HomeMy WebLinkAboutCT 73-29; Carrillo Estates; Final Soils Report; 1977-03-16WOODWARD-CLYDE CONSULTANTS
CONSULTING ENGINEEIIS. GEOLOGISTS AND ENVIRONMENTAL SCIEN’TISTS
WESTERN REGION
3467 Kurt2 Street
San Olego Callfornla 92110
Phone (714) 224.2911
March 16, 1977
Project No. 77-105-9F
Ponderosa Homes, Incorporated
140 Marine View Avenue
Solana Beach, California 92075
Attention: Mr. Ron Schakelford
..
‘OBSERVATION AND COMPACTION TESTING
FINAI. KKI’OKT OF ENCINEEKING
CARILLO ESTATES UNIT NO. 1
LOTS 26 THKOUGH 37
CARLSHAI). CALLFOKNLA
In accordance with your request and our agreement dated December 19,.
1976, we are providing soil engineering services in conjunction with the
grading of the subject subdivision. These services included:
Engineering observation of the grading operation.
Observation of the compaction of the loose surface soil
prior to adding fill.
Observation of the removal of potentially expansive soil
it with nonexpansive soil.
from within the top 2 feet of rough lot grade and replncini:
Taking field density tests ill the flll placed and c’m~pacLcd.
material used for fill.
Performing laboratory tests 00. representative samples of the
CKNEItAL SITli CIUfI)IN(;
and March 15, 1977, in accordance with the "Specifications for
Site preparation, compaction, and testing were done between February 22
Controlled Fill" in the Woodward-Gizienski & Associates report entitled,
"Soil Investigation for the Proposed Carillo Estates, Glrlsbad,
California," dated September 6, 1973, and in our addendum letter
Specifications, Carillo Estates, Carlsbad, California," dated October
entitled, "Clarification of Slope Stability Analyses and Earthwork
24, 1975.
Fill was placed, compacted, and tested on Lots 26 through 37. The
grading operation essentially consisted of scarifying, watering and
bringing the lots to design grades and excavating potentially expansive
compacting the loose surface soil on the lots prior to placing fill,
soil, where encountered, and replacing it with nonexpansiue material.
As the site grading progressed, the compaction procedures were observed,
and field density tests were made to determine the relative compaction
of the fill in place. Field observations and fteld denslty test results
indicate that the fill has been compacted to 90 perccnt 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
tltc p,radlnp, plan for reference. ~IC rcnul~ts of fivld drnsity tc'sLs nncl
density, are given on the attached forms.
of relative compaction, expressed 3s a percent of innximum Iaborillory
Laboratory tests to determine moisture-density relationships, maxim&
dry denstty, optimum moisture content, grain size distribution,
plasticity characteristics, and strength and swell characteristics were
results of laboratory. tests are given on the attached forms. performed on representative samples of the material use:d for fill. The
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 R
depth of 2 feet below rough lot grade to rcmovc expansive clay which was
replaced with properly compacted nonexpansive soil.
Rough lot grade is defined as that grade set in the field by the grade
checker from reference stakes established by the surveyor, and
represents rough grade at the time we were inspecting the removal and
replacement of expansive soils. Likewise, the depths of undercutting of
expansive soil and/or depths of placement of nonexpansive soil were in
accordance with measurements made by and grades set by the contractor's
grade checker. .
WOODWARD-CLYDE CONSULTANTS
FOUNDATION RECUMMI:NI)ATIONS
structures placed on nonexpansive properly compacted fill may be
(1) Foundations for single-or two-story single family residential
designed for a bearing pressure of 2,000 psf (dead plus live loads) at a
depth 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
should not be located within 5 feet of the top of a slope. Footings
(such as foundations, swimming pools, concrete decks, walls, etc.)
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 gkade (FG) tests
correspond to the elevations shown on the grading plans for “Carlsbad
Tract No. 73-29 (Carillo Estates Unit No. l),” dated February 22, 1977,
prepared by Rick Engineering Company, San Diego, California. ,Elevations
and locations shown in this report are hascd on tield surveys
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 backfill in utility trenchcs located within 5 feet of a
building and grcatcr tllan 12 inches deep, or any trencJl 5 feet or rnorc
from a building and in excess of 5 feet in depth, should be compacted
under the observation, of this office and te.sted to as’sure compliance
with the earthwork specifications for the project. This office shou1.d
be contacted at least 24 hours prior to’backfilling operations. Utility
service trenches within 5 feet of a building that are perpsndicular 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 comp:lctl.on made during thr
period of our services on the subject site, were in accordance with the
drawn from the tests and site inspections apply only to our work with
local acceptable standards for this period. The conclusions or opinions
respect to grading, and represent conditions at the date of our final
inspection.
WOODWARD-CLYDE COWSULTANTS
Wc wlll accept no rcsponslbillty for any subscquenI: cllanges 111:1de to Li~r
others to properly repair damages caused by uncontrolled action of
site by others, or by uncontrolled action of water, or by fi~il~ul-c o1~
water . J-xw James L. Henry, Projec Su rv or
Richard P. While, R.E. 21992
JLH/RPW/EHP/~~
Attachments
(4)
..
WOODWARD-CLYDE CONSULTANTS
15C
141
13C
1 20
11C
100
90
80
r
PLASTICITY CHARACTERISTICS 1 7 3 COBBLES -c 4% , - cr,, smD- 1 , SILT & CLAY
Liquid Limit, %
Plasticity Index, %
5&"..39
SC CH NP Classification System
15 . 16 100 -" Classification by Unified-Soil W
$ z 80
$60
ZERO AIR VOIDSCURVES I I I1 I I
I II I, II
1000 100 10 1.0 0.1 0.01 0.001 0'
GRAIN SIZE, mm
MECHANICAL ANALYSIS
I FILL SUITABILITY TESTS I
CARILLO ESTATES UNIT 1
DRAWN BY: MKK CHECKED BY&/ PROJECT NO: 77-1 05-9 I DATE: 3-16-77 ] FIGURE NO 1 I
WOOOWARO-CLYDE CONSULTANTS
PLASTICITY CHARACTERISTICS 4 COBBLES o-qAvLL .. 'ANn-- SILT 6 CLAY
Liquid Limit, %
Plarticity Index. __ %
Classification by Unified $%I
Classification System
1 1 1 I
.. . .. .. . " __
ZERO AIR VOIDSCURVES
GRAIN SIZE, mm
1
MECHANICAL ANALYSIS
DIRECT SHEAR TESTJJATA
Dry Density. pcf
lnltial Water Content. Ib
Final Water Content,
Apparent Coherlon. prf
-____
~ Apparent Frictlon Angle, degrees 36
SAMPLE LOCATION
LABORATORY COMPACTION
LABORATORY COMPACTION TEST 40 TEST METHOD:ASTMD 1557-70A
FILL SUITABILITY TESTS
CARRILLO ESTATES UNIT 1
DRAWN BY: Nk& I CHECKED BY& I PROJECT NO: 77-1 05-9F I DATE: 3-16-77 I FIGURE NO: 1
WOODWARD-CLYDE CONSULTANTS
COMPACTION TEST RESULTS
J0m.Nm.a CARRILLO ESTATES UNIT 1 OATC REPORTLO
JOm NuwmKR 77-105-9F
346-77
DATC.COVKRCDF~~~~~~~ 20 throuyh March 15, 1977 PAGE 1 Or 2
FEB 28 "
MAR 1 "
MAR 2 "
MAR 3 "
MAR 4 "
MAR 7 "
MAR 8 "
- MAR 9
1 2
3 4 5
6
7
8
9 10
12
11
14 13
15
16 17 18
19 20
21 22 23 24
25
26 27 28
29
30
31 32 33 34 35
36 37
38
39
LOT 139 141
140
29
138
LOT 29 28 30 29
30
LOT 141
139
138 140
142
LOT 28
30
31
29
30
LOT 28
25
25
27
26
LOT 29 31
32
28
30
LOT 26
25 27 29
31
LOT 33
.26
34
21
365' 365'
369 '
410' 369
413'
417' 416'
420'
420'
373'
373'
377' 317'
377'
424'
424 ' 428'
428'
431 '
431 '
430 ' 426'
431 '
434'
434' 434' 437 ' 437'
437'
435'
437'
440'
439'
440 '
442' 444'
446' 450'
~. .
9.3 9.9 11.7 10.5
9.9
9.3
11.1 9.3
16.9
15.6
16.3
10.5
11.1 9.9
16.3
14.9
10.5
9.9
14.9
14.3
10.5
14.3 18.3
13.0
15.6
10.5
15.6
14.9
15.6
1.4.9
14.3
15.6 15.6
14.3
14.9
13.0 14.9
15.6
10.5
115.2
113.6 114.4 117.5 115.0
115.9
117.0 . 115.1
112.8
108.6
107.6
114.2 . 115.3 114.1
108.4
115.5
109.2
116.1
107.1
108.1
114.2
102.2
* 110.0 110.7
107.2
113.3 104.5
106.9 107.1
106.0
103.6
107.9
104.7
104.9
103.2
106.0
103.0
104.5
114.2
..
"" " "
125.5 125.5
125.5
125.5
125.5
125.5 125.5
125.5
117.0
117.0
117.0
125.5 125.5 125.5
117.0
125.5
117.0
125.5 125.5
117.0
125.0
112.0
117.0
117.0
117.0
1
1
1
1
25.5 12.5 17.0
17.0
1 7 :O
17.0
12.0
112.0
112.0
112.0
114.0 114.0
125.5
91.7
91.3
90.4
93.6 91.6
92.3 93.2
92.0
96.3 92.8
92.0
91.9 91 .o
92.6
90.9
93.4 92.0
92.5 91.7
92.2
91:5
93.9
91.3
94.4
91.6
90.3 92.9
91.2
91.6
90.5
92.1
92.4
93.3 93.6
92.2
91.6 92.9
91 .o 90.3
COMPAC'rIOF*r ?EST RESULTS
JOE NAYt CARRILIO ESTATFS 1lNIT 1
JOB NUMwH 77-105-9F
D*TKsCoVERED February 28 through March 15, 1977
MAR 9
MAR 10
"
"
MAR 11 "
MAR 12
" MAR 14
" MAR 15
40
41
42 43 44 45
46 47 48 49 50
51 52 53
54 55
56
58 51
59 60 61 62
63 64
65 66 67 68 69 70
LOT 21
LOT 34
35 36 36 37
LOT 59 59 58
26 27
LOT 49
49 49
49 49
LOT 20 19 21
49
50
2 8 20
29 30
LOT 31 32 33 34 35 36
454'
450' 452' 456'
460' 464'
314' 31 8'
321 FG 447.2' FG 443.6'
356' 360'
365'
374' 370'
458' 461 '
461 ' 477' 480 ' 464 '
FG 442.1'
FG 440.9'
FG 441 .O'
FG 442.0' FG 445.6'
FG 449.5' FG 454.1' FG 459.3'
FG 464.5'
9.9
12.3 16.3
12.3
16.3 14.9
11.1 9.9
14.9 18.3 18.3
11.1
9.9 10.5 10.5
9.9
14.3 13.0 10.5 16.3
13.6 13.6 18.3
19.0 18.3
19.8 19.0 18.3 18.3
19.0 18.9
116.1
110.1
107.1
104.0
104.1
106.0
115.9 . 114.0 107.8 103.9 . -104.1
114.1
116.1 115.2
116.3
108.7 109.9 114.7
108.0 109.1
108.8 . 104.9 103.9 104.8
104.2 104 .'2
103.8
104.2
103.9
103.9
115.1
125.5
114.0 114.0
114.0 114.0
114.0
125.5 125.5
117.0
114.0 114.0
125.5 125.5 125.5 125.5
125.5
117.0
125.5
117.0
117.0
117.0
114.0
114.0
114.0 114.0 114.0 114.0
114.0 114.0
117.0
114.0
92.5
94.0 96.6
93.0 91.2
91.3
92.3
90.9 92.0
90;9 91.3
91 .o
91.7 92.6 91.9
92.7
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 .o 91.5 91 .0