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NORTH COUNTY
COMPACTION
ENGINEERING, INC.
October 7, 1997
Project No. CE-5331
Anita Schnadig
1234 Caminito Gracifla
Olivenhain, CA, 92024
Subject:
Report of Certification of Compacted Fill Ground
Proposed Schnadig Residence
Lot #4 of Map 13320
Double LL Ranch Road
Olivenhain, California
(APN 264-240-03)
Dear Ms. Schnadig:
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 September 10, 1997 through October 2,
1997.
Briefly, our fmdings reveal filled ground 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.
Grading plans were provided by Wayne Pasco of Solana Beach, California.
Grading operations were performed by LK. Yokum of Fallbrook, California.
Reference is made to our previously submitted report entitled, "Preliminary Soils Investigation",
dated October 24, 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".
P.o. BOX 302002 . ESCONDlDO, CA 92030
. (760) 480-1116
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
October 7, 1997
Project No. CE-5331
Page 2
Grading operations were performed in order to create a level building pad to accommodate both
raised floor foundations (house) and slab on grade construction (garage). Should the finished pad
be altered in any way, we should be contacted to provide additional recommendations.
The site was graded in accordance with recommendations set forth in our previously submitted
report.
The site was graded 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 were collected and returned to the laboratory for testing. The
following tests were performed and are tabulated on the attached Plate No. Three.
1. Optimum Moisture/Maximum Density (ASTM D-1557)
2. Expansion Potential Test (FHA Standard)
SOIL CONDITIONS
Native soils encountered were clayey-sands, silty-clays, and fay clays. Fill soils were generated
from on-site excavation.
The building site contained a transition from cut to fill. However, cut areas located within the
building area were over excavated a minimum of 3 feet and brought to grade with compacted
soil. Over excavation was carried a minimum of 5 feet beyond the exterior building perimeter.
Hence, no consideration need be given this characteristic.
Expansive soils were observed during grading and exist at finis~ grade. Therefore special
recommendations will be necessary to reduce the probability of structural damage.
The key was approximately 25 feet wide and varied between 2 and 4 feet in depth, and inclined
into the 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-1556 or D-2922 at the approximate
P.o. BOX 302002 . ESCONDIDO, CA 92030
(760) 480-1116
. .
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
October 7,1997
Project No. CE-5331
Page 3
horizontal locations designated on the attached Plate No. One entitled, "Test Location Sketch". A
tabulation oftest results and their vertical locations are presented on the attached Plate No. Two
entitled "Tabulation of Test Results". Fill soils found to have a relative compaction ofless the
ninety percent (90%) were reworked until proper compaction was achieved.
RECOMMENDATIONS AND CONCLUSIONS
Continuous inspection was not requested to verify fill soils are 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 24 inches below lowest adjacent grade, will have an estimated
allowable bearing value of 800 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 a non-expansive soil having a
swell of less than two percent (2%) and a minimum sand equivalent of 30.
Backfill soils should be inspected and compacted to a minimum of ninety percent
(90%).
6). Unless requested, recommendations for future improvements (additions, pools,
recreation slabs, additional grading, etc.) Were not included in this report. Prior to
construction, we should be contacted to update conditions and provide additional
recommendations.
P.o. BOX 302002 . ESCONDIDO, CA 92030
(760) 480-1116
. .
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
October 7,1997
Project No. CE-5331
Page 4
7). Completion of grading operations was left at rough grade. Therefore, we
recommend a Landscape Architect be contacted to provide finish grade and
drainage recommendations. Drainage recommendations should include a two
percent (2%) minimum fall away from all foundation zones.
8). Expansive soils conditions observed during grading operations will require
special recommendations to reduce structural damage occurring from excessive
sub grade and foundation movement. Therefore, 'Recommendation 6B2
Foundations" of our Preliminary Soils Report dated October 24, 1996, should be
incorporated into the design and construction phases of the proposed
foundation(s).
9). Clayey soils should not be allowed to dry prior to placing concrete. They
should be watered to insure they are kept in a very moist condition or at a
moisture content exceeding optimum moisture content by a minimum of five
percent (5%).
Prior to pouring of concrete, North County COMPACTION ENGINEERING, INc. Should
be contacted to inspect foundation recommendations for compliance to those set forth.
During placement of concrete North County COMPACTION ENGINEERING, INc. And/or
a qualified concrete inspector should be present to document construction of foundations.
UNCERTAINTY AND LIMITATIONS
In the event foundation excavation and steel placement inspection is required and/or requested,
an additional cost of $170.00 will be invoiced to perform the field inspection and prepare a
"Final Conformance Letter". If foundations are constructed in more than one phase, $120.00 for
each additional inspection will be invoiced.
It is the responsibility of the owner and/or his representative to carry our recommendations set
forth in this report.
San Diego County is located in a high risk area with regard to earthquake. Earthquake resistant
projects are economically unfeasible. Therefore, damage as a result of earthquake is probable and
we assume no liability.
We assume the on-site safety of our personnel only. We cannot assume liability of personnel
other than our own, It is the responsibility of the owner and contractor to insure construction
P.O. BOX 302002 . ESCONDIDO, CA 92030
(760) 480-1116
. .
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
October 7, 1997
Project No. CE-5331
Page 5
operations are conducted in a safe manner and in conformance with regulations governed by
CAL-OSHA and/or local agencies.
If you have any questions, please do not hesitate to contact us. This opportunity to be of service
is sincerely appreciated.
Respectfully submitted,
North County
COMPACTION ENGINEERING, INC.
~~-~
Ronald K. Adams
President
RKA:kla
cc: (3) submitted
ad
Dale R. Regli
Registered Civil
Geotechnical Engineer
P.O. BOX 302002 . ESCONDIDO, CA 92030
(760) 480-1116
"
NORTH COClNlY COMPACTION ENGINEERING, INC.
SOIL TESTING
PROPOSED SCHNADIG RESIDENCE
DOUBLE LL RANCH
OLIVENHAIN, CALIFORNIA
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TEST LOCATION SKETCH
PROJECT No. CE-5331
PLA TE No. ONE
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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 09/10/97 See 179.0 18.3 105.1 I 91.0
2 Plate 180.0 16.4 108.9 I 94.3
3 One 181.0 16.2 107.3 I 92,9
4 09/11/97 " 182.0 15.0 104.7 I 90.6
5 " 182.0 14.6 108.2 I 93.7
6 " 184.0 16.3 107.7 I 93.2
7 09/12/97 181.0 12.7 105.2 I 91.1
8 " " 183.0 13.4 106.3 I 92,0
9 182.0 14.2 107.0 I 92.6
10 " " 183.0 13.0 105.6 I 91.4
II 09/15/97 185.0 13.7 110.5 III 91.3
12 " " 187.0 14.6 109.7 III 90.7
13 " 188.0 15.4 112.3 III 92.8
14 09/16/97 " 189.0 15.3 106.1 I 91.9
15 " " 190.0 14.7 107.7 I 93.3
16 " " 189.0 14.4 108.7 I 94.1
17 " " 191.0 15.,1 108.2 I 93.7
18 09/17/97 " 189.0 18.8 105.9 II 90.5
19 " " 190.0 19.3 105.5 II 90.2
20 09/19/97 189.0 21.1 110.0 III 90.9
21 " 190.0 20.4 111,2 III 91.9
22 " 189.0 19.3 109.9 III 90,8
23 " 190.0 18.6 108.9 III 90,0
24 09/23/97 189.0 18.8 107.6 II 92.0
25 " 190.0 19.3 105.4 II 90.1
26 " 189.0 19.4 105.7 II 90.3
27 09/29/97 " 188.0 20.3 109.3 III 90.3
28 " 189.0 20.8 109.7 III 90.7
29 " " 188.0 19.7 110.9 III 91.7
30 09/30/97 " 189.0 20.7 110.3 III 91.2
31 " " 188.0 21.4 110.7 III 91.5
32 " " 189.0 21.7 109.1 III 90.2
33 " 188.0 20.1 109.7 III 90.8
34 10/02/97 " 190.0 RFG 20.7 108.9 III 90.0
35 " 190.0 RFG 19.6 109.4 III 90.4
36 " " 190.5 RFG 21.0 106.6 I 92.3
37 " 190.0 RFG 18.2 109.9 III 90,8
REMARKS: RFG = Rough Finish Grade
PROJECT NO. CE-S331
PLATE NO. TWO
. .
TYPE MAX. DRY DENSITY OPT. MOISTURE
(LB. CD. FT) (% DRY WT)
I 115.5 15.0
II 117.0 13.6
, .
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULA ~ OF TEST RESULTS
OPTIMUM MOISTUREIMAXIMUM DENSITY
SOIL DESCRIPTION
Brown Gray Silty-Clay
Mottled Rust & Light
Green Clayey-Sand
Beige Brown Silty-
Sandy Clay (blend)
III
121.0
EXPANSION POTENTIAL
SAMPLE NO.
CONDITION
INITIAL MOISTURE (%)
AIR DRY MOISTURE (%)
FINAL MOISTURE (%)
FINAL DRY DENSITY (PCF)
LOAD (PSF)
SWELL (%)
EXPANSION INDEX
III
Remold 90%
13.0
09.8
23.6
108.9
150
10.3
103
PROJECT NO. CE-5331
PLATE NO. THREE
P.O. BOX 302002 . ESCONDIDO, CA 92030
(760) 480-1116
13.3