HomeMy WebLinkAbout; Carrillo Estates Unit 1 Lots 26-37; Soils Report; 1977-03-16WOODWARD-CLYDE CONSULTANTS ~ONS”L.TING ENGINEErlS. GEOLOGlSTS AND ENVlNONMENTnL SC;IENTISTS
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WESTERN REGION
3467 Kurtr Street
San DIC.RO
Calitornla92110
Phone (714) 224-2911
March 16, 1977
Project No. 77-105-91
Ponderosa Homes, Incorporated
140 Marine View Avenue
Solana Beach, California 92075
Attention: Mr. Ron Schakelford
. .
FINAL KEPORT OF ENCINEEKING
OBSERVATION ANU COMPACTION TESTING
CARILLO ESTATES UNIT NO. I
LOTS 26 THROUGH 37
CARLSB~AD, CALIFORNIA
In accordance with your request and our agreement dated December 19,.
1976, we are providing soil engineering services in conjunction with Lhe .
grading of the subject subdivision. 'Ihew scrviccs included:
(1)
(2)
Engineering observation of the grading qperation.
Observation of the compaction of the loose surface soils
prior to adding fill.
(3)
(4)
(5)
Observation of the removal of potentially expansive soil
from within the top 2 feet of rough lot grade and replacing
it with nonexpansive soil.
Taking field density tcs‘~s in the fill placed and compxtwl.
Performing laboratory tests ou. rfprrscntntivv sa111plc:; or l.lW
motcrial used for fill.
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I’l1Il<I~‘ros:l 110111~‘11, III~~~lr,,,Ir:lI~~~l
Mllr~ll lb, 19/l
Project No. 77-105-91
l’:ll:,’ 2
CENKRAI. SITE CKADINC
site prcparntion, compaction, and testing WfC done bctwen February 22
and March 15, 1977, in accordance with the "Specifications for
Controlled Fill" in the Woodward-Gizienski & Associates report entitled,
"Soil Investigation for the Proposed Cnrillo Estates, Carlsbad,
California," dated September 6, 1973. and in our addendum letter
entitled, "Clarification of Slope Stability Analyses and Earthwork
Specifications, Carillo Estates, Carlsbad, California," dated October
24, 1975.
Fill was placed, compacted, and tested on Lots 26 through 37. nle
grading operation essentially consisted of scarifyi"$, watering and
compacting the loose surface soil on the lots prior to placing fill,
bringing the lots to design grades and excavating potentially expansive
soil, where encountered, and replacing it with nonexpansiue material.
As the site grading progressed, the compaction procedures were obscrvcd,
and field density tests were made to determine the relative compaction
of the fill in place. Field observations and field density test results
indicate that the fill has bee" compacted to 90 percent or more of
maximum laboratory density. The approximate locations of field density
tests and the limits of compacted fill have been recorded on a copy of
the grading plan for reference. The results of field density tests and
of relative compaction, expressed as a percent of maximum laboratory
density, are given on the attached forms.
Laboratory tests to determine moisture-density relationships, maxim& .
dry density, optimum moisture content, grain size distribution,
plasticity characteristics, and strength and swell characteristics were
performed on representative samples of the material usc:d for fill. The
results of laboratory.tests are given on the attached forms.
FINISH GRADE SOIL CONDITIONS
Laboratory tests and visual inspection indicate that nonexpansive fill
was placed within 2 feet of rough grade on all lots noted herein.
On Lots 34 and 35 a small cut portion of the ,lots was undercut to a
depth of 2 feet below rough lot grade to remove expansive clay which was
replaced with properly compacted nonexpansive soil.
Rough ,lot grade is defined as thnt grndd set in the field by the Rrade
checker from reference stakes established by t IlC surveyor, and
represents rough grade "t the tiwc we were inspecting the removal a"d
replacement of expansive soils. Likewise, the depths of undercutting of
expansive soil ""d/or depths of placement of nonexpansive soil were in
accordance with measurements made by and grades e.et by the contractor's
grade checker. '
WOODWARD-CLYDE CONSULTANTS
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1~1~11dv1.,11::I Il,llll,‘!i, 11~,~01~,101 :,,oaI
Flrlrl’ll 16. 1’111 - l’rojcct No. 77-105-91’
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FOUNDATION RECUElElI~NI,)ATIONS 0”
(1) I’our1d3tLons for single-or two-story slnglc family resldfntlal
structures placed on nonexpansive properly compacted fill may be
designed for a bearing pressure of 2,000 psf (dead plus live loads) xt a
dep~th of 12 inches below compacted fill or undisturbed cut lot grade.
Footings should have, a minimum width of 12 inches. The soil bearing
pressure may be increased by one-third for loads that include wind or
seismic forces.
(2) Structures that will not tolerate differential settlements
(such as foundations, swimming pools, concrete decks, walls, etc.)
should not be located within 5 feet of the top of a slope. Footings
located closer than 5 feet from the top of a slope should’be extended in
depth until the outer bottom edge of the footing is 5 feet horizontally
from the outside face of the slope. . .
LIMITATIONS
The elevations of compaction~ tests shown as finished glade (FG) te.sts
correspond to the elevations shown on the grading plans for “Cnrlsbnd
Tract No. 73-29 (Cat-ill” l?statcs Unit No. l),” dated February 22, 1977,
prepared by Rick Engineering Company, San Diego, Ca1iforni.a. Elevations
and locations sh0w11 in this report arc bused on field sllrvcys
established by others.
This report covers the fill placed under our observation during the
dates specified herein. Additional fill placed after these dates, as’
well as the backftll in utility trenches located within 5 feet of :I
building and greater than 12 inches deep, or any trencJ1 5 feet or more
from ‘a building and in excess of 5 feet in depth, should be compacted
under the observation, of this office and tested to as’sure compliance
with the earthwork specifications for the project. ‘Ihis office should
be contacted at least 24 hours prior to~backfilling operations. Utility
service trenches within 5 feet of a building that are perpqdicular to
the building footings and are less than 12 inches wide and less than 3
feet deep are not subject to this recommendation.
.
The inspections of foundation preparation, types.of materials and soil
placement and compaction, as well as tests of compaction made during the
period of our scrviccs on ttw sub~cct slfx, w<!re in clccordancc’ with tt11.
Iocal. ncccptnblc stundards lor this pcr1.o.. TllC co,,c Lur; Loll3 or 0,) 1~11 1<,n:;
dram from the tests and site fnspectiolfs nppl~y on1 y to our wrk wiLlI
respect to grading, and represent conditions at the date of our final
inspection.
WOODWARD.CLYOE CONSULTANTS
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t’<ill,l<*l <,,lil fl<~1111.t1, l111’lt,‘(M1, ,,I r.,l
Fl:1 rch IO
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- We will accept no responsibility for any subsequent changes made to the
site by others, or by uncontrolled act~lon OF water, or by f;lil.urr oI
others to properly repair damages caused by uncontrolled action of-
water .
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- Richard P. While, R.E. 21992
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JLH/RPW/EHP/lkm
Attachments
(4)
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15C
14(
13c
1x
110
100
60
60
PLASTICITY CHARACTERISTICS , 2 3
Liquid Limit, % 5&-. 39
Plasticity Index. %
Classification by Unified Soil -16 15
Classification System NP CH SC
ZERO AIR VOIDSCURVES
2.60 SG
I-
/-
COBBLES _G Avk SAN0
c I cjml f SILT 6 CLAY
loo-
g 60 iA, I I I -
9 2 60 \\ k---j 27
0 ’ II II cl I I II III IT-----
1000 100 10 1.0 0.1 0.01 0.001
GRAIN SIZE, mm
MECHANICAL ANALYSIS
DIRECT SHEAR TEsTpATA , 2 ?
Dry Density. pcf 1113 95 I 101
SWELL TEST DATA I I.3 .,
1 Initial Dry Density. pcf 1OQ l&t.-!
Initial Water Content, 96 15 7n
Final Dry Density, pci 100 .~- -95
Final Water C&tent, % 26 24
Load, prf 160 160 -
Swell. percent 5.3 3.4
10 20 30 40
LABORATORY COMPACTION TEST
SAMPLE LOCATION
1 Lot 79
2 UNIT 2 CUT ARFA
3 UNIT 2 CUT AREA
I FILL SUITABILITY TESTS I
CARILLO ESTATES UNIT 1
WOOOWARO-CLYDE CONSULTANTS
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PLASTICITY CHARACTERtSTiCS 0
Liquid Limit, % __ -..-_.-
Plasticity Index. %
-6kification by Unified Soil
COBBLES .ORAV& ,.. SAND- c t crm7 t SlLr 6 CLAY
ZERO AIR VOIDS CURVES
0.01 0.001
GRAIN SIZE, mm
MECHANICAL ANALYSIS
DIRECT SHEAR TEsT,DATA
Dry Density. pcf
Initial Water Content, %
Apparent Cohesion, psf
Apparent Friction Angle. degrees 36
LABORATORY COMPACTION TEST
I SAMPLE LOCATION I
4 IOT 76
LABORATORY COMPACTION
TEST METHOD:ASTfdD 1557-70A
FILL SUITABILITY TESTS
CARRILLO ESTATES UNIT 1
DRAWNBY:,W~L CHECKEDBY~ 1 PROJECTNO: 77-105-9F DATE: 3-16-77 FlGVRENO: 1
WOCOWARO-CLYDE CONSULTANTS
COMPACTION TEST RESULTS
JO.N,.MI CARRILLO ESTATES UNIT 1 DArzRrPonrrr, 3qfi-77
~omw,m~77-105-9F
DATL~COVWEDF~~~LI~~~ 28 through March 15, 1977 PACL , 0' 2
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YOI.T”RI .llLD U.ORATOI” “SLATIYI
011‘ $& IITI*T LOCATlON CLE”.&TION CO”I‘HT DINalT” DEH.IT” coYPAcTIo*
0, DVTCDT I DIYVI,, PC, PC* % O,U..Dm4., --_- .LA...--- --_-_.~~.
FEB 28 --
MAR 4 --
1 LOT 139 365' 9.3 115.2 125.5 91.7
2 141 365' 9.9 113.6 125.5 90.4
3 140 369 ' 11.7 114.4 125.5 91.3
4 138 369' 10.5 117.5 125.5 93.6
5 29 410' 9.9 115.0 125.5 91.6
6
ii
9
10
LOT 29
'28
30
:;
413'
417'
416'
420'
420'
9.3
1:::
16.9
15.6
125.5 92.3
125.5 93.2
125.5 92.0
117.0 96.3
117.0 92.8
11
i':
14
15
LOT 141 373' 16'. 3
139 373' 10.5
140 377' 9.9 138 377' 11.1
142 377' 16.3
115.9
117.0
. 115.7
112.8
108.6 . .
107.6
114.2.
* k5.13
108:4
,117.o 92.0
725.5 91.0
125.5 91.9 125.5 90.9
117.0 92.6
16
2
19
20
LOT 28
::
29
30
424' 14.9 109.2 117.0 93.4
424' 10.5 115.5 125.5 92.0
428' 9.9 116.1 125.5 92.5
428' 14.9 107.1 125.5 91.7
431' 14.3 108.1 117.p 92.2
LOT 28
25
25
8
431' 10.5 114.2
426' 18.3 102.2
430' 14.3
431'
1 110.0
13.0 110.7
434' 15.6 107.2
125.0 91:5
112.0 91.3
117.0 93.9
117.0 94.4
117.0 91.6
26 27
28
,29
30
LOT 29
31
32
30
28
434' 10.5
434' 15.6
437' 14.9
437' 15.6
437' 14.9
13.3 125.5 90.3 04.5 112.5 92.9
06.9 117.0 91.2
07.1 117.0 91.6
06.0 117.0 90.5
31
32
33
ilz
LOT, 26
25
27
29
31
437'
435'
:z
440:
442'
444'
446'
450'
14.3
15.6
15.6
14.3
14.9
1 07.9
103.6
104.7
104.9
103.2
117.0 92.1
112.0 92.4
112.0 93.3
112.0 93.6
112.0 92.2
36 LOT 33
z; 2
39 21
2
5:6
0.5
106.0 114.0 92.9 104.5 114.0 91.6
103.0 114.0 90.3 114.2 125.5 91.0
COMPACTION TEST RESULTS
.~~ JO. NAM, CARRILLO ESTATES 'UNIT 1 "ATrf?~.rL~IIIIU 3-16-77
JO. NVMBER 77-105-9F - D*T1mCoVERcD February 28 through March 15, 1977 PAGL 2 OF 2
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&4R9
MAR 10 --
MAR 11
MAR 12 --,--
MAR 14
MAR 15 --
42
t;:
45 37 464'
46
:i
LOT 59 314'
59 318'
58 321'
FG 447.2'
FG 443.6'
59
60
61
62
63
64
2;
67
68
s:
LOT 21
LOT 34
26
27
LOT 49
49
:;
49
LOT 20
19
21
50
49
20
28
29
30
LOT 31
i:
34
35
36
452'
456'
460'
356'
360'
365'
370'
374'
458' 14.3 108.7 461' 13.0 109.9
461' 10.5 114.7
477' 16.3 109.1
480' 13.6 108.0 464' 13.6 108.8
FG 442.1' 1a.3
FG 441.0' 19.0
'* 104.9
FG 440.9' 18.3
. JO3.9
104.8
FG 442.0' 19.8 104.2 FG 445.6' 19.0 104.2 FG 449.5' 18.3 103.8 FG 454.1' 18.3 103.9 FG 459.3' 19.0 104.2
FG 464.5' 18.9 103.9
YOI.I”“n ,llLD LA..Y”ATO”” “a.ATIYI coots*, DIN.IT” OENSIT* co*P*cTIou
.----.~ . .~.~. VL * D”” IT, - --!?I.. -_ .x..z?:.O!~~
9.9 116.1 125.5 92.5
12.3 107.1
16.3 110.1
12.3 104.0
16.3 106.0
14.9 104.1
114,.0
14.0
14.0
1 14.0
1 14.0
25.5
25.5
17.0
14.0
14.0
94.0
96.6
91.2
93.0
91.3
9.9 115.9
11.1 . 114.0
14.9 107.8
18.3 103.9
18.3 . '104.1
92.3
90.9
92.0
90.9
91.3
11.1 114.1
9.9 - 115.1
10.5 116.1
10.5 115.2
9.9 116.3
25.5 91.0
25.5 91.7
25.5 92.6
25.5 91.9
25.5 92.7
17.0
17.0
25.5
17.0
117.0
117.0
114.0
114.0
114.0
114.0
114.0
114.0
114.0
114.0
114.0
92.0
93.9
91.3
93.2
92.3
92.8
92.0
90.9
91.9
91.4
91.5
90.9
91.0
91.5
91.0