2008-10086 G NORTH COURTY
COMPACTION
ENGINEERING, INC.
Project No. CE-6861
December 6,2004
James Woodford
c/o Bradley Landscape Development,Inc.
607 N. Vulcan Ave.
Encinitas, CA 92024
Subject: Report of Certification of Compacted Fill Ground
Site Restoration
1231 Orpheus Avenue
Leucadia, California
Dear Mr. Woodford:
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 November 16, 2004 through
November 24, 2004.
Briefly, our findings 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 and stormwater management plans were prepared by Resource Development Corp. of
Encinitas, California.
Grading operations were performed by Charles Pinckle of San Marcos, California.
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".
A O. BOX 302002 * ESCONDIDO, CA 92030 * (760) 480-1116 FAX(760) 741-6568
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE-6861
December 6, 2004
Page 2
Grading operations were performed in order to restore a portion of the site to its original grades
subsequent to past grading operations. Grading included:
1.) Restore and reconstruct the existing cut slope to a ratio of 1.5:1 as delineated
On the project grading plan and
2.) To remove and recompact undocumented fill soils placed during past
grading operations.
Should finished grading be altered in any way,we should be contacted to provide additional
recommendations.
The site was graded to approximately conform to project plans.
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)
3. Direct Shear Test (ASTM D-3080)
SOIL CONDITIONS
Native soils encountered were silty-sands and slightly clayey-sands. Fill soils were enerated
from the on-site excavation. g
On-site soils were found to have an expansion index of 5 and are classified as being "very low"
in expansion potential.
During earthwork construction,native areas to receive fill were scarified,watered, and
compacted to a minimum of ninety percent(90%) of maximum density. The key was
approximately 15 feet wide, a minimum of 3 feet in depth,and inclined into the slope.
Subsequent fill soils were placed, watered,and compacted in 6 inch lifts. Benches were
WORTH COUNTY
COMPAC nON
ENGINEMNG, INC.
Project No. CE-6861
December 6,2004
Page 3
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 Iocations are
presented on the attached Plate No. Two entitled"Tabulation of Test Results". Fill soils found to
have a relative compaction of less than ninety percent(90%)were reworked until proper
compaction was achieved.
RECOMMENDA IONS AND C NCLUSI NS
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.) It is our understanding,no structures are planned for the site at this time. In
the event future structures are planned,we should be contacted to provide updated
recommendations.
2.) Slopes may be considered stable with relation to deep seated failure provided
they are properly maintained. Slopes should be planted within 30 days 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). Fill ground and loose top soils were compacted to a minimum
of ninety percent(90%)of maximum dry density.
C). The dense nature of the formation underlying the site.
NORTH Courny
COMPACTION
ENGINEERING, INC.
Project No. CE-6861
December 6,2004
Page 4
If you have any questions,please do not hesitate to contact us. This opportunity to be of service
is sincerely appreciated.
Respectfully submitted,
Q�o��ss�ny9
North County <o �Fti
COMPACTION ENGINEERING,INC. A` �I'
C GE 713 m
LU� E 4130/05
Ronald K.Adams Dale R. Reg �
President Registered Civi
Geotechnical Engineer 000713
RKA:paj
cc: (4)submitted
NORTH COUNTY COMPACTION ENGINEERING,INC.
SOIL TESTING
Site Restoration.
No Scale
Orpheus Avenue
Leucadia, Califdrnia
10
21 SLO — PER PIPRAP D_N_ H1 ON SPILLWAY
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to lza
r 126 a .�•�� � I .. 336
28:
'
MS TING :I
",- 142
DRIVEWAY
.
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--- - _ ---_ __- ��PHEUS-�_.�AY NUS _
NOTE: Compaction tests
are delineated in red
TEST LOCATION SKETCH
PROJECT NO. CE-6861
PLATE NO. ONE
NORTH COUNTY COMPACTION ENGINEERING,INC.
SOIL TESTING a,
Site Restoration No Scale
Orpheus Avenue
Leucadia, California
\
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21 \
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124 1,\
126
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NOTE: Compaction tests
are delineated in red
TEST LOCATION SKETCH
PROJECT NO. CE-6861
PLATE NO. ONE `A'
NORTH COUfYTY
COMPACTrON
ENGINEMNG, INC.
_TABULATION OF TEST RESULTS
Test# Date Horizontal Vertical Field Moisture Dry Density Soil Percent of
Location Location %Dry Wt. LB Cu.Ft. Type Compaction
1 11/17/04 See 124.0 12.3 117.9 I
2 Plate 126.0 11.5 95.9
3 k l 18.3 l 95.2
One 124.0 12.5 116.1 I 94.4
4 126.0 11.4
5 I1118104 117.0 1 95.1
128.0 09.9 116.6 II 95.9
6 .. 130.
7 0 12.1 112.8 II 92.5
128.0 12.6 113.6 II 93.2
8
9 130.0
11.1 117.2 II 96.1
��
10 11/19/04 K 129.0 11.8 114.5 II 93.9
114.0 09.5 115.2 II 94.5
11 1I5.0 I1.8
12 `° �. 116.6 II 95.7
114.0 11.1 117.2 II 96.1
13 115.0 10.3
14 °� ,� 118.2 II 97.0
132.0 10.1 115.3 I1 94.6
15 134.0 09.6
16 " ,� 117.3 II 96.2
17
132.0 11.1 116.2 II 95.3 18 11/22/04 134.0 10.7 114.5 II 93.9
117.0 11.7 116.8 I1 95.8
19 L19.0 I2.1
20 96 112.4 II 92.2
" 117.0 11.4 114.2 11 93.7
21 0 II9. 09.5'
22 K 113.8 11 93.4
I17.0 10.6 117.4 II 96.3
23 119.0
10.4 116.4 I1 95.5
24 120.0 11.9 113.8 11 93.4
25 `� 12I.0 10.1
26 `� 117.7 11 96.6
27
120.0 11.3 114.1 If 93.6 28 11/24/04 K 121.0 11.0 116.5 Il 95.6
RFG 10.6 117.7 11 96.6
29 " RFG
11.2
30 �+ 115.2 I1 94.5
31
RFG 10.9 116.4 11 95.5
XFU 11.3 118.3 II
32 97.0
RFG 12.2
115.8 II 95.0
REMARKS: RFG=Rough Finish Grade
PROJECT NO. CE-6861
PLATE NO. TWO
!NORTH cour ry
COMPACTIOri
ENGI1NEEMNG, INC.
TAB LATI OF TE RES LT
OP UMM18LDEN, ITY
SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT.MOISTURE
LE. C . FT (%DRY WTI
Brown Silty Sand I
123.0 10.5
Tan Brown Silty Sand II
121.9 09.7
EXPANSI N P TENTIAL
SAMPLE N II
CONDITION Remold 90%
INITIAL MOISTURE 9.2
AIR DRY MOISTURE(%) 3.6
FINAL MOISTURE (%) 18.2
DRY DENSITY(PCF) 109.7
LOAD(PSF) 150
SWELL (%) .5
EXPANSION INDEX 5
DIRECT SHEAR
SAMPLE NO. I
CONDITION II
ANGLE INTERNAL FRICTION Remold 90% Remold 90%
COHESION INTERCEPT(PCF) 125 30
I00
PROJECT NO. CE-6861
PLATE NO. THREE