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FINAL REPORT OF
TESTING AND OBSERVATION
SERVICES DURING CONSTRUCTION
OF SITE IMPROVEMENTS
ARROYO LA COSTA VILLAGE I
UNIT1
DEVELOPER IMPROVEMENTS
CARLSBAD, CALIFORNIA
PREPARED FOR
VILLAGES OF LA COSTA SOUTHWEST, LLC
c/o K. D. DEVELOPMENT INC.
CARLSBAD, CALIFORNIA
OCTOBER 1998
GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS
ProjectNo. 05871-12-06
October 12, 1998
Villages of La Costa Southwest LLC
c/o K. D. Development Inc.
Post Office Box 9000-685
Carlsbad, Califomia 92018-9000
Attention: Mr. Tim O'Grady
Subject: ARROYO LA COSTA VILLAGE I
UNIT I DEVELOPER IMPROVEMENTS
CARLSBAD, CALIFORNIA
FINAL REPORT OF TESTING AND OBSERVATION SERVICES
DURING CONSTRUCTION OF SITE IMPROVEMENTS
Gentlemen:
In accordance with your request, and our proposal LG-96379, dated December 10, 1996 (Project
No. 04229-12-18), we have provided compaction testing and observation services during the gradmg
of on-site improvements at the subject site. Our services were performed during the period of
September 2, 1997 through July 22, 1998. The scope of our services consisted of observing the
grading operation during the construction of site improvements and performing in-place density tests
in fill placed and compacted at the site. In-place density tests were performed during wall backfill
and utility trench backfill operations including joint trench, storm drain, sewer main, and water main
trenches. Additionally, in-place density tests were performed during the preparation of curb and
gutters, sidewalk, and subgrade soils and the placement of aggregate base and asphalt concrete
pavement. Laboratory tests were also performed to aid in evaluating the compaction characteristics
of various soil conditions encountered and/or used for fill.
The project plans were prepared by Project Design Consultants and are entitled Plans for the
Improvements of Arroyo La Costa, Unit 1 Developer Improvements, dated July 2, 1997. The project
soils report is entitled Final Report of Testing and Observation Services During Site Grading,
Arroyo La Costa, Unit 1, Lots 2 through 120, Carlsbad, California, prepared by Geocon
Incorporated, dated November 14, 1997 (Project No. 05871-12-01). References to elevations and
locations herein were based on surveyor's or grade checker's stakes in the field and/or interpolation
from the referenced plans. Geocon Incorporated did not provide surveying services and, therefore.
6960 Fbnders Drive • Son Diego, Caliiornia 92121-2974 • Telephone (619) 558-6900 • Fax (619) 558-6159
has no opinion regarding tlie accuracy of the as-graded elevations or surface geometry with respect
to the approved plans or proper surface dramage.
During the construction of site improvements, compaction procedures were observed and in-place
density tests were performed to evaluate the relative compaction of tiie fill material. In-place density
tests were performed using a nuclear density gauge in accordance with ASTM Test Procedure
D2922-81. Laboratory compaction tests on representative soil samples were performed in
accordance with ASTM Test Procedure D1557-91. In general, the on-site fill materials consist of
silty sand and fine sand and the imported material consisted of gravel and sand (Class II Base).
Laboratory tests on asphalt concrete were performed to verify conformance with Standard
Specifications for Public Works Construction (Green Book). The results of our laboratory tests
mdicated that asphalt concrete sample AC-3 did not meet the required stability value of 35, AC-2 did
not have an oil content within the required range, and AC-5 did not meet the required range for the
3/8-inch sieve and No. 4 sieve. The results of the in-place dry density and moisture content tests are
summarized in Table I and results of laboratory tests are summarized in Tables II through FV.
Saturated subgrade conditions were encountered at the intersection of Paseo Aliso at Olivenhain
Road. This area was over excavated approximately 2 feet and replaced with drier soils. Geotextile
fabric (Mirafi 600X) was placed at the bottom of the cleanout and at the interface of subgrade and
aggregate base. In addition, two perforated drainage pipes were installed at the bottom, prior to
backfilling, and drained to the adjacent storm drain structure.
In general, the results of the in-place density tests indicate that the wall backfill, utility trench
backfill, and sidewalk subgrade materials possess a relative compaction of at least 90 percent at the
locations tested. Similarly, in-place density tests indicate that the curb and gutter, subgrade, and
aggregate base materials possess a relative compaction of at least 95 percent at the locations tested.
In place density testing of asphalt concrete was performed during placement and compaction.
In-place density test results indicate that the specified compaction of 95 percent of the Hveem
density was achieved at the locations tested, with the exception of asphalt concrete tests AC-2, AC-3,
AC-4, and AC-5. These tests did not meet the required 95 percent relative compaction required.
Subsequently, on May 12, 1998, core samples were taken at the approximate location of asphalt
concrete tests AC-2 through AC-5 and were taken to our laboratory for testing. The results of our
tests indicated AC-2, AC-3, AC-4 and AC-5 achieved relative compactions of 96, 94, 95 and 96,
respectively.
ProjectNo. 05871-12-06 -2 - October 12, 1998
CONCLUSIONS AND RECOMMENDATIONS
1.0. General
1.1. Based on observations and test results, it is the opinion of Geocon Incorporated that the
grading of site improvements, which is the subject of this report, has been performed m
substantial conformance with the recommendations of the previously referenced project
soil report. The exceptions as noted above are, in our opinion, minor and should not
impact the long term performance of the asphalt pavement section.
2.0. Future Work
2.1. Any additional grading and/or improvement installation performed at the site should be
accomplished m conjimction with our observation and compaction testing services.
Grading plans for any future grading should be reviewed by Geocon Incorporated prior to
finalizing. AU trench backfill in excess of one-foot thick should be compacted to at least
90 percent relative compaction. This office should be notified at least 48 hours prior to
commencing additiona! grading or backfill operations.
3.0. Drainage
3.1. Adequate drainage provisions are imperative. Under no circumstances should water be
allowed to pond adjacent to unprovements. Finish grades should be established so that
drainage water is directed away from pavements, curb and gutters and sidewalks to
controlled drainage devices. Irrigation of landscape areas adjacent to pavements should be
monitored to provide just enough water to support plant life.
LIMITATIONS
The conclusions and recommendations contained herein apply only to our work with respect to
grading, and represent conditions at the date of our final observation of July 22, 1998. Any
subsequent grading should be done in conjunction with our observation and testing services. As
used herein, the term "observation" implies only that we observed the progress of the work with
which we agreed to be involved. Our services did not mclude the evaluation or identification of the
potential presence of hazardous or corrosive materials. Our conclusions and opinions as to whether
the work essentially complies with the job specifications are based on our observations, experience,
and test results. Subsurface conditions, and the accuracy of tests used to measure such conditions,
can vary greatly at any time. We make no warranty, expressed or implied, except that our services
ProjectNo. 05871-12-06 -3- October 12, 1998
were perfonned in accordance with engineering principles generally accepted at this time and
location.
We will accept no responsibility for any subsequent changes made to the site by others, by the
uncontrolled action of water, or by the failure of others to properly repair damages caused by the
uncontrolled action of water. The findmgs and recommendations of this report raay be invalidated
wholly or partially by changes outside our control. Therefore, this report is subject to review and
should not be relied upon after a period of three years.
If there are questions regarding this report, or if we may be of further service, please contact the
undersigned at your convenience.
Very truly yours,
GEOCON INCOR^ORA
David F. Leake
RCE 22527
KRB:DFL:mj
(6) Addressee
t\'^VjfxA^ '^^^C'i\j<^
Katheryn R. Bums
Staff Engmeer
ProjectNo. 05871-12-06 -4-October 12, 1998
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m NO pv rH cn <t vJ NO m CM cn o m CM cn cn cn -d-m m cn m
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m m m m m m m m m m m m m m m m m m m m m m m m
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0 ' 0
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rH 01 I \ \ \ \ \ \ \ \ JJ 1 NO ND NO NO NO NO o o 01
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X-S 1
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JJ 1 + + + + + + + + + + JJ
cfl 1 rH rH CM CM CM vd -d--d-
y ' rH rH rH rH rH rH rH rH cn cn tw
O ' o hJ ' o o o o o o O o o O 1 cn Crt Crt cn Cfl cn cn Crt Cfl Cfl 01 JJ 1 hH hH hH hH hH hH hH hH HH hH bO
in 1 hJ rA h-1 rA rA hJ h-J hJ rA td
01 • < < < < < < < <: < < cu —s H '
o O a o o o O o O o JJ
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NO 1 < < < <: <: < < < < < rH
o ' CU PH OA cu CU OA cu CU OA
CN uJ
01 rH 1 1^ r-v r^ CO CO Crt
1 1 CTv CTN CTv CTv CTN CTv CTN CTN CTN CTv
rH 01 • \ \ \ \ \ \ \ \ \ \ pv JJ • rH CM rH CM rH CM CM CM rH rH 01
00 tfl 1 o O o o o o O O CM CM UJ
m ca > \ \ \ \ "\ \ \ o o o o o o o O o o m m z rH rH rH rH rH rH rH rH o o No < < < JJ rH rH CM CN on m vd m NO r-v
JS u O ts -C CQ 2 -4 3 OJ X XI J^ s S 2 La c2
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O U
CM O
i
NO
o
CN
P^
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o u
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X)
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HJ
tu o
tu
PH
tfl «
Ea o
Z
TABLE 11
SUMMARY OF LABORATORY MAXIMUM DRY DENSITY
AND OPTIMUM MOISTURE CONTENT TEST RESULTS
ASTM Dl 557-91
Sample
No. Description Maximuin Dry
Density (pcf)
Optimum Moisture
Content (% dry wt)
18 Dark yellow-brown, fine SAND U5.0 14.5
20 Yellow-brown, Silty, fine SAND, with
trace clay 115.5 14.3
24 Light gray, fine to medium SAND 133.8 8.8
30 Gray, subangular to angular GRAVEL
with SAND, trace silt (Recycled Base)
138.5 7.1
32 Medium yellow-brown, angular to
subangular GRAVEL, some fine to
coarse sand, trace clay (Class II Base) 135.1 7.9
55 Crushed miscellaneous base 123.0 10.6
56 Dark yellow-brown, weU-graded
GRAVEL with SAND, trace silt (Treated
Base) 133.7 8.5
TABLE 111
SUMMARY OF LABORATORY ASPHALT CONCRETE TEST RESULTS
Sample No.
Asphalt Concrete Test Sample
No. AC-1
Sample No. Aggregate
Size
(in.)
Theoretical
Maximum
Density
(pcf)
Hveem
Maximum
Density
(pcf)
Stability Stability
AC-1 156.6 150.6 42 >35
AC-2 VA 155.7 149.8 46 >35
AC-3 V2 150.5 144.1 33 >35
AC-4 153.8 148.1 39 >35
AC-5 148.3 141.3 35 >35
ProjectNo. 05871-12-06 October 12, 1998
TABLE IV
SUMMARY OF LABORATORY ASPHALT GRADATION
AND ASPHALT CONTENT TEST RESULTS
Test Type
Asphalt Concrete
Green Book
Section 400-43
Specifications
Typem
Class B3
Test Type Sample No.
AC-1
Sample No.
AC-2
Sample No.
AC-3
Sample No.
AC-4
Sample
No. AC-5
Green Book
Section 400-43
Specifications
Typem
Class B3
Sieve Analysis
ASTM D-422
(Sieve Size)
(% Passing) (% Passing) (% Passing) (% Passing) (% Passing) (% Passing)
1 mch 100 100 100 100 100 100
3/4 inch 97.6 95.3 100 97.2 100 90-100
3/8 inch 74.4 68.5 80.7 70.6 86.5 60-84
No.4 53.2 50.3 49.7 54.4 66.9 40-60
No, 8 36.0 35.6 32.8 36.1 46.1 24-50
No. 30 18.6 15.7 14.6 13.9 20.4 11-29
No. 200 4.6 4.0 4.2 4.2 5.0 1-9
Oil Content (%)* 4.8 4.4 5.5 4.8 5.4 4.6-6.0
*Green Book refers to as "Asphalt %".
ProjectNo. 05871-12-06 October 12, 1998