HomeMy WebLinkAboutCT 00-06; BRESSI RANCH; FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING; 2004-05-21CfO0 0 ç
FINAL REPORT
OF TESTING AND OBSERVATION
SERVICES PERFORMED
DURING SITE GRADING
ALICANTE ROAD NORTH
STATIONS 70+50 THROUGH 102+90
CARLSBAD, CALIFORNIA
PREPARED FOR
REAL ESTATE COLLATERAL
MANAGEMENT COMPANY
C1 MORROW DEVELOPMENT INCORPORATED
CARLSBAD, CALIFORNIA
MAY 21, 2004
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GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS (410>)
Project No. 06403-52-09
May 21, 2004
Real Estate Collateral Management Company
C10 Morrow Development Incorporated
1903 Wright Place, Suite 180
Carlsbad, California 92008
Attention: Mr. Tim O'Grady
Subject: ALICANTE ROAD NORTH STATIONS 70+50 THROUGH 102+90
CARLSBAD, CALIFORNIA
FINAL REPORT OF TESTING AND OBSERVATION
SERVICES PERFORMED DURING SITE GRADING
Gentlemen:
In accordance with your authorization of our Proposal No. LG-03204 dated May 6, 2003, we have
provided compaction testing and observation services during the grading of the subject roadway. Our
services were performed during the period of August 15, 2003 through October 8, 2003. The scope of
our services included the following:
Observing the grading operation, including the removal and/or processing of topsoil,
colluviurn and alluvium.
Performing in-place dry density and moisture content tests within fill materials placed and
compacted at the site.
Performing laboratory tests to aid in evaluating the maximum dry density and moisture
content and shear strength characteristics of various soils encountered and/or used for fill.
Preparing an "As-Graded" Geologic Map.
Preparing this final report of grading.
The purpose of this report is to document that the grading for the northern extension of Alicante Road
from Stations 70+50 through 102+90 has been performed in substantial conformance with the
recommendations of the project geotechnical report and that fill materials have been properly placed
and compacted.
I GENERAL
The grading contractor for the project was Signs and Pinnick, Incorporated, of El Cajon, California.
The project grading plans for Alicante Road Stations 70+50 through 102+90 were prepared by O'Day
6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (858) 558-6900 U Fax (858) 558-6159
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I Consultants and are entitled Grading and Erosion Control Plans For: La Costa Greens, Alicante
North, Sheet Nos. 1 through 9, with City of Carlsbad approval date of January 16, 2003. Grading
plans for Alicante Road Stations 70+50 through 102+90 were prepared by Hunsaker and Associates
I and are entitled Grading Plans for: Alicante Road, Sheets 1 through 9, with City of Carlsbad
approval date of August 18, 2003. A digital set of grading plans was used as the base map for our As-
Graded Geologic Map (Figures 1 through 3, map pocket)
I The project geotechnical report is entitled Update Soil and Geologic Investigation, Villages of La
Costa - The Greens, Volume I and II, Carlsbad, California, prepared by Geocon Incorporated, dated
June 25, 2001 (Project No. 06403-12-03).
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 grading plans. Geocon Incorporated does not
I provide surveying services and, therefore, has no opinion regarding the accuracy of the as-graded
elevations or surface geometry with respect to the approved grading plans or proper surface drainage.
I GRADING
I The grading operations for Alicante Road North and the adjacent levee were performed concurrently
with the development of the surrounding Villages of La Costa - The Greens project. A final report of
I grading for the adjacent Alicante North levee was originally presented under separate cover.
The subject section of Alicante Road extends from Poinsettia Lane to the northern boundary of The
I Greens development. Prior to grading, the western portion of the alignment consisted of a flat-lying
alluvial basin while the eastern portion traversed small ridges and tributary canyons that drained to
the west and ultimately southward to San Marcos Creek. Grading for the roadway consisted of
I daylight cuts and fills on the order of 20 and 35 feet, respectively, to achieve finish-grade elevations.
I Grading began with removal of brush and vegetation from the area to be graded. The brush was then
exported. Topsoil, colluvium and alluvial soils were removed to expose formational material. Within
these areas and prior to placing fill, the exposed (overexcavated) ground surface was scarified, I moisture conditioned as necessary, and compacted. Fill soils derived from excavations within The
Greens project were then placed and compacted in layers until the design elevations were attained.
Soil fills were placed in lifts no thicker than would allow for adequate bonding and compaction. The
I soil fill was moisture conditioned, as necessary, mixed during placement, and compacted utilizing
conventional heavy-duty compaction equipment.
I During the grading operations, compaction procedures were observed and in-place density tests were
performed to evaluate the dry density and moisture content of the fill material. The in-place density
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Project No. 06403-52-09 -2- May 21, 2004
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I tests were performed in general conformance with ASTM Test Method D 2922-01, Standard Test
Method for Density of Soil and Soil-Aggregate in Place by Nuclear Methods.
In general, the in-place density test results indicate that the fill soil has a dry density of at least 90
percent of the laboratory maximum dry density near to slightly above optimum moisture content at
I the locations tested. The approximate locations of the in-place density and moisture content tests are
shown on the As-Graded Geologic Map (Figures 1 through 3). A summary of the in-place density and
moisture content tests is presented on Table I.
As discussed above, grading for Alicante Road North was performed concurrently with the Villages
I of La Costa - The Greens development. The density test results presented on Table I apply to
Alicante Road North Stations 70+50 through 102+90 only. As such, the test numbers are not in
I consecutive order.
Laboratory tests were performed on samples of material used for fill to evaluate moisture density
I relationships, optimum moisture content and maximum dry density (ASTM D 1557-02), and shear
strength (ASTM D 3080-03). The results of the laboratory tests are summarized on Tables II and III.
I Slopes
I Slopes consisted of cut and fill slopes constructed at inclinations of 2:1 (horizontal to vertical) or
flatter, with maximum heights of approximately 40 feet. In general, fill slopes were slightly overbuilt,
back-rolled with a sheepsfoot compactor, and then trimmed back to finish grade. In our opinion, the I fill slopes possess an adequate factor of safety against deep-seated or surficial instability. A stability
fill was constructed along the eastern portion of Alicante Road, as shown on the As-Graded Geologic
I Map (Figures 1 through 3). Cut slopes were observed and mapped by an engineering geologist for
adverse geologic conditions that could affect slope stability. The westerly facing cut slope on the
I northern portion of the roadway generally consisted of discontinuous, randomly oriented, interbeds of
sandstone and claystone. Bedding attitudes observed during grading indicate low angles of dip
towards the southeast and northwest. It is our opinion that the cut slopes should be stable with
I respect to deep-seated failure, surficial sloughage, and adverse geologic structures do not present a
significant geologic hazard to future development of the site. All slopes should be planted, drained
I and maintained to reduce erosion. Slope irrigation should be kept to a minimum to just support the
vegetative cover. Surface drainage should not be allowed to flow over the top of the slope.
I Subdrains
Subdrains were installed at the general locations shown on the As-Graded Geologic Map. In addition, I the subdrains were "as-built" for location and elevation by the project civil engineer. The subdrains
generally consisted of 8-inch-diameter, Schedule 40 PVC perforated pipe placed in crushed aggregate
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Project No. 06403-52-09 -3- May 21, 2004
gravel surrounded by Mirafi 140N (or equivalent) filter fabric. The subdrains were placed at least 15
feet below finish grade and constructed at a gradient of at least 1 percent. After construction, the
subdrains were outlet at the western toe of the Alicante Road embankment. It should be noted that
grading operations within a natural drainage at the adjacent Bressi Ranch development encroached
onto a portion of The Greens project approximately 350 feet east of Alicante Road Station 95+50,
that will be further developed during future phases of The Greens grading. The remedial grading for
the Bressi Ranch development extended laterally beyond the toe of the embankment fill providing a
1:1 (horizontal:vertical) projection from the edge of fill downward into dense formational material.
Additionally, the Bressi Ranch subdrain was connected to our subdrain as shown on Figure 3. The
connection was constructed with solid pipe installed via a trench excavation through the alluvial soils
at the bottom of the canyon. We understand that the alluvial soils on adjacent sides of the excavation
will be removed during future remedial grading operations at The Greens development and a
perforated section of subdrain pipe will replace the current solid section.
SOIL AND GEOLOGIC CONDITIONS
The soil and geologic conditions encountered during grading were found to be similar to those
described in the project geotechnical report. Stiff to very hard, silty claystone and sandstone of the
Santiago Formation (Ts) and moderately dense to dense Terrace Deposits (Qt) were exposed in
cleanouts along portions of Alicante Road. Santiago Formation was also exposed at grade along the
"cut" portions of the alignment. The site primarily consists of compacted fill soil (QcO placed during
grading.
The enclosed As-Graded Geologic Map (Figures 1 through 3) depicts the general geologic conditions
observed. No soil or geologic conditions were observed during grading that would preclude the
continued development of the property as planned.
I CONCLUSIONS AND RECOMMENDATIONS
1.0 General
1.1 Based on observations and test results, it is the opinion of Geocon Incorporated that the
grading, which is the subject of this report, has been performed in substantial conformance
with the recommendations of the previously referenced project soil report. Soil and
geologic conditions encountered during grading that differ from those anticipated by the
project soil report are not uncommon. Where such conditions required a significant
modification to the recommendations of the project soil report, they have been described
herein.
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Project No. 06403-52-09 -4- May 21, 2004
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2.0 Future Grading
2.1 Any additional grading performed at the site should be accomplished in conjunction with
:I our observation and compaction testing services. Grading plans for any future grading
should be reviewed by Geocon Incorporated prior to finalizing. All trench and wall backfill
should be compacted to a dry density of at least 90 percent of the laboratory maximum dry
I density near to slightly above optimum moisture content. This office should be notified at
least 48 hours prior to commencing additional grading or backfill operations.
3.0 Slope Maintenance
I 3.1 Slopes that are steeper than 3:1 (horizontal: vertical) may, under conditions that are both
difficult to prevent and pedict, be susceptible to near-surface (surficial) slope instability.
I Tile instability is typically limited to the outer 3 feet of a portion of the slope and usually
does not directly impact the improvements on the pad areas above or below the slope. The
occurrence of surficial instability is more prevalent on fill slopes and is generally preceded
I by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage.
The disturbance and/or loosening of the surficial soils, as might result from root growth,
I soil expansion, or excavation for irrigation lines and slope planting, may also be a
significant contributing factor to surficial instability. It is therefore recommended that, to
the maximum extent practical: (a) disturbed/loosened surficial soils be either removed or
I properly recompacted, (b) irrigation systems be periodically inspected and maintained to
eliminate leaks and excessive irrigation, and (c) surface drains oil and adjacent to slopes be
I periodically maintained to preclude poilding or erosion. It should be noted that although the
incorporation of the above recommendations should reduce the potential for surficial slope
instability, it will not eliminate the possibility and, therefore, it may be necessary to rebuild
I or repair a portion of the project's slopes in the future.
1 4.0 Drainage
4.1 Adequate drainage provisions are critical to the future performance of the project. Under 110
circumstances should water be allowed to pond. Roadways, building pads, and sheet-
graded areas should be properly finish-graded so that drainage water is directed away from
foundations, pavements, concrete slabs, and slope tops to controlled drainage devices.
4.2 All underground utilities should be leak free. Utility and irrigation lines should be checked
periodically for leaks for early detection of water infiltration and detected leaks should be
repaired promptly. Detrimental soil movement could occur if water is allowed to infiltrate
the soil over a prolonged period of time.
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I 4.3 Landscaping planters adjacent to paved areas are not recommended due to the potential for
surface or irrigation water to infiltrate the pavement's subgrade and base course. We
recommend that subdrains to collect excess irrigation water and transmit it to drainage
I structures or impervious above-grade planter boxes be used. In addition, where landscaping
is planned adjacent to the pavement, we recommend construction of a cutoff wall along the
I edge of the pavement that extends at least 6 inches below the bottom of the base material.
i LIMITATIONS
The conclusions and recommendations contained herein apply only to our work with respect to
I grading and represent conditions at the date of our final observation on October 8, 2003. Any
subsequent grading should be done in conjunction with our observation and testing services. As used
I 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 include the evaluation or identification of the potential
presence of hazardous or corrosive materials. Our conclusions and opinions as to whether the work
I 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
I greatly at any time. We make no warranty, expressed or implied, except that our services were
performed in accordance with engineering principles generally accepted at this time and location.
I 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
I uncontrolled action of water. The findings and recommendations of this report may 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.
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Should you have any questions regarding this report, or if we may be of further service, please
I contact the undersigned at your convenience.
Very truly yours,
I GEOCON INCORPORATED
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Michael C. Ertwine
RC
ane Rodacker "oobs
Staff Geologist -
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63291
UP. 6/30106 rn HOOB MCE:SR:JI-I:bjl ir NO. 15
CERTIFIED
ENGINEERING *
(6/del) Addressee GIST On
I Op
IA 12-31-04
CA\.-
Project No. 06403-52-09 -6- May 21, 2004
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TABLE I
I SUMMARY OF FIELD-DENSITY TEST RESULTS
Test No. Date
Elev. Plus Field Field Field Reqd.
or 3/4" Dry Moist. Rd. Re!.
Depth Curve Rock Dens. Cont. Comp. Comp.
Location (ft) No. (%) (pcf) (%) (%) (%)
1
500
501
08/15/03 Alicante N 71+75
08/15/03 Alicanie N 73+00
502 08/15/03 Alicante N 75+00
503 08/15/03 Alicante N 76+00 1
504 08/15/03 Alicante N 72+30
505 08/15/03 Alicante N 73+70
509 08/19/03 Alicante N 73+00
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510 08/19/03 Alicante 73+20
514 08/19/03 Alicante 83+25
515 08/19/03 Alicante N 82+50
1 518 08/19/03 Alicante 83+65
• 521 08/19/03 Alicante 83+75
565 08/25/03 Alicante N 85+60
I 567 08/25/03 Alicante N 85+05
569 08/25/03 Alicante N 86+75
570 08/26/03 Alicante N 84+25
571 08/26/03 Alicante N 85+25
572 08/26/03 Alicante N 82+15
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573 08/26/03 Alicante N 86+10
574 08/26/03 Alicante N 84+90
575 08/26/03 Alicante N 83+00
576 08/26/03 Alicante N 84+15
577 08/26/03 Alicante N 87+00
578 08/26/03 Alicante N 9 1+00
579 08/27/03 -Alicante N 87+00
58Q . 08/27/03 Alicante N 80+00 k 581 08/27/03 Alicante N 76+00
582 08/27/03 Alicante N 77+20
583 08/27/03 Alicante N 75+75 1 584 08/27/03 Alicante N 90+10
585 08/27/03 Alicante N 91+10
I 585A
586
08/27/03 Alicante 91+10
08/27/03 Alicante N 88+05
587 08/27/03 Alicante N 79+55
1 589
58808/27/03 Alicante N 76+30
08/27/03 Alicante N 77+50
600 08/28/03 Alicante N 71+15
601 08/28/03 A!icante N 93+10 I 602 08/28/03 Alicante N 95+25
602 A 08/28/03 Alicante N 95+25
603 08/28/03 Alicante N 93+00
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604 08/28/03 Alicante N 92+95
604A 08/28/03 Alicante 92+95
605 08/28/03 Alicante N 95+40
605 A 08/28/03 Alicante N 95+40
92
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23 0 104.5 20.8 92 90
96 23 0 108.8 21.6 95 90
99 23 0 104.2 18.7 91 90
103 23 0 106.1 19.3 93 90
106 23 0 111.4 19.0 98 90
102 23 0 106.2 22.9 93 90
107 24 0 111.8 18.6 96 90
108 24 0 109.7 17.1 94 90
120 24 0 106.6 19.6 91 90
122 24 0 105.0 18.0 90 90
125 24 0 105.9 18.1 91 90
128 24 0 106.5 18.9 91 90
130 22 0 110.5 15.0 90 90
133 22 0 113.1 14.5 92 90
137 22 0 111.7 13.6 91 90
135 24 0 105.0 18.8 90 90
138 22 0 117.8 12.8 96 90
134 22 0 116.4 13.6 95 90
140 24 0 '107.0 16.6 91 90
142 22 0 110.5 12.4 90 90
137 22 0
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112.2 12.9 91 90
145 22 0 114.6 12.1 93 90
150 22 0 110.4 11.8 90 90
160 24 0 108.4 15.6 93 90
133 24 0 105.9 16.8 91 90
128 19 0 101.7 18.4 91 90
107 19 ' 0 100.8 19.1 90 90
110 19 0 102.0 17.3 91 90
113 24 0 105.3 15.7 90 90
163 24 0 108.4 17.3 93 90
167 24 0 104.6 10.1
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89 90
167 24 0 106.8 15.8 91 90
154 19 0 100.9 19.3 90 90
132 19 0 - 100.7 16.8 90 90
120 19 0 101.5 18.2 91 90
125 24 0 110.3 16.1 94 90
110 19 0 100.7 17.9 90 90
165 19 0 101.3 18.2 91 90
167 19 0 97.3 14.6 87 90
167 19 0 100.8 17.8 90 90
174 19 0 100.7 18.7 90 90
168 19 0 96.2 12.1 86 90
168 19 0 102.6 18.1 92 90
170 19 0 98.0 11.9 88 90
170 19 0 101.2 17.7 91 90
Project No. 06403-12-09 May 21, 2004
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TABLE I.
SUMMARY OF FIELD DENSITY TEST RESULTS
Test No. Date Location
Elev.
or
Depth
'. )
Curve
No.
Plus
3/4
Rock
(O/\ ' Oj
Field
Dry
Dens.
( jC
Field
Moist.
Cont.
(O./ 0)
Field
Re!.
Comp.
(O/\ oj
Reqd.
Rel.
Comp.
(0/ 0
606 08/29/03 Alicante N 94+90 171 24 0 108.0 15.6 92 90
607 08/29/03 Alicante 94+90 165 24 0 107.2 16.3 92 90
608 08/29/03 Alicante 94+80 167 19 0 101.0 19.3 90 90
609 08/29/03 Alicante 95+30 173 24 0 111.4 16.1 95 90
610 08/29/03 Alicante N 94+00 170. 24 0 111.8 9.7 96 --
620 09/02/03 Alicante 93+50 177 14 0 110.4 15.8 90 90
621 09/02/03 Alicante N92+80 181 14 0 112.8 12.2 92 90
622 09/02/03 Alicante N 95+00 179 14 0 109.8 15.4 90 90
623 09/02/03 Alicante 92+90 . 184 14 0 109.5 14.7 90 90
625 09/03/03 A1icante N 93+65 187 24 0 110.7 17.8 95 90
626 09/03/03 Alicante N92+50 190 24 0 105.1 18.8
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90 90
627 09/03/03 Alicante 95+75 182 24 0 106.5 21.6 91 90
628 09/03/03 Alicante 95+00 189 24 0 106.9 16.8 91 90
629 09/03/03 Alicante N 95+50 185 24 0 111.8 17.5 96 . 90
630 09/04/03 Alicante 96+00 170 24 0 109.2 16.8 93 90
631 09/04/03 Alicante N 95+75 174 24 0 104.9 20.4 90 90
632 09/04/03 Alicante 92+50 173 24 0 106.3 16.4 91 90
633 09/04/03 Alicante 93+60 179 24 0 105.1 19.8 90 90
634 09/04/03 Alicante N95+40 179 24 0 108.7 16.9 93 90
635 09/05/03 AlicanteN 94+90 182 24 0 104.8 19.5 90 90
636 09/05/03 Alicante N 93+00 176 24 0 110.0 17.0 . 94 90
637 09/05/03 Alicante 96+00 185 24. 0 106.9 16.7 91 90
638 09/05/03 Alicante N 93+50 188 24 0 109.7 16.7 94 90
639 09/05/03 Alicante 95+50 191 24 0 107.4 19.3 92 90
648 09/09/03 Alicante 96+15 . . 188 24 0 108.2 .16.9 - 92 90
649 09/09/03 Alicante 94+05 190 24 0. 105.9. - .18.7 91 90
650 09/09/03 Alicante N95+45 194 20 0 112.6 .13.1 91 . 90
651 09/09/03 Alicante N 96+80 196 20 0 110.9. 15.8 - 90 - 90
652 09/09/03 Alicante 95+10 198 24 0 107.0 18.3 91 90
653 09/10/03 Alicante N96+50 201 20 0 112.5 14.8 91 90
654 09/10/03 Alicante 96+30 203 20 0 111.4 13.1 90 90
655 09/10/03 Alicante N 73+50 113 24 0 108.2 18.4 92 90
656 09/10/03 Alicante N 77+20 125 24 0 106.9 19.4 91 90
657 09/10/03 Alicante N8O+35 134 20 0 110.7 15.2 90 90
658 09/10/03 Alicante 83+90 147 24 0 105.5 17.5 90 90
659 . - - 09/10/03 Alicante 86+90 . - 157 24 0 107.6 19.6 92 90
690 09/11/03 Alicante N9O+30 178 24 0 105.8 18.1 90 90
691 09/11/03 Alicante N93+60 199 24 0 105.9 18.0 91 90
692 09/11/03 Alicante 96+90 207 24 0 106.3 17.2 91 90
693. 09/11/03 Alicante 200 24 0 106.9 19.4 91 90
694 09/11/03 Alicante N9l+00 183 24 0 105.2 18.4 90 90
695 09/11/03 Alicante 87+95 160 24 0 106.8 18.0 91 90
696 09/11/03 Alicante 84+05 149 24 0 110.2 17.3 94 90
697 09/11/03 Alicante N 80+15 134 24 0 107.7 18.3 92 90
698 09/11/03 AlicanteN 74+85 119 24 0 107.2 19.6 92 90
Project No. 06403-12-09 May 21, 2004
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TABLE
SUMMARY OF FIELD DENSITY TEST RESULTS
Elev. Plus Field Field Field Req'd.
or 3/4" Dry Moist. Rel. Rel.
Depth Curve Rock Dens. Cont. Comp. Comp.
Test No. Date Location (ft) No. (%) (pcO (%) (%) (%)
699 09/11/03 Alicante N 73+20 122
700 09/11/03 Alicante 73+20 125
701 09/12/03 Alicante 67+95 110
780 09/22/03 Alicante N 102+40 236
780A 09/22/03 AlicanteN 102+40 236
781 09/22/03 Alicante 102+40 239
ST 912 10/08/03 Alicante 82+90 139
ST 913 10/08/03 Alicante N 91+90 185
ST 914 10/08/03 Alicante 95+45 194
24 0 108.9 18.1 93 90
24 0 109.4 17.8 94 90
24 0 111.2 17.0 95 90
24 0 101.4 11.3 87 90
24 0 107.9 14.8 92 90
24 0 108.3 15.1 93 90
24 0 104.9 13.9 90 90
24 0 105.6 15.0 90 90
24 0 105.0 14.4 90 90
Project No. 06403-12-09 May 21, 2004
TABLE I
EXPLANATION OF CODED TERMS
- TEST SUFFIX
A, B, C,... : Retest of previous density test failure, following moisture conditioning and/or recompaction.
- TRH(L-E)UT
Fill in area of density test failure was removed and replaced with properly compacted fill soil.
- PREFIX CODE DESIGNATION FOR TEST NUMBERS
FG - FINISH GRADE ST - SLOPE TEST
SZ - SLOPE ZONE
- CURVE NO.
Corresponds to curve numbers listed in the summary of laboratory maximum dry density and optimum
moisture content test results table for selected fill soil samples encountered during testing and observation.
- ROCK CORRECTION
For density tests with rock percentage greater than zero, laboratory maximum dry density and optimum
moisture content were adjusted for rock content. For tests with rock content equal to zero, laboratory
maximum dry density and optimum moisture content values are unadjusted.
-TYPE OF TEST
SC: Sand Cone Test (ASTM D1556)
NU: Nuclear Density Test (ASTM D2922)
OT: Other
- ELEVATION/DEPTH
Test elevations/depths have been rounded to the nearest whole foot.
Project No. 06403-12-09 - May 21, 2004
TABLE II
SUMMARY OF LABORATORY MAXIMUM DRY DENSITY
AND OPTIMUM MOISTURE CONTENT TEST RESULTS
ASTM D 1557-02
Sample
No. Description
Maximum
Dry Density
(pci)
Optimum
Moisture Content
(% dry weight)
14 Grayish brown, Silty, fine to coarse SAND 122.2 12.1
19 Olive-gray, Silty, fine SAND 111.8 15.8
20 Gray, Silty CLAY with fine to medium sand 123.5 11.0
22 Olive-gray, fine to coarse Sandy CLAY 123.1 11.1
24 Grayish green, fine to medium Sandy CLAY 117.0 14.7
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TABLE III
SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS
ASTM D 3080-03
Sample
No.
Dry Density
(pcf)
Moisture Content
(%)
Unit Cohesion
(psi)
Angle of Shear
Resistance (degrees)
20 111.2 11.0 767 15
22 109.6 12.0 370 20
24 105.3 11.5 1 477 35
Samples remolded to a dry density of approximately 90 percent of the laboratory maximum dry density at near-optimum 1 moisture content.
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Project No. 06403-52-09 May 21, 2004
I I
AS - GRADED GEOLOGIC MAP
ALICANTE ROAD NOR-rH
STATIONS 70+50 THROUGH 102+90
CARLSBAD, CALIFORNIA
c DATE GE000N $ ALE i"40' 05-21 -2004
INCORP ORATED # PROJECT NO. 06403-52-09 FIGURE
G€01ECHNICAL CONSULTANTS
6960 R.ANIXRS DRIVE- SAN DIEGO, CALIFORNIA 92121- 2974
PHONE 858 558-6900- FAX 858 558-6159 SHEET 3 OF 3
E:\2004\THE GREENS\G_AL$CANTEDWG1amT
- .........
I -
LEGEND
Qcf ........ COMPACTED FILL
Q al........ALLUVIUM (Dotted Where Buried)
Qt........TERRACE DEPOSIT (Dotted Where Buried)
Ts ........ SANTIAGO FORMATION (Dotted Where E3Uried)
APPROX. LOCATION OF GEOLOGIC CONTACT
(Dotted Where Buried)
ST-915 • ........ APPROX. LOCATION OF IN-PLACE DENSITY TEST
ST ... Slope Test
APPROX. LOCATION OF SUBDRAIN
APPROX. LOCATION OF BRESSI RANCI4 SUBDRAIN
APPROX. ELEVATION OF SUBDRAIN
APPROX. BASE OF FILL
APPROX. LOCATION OF STABILIZATION FILL
APPROX. ATTITUDE OF SEDIMENTARY BEDDING
GRAPHIC SCALE
0' 20' 40' 60' 80' 120' 240'
amid
SCALE 1"— 40'
E:2004THE GREENS\G_AL!CANTE.DWGIamI . •;.•.. ., -• .
_______
--. -......,..........-.
........-______-.....--.......
-______________ ...-. -.... __________..-.....-,-................-.... ...-...,................ .....-.... ,.........--..,................-
...
GRAPHIC SCALE
O 20' 40' 60' 80' 120' 240'
- SCALE 1 "-- 40'
004\THE GREENS\G_ALICANTE.DWG/am! .
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