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NORTH COUNTY
COMPACTION
ENGINEERING, INC.
May 5, 1997
Project No. CE-5327
Storer & Associates
P.O. Box 2604
Del Mar, CA 92014
Subject:
Report of Certification of Compacted Fill Ground
Proposed Smathers Residence
3401 Calle Margarita, (Parcel #4 of PM 17446)
(PenIritNo.5006CìI)
Encinitas, California
Dear Mr. Storer:
In response to your request, the following report has been prepared to indicate results of soil
testing, observations, and inspection of earthwork construction at the subject site.
Testing and inspection services were performed from April 16, 1997 through April 23, 1997.
Briefly, our findings reveal filled groùnd has been compacted to a minimum of ninety percent
(90%). Therefore, we recommend construction continue as scheduled.
SCOPE
Our firm was retained to observe grading operations with regard to current standard practices and
to determine the degree of compaction of placed fill.
Cìrading plans were prepared by Dudek & Associates, dated February 5, 1997.
Grading operations were performed by Jim Conor of Valley Center, California.
Reference is made to our previously submitted report entitled, "Preliminary Soils Investigation",
dated December 1 0, 1996.
Approximate locations and depth of filled ground and extent of earthwork construction covered
in this report are indicated on the attached Plate No. One entitled, "Test Location Sketch".
Grading operations were performed in order to create a level building pad to accommodate the
proposed dwelling. Should the fmished pad be altered in any way, we should be contacted to
provide additional recommendations.
P.O. BOX 302002 8 ESCONDIDO. CA 92030
(619) 480-1116
NORTH .cOUNTY
COMPACTION
ENGINEERING, INC.
May 5, 1997
Project No. CE-5327
Page 2
The site was graded in accordance with recommendations set forth in our previously submitted
report.
The site was grade to approximately conform to project plans. Actual pad size and elevation may
differ. Finish grade operations are to be completed at a later date.
LABORATORY TESTING
Representative soils samples w~re collected and returned to the laboratory for testing. The
following tests were performed ànd are tabulated on attached Plate No. Three.
1. Optimum Moisture/Maximum Density (ASTM D-1557)
2. Expansion Potential Test (UBC 18-2)
3. Direct Shear (ASTM D-3080)
SOIL CONDITIONS
Native soils encountered were sandy-clays, and clayey sands. Fill soils were generated from on-
site excavation.
The building site contains a transition from cut to fill as delineated on attached Plate No. One
entitled, "Test Location Sketch".
Highly expansive soils were observed during grading. However, they were placed in deeper fills.
Therefore, only 'low' to 'modera~e' expansive soils exist at finish grade within the proposed
building area. In our opinion, foundation design criteria presented in our Preliminary Soils
Report will be adequate with regard to this condition.
The key was approximately 20 feet in width and varied between 2 to 4 feet in depth and was
inclined back into slope. During earthwork construction, native areas to receive fill were
scarified, watered, and compacted to a minimum of ninety percent (90%) of maximum density
Subsequent fill soils were placed, watered, and compacted in 6 inch lifts. Benches were
constructed in natural ground at intermediate levels to properly support the fill. To determine the
degree of compaction, field density tests were performed in accordance with ASTM D-l556 or
D-2922 at the approximate horizontal locations designated on the attached Plate No. One
entitled, "Test Location Sketch". A tabulation of test results and their vertical locations are
presented on the attached Plate No. Two entitled "Tabulation of Test Results". During grading
operations, all fill soils found to have a relative compaction of less the ninety percent (90%) were
reworked until proper compaction was achieved.
NORTH ÇOUNTY
COMPACTION
ENGINEERING, INC.
May 5, 1997
Project No. CE-5327
Page 3
RECOMMENDATIONS AND CONCLUSIONS
Continuous inspection was not requested to verify fill soils were placed in accordance with
current standard practices regarding grading operations and earthwork construction. Therefore, as
economically feasible as possible, part-time inspection was provided. Hence, the following
recommendations are based on the assumption that all areas tested are representative of the entire
project.
1). Compacted fill and natural ground within the defined building areas have
adequate strength to safely support the proposed loads.
2), Slopes may be considered stable with relation to deep seated failure provided
they are properly maintained. Slopes should be planted with light groundcover (no
gorilla ice plant) indigenous to the area. Drainage should be diverted away from
the slopes to prevent water flowing on the face of slope. This will reduce the
probability of failure as a result of erosion.
3), Continuous footings having a minimum width of 12 inches and founded a
minimum of 18 inches below lowest adjacent grade for one and two stories,
respectively, will have an estimated all~wable bearing value of 1500 pounds per
square foot.
4), Footings located on or adjacent to slopes should be founded at a depth such
that the horizontal distance from the bottom outside face of footing to the face of
the slope is a minimum of 8 feet.
5), Plumbing trenches should be backfilled with non-expansive soils having a
swell ofless than two percent (2%) and a minimum sand equivalent of30.
Backfill soils should be inspected and compacted to a minimum of ninety percent
(90%).
6), Unless requested, recommendations for future improvements (additions,
pools, recreational slabs, additional grading, etc.) Were not included in this
report. Prior to construction, we should be contacted to update conditions and
provide additional recommendations.
7), Completion of grading operations were left at rough grade. Therefore, we
recommend a landscape architect be contacted to provide finish grade and
drainage recommendations. Drainage recommendations should include two
percent (2%) fall away from all foundation zones.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Respectfully submitted,
North County
COMPACTION ENGINEERING, INC,
~~
Ronald K. Adams
President
RKA:k1a
cc:
(3) submitted
May 5, 1997
Project No. CE-5327
Page 5
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NORTH COUNTY COMPAC110N ENQINEERINQ, INC.
SOIL TESßNG
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TEST LOCATION SKETCH
. PROJECT No. CE-5327
PLATE No. ONE
, . . .
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of
Location Location % Dry Wt. LB Cu. Ft. Type Compaction
1 04/16/97 See 309.0 14.5 112.5 I 97.9
2 " Plate 311.0 13.7 111.4 I 97.0
3 04/17/97 One 312.0 11.9 108.3 I 94.3
4 " " 314.0 12.6 105.7 I 92.0
5 " " 315.0 15.7 109.4 I 95.2
6 04/18/97 " 317.0 15.0 107.9 II 92.6
7 " " 316.0 13.4 110.2 II 94.6
8 " " 317.0 12.6 111.3 II 95.5
9 " " 316.0 12.5 111.4 II 96.0
10 " " 312.0 13.8 110.5 I 96.2
11 04/19/97 " 314.0 15.4 112.6 II 96.7
12 " " 316.0 14.8 110.7 II 95.0
13 04/21/97 " 318.0 13.8 107.6 II 92.4
14 " " 319.0 14.8 115.3 III 96.1
15 " " 318.0 16.9 109.0 III 90.8
16 " " 319.0 15.9 107:4 II 92.2
17 04/23/97 " 320.0 RFG 10.4 109.3 III 91.1
18 " " 320.0 RFG 12.4 111.4 III 92.8
19 " " 319.0 RFG 12.3 109.8 III 91.5
20 " " 320.0 RFG 10.7 110.6 III 92.2
REMARKS: RFG = Rough Finish Grade
"
PROJECT NO, CE-5327
PLATE NO, TWO
. . , .
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
OPTIMUM MOISTURE/MAXIMUM DENSITY
SOIL DESCRIPTION
Brown Silty Clay
Yellow Beige-Orange
Clayey-Sand
Light Brown Clayey-Sand
SAMPLE NO.
CONDITION
INITIAL MOISTURE (%)
AIR DRY MOISTURE (%)
FINAL MOISTURE (%)
FINAL DRY DENSITY (PCF)
LOAD (PSF)
SWELL (%)
EXPANSION INDEX
SAMPLE NO.
CONDITION
ANGLE INTERNAL FRICTION
COHESION INTERCEPT (PCF)
:rYæ
MAX. DRY DENSITY
(LB. CU. FT)
I
114.9
II
116.5
ill
120.0
EXPANSION POTENTIAL
III
Remold 90%
12.5
8.3
22.8
108.0
150
5.2
52
DIRECT SHEAR
III
Remold 90%
21
250
PROJECT NO, CE-5327
PLATE NO, THREE
OPT. MOISTURE
(% DRY WT)
14.6
13.0
13.1