HomeMy WebLinkAbout; Villages La Costa- The Oaks S. Neigbhorhood 3.11; Final Report Testing Observation-Site Grading; 2003-10-20ON E
FINAL REPORT OF
TESTING AND OBSERVATION
SERVICES PERFORMED
DURING SITE GRADING
VILLAGES OF LA COSTA -
THE OAKS SOUTH
NEIGHBORHOOD 3.11 AND CAMINO
JUNIPERO STATION 11+10 TO 31+00
CARLSBAD, CALIFORNIA
PREPARED FOR
REAL ESTATE COLLATERAL
MANAGEMENT COMPANY
C/o MORROW DEVELOPMENT INCORPORATED
CARLSBAD, CALIFORNIA
OCTOBER 20, 2003
GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS
ProjectNo. 06105-12-06
October 20, 2003
Real Estate Collateral Management Company
7o Morrow Development Incorporated
1903 Wright Place, Suite 108
Carlsbad, Califomia 92008
Attention: Mr. Tim O'Grady
Subject: VILLAGES OF LA COSTA - THE OAKS SOUTH
NEIGHBORHOOD 3.11 AND CAMINO JUNIPERO STATION 11+10 TO 31+00
CARLSBAD, CALIFORNIA
FINAL REPORT OF TESTING AND OBSERVATION
SERVICES PERFORMED DURING SITE GRADING
Gentlemen:
In accordance with your request and our proposal dated May 3, 2002, we have provided compaction
testing and observation services during the grading of the subject site and roadway alignment. Our
services were performed during the period of May 23, 2002 through October 16, 2003. The scope of
our services included the following:
• Observing the grading operation, including the removal and/or processing of topsoil,
colluvium, alluvium, undocumented fill, and undercutting of transition lots.
• Performing dry density and moisture tests in fill placed and compacted at the site.
• Performing laboratory tests to aid in evaluating maximum dry density and optimum moisture
content of the compacted fill soils. Additionally, laboratory tests were performed on samples
of soil present at finish grade to evaluate expansion characteristics, shear strength and water-
soluble sulfate.
• Preparing an "As-Graded" Geologic Map.
• Preparing this final report of grading.
The purpose of this report is to document that the grading for Neighborhood 3.11, which includes 53
single-family residential pads, a recreation area, one passive park site, and Camino Junipero
Station 11+10 to 31+00, has been performed in substantial conformance with the recommendations
of the project geotechnical report and that fill materials have been properly placed and compacted.
The recreation area and passive park site (Lot 186) are located immediately east of Lots 65 and 56,
6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (858) 558-6900 • Fox (858) 558-6159
respectively. The grading operations for Neighborhood 3.11 and a portion of Camino Junipero were
performed concurrently with other neighborhoods and the new aligimient of Rancho Santa Fe Road
within the Oaks South project.
GENERAL
The grading contractor for the project was Erreca's Incorporated of Lakeside, Califomia. Grading
plans for the project were prepared by Hunsaker and Associates and are entitled Grading and
Erosion Control Plans for Villages of La Costa, Slieet Nos. 1 througli 20, with City of Carlsbad
approval dated May 5, 2003. An electronic version of the grading plans was used as the base map for
our "As-Cjraded" Geologic Map (Figure 1, map pocket). The project geotechnical report is entitled
Update Geotechnical Investigation, Villages of La Costa - The Oaks, Carlsbad, Califomia, dated
August 3, 2001 (Project No. 06105-12-04).
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
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.
GRADING
The Villages of La Costa - The Oaks South Neighborhood 3.11 is located east of the future Rancho
Santa Fe Road alignment, south of Camino Junipero and north of the SDG&E utility line easement.
Camino Junipero borders the northem side of Neighborhood 3.11. Prior to grading, the site primarily
consisted of a series of north-south trending ridges and tributary canyons that ultimately intersected
Encinitas Creek along the southem boundary of The Oaks South development. Cirading for the site
consisted of daylight cuts and fills to achieve the finish grade elevations.
As shown on the above-mentioned grading plans, a 2:1 (horizontahvertical) fill slope was to be
constructed along the southem edge of Neighborhood 3.11. The top of the fill slope is located along
the rear of Lots 50 through 57 and Lot 186 (passive park site) and the southerly side of Avenida
Maravilla within Neighborhood 3.11. During grading operations, a constmction change was effected
that flattened the intended 2:1 fill slope to variable grades ranging from 2:1 to 10:1. The toe of this
fill slope is located within the SDG&E easement that borders the southem boundary of the
neighborhood. We understand that the constmction change was made to mitigate a cut/fill quantity
imbalance within The Oaks South development.
Grading began with the removal of bmsh and vegetation from the area to be graded. The brush was
then exported. Topsoils, slopewash and alluvial soils were removed to expose formational material.
Project No. 06105-52-06 - 2 - October 20, 2003
Within these areas, and prior to placing fill, the exposed (overexcavated) ground surface was
scarified (where possible), moisture conditioned, and compacted. Areas of remedial grading that
exposed metavolcanic rock were not scarified. Fill materials derived from on-site excavations were
then placed and compacted in layers until the design elevations were attained. In addition, fill was
placed as a result of the undercutting of the cut portion of cut-fill transition lots and lots where
metavolcanic rock, topsoil or clay was exposed at grade. Roadway and parkway undercuts were also
performed where metavolcanic rock was exposed. Roadway undercuts consisted of undercutting to a
depth of approximately 1 foot below the deepest utility. Parkway undercuts consisted of undercutting
to a depth of approximately 6 feet below finish grade. Lot undercuts consisted of undercutting to a
depth of at least 3 feet below finish grade.
Fill Materials and Placement Procedures
The on-site fill materials generally varied between angular gravels and boulders produced by onsite
blasting of hard metavolcanic rock to clayey fine sands, sandy to silty clay and sandy to clayey
gravels. Structural fill placed and compacted at the site consisted of material that can be classified
into three zones: (1) Zone A - Material placed within 3 feet from pad grade, 6 feet from parkway
grade, and within roadways to at least 1 foot below the deepest utility consisted of "soil" fill with a
maximum particle dimension of 6-inches. (2) Zone B - Material placed within 10 feet from pad grade
and below Zo«e A consisted of "soil-rock" fill with a maximum particle dimension of 12 inches. In
addition, material placed on the outer 6 feet of fill slopes and 2 feet below Zone A for fills in
roadways and parkways consisted of "soil-rock" fill with a maximum particle dimension of 12
inches. (3) Zone C - Material placed below Zone B consisted of "soil-rock" fill and "rock" fill with a
maximum particle dimension of 48 inches. It should also be noted that larger rocks with a maximum
dimension of approximately 8 feet were buried individually during "rock" fill grading operations.
Placement procedures for "soil-rock" and "rock" fills consisted of spreading and compacting the
material with a D9 or larger Caterpillar bulldozer with a maximum lift size of 3 feet. Materials
placed as "soil-rock" and "rock" fills were watered heavily during spreading to help properly fill
voids with finer material. During the placement of each lift, compactive effort was applied to the fill
by wheel-rolling with loaded rock tmcks such that the entire lift was compacted.
Soil fills were placed in lifts no thicker than would allow for adequate bonding and compaction. The
soil was moisture conditioned as necessary and mixed during placement and then compacted
utilizing conventional heavy-duty compaction equipment.
During grading operations, compaction procedures were observed and in-place density tests were
performed to evaluate the dry density and moisture content of the "soil" and "soil-rock" fill material.
The in-place density tests were performed in general conformance with ASTM Test Method
Project No. 06105-52-06 - 3 - October 20, 2003
D 2922-91, Standard Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear
Methods. Test excavations in "soil-rock" and "rock" fills containing larger rock particles typically
resulted in significant soil disturbance yielding unreliable in-place density test results. When this
occurred, test pits were excavated and observed for the condition of the rock and soil matrix with
respect to "seating" and void content. In-place density testing was not practical at these disturbed
locations. As such, in-place moisture tests were performed on the "soil-rock" and "rock" fill
materials. These in-place moisture tests have been summarized with a prefix "M" to designate an in-
place moisture content test only.
The results of the in-place dry density and moisture content tests are summarized on Table I. Grading
for Neighborhood 3.11 and Camino Junipero Station 11+10 to 31+00 was performed concurrently
with Neighborhoods 3.8 through 3.10 and 3.12 through 3.15 of the Villages of La Costa - The Oaks
South development. The results presented on Table I are for Neighborhood 3.11 and Camino
Junipero only. As such, the test numbers are not in consecutive order. It should also be noted that the
test numbers for Camino Junipero are located at the end of Table I. Additionally, the test numbers for
Camino Junipero represented on Table I are for the entire alignment within The Oaks South
development. Only those tests within the subject section of the alignment apply to this report. Any
tests taken beyond Camino Junipero Station 31+00 will be addressed in subsequent reports for other
neighborhoods.
Using methods suggested by AASHTO T224-86, corrections were made to the laboratory maximum
dry density and optimum moisture content on fill soils being tested containing rocks larger than %
inch. The values of maximum dry density and optimum moisture content presented on Table I reflect
these corrections.
In general, the in-place density test results indicate that the fill soil has a dry density of least 90
percent of the laboratory maximum dry density near to slightiy above optimum moisture content at
the locations tested. In addition, moisture tests performed in "soil-rock" or "rock" fills generally
indicate moisture contents at or above optimum. The approximate locations of the in-place density
and moisture content tests are shown on the "As-Graded" Geologic Map (Figure 1).
Laboratory tests were performed on samples of material used for fill to evaluate moisture-density
relationships, optimum moisture content and maximum dry density (ASTM D 1557-00), expansion
potential (ASTM D 4829-95), shear sti-ength (ASTM D 3080-98), and water-soluble sulfate content
(Califomia Test No. 417). The results of the laboratory tests are summarized on Tables II through V.
Project No. 06105-52-06 - 4 - October 20, 2003
Slopes
The project slopes consisted of cut and fill slopes constmcted with maximum heights of approxi-
mately 35 and 40 feet, respectively. Some sections of the cut slope on the eastem side of Camino
Junipero were cut to an approximate inclination of 1.5:1 (horizontahvertical) or flatter. The
remaining slopes within the site were constmcted at inclinations of 2:1 or flatter. It should be noted
that vertical cuts up to 6 feet in height exist at the toe of some slopes within Neighborhood 3.11. It is
our understanding that these vertical cuts will accommodate the constiuction of retaining walls along
the rear property line of some lots. All slopes should be planted, drained 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.
Subdrains
Subdrains were installed at the general locations shown on the "As-Graded" Geologic Map
(Figure 1). In addition, the subdrains were "as-built" for location and elevation by the project civil
engineer. The subdrains generally consisted of a 6- to 8-inch-diameter PVC perforated pipe placed in
crushed aggregate surrounded by Mirafi 140N (or equivalent) filter fabric. The drains were typically
placed at least 15 feet below grade and constructed at a gradient of at least 1 percent.
During construction, the subdrains were generally outlet into storm drain structures. The final
subdrain system which services Neighborhood 3.11 and Camino Junipero ultimately outiets near La
Costa Avenue at an energy dissipater headwall. The canyon subdrain outlets should be maintained
regularly to prevent sediment and debris from obstructing the free flow of water out of the subdrain
system.
Finish Grade Soil Conditions
Observations and laboratory test results indicate that the prevailing soil conditions within the upper
approximately 3 feet of finish grade of the lots have an expansion potential of "very low" to "me-
dium" (Expansion Index of 90 or less) as defined by Uniform Building Code (UBC) Table 18-I-B.
Table VI presents a summary of the indicated Expansion Index of the prevailing subgrade soil
conditions for each lot.
It should be noted that although rocks larger than 6 inch were not intentionally placed within the
street undercut fill and the upper 3 feet of pad grades, some larger rocks may exist at random
locations.
Some samples obtained for expansion testing were also subjected to water-soluble sulfate testing to
evaluate the amount of water-soluble sulfates within the finish-grade soils. These test results are used
Project No. 06105-52-06 - 5 - October 20, 2003
to determine the potential for sulfate attack on normal Portland Cement concrete. The test results
indicate sulfate contents that correspond to "negligible" sulfate exposure ratings.
Geocon Incorporated does not practice corrosion engineering. Therefore, results of these tests should
be reviewed by a corrosion consultant and appropriate recommendations should be implemented
during design and constmction of proposed improvements. The results of the water-soluble sulfate
tests are summarized on Table V.
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. Santiago Peak Volcanics (Jsp) were exposed at grade on
cut lots, cut slopes, cut areas within street right-of-ways, or in canyon cleanouts. Compacted soils
were placed in areas of fill and are designated as Qcf on Figure 1. In addition, compacted fill soil
placed in undercut areas is designated as Que.
The enclosed "As-Graded" Geologic Map (Figure 1) 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.
CONCLUSIONS AND RECOIVIMENDATIONS
1.0 General
1.1 Based on observations and test results, it is the opinion of Geocon Incorporated that the
grading to which this report pertains has been performed in substantial conformance with
the recommendations of the previously referenced project soils report and the geotechnical
requirements of the grading plans. Soil and geologic conditions encountered during
grading that differ from those anticipated in the project soils report are not uncommon.
Where such conditions required a significant modification to the recommendations of the
project soils report, they have been described herein.
1.2 No soil or geologic conditions were observed during grading that would preclude the
continued development of the property as planned. Based on laboratory test results and
field observations, it is the opinion of Geocon Incorporated that the fill soils observed and
tested as part of the grading for this neighborhood were generally compacted to a dry
density of at least 90 percent of the laboratory maximum dry density near to slightly above
optimum moisture content.
ProjectNo. 06105-52-06 -6- October20,2003
2.0 Future Grading
2.1 Any additional grading performed at the site should be accompUshed in conjunction with
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 density near or above optimum moisture content. This office should be
notified at least 48 hours prior to commencing additional grading or backfill operations.
3.0 Update Geotechnical Report
3.1 An update geotechnical report should be prepared by Geocon Incorporated for
Neighborhood 3.11. The report should include foundation recommendations for reducing
the detrimental effect of expansive soil and differential fill settlement across individual
structures. In addition, retaining wall recommendations and seismic design criteria should
be included, as well as other considerations such as swimming pools and concrete
flatwork.
4.0 Slope IVlaintenance
4.1 Slopes that are steeper than 3:1 (horizontahvertical) may, under conditions that are both
difficult to prevent and predict, be susceptible to near-surface (surficial) slope instability.
The instability is typically limited to the outer three feet of a portion of the slope and
usually does not directiy 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 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, 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 properly recompacted, (b) irrigation systems be periodically inspected and
maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and
adjacent to slopes be periodically maintained to preclude ponding 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 or repair a portion of the project's slopes in the future.
Project No. 06105-52-06 - 7 - October 20, 2003
5.0 Drainage
5.1 Adequate drainage provisions are critical to the future performance ofthe project. Under
no circumstances should water be allowed to pond. The 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.
5.2 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.
5.3 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
structures or imper-vious above-grade planter boxes be used. In addition, where
landscaping is planned adjacent to the pavement, we recommend constmction of a cutoff
wall along the edge of the pavement that extends at least 6 inches below the bottom of the
base material.
LIIVIITATIONS
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 on October 16, 2003. 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 include 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 were
performed 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 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.
Project No. 06105-52-06 - 8 - October 20, 2003
Should you have any questions regarding this report, or if we may be of further service, please
contact the undersigned at your convenience.
Very truly yours.
GEOCON INCORPORATED
SR:AS:JH:dmc
(6/del) Addressee
/M^Ho6bs
VEG 1524
ProjectNo. 06105-52-06 -9-October 20, 2003
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TABLE II
SUMMARY OF LABORATORY MAXIMUM DRY DENSITY
AND OPTIMUM MOISTURE CONTENT TEST RESULTS
ASTM D 1557-00
Sample
No. Description
Maximum
Dry Density
(pcf)
Optimum
Moisture
Content
(% dry vv'eight)
1 Orange to olive-brown, mottled, very Clayey
SAND 119.6 13.7
3 Olive gray, Sandy CLAY 119.0 12.7
4 Reddish brown, Clayey SAND 125.2 11.3
5 Dark brown, Sandy CLAY 116.4 16.1
7 Dark brown, Silty SAND 122.8 11.0
8 Reddish-brown, Gravelly, fine to coarse SAND
with trace silt 123.0 11.9
9 Reddish-gray, Sandy, fine to coarse GRAVEL
with trace clay 126.9 10.7
10 Yellowish-brown, Clayey, fine to coarse SAND 126.4 10.1
11 Light yellowish-brown, Silty CLAY with trace
sand 108.0 18.3
12 Dark olive-brown, Sandy, fine to coarse
GRAVEL with trace sand 143.0 6.9
13 Light Yellowish-brown, fine Sandy CLAY with
trace gravel 122.8 11.2
14 Dark Reddish-brown, fine to coarse Sandy
GRAVEL with trace clay 140.0 6.1
17 Light Olive-gray, Silty CLAY with sand and
gravel 117.6 13.4
26 Olive-brown, fine to medium, Sandy GRAVEL
with silt 138.5 6.9
33 Light brownish-gray GRAVEL with sand and
trace clay 135.4 7.5
Project No. 06105-52-06 October 20, 2003
TABLE III
SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS
ASTM D4829-95
Sample
No.
Moisture Content Dry Density
(pcf)
Expansion
Index
Sample
No. Before Test(%) After Test(%)
Dry Density
(pcf)
Expansion
Index
El 3.11-43 11.7 30.9 104.8 90
EI 3.11-75 10.4 23.3 111.1 41
EI 3.11-89 9.0 25.8 118.1 53
EI 3.11-90 9.3 19.8 118.0 4
EI 3.11-91 11.1 30.1 110.5 50
EI 3.11-100 7.4 19.3 118.1 2
EI 3.11-101 7.8 19.1 121.2 7
EI 3.11-106 8.5 16.1 116.7 12
EI 3.11-107 10.6 19.4 114.5 40
TABLE IV
SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS
ASTM D3080-98
Sample
No.
Dry Density
(pcf)
Moisture Content
(%)
Unit Cohesion
(psf)
Angle of Shear
Resistance (degrees)
DS-1 110.0 12.3 860 23
DS-2 113.9 10.7 710 26
Samples were remoltieci to approximately 90 percent of maximum dry (density at near optimum moisture content.
Project No. 06105-52-06 October 20, 2003
TABLE V
SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS
NEIGHBORHOOD 3.11, LA COSTA OAKS
CALIFORNIA TEST NO. 417
Sample No. Water-Soluble Sulfate (%) Sulfate Exposure
S-l 0.034 Negligible
S-2 0.060 Negligible
S-3 0.048 Negligible
S-4 0.031 Negligible
S-5 0.030 Negligible
TABLE VI
SUMMARY OF FINISH GRADE EXPANSION INDEX TEST RESULTS
LOT NOS. 29 THROUGH 81, NEIGHBORHOOD 3.11, LA COSTA OAKS
Lot Numbers Sample at
Finish Grade
Expansion
Index
UBC
Classification
29 through 38 EI 3.11-43 90 Medium
39 through 43 EI 3.11-89 53 Medium
44 through 49 EI 3.11-106 12 Very Low
50 through 56 EI 3.11-107 40 Low
57 EI 3.11-100 2 Very Low
58 through 63 EI 3.11-75 41 Low
64 through 66 EI 3.11-100 2 Very Low
67 through 71 EI 3.11-101 7 Very Low
72 through 76 EI 3.11-91 50 Low
77 through 81 EI 3.11-90 4 Very Low
Project No. 06105-52-06 October 20, 2003
TABLE Vll
SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS
LOT NOS. 29 THROUGH 81, NEIGHBORHOOD 3.11, LA COSTA OAKS
Lot No. Pad Condition Approximate Maximum
Depth of Fill
Approximate Depth
of Differential Fill
29 Fill 34 21
30 Fill 32 21
31 Undercut due to cut/fill transition 28 25
32 Undercut due to cut/fill transition 22 18
33 Undercut due to cut/fill transition 20 17
34 Undercut due to cut/fill transition 19 16
35 Fill 34 20
36 Fill 25 15
37 Undercut due to cut/fill transition 16 13
38 Undercut due to cut/fill transition 12 7
39 Fill 13 7
40 Fill 13 3
41 Fill 56 37
42 Fill 50 26
43 Fill 53 21
44 Fill 48 20
45 Fill 44 21
46 Fill 26 20
47 Fill 30 20
48 Fill 30 20
49 Fill 30 27
50 Fill 56 26
51 Fill 56 8
52 Fill 55 11
53 Fill 46 18
54 Fill 39 9
55 Fill 42 6
56 Fill 44 9
57 Fill 27 24
58 Undercut due to cut/fill transition 7 4
Project No. 06105-52-06 October 20,2003
TABLE Vll (Continued)
SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS
LOT NOS. 29 THROUGH 81, NEIGHBORHOOD 3.11, LA COSTA OAKS
Lot No. Pad Condition Approximate Maximum
Depth of Fill
Approximate Depth
of Differential Fill
59 Undercut due to cut/fill transition 12 8
60 Undercut due to rock 5 1
61 Undercut due to rock 4 1
62 Undercut due to cut/fill transition 14 10
63 Fill 37 27
64 Fill 31 14
65 Fill 57 37
66 Fill 57 37
67 Fill 32 11
68 Fill 29 7
69 Fill 33 13
70 Fill 33 12
71 Fill 36 13
72 Fill 53 22
73 Fill 48 23
74 Fill 41 13
75 Fill 42 11
76 Fill 50 15
77 Fill 54 11
78 Fill 55 10
79 Fill 62 17
80 Fill 48 11
81 Fill 46 17
I
I Project No. 06105-52-06 October 20, 2003