.8 92.5
306 380 2 18.3 107.2 117.8 91..1
307 382 30 16.9 106.0 H4.2 92.8
308· 380 6 17.8 104. 1 114.2 91. 1
30Y 381 . 32 14.3 nO.3 115.9 95.3
310 380 34 18. 1 105.2 114.2 92 i 1
311 364 2 17.9 104.2 .114.2 91.3
312 363 2 18.8 105.6-114.2 92.4
313 360 2 21.0 102. 1 109 .0 93.8
314 357 12 14.9 106.6 117.0 91.1
315 375 12 19.7 104.2 1-14.2 91.4
316 Jerez Ct. 6 19.1: 104.2 1, 14.2 91.4
Opp.357
317 361 2 * 19.5 102.9 114.2 90.1
318 380 10 16.9 107.8 117.4 91.8
319 381 36 17.2 106.9 117.4 91.0
320 382 38 19.8 107.0 117.8 90.9
321 378 2 19.0 106.8 117.8 90.7
322 382 40 15.7 109. 1 11'7.8 92.7
323 382 42 15.7 110-.6 117.8 93.9
324 393 . 16 8.9 116.3 117.0 99.5
325 La Costa Ave. 10 9.0 114.5 . 117.0 97.9
Opp.410
326 388 2 16.2 109.0 114.2 95.5
327 388 4 16.5 108.0 114.2 94.6
:328 392 30 17.8 108.8 117.8 92.4
329 391 36 16.2 -107.8 117.:8 91.7
330 373 10 16.9 114.7 117 .. 8 97.4
331 373 12 16. 1 115.7 117.8 98.4
332 373 14 * 14.0 115.2 117.8 98.0
333 390 38 13.4 111.4 117.9 94.6
334 392 32 15.9 115.6 120.6 95.9
335 391 38 11.0· 117.0 120.6 97.1
336 390 40 17.4 108.6 117.8 92.2
337 La Costa Ave. 28 11. 1 118.3 l20.6 -98.3
Opp. 390
338 379 4 16.5 114.3 117.4 97.4
11 Finished Grade
BENTON ENGINEERING. INC.
-~
Proiect No. 7O'·1-5D T1O'
Rancho La Costa South Uni t No. 5
TABLE OF TEST RESULTS (CO NT .)
Approx-Depth Maximum
imote of Fill Field Dry Dry
Test' Location at Test Moisture Density Density Percent
No. Lot No. in Feet % dry wt Ib/cu ft Ib/cu ft Compaction Remarks
339 393 20' * 17.3 102.3 111.5 91.9
340' 392 33 * 13.7 107.8 117.0 92.1 .
341 40'3' 4 18.6 101.7 111.5 91.1
342 403 6 14 .. 1 107.9 117.0 92.2
343 410 12 17.0 106.4-117.0 91.0
344 409 18 14.6 106.6 115.0' 92.7
345 Gibraltar St. 2 . 2004 100.2 109.0 92.0
Opp.403
346 Gibraltar St. 4 19.4 103.6 113.0' 91.7
Opp.402
347 Gibral tar St. 6 13.9 10'7. 1 115.0' 93. 1
Opp.401
348 Gibraltar St. 6 13.7 109.2 115.0-95.0'
Opp.4O'3
349 G ibn:lltar St. 8 13.6 108.8 117.0 93.0
Opp.4O'2
350' Gibraltar St. 10 14.5 105.6 115.0' 91.9
e Opp.4O'
351 Gibraltar St. 10 13.5 106.7 114.0 93.6
Opp.4O'3
352 G ibraltar·St. 12 15~3 104.3 114.0' 91.5
Opp.402
10'8.2 353 Gibraltar St. 14 13.7 114.0' 94.9
Opp.4O'l
354 Gi.braltar St. 2 15.0 110'.3 H5.9 95.3
Opp.4O'O'
355 Gibrahar St. 4 15,,6 108.3 ·115.9 93.7
Opp.4O'O'
356 Gibraltar St. 6 15.9 10'7.6 115.9 92.9
Opp.4O'O'
357 369 12 18.5 106. 1 114. 1 92.9
358 370' 10' 18.7 10'5.6 114. r 92.6
359 368 10' * 15.6 106.8 115.9 92.2
360' 374 10' 15.4-10'9.1 115.9 94.2
361 376 14 15.3 107.2 117 A 91.4
362 375 16 15.4 10'8.2 11704 92.3
363 374 14 15.0 110.0 117 A 93.7
364-376 18 14.8 10'8.9 117.4-92.8
365 375 18 11.7 115.3 120'.6 95.7
'" e * Finished Grade
BENTON ENGINEERING. INC.
Project No. 70-1 .. 50 T11
Rancho La Costa SOI,Jth Unit No.5
, ~
TABLE OF TEST RESULTS (CaNT.) --Approx-Depth Maximum
imate of Fill Field Dry Dry
T.st Location at Test Moisture Density Density Percent
No. Lot No. in Feet % dry wt Ib/cu ft Ib/cu ft Compaction Remarks
366 366 18 12.8 113.0 120.6 93.7
367 367 18 12.4 115.8 120.6 96.1
368 370 12 12.6 111.6 120.6 92.6
369 Gibraltar Sf. 16 13.9 108.5 115.9 93.7
Opp.402
370 Gibraltar St. 18 14.3 109.4 115.9 94.5
Opp.401
371 330 12* 16.4 109 .0 114.0 95.6
372 333 29 * 17.0 102 ~9 111.5 92.4
373 337 30 16~2 104._2 111.5 93.6
374 402 2 20.8 95.5 109.0 87.6 Reworked-
375 400 2 18.4 103.2 111.5 92.6
376 401 4 15. 1 108.5 111.5 97.3
377 334 I' 30 * 10.4 101.7 115.0 88.5 Reworked
378 337 31'* 20.0 95.3 11-1.5 85.4 Reworked
379 339 24 17.4 106.2 1l5.5 92.0
380 340 26 13.9 l1QoS' 115.5 95.7 e 381 338 28 * 18.3 105.0 111.5 94.2
382 344 26 18. 1 103.6 11200 92.5
383 402 2 19.0 106.2 115.0 92.4 Check on '374
384 34i 27 * 18.2 110.8 114.0 97.2
385 410 16 18.0 104.4 112.0 93.3
386 408 20 18.3 100.2 109 .0 92.0
387 4.06 20 18.7 101.4 109 .0 93.0
3SS 405 rs 22,.8 98.7 109 .0 90.6
389 404 16 19.7 103.3 112.0 "92.2
390 410 20 23.0 99.2 109.0 90.9,
391 409 22 17.0 102.9 112.0 91.9
392 408 24 18.8 102.7 112.0 91.7
393 410 24 19.9 102.6 111.5 92.1
394 409 26 20.2 101.6 109 .0 93.2
395 410 28 20.2 101.2 109.0 92.9
396 408 28 17.5 105.7 112.0 94.4
397 407 22 13. 1 110.2 117.4 93.9
398 406 24' 14.6 107.4 117.4 91.6
399 407 26 17.8 104. 1 114~2 91.2
400 336 25 16. 1 103.3 114.0 90.7
* Fi ni shed Grade
e
BENTON.ENGINEERING. INC.
.,_,:.:>!---I
Project No. 70-1-50 T12
Rancho La Costa South Unit No.5
. ~
TABLE OF TEST RESULTS (CONT.).
e Approx-Depth Max i iTlU in
imate of Fill Field Dry Dry
Test Locqtfon at Test Moisture Density Density Percent
No. Lot No. i.n Feet % dry wt Ib/cu ft Ib/cu it Compac;:tion Remarks
401 404 20 14.6 ' 111.7 120.6 92.7
4a2 405 22 13.6 111.3 120.6 92.4
403 404 24 14.6 110.9 120.6 92.0
404 409 30 19.3 106.2 116.0 -91.7
405 408 32 17.2 102 .0 112.0 91.1
406 334 30* 15.0 104.0 115.0 90.5 Check on #377
407 407 30 14.9 ,115.5 120.6 95.9
408 405 26 15. 1 111.4 120.6 92.5
409 406 28 17. 1 113. 1 120.6 93.9
410 407 34 16.4 111.8 120.6 92.8
411 355 4 12.9 107.1 116.0 92.4
412 356 2 15. 1 109.9 117.0 94.0'
413 342 25 * 16.7 114.4 117.0 97.8
414 345 22 * 16.7 112.5 114.0 98.7
415 346 21 * 15.3 117.2 120.6 97.3
416 336 26 * 15.9 108. 1 115.6 93.6
417 335 25 * 17.2 109.3 114. 1 95.8
e 418 332 25 * 18. 1 109.2 114. 1 95.7
419 331 24 * 16.8 105.3 114.0 92.5
420 339 26 * 18.6 105.6 114.1 92.6
421 408 36 17. 1 l1Q.2 117.8 93.7
422 406 32 15.6 114.1 120.6 94.6
423 407 38 17. 1 105. 1 114.0 \ 92.3
424 406 36 16.8 107.1 114.0 93.9
425 406 38 14.2 106.9 114.-0 93.8
,426 407 40 16.8 106.6 114.0 93.5
427 406 42 13.4 101.7 113.0 90.0
428 405 28 19.5 100.7 111.6 90.3
" 429 407 44 17.1 104.2 114.0 91.4
430 406 46 20.8 101.3 111.5 90.9
431 349 23 * 16.7 112. 1 117.0 95.9
, , 432 350 23 * 22.7 104.6 112.0 93.4
433 337 31 * 22.2 104.0 110.0 94.6 Check on #378
434 407 48 16. 1 106. 1 115.9 ' 91.6
435 406 50 15.3 104.8 115.9 90.4
J',' 436 400 6 15.7 103. 1 111.5 92.5
437 402 6 15.5 104.9 114.0 92.0
438 401 8 15.6 104.6 114.0 91.7
439 402 10 17.3 99. 1 1-09 .0 90.,9.
e 440 401 10 21.6 105.2 113.0 93.1
'Ii Finished Grade
BENTON ENGINEERING. INC.
~ - ---... ----------
ProJect No. 70-1-50 T13
Rancho La Costa South Unit No.5
, ~
TABLE OF TEST RESULTS (CONT.)
e-Approx-Depth Maximum
jmc;ate of Fill Field Dry Dry
Test Location at Test Moisture Density Density Percent
No. Lot No. in Feet % dry wt Ib/cu ft Ib/cu ft Compaction Remarks
441 340 27 * 16.6 112.0 118.0 95.0
442 343 ~ 26 ." 17. 1 111.2 118.0 94.4
443 356 6 14.9 110.0 117.0 94.0
444 355 8 11.9 106.7 116.0 92.0
445 344 27 * 22.8 99.6 109.0 91.3
446 347 26-* 24.3 98.3 109 .0 90.2
447 40J 12 23. 1 96.2 109 .0 88.2 Reworked
448 402 12 22.6 98.4 . 109.0 90.2
449 402 14 20.6 105.0 111.6 94.1
450 402 16 18.7 107.9 117.8 91.7
451 356 10 14.5 106.9 117.0 91.4-
452 355 12 16.2 103.2 114.0 90.6
453 356 14 14: 1 104.2 114.0 91.4
454 355 16 13.9 103.4 114.0 -90.7
455 402 18 17.8 104.8 114.0 91.9
456 408 40 * 17.8 104. 1 114.0 91.4
457 Gibraltar St. 14 17.9 105.3 114.0 92.5 e Opp.403
458 409 31 ." 19. 1 102.6 111.5 92.0
459 Gibraltar St. 16 23.8 96.7 109.0 88.6 Reworked
Opp.403
105.3 Check on #447-460 401 12 18. 1 111.5 94.6
461 410 30'" 14.9 105.6 114.0 92.7
462 407 50 * 19. 1 101.8 109.0 93.4
463 406 52 22 ... 0 102. 1 109 .. 0 9~.7
464 406 54 20.2 103.3 111.6 92.6
465 404 28 2}.8 103.6 114.0 90.9
466 405 30 21.0 101.8 111.6 91.4
467 35,1 18 * 18.0 101. 1 111.6 90.7
468 348 19 * 16.7 107.5 117.·0 91.8
469 352 15 * 19.7 97.9 109.0 89.8 Reworked
470 .354 13 * 21.0 101.6 U1.6 91.1
471 35~ 18 * 13.0 107.3 114.0 94.3
472 405 32 16.8 105.3 11400 92.4
473 404 30 15.6 104. 1 114.0 91.4
474 405 34 15.0 103.8 114.0 91.0
475 404 32 16.5 105. 1 114.0 92.2
476 405 36 15.6 100.7 109 .0 92.4
477 404 34 12.6 106~2 114.0 93.2
·tt 478 405 38 12.4 108. 1 114.0 94.8
." Finished Grade
BENTON ENGINEERING, INC.
~
Project No. 70-1-50 T14
Rancho La Costa South Unit No. 5
, -'
iABLE OF TEST RESULTS (CONT.)
e Approx-Depth Maximum
imate of Fi" Field Dry Dry
Test Location at Test Moisture Density Density Percent
Nc;>. Lot No. in Feet % dry wt. Ib/cu ft Ib/cu ft Compaction Remarks
479 404 36 18.0 100.7 109.0 92.4
480 404 38 12.7 107. 1 114. l' 93.9
481 356 18 16.5 106.6 115.d 92.8
482 355 18 15.8 104.3 114.0 91.5
483 403 8 17.8 101.2 109.0 92.9
484 403 10 '16.7 100.4 109.0 92.2
485 403 12 18 .. 1 101.9 111.5 9] .4
486 403 14 14.2 104.0 114.0 91:2
487 La Costa Ave. 4* 14.6 106.3 114.0 93.3
Opp.338
488 La Costa Ave. 4 15. 1 114.8 117.0 98.1
Opp.334
489 La Costa Ave. 2* 19.8 104.0 114.0 91.2
Opp.342
490 La Costa Ave. 2* 16.3 107.3 117.8 91. 9
Opp.346
491 La Costa Ave. 6* 16.2 108.7 115.0 94.5
e Opp.337
492 357 16* 17.9 109.3 117.8 92.9
493. Gibraltar St. 16 15.8 106.7 115.0 92.8 Check on 1459
Opp-.403
494 355· 20 17.4 106.3 113.0 94.2
495 352 15* 18. 1 101.3 109.0 93. 1 Check on 1469
496 La Costa Ave. 2* 17.5 103.3 11~.0 91.4
Opp.355
497 La Costa Ave. 2* 14.8 105.3 114.0 92.4
Int ~
498 La Costa Ave. 2* .17.8 103.4 114.0 90.8 -
Opp.404
499 358 17* 17.9 105.2 115.0 91.6
500 360 3* 17.7 107.8 117.8 91.6
501 362 2* 20.6 104.0 111.6 93.3
502 363 4* 19.4 . 105.9 115.0 92.1
503 364 4* 18.4 106.2 115.0 92.3
504 365 4* 11. 9 115.3 117.8 97.9'
505 366 19* 10.3 113.2 117~8 96.2
506 400 8* 21.2 101.5 111.5 91. 1
507 401 14* 17.3 105.3 115.0 91. 7
508 402 20* 17.7 101. 7 111.5 91.3
e 509 404 40* 17.8 103.8 111.5 93. 1
510 405 40* 9.5 112.1 117.·8 95.2
* Finished Grade
BENTON ENGINEERING. INC.
Prolect No-. 70-1-50 Tl5
Rancho La Costa South Unit No.5
, "
T ABLE OF' TEST RESU LTS (CO NT .)
Approx-Depth ,Maximum
hnate of Fill Field Dry Dry
Test Location at Test Moisture Density Density Percent
No. Lot No. tn Feet % dry wt Ib/cu ft Ib/cu ft Compaction Remarks
511 406 56* 18,4 103.9 111.5 93.2
512 382 44 15.5 108.2 114.8 95.0
513 382 46 14. 1 108. 1 114.0 94.9
514 368 2 18,8 105.7 116.0 91.2 Rear
515 369 4 17. 1 105.0 116.0 90.6 Rear
516 368 6 16~8 107. 1 116.0 92.4 Rear
517 389 2 13.9 118. 1 120.6 97.9
518 389 4 14.2 113.6 117.8 96.4
5,19 389 6 18.7 111. 6 117.8 94.8
520 355 22* 12.4 104.6 113;0 92.6
521 356 19* 13.6 107.8 114.0 '94.6
522 354 14* 11.2 106.0 114.2 92.8 Hi Pad
523 353 18* 11. 7 104.3 1l3.0 92.4
524 390 41* 11.8 112.2 114.0 98.4
525 391 40* 13.8 108.2 '114.0 94.9
526 382 47* 15.2 110.5 117.8 93.7
527 381 40* 10. 1 117.8 117.9 99.9 e 528 380 13* 10,.6 118.8 119.4 99.5
529 394 8* 13.2 110.3 117.8 ' 93.7
530 388 7* 12.5 109.3 113.0 96.8
531 389 9* 14. 1 109.0 113.5 96.0
532 379 ' 5* 11. 1 113.3 117.8 96.3
533 378 4* 15.7 107.7 117.8 91.6
534 377 16* 15.6 109.1 117.8 92.6
535 376 19* 15.0 107.~ 117.8 91.0
536 367 19* 15.9 109.9 117.8 93.3
537 375 19*, 15.0 108.8 ' 117.8 92.3
538 374 16* 13.9 110.2 117.8 93.6
539 372 18* 13.8 108.2 117.8 91. 9
540 371 13* 14.4 108.9 117.8 92.6
541 37Q 13* 14.2 110.6 117.8 '93.9
542 369 14" ,13.9 112.3 119.4 94.2
543 La Costa Ave. 6* 9.9 109.2 114.0 96.0
Opp.;333
544 La Costa Ave. 7* 11. 6 106.8 114.0 93.8
Opp.334
545 La Costa Ave. 4* 14.4 103.7 113.0 91.7
Opp.349
'e * Finished Grade
BENTON ENGINEERING. INC.
Proi~ct No. 70-1-50 T16
Rancho La Costa South Unit No. 5
, "
TABI-E OF TEST RESULTS(CONT.)
Approx.-Depth Maximum
imate of Fill Field Dry Dry
. Test location at Test lVIoisture Density Density Percent /,
No. lot No. in Feet % dry wt Ib/cu ft Ib/cu ft CompaotiQn Remarks
546 I La Costa Ave. 9* 10.3 109.S 114.0 96.3
Opp.350
547 La Costa Ave. 7* 9.9 109.3 114.0 95.9
Opp.353
548 La Costa Ave . 2* 10.2 107.6 114.0 94 .. 4
. Opp.406
549 La Costa Ave. P 12 .. 5 109.5 114.0 96.1
Opp.408
550 La Costa Ave·.' 1.4* 10.9 107.6 114.0 94.4
Opp.410
551 La Costa Ave. 29* 14.2 106.3 114.0 93.3
Opp.390
552 369 S 15.2 111.2 11.7.S 94.6 Rear
553 368 10 14.,6 117.2 119.2 98.4 Rear
554 403 16 15.9 111. 9 117.8 95.1
555 370 2· 14.0 114.6 119.4 96.0 Rear
556 369' 12* 13.6 115. 1 119.4 96.5. Rear
e 557 368 14* 14.0 113.5 119.4 95.0 Rear
558' 403 18* 14.0 109 .. 3 119.0 92.0
559 Gibraltar St. 17* 13.9 lOS.2 117.8 92.0
Opp.403
560 Gibraltar St. 18* 13.0 10S.7 117.4 92.5
·Opp.402
561 377 2 14.4 ·114.1 117.6 97.2 Rear
562 377 4 lS.3 107.9 116.0 93.1 Rear
563' ·378 4 14.5 116.2 118.0 98.7 Rear
564 377 S 17.0 110.6 116.0 95.4 Rear
565 379 2 15.2 110.0 116.0 94.9 Rear
566 377 10 16.9 110.1 116.0 95.0 Rear
567 378 8* lS.1 109.5 116.0 94.5 Rear
568 379 6 17.2 111. 9 116.0 96.5 Rear
569 377 14* 16.7 110.0 116.0 94.9 Re~r
570 379 -9* 18.2 109.6 116.0 94.5 Rear
$71 Gibraltar St. 22* '13.9 106.7 117.0 91.2
Opp.401
572 . Gibraltar St. 10* 13.2 109.2 117.8 92.9
Opp.400
* Finished Grade e
BENTON ENG.lNEERING. ·INC.
Pro ject No. 70-1-50 T17
Rancho La Costa South Unit No. 5
T ABlE OF TEST RESU LTS(CO Nt .)
·e Approx-Depth Maximum
. (mate of Fill Field Dry Dry
Test Lo~ation at Test Moisture Density Density Percent
No. . Lot No. in Feet % dry wt Ib/cu ft Ib/cu Ft Compaction Remarks
. 573 La Costa Ave. 2* 14.2 105.5 114.0 92.6
Opp.355
574-La Costa Ave. 2* 14.8 106.2 114.0 93.2
Opp.389
575 . Jerez Court· 4* 11. 7 110.7 119.2 92.8
Opp.358
576 Jerez Court 7* 14.7 10S.9 117.S 92.5
Opp.357
577 370 6 10.4 113.7 124.4 ·91.4 Rear
5iS 370 S' 13.6 109.0 119.2 91.4 Rear
579 370 10* 10 .. 8 107.6 119.2 9Q.3 Rear
* Finished Grade
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BENTON ENGINEERING. ·INC.
\
e -.. Pro ject No. 7O--1-5D T18
Rancho Lei Costa South Unit No.5
LABORATORY TEST RESULTS
The maximum dry densities and optimum moisture contents of the major fill materials Cis determined
by the A.S.T.M. D 1557-66T method, that used 25 blows-of a 10 pound hammer falling from a
height of 18 inches on each of 5 layers in 0.4 inch diameter 1/30 cubic foot compaction cylinder,
are presented as follows:
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Soil Type {
I .
Yellow brown silty fine sqnd with some clay binder
Gray-brown fine to medi~m sandy clay
Gray-brown fi'ne sandy day
o !.ive green clay
Brown silty fine sand (topsoi I)
light yellow-gray very fine to fine sand
Yellow brown si Ity very fine to fine sand
Light gray very fine to fiine sQnd
Olive green silty clay
Gray-brown slightly silty fine sand
Light greenish~ray slightly clayey fine sand
Olive green sil.ty clay
Gray-brown fine sandy tlay
Light brown fine to medium sand with some clay binder
fv\edium brown silty fine to medium sand wifh clay chunks
M.edium brown si Ity fi-ne to medium sand with gravel
Light gray-brown fine tci medium sandy clay
Gray-brown fine sandy c;:lay
BENTON ENGINEERING. INC.
Maximum.
Dry Density
Ib/cu ft
113.0
, 117.8
112. 1
109.0
117.9
115. 1
112.3
.114.0
110.6
113.9
122. 1
110.5
114.2
117.0
121.0
131.0
120.6
118.2
Optimum NiDis-
ture Content
% dry wt
13.5
12.2
15.0
16.6
11.5
13.5
13.8
14.2
15.7
13.3
11.5
16.3
13.0
12. 1
11.0
9.0
11. 7
12.0
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. r """-73 ---3~ B,E~TON ENGINEERING. INC. V"·' . APPLIED ,SOIL MECHANICS -FOUNDATIONS
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6741 EL CAJON BOULEVARD '
SAN DIEGO. CALIFORNIA 112111S
'PHILIP HENKING BENTON
.. iIESICENT • CIVIL ENGINEEIl November 7, 1969
Rancho La Costa, Inc.
Routo I, Box 2550
Encinitas, California 92024
Subiect:
Gentlemen:
ProJect No. 69-9-8C
Prelim i nary Soi 15 InveStiga ti on
La Costa Sou th Uni t Nos. 5, 6 and 7
East of the Intersection of
La, Costa Avenue and EI Camino Real
San Diego County , Cal ifornla
CONCLUSIONS
It is concluded from the field investigation and laboratory test results that:
SAN DIEGO: 1S83-1S61S4
LA 'MESA. 469·1S61S4
I.' Q~ner9.!J.y, £tf;le..;natur.QLso..U.L...e.xisti~ below the loose or soft surface soils ... ~..",
~~Jb.e .. sa,£e..Ml~eBr.t~of the P-mp..QD.d....ftlb and/or one and two story residential dwelli~s.
HQW8ver I loose soils and porous alluy.ial deposits exist in certain areas and these are quite
compressible when saturc;ated as evidenced by the resul ts of the load-consolidati,on tests performed
,on the upper sarrtples from Bori~ No$. 1, 7, and 10. It is recommended that, prlor to pJactl1J
~filled ground, all compressible soils be removed as directed by the soils ellJineer and that the
-compacted filled ground be placed on soils suitable for foundation support. Unsuitable materials
should also be removed in shallow cut areas and replaced with filled ground uniformly compacted
to at least 90 percent of maximum dry density. '
,2. It is concluded from the results of 'laboratory tests that the natural soils, suitable for
s'tructural support, have a,safe beari~ capacity of at least 1560 pounds per square foot for one
foot wide continuous footi~s placedontf f~t below the firm undisturbed natural ground surface.
The settlement of a one foot wide ,continuous 'footi~ loaded to 1560 pounds per lineal foot and
founded on suitable undisturbed natural 50115 is estimated to be less than-1/8 inch •
3. The results of the Ja~r:atory expansion tests Indicate, ,that certain of the clayey sand,
sandy clay, and clay soils encountered in the investigation would be, considered as lIexpansive II
soils. Therefore, In order to avoid the use of specially designed fOQti~s and slabs, it is recom-
mended that, wherever practicable, -the lIexpansive II soils be removed to a depth of 3 feet below
proposed finished grade and be replaced with nonexpansive soils uniformly compacted to at least
90 percent of maximum dry denstty. In filled ground areas, all lIexpansive II soils should be
placed at least 3 feet below the final compacted fill surface .
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:l.Project Np. 69-9-8C '
1.0 Costa South Unit Nos • .5,6 and 7
-2-November 7,. 1969
If "expansive" soils are allowed to remain in the upper 3 feet below finished
grade" then it is recommended that footi~s and slabs be specially designed. The'required
special design will be dependent upon the degree of expansion potential. of the soil, the
'thi.ckness of the layer, and the 'location of tM expansive layer with respect to the footil'GS
Or COlicrete slabs. The lots requiril1J specially designed footil1ls and slabs will be listed
upon the completion of gradil1J.
4. All of the soils may be satisfactorily ccimpacted in the fill areas and, when com-
pacte(f to at least 90 percent of maximum dry densi.ty, have a safe beari~ capacity of at least
2000 povnds per square foot for one foot wide footil'Gs placed 1 foot below the compacted
ground surface . The settlement of a one foot wide continuous footil'Gplaced on fill soils
uniformly compacted to 90 percent of maximum dry density is estimated to be on the order of
'1/8 inch.
It is recommended that all soft, loose, or compressibl. 50115 existirg in proposed
compacted filled ground areas be removed as ,required by the soils e~ineer and the compacted
filled ground be placed on firm natural soils.
Recommendations for the placement of filJed ground are presented in the attached
IlStandard Specifications fOr' Placement of Compacted rUled Ground, II Appendix AA.
5.A. Pr.eliminary plans indicate that a cut of approximately.i5 feet is to be excavated
on the sou.th side of La Costa Avenue in the vicinity of Borirg 14 and a cut of appr~xlmately"""
60 fee.t is planned at Borirg15. It Is concluded from the field investigation and laboratory
test,data that these cuts should be on a slope ratio no steeper than 2 horizontal to 1..~cal.
Relatively shalloW cuts ar.planned on the lot areas on other portions of the subdivisions and
these may be excavated on a J lL2..bs.d~<U-'L.&tt.c_o.L!Ispe for heightsJlotto exceed ""
25M,t ... However,,;s" cuts mQs:Je in th.,~ cla~ claystone, or silty claystone formations, S'iffi'irar
to those encountered in Borl!lJs 14 and 15, should be excavated on a 2 horizontal to 1 vertical
slope • Inspection duril1J gr~i~ will determine where the flatter s'lopes iTia'Y'bi"~.quir8d~ '",-
B. The fill _oUt". when uniformly compacted to at least 90 R!rcent 01 maximum dry
density in accorcfance with the approved specifications, will be stable with an,2S.!'SYA.t.ft...ia_QJ.Qt,..,
~ when constructed on a 1 1L2 horizontal to l vertlocal slope for heights 1!P to 70 feet. ..
The above concl.usions assume that suitable 'Losipngl .. ~.2!'.t!:q1 and .ete~~
will be prov ide.d .. to prevent surface water from runni~ over the top of exposed .. lopes. -
If any soil types are encountered duril1J the gradil'G operation that were not tested in this,
investigation, additional laboratory 'tests wiJI be conducted in, order to determine their physical
characteristics, and supplemental reports and recommendatiol1$ will automatically become a
part of the spectflcations.
The data presented on the attCIched pages are a part Qf this reporf'.
kespectfully submitted I
BENTON ENGINEERING, INC. Revie
By # e ~zzr.4'd'
R. C. Remer
BENTON ENGINEERING. INC.
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Project No. 69-9-8C -3-November '7, 1969
La Costa South Unit Nos. 5, 6 and 7
DISCUSSION
A prelJminary soils investigation has been completed on the proposed La Costa South Unit
Nos. 5, 6 and 7 located adjacent to La Costa Avenue east of EI Camino Real in San Diego
County, California. The objectives of the investigation were to determine the existillJ soil
conditions and physical p'roperties of the soils in order that ellJineerirg recommendations could
b~ presented for the gradlllJ and development of proposed bulldi-1lJ sites for residential type
dwellll'Gs. In order to accomplish these objectives, fi·fteen borillJs were drilled with a truck-
mounted rotary bucket-type drill rig, undisturbed and loose bag samples were obtained, and
laboratory tests were performed on these samples.
The proposed subdivisions are located on the south side of the valley extendilll easterly from
the Batiquitos Lagoon northeast of Encinitas, California. Unit No. 5is located partly on the
gently slopirg lowland area and partly on moderately slopillJ hillsides. Unit NQs. 6 and 7 are
located primarily on the higher land SQuth of the steep slopill) hillsides formill) the south rim
of the valley. The drainage on Unit Nos. 5 and 7 is primarily to the north while the drainage
on Unit 6 is toward the west and southeast. Future drainage will be into the streets and storm
drains. .
Accordilll to the "Soi I Map" prepared by the U • S. Department of Agri cui ture, the upper soils
in the lowland areas are described as San Marcos fine 'sandy loam and Botella loamy sand. The
upper soils at the higher elevations are described ~s Huerhuero fine sandy loam and Carlsbad
loamy fine sand with some areas of rough broken land. The ma'jor soil types encountered in the
,xploration borllllS, as classified accordllll to the Unified Soil €Iassification Chart, were sandy
clay, clay-ey SQnd I silty sand, silty clqy I clay,and sand •
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Field Investigation
Fifteen borilllS were drilled with a truck-mounted rotary bucket-type drill rig at the c;spproximate
locations shown on the attached DrawillJ No. l, entitled "location of Test BorillJs. II The borill)s
were drilled to depths of 6 to 60 feet below the existilll ground surface • A continuous log of
the soils encountered I n the bori illS was recorded at the time of drl II i IlJ and is shown in detai Ion
Dr:awi~ Nos. 2 to 15, Inclusive, each entitled "Summary Sheet. II
The soils were visually classified by field Identification procedures in accordance with the
Unified Soil Classification Chart. A simplified description of·this claSsification system is pre-
sented in the attached Appendlx.A at the end'of this report.
Undisturbed samples were obtai ned at frequent intervals in the soi Is ahead of the dri II I Ill. The
drop weight used for drlvlll) the sampllll) .tube into the soils was the "Kellyubar of the drill rig
which weighs 1623 pOUndS., and the average drop was 12 inches.. The general procedures used
in fieldsamplJl1J are described u.nder IISampli~" in Appendix B.
BENTON ENGINEERING, INC.
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( 'Pfoiec't No • 69-9-8C -4-
La Costa South Unit, Nos. 5, 6 and 7
Labora,tQry Tests
Laboratory tests were performed on all undisturbed samples of the soils in 'order to determine
the dry density and moidvre conte'lt. The results of these tests are presented on Drawi~ Nos.
2 to 15, inclusive. ConSolidation tests \¥ere performed on 'representative samples in order to
determine the load-settlement characteristi¢s of the soils. The results of these tests are pre-
sented on Drawi~ t\Ios', 16 to 21, inclusive, each entitled IIConsolidation Curves. II
In addition to the above laboratory tests, expansion tests were performed on some of the clayey
soils encountered to determine their volumetric cha~e characteristics with cha~e in moisture
content. The recorded expansions of the samples are presented as follows:
Percent Expansi on
Under Unt t Load of
'Depth of 500 Pounds per Square
Bori~, Sample Sample, Soil Foot from Air Dry
No. No. in Feet Description to Saturation
1 . 1 1.5-2.0 Fine sandy clay -0.12 (Sample Consolidated)
2 2 9.5-10.0 qayey fine sand 5.60
2 Bag 3* 18.0-19.0 Clayey fi ne to medium 8.26
sand
3 1 1.0-1.5 Fine sandy clay 0.45
4 1 1.5-2.0' Fine sandy clay 7.65
8 Pas 1* 0-1.0 Clayey very fine to 5.00
fine sand
8 Bag 2* 6.0-7.0 Fine sandy clay 7.75
9 1 1.5-2.0 Fine sandy clay 2.10
10 2 3.5-4.0 Very fine. sandy clay 3.55
13 2 3.5-4.0 Very fine sandy clay 1.31
14 Bag 2* 13.0-14.0 Clay 13.90
15 10 48.5-49.0 Clay 4.06
* Indicates test sample compac~d to 92 percent of maximum dry densi ty.
The general procedur.s used for the precedil1J laboratory tests ore described briefly in Appendix B,.
Compaction tests were performed on representative sampl'es of the soils to be excavated to establish
compaction criteria. The soils were tested accordirg to a modified A.S.T.M. D 1557 ... 58Tmethod
of compaction which uses 25 blows of a 10 pound hammer droppi~ 18 inches on each of 5 layers
in a 4 inch diameter 1/30 cubic foot mold. Theresults of the tests are presented as follows:
Bori~
No •
1
2
Bag
Sample
t
1
Depth
in Feet
0.3-1.0
0-1.0
Soil
Description
Fine sandy' clay
Fine to medium sandy
clay wi·th scattered
gravel
BENTON ENGINEERING. INC.
Maximum Optimum Mois-
Dry Densi ty ture Content
Ib/cu ft % dry wt
114.2 13.0
117.8 12.2
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• BENTON ENGINEERING, INC.
-~ , ---, '---_ .. -"' ,
• rProject No. 69-9-8C -6-November 7, 1969
La Costa South Unit Nos. 5, 6 and 7
A~le of'
Normal Sheari~. Internal Apparent • Load in Resistance "Friction Cohesion
kips/sq ft kips/sq ft Degrees Ib/sq ft
Bori~4, Sample 1 0.5 0.89 24 660
Depth: 1 .5-2 .0 feet 1.0 1. 12
• 2.0 1.60
Bort~ 5, Sample 1 0.5 0.59 24 400
Depth: 1.5-2.0 feet 1.0 0.89
2.0 1.31
• Borirg 13, Sample 1 0.5 0.81 29 530
Depth: 1.5-2.0 feet 1.0 1.47
2.0 2.03
Borirg 14, Sample 3 0.5 0.90 39 500
(I Depth: 13.5-14.0 fee-t 1.0 1.31
2.0 3.11
BortllJ 14, Sample 10 0.5 1.36 28 1090
Depth: 48 .5-49 .. 0 feet· 1.0 J .63 • 2.0 3..99
Bori~ 15, Sample 6 0.5 0.86 -29 580
Depth: 28.5"29.0 feet 1.0 , 1"36
"'-2.0 1.93
• Bod~ 8, Bag 2* 0.5 1.84 18 1670
Depth: 6 .. 0-7.0 feet 1.0 2.00
2.0 2.63
Bori~ 10, Bag 1* 0.5 0.72 34 390 11 • Depth: 0 .. 1 .0 feet 1.0 1.11
2.0 1.78
BorttG 12, Bag 1* 0.5 0.64 41 210
Depth: 2.0-3.0 feet' 1.0 1. 12 • 2.0 2.00
* Indicates'tests were performed on samples molded to 90 percent of maximum dry density.
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iProject ~o. 69-9-8C -7-November 7, 1969
La Costa South Unit Nos. 5, 6 and 7
Unconfined compression tests were performed on representative samples of the clay soils
encountered In 8orll1Js 14 and 15. The tests were performed at field moisture content and
th'e, results are presented below:
'. . ,
Cohesion
Ib/sq ft.
8orll1J Sample Depth ( V2 Unconfi ned
No. No • in Feet Compressive Stre~th)
14 4 18.5-19.0 5r 110
14 6 28.5-29.0 3,880
15 4 18.5-19.0 3,090
Usilll the lower values of internal argle of friction and apparent cohesion, and the Terzaghi.
Formula for local shear failure, the safe allowable bearil1:J ,pressures for the soils are determi'necI
asfolloWi : .
Local Shear Formula: Q'd = 2/3 c N'e = YDf N'q + Y BN'y
Assumptions :
Undisturbed natural soils
<I> = 240
(1) Continuous footi~ 1 foot wide = 2B
(2) Depth of footi ~ =1 foot = Of
c = 400 Ib/sq ft Y = 103 Ib/cu ft
N'c = 14.5 N'q = 6.5 N'y = 2.8
Q'd = (2/3 x 400 x 14.5 + 103 x 1 x 6.5 + 103 x 0.5 x 2.8) = 4,684 Ib/sq ft
Q'd Safe = Q'd -:-3 (Factor of Safety) = 1,561 Ib/sq ft
Fill soils compacted to 90 percent of maximum drydenSi!}'
c = 390 Ib/sq ft y = 118 Ib/cu ft
N'c = 23.0 N'q = 13.0 N'., = 8.5
Q'd = (2/3 x 390 x 23.0:+ 118 x 1 x, 13.0 + 118 x Qr5 x 8.5) = 8,016 Ib/sq ft
Q'd Safe = Q'd ~3 (Factor of Safety) = 2,672Ib/Sq ft
BENTON ENGINEERING. INC.
--, --~--r-----.. ----------.. -.---~----.. -.. ---.. --------__ .',......... !"
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\, '\. >-~ ~ 'SUMMARY SHEET .(!) .~ w~ ~. ~!~ ~ .. w 0: 0: I&. iii I&. *~g ... w w ...... o:~ Z· ::c .... o..ca .... z '" Q:':)' w a .... w .. ~~ BORING NO. 1 w a.. ........ >-~;5 ~~ a..~ w 52 M:!!!o: Q ...... ct::) 00 >-iii ::C!!!", w "'Z 104' * > . "''''0.. e { ELEVATION -.... ~~ !III: ca :ld .1:lII: I&. o .... w_
e 1:lII:~
1--0· H J+. G."'1 -iJ .. .nm, Slight! Moist,
"'." Loose to MecUvm Loose
2 ~ Yellow-brown With White Alkali FINE SANDY 0.8 15.6 95.9
":. \ Pockets, Moist, ~oose CLAY
• A :: ~2t: 1\ Medium Firm ,2l.J JZ~4 106..1
.' ,"-, .\ Vrery Fi rm / ., ..
" .. Gray-With Yellow-brown and .. .
6-P.(3F Red-brown, MOist, Very Firm, 26.8 18.4 108.0 ..... Fine Sandy. Clay Pockets, Alkali -.. '. CLAYEY FINE .. Pockets, Some Cemented Layers, 8-.. SAND .... 10 to 15 Percent Gravel From 6.5
,', . to 8.0 Feet, Few Gravel to -" -'-
-'--'-3 Inches, Below 8.0 Feet ,..,
• B'ORING NO. 2
ELEVATION 92'
(\.
v M 1! Dark Gray, .Dry, Loose, 10 to FI NE TO MEDIUM • __ 15 Percent Gravel to 3 Inch,s, SANDY CLAY :! Cobbles to 5 Inches
•
I 8. 1 16.6 100.6 ~1:t ...,; Yellow-brown:-With 'Gray.; . FINE SANDY
A Moist,Firm, Scattered Gravel CLAY "':"'-'-\ and Rock Fragments to 2 Inches' / "-' (Merges) ' ... ' ..
•
L ~ Gray, Moist, Very Firm, CLAYEY FINE u \ Scattered Gravel to 3 Inches, SAND
J ...,... """ ...! • Cobbles to 4 Inches .., f:.-l12 f-7-o· ~ Gray with Red-brown, Moist, GRAVELLY
Very Firm, 15 to 20 Percent CLAYEY FINE
10 7(2):T Gravel to 3 Inches, Cobbles to SAND 26.0 16.3 109.1 93.3
: ... , .. .-. 5 Inches
I'" ~ Gray with Red.-brown, Moist, ,GRAVELLY
Very Firm, 15 to 20 Percent CLA YEY FI NE TO -. cI:. ... .., Gravel to 3 Inches, Cobbles MEDIUM SAND -'-.... ...... to 5 Inches 1~ -. !_. .--
Continuec:f on Drawing No.3 .'
O· -Indicates Loose Bag Sample , o Indicates Undisturbed Drive Sample
•• .w
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* -The elevationS presented here.in were obtained from. the contours shown on the
tentative map, of La Costa South prepared by Mcintire & Quiros, Inc.
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PROJECT NO.
;,ENGINI;ERING,
DRAWING NO.
69-9-8C ·BENTON INC. 2 ) .
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SUMMARY SHEET" ~ LLlOI: .... LLI ::z: .... A.&IC 2 (Cont.) .... LLI ~~ BORING NO . A.lf <~ LLI I.I'IZ C
~-i4 " ~ Gray with Red,-.., ......... Moist, I, ,. --Very Firm, 15 to 20 Percent GRAVELLY , 16--Gravel to 3 Inches, Cobl;>l,s to CLA YEY FI NE TO
, .. . 8 Inches, 4 Inch Sandstone MEDIUM SAND ,', Layer at 14.0 Fee t "". ,~ 18 "." -1~3r.---20-20 to 30 Percent Gravel to
i\ 3 Inch.es, Cobbles to 8 Inches ( .. / .... ,. '
\ Highly Cemented SANDSTONE
BORING NO. 3
ELEVATION 461
. 0 _ ~"Brown, Dry, Loose SILTY FINE
SAND )
2-."~ .•. Brown, Moist, Firm, 15 to 20 GRAVELLY FINE
Percent Gravel to 2 Inches SANDY CLAY
, , , I
A ' , , Dark Gray and Brown, Moist, CLAYEY FINE ~ -Very Firm, with Alkali Streaks SAND . ,
6 . ,
Dark Gray with Red ~b.·c ..... , , , .
'..!. Moist, Very Firm, Fine Sandy CLAYEY FINE
8 ~ Clay Pockets, 4 Inch Fine to . SAND , . , , , 1\ Coarse Sand Layer at 8.0 Feet -, .. .
10 . \ Yellow-brown, Clay Chunks J
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PROJECT NO .
69-9-8C BENTON ENGINEERING, INC.
>->-' ~§. LLI·..,: ........ .1&,1 . ..,:
-U. uu;. c~~ ~ . OI:Z
LLI a <~~ LLI .A. ..., .... >-
LLI ii2 LLlI.I'I·OI: c ....... ~h ii:C5c >-vi > ' -.... ~~. 1:11: &IC 01: U. Q .... Q
<
9.7 8.4 1107.0
21.1 6.8 110.6
17.9 6.4 106.2 , I
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DRAWING NO,
3
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BORING NO. 5
ELEVA nON __ 12_2 I ......
.,.,) :C:::.::: Gray,-Dry, loosel Shrinkage .::'.~ ~/l;~' Cracks to 1.0 Fool, Moist and . ") ~.!.~ Medium Soft Below 0.5 Foot 1-..:....:..;:-+-...:.....:--+~-t-.,..:......t--:---t'.':;.~.,:.;~ .. :.' '. : '. \
2
'-----~----,-----+~--'-------' . '::J ~ . Brown; Mots t, Medi urn Loose, ':: J 4--~ "".i : :::: Porous . <J
.. ; ......
"i. ... ,e
6 ." ..... , . . .-" .. ~?P. ..........
·k· ...... .
-' .. ' ........
I NTEcRBEDDED
FINE SANDY
CLAY AND
ClAY~Y FINE
SANOLAYERS
,~ .~:.
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SUMMARY SHEET
BORING NO. q .
ELEVATION 232 1
ray, S 19
LooSe
ray wi th Red -brown, 5119 h.tf Y
Moist, Medium Firm , Firm
Below 1.0 Foot ---'-Gray, Moist, Very Firm
Gray with Red-brown
Gray and Red-brown, Moist,
Very Firm
SIL TY VERY FI NE
TO FINE SAND
FI NE TO MEDIUM
SANDSTONE
SILTY VERY
FI FINE
PROJECT NO.
69-9-8C BENTON ENGINEERING, INC.
10.512.0101.9
16.2 7.6
14.6 6.0
9.7 9.3
109.7
105 .
103.1
DRAWING NO.
5
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-'" -SUMJV!i.ARY SH-EST "-.;~,
BORING NO. , J
eL~VATION 205 1
Gray, Moj~t, Medium Loose I
Porous, Some Roots I Sea ttered
Gravel to 3 Inches, Cobbles to
Inches
Gray, With Red-brown, Moist,
Very Firm
SILTY VERY
FINE TO FINE
SAND
19.5 12.4 107.6
" ,"
~I 8....i.::'6.'J.:!!..Zl.-________ ~---~_L_~ ____ __L:3~.:::.5.!_.4:...l.,_.8=-.:..::8...L:..::.=-.=5-1,____,l-_1, '_', ';,
BORING NO. 8
ELEVATION 255' , .,~,
,_ 1
)-t:::-,..:;!~IIt::::L.:'r;-:::==~D;::::-ry:-;,L-:oo=s=e'-~'-lrc:tLAA, vY1:-EyV"\;yii:ED-Ryv',-,-:--r-l-T-1 ,:' ::',
..... .j;7-:-t-;-;I,_~_,_ ---------+,FINE TO FINE ;,:
Brown-gray, Moist; Very Firm,
Brown Ciay Seams and Lenses
~~~ Gray with Yellow-brown and
Red .. brown, Moist, Very Firm
SI LTY VERY FI NE
TO FINE SAND
{Me
FINE SANDY
CLAY
SlLTY CLAY
14.6 1,L7 105.0
14 ',6 19.6 105.6 9.4.Q
14.6 21.7 100.7
17 .9 25.5 94.
DRAWING NO,
6
':
7.'~~' ,-,.0 ~~""'-'-'-~':-,,", --'-T~ ___ "r----'~-"-': ------. --~--. -----~--.. ---~. :: " :. ' ' >-SU'MMARY S,HEET :" . III: I:i: ~ ",III: .... '" '''' ...... ... o.a:I .....
Z '" , :z:: '" ,~~ , ,BORING NO. 9 '" 0. ... '" ,--.,
'" 52 0.1&-'" "'Z 238' > . Q ELEVATION -... III: I&-•
•
Q ~n' , ,
v ~~ Brown, Dry, Firm S[LTYFI NE
SAND ~lF' l\ j 8. 1 2 Red-brown, Gray and Brown, ., ... ,: ....
0° ':'" ... Moist, Very Firm FINE SANDY -~ ~\ CLAY AND 4.9 4' .''', ...... Firm CLAYEY FINE ~'." .. ::....'. " .' SAND ::;. ... ' .. ' '
[.1' •• • •• 6 ....
'~ !9.5-Gray with Yellow-brown; SILTY VERY FINE • Moist, Very Firm TO FINE SAND
BORING NO. 10
ELEVATION 237' , •
'-Ot It l. ~;
.Ie! 1:-0,2;
~ ,-' ..c, -'ofoio: ~,
I I\Brown, Dry, Loose, Po~ous SILTY FINE -• • .. ' Slightly Moist" ,,'.. :. SAND 2-' 1· 1.0
• 'eJ ...... " Gray with Red-brown and .-.' .. , ...... VERY FINE
4 ~ Yellow-brown, Moist I Very SANDY CLAY 19.5 . .0. ....... " Firm (Meraes) ..... -...
• " • o,'! Gfay with Red-brown and CLAYEY VERY · . . ~ .. ' . 6 · . ~ " . Yellow-brown, Moist, Very FINE SAND tiCiB 26.0 ·3 .. Firm :. ,~
S i u' BORING NO. 11
t " .3 ELEVATION 214' ..8,
I -a :. ~li
" ' I <~ to .-.J t _.' t; , j
~ '(;
\ 0 I, \-,1 r-, ,~ 1:-.~ ... 1
" r !
A
1t~~ Brown I Dry, Loose SILTY FINE -C(D#. SAND / 1 .' ,\ ' , -S. 1 2 .. ;, ... Brown, Gray and Yellow-brown, CLAYEY FINE . -, .. '. ~ '. ~ .. " .. ".' ' .. :. Slightly Moist to, Moist, Very SAND AND FINE -~ .. ,'. ~', . : .'
4-1~ Firm ' SANDY CLAY / 27.6 ....
- : .• ~ Light Gray, Moist, Very SILTY VERY FINE
6'. ',. Firm TO FINE SAND ..
~ i· • ,
1'. Li.I ~. ~ < Z
a:I
I 0 , .... ~
!
\.
\\ ,
\ PROJECT NO.
69 ... 9-SC BENTON ENGINEERINt;,. ' INC. -; 1 .; 'J .-, ~-
( .. -',);( ,to -..
"'~ >-• ......
-I&-' a: ~ !2 . Q::l '" a ...... > "''''a: 0 ...... ~OQ >-vi ~~ CI: a:I Q ...
12.4 106.9
13.4 97.2
.' .
1-9.8 104. •
8.5 86.S
19 • .9 105. 1
15.0 103.1
11. 1 '109.9
13.8 111.0
-. -_ .. -_. ---;
1&.1' ut: III: Z . «0 "' ... '" :z::"' ...... "'-'" 11'10. "'-III::.&::
I
-
~e.~ .... ::l! ;.§! ~~~
73.6
. ,
,
II
, ,
" I'
, ,
II
II II
II i i
ji
II
DRAWING NO.
,I 7
.' .
,
•
•
•
• r . ,
[ .
~.
i t
I.
•
. o :z:
~ 'i:
:::>
-:e
5 til
R S u
Jl o ,..c g
~
w ~ 0(
Z
lID o ...,
--~ --*---~ --~-.... -----~ *--------,--.---------
SUMMARY SHEET
BORING NO! 12
ELEVA nON 218 '
~ a ~,fJ<: Brown, Dry, Loose
-:~Sli9htIYMoist, Medium Loose, ' 2'~:J ~'A 1\ With Clayey Fine Sand Be,tween _~~~ • 1\ 1.0 anell.5 Feet --,-, ---,---1 ~• Light Gray, Yellow-brown and 4-~.. Brown, Moist, V~ry Firm, Clay -:. 1\ Seams
" . 6 ' 1.-0-___ ----___ ---I
LIght Gray with Red-brown
Streaks
BORINGS NO. 13
ELEVATION 221'
o .~' 1 Brown, Dry to Slightly Moist,
-• .'.! Lciose
2 .'. l..z;:" G' , h D d b 51' . htl . ... ; .... ' ray WI t I\e -rown, Ig y
_.:.:':'.:::::: Moist, Very Firm
4~'
~ •• e. • Gray wi thYe II ow-brown,
6-. • Moist, Very Firm -
Eo'. • • -'" .
8 -3 :)
SILTY FINE
SAND
SILTY FINE
SAND
VERY FINE
SANDY CLAY
SILTY VERY FINE
TO FINE SAND
PROJECT NO.
69 .. 9-8C BENTON ENGINEERING, INC ..
11.4 9.2 106.9 94.5
27.6 10.5 107.9
'T ~ 9.7-17.1 105,fH-v --I-'---I
21. 1 16.2 107.8
35.4 12.0 107.0
DRAWING NO.
8
,
"
, .' ,
•
•
•
•
-0
.0c5
It')
J/!' .-• c :::>
-:S :;)
0 V) ....
• ~.
..9
•
•
•
~ ~ -----. ---...
'):
Z ""III SUMMARY SHEET
, -... "" I"-L .. :"" ~~ ... "" BORING' NO. 14
,L ..... ~ ELEVATION 205' :"',Z
" " " " . " .....
I-• '.' • " ,. , .. " "
: ':::::'.:::: Light Brown, Moist, Medium
.... -.. -. _Firm
.., .:: : :: Light Brown, Moist, Medium to)± Fi rm to loose, Porous .qr-.......... .
. " e'. " "
,~ " " " "
" ........
.I. ••••• .... " ...
.8]1+ _ f.-L.!....I-:-:
r :::::
, •.. eo" ..
0-:::::
0j...:....:..~..:..j . i eo" ....
"R2:P: 7·~...:....:.....:.-j
,-.......... " ........
I&-: : ~ : : ..........
11-'" .. ......... .. " ......
" .. " ~ . 1" . '.' , "
Olive-green, Moist, Very
Fil1l1, Dips Down 24° to
N 35° W ----
FINE SANDY
CLAY
CLAYEY FINE
SAND
Varies and Merges to Ollve-
brown, Thin Silt Lenses
1~
16
17-.:.J,·'-~
PROJECT NO.
69-9-8C
CLAY
Continued on DrawirlJ No. 10
BENTON ENGINEERING, INC.
3.2 10.698.4
2.4 12.0 91.2
11. 4 24.0 93. 1 84.7
DRAWING NO,
9'
-- --~----......-. _ .. -'------' ----~-------, ,.
i
i
j
I
__ .. ..J
• I
•
•
-0
""2 • 0
L()
l! . . -c .;:)
-:e
• ~
.2 S u
..9
•
••
•
•
• w ~ < Z
I:D
0 .,
•
20-
21-1----1
22--;.._---l
SUMMARY SHEET·
BORING·NO. 14 (Cont.)
CLAY
(Conti nued)
.. 23 Contai ns Clayey Fine to Medium
""'--~-' Sand Lenses 24-~
25---'")-' ----f
13.0 26.4 96.3 SfL3
25.S 10. 1104. 1
26~~~~------~--~----~----------+---r-~~-r--~~
I-I-rl-'-'-l Olive-green, Moist, Very
27-;...1..,1.....,..I.·....! I"
'.I .' 28-'-I' 1
I .
29 -heY-
1 '
3o-rJ-L-,..i~· ,I
1
Firm
CLAYSTONE
J. 32-1
_J-r.i-'-II Light Olive-gray
33-
Light Brown, Moist, Very
Firm
SIL TY VERY FI NE
TO FINE SAND
Conti nued on Drawi rlJ No. 11
PROJEC;T NO.
BENTON ENGINEERING, INC. 69-9-8C
22.5 US.6 11009
44.1 12.S106.S
DRAWING NO.
10
• 1
•
•
•
• -:e
:;)
0 en
.2 • ~
.9
0 -5 s:: ~ •
•
•
· ~ < z
co o ...,
•
SUMMARY SHEET' .
:x:ti "'1iI A, &a. iii Q
BORING 'NO.
La6 ;.:,: ... :., 'h _ '::Ii}::: lIg t Brown, Moist, Very
37-:::::':;":':';':: Firm, Sli9ht Clay Binder
/?!//? 38-.::.::.:::.;, -~?" ... \
39--}}W'/' .:::: ::::::
40-::::::,::.:~;:::"~
-:X·»l.:~ 41-:;::,:::-:-:-:': -\{?~}.
42-:::':'::'/:':':
14 (Cont.)
FINE TO MEDIUM 45.4 8.2106.1
SAND
-----~
90.8
. -~y/,:~}
43~~~t~f. __________________ ~~ ____ -~.~ ______ ~4~1~.6~~6~.8~11=2~.0~ __ ~--;
44-Joi--./.....;--.j 01 ive..-brown, Moist, Very
Firm, Contact Dips Down, .'.
45-1-----1 5°, S 35° E
AL
47---r-----I
-1-----1
50. ~rz. .. . _~~:-;:~.:::!: .. : ~live-gray, Moist, Very
51 .. -~ .. ::. Firm 1-. "'.'.~ .:: ..... :~.~
CLAY
VERY FI NE SANDY
SILTStONE
(Meroes)
ALTfRNATE
LAYERS OF SILTY
CLAYSTONE AND-,
VERY FI NE SAND)
SILTSTONE
PROJECT NO.
69-9-8C BENTON ENGINEERING, " INC.
25.8 19.8 106.2
57.4 10.0 127.8
DRAYlING NO.
'11
• .,-
•
•
;:)' • ~
:;) ,~
J:! ~
..9 • 0 ..c u 'C &
•
•
SUMMARY SHEET"
BORING'NO. 14'(Cont.)
e-
Olive-gray I Moist I Very Firm ALTERNATE
LAYER OF SILTY
CLAYSTONE AND
AND'-NERY FINE
PROJECT NO.
69 ... 9-8C BENTON
,
• .1 , SANDY.-' ,
SILTSTONE
(Continued)
ENGINEERING, INC.
DRAWING NO.
12
, J
• •
•
•
•
•
•
•
•
•
•
-0
~
it) .
0 z. .... ·c ::>
-:E. ~ .e VI 8
..9
0 ..c ~ ~
IoU . ~. cc Z
ai o ...,
SUMMARY SHEET
BORING' NO.-..:· 1~5_
ELEVATION 184 I
!-.-0 : :' :' :: Brown and Gray, Moist,
..... Loose
1...,.. : : : : :
,
., ... Firm ............
2-::::: .... , Very Firm
'. -....... .. .. .. .. .. 3 .-........
4-~
-:£]i. 5 .... ..... Light Brown, Moist, Very Firm,
:::: Occasional Silty Fine to
6-:: :9' Medium Sand Layer
.. i .... •• '--1> 7-... 1/
EE3" 8J~) -i~~ 9 ....•
:: ; ~
10-
-~CI~ ________ ~
11-~Sltg.h.tly...sil..ty j=ine-.SancC _
12~ ~~~!"'t~.~~·1~:I~~ft;r~ITtY
• i:"l \£I.DCLSID'l<l - - - - - -
13-~:.:::.::':':::'.:\ L Sandstone . .
. . ".:::~~:::::::.: Light Gray, 51 ightly Moist to
14-·:;\[t~ Dry, Compact, Some Clayey
CLAYEY
FINE SAND
ALTERNATE
LAYERS OF
CLAYEY FINE
SAND AND SILTY
. FINE SAND
/
13.0 11.5 112.7
8 .. 1 11.1109.1
FI NE TO MEDIUM
SAND 13.0 8.3 110.5
_ .::.:'.:::"'\':::'" Fine to Medium Sand Lenses .: .. ::.~.:.:: ::-:". 15,-+~~--------------~----~~----------~--~~~--~--~--~
Light Olive-green, Moist,
16----.1-----1 Very Firm, Approximately
I-----l Level Contact
17~---1 . -I:ift:
CLAY
18 Continued on DrawillJ No. 14
PROJECT NO.
. ~69~~9~C BENTON ENGINEERING, INC •
____ ....... ,.. __ • __ ~_~ ____ ~ ____ .-__ ....l.. •• __ ._. M.~_4
DRAWINGCNO.
13
· . ,
•
•
•
~.
'c ':J
-= .---5 .. :Vl
.e-8 u
..9
o
• -5 c .. J!
•
•
• IoU :t < Z
a:I 0 ....
•
SUMMARY SHEET' -
BORING-NO. 15 (Cont.)
20--
..
21-
22-
23
+-=--1 Cemented Ncx;!ules to 24.6 Feet,
2A. 4...5)-Glassy Fractures From 23.7 Feet
to 26.0 Feet I---~ 25
26-t=::::j-~---~-~----I
..1--'-_-1 01 ive-green
..ir--_-1
2& 1----1
-29-K.6)--1---"" Glassy Fractures to 31.5 Feet
3 . f----;
3'-.-
~-..., light Olive-,Green
oJ.I 1--_-1
'f--Oo,--j
3&
CLAY
(Continued)
Conti nued on Drawing No. 15
PROJECT NO.
69-9-SC BENTON ENGINEERING, INC.
22.8 18.7 110.0
-
33.3 18.3 117.9
35.8 14.9 115.9
47.2 16.S 116. 1
DRAWING NO.
14
· . (
•
•
'. -0,
06
to
~ . 0
0 Z • .... ·c. :=> -:e
::;)
0 en
.2 • 8 U
.9
0 ..c u c ~ •
•
•
.', 'W ~ c(
•
Z
ra o ...,
•
' ,
,
! WIIIIC ... w
::ci-Dora ... ttI ~~ A., .. ",", tC:::t W "'Z Q.
'lL .,..,
37-
38-
39-~8)-
4(} .
41-
42
43 -,44 :1:9)::
45~
46.....;
..
47
48
49-~
50-
51--
,52
53-
5A f-(1)-
~
SUMMARY SHEET
BORING' NO~ 15 tCont.)
Light 01 ive-green, Moist I
Ver.y Firm, Formation Appears-
Uniform and Very Stable Below
36.0 Feet
.
Occasional Pockets and Lenses
of Claye¥ Fine to Medium Sand
and Fine to Medium Sandy Clay
Some Merging Fine Sandy
Claystone Lenses
CLAY
(Continued),
----.
PROJECT NO.
69-9"8C BENTON ENGINEERING, INC.
54.5 11.5 122.5
60.0 16.4 117.0
59.7 12".5 )19.8
89.5 10.8 128.2
DRAWING NO.
15
J / . ", (
•
•
•
•
•
•
•
•
• r-
•
-0
"E a
Ii)
J!! 'c ::J
-= ::)
~
0 .... ' a u
.,g
0 ..c 0 c ~
1£1 :I ct Z
CD o .,
,
0:>.2
1 r----
2
3
4
~ 1£1 Z 5 l(
0
:l: I-
6 1&1 oJ 11. :I cC 7 (/)
II..
0
8 I-Z 1£1
(.) a: 1£1 9 11.
I
210
I-ct
~
2 r---oJ ~11 z 0 o
12
13
PROJECT NO.
69-9-8C
I r-______ ~
CONSOLIDATION CURVES
LOAD, IN KIPS PER SQUARE FOOT
0.4 0.6 0.8 1.0 2 4 6 8 10 16
Bori~ 1 SdITlP e 1
De[ th 2' r---r--l"-t--l-t-... b...
~
r-...
\
\.
1\ -t---\ 1-_ t--t-l-I-r-------r-----\ ~
0 Indicates percent consol idation at field moisture
• Indicates percent consol idatian after saturafion
DRAWING NO.
BENTON ENGINEERING T INC. 16
· " (
•
••
•
..
•
'.
•
•
•
CD o .,
)'
"
0°·2
.1
2
3
4
U)
U)
1&1 Z 5 ~ <.J
::z: I-~ 6
1&1
..J a;.
:::E < 7 U)
u. 0
... Z 1&1
<.J 0: 0 1&1 a;.
~ I
z 1 52 ... < 0
..J 0 2 U) ~ z 0 <.J
'3
4
5
PROJECT NO.
, 69-9-8C
CONSOLIDATION CURVES'
LOAD IN KIPS PER. SQUARE FOOT -
0.4 . . 0.6 0.8 1.0 -2 4 6 8 10 16 , -Borirg 3
Sample'l . -Di'mth 1.51
Note: Sample may have
been disturbed due to
i grav~l.
'\
\ \ \
1"--t--t-t-\ t-t-----_ t----
Boring 5
I--SamRle 1 nl'mth ,I -
~ r--t--1--r--t--r-----___ l\ r-----
.. . .
0 Indicates percent. con~ol idation at field moisture
• Indicates percent consol idation after saturation
DRAWING NO.
BENTON ENGINEERING r INC. 17
e'(t ()
•
•
•
•
•
•
•
•
" •
•
-0
o(j
~ .
~ -·c
::J
-:E
5 Vl
.e
8 u .s
0 ii c ~
!AI 2 ct Z
III o ..,
",
0°·2
~,
1 ~
"""
2
3
4
II)
(1)' !AI Z 5 ~
(.)
:x: ~
6
'" -J .Il.
2 ct 7 II)
~ 0
8 ... z !AI (.)
III: 9 !AI Il.
I
glO ... ct e
511 II) z 0
(.)
12
13
PROJECT NO.
69-9-8C
CONSOLIDATION CURVES
LOAD IN KIPS PER SQUARE FOOT
0.4 0.6 0.8 1.0 ,2 4 6 8 ' 10 16
B6ri~ 10 Samp e 1
Deeth 2'
~
"" l\.
\
r\
\.
1\
f\
\
\ -'
\
\
'\
\
\
, -
0 Indicates percent consol idaHon at field moisture
• Indicates percent consol idation after saturation
DRAWING NO.
BENTON ENGINEERING, INC. 20
•
•
• "
•
•
•
•
•
•
-0
0(5.
1.0
J!! ·c
::J
-:E.
;:) 0 Vl
,g
8 u
.9
0 .s: u c ~
CD o .,
00.2
1
2 1'\
\
3 1\
4
en en III z 5 :.c:
" X ....
6
III
oJ 4. 2 < 7 en
II-0
.... 8
z III
" a: 9 III 4.
I
910 .... '"' e
511 en z 0
" 12
13
14
15
16
PROJECT NO.
69-9-8C
CONSOLIDATION CU.RVES
LOAD IN KIPS PER SQUARE FOOT
.0.4 .0,6 0.8 1.0 2 4 6 8 10. 16
Boring .,
1~~m!le2~
..
\
1\
\
1\
\
~ .
1\
1\
\ 1\.
\
\
\
1\
\ ..
1\
'-\ ,--
a Indicates percent consol idation at field moisture
• Indicates percent con.sol idati on after saturati on
DRAWING NO,.
BENTON ENGINEERING, INC. 19
•
•
•
1'0.
cO
-.0 • ...
t.(')
l! 'c ::>'
-:S,
:;).
0 • V')
2,
.." 0 u
0 ...J
0 • .c' g
d!
•
•
• 1&.1
2 "' z
CD 0 .., •
CONSOLIDATION CURVES
LOAD IN KIPS PER SQUARE FOOT
0 0.2
It:-
.~ ____ ~ __ ~0.~4 __ ~~0~.6~~0~.8~~1,~0 ________ ~2~ ____ ~ __ ~4 __ ~~6~~~8~ 10 16
Boring 10
1
2
3
0
(/)
(/)
1&.1 z 1 ~
(J
:z: ....
2
1&.1
..J ,4-
2 ~ 3
Ii.
0
.... ·z 1&.1
0 0:: 1&.1 4-
I
z
2 .... c 0 ~ ~ z 0 (J
-r::::: ' Bag No. 1 ~ __ ~~ __ +-__ ~4-_-~~~r-~~-+~~ __ ~'-=~~--~~--+-~~4-~Depfu:0-11 -r=::::::--r-.. Remol ded to
""""'4 90% of Maxi-
lmum Drv Densii"
BorirG 12
r--,t--r-Bag No, 1 ~===:t-__ +-__ t-+-t-~-+r--+r-,-1i>--.:"'=~-=:::::::::---1---~+----+---t-+---1 Depth: 2 1-2-1 .,... ~ --:---r-I---L ~D' Remolded to
r-11-+-----__ t::---r--. 900k of Maxi-
0
•
Indicates percent con sol idation at field ~oisture
Indicates percent consol idati on after saturatLon
mum Dr, De ns i tv
PROJECT NO. ENGINEERING T INC.
DRAWING NO.
21 69-9-8C BENTON
•
•
•
•
•
•
•
•
•
•
BENTON ENGINEERING, INC.
APPLIED SOIL MECHANICS -FOUNDATIONS
6717 CONVOY COURT
SAN. DIEGO, CALIFORNIA 92111
PHIL,IP HENKING BENTON
.. RESIDENT. CIVIL ENGINEER TELEPHONE (714) 5615·191515
APPENDIX AA
STANDARD SPECIFICATIONS FOR PLACEMENT
OF COMPACTED FILLED GROUND
1. General Description. The objective is to obtain uniformity and adequate internal strength
in filled ground by proven eng ineering procedures and tests so that the proposed structures
may be.safely supported. The procedures include the clearing and grubbing, removal of
existing structures, preparation of land to be filled, filling of the land, the spreading, and
compaction of the filled areas to conform with the lines, grades, and slopes as shown on the
accepted plans.
2.
The owner shall employ a qualified soils engineer to inspect and test the fille~ ground as
p laced to verify the uniformity of compaction of fi lied ground to the specified' 90 percent"
of maximum dry density. The soi Is engineer shall advise the owner and grading contractor
immediately if any unsatisfactory conditions are observed to exist and shall have the
authority to re ject the compacted fi lied ground until such time that corrective measures
are taken necessary to comply with the specifications. It shall be the sole responsibility
of the grading contractor to achieve the specified degree of compaction. '
Clearing, Gr'ubbing, and Preparing Areas to be Filled.
(a) All brush, vegetation and any rubbish shall be removed, piled, and burned or other-
wise disposed of so as to leave the areas to be filled free of vegetation and debris.
Any soft, swampy or otherwise unsuitable areas shall be corrected by draining or
removal, or both. -
(b) The natural ground which is determined to be satisfactory for the support of the filled
ground shall then be plowed or scarified to a depth of at least six inches (611), and
until the surface is free from ruts, hummocks, or other uneven features which would
tend to prevent uniform compaction by the equipment to be used.
(c) Where fills are made on hillsides or exposed slope areas, greater than 10 percent,
horizontal benches shall be cut into firm undisturbed natural ground in order to provide
both lateral and vertical stability. This is to provide a horizontal base so that each
layer is placed and compacted on a horizontal plane • The initial bench at the toe of
the fi II shall be at least 10 feet in width on firm undisturbed natural ground at the eleva ...
tion of the toe stake placed at the natural angle of repose or design slope. The soils
engineer shall determine the width and frequency of all succeeding benches which will
vary with the soil conditions and the steepness of slope.
•
•
•
•
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(d)' After the natural ground has been prepared, it shall then be brought to the proper mois-
ture content and compacted to not less than ninety percent of maximum density, In
accordance with A.S. T.M. 0-1557-70 method that uses 25 blows of a 10 pound hammer
falling from 18 inches on each of 5 layers in a 4" diameter cylindrical mold of a 1/30th
cubic foot volume.
3. Materials and Special Re uirements. The fi II soils shall cpnsist of select materials so graded
at at east 40 percent of t e material passes a No.4 sieve. This may be obtained from
the excavation of banks, borrow pits of any other approved sources and by mixing soils from
one or more sources. The material uses shall be free from vegetable matter, and other de-
leterious substances, and shall not contain rocks or lumps of greate'r than 6 Inches in diameter.
If excessive vegetation, rocks, or soils with inadequate strength or other unacceptable physical
characteristfcs are encountered, these shall be disposed of in waste areas as shown on the
plans or as directed by the soils engineer. If during grading operations, soi'ls not encountered
and tested in the preliminary investigation are found, tests on these soils shall be performed to
determine their,physical characteristics. Any special treatment recommended in the preliminary
or subsequent soil reports not covered herein shall become an addendum to these ~pecifications.
The testing and specifications for the compaction of subgrade,subbase, and base materials for
roads, streets, highways, or other public property or rights-of-way shall be in accordance
with those of the governmental agency having jurisdiction.
• 4. Ptacing, Spreading, and Compacting Fill Materials.
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(a) The suitable fill material shall be placed in layers which, when compacted shall not
exceed six inches (6"). Each layer shall be spread evenly and shall be throug'hly
mixed during the spreading to insure uniformity of material and moisture in each layer.
(b) When the moisture content of the fill material is below that specified by the soils engineer,
water shall be added until the moisture content is near optimum as specified by the
soi Is engineer to assure thorough bonding during the compacting process. '
(c) Vv11en the moisture content of the fi II material is above that specified by the soils
engineer, the fill material shall be aerated by blading and scarifying or other satis-
factory methods unti I the moisture content is near optimum as specified by'the soils
engineer.
,(d) After each layer has been placed, mixed and spread evenly, it shall be thoroughly
compacted to not less than ninety percent of maximum density in accordance with
A.S.T.M.0-1557-70 modified as described in 2 (d) above. Compaction shall be
accomplished with sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other
approved types of compacti on equipment, such as vibratory equipment that is specially
designed for certain soil types. Rollers shall be of such design that they will be able
BENTON ENGINEERING. INC.
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APPENDIX AA
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to'compact' the fill material to the specified density. Rolling shall be accomplished
while the fill matedal is at the specified moisture content. Rolli~ of each layer sheill
be continuous over Its entire area and the roller shall make sufficient ,trips to insure
that the desired densi ty has been obtai ned. The entire areas, to be fi lied shall be
compacted.
(e) Fill slopes shall be compacted by means 'of.sheepsfoot rollers or other suitable equlp~ent.
Compacting operations shall be continued unti I the slopes are stable b0t not too dense
for planting and until there is no appreciable amount of loose soli on the slopes.
Compacting of the slopes shall be accomplished by backrolling the slopes In, increments ..
of 3 to 5 feet In elevation gain or by other methods producing, satisfactory results.
(f) Field d~nsity tests shall be taken by the soils engineer for approximately each fooHn
el,evation gain after compaction, but not to exceed two feet in vertical heig'ht between
tests. Field density tests may be taken at intervals of 6 inches in elevation gciin if
required by the soils e~ineer. The location of the tests in plan shall be so spaced to ,
give the best possible coverage and shall be taken no farther apart than" 100 feet. ' Tests
shall be taken on corner and terrace lots for each two feet In elevation gain • The so,ils
engineer may take additional tests as considered necessary to check on the uniformity
of compaction. Where sheepsfoot rollers are used, the tests shall be taken in the com-
pacted material below the disturbed surface. 'No additional layers of fill shall be'spread
until the field density tests indicate that the specified density has been obtaIned.
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(g). Th~ fill operation shall be continued in six Inch (6") compacted layers, as specified
,'above, until the fill has been brought to the finished slopes and grades as shown on,
the accepted plans. '
5. Insp~ctiol'). ?ufficlent Inspection' by the soils e~'ineer shall be maintained during the"
filli,~ and compacting operations so that he can certify "that the fill was constructed in
accordance with the accepted speci fi cati ons .
6'. ,Seasonal Limits. No fill material shall be placed, spread, or rolled if weather conditions
increase the mqisture content above permissible limits., When the work Is interrupted"by ,
'rain~ fill operations shall not be resumed until field fests by the soils e~inee"'lndiccte that
,'the moistUre content and density of the fill are as previously specified.
7:' , liml'ting Values of NonexpansIve Soils. Those solis that expand 2.5 percent'or less ,trom
.' 'air dry to saturation under a ,unit load of 500 pounds per square foot are considered to be~ ,
,nonexpansive.
8. ,All recommendations presented in the "Conclusions II section of the attached report ,are a,
part' of these specifications .
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BENTON ENGINEERING. INC.
APPLIED SOIL MECHANICS -FOUNDATIONS
6717 CONVOY COURT
SAN DIEGO. CALIFORNIA 92111
·PHILIP HENKING BENTON
fORESIDENT • CIVIL ENGINEER
APPENDIX A-
TELEPHONE (714) !S6!S.i9.!S!S
Unified Soil Classification Chart*
, SOIL DESCRIPTION GROl,JP
I. COARSE GRAINED, More than half of
material is larger than No. 200 sieve
size.**
GRAVELS
More than h'a!f of
coarse fraction is
larger than No.4
CLEAN GRAVE LS
sieve size but smaller GRAVELS WITH FINES
than 3 inches (Appreciable amount
of fines)
SANDS C LEAN SANDS
More than half ot
coarse fraction is
, smaller than No.4
sieve size SANDS WITH FINES
(Appreciable amount
of fines)
II. F'!NE GRAINED, More than half of
material is smaller than No. 200
sieve size.** SiLTS AND CLAYS
liquid limit
Less than 50
SILTS AND CLAYS
liquid limit
Greater than 50
III. HIGlil Y ORGANIC SOILS
SYMBOL
GW
GP
GM
GC
SW
SP
SM
SC
Ml
Cl
OL
MH
CH
OH
PT
TYPICAL
NAMES
Well graded' gravels, gravel-sand mixtures,
I itt/e or no fines. '
Poorly grdde,d gravels, gravel-sand
mixtures, .little or no fines.
Silty grdvels, poorly g~aded gravel-
sand-silt, mixture,s.
Clayey gravels, poorly graded gravel-
sand-c lay mixtures.
Well graded sand, gravelly sands, little
or no fines.
Poorly graded sands, grav'elly sands,
little or no fines.
Silty sands, poorly graded sand-silt
mixtures.
-'Clayey 'sands, poorly graded sand-day
mixtures.
InorganiC silts and very fine sands, rock
flour, sandy sil t or clayey-si It-sand
mixtures with sl ight plasticity.
Inorganic clays of low to medium plas-
ticity, gravel'/y clays, sandy clays,
silty clays, lean clays.
Organic silts and organic silty-clays of
low plasticity.
Inorganic silts, micaceous or diatomaceous
fine sandy or silty soils, elastic silts.
Inorganic clays of high plasticity, fat
clays.
Organic c lays of medium to high",
plasticity
Peat and other highly organic soils.
* ,A~opted by.the Corps of Engi'neers' and' Bureau of Reciamation in January, 1952.
** All sieve sizes on this chart are ,U. S. Standard. " ,:
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PHILIP HENKING BENTON
PltlE.IDItNT • CIVIL ENGINEER
Sampling
BENTON ENGINEERING. INC.
APPLIED SOIL MECHANICS -FOUNDATIONS
6717 CONVOY COURT
SAN DIEGO, CALIFORNIA 92111
TELEPHONE (714) 58!S·19!S15 '
APPENDIX B
The undisturbed soil samples are obtained by forcing a special sampling tube into the
undisturbed soi Is at the bottom of the boring, at frequent intervals below the ground surface. '
,The sampling tube consists of a steel barrel 3.0 inches outside diameter, with a special cutfing ,
tip on one end and a double ball valve on the other, and with a'iining of twelve thin brass
rings, each one inch long by 2.42 inches inside diameter. The sampler, connected to a twelve
inch long waste barrel, is either pushed or driven approximately 18 inches into the ~oil and a
six inch section of the center portion of the sample is taken for laboratory tests, the soil being,
stilI confined in the brass rings, after extraction from the sampler tube. The samples are taken
to the laboratory in close fitting waterproof containers in order to retain the fie'ld',moisture until
completion of the tests. The driving energy is calculated as the average energy in foot-kips
required to force the sampling tube through one foot of soil at the depth at which the sample is
obtained.
Shear Tests
The shear tests are run using a direct shear machine of the strain control type, in which'
the rat<e of deformation is approximately 0.05 inch per minute. The machine is so designed that
t.he tests are mad? without removing the samples from the brass I iner rings in which they are
secured. Each sample is sheared under a normal load equivalent to the weight of the soil above
the point of sampling. In some instances, samples are sheared under va'rious normal loads in
order to obtain the internal angle of friction and cohesion .• Where considered necessary, samples
are saturated and drained before shearing in order to simulate extreme field moist~re conditions.
Consolidation Tests
The apparatus used for the consolidation tests is designed to receive one of .the one inch
high rings of soil as it comes from the field. 'Loads are applied in'several increments to the upper
'surface of the test specimen and the resulting deformations are recorded at selected time intervals
'for each increment. Generally, each increment of load is maintained on the sample until the rate
of deformation is equal to or less than 1/10000 inch per hour. Porous stones are pla'ced in contact
with the top and bottom of each specimen to permit the ready addition or release of water.
Expansion Tests
One inch high samples confined In the brass rings are permitted to 'air dry at 105° F for
, at least '48 hours prior to placing into the expansion apparatus. A unit load of '500 pounds per
,square foot is then applied to the upper porous stone in contact with the top of each saniple~ Water
,is permitted to contact both the top and bottom of each sample through porous stones~ Continu~us"
obserVations are made unti I downward movement stops. The d.ial reading is recorded and expansion' is recorded until the rate of upward ,movement is less tha~ :1/10000 inch per', ho~r. ' ",