1999-5856 GStreet Address
/07 - ~36?q~
Category Serial #
Name Description
Plan ck. # Year
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Davis Group
344 Seventh Ave.
San Diego, CA 92101
Attn: Wayne Davis, AIA
Subject: Change of Soils Engineer
Proposed Nichols Residence
3372 Calle Margarita
Olivenhain, California
Grading Permit No. 5856GI
Dear Mr. Davis:
March 11, 1999
Project No. CE-5778
i
i
In response to your request, we respectfully submit the following information regarding the
change of Soils Engineer.
We, North County COMPACTION ENGINEERING, INC., have reviewed the grading plans
prepared by Baird Engineering, dated January 4, 1999 and the previously submitted soils report
prepared by General Analytical Laboratories, dated December 5, 1996.
Subsequent to our review, we concur with findings, conclusions, and recommendations and are
satisfied with the report. We assume all responsibility within our purview as of March 9, 1999.
We were contracted to provide soil testing and inspection services, to certify compliance with
current standard practices regarding earthwork construction.
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
~~pEESSIOyA~ ~
k0 20- G Ef;
No. GEJ 13
Exp. 9-30;u t
Dale R. Regh 40, Q
Registered Civil E ne
Geo echnical Engine
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P.O. BOX 302002 * ESCONDIDO, CA 92030 * (760)480-1116 FAX (760)741-6568
NORTH COUNTY COMPACTION ENGINEERING, INC.
SOIL TESTING
PROPOSED NICHOLS RESIDENCE
CALLE MARGARITA
OLIVENHAIN, CALIFORNIA
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R. AI
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TEST LOCATION SKETCH
PROJECT No. CE-5778
PLATE No. ONE
ter.
NO SCALE
1
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
.
aaw
Jf.O.V
11.!
1V3.1
1
91.5
2
Plate
329.0
19.0
104.6
I
92.3
3
One
328.0
17.3
102.1
I
90.1
4
03/16/99
330.0
22.5
103.7
I
91.5
5
"
332.0
23.3
- 104.2
1
92.0
6
331.0
21.4
106.3
1
93.8
7
333.0
15.1
104.3
I
92.3
8
332.0
15.0
103.5
1
91.4
9
03/17/99
333.0
16.7
102.2
1
90.2
10
335.0
18.4
102.0
1
90.0
11
332.0
18.1
102.9
1
90.8
12
334.0
17.5
103.8
1
91.6
13
03/18/99
336.0
18.7
101.7
II
91.0
14
335.0
20.5
101.0
II
90.4
15
336.0
20.4
102.8
II
92.0
16
335.0
21.8
101.5
II
90.9
17
03/19/99
336.0
14.4
100.8
II
90.2
18
335.5
17.9
101.9
II
91.2
19
336.0
14.8
103.7
II
92.8
20
"
335.0
12.7
104.0
II
93.1
21
03/23/99
336.0
11.7
105.8
II
94.7
22
"
335.0
12.3
105.6
II
94.5
23
336.0
14.6
107.4
II
96.2
24
335.0
13.8
102.3
II
91.6
25
03/24/99
337.0 RFG
09.8
115.7
III
95.2
26
"
337.0 RFG
10.2
114.3
III
94.1
27
337.0 RFG
09.4
114.7
III
94.4
28
"
337.0 RFG
11.3
116.7
III
96.0
REMARKS: RFG = Rough Finish Grade
PROJECT NO. CE-5778
PLATE NO. TWO
NORTH COUNTY
COMPACTION
• jj~ ENGINEERING, INC.
TABULATION OF EST RESULTS
OPTIMUM MOI IRE MART 4UM DENSITY
SOIL DESCRIPTION MAX. DRY DENSITY OPT. MOISTURE
(LE. CU. FT) DRY )YTl
Brown Tan Silty-Sandy Clay I 113.3 15.1
Orange-Tan Sandy-Clay II -111.7 16.4
Yellow Tan Silty Fine Sand
(import) III 121.5 11.7
NOTE: Soil I D # I not used in foundation zone
5
CONDITION
Remold 90%
Remold 90%
INITIAL MOISTURE
15.5
16.3
AIR DRY MOISTURE
12.6
12.5
FINAL MOISTURE
29.7
29.3
DRY DENSITY (PCF)
101.8
100.5
LOAD (PSF)
150
150
SWELL
11.1
8.0
EXPANSION INDEX
111
80
SAMPLE NO. H
CONDITION Remold 90%
ANGLE INTERNAL FRICTION 20
COHESION INTERCEPT (PCF) 290
PROJECT NO. CE-5778
PLATE NO. THREE
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Michael & Donna Nichols
310 Via Andalusia
Encinitas, CA 92024
Subject: Report of Certification of Compacted Fill Ground
Proposed Single Family Dwelling & Guest House
3372 Calle Margarita Road
Olivenhain, California
APN #264-240-17
Dear Mr. & Mrs. Nichols:
April 1, 1999
Project No. CE-5778
Ljl~
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 March 8, 1999 through March 24, 1999.
Briefly, our findings reveal filled ground has been compacted to a minimum of ninety percent
(90%). Therefore, we recommend construction continue as scheduled.
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 Baird Engineering of La Mesa, California.
Grading operations were performed by Mike Warner of Encinitas, California.
Reference is made to a previously submitted report entitled, "Preliminary Soils Investigation",
prepared by General Analytical Laboratories, dated December 5, 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 and guest house. Should the finished pad be altered in any way, we should be
contacted to provide additional recommendations.
P. O. BOX 302002 * ESCONDIDO, CA 92030 * (760)480-1116 FAX (760)741-6568
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE-5778
Page 2
The site was graded in accordance with recommendations presented in the Preliminary Soils
Report by General Analytical Laboratories.
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.
L Optimum Moisture/Maximum Density (ASTM D-1557)
2. Expansion Potential Test (FHA Standard)
3. Direct Sl.ear (ASTM D-3080)
Native soils encountered were silty-clays, sandy-clays and siltstone. Fill soils were imported and
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.
Soils within the proposed foundation bearing zone were found to have an expansion index of 80
and are classified as being moderate in expansion potential. Therefore special recommendations
will be necessary to reduce the probability of structural damage.
The key was approximately 25 feet wide, a minimum of 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
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.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE-5778
Page 3
Two entitled "Tabulation of Test Results". Fill soils found to have a relative compaction of less
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). In our opinion, soil liquefaction at the site is unlikely to occur due to the
following on-site soils conditions:
A). Groundwater was not encountered at the time of grading.
B). Loose compressible topsoils were removed to firm native ground and
recompacted to a minimum of ninety percent (90%) of maximum dry density.
Q. The dense nature of the formation underlying the site.
D). On-site soils possess relatively high cohesion characteristics.
4). Temporary slopes to be retained and/or completed at a later date should be
considered unstable and may prove to be a detrimental condition. Furthermore,
we should be contacted to supervise backfill operations. Backfill materials should
consist of non-expansive soils (having a swell of less than 2%) placed at a width
behind the wall equivalent to two-thirds of the retained height. Crushed rock (1
inch minus), approved by this office, may be an alternate method. All walls
a NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE-5778
Page 4
should be provided with drains. Drains should consist of 4 inch perforated pipe
surrounded with crushed rock placed at a minimum of 1 cubic foot per lineal foot and
have a minimum fall of one percent (I%). A structural engineer should be contacted for a
retaining devise recommendations.
5). Continuous footings having a minimum width of 15 inches and founded a
minimum of 26 inches below lowest adjacent grade, will have an estimated
allowable bearing value of 2000 pounds per square foot.
6). 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.
7). 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%).
8). 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.
9). 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.
10). Expansive soils conditions observed during grading operations will require
special recommendations to reduce structural damage occurring from excessive
subgrade and foundation movement. Therefore the expansive soil foundation
recommendations presented in the Preliminary Soils Investigation by Analytical
Laboratories dated December 5, 1996 should be strictly adhered to.
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.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE-5778
Page 5
During placement of concrete North County COMPACTION ENGINEERING, INC. and/or a
qualified concrete inspector should be present to document construction of foundations.
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
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
Q~pFESS~~N
LU
EYp.3l31J02 ;0
m
A. R. Barry s~ clvlti. as
Registered Civil Engineer 2 OrCA0
Geotechnical Engineer 000119
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