HomeMy WebLinkAboutCT 98-14; Poinsettia Agricultural Property-Standard Pacific; Geotechnical Investigation Poinsettia Agricultural Property 06037-02-03; 1998-09-02-T
GEOTECHNICAL INVESTIGATION
POINSETTIA
AGRICULTURAL PROPERTY
CARLSBAD, CALIFORNIA
PREPARED FOR
STANDARD PACIFIC HOMES
SAN DIEGO DIVISION
SAN DIEGO, CALIFORNIA
SEPTEMBER 1998
GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS
RECEIVED
SEP 1 8 1998
CITY OF CARLSBAD
PLANNING DEPT
Project No. 06037-02-03
September 2, 1998
Standard Pacific Homes
San Diego Division
9335 Chesapeake Drive
San Diego, California 92123-1010
Attention: Mr. Gregg Linhoff
Subject: POINSETTIA AGRICULTURAL PROPERTY
CARLSBAD, CALIFORNIA
GEOTECHNICAL INVESTIGATION
Gentlemen:
In accordance with your request, and our proposal dated January 5, 1998, we have performed a
geotechnical investigation of a proposed approximately 80-acre residential development site located in
the City of Carlsbad in San Diego County, California. The accompanying report presents the results of
our study and our conclusions and recommendations regarding the geotechnical aspects of developing
the property as planned.
In our opinion, the site may be developed as planned provided the recommendations of this report
are followed. The treatment of extensive undocumented fill deposits associated with past agricultural
activities on the property will be the primary consideration during project development.
If 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
Thomas V. La
GE503
DBE:TVL:dmc
(6/del) Addressee
(1) Buccola Engineering
Attention: Mr. Phil Buccola
David B. Evans
CEG1860
CERTIFIED
ENGINEERING
GEOLOGIST
6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (619) 558-6900 • Fax (619) 558-6159
TABLE OF CONTENTS
1. PURPOSE AND SCOPE 1
2. SITE AND PROJECT DESCRIPTION 3
3. SOIL AND GEOLOGIC CONDITIONS 4
3.1. Compacted Fill (Qafl, Qaf2) 4
3.2. Undocumented Fill (Qudf) 5
3.3. Topsoil (Unmapped) 6
3.4. Colluvium/Alluvium (Qcol/Qal) 6
3.5. Terrace Deposits (Qt) 6
3.6. Santiago Formation/Torrey Sandstone (Tsa/Tt, Undifferentiated) 7
4. GROUNDWATER 7
5. GEOLOGIC HAZARDS 8
5.1. Geologic Structure And Local Faulting 8
5.2. Regional Faulting and Seismicity 9
5.3. Ancient Landslides 10
5.4. Liquefaction 10
6. CONCLUSIONS AND RECOMMENDATIONS 11
6.1. General 11
6.2. Groundwater 11
6.3. Subdrains 11
6.4. Soil and Excavation Characteristics 12
6.5. Grading 12
6.6. Slope Stability 14
6.7. Foundations 15
6.8. Retaining Walls and Lateral Loads 18
6.9. Drainage and Maintenance 19
6.10. Grading Plan Review 20
LIMITATIONS AND UNIFORMITY OF CONDITIONS
MAPS AND ILLUSTRATIONS
Figure 1, Vicinity Map
Figure 2 Geologic Map (Map Pocket)
Figure 3, Typical Canyon Subdrain Detail
Figure 4, Recommended Subdrain Cut-Off Wall
Figure 5, Subdrain Outlet Headwall Detail
Figure 6, Retaining Wall Drain Detail
Figure 7, Slope Stability Analysis
Figure 8, Slope Stability Analysis
Figure 9, Surficial Slope Stability Analysis
TABLE OF CONTENTS (Continued)
APPENDIX A
FIELD INVESTIGATION
Figures A-l-A-9, Logs of Borings
Figures A-10-A-46, Logs of Trenches
APPENDIX B
LABORATORY TESTING
Table B-l, Summary of Laboratory Maximum Dry Density and Optimum Moisture
Content Test Results
Table B-II, Summary of Laboratory Expansion Index Test Results
Table B-III, Summary of Direct Shear Test Results
APPENDIX C
RECOMMENDED GRADING SPECIFICATIONS
GEOTECHNICAL INVESTIGATION
1. PURPOSE AND SCOPE
This report presents the results of a geotechnical investigation for a proposed 23 9-lot residential
subdivision planned within the City of Carlsbad, California (see Vicinity Map, Figure 1). The
purpose of the investigation was to evaluate the surface and subsurface soil and geologic conditions
at the site and, based on conditions encountered, to provide recommendations pertaining to the
geotechnical aspects of developing the property as proposed. A previous geologic reconnaissance
report for the property was prepared by Geocon Incorporated entitled Geologic Reconnaissance,
Poinsettia Agricultural Property, Carlsbad, California, dated January 16, 1998. Additional pertinent
information relating to the proposed development area include:
1. Untitled Tentative Map by Buccola Engineering, scale 1 inch = 100 feet, plot date
August 26, 1998.
2. Preliminary Study, prepared by Manitou Engineering Company, dated November 14, 1997.
3. Thompson Property, Preliminary Study 6, Street Re-Alignment, prepared by Manitou
Engineering Company, dated November 12, 1997.
4. Topographic Survey of Portion of Zone 20, Carlsbad, California, prepared by Manitou
Engineering Company, dated September 3, 1997.
5. Geologic Maps of the Northwestern Part of San Diego County, California, California
Division of Mines and Geology, Open File Report 96-02, 1996.
6. Landslide Hazards in the Northern Part of The San Diego Metropolitan Area, San Diego
County, California (Encinitas Quadrangle), California Division of Mines and Geology, Open
File Report 95-04, 1995.
7. Interim As-Graded Geotechnical Report and Maps, Aviara Phase II, Carlsbad, California,
by Irvine Consulting Group, dated February 4 1993 (Volume I), and February 10, 1993
(Maps).
8. As-Graded Geotechnical Report, Alga Road and Poinsettia Lane, Aviara, Carlsbad,
California, prepared by Irvine Consulting Group, dated May 3, 1990.
9. Interim Compaction Report, Thompson's Rose Company Off-Site Fill Area, Carlsbad,
California, by Geopacifica, dated August 7, 1987.
10. Preliminary Geotechnical Investigation, the Pacific Rim Country Club and Resort, Phase I,
Carlsbad, California, prepared by San Diego Soils Engineering, Incorporated, date
January 29, 1986.
Project No. 06037-32-03 -1- September 2, 1998
11. Final Report of Testing and Observation Services During Mass Grading Operations,
Thompsons Rose Company Off-Site Fill, prepared by Geocon, Incorporated, dated January 8,
1986 (D-2743-M03).
12. Final Report of Testing and Observation Services During Mass Grading Operations for Sea
Pines, Carlsbad, California, by Geocon, Incorporated, dated March 14, 1984 (D-2743-M02).
13. Soil and Geologic Reconnaissance for Sea Pines, Carlsbad, California, by Geocon,
Incorporated, dated May 6,1982 (D-2743-M01).
14. Report of Testing and Observation Services for Spinnaker Hill Unit 3, Carlsbad Tentative
No. 73-39, prepared by Geocon, Incorporated, dated December 1, 1976, revised April 1,
1977.
15. In-house maps and records recorded during grading operations of Spinnaker Hill.
16. U.S. Geological Survey, 1968, Encinitas, California, 7.5 Minute Quadrangle Map,
photorevised 1975.
17. 1953 stereoscopic aerial photographs of the site and surrounding areas (AXN-8M-98,99).
The overall scope of this investigation consisted of performing the referenced site reconnaissance, a
review of published geologic literature and previous geotechnical reports pertinent to the site,
drilling 5 large-diameter borings and excavating 37 exploratory trenches. The approximate location
of the exploratory trenches and borings are depicted on the Geologic Map, Figure 2.
The field investigation of the site was performed in two separate phases. The initial study was
conducted in May and June, 1998, and was planned to identify and characterize the limits of
undocumented fill deposits in the northeastern portion of the project. The study area, also known as
the Tabata Property, was in the due-diligence phase of land purchase and geotechnical information
was requested to assist in the feasibility evaluation. Boring Nos. Bl, B2, and Trench Nos. Tl
through Til were excavated during this phase of study. The second phase of field work, conducted
in July, 1998, encompassed the overall property and was based on the recent tentative map
(Reference No. 1). Additional undocumented fill deposits, surficial deposits, and areas of proposed
excavation were explored during this phase of study. Boring Nos. B3 through B5, and Trench Nos.
T12 through T37 were excavated during the second phase of investigation.
Selected representative soil samples obtained during the second phase of investigation were
subjected for laboratory testing to evaluate pertinent engineering properties. Details of the field
investigation and laboratory testing are presented in Appendices A and B, respectively. The base
map used to depict the soil and geologic conditions consisted of a reproducible copy of an untitled
tentative map, scale 1-inch equals 100 feet, prepared by Buccola Engineering, Incorporated, plot date
August 26, 1998 (see Geologic Map, Figure 2). The Geologic Map depicts the configuration of the
Project No. 06037-32-03 -2- September 2, 1998
property, grading concept, existing topography, mapped geologic contacts and the approximate
locations of the exploratory excavations. The conclusions and recommendations presented herein are
based on an analysis of the data obtained from the exploratory field investigation, laboratory tests,
and our experience with similar soil and geologic conditions.
2. SITE AND PROJECT DESCRIPTION
The proposed project area encompasses a total of approximately 80-acres located in the Carlsbad
area of San Diego County, California. Specifically, the site is located on the north and south side
Poinsettia Lane east of Snapdragon Drive and west of Aviara Parkway. A portion of Rose Drive
extends onto the property from the southern side of Poinsettia Lane. The project area generally
consists of partially developed and undeveloped land with portions supporting active plant and
strawberry growing/packing operations with greenhouses and lightweight warehouse structures. The
northern approximately one half of the property is bisected by the existing Poinsettia Lane roadway
alignment and is primarily used for agricultural activities. A residential structure and warehouse-
type building are located in the northernmost portions of the site and another residence exists north
and east of the greenhouse complex on the southeast side of the property.
The site topography is characterized by a generally north-south trending natural ridge along the eastern
property boundary surrounded by gently sloping terrain descending primarily westward. Elevations
range from approximately 310 Mean Sea Level (MSL) to 180 MSL. Most of the property has been
modified by grading primarily associated with agricultural activities and construction of Poinsettia
Lane. Grading for Poinsettia Lane resulted in buttressed cut slopes up to 50-feet-high, inclined at 2:1
(horizontal: vertical) on both sides of the roadway. The southern project area contains a series of graded
pads which support the greenhouse and warehouse structures. Some grading has also occurred along
the ridge in the east central portion of the site and a substantial fill embankment has been placed in a
pre-existing canyon west of the intersection of Aviara Parkway and Poinsettia Lane.
The referenced tentative map indicates that proposed development includes grading to construct a
subdivision consisting of 231 residential building pads with the associated roadways and infrastructure
improvements. The main development area is located on the south side of Poinsettia Lane and two
smaller elements are planned on the north side of the roadway, east and west of the Tabata property.
The tentative map indicates that grading for the project will consist of cut and fill depths on the order
of 40 feet and 25 feet respectively, with cut and fill slopes having maximum heights of 35 feet and
30 feet, respectively, inclined at 2:1 (horizontal:vertical) or flatter. The plans also indicate that Rose
Drive and Allysum Road will be extended into the project south of Poinsettia Lane, and ingress and
egress north of Poinsettia Lane will be provided by Lemon Leaf Drive and Camino De Las Ondas.
Project No. 06037-32-03 - 3 - September 2, 1998
The locations and descriptions of the site and proposed development are based upon a site
reconnaissance, a review of the available plans, and our understanding of the proposed development.
If project details vary significantly from those described above, Geocon Incorporated should be
consulted to provide additional recommendations and/or analysis.
3. SOIL AND GEOLOGIC CONDITIONS
Two geologic formations and four surficial units were encountered during the site reconnaissance. The
surficial materials consist of compacted fill, undocumented fill, and topsoil, and undifferentiated
colluvium/alluvium. The geologic formations include Terrace Deposits and the Santiago Formation/
Torrey Sandstone (undifferentiated). Each of the soil and geologic units encountered is discussed
below in order of increasing age. The estimated aerial extent of each deposit, with the exception of
topsoil, is shown on the Geologic Map, Figure 2. It should be emphasized that the presence and extent
of the undocumented fill in the southern portion of the site is approximate due to obstructions caused by
the existing greenhouse/warehouse structures. The estimated limits of these deposits were interpolated
based on the limited subsurface information and a review of old topographic maps.
3.1. Compacted Fill (Qafl, Qaf2)
Artificial fill associated with slope buttressing is present on both sides of Poinsettia Lane which
extends through the north-central portion of the property (Qafl). It is understood that the slopes
were buttressed due to seepage conditions along the contact between a pervious sandstone unit and
less pervious siltstone lens within the Santiago Formation/Torrey Sandstone. Reference No. 8
presents details of the buttressing and the results of compaction testing and observation services
performed during the roadway grading. Proposed excavations planned along the southern portion of
the alignment will likely expose the fills and a buttress drainage system in the rear portion of several
building pads. The suitability of the fill will require evaluation where planned improvements extend
into these areas.
An additional area of artificial fill associated with the adjacent Sea Pines project (currently known as
Vista Pacifica, Reference No. 12), and a second phase of grading for Thompsons Rose Company
extends onto the west-central portion of the property (Qaf2). The fill materials were originally
derived from cuts within the Sea Pines project and consist primarily of silty to clayey sands. A
canyon subdrain was placed at the base of the fill and extends generally southwest to the western
project margin where it connects to an existing drainage facility (see Figure 2). Additional fill
materials were placed in this area during a subsequent phase of grading. It is understood that the fill
was derived from on-site cutting operations associated with the Thompsons Rose Company, and also
included material originating from several off-site sources.
Project No. 06037-32-03 -4- September!, 1998
Testing and observation services performed during the initial fill placement were provided by
Geocon, Incorporated (Reference No. 11). Geopacifica, Incorporated, provided compaction testing
and observation services during the subsequent grading phase (Reference No. 9). As part of the
second phase of grading a limited geotechnical investigation was conducted to evaluate the
moisture/density of the existing compacted fill, explore an additional fill placement area south of the
initial fill and identify the limits of uncontrolled materials that were placed at the site. The study
consisted of excavating 3 large-diameter borings, 7 exploratory trenches, and performing laboratory
testing. The report provides a discussion of the investigation and grading operation, and presents
compaction test results.
Trench Nos. T25 through T28 were conducted in the previously placed artificial fill area (Qaf2).
The materials encountered ranged from loose/soft to dense silty to clayey sands and sandy clays with
variable moisture contents. Where encountered, the fill thickness ranged from 4 feet to
approximately 16 feet. Due to the apparent absence of a uniform moisture-density condition within
the fill deposits designated as Qaf2, it will be necessary to perform additional evaluation of these
materials during future update studies to determine their suitability.
3.2. Undocumented Fill (Qudf)
Undocumented fills primarily associated with the construction of relatively level pads for the
greenhouse and warehouse structures were observed throughout the southern portion of the property.
Additionally, a substantial undocumented fill embankment was encountered in the northeastern
corner of the property where an existing natural drainage apparently had been filled during prior
agricultural operations. Several smaller deposits also presumed to have resulted from agricultural
grading were present in the central and along the eastern margins of the property.
Although these deposits were found to be approximately 45 feet-thick in the southeast corner of the
site (Boring No. Bl), it is estimated that in most areas the undocumented fills range in thickness
from 10 to 15 feet. Localized zones may be thicker where natural topographic depressions were
infilled during past agricultural grading operations. The undocumented fill deposits are generally
poorly consolidated and underlain by compressible surficial deposits (Trench Nos. Tl and T2), and
will require removal and compaction in areas of proposed development. It is anticipated that these
deposits are comprised primarily of silty to clayey sands derived from the on-site geologic materials.
As evidenced in Boring Nos. Bl and B2, Trench Nos. T3, T9, T10 and Tl 1, and on the As-graded
Geotechnical Map in Reference No. 8, portions of the undocumented fills on the property contain a
substantial amount of organic material and agricultural debris which will require special
consideration during site development.
Project No. 06037-32-03 -5- September 2, 1998
3.3. Topsoil (Unmapped)
Topsoils blanket the majority of the site and were encountered in most exploratory trenches that
were performed outside areas of prior agricultural grading. The average topsoil thickness observed
was approximately 2 to 3 feet. These materials are characterized as soft/loose, dry to wet, brown,
silty to clayey sand and sandy clay and silt. Topsoil deposits are typically unconsolidated and will
require removal and compaction in areas of planned development. Due to their typically low shear
strength and medium to high expansion potential, clayey topsoils should be placed in deeper fills (at
least 3 feet below finish grade) and away from the face of slopes.
3.4. Colluvium/Alluvium (Qcol/Qal)
Colluvial/Alluvial deposits (undifferentiated) were encountered in Trench Nos. T13, T14, T20, and
T22, and are presumed to be present in low-lying topographic areas predominantly along the western
portions of the site. Where observed, these deposits primarily consist of silty to clayey sands and
ranged in thickness from 3 to 10.5 feet. Thicker colluvial/alluvial deposits may be present
particularly in several pre-existing drainages that were infilled along the southwestern property
margin. These materials should be removed and compacted during remedial grading and the clayey
portions of this deposit should be placed at least 3 feet below finish grade.
3.5. Terrace Deposits (Qt)
Quaternary-age Terrace deposits were encountered in Boring Nos. 3 and 5, and in many of the trench
excavations throughout the site. Terrace Deposits were also mapped at the site in Reference Nos. 5
and 8. Based on the information from the excavations, and Reference No. 5, it appears that these
deposits occur at two levels on the property, one above an approximate elevation of 280 Mean Sea
Level (MSL) and one below 240 MSL. It is possible that the apparent separation between these
deposits has resulted from erosional processes. Based on Reference No. 5, the lower level deposit
correlates with the Baypoint Formation and the upper level with the Linda Vista Formation. Structural
measurements from the exploratory borings as well as as-graded information from Reference No. 8
suggest that the contact between the Terrace Deposits and underlying Santiago Formation/Torrey
Sandstone is irregular and non-uniformly dipping. Topographic interpretation of the contact, however,
suggests a gentle westerly dip.
Where observed, this deposit primarily consisted of dense, orange-brown, silty fine to coarse sand with
some gravel lenses and was found to be approximately 7 to 20 feet thick, particularly in the eastern
portion of the site. Thicker Terrace Deposits were encountered during grading of the adjacent
subdivision to the west. Very hard cemented areas were also observed within this unit. Due to its
Project No. 06037-32-03 - 6 - September 2, 1998
relatively minor thickness, it appears that prior agricultural grading activities may have removed
portions of this deposit along the southern margin of the property (see Trench No. T33). Terrace
Deposits typically possess adequate foundation support and slope stability characteristics in a natural or
properly compacted condition and generally have a very low to low expansion potential.
3.6. Santiago Formation/Torrey Sandstone (Tsa/Tt, Undifferentiated)
The geologic/geotechnical literature reviewed (Reference Nos. 5 and 10), and site observations indicate
that the Eocene-age Santiago Formation underlies the Terrace Deposits and surficial materials
throughout the property. Reference Nos. 7 and 8 classify the underlying formation as Torrey
Sandstone based on paleontological information obtained during grading of the adjacent Aviara
development. For the purpose of this study, the units have not been differentiated. The Santiago
Formation/Torrey Sandstone encountered during the study primarily consisted of dense, damp to
moist, light brown to light gray silty fine sandstone and fine sandy siltstone with some thin gray
bedding. Cemented zones and occasional olive and reddish-brown claystone lenses were also
observed during the investigation.
The sandstone portion of the Santiago Formation/Torrey Sandstone should provide adequate
foundation support and generally good slope stability characteristics in either a natural or properly
compacted condition. Although not encountered during the investigation, it should be noted that the
Santiago Formation can be prone to slope instability in the event that bedrock shear zones (bedding
plane shears) or thick claystones are exposed in cut slopes during grading. It is presumed that the
presence of bedding plane shears within this formation has resulted in the landsliding that has
occurred east of the property. The potential presence of these features will be evaluated during site
grading. Cohesionless sands which are erosive can also occur within this formation and may
necessitate additional landscape effort and/or surface stabilization measures if exposed in cut or fill
slope areas.
4. GROUNDWATER
Groundwater or seepage was observed in several of the exploratory excavations (Boring No. B3,
Trench Nos. T7, T15, T23, and T35) primarily within the formational units. Moderate seepage
conditions were also noted along both the north and south backcuts for the stability fills along
Poinsettia Lane (Reference No. 8). Perched groundwater and/or seepage in topsoil, alluvial, and/or
the bedrock units likely vary during periods of precipitation. In this regard, remedial grading may
encounter wet soils (Trench Nos. T7 and T35) and excavation and compaction difficulty particularly
if construction is planned during the winter months.
Project No. 06037-32-03 - 7 - September 2, 1998
Reference No. 9 indicates that a canyon subdrain was placed beneath the existing artificial fill along
the western margin of the property to intercept potential seepage at the base of the fill. Additional
subdrain systems will likely be necessary in areas of proposed development to intercept and convey
seepage migrating along impervious strata. The feasibility to construct effective drains, however,
may be limited by flow line constraints and/or the presence of suitable outlets. The Geologic Map,
Figure 2, indicates the anticipated location of potential subdrains. The ultimate drain locations will
be determined during remedial grading when the actual bedrock surface can be observed. This is
particularly important where the undocumented fills have obscured the existing topography along the
southwest property margin.
Additional subdrains may be necessary at the site in the event that seepage conditions are observed
during grading along impervious strata, or subsequent to development due to landscape irrigation. A
typical canyon subdrain detail is presented on Figure 3. Recommended subdrain cut-off wall and
outlet headwall details, are presented on Figures 4 and 5, respectively.
5. GEOLOGIC HAZARDS
5.1. Geologic Structure And Local Faulting
Due to the limited number of structural features observed during the drilling operations, a consistent
structural trend within the proposed project area could not be deduced. Bedding attitudes measured
during grading of the adjacent Aviara development and Poinsettia Lane (Reference Nos. 7 and 8)
suggest that the regional bedding within the Santiago Formation/Torrey Sandstone is dipping 3 to 5
degrees west to southwest. One attitude measured during this study in Boring No. B3 suggests the
bedding is dipping west to northwest. The unconformable contact between the Quaternary-age
Terrace Deposits and Eocene-age Santiago Formation/Torrey Sandstone appeared to be irregular
with a variable dip direction ranging from horizontal to 8 degrees west-northwest.
Several bedrock fractures observed in Boring Nos. 4 and 5 were striking north 20 to 50 degrees east
and dipping at a high angle. The fractures truncated two claystone beds in Boring No. B4 and an
offset of up to 2-inches (down to the northwest) was measured along the beds. Reference No. 8
indicates that "faulting was observed in the areas adjacent to Alga Road Stations 89+00 and at
approximately Stations 137+00 and 156+00". It is stated that "the steeply dipping faults trend north-
northeast and show normal separations of less than 20 feet". It is also concluded that "based on field
evidence, the faults mapped do not appear to have offset the Lindavista Formation" (Terrace
Deposits), and "No evidence of recent fault movement was observed during field mapping".
Project No. 06037-32-03 - 8 - September 2, 1998
It is possible that the series of northeast striking fractures which offset the claystone beds in Boring
No. 4 are associated with the affects of ancient faulting. It is also possible that the observed
deformation has resulted from stress relief within the bedrock due to lateral unloading of the
landslide complex directly east of the property. These types of extension fractures, which were
attributed to lateral unloading, were observed during remedial grading on the adjacent Spinnaker Hill
project (Reference No. 14). It is not anticipated that these features will significantly affect proposed
development, however, it is possible that undercutting of the building pad where fractures, faults, or
deformed materials are exposed may be necessary.
5.2. Regional Faulting and Seismicity
Based on the site reconnaissance, evidence obtained in the exploratory excavations, previous work
by others, and a review of published geologic maps and reports, the site is not located on any known
active or potentially active fault trace. The nearest known active fault is the Rose Canyon Fault
located approximately 5 miles to the west. Major earthquakes occurring on the Rose Canyon Fault,
or other active faults located in the southern California/northern Baja California area, could subject
the site to moderate to severe ground shaking within the life span of the proposed structures.
The distance of known faults to the site was determined from the computer program EQFAULT
(Blake, 1989a). A search radius of 62 miles was performed and 5 known active faults were
identified. Principle references used by EQFAULT in selecting faults to be included were Jennings
(1975), Anderson (1984) and Wesnousky (1986). The program EQFAULT was also used to estimate
ground accelerations at the site for the maximum credible and maximum probable seismic events.
Attenuation relationships developed by Joyner and Boore (1982) were used to estimate site
accelerations.
The results of the seismicity analyses indicate that the Rose Canyon Fault zone, the Offshore Zone of
Deformation (OZD), and the Elsinore Fault Zone are the dominant sources of potential ground
motion at the site. The Rose Canyon Fault Zone having a Maximum Credible (Upper Bound)
Magnitude of 7.0 and Maximum Probable Magnitude of 5.9, respectively, is considered to be the
source of the greatest seismic ground shaking within the property. The "maximum credible
earthquake" is defined as the maximum earthquake that appears capable of occurring under the
presently known tectonic framework, while the "maximum probable earthquake" is the maximum
earthquake that is considered likely to occur during a 100-year time interval (California Division of
Mines and Geology Note, Number 43). The estimated maximum credible and maximum probable
ground accelerations were calculated to be approximately 0.39 g and 0.22 g, respectively.
Project No. 06037-32-03 - 9 - September 2, 1998
Presented on the following table are the deterministic earthquake events for selected faults and
calculated peak site accelerations for the faults considered most likely to subject the site to ground
shaking.
TABLE 5.2.
DETERMINISTIC SITE PARAMETERS FOR SELECTED FAULTS
Fault Name
Rose Canyon
Newport-Inglewood (offshore)
Coronado Bank-Agua Blanca
Elsinore
San Diego Trough-Bahia Sol.
Distance
From Site
(miles)
5
9
21
25
30
Maximum Credible Event
Maximum
Credible
(Mag)
7.0
7.1
7.5
7.5
7.5
Peak
Site
Acceleration
(g)
.39
.25
.14
.11
.09
Maximum Probable Event
Maximum
Probable
(Mag)
5.9
5.9
6.7
6.6
6.2
Peak
Site
Acceleration
(g)
.22
.13
.09
.07
.04
5.3.Ancient Landslides
No ancient landslides were observed on the property during the reconnaissance or aerial photograph
review. However, two confirmed landslides and one suspected landslide exist along the east-facing
slope near the east-central and southeast property margin (see Figure 2). According to Reference
No. 7, the ancient landslide deposits east of the Poinsettia Agricultural Property have been mitigated
by conventional remedial grading procedures (i.e. complete or partial removal, slope buttressing,
stability fills, etc.). Slope inclinometers were installed adjacent to the subject property to monitor
slide movement during the grading and indicated that "no significant changes or deep seated
progressive movement" was recorded. It does not appear that the rear portions of the ancient
landslide deposits extend onto the subject property.
5.4. Liquefaction
The potential for liquefaction during a strong earthquake is limited to those soils which are in a
relatively loose, unconsolidated condition and located below the water table. Due to the relatively
high density and grain-size distribution characteristics of the fill and formational materials at the site,
and the absence of a permanent water table in development areas, the risk of seismically induced soil
liquefaction occurring at the property is considered very low.
Project No. 06037-32-03 -10-September2, 1998
6. CONCLUSIONS AND RECOMMENDATIONS
6.1. General
6.1.1. No soil or geologic conditions were encountered which would preclude the development
of the property, as presently planned, provided the recommendations of this report are
followed.
6.1.2. The surficial soils (undocumented artificial fill, topsoil, and colluvium/ alluvium) are not
considered suitable for the support of fill or structural loads in their present condition and
will require remedial grading in the form of removal and compaction. Removals as deep
as 45 feet or greater should be anticipated in the northeast corner of the site. Further
evaluation of the artificial fill located along the western property margin, and along the
Poinsettia Lane buttress areas will be necessary to determine their suitability to support
proposed improvements.
6.1.3. Removal and compaction of the undocumented fill embankment in the northeast corner of
site (north side of Poinsettia Lane) and several other areas of the site, will require careful
planning due to the amount of organic and agricultural debris that is present. Mechanical
sifting, hand picking and/or other means will likely be necessary to remove the
objectionable materials from the soil. It is also likely that portions of the embankments
will require exportation from the site due to inseparable organic and/or agricultural debris.
6.2. Groundwater
6.2.1. Perched groundwater and/or seepage was encountered in several of the exploratory
excavations. The most extensive occurrences of groundwater are anticipated in
topographic depressions and the limited drainage courses that may have been infilled
along the southwest property margin. It should be anticipated that remedial grading of
surficial deposits in these areas especially if grading is planned for the winter months will
encounter wet materials resulting in possible excavation and fill placement difficulties.
6.3. Subdrains
6.3.1. The geologic units encountered have permeability characteristics and/or fracture systems
that could be susceptible under certain conditions to groundwater seepage. The use of
canyon subdrains will likely be necessary to mitigate the potential for adverse impacts
associated with seepage conditions. Flow line and/or acceptable outlet constraints may
Project No. 06037-32-03 - 11 - September 2, 1998
limit the placement of subdrains. Figures 3 through 5 depict typical canyon subdrain
details. Several possible subdrain locations are depicted on Figure 2.
6.3.2 The final segment of subdrain should consist of non-perforated drain pipe. At the non-
perforated/perforated interface, a seepage cutoff wall should be constructed on the
downslope side of the junction in accordance with Figure 4. Subdrains that discharge into a
natural drainage course or open space area should be provided with a permanent head wall
structure in accordance with Figure 5.
6.3.3. The final grading plans should show the location of all proposed subdrains. Upon
completion of remedial excavations and subdrain installation, the project civil engineer
should survey the drain locations and prepare an "as-built" map depicting the existing
conditions.
6.4. Soil and Excavation Characteristics
6.4.1. The soil conditions encountered vary from low expansive, silty sands to potentially highly
expansive clayey topsoils, colluvium/alluvium and limited lenses of claystones/siltstones
within the Santiago Formation/Torrey Sandstone. Portions of the Terrace Deposits and
Santiago Formation/Torrey Sandstone will likely require moderately heavy to heavy
ripping due to the random occurrence of highly cemented zones. Oversize concretions and
cemented chunks are often generated and will require special handling and placement in
fill areas.
6.4.2. The surficial deposits may be very moist to saturated during the winter or early spring
depending on preceding precipitation and may require mixing with drier material or drying
prior to their use as compacted fill.
6.5. Grading
6.5.1 All grading should be performed in accordance with the Recommended Grading
Specifications contained in Appendix C and the city of Carlsbad Grading Ordinance.
Where the recommendations of Appendix C conflict with this report, the recommendations
of this report should take precedence.
6.5.2. Prior to commencing grading, a preconstruction conference should be held at the site with
the owner or developer, grading contractor, civil engineer, and geotechnical engineer in
attendance. Special soil handling and/or the grading plans can be discussed at that time.
Project No. 06037-32-03 -12- September 2, 1998
6.5.3. Site preparation should begin with the removal of all deleterious material and vegetation.
The depth of removal should be such that material exposed in cut areas or soils to be used
as fill is relatively free of organic matter. Material generated during stripping and/or site
demolition should be exported from the site.
6.5.4. All potentially compressible surficial soils (undocumented and unsuitable compacted fill,
topsoils, and colluvium/alluvium) within areas of planned grading should be removed to
firm natural ground and properly compacted prior to placing additional fill and/or
structural loads. The actual extent of unsuitable soil removals should be determined in the
field by the soil engineer and/or engineering geologist. Overly wet, surficial materials will
require drying and/or mixing with drier soils to facilitate proper compaction.
6.5.5. The site should then be brought to final subgrade elevations with structural fill compacted
in layers. In general, soils native to the site are suitable for re-use as fill if free from
vegetation, debris and other deleterious material. Layers of fill should be no thicker than
will allow for adequate bonding and compaction. All fill, including backfill and scarified
ground surfaces, should be compacted to at least 90 percent of maximum dry density at
approximately 2 percent over optimum moisture content, as determined in accordance with
ASTM Test Procedure D 1557-91. Fill materials near and/or below optimum moisture
content may require additional moisture conditioning prior to placing additional fill.
6.5.6. To reduce the potential for differential settlement, it is recommended that the cut portion
of cut-fill transition building pads be undercut at least 3 feet and replaced with properly
compacted "very low" to "low" expansive fill soils. It is likely that cut-fill transition pads
will result from the planned grading along the buttressed Poinsettia Lane slopes.
6.5.7. Cut pads exposing faulted/fractured geologic units, or concretions or cemented material
should be undercut at least 3 feet and replaced with properly compacted "very low" to
"low" expansive soil. Although not anticipated, in the event that ancient landslide
materials extend into the building pads on Lot Nos. 8 through 21, 145, or 146, similar
remedial measures or development setbacks may be necessary.
6.5.8. Where practical, the upper 3 feet of all building pads (cut or fill) and 12 inches in
pavement areas should be composed of properly compacted or undisturbed formational
"very low" to "low" expansive soils. The more highly expansive fill soils should be placed
in the deeper fill areas and properly compacted. "Very low" to "low" expansive soils are
defined as those soils that have an Expansion Index of 50 or less when tested in
accordance with UBC Table 18-I-B.
Project No. 06037-32-03 ^U~-September 2, 1998
6.5.9. Cobbles or concretions greater than 12 inches in maximum dimension should not be
placed within 10 feet of finish grade or 3 feet of the deepest utility. Cobbles and
concretions greater than 6 inches in maximum dimension should not be placed within 3
feet of finish grade in building pad areas.
6.6. Slope Stability
6.6.1. Slope stability analysis utilizing average drained direct shear strength parameters based on
laboratory tests and experience with similar soil types in nearby areas indicates that fill
slopes up to at least 50 feet high, constructed of on-site granular materials derived from
the Santiago Formation/Torrey Sandstone, should have calculated factors of safety of at
least 1.5 under static conditions for both deep-seated failure and shallow sloughing
conditions. Cut slopes up to 50 feet high were also found to possess a calculated factor of
safety in excess of 1.5 for a deep-seated failure condition provided they are free of
adversely dipping weak strata, or bedding plane shear zones. Deep-seated slope stability
and surficial slope stability calculations are presented on Figures 7 through 9.
6.6.2. It is recommended that all cut slope excavations be observed during grading by an
engineering geologist to verify that soil and geologic conditions do not differ significantly
from those anticipated.
6.6.3. The outer 15 feet (or a distance equal to the height of the slope, whichever is less) of fill
slopes should be composed of properly compacted granular "soil" fill to reduce the
potential for surficial sloughing. In general, soils with an Expansion Index of less than 90
or at least 35 percent sand size particles should be acceptable as "granular" fill. Soils of
questionable strength to satisfy surficial stability should be tested in the laboratory for
acceptable drained shear strength. Slopes should be compacted by backrolling with a
loaded sheepsfoot roller at vertical intervals not to exceed 4 feet and should be
track-walked at the completion of each slope such that the fill soils are uniformly
compacted to at least 90 percent relative compaction to the face of the finished sloped.
6.6.4. All slopes should be landscaped with drought-tolerant vegetation, having variable root
depths and requiring minimal landscape irrigation. In addition, all slopes should be
drained and properly maintained to
Project No. 06037-32-03 -14 - September 2, 1998
6.7. Foundations
6.7.1. The foundation recommendations that follow are for one- or two-story residential
structures and are separated into categories dependent on the thickness and geometry of
the underlying fill soils as well as the Expansion Index of the prevailing subgrade soils of
a particular building pad (or lot). The recommended minimum foundation and interior
concrete slab design criteria for each category is presented on the following table.
TABLE 6.7.1.
FOUNDATION RECOMMENDATIONS BY CATEGORY
Foundation
Category
I
II
III
Minimum
Footing Depth
(inches)
12
18
24
Continuous Footing
Reinforcement
One No. 4 bar top and bottom
Two No. 4 bars top and bottom
Two No. 5 bars top and bottom
Interior Slab
Reinforcement
6x6- 10/10 welded wire
mesh at slab mid-point
No. 3 bars at 24 inches on
center, both directions
No. 3 bars at 18 inches on
center, both directions
CATEGORY CRITERIA
Category I: Maximum fill thickness is less than 20 feet and Expansion Index is less than or
equal to 50.
Category II: Maximum fill thickness is less than 50 feet and Expansion Index is less than or
equal to 90, or variation in fill thickness is between 10 feet and 20 feet.
Category III: Fill thickness exceeds 50 feet, or variation in fill thickness exceeds 20 feet, or
Expansion Index exceeds 90, but is less than 130.
Notes:
1. All footings should have a minimum width of 12 inches.
2. Footing depth is measured from lowest adjacent subgrade.
3. All interior living area concrete slabs should be at least four inches thick for Categories I and II
and 5 inches thick for Category III.
4. All interior concrete slabs should be underlain by at least 4 inches (3 inches for Category III) of
clean sand or crushed rock.
5. All slabs expected to receive moisture sensitive floor coverings or used to store moisture
sensitive materials should be underlain by a vapor barrier covered with at least 2 inches of the
clean sand recommended in No. 4 above.
Project No. 06037-32-03 -15-September2, 1998
6.7.2. Foundations for either Category I, II, or III may be designed for an allowable soil bearing
pressure of 2,000 pounds per square foot (psf) (dead plus live load). This bearing pressure
may be increased by one-third for transient loads such as wind or seismic forces.
6.7.3 The use of isolated footings which are located beyond the perimeter of the building and
support structural elements connected to the building is not recommended for Category HI.
Where this condition cannot be avoided, the isolated footings should be connected to the
building foundation system with grade beams.
6.7.4 For Foundation Category III, the structural slab design should consider using interior
stiffening beams and connecting isolated footings and/or increasing the slab thickness. In
addition, consideration should be given to connecting patio slabs, which exceed 5 feet in
width, to the building foundation to reduce the potential for future separation to occur.
6.7.5 No special subgrade presaturation is deemed necessary prior to placing concrete, however,
the exposed foundation and slab subgrade soils should be sprinkled, as necessary, to maintain
a moist condition as would be expected in any such concrete placement.
6.7.6 Where buildings or other improvements are planned near the top of a slope steeper than 3:1
(horizontal:vertical), special foundations and/or design considerations are recommended due
to the tendency for lateral soil movement to occur.
• For fill slopes less than 20 feet high, building footings should be deepened such
that the bottom outside edge of the footing is at least 7 feet horizontally from the
face of the slope.
• Where the height of the fill slope exceeds 20 feet, the minimum horizontal distance
should be increased to H/3 (where H equals the vertical distance from the top of the
slope to the toe) but need not exceed 40 feet. For composite (fill over cut) slopes, H
equals the vertical distance from the top of the slope to the bottom of the fill portion
of the slope. An acceptable alternative to deepening the footings would be the use of
a post-tensioned slab and foundation system or increased footing and slab reinforce-
ment. Specific design parameters or recommendations for either of these
alternatives can be provided once the building location and fill slope geometry have
been determined.
• For cut slopes in dense formational materials, or fill slopes inclined at 3:1 (hori-
zontal:vertical) or flatter, the bottom outside edge of building footings should be at
least 7 feet horizontally from the face of the slope, regardless of slope height.
• Although other improvements which are relatively rigid or brittle, such as concrete
flatwork or masonry walls may experience some distress if located near the top of a
slope, it is generally not economical to mitigate this potential. It may be possible,
Project No. 06037-32-03 -16 - September 2, 1998
however, to incorporate design measures which would permit some lateral soil
movement without causing extensive distress. Geocon Incorporated should be
consulted for specific recommendations.
6.7.7. As an alternative to the foundation recommendations for each category, consideration
should be given to the use of post-tensioned concrete slab and foundation systems for the
support of the proposed structures. The post-tensioned systems should be designed by a
structural engineer experienced in post-tensioned slab design and design criteria of the
Post-Tensioning Institute (UBC Chap. 18, Div. Ill, §1815, 1994). Although this procedure
was developed for expansive soils, it is understood that it can also be used to reduce the
potential for foundation distress due to differential fill settlement. The post-tensioned
design should incorporate the geotechnical parameters presented on the following table
entitled Post-Tensioned Foundation System Design Parameters for the particular
Foundation Category designated.
TABLE 6.7.2.
POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS
Post-Tensioning Institute (PTI)
Design Parameters
1 . Thornthwaite Index
2. Clay Type - Montmorillonite
3. Clay Portion (Maximum)
4. Depth to Constant Soil Suction
5. Soil Suction
6. Moisture Velocity
7. Edge Lift Moisture Variation Distance
8. Edge Lift
9. Center Lift Moisture Variation Distance
10. Center Lift
Foundation Category
I
-20
Yes
30%
7.0ft.
-3.6ft.
0.7 in./mo.
2.6ft.
0.41 in.
5.3ft.
2.12 in.
II
-20
Yes
50%
7.0ft.
3.6ft.
0.7 in./mo.
2.6ft.
0.78 in.
5.3ft.
3.21 in.
m
-20
Yes
70%
7.0ft.
3.6ft.
0.7 in./mo.
2.6ft.
1.15 in.
5.3ft.
4.74 in.
6.7.8. UBC Chap. 18, Div. Ill, §1815, 1994 uses interior stiffener beams in its structural design
procedures. If the structural engineer proposes a post-tensioned foundation design
method other than UBC Chap. 18, Div. Ill, §1815, 1994, it is recommended that interior
stiffener beams be used for Foundation Categories II and III. The depth of the perimeter
foundation should be at least 12 inches for Foundation Category I. Where the Expansion
Index for a particular building pad exceeds 50 but is less than 91, the perimeter footing
depth should be at least 18 inches; and where it exceeds 90 but is less than 130, the
Project No. 06037-32-03 -17-September2, 1998
perimeter footing depth should be at least 24 inches. Geocon Incorporated should be
consulted to provide additional design parameters as required by the structural engineer.
6.7.9 The recommendations of this report are intended to reduce the potential for cracking of slabs
due to expansive soils (if present), differential settlement of deep fills or fills of varying
thickness. However, even with the incorporation of the recommendations presented herein,
foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit
some cracking due to soil movement and/or shrinkage. The occurrence of concrete shrinkage
cracks is independent of the supporting soil characteristics. Their occurrence may be
reduced and/or controlled by limiting the slump of the concrete, proper concrete placement
and curing, and by the placement of crack control joints at periodic intervals, in particular,
where re-entry slab corners occur.
6.8. Retaining Walls and Lateral Loads
6.8.1. Retaining walls not restrained at the top and having a level backfill surface should be
designed for an active soil pressure equivalent to the pressure exerted by a fluid density
of 30 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper
than 2.0 to 1.0, an active soil pressure of 40 pcf is recommended. These soil pressures
assume that the backfill materials within an area bounded by the wall and a 1:1 plane
extending upward from the base of the wall possess an Expansion Index of less than 50.
For those lots with finish grade soils having an Expansion Index greater than 50 and/or
where backfill materials do not conform with the above criteria, Geocon Incorporated
should be consulted for additional recommendations.
6.8.2. Unrestrained walls are those that are allowed to rotate more than 0.001H at the top of the
wall. Where walls are restrained from movement at the top, an additional uniform
pressure of 7H psf (where H equals the height of the retaining wall portion of the wall in
feet) should be added to the above active soil pressure.
6.8.3 All retaining walls should be provided with a drainage system adequate to prevent the
buildup of hydrostatic forces and should be waterproofed as required by the project architect.
The use of drainage openings through the base of the wall (weep holes, etc.) is not
recommended where the seepage could be a nuisance or otherwise adversely impact the
property adjacent to the base of the wall. A typical wall drainage detail is presented on
Figure 6. The above recommendations assume a properly compacted granular (Expansion
Index less than 50) backfill material with no hydrostatic forces or imposed surcharge load.
Project No. 06037-32-03 -18 - September 2, 1998
If conditions different than those described are anticipated, or if specific drainage details are
desired, Geocon Incorporated should be contacted for additional recommendations.
6.8.4 In general, wall foundations having a minimum depth and width of one foot may be designed
for an allowable soil bearing pressure of 2,000 psf, provided the soil within 3 feet below the
base of the wall has an Expansion Index of less than 90. The proximity of the foundation to
the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure.
Therefore, Geocon Incorporated should be consulted where such a condition is anticipated.
6.8.5 For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid
density of 300 pcf is recommended for footings or shear keys poured neat against properly
compacted granular fill soils or undisturbed natural soils. The allowable passive pressure
assumes a horizontal surface extending at least 5 feet or three times the surface generating
the passive pressure, whichever is greater. The upper 12 inches of material not protected by
floor slabs or pavement should not be included in the design for lateral resistance. An
allowable friction coefficient of 0.4 may be used for resistance to sliding between soil and
concrete. This friction coefficient may be combined with the allowable passive earth
pressure when determining resistance to lateral loads.
6.8.6 The recommendations presented above are generally applicable to the design of rigid
concrete or masonry retaining walls having a maximum height of 8 feet. In the event that
walls higher than 8 feet or other types of walls are planned, such as crib-type walls, Geocon
Incorporated should be consulted for additional recommendations. In particular, the
approximately 20-foot-high wall planned for the north side of a portion of Camino Del Norte
will require special consideration once the geometry of the wall is better defined.
6.9. Drainage and Maintenance
6.12.1 Good drainage is imperative to reduce the potential for differential soil movement, erosion
and subsurface seepage. Positive measures should be taken to properly finish grade the
building pads after the structures and other improvements are in place, so that the drainage
water from the buildings, lots and adjacent properties are directed off the lots and to the
street away from foundations and the top of the slopes. Experience has shown that even
with these provisions, a shallow groundwater or subsurface water condition can and may
develop in areas where no such water conditions existed prior to the site development; this
is particularly true where a substantial increase in surface water infiltration results from an
increase in landscape irrigation.
Project No. 06037-32-03 -19 - September 2, 1998
6.10. Grading Plan Review
6.10.1 The soils engineer and engineering geologist should review the Grading Plans prior to
finalization to verify their compliance with the recommendations of this report and determine
the need for additional investigation, comments, recommendations and/or analysis.
Project No. 06037-32-03 - 20 - September 2, 1998
LIMITATIONS AND UNIFORMITY OF CONDITIONS
1. The recommendations of this report pertain only to the site investigated and are based upon
the assumption that the soil conditions do not deviate from those disclosed in the
investigation. If any variations or undesirable conditions are encountered during
construction, or if the proposed construction will differ from that anticipated herein, Geocon
Incorporated should be notified so that supplemental recommendations can be given. The
evaluation or identification of the potential presence of hazardous or corrosive materials was
not part of the scope of services provided by Geocon Incorporated.
2. This report is issued with the understanding that it is the responsibility of the owner, or of his
representative, to ensure that the information and recommendations contained herein are
brought to the attention of the architect and engineer for the project and incorporated into the
plans, and the necessary steps are taken to see that the contractor and subcontractors carry
out such recommendations in the field.
3. The findings of this report are valid as of the present date. However, changes in the
conditions of a property can occur with the passage of time, whether they be due to natural
processes or the works of man on this or adjacent properties. In addition, changes in
applicable or appropriate standards may occur, whether they result from legislation or the
broadening of knowledge. Accordingly, the findings 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. 06037-32-03 September 2, 1998
SOURCE: 1998 THOMAS BROTHERS MAP
SAN DIEGO COUNTY, CALIFORNIA
REPRODUCED WITH PERMISSION GRANTED BY THOMAS BROTHERS MAPS.
THIS MAP IS COPYRIGHTED BY THOMAS BROS MAPS. IT IS UNLAWFUL TO COPY
OR REPRODUCE ALL OR ANY PART THEREOF. WHETHER FOR PERSONAL USE OR
RESALE. WITHOUT PERMISSION
GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 9212!-2974
PHONE 619 558-6900 - FAX 619 558-6159
VICINITY MAP
POINSETTIA AGRICULTURAL PROPERTY
CARLSBAD, CALIFORNIA
DE / TA DSK/ EOOOD DATE 09-02-1998 PROJECT NO. 06037 - 32 - 03 FIG. 1
1VICMAP
NATURAL GROUND
ALLUVIUM AND
COLLUVIUM REMOVAL
SEE DETAIL BELOW
BEDROCK
NOTE: FINAL 20' OF PIPE AT OUTLET
SHALL BE NON-PERFORATED
6" DIA. PERFORATED
SUBDRAIN PIPE
9 CUBIC FEET / FOOT OF OPEN
GRADED GRAVEL SUROUNDED
BY MIRAFI 140N (OR EQUIVALENT)
FILTER FABRIC
NOTES:
1....6-INCH DIAMETER SCHEDULE 80 PVC PERFORATED PIPE FOR FILLS
IN EXCESS OF 100-FEET IN DEPTH
2....6-INCH DIAMETER SCHEDULE 40 PVC PERFORATED PIPE FOR FILLS
LESS THAN 100-FEET IN DEPTH
NO SCALE
TYPICAL CANYON SUBDRAIN DETAIL
GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974
PHONE 619 558-6900 - FAX 619 558-6159
POINSETTIA AGRICULTURAL PROPERTY
CARLSBAD, CALIFORNIA
DBE/RSS DSK/GTYPD DATE 09-02-1998 PROJECT NO. 06037 - 32 - 03 FIG. 3
CYNDTAIL VI/IXVII/RSS
FRONT VIEW
CONCRETE
CUT-OFF WALL
6" MIN. (TYP)
6" MIN. (TYP)
6" MIN. (TYP)
NO SCALE
SIDE VIEW
— •
CONCRETE
(
A SOLID SUBDRAIN PIPE
///e$&///
12" MIN.
*•"'•*. *
• . '
* - "• * *d
* - ".
• —
\
\
•
t
6" MIN. (TYP).
." ." ." ." ." (PERFORATED SUBDRAIN PIPE \
6" MIN. (TYP)
NO SCALE
RECOAMAENDED SUBDRAIN CUT-OFF WALL
GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92I21 - 2974
PHONE 619 558-6900 - FAX 619 558-6159
POINSETTIA AGRICULTURAL PROPERTY
CARLSBAD, CALIFORNIA
DBE/RSS DSK/EOOOD DATE 09-02-1998 PROJECT NO. 06037 - 37 - 03 FIG. 4
RSCOW VI/IXVIIRSS
FRONT VIEW
SUBDRAIN
NO SCALE
SIDE VIEW
6"
SUBDRAIN
CONCRETE
HEADWALL
NOTE : HEADWALL SHOULD OUTLET AT TOE OF FILL SLOPE
OR INTO CONTROLLED SURFACE DRAINAGE NO SCALE
SUBDRAIN OUTLET HEADWALL DETAIL
GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974
PHONE 619 558-6900 - FAX 619 558-6159
POINSETTIA AGRICULTURAL PROPERTY
CARLSBAD, CALIFORNIA
DBE / RSS DSK/GTYPD DATE 09 - 02 -19981 PROJECT NO. 06037 - 32 - 03 FIG. 5
SOHD / VIII-IXVRSS
12" WIN.GROUND
SURFACE
RETAINING
WALL
3/4" CRUSHED
GRAVEL
MIRAFI 140
FILTER FABRIC
4" DIA PERFORATED
ABS OR ADS PIPE
^^^/m%^
NO SCALE
RETAINING WALL DRAIN DETAIL
GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974
PHONE 619 558-6900 - FAX 619 558-6159
POINSETTIA AGRICULTURAL PROPERTY
CARLSBAD, CALIFORNIA
DBE / RSS DSK/GTYPD DATE 09-02-1998 PROJECT NO. 06037 - 32 - 03 FIG. 6
RETWALL/VII-IXVRSS
PROJECT NO. 06037-32-03
ASSUMED CONDITIONS:
Slope Height
Slope Inclination
Total Unit Weight of Soil
Angle of Internal Friction
Apparent Cohesion
No Seepage Forces
H = 50 feet
2:1 (Horizontal:Vertical)
yt =130 pounds per cubic foot
(|> = 32* degrees
C = 500* pounds per square foot
*Cohesion and friction angle adjusted to correct for
cementation
ANALYSIS:
Ya|, = yHtamb Equation (3-3), Reference 1
C
FS = NrfC Equation (3-2), Reference 1
YH
Ye* = 8.12 Calculated Using Eq. (3-3)
Nrf = 28 Determined Using Figure 10, Reference 2
FS = 2.2 Factor of Safety Calculated Using Eq. (3-2)
REFERENCES:
(1) Janbu, N., Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soil Mechanics,
Series No. 46, 1954.
(2) Janbu, N., Discussion of J. M. Bell, Dimensionless Parameters for Homogeneous Earth Slopes,
Journal of Soil Mechanics and Foundation Design, No. SM6, November 1967.
CUT SLOPE STABILITY ANALYSIS
POINSETTIA AGRICULTURAL PROPERTY
CARLSBAD, CALIFORNIA
FIGURE NO. 7
PROJECT NO. 06037-32-03
ASSUMED CONDITIONS:
Slope Height
Slope Inclination
Total Unit Weight of Soil
Angle of Internal Friction
Apparent Cohesion
No Seepage Forces
H = 50 feet
2:1 (Horizontal:Vertical)
Y, =130 pounds per cubic foot
<(» = 34 degrees
C = 500 pounds per square foot
ANALYSIS:
= yHtanj
C
FS =
Nrf =
FS =
Equation (3-3), Reference 1
Equation (3-2), Reference 1
8.77 Calculated Using Eq. (3-3)
29 Determined Using Figure 10, Reference 2
2.2 Factor of Safety Calculated Using Eq. (3-2)
REFERENCES:
(1) Janbu, N., Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soil Mechanics,
Series No. 46, 1954.
(2) Janbu, N., Discussion of J. M. Bell, Dimensionless Parameters for Homogeneous Earth Slopes,
Journal of Soil Mechanics and Foundation Design, No. SM6, November 1967.
FILL SLOPE STABILITY ANALYSIS
POINSETTIA AGRICULTURAL PROPERTY
CARLSBAD, CALIFORNIA
FIGURE NO. 8
PROJECT NO. 06037-32-03
ASSUMED CONDITIONS:
Slope Height
Depth of Saturation
Slope Inclination
Slope Angle
Unit Weight of Water
Total Unit Weight of Soil
Angle of Internal Friction
Apparent Cohesion
Slope saturated to vertical depth Z below slope face.
Seepage forces parallel to slope face
ANALYSIS:
H = Infinite
Z = 3 feet
2:1 (Horizontal :Vertical)
i = 27 degrees
yw = 62.4 pounds per cubic foot
y, = 130 pounds per cubic foot
<|> = 34 degrees
C = 500 pounds per square foot
YtZ sin/ cos/
= 3.8
REFERENCES:
(1) Haefeli, R. The Stability of Slopes Acted Upon by Parallel Seepage, Proc. Second International
Conference, SMFE, Rotterdam, 1948, 1, 57-62.
(2) Skempton, A. W., and F. A. Delory, Stability of Natural Slopes in London Clay, Proc. Fourth
International Conference, SMFE, London, 1957,2, 378-81.
SURFICIAL SLOPE STABILITY ANALYSIS
POINSITTIA AGRICULTURAL PROPERTY
CARLSBAD, CALIFORNIA
FIGURE NO. 9
I
I
I
I
I
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APPENDIX A
FIELD INVESTIGATION
The field investigation was performed on May 29 (Trench Nos. Tl through Til), June 3 (Boring
Nos. Bl and B2), July 13 (Trench Nos. T12 through T37), and July 14 (Boring Nos. B3 through B5),
1998, and consisted of a visual site reconnaissance, the excavation of 5 large-diameter borings and
37 backhoe trenches. The approximate locations of the exploratory borings and trenches are shown
on Figure 2.
The borings were advanced to depths ranging from 20 to 50 feet below existing grade using an
Earthdrill 45 truck-mounted drill rig equipped with a 30-inch-diameter bucket auger. Relatively
undisturbed samples were obtained by driving a 3-inch, split-tube sampler 12 inches into the
undisturbed soil mass with blows from a telescoping Kelly bar varying in weight from 1800 to 4500
pounds. The sampler was equipped with six 1-inch by 2.5-inch brass sampler rings to facilitate
removal and testing. Bulk samples were also obtained.
The backhoe trenches were advanced to depths of 5 to 16 feet using a JD 510 extend-a-hoe equipped
with a 24-inch-wide bucket. The soils encountered in the borings and backhoe trenches were
visually examined, classified, and logged. Logs of borings and backhoe trenches are presented on
Figures A-1 through A-46. The logs depict the soil and geologic conditions encountered and the
depth at which samples were obtained.
Project No. 06037-32-03 September 2, 1998
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
nU
- 2 -
- 4 -
—
- 6 -
- 8 -
-
- 10 -
- 12 -
- 14 -
- 16 -
- 18 -
-
- 20 -
-
- 22 -
- 24 -
- 26 ~
- 28 -
SAMPLE
NO.
Bl-1
Bl-2
&
$
COo
o
H_l
M-J-"T-l"
-'if-it- 1 L"i •Y!":{{;.
']".,"
.]. .•
1-1•jj.- i1 "
T- "
:"j !'.
fti j-
"•1 •. i- 1"i- 1 ~
|t.
• i {.-
|J '
:{{.
Y}"
"' f.j I.-
'!'-,"\ •• i i.
'., j -
|f.
-
.
.
-
ceLU
<n
a
0
CO
SOIL
CLASS
(USCS)
SM
SM
SM
T*rf^T>TTk.T^1 T* *tBORING B 1
ELEV. (MSL.) 291 DATE COMPLETED 6/3/98
EQUIPMENT EARTHDRILL MODEL 45L
MATERIAL DESCRIPTION
UNDOCUMENTED FELL
Loose, moist, reddish brown, Silty, fine to medium
SAND with trace clay
-Mottled with light gray clayey, fine sand at 4 feet
-Trace asphalt chunks beginning at 6 feet
-Large concrete chunk and 6 inch diameter metal
i pipe piece at 9 feet '
Loose, moist, dark gray, Silty, fine to medium SAND
with abundant wood chips and organic debris,
aluminum electric wire
-T-shirt, metal pipe (1 inch diameter) at 13 feet
-Difficult drilling at 14 feet - concrete pieces
-Decreasing organic content at 17 feet
-Very difficult drilling at 20.5 feet - concrete
Loose, humid, light gray, Silty, fine to medium SAND
with concrete chunks, timber chunks, pink concrete
-Reinforcing steel in concrete at 28 feet
-Abundant wood debris(appearance of brush) at 29
feet
zu~
H^K
^C i^ \{y /,!* CO
UJWOuijjjffi
-
—
—
-
-
_
>_
-
-
-
-
-
-
_
_
k_
tn *Z":
Q •
ai~0
~
0:^
HJffEg
CJ
^ Figure A-l Log of Boring B 1, page 1 of 2 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL D ... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
I! ... DISTURBED OR BAG SAMPLE ik] ... CHUNK SAMPLE Jf. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
- 32 -
- 34 -
-
- 36 -
-
- 38 -
- 40 -
- 42 -
-
-_
- 46 -
SAMPLE
NO.
Bl-3 i
>
o
o
H
I1' -•1 1-
>-}"
I
"I- ••-
-J-
I1--- 1 j-
-\\-'
r -::]:}-;-
^/'/.
* r *"
" 1 1 'I-;k"\\\j 1 1-- r-1 1 -i
ce
UJ
<r-»
oo*
SOIL
CLASS
(USCS)
SM
SC
SM
BORING B 1
ELEV. (MSL.) 291 DATE COMPLETED 6/3/98
EQUIPMENT EARTHDRBLL MODEL 45L
MATERIAL DESCRIPTION
-Debris at 35 feet includes cloth fabric, 1/4-inch
flexible tubing and broom
-Increasing moisture at 36 feet, strong organic odor
-Becomes dark gray
-Aluminum car molding, timber at 37.5 feet
-Wood debris increasing at 38 feet
-Rebar at 40 feet, pieces of brick
TOPSOIL?
A^rtt ct hrrtu/n ^1 nv^v fin** tn tnAHinm ^ A ^JT^A^ iviuioi, uiuwii, v^i<iycy, line LU iiivuiuiii o/\i^)jLx /•
SANTIAGO FORMATION/TORREY SANDSTONE
Dense, moist, light olive gray, Silty, fine to medium
SANDSTONE
BORING TERMINATED AT 47 FEET
BORING LOGGED FROM SURFACE
Zm~O /j •z*^_ ff •">t 1* \fy J** WJ
|!| H Q
Ul^ffl0.°^^
-
>-
|—rH #
^Z
oe~a
^• .j #>j
fy* ^^isQ^
CZ
u
Figure A-2 Log of Boring B 1, page 2 of 2 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
83 ... DISTURBED OR BAG SAMPLE
B . . . STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
- nU_
- 2 -
- 4 -
- 6 -
_
- 8 -
- 10 -
"
- 12 -
- 14 -
- 16 -
-
- 18 -
- on —zu
-
- 22 -
-
- 24 -
- 26 -
- 28 -
-
SAMPLE
NO.
B2-1 §
-'
•
/
-'_
.
-'_
•
-
•
-
C!c
3
1-
'-
-
•
•
'•-
"
/I
:-
•
•-i•
•:•
~\
H
>i
ii
-i
-ik
-
.
-
-
_-_
_-_
a:LUi—<E
a
o
CD
SOIL
CLASS
(USCS)
SM
SM
SM
SP-SM
"•^ ^^"•'^ Tnk.T^""1i T^ /%BORING B 2
ELEV. (MSL.) 289 DATE COMPLETED 6/3/98
EQUIPMENT EARTHDRILL MODEL 45L
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, moist, reddish brown, Silty, fine to medium
SAND
Loose, moist, brown, Silty, fine to medium SAND
with clay and asphalt and trace concrete chunks
Loose, moist, dark gray, Silty, fine to medium SAND
with asphalt and concrete chunks
-Very difficult drilling due to concrete pieces from 7
feet to 1 1 feet
-Debris is predominantly non-organic
Loose, moist to very moist, gray, fine to medium
SAND with silt and rounded gravel to 3 inches
(cobble appearance)
-Trace pieces of thick plastic at 28 feet
-Lens of off-white, fine to medium sand with silt
Z siO(j •
1" 2 ,
ff ^. \
Q£ fn CO
LUHO
SUfflQ. ^
-
-
-
-
-
-
-
-
-
-
-
j_
1—^fn •
ujjQ •
j£^
a
/^
UJ-^u:^
H^Eou
Figure A-3 Log of Boring B 2, page 1 of 2 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
... DISTURBED OR BAG SAMPLE i] . . . CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
30
- 32 -
-
- 34 -
SAMPLE
NO.
B2-2 *•
$ITHOLOGY_j
. •'-
$?!*» .ll*t**:f: <['
.v *.r..•i* *.r.OUNDUATER 1oeCO
SOIL
CLASS
(USCS)
SP-SM
BORING B 2
ELEV. (MSL.) 289 DATE COMPLETED 6/3/98
EQUIPMENT EARTHDRILL MODEL 45L
MATERIAL DESCRIPTION
SANTIAGO FORMATION/TORREY SANDSTONE
Dense, moist, off-white, fine to medium
SANDSTONE with silt, lightly cemented
BORING TERMINATED AT 35 FEET ETRATIONISTANCEJUS/FT.)ui^nQ- ^
14 DENSITY.C.F.)>£
o
/-s
o:^
g|
u
Figure A-4 Log of Boring B 2, page 2 of 2 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
H ... DISTURBED OR BAG SAMPLE
C... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
B ... CHUNK SAMPLE 3E ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
nu
- 2 -
- 4 -
- 6 -
—
- 8 -
-
- 10 -
- 12 -
- 14 -
- 16 -
-
- 18 -
- 20 -
~ _
- 22 -
- 24 -
- 26 -
- 28 -
-
SAMPLE
NO.
B3-1
B3-2
B3-3
B3-4
B3-5
B3-6
B3-7
i
1
£
\
,
\
&
1
>-CDo
O
H
,1'--
T-l"
'I i.
-.] (-
|
'\ ^
-V' P. -h-ij-
i'.{ '
: '1 .f.
Tj'~
ijI "i
"-1 ^";i'|
"-i. f ••'•H-}i.:i'r"i}
:i>:-iJ-
" t- 1 "}t
-
.
-
-
-
-
-
ctLU
JZ
3a
of>*
CO
SOIL
CLASS
(USCS)
SM
SM
SM
T*rf"\T^Tlk.Ty^1 T* -^BORING B 3
ELEV. (MSL.) 306 DATE COMPLETED 7/14/98
EQUIPMENT E-45 BUCKET AUGER
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose to medium dense, moist to very moist, brown,
Silty, fine to medium SAND
^ -Irregular contact from 7 to 8 feet ^
TERRACE DEPOSITS
Dense to very dense, damp to moist, orange, Silty fine
to coarse SAND with trace of clay; variable gradation
from fine to coarse, friable
-14 4' sharp contact 8 degrees S75W
SANTIAGO FORMATION/TORREY SANDSTONE
Dense, moist, light brown, Silty, fine SANDSTONE;
massive
-Becomes light grey and very dense at 16 feet
-Thin grey bedding at 21 feet; 10 degrees, N75W
-Increase in moisture content at 29 feet
"Z. /••*o/, •H tJ 1*£i^s
tjja)°
Q_Qiw
~PUSH
4
_
6
-
-
7
~
~
-
6
-
-
>_
h-^
rn •
LujjQ •
o;^a
116.0
107.3
116.4
115.7
115.4
^
uj^ia
wjfj
^-oCJ
7.9
14.3
14.2
11.9
13.5
page 1 of 2 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C . . . STANDARD PENETRATION TEST
... DISTURBED OR BAG SAMPLE i] . . . CHUNK SAMPLE
... DRIVE SAMPLE (UNDISTURBED)
f. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
30
- 32 -
- 34 -
- 36 -
-
- 38 -
- 40 -
- 42 -
-
- 44 -
- 46 -
- 48 -to
-
— cr\50
SAMPLE
NO.
._
CDO
O
H
B3-8 |;;t|.;
B3-9
B3-10
1
1
u-it-I u
.-1- ,-"
H"•j t
!:--1-i J-
-
-
"
-
"•1 f-1-r-hl[-•i. i -
I1
- i!
.•i- -1-
"j i.-i i
;'l{-|-
•]. - 1-
'j-i "
•,\
a:LUi —<E
Q
Oo:CD
I
—
SOIL
CLASS
(USCS)
SM/ML
BORING B 3
ELEV. (MSL.) 306 DATE COMPLETED 7/14/98
EQUIPMENT E-45 BUCKET AUGER
MATERIAL DESCRIPTION
-Moderate seepage at 31 feet
-Grades to silty fine sandstone fine sandy siltstone
with trace of clay at 31 feet
-Becomes dense to very dense and slightly cemented
at 32 feet
-Approximately one-foot thick hard, reddish brown,
silty claytone lens at 48 feet
BORING TERMINATED AT 50 FEET
^— lil ^"^O *
t_ Z|III
ui&tn(L *w
12
10
12
-
-
^.
^J/"V
fn *
So
>b
Q
112.8
113.2
113.0
/^\*
111££is^> ^»
^~ C3u
15.5
15.8
17.2
Figure A-6 Log of Boring B 3, page 2 of 2 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
il ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
K ... CHUNK SAMPLE 1! ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
U
- 2 -
~
- 4 -^
-
X- 6 -
_ _
- 8 -
- 10 -
_ _
- 17 -it*
-
- 14 -
- 16 -
- 18 -
- on2.0
SAMPLE
NO.
B4-1 1&
J.
CDo
O
H_J
•Hi"-
-1 -i-- i..!• j-l-7.J1
i.•i- -i-T i•b-- r-.1-1-•|-J -|
- 1 i/i""ii•-H-
l-L 1
-K-l-'1 J-i-"i- .i 'r
7-j 1-r-|-
Vi.•i-.-l-
7-1• t. .
::1:1'1"
oeUJh~
3Q
O
CD
SOIL
CLASS
(USCS)
SM
BORING B 4
ELEV. (MSL.) 256 DATE COMPLETED 7/14/98
EQUIPMENT E 45 Bucket Auger
MATERIAL DESCRIPTION
SANTIAGO FORMATION/TORREY SANDSTONE
Dense, damp, light brown to light grey, Silty fine to
medium SANDSTONE
-5 inch thick hard reddish-brown claystone bed at
one foot(10 degrees S25E); claystone is truncated by a
well-defined clay infilled extension fracture striking
N50E, 84 degrees NW, bed is down dropped 1 .5
inches on the northwest side of fracture, orange
staining below bed
-Light grey bedding/cross bedding at 3.2 feet; 16
degrees S50E
-4 inch thick hard reddish-brown claystone bed at 4
feet(20 degrees, S45E); deformed appearance, multiple
microfractures, claystone is truncated and
downdropped 2 niches on northwest side of fracture
striking N30E
-Roothairs along fractures to 7 feet
-Continuous infilled extension fracture of varying
width from 0 to 20 feet, sinuous orientation, general
strike N30E
-4" wide band of thin oxide stained bedding at 10.1
feet; generally horizontal, bedding truncated by a near
vertical fracture striking N20E, bedding downdropped
approximately 1/2" across fracture down to the
southeast
-Massive, dense to very dense, and abundant low
angle bedding below 7 feet
BORING TERMINATED AT 20 FEET
"Z. /•%Ojj •
t_ 2E
tjijco§
Q.0^^
_
-
~
-
~
-
-
^\—"~f ,
gu.
go
o:w
Q
^
UJ?5o:
fe
EoCJ
Figure A-7 Log of Boring B 4, page 1 of 1 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
H ... DISTURBED OR BAG SAMPLE K ... CHUNK SAMPLE 1! ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
A0
-
- 2 -
"
- 4 -*T
—
- 6 -
_
_ O
- 10 -
"~ ~™
- 12 -
—
- 14 -
- 16 -
- 18 -
- 20 -Z.V/
- 22 -
- 24 -
- 26 -
- 28 -
SAMPLE
NO.
B5-1
B5-2
B5-3
B5-4
B5-5
B5-6
1
s
,•
18
|1
.
1
-
.'
-
-'_
:
-
i.1
•:
CDO
O
h-H
~"
'-I'
-J.•r-.;•i
i
•['i.i.
1
'i.
•['. 1 -
1.
:f-
.{;.
41 -
-J-^1-- r
'-}"
.
-
•
-
-
-
ceLU
<E
a
3o
CD
SOIL
CLASS
(USCS)
SM
SM/ML
ML
T»rf"\T*TTW.T^"^ T* fBORING B 5
ELEV. (MSL.) 306 DATE COMPLETED 7/13/98
EQUIPMENT E-45 BUCKET AUGER
MATERIAL DESCRIPTION
TERRACE DEPOSITS
Dense to very dense, damp, orange, Silty fine to
medium SAND with trace to little clay; moderately
cemented from 1 to 3 feet
-Becomes moist with light grey mottling at 3 feet
-Continuous clay filled fracture approximately 1/4 to
1/8 inch wide from 0 to 20 feet (N40E, - 90 degrees)
-Abundant near vertical, sinuous, orange staining
from 4 to 20 feet
-Variable gradation from fine to very coarse below 1 1
feet
^ Irregular, near horizontal contact ^
SANTIAGO FORMATION/TORREY SANDSTONE
Dense, damp to moist, light grey, Silty fine
SANDSTONE/fme Sandy SILTSTONE
-approximately one foot thick lens of reddish brown
silty claystone/clayey siltstone at 23 feet
Very stiff to hard, damp, light green to light grey
fine sandy SILTSTONE
ZilJ~
J"» ( ^ *
L_ 3Z
r™ <Cajjjco
LU^O
g-UJ^
Q_Qi\-'
3
5
"
-
-
-
8
-
6
"
—
-
h™
" *=Su.z ,
Q .
£"-'0
118.7
121.6
127.5
115.2
O
^Jo* ^
Di_
i-^"* 1 1 1
^^ — »
o
8.9
10.3
5.4
15.1
Figure A-8 Log of Boring B 5, page 1 of 2 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)
... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
30
SAMPLE
NO.
B5-7 |THOLOGYH
,,,
(K
LINDUATEoa:o
SOIL
CLASS
(USCS)
BORING B 5
ELEV. (MSL.) 306 DATE COMPLETED 7/13/98
EQUIPMENT E-45 BUCKET AUGER
MATERIAL DESCRIPTION
BORING TERMINATED AT 31 FEET •RATIONSTANCEIS/FT.)LUdoZm-lUI^CQ0.°-^
11
fcz .ydO .
>££EQ
115.5
^\
gS
H*-co^HS
°Z*-ou
16.8
Figure A-9 Log of Boring B 5, page 2 of 2 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST
... DISTURBED OR BAG SAMPLE . . . CHUNK SAMPLE
... DRIVE SAMPLE (UNDISTURBED)
... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
U
.
- 2 -
- 4 -
- 6 -
- 8 -
10
- 12 -
-
SAMPLE
NO.
-
-
"
-'
^•I
C'r
c
i-
-i
\
:
\
\
[:•
jij)
•ij
\.
'
i
•:
••.
.'>
.-
/
rrLUi—
a
oa:CD
SOIL
CLASS
(USCS)
SM
SP-SM
SC
SM
TRENCH T 1
ELEV. (MSL.) 293 DATE COMPLETED 5/29/98
EQUIPMENT JD 510D
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, moist, mottled yellow-brown and tan, Silty,
fine to medium SAND, trace clay
Loose to medium dense, moist, gray, fine to
medium SAND with silt
\ -Becomes mottled with light gray at 1 1 feet /
-\ TOPSOIL r
_\ Medium dense, moist, mottled brown and tan, /_
|\ Clayey, fine to medium SAND /|
\ SANTIAGO FORMATION/TORREY /
\ SANDSTONE /
\ Dense, moist, off white, Silty, fine to medium 1
\ SANDSTONE, lightly cemented /
TRENCH TERMINATED AT 13.5 FEET
Zm~^J fj "
git
|~i-i3
Lu^mo.Q:v
LJ^
|ul
(••1 ^
^ ^,
CE^a
^N
LU ^a:
H^f^^ ^»&• ^|
CJ
Figure A-10, Log of Trench T 1 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
il ... DISTURBED OR BAG SAMPLE
C... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
- o -
- 2 -
- 4 -
- 6 -
QO
- 10 -
SAMPLE
NO.
CDO
O
h-H_l
" 1 ' "
}
:jf.
- i'.|.-!|.-i.j-
:!i-
•
•
•
^•/://'•r.i.v\\-\y.
ccLU
GROUNDUA1SOIL
CLASS
(USCS)
SM
ep
SM
TRENCH T 2
ELEV. (MSL.) 293 DATE COMPLETED 5/29/98
EQUIPMENT JD 510D
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, moist, mottled yellow brown and tan, Silty,
fine to medium SAND with trace clay, matrix
contains moderate amount of chunks of Clayey,
fine to medium SAND
TOPSOIL
~\ Medium dense to dense, moist, brown, Clayey, j~
\ SANTIAGO FORMATION/TORREY /
\ SANDSTONE /
\ Dense, moist, off white, Silty, fine to medium /
\ SANDSTONE /
TRENCH TERMINATED AT 10 FEET
z /•*.ENETRATIORESISTANCEBLOUS/FT.Q- w
^1—^
gd
Qi^a
/^MOISTUREONTENT (Xa
Figure A-ll, Log of Trench T 2 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL
H ... DISTURBED OR BAG SAMPLE
13 . . . STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
B ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
- o -
— _
- 2 -
- 4 -
- 6 -
- 8 -
- 10 -
SAMPLE
NO.LITHOLOGY' j 1 .
r'-:!<--" • r•1.1-
•i•l|-
l|
:!};
:li:-
-
-GROUNDMATER ISOIL
CLASS
(USCS)
SM
TRENCH T 3
ELEV. (MSL.) 282 DATE COMPLETED 5/29/98
EQUIPMENT JD 510D
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Very dense, moist, mottled brown and tan, Silty,
fine to medium SAND with abundant debris
including: asphalt chunks, concrete chunks (up to 4
feet), tire with rim, PVC, plastic
-Caving begins at 4 feet
TRENCH TERMINATED AT 11 FEET
DUE TO EXCESSIVE CAVING ENETRATIONRESISTANCEBLOMS/FT.)Q. "^
>
Q MOISTUREONTENT <*)CJ
Figure A-12, Log of Trench T 3 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
£1 ... DISTURBED OR BAG SAMPLE Ek] ... CHUNK SAMPLE f. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
U
- 2 -
- 4 -
-
6 ~
- 8 -
—
- 10 -
- 12 -
SAMPLE
NO.
._
8g
H_J
.;!•[;
}\[
r-
'l -1-1 (.
'1 '
V"
:lj.-{}
V-
1 "- I' J
-
.
-
-
^/•'/
QLLU
OUNDUA1a:u
SOIL
CLASS
(USCS)
SM
SM
sc
TRENCH T 4
ELEV. (MSL.) 2SS DATE COMPLETED 5/29/98
EQUIPMENT JD 510D
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, moist, mottled tan and brown, Silty, fine to
medium SAND
-Undocumented fill contains banding of varying
colored silty sands, color ranges from green to
brown
" ^ -Minor caving at 1 1 feet _ r
Loose, very moist, dark grayish brown, Silty, fine
\ to medium SAND (possible togsoil) /
\
Medium dense, moist, mottled gray brown to olive, j~
Clayey, fine to medium SAND /
-Possibly weathered Santiago formation/torrey /
sandstone at 13 feet /
TRENCH TERMINATED AT 13 FEET
DUE TO CAVING
z /%ETRATIOISTANCEDWS/FT.^<" i^ li 1 — *UjglcO
^,
t—^
|o
>~
0
^g-
hp°5Eou
Figure A-13, Log of Trench T 4 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
H ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
U
- 2 -
A4
- 6 -
SAMPLE
NO.LITHOL06Y/!-!-'-
.}*. -
-;1;j--
.-I-!---
l-i\ • 'GROUNDUATERSOIL
CLASS
(USCS)
SM
SM
TRENCH T 5
ELEV. (MSL.) 297 DATE COMPLETED 5/29/98
EQUIPMENT JD 510D
MATERIAL DESCRIPTION
ARTIFICIAL FILL
Loose, moist, brown, Silty, fine to medium SAND
-Color change to yellow brown at 2.5 feet
SANTIAGO FORMATION/TORREY
SANDSTONE
Medium dense to dense, moist, olive, orange
~~\ brown, oilty, tine to medium oANUolUNfc, witn r~
\ little clay, mottling from iron oxide staining /
TRENCH TERMINATED AT 6.5 FEET ENETRATIONRESISTANCEBLOWS/FT. )Q. ^
>
|2
^Q MOISTUREONTENT (.'/.)o
Figure A-14, Log of Trench T 5 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL
[•§... DISTURBED OR BAG SAMPLE
E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
B ... CHUNK SAMPLE JL ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
nU
i —z
4
6
SAMPLE
NO.THOLOGYH
A'\-'.'
•\'\
•j'l.1 J-i
o:LJNDWATEoccCO
SOIL
CLASS
(USCS)
SM
SM
SM
nPTfcTTtTWT/'-ITT rwi X*TRENCH T 6
ELEV. (MSL.) 302 DATE COMPLETED 5/29/98
EQUIPMENT JD 510D
MATERIAL DESCRIPTION
ARTIFICIAL FILL
Loose, moist, brown, Silty, fine to medium SAND
~* with little clay *•
Loose, moist, mottled tan and brown, Silty, fine to
medium SAND
TERRACE DEPOSITS
Medium dense to dense, moist, orange brown,
Silty fjjig to coarse SAND
TRENCH TERMINATED AT 6.5 FEET "RATIONSTANCEIS/FT.)LU^JCQ
Ei-l"i
>b
a
UJ ^
^~ ^Da
^ Figure A-15, Log of Trench T 6 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
H ... DISTURBED OR BAG SAMPLE i] ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
u
- 2 -
- 4 -
- 6 -
_
05
- 10 -
- 12 -
-
14
SAMPLE
NO.
>-COo
o
1—
H
1 1 -
• I
1-1.V-
7.!"
-K-:•!.]••
I1
-• f." 1 1 -
\•i- •"-..I -I1
: t.
T
[\-\ }•M-M.*[•!)*.
.
.
-
.
"
(£.LUt—<T
a
ory
CD
v
SOIL
CLASS
(USCS)
SM
SM
SM
SM
TRENCH T 7
ELEV. (MSL.) 267 DATE COMPLETED 5/29/98
EQUIPMENT JD 510D
MATERIAL DESCRIPTION
UNDOCUMENTED FULL
Loose, moist, mottled tan and brown, Silty, fine to
medium SAND with chunks of olive gray, fine
Sandy CLAY
Loose, very moist, dark gray brown, Silty, fine to
\ medium SAND '
Loose to medium dense, moist, mottled olive
brown to gray brown, Silty, fine to medium SAND
with little clay
~\ -Seepage at 14 feet /~
QANTTAfiTl PCIDX/f ATTnNTnYTOBCV ~-
SANDSTONE /
Dense, moist, olive, Silty, fine SANDSTONE /
TRENCH TERMINATED AT 15 FEET
Z f**O(j •
2^0)
ji f-4^
uj^ma. ^
r
-
j_i—
li
L»J ^
Q
i-^
h-4iO*"I~Z
U
^ Figure A-16, Log of Trench T 7 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST
... DISTURBED OR BAG SAMPLE iH . . . CHUNK SAMPLE
... DRIVE SAMPLE (UNDISTURBED)
... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
- o -
_
- 2 -
- 4 -
- 6 -
SAMPLE
NO.LITHOLOGY" t 1 -
'• \ '
\-i
:-l '•{ \ -
#
•
1 ' "1 GROUNDUATERSOIL
CLASS
(USCS)
SM
SM
TRENCH T 8
ELEV. (MSL.) 306 DATE COMPLETED 5/29/98
EQUIPMENT JD 510D
MATERIAL DESCRIPTION
IINDOCITMENTED FILL
Loose, moist, dark brown to brown, Silty, fine to
medium SAND
-Color change tan to orange brown at 2.5 feet
~\ TERRACE DEPOSITS f~
\ Dense to very dense, moist, reddish brown, Silty, /
\ fine to coarse SAND /
TRENCH TERMINATED AT 7.5 FEET ENETRATIONRESISTANCEBLOWS/FT. )Q. ^RY DENSITY(P.C.F.)Q MOISTUREONTENT (X)u
Figure A-17, Log of Trench T 8 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
H ... DISTURBED OR BAG SAMPLE i]... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
- 2 -
- 4 -
~ ~™
- 6 -
- 8 -
- 10 -
-
1 ^12
_
- 14 -
1 £16
SAMPLE
NO.
(3o
o
H
1 1 -
• j"
']'. , '
'i J.
- •[.
" -IVt""-1 -"••h-]-L
"J V- 1 J.:i[;
1-1
"1 1 -
• -I"
V•1- -•r-1 j-
•-[•f-
-
-
-
-
ceUJ
<n
Q
oo:C9
SOIL
CLASS
(USCS)
SM
SM
n 1 1 *"»TT^,T^IXT rn t\TRENCH T 9
ELEV. (MSL.) 306 DATE COMPLETED 5/29/98
EQUIPMENT JD 510D
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, moist, mottled, reddish brown to brown,
Silty, fine to medium SAND with little clay and
abundant debris to include concrete and asphalt
chunks, plastic, steel strap, rebar with asphalt odor
-Matrix becomes dark brown, Silty, fine to coarse
SAND
-Trench begins caving at 5 feet
-Timber plank at 5 feet and 5 inch diameter tree
trunk at 10 feet
Loose, moist, dark gray, Silty, fine to medium
SAND with little clay and trace decomposed
organics
Continued abundant debris; concrete asphalt with
gray staining (possibly from abundant asphalt)
TRENCH TERMINATED AT 16 FEET
MAXIMUM DEPTH OF BACKHOE
ZQJ~
™^ f 1 1 *M ^ r~
tijjjoi
| | | W Q
Q- ^
-
_
-
>
^"^^/rt •
WoQ ,
>£
a
^III »\
Ql ^is||
o
^ Figure A-18, Log of Trench T 9 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST
... DISTURBED OR BAG SAMPLE KU ... CHUNK SAMPLE
•... DRIVE SAMPLE (UNDISTURBED)
I .. „ WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
U
_
- 2 -
- 4 -
- 6 -
-
- 8 -
- in -.lU
-
- 12 -
- 14 -
-
1 £lo
SAMPLE
NO.
CDO
O
H
•1 '•'. 1- i
• }i ^
]{':4
Tl'
-]'I t-
''I '•h-.1}'i-i":\\-\ L
•\\-
"•1 -'r"
.
-
.
-
(XUJ
3a
oa:CD
SOIL
CLASS
(USCS)
SM
SM
nTrfcT^iT^T/^ITT rrt -« /\TRENCH T 10
ELEV. (MSL.) 291 DATE COMPLETED 5/29/98
EQUIPMENT JD 510D
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, moist, mottled reddish brown to brown,
Silty, fine to medium SAND with trace clay
-Trace asphalt at 4 feet
-Caving of trench at 6 feet
Loose, moist, dark gray, Silty, fine to medium
SAND with trace organics and abundant debris;
includes asphalt concrete, PVC, gray staining
(possibly due to abundant asphalt)
-Yellow fiberglass insulation at 1 1 feet
-Abundant timber planks at 14 feet (4 inch x 8
inch pieces)
-Large piece of sheet metal at 15 feet
~A -3 foot square piece of concrete at 16 feet, r
\ increasing wood debris at 16 feet /
TRENCH TERMINATED AT 16 FEET
MAXIMUM REACH OF BACKHOE
zm~
H 2^"
<E^\"
lil H ^^
t^ UJ 7%
Q.0^
-
-
-
>-
H^
£§Jj
^ *
>£
Q
~
al^
cop;HtJ
°|
U
Figure A-19, Log of Trench T 10 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE JL ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
CCCTFEET
rvU_
- 2 -
- 4 -
- 6 -
- 8 -
-
- 10 -
- 12 -
-
- 14 -
SAMPLE
NO.
Tll-1
1
>-CDO_1
0
H_J
' 4 1 .
Th1 H
''l\~
-U1 ^ ~'- T-}
']•.!'•\ l-\ t-•i- -•
• \'
'-]•-, \ -"-
;){-
.
-
-
-
-
-
QLHIh-<E
0
OCCCD
SOIL
CLASS
(USCS)
SM
CL
SM
riif ^TTWT^^TT TW^ -^ -tTRENCH T 11
ELEV. (MSL.) 293 DATE COMPLETED 5/29/98
EQUIPMENT JD 510D
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, moist, light brown to brown, Silty, fine to
medium SAND with trace clay
-Caving at 5 feet r
Loose, moist, dark gray, Sandy CLAY with trace
organics
-Mulch lens with Silty SAND matrix from 8 to 12
feet; abundant wood debris (with appearance of
mulch), organic odor
-Concrete chunks up to 3 feet insize at 12 feet,
metal pipe, wood plank, lens thickness from 8 to
bottom
TRENCH TERMINATED AT 15.5 FEET
REFUSAL ON CONCRETE
z _
°o •t 2T i ,<r^\"
i~I H?5
Lu^fflQ_Q;W
-
-
-
-
j_
1— /^H t
Luj
L«J ^
^^ Q_
ce^a
^
LU-5o:
Mtf|f^ *—~
^"" ^^u
_ Figure A-20, Log of Trench T 11 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
il ... DISTURBED OR BAG SAMPLE Kkl ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
.
12
- 4 -
-
- 6 -
- 8 -
SAMPLE
NO.
T12-1
T1 O O1 12-2
T12-3
!?a
V1
?
I THOLOGYH_j
" 4 1 -1
'•Mi•H1
/ J
/ /
.-1-j-"-
1 -L ti !• -•\\.\ '
-i}--:-i-J--
(K
UNDWATEofy
O
SOIL
CLASS
(USCS)
SP/SM
CL
SM
TRENCH T 12
ELEV. (MSL.) 224 DATE COMPLETED 7/13/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
TOPSOIL
Loose, dry, light tan, fine to medium SAND with
^ Slit f
— Firm, moist, mottled gray & orange, fine to
\ medium sandy clay /
TERRACE DEPOSITS
Dense, moist, orange, silty, fine to medium SAND,
lightly cemented, three discontinuous sandy clay
lenses approximately 1/2 inch thick from 3 to 4
feet
-3" cobble lens at 8 feet
TRENCH TERMINATED AT 9 1/2 FEET •RATIONSTANCEIS/FT.)UJH0
u^mQ. ^
>6Q ,
o:~a
UjS
fcfin'Ez
u
^ Figure A-21, Log of Trench T 12 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
&3 ... DISTURBED OR BAG SAMPLE
C... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
B ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
nU
- 2 -
- 4 -
- 6 -
- 8 -
SAMPLE
NO.
T13-1
T13-2 S LITHOL06YIfT}\-
%
f GROUNDWATER |SOIL
CLASS
(USCS)
SM
SM
SM
SC
SM
TRENCH T 13
ELEV. (MSL.) 221 DATE COMPLETED 7/13/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
COLLUVIUM/ALLUVIUM
Loose, moist, light tan, Silty, fine to medium
-* C A XTri ,- •^ oAINLJ ^
Very loose, wet, tan, Silty, fine to medium SAND
Medium dense, moist, dark gray, Silty, fine to
Stiff, moist, gray mottled with orange staining,
Clayey, fine to medium SAND with silt
TERRACE DEPOSITS
Medium dense to dense, moist, orange mottled
"~\ w/gray, Silty, fine to medium SAND, very lightly r~
\ cemented /
TRENCH TERMINATED AT 9 FEET PENETRATIONRESISTANCE(BLOWS/FT.)-DRY DENSITY(P.C.F.)MOISTURECONTENT WFigure A-22, Log of Trench T 13 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
81 ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE f. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
°
- 2 -
- 4 -
-
- 6 -
-
8
- 10 -
1-112
SAMPLE
NO.
T14-1
^
>-
CDo
OX
H_l
•|. "] •"
"11-
•"'•-!'
-]'-i
•-1.J-
f-i i."11--f.
•4"i
j i.~ i >
- : i -•j ,
-
-
-
rrLUh-<T
a
oa:CD
SOIL
CLASS
(USCS)
SM
SM
SM
SM
TRENCH T 14
ELEV. (MSL.) 230 DATE COMPLETED 7/13/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
COLLUVIUM/ALLUVIUM
^ Loose, ary, light tan, oilty, tine to medium aAINL) f
Loose, moist, gray, Silty, fine to medium SAND
-Becomes wet at 7 feet
Medium dense, moist to wet, gray mottled with
orange, Silty, fine to medium SAND
-Becomes fine to medium sand with silt at 9.5 feet
~\ -Gradational contact to terrace deposits /~
TERRACE DEPOSITS
T^ * 41 CVIi P* 1*
\
Dense, moist, dark orange, oilty, tine to medium r~
SAND, very lightly cemented, trace well rounded /
cobbles to 5 inches /
TRENCH TERMINATED AT 12 FEET
Z s*.OUJ .
J~J|-IQ
§^mQ_°£^
^,
ILU
Wd
^ Q^
a
109.0
^^UJ^
tn «
g|
a
14.2
Figure A-23, Log of Trench T 14 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED)
H ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
- —
- 4 -
"
- 6 -
-
- 8 -
- 10 -
-
- 12 -
SAMPLE
NO.
T15-1
T15-2
T15-3
1
k
T-1
>-CDo_1
O
H_l
.•1- !••// /
/ /
•\ .!-•
I1
•\\• •1-. \
:\.(-
•]l
"i. i- j
/
/
/.
.
ceLJi—<r
a
nccCD
SOIL
CLASS
(USCS)
SM
CL
CL
SM
rwTr*T?Tk.T/*^TT HP •< ffTRENCH T 15
ELEV. (MSL.) 274 DATE COMPLETED 7/13/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
TOPSOIL
~* Loose, moist, tan, oiity, nne to medium OAINIJ f
Soft, wet, mottled tan & light olive, fine Sandy
\ CLAY with silt /
SANTIAGO FORMATION/TORREY
v SANDSTONE /
't Hard, moist, light olive, Silty, CLAYSTONE '
Very dense, moist, light olive, Silty, fine
SANDSTONE, moderately to well cemented -
difficult to excavate
-Mottled with red staining from 4.5 to 5 feet
-Very light seepage from 5.5 to 8 feet
-Very light seepage at 11 feet
-Mottled with pink staining from 1 1 .5 to 13 feet
TRENCH TERMINATED AT 13 FEET
"Z. s-^
°o *H ^y 1
^C «^ \fy jrr yj
i! Mp5uftnQ."-^/
-
-
j_
1—^w ,
mjQ .
ofa
118.1
^\>
fy *"*
?^
= 0CJ
14.7
Figure A-24, Log of Trench T 15 PAP
SAMPLE SYMBOLS CH... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
£1 ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
U
- 2 -
-
- 4 -
- 6 -
SAMPLE
NO.
T16-1 1 LITHOLOGYf y /• s / •' / 'r\ i •.I,--{!.
: 1-
•T '.!}•
•:]:r GROUNDWATER |SOIL
CLASS
(USCS)
sc
SM
TRENCH T16
ELEV. (MSL.) 256 DATE COMPLETED 7/13/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
TOPSOIL
SANTIAGO FORMATION/TORREY
SANDSTONE
Very dense, moist, light olive, Silty, fine to
medium SANDSTONE, moderately cemented
TRENCH TERMINATED AT 8 FEET ENETRATIONRESISTANCEBLOWS/FT. )Q.1*-^RY DENSITY(P.C.F.)a MOISTUREONTENT (X)CJ
^ Figure A-25, Log of Trench T 16 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL D ... STANDARD PENETRATION TEST
H ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE
... DRIVE SAMPLE (UNDISTURBED)
... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
U
- 2 -
- 4 -
0
_
- 5
- 10 -
- 12 -
- 14 -
SAMPLE
NO.
T17-1
T17-2
$
fcS
•
/
/
/
-;
_-.
C!r
3
i_
-•1
\/
/
/
/
•
_\
'-•
iiI
ij
.
\.
/
/
/
•
.
\-':
-
/
/
•
-.
_
ocLU
<T
a
aceCD
SOIL
CLASS
(USCS)
SM
CL
SM
SM
ML
TRENCH T 17
ELEV. (MSL.) 230 DATE COMPLETED 7/13/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
TOPSOIL
Loose, moist, tan, Silty, fine to medium SAND
TERRACE DEPOSITS
Highly weathered, stiff, moist, gray mottled with
orange, fine to medium Sandy CLAY
Dense, moist, mottled orange to gray, Silty, fine to
medium SAND, very lightly cemented
Dense, moist, orange mottled with gray, Silty, fine
to medium SAND, lightly cemented
SANTIAGO FORMATION/TORREY
SANDSTONF ,-
Very stiff to hard, moist, light olive, fine Sandy /
SILTSTONE /
TRENCH TERMINATED AT 14 1/2 FEET
Z /-vOUJ .
\—\ m~t \—
Jr^v"
h~i H?5
S^mQ. ^
-
>.
H ^
WoQ ,
CKW
a
fy *— '
t-^
^3 ^_
^~ ^^CJ
Figure A-26, Log of Trench T 17 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
... DISTURBED OR BAG SAMPLE E ... CHUNK SAMPLE JL ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
- o -
- 2 -
-
- 4 -
—
- 6 -
_ _
- 8 -
- 10 -
SAMPLE
NO.
to
LITHOLO* 4
"/.
1-
. |
-'I'
1': <
. 1-
-J. 1
•H-vft
-
f
'rr.
V.i-
•V
-
/r
-
a:LU
GROUNDWASOIL
CLASS
(USCS)
SM/CL
SM
TRENCH T 18
ELEV. (MSL.) 304 DATE COMPLETED 7/13/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
UNDOCUMENTED FELL
Loose, moist, mottled tan, gray & brown, Silty,
fine to medium SAND, with abundant zones of
dark olive gray, claystone chunks
-Asphalt chunks beginning at 6 feet
-Wood & debris - roots, branches, aluminum cans,
etc. from 7 to 9 feet
TERRACE DEPOSITS _
\ Dense, moist, orange, Silty, fine to coarse SAND /
TRENCH TERMINATED AT 10 FEET
Note: Steeply dipping contact from 6 feet to 9 feet
within a 7 foot horizontal distance.
Zuj^ENETRATICfESISTANCBLOWS/FT.OL ^
|o
oes"'n MOISTUREONTENT Oo
Figure A-27, Log of Trench T 18 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
H ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE 3E ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
f\ —U
^> —2
- 4 -
- 6 -
SAMPLE
NO.
T1Q 11 iy-L &•
9 THOL06YH
t/ /
/ /
-lr:!"l4 1 -
IT
QL
LINDUATEoa:CB
SOIL
CLASS
(USCS)
SM
CL
SM
SM
TnT"*T7Tk.T/"^TT T 't t\TRENCH T 19
ELEV. (MSL.) 221 DATE COMPLETED 7/13/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
UNDOCUMENTED FELL
Loose, dry, brown, Silty, fine to coarse SAND with
"* clay ^
Stiff, moist, olive brown, fine to medium Sandy _
\ CLAY /
TOPSOBL
^ Loose moist tan Silty fine to medium SAND ^—
TERRACE DEPOSITS
Very dense, moist, dark reddish brown, Silty, fine
— \ to medium SAND /~
TRENCH TERMINATED AT 7 FEET 'RATIONSTANCES/FT. )1— UJ-iLuHo
Zm-lLU^CQQ."-^
£-gul
£oa .
>6o:a
^S
=^(/)Z
HE
§z*-oU
Figure A-28, Log of Trench T 19 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST
H ... DISTURBED OR BAG SAMPLE K ... CHUNK SAMPLE
... DRIVE SAMPLE (UNDISTURBED)
... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
reel
r\0
- 2 -
- 4 -
fLO
SAMPLE
NO.
T20-1
T20-2
1
i THOLOGYH_1
-''"I"'
-if-
a:UNDUATEoo:CD
SOIL
CLASS
(USCS)
SM
SM
TRENCH T 20
ELEV. (MSL.) 254 DATE COMPLETED 7/13/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
TOPSOH,
Loose, moist, tan, Silty, fine to medium SAND
SANTIAGO FORMATION/TORREY
SANDSTONE
Very dense, moist, light olive, Silty, SANDSTONE
~\ - moderately cemented /~
TRENCH TERMINATED AT 6 FEET rRATIONSTANCEJS/FT.)z«3u}"a
>
|u
Q
/-su-=KcoSH£otEoCJ
Figure A-29, Log of Trench T 20 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED)
H ... DISTURBED OR BAG SAMPLE E ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
U
- 2 -
4
- 6 -
—
- 10 -
SAMPLE
NO.
T21-1 \)
T21-2 >
T21-3 Ii
>-
8
d
H_j
•-1"]'-"
' 1-L
•1 >
/ /r//,i.;-i-> ]•- 1j -•It-
>.;1-j-/
3 I< 1-1s r
:jr
orLU
<r
a
— io
Q^CD
SOIL
CLASS
(USCS)
SM
CL
SM
SM
TRENCH T 21
ELEV. (MSL.) 229 DATE COMPLETED 7/13/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, moist, tan, Silty, fine to medium SAND
Firm, moist, light gray, Silty CLAY with fine sand
Loose to medium dense, moist, light olive, Silty,
fine to medium SAND
_^ -Well rounded gravel lens contact ^_
TERRACE DEPOSITS
Very dense, moist, grayish red, Silty, fine to
medium SAND, lightly cemented
-Becomes light olive mottled red at 9.5 feet
TRENCH TERMINATED AT 11 FEET
Note: Contact with terrace deposits dipping from
4.5 feet to 7 feet
Z r**oH .i£tt
II n^
LU^S)Q.'^'W
^.K^
jjk
o:^Q
^LJ-^
1—^M^o"~
2^Z
U
Figure A-30, Log of Trench T 21 PAP
SAMPLE SYMBOLS LI... SAMPLING UNSUCCESSFUL C . . . STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
... DISTURBED OR BAG SAMPLE B . . . CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
reel
nU
- 2 -
- 4 -
- 6 -
- 8 -
— —
- 10 -
-
SAMPLE
NO.
>-CDo
O
H_1
• < 1 -i
1
1*11 i. 1
.1 '.I..!-, 1
"11.'!• i' r
1" 1
V- 1 j. 1,i. -i--i 1-1
ri
: 1 \ !".-1- i-T
•\'[ !
KLLl1—
a
oa:CD
SOIL
CLASS
(USCS)
SM
SM
SM
SM
TRENCH T 22
ELEV. (MSL.) 215 DATE COMPLETED 7/13/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
TOPSOJL
Loose, moist, tan, Silty, fine to medium SAND
,_ Medium dense to dense, moist, gray brown, Silty, _
fine to medium SAND, with pinhole voids /
TERRACE DEPOSITS
Dense, moist, mottled gray, red, Silty, fine to
medium SAND
-Becomes red and mottled with brown at 6 feet
Dense, moist, yellow olive, Silty, fine to medium
SAND
-4 inch thick layer of fine sandy clay at 9 feet
TRENCH TERMINATED AT 11.5 FEET
z ^\
OQ •
^C «^ \Of Jrt ^0
l~j 1— 1^
Lu^m
^^ "• ^^
-
>.i—^iu:
go
>w
a
/-s
0£.^
^f ^_
O
_ Figure A-31, Log of Trench T 22 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
D ... STANDARD PENETRATION TEST
E . . . CHUNK SAMPLE
... DRIVE SAMPLE (UNDISTURBED)
... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
- 2 -
- 4 -
-
.
- 10 -
SAMPLE
NO.
CDo
O
h-
H_J
••H'-"
- >
\ ' '
If-r
:^'!"
.T r
/ X
/ /
//
:}\:
I-L 1
-1 - -
(TLU
<T
a
— ioce
ID
V
SOIL
CLASS
(USCS)
SM
CL
SM
TRENCH T 23
ELEV. (MSL.) 270 DATE COMPLETED 7/13/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
UNDOCLIMENTED FILL
Loose, moist, gray, yellow & olive, silty, fine to
medium SAND
-Stained black with asphalt from 4.5 to 5 feet
Soft, moist, olive, fine Sandy CLAY with silt
SANTIAGO FORMATION/TORREY
SANDSTONE
Dense, moist, mottled olive & orange, Silty, fine to
medium SANDSTONE
~\ -Seepage at 10 feet f
TRENCH TERMINATED AT 11 FEET
ZQJ^V_j j* •
^C i* \Q£ /rt O5
r— |— f M
LyS^QL^^
ItO »
&~0
^
111
s£
f i ^™
^~ ^^u
Figure A-32, Log of Trench T 23 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C . . . STANDARD PENETRATION TEST
81 ... DISTURBED OR BAG SAMPLE fkl ... CHUNK SAMPLE
... DRIVE SAMPLE (UNDISTURBED)
. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
- o -
_
- 2 -
_
- 4 -
- —
- 6 -
_
- 8 -
- 10 -
SAMPLE
NO.LITHOLOGY' 4 1 -
•-M-H1 H
:!}--J-j
'\l- -i•i- 1 -}*: f.1 1-
' ' \
l\i -1
-
.GROUNDWATER |SOIL
CLASS
(USCS)
SM
SM
TRENCH T24
ELEV. (MSL.) 210 DATE COMPLETED 7/13/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Medium dense, moist, tan, red & brown, Silty, fine
to medium SAND
-Becomes very dense at 4 feet
TERRACE DEPOSITS
Dense, moist, dark red, Silty, fine to medium
\ oAINLJ, llgniiy Cemented /
TRENCH TERMINATED AT 10 FEET
Note: Contact dipping from 6 feet to 8 feet ENETRATIONRESISTANCEBLOUS/FT.)Q- w
-
„
-
-
-
_
>
§CJ
Q MOISTUREONTENT <>Oo
^ Figure A-33, Log of Trench T 24 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST •,.. DRIVE SAMPLE (UNDISTURBED)
il ... DISTURBED OR BAG SAMPLE iJ ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
r\0
- 2 ~
—
- 4 -
- 6 -
-
- 8 -
1 A1U
.
i >>12
SAMPLE
NO.
T25-1 I
COo
o
h-H_l
" . * .
- ' .
///-~/
''//'
^-/•/
' /
%
%
' f / *
'/ ;C
fa/s
"Pi-:f ji -, i
a:tu
<r
a
—]
0QLCD
SOIL
CLASS
(USCS)
SP
CL/SC
SM
TRENCH T 25
ELEV. (MSL.) 200 DATE COMPLETED 7/13/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
ARTIFICIAL FILL
^ Loose, dry, white, fine SAND '
Firm to very soft, moist to wet mottled olive, tan
& brown, fine Sandy CLAY and Clayey fine
SAND with siltstone and sandstone chunks
-Very soft from 6 to 8 feet
TERRACE DEPOSITS
Very dense, moist, dark red, Silty, fine SAND
TRENCH TERMINATED AT 12 FEET
o^^.
h-*U_<c2\£toSUJH0
Q.0^
>•
^^/"%
^o .
>$b
0
~
^H "o:^"^i-
torfi
^i ^^™* ^nu
_ Figure A-34, Log of Trench T 25 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
81 ... DISTURBED OR BAG SAMPLE
C . . . STANDARD PENETRATION TEST
B ... CHUNK SAMPLE
... DRIVE SAMPLE (UNDISTURBED)
... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
U
.
- 2 -
4
- 6 -
SAMPLE
NO.LITHOL06Y•/•a •'•
y '.•'•
|;;;
.1 -1-
•L-\GROUNDUATERSOIL
CLASS
(USCS)
SM/SC
SM
TRENCH T26
ELEV. (MSL.) 206 DATE COMPLETED 7/13/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, moist, mottled gray & dark olive, Silty, fine
to medium SAND, with varying clay content
TERRACE DEPOSITS
Dense, moist, dark red, Silty, fine to medium
~\ J>ANU, lightly cemented /^
TRENCH TERMINATED AT 6 FEET ENETRATIONRESISTANCEBLOWS/FT.)O.'-'-w RY DENSITY(P.C.F.)a MOISTUREONTENT (*)CJ
_ Figure A-35, Log of Trench T 26 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
SI ... DISTURBED OR BAG SAMPLE EJ ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG Of SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
reel
ft\J
_
- 2 -
- 4 -
- 6 -
- 8 -
- 10 -
SAMPLE
NO.THOL06YH
1 ' '•N-h1 1
i ^"
•l r•||
;ij.-
'j f.- 1-
1. ":\\-
.
•
-
cc
UNDUATEo(^CD
SOIL
CLASS
(USCS)
SM
SM
SM
TREISCH T 27
ELEV. (MSL.) 206 DATE COMPLETED 7/14/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
ARTIFICIAL FILL
Medium dense, dry to humid, reddish brown, Silty,
fine to medium SAND, trace clay
Dense, moist, light gray, Silty, fine to medium
v SAND '
Dense, moist, dark gray & brown, Silty, fine to
medium SAND, trace clay with trace asphalt &
concrete chunks
TRENCH TERMINATED AT 11 FEET DUE TO
ACCESS LIMITATIONS "RATIONSTANCEJS/FT. >SOT°
Lu£Eo
_
u-
>
|d
^^Q
LuSo:
kgit UJ
Eoo
Figure A-36, Log of Trench T 27 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C . . . STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
nU
••)2
- 4 -
_ _
- 6 -
- 8 -
- 10 -
- 12 -
- 14 -
16
SAMPLE
NO.
T28-1
T78-9
T28-3
1
5
1
|
CDo
O
H|
'•}]''.'
\'\
"1
- '' J
T ':h--:j:r
;{{;.;
.]'{•-
'ji'
"'I'-l"•\ - -,1,l-1-
ft.
LU
£T°
a
nfY
CD
SOIL
CLASS
(USCS)
SM
SM
SM
SM
TRENCH T 28
ELEV. (MSL.) 200 DATE COMPLETED 7/14/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
ARTIFICIAL FILL
Medium dense, dry, tan, Silty, fine to mediumA SAND with siltstone and sandstone gravel-sized r
\ chunks and abundant roots to 1/4 inch /
^ Medium dense, moist, light gray, brown, Silty, fine /
\ to medium SAND /
Dense, moist, dark gray & brown, Silty, fine to
medium SAND, trace clay with trace asphalt &
concrete chunks
TERRACE DEPOSITS _
Dense, moist, dark red, silty, fine to medium /
SAND /
TRENCH TERMINATED AT 17 FEET
ZLU~11 CJ *
a^to
jj 1— |«
LU^CD
-
Jo1"'Q ,
gw
/^t
gfe
l_jLU
Q^~XZZ
O
Figure A-37, Log of Trench T 28 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
H ... DISTURBED OR BAG SAMPLE
B ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED)
B ... CHUNK SAMPLE f. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
nU
-
- 2 -
- 4 -
- 8 -
10
SAMPLE
NO.
T29-1
T29-2
1
L THOLOGYM_l
'•) 1'J-/ / / /
////
::1.
:-i-
^"• ''-'I-::|
: \-
rvUl
<n
a
oocCD
SOIL
CLASS
(USCS)
SM
CH
ML
SM
CH
SM
TRENCH T 29
ELEV. (MSL.) 276 DATE COMPLETED 7/14/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
TOPSODL
s
t Loose, dry, tan, Silty, fine to medium SAND /
" \ Soft, wet, tan, fine Sandy CLAY with silt t '
~\ Firm, moist, olive gray, fine Sandy SILT with clay /~
SANTIAGO FORMATION/TORREY
SANDSTONE
Very dense, moist, light olive mottle with orange
lenticular staining, Silty, fine to medium
SANDSTONE lightly cemented prominent 1/4 r
* inch-thick beds ;
•• x -Isolated, discontinuous claystone chunk at 5 feet ' r
* Hard, moist, light purpleish pink, fine Sandy /1 CLAYSTONE with silt '
Very dense, moist, light gray, Silty, fine to
medium SANDSTONE moderately cemented
\ prominent 1/4 inch-thick beds /
TRENCH TERMINATED AT 10 FEET "RATIONSTANCEIS/FT.)r— uj-*z«3Lu^m0.°--^
&guj
WcJQ .
>to:a
^Sgl-co^
H^ot
E0U
Figure A-38, Log of Trench T 29 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL
81 ... DISTURBED OR BAG SAMPLE
C... STANDARD PENETRATION TEST
B ... CHUNK SAMPLE
... DRIVE SAMPLE (UNDISTURBED)
... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
2
_
A4
- 6 -
SAMPLE
NO.THOLOGYH-1
V- ^ • S
1 "* "I'ill-tj!
$
(V
JNDUATEoccCO
SOIL
CLASS
(USCS)
SC
SM
SC
TRENCH T 30
ELEV. (MSL.) 257 DATE COMPLETED 7/14/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
TOPSOEL
Loose, wet, mottled tan & brown, Clayey, fine to1 \ medium oANU /^
SANTIAGO FORMATION/TORREY
SANDSTONE
"* Dense, moist, gray mottled with orange, Silty, fine t
\ to medium SANDSTONE ;
\ -Becomes brown, mottled with gray /
-Very dense, moist, light olive mottled with orange
staining, Clayey, fine to medium SANDSTONE,
very lightly cemented
*~~\ -Becomes silty, fine to medium sandstone at 5 feet /~
TRENCH TERMINATED AT 8 FEET
Suj1^OJj •
LUJ^CO
-
-
-
-
fC
Q
s~\
u*
fe
gz
CJ
Figure A-39, Log of Trench T 30 PAP
SAMPLE SYMBOLS HI... SAMPLING UNSUCCESSFUL
H ... DISTURBED OR BAG SAMPLE
C... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
B ... CHUNK SAMPLE 3f . . . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
nU
- 2 -
- 4 -
SAMPLE
NO.THOLOGYH
"/• ',-/
1
•rii
QL
JNDUATEoQLCD
SOIL
CLASS
(USCS)
sc
SM
TRENCH T 31
ELEV. (MSL.) 242 DATE COMPLETED 7/14/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, very moist, brown, Clayey, fine to medium
SAND, trace pieces of brick
SANTIAGO FORMATION/TORREY
SANDSTONE
— \ Very dense, moist, off white, Silty, fine to medium i~
\ SANDSTONE, moderately cemented /
TRENCH TERMINATED AT 5 FEET 'RATIONSTANCEIS/FT. )r- ui-»LUf^O
2f3-lUJ^CQQ."-^
E-iu!
WoQ .>°-oi~a
uS
?4i_i LLJ
o^EoU
Figure A-40, Log of Trench T 31 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST fl... DRIVE SAMPLE (UNDISTURBED)
S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE JL ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
reel
nU
- 2 -
- 4 -
6
- 8 -
- 10 -
SAMPLE
NO.
T32-1 $$
c5
_i
x
H
-1
'-1 1-1-. 1- | 1
I-L 1
:j||
///y//.n
•{(!1
1 -I.-I-,- 1-•i. i -i
<Y
P<r
z
oa:CO
SOIL
CLASS
(USCS)
SM
CH
SM
SM
SM
TRENCH T 32
ELEV. (MSL.) 246 DATE COMPLETED 7/14/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, moist, brown, Silty, fine to medium SAND
with plastic
Soft, wet, brown, Silty CLAY
-organic odor
Loose, moist, brown, silty, fine to medium SAND
Medium dense, moist, olive mottled with orange,
Silty fine to medium SAND
TERRACE DEPOSITS/SANTIAGO FORMATION7
\ Dense, moist, orange, Silty, fine to medium SAND /
TRENCH TERMINATED AT 10.5 FEET
(Trench caving throughout excavation)
o£~
P?LL
aE£c/>
ti n??
ui^mQ.0^
t~"u!tuj
Q •
>£
a
x
ri^
w|n ^_
^^ ^»
^"* ^^0
Figure A-41, Log of Trench T 32 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
H ... DISTURBED OR BAG SAMPLE E ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
- o -
_
- 2 -
- 4 -
- 6 -
- 8 -
—
- 10 -
SAMPLE
NO.LITHOLOGY\ 1 '
-jf-
-l|
"?•}"
•]1~
:.j (-
h\ ':-!|
.
-
1 ' "GROUNDUATERSOIL
CLASS
(USCS)
SM
SM
TRENCH T33
ELEV. (MSL.) 210 DATE COMPLETED 7/14/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Very loose to loose, moist, brown, Silty, fine to
medium SAND
SANTIAGO FORMATION/TORREY ,-
SANDSTONE ? /
Medium dense, moist to wet, light gray with /
orange staining, Silty, fine to medium /
SANDSTONE /
TRENCH TERMINATED AT 11 1/2 FEET
(Maximum depth due to access limitations)ENETRATIONRESISTANCEBLOWS/FT.)d.1*-^
>
H
Q MOISTUREONTENT (.'/.)CJ
Figure A-42, Log of Trench T 33 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL B . . . STANDARD PENETRATION TEST
& ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE
... DRIVE SAMPLE (UNDISTURBED)
... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
u
- 2 -
- 4 -
- 6 -
SAMPLE
NO.LITHOL06Y,1.4:-i.-i-:r-p
:' F44:M44
:f-'!GROUNDWATER |SOIL
CLASS
CUSCS)
SM
SM
SM
TRENCH T34
ELEV. (MSL.) 184 DATE COMPLETED 7/14/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
UNDOCUMENTED FILL r1 Very loose, moist, brown, Silty, fine to medium ;
\_ SAND with abundant roots to 1/2-inch '
Medium dense, brown & tan, Silty, fine to medium
SAND
Wet from 3 to 4 feet
TERRACE DEPOSITS
Very dense, moist, dark red, Silty, fine to medium
TRENCH TERMINATED AT 7 1/2 FEET PENETRATIONRESISTANCE(BLOWS/FT. )DRY DENSITY(P.C.F.)MOISTURECONTENT (X)Figure A-43, Log of Trench T 34 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL
H ... DISTURBED OR BAG SAMPLE
C . . . STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
& ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-03
DEPTH
IN
FEET
- 2 -
.
- 4 -
-
- 6 -
- 8 -
-
10
—
- 12 -
SAMPLE
NO.
C!r
3
i_
T 1 \
A
'i •- 1
-•I-.
1-
;|-
-:^
j-
.] 1
- ., •
•I-1- 1• 1 J.•1-
)1
HJ
)
'-\•-
\
'-
.r.*
.
\
~
-
.
*
•
orLUi—<r
a
aa:CO
V~7.V.
SOIL
CLASS
(USCS)
GM
SM
SM
TRENCH T 35
ELEV. (MSL.) 182 DATE COMPLETED 7/14/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
UNDOCLTMENTED FILL r.
\ Loose, moist, light brown, Silty, fine GRAVEL /
\_ with fine to medium sand '
Loose, moist, brown, Silty, fine to medium SAND
Loose, moist to wet, gray & very dark gray, Silty,
fine to medium SAND with debris - tree stump,
plastic sheeting, organic odor
-Moderate seepage at 9 feet
-Caving of trench from 5 feet to bottom
TRENCH TERMINATED AT 13 FEET DUE TO
MULTIPLE CAVE-INS
z /•*Ojj •j""' 2 J
£%«>
\i HogiSm
Q_°-w
~
-
>_
1—^r"1 ,
U^
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>6
a
^^
LU^
tK^
M^
= 0u
Figure A-44, Log of Trench T 35 PAP
SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL D ... STANDARD PENETRATION TEST H ... DRIVE SAMPLE (UNDISTURBED)
H ... DISTURBED OR BAG SAMPLE K ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
nU
- 2 -
- 4 -
- 6 -
- 8 -
- 10 -
- 12 -
-
- 14 -
- 16 -
SAMPLE
NO.
T36-1
T36-2
>•CDo
|—H_l
• t 1 .
- '• J
I- I
-]]-•
"1 ' "I.'I- \-\-
J "" --1 I/:ij-i-
:1(;-
l|:"i
\/ ,/ ///
//
.\\-\-
H.
u1—<r
—ioQLCD
SOIL
CLASS
(USCS)
SM
SM
CL
SM
rirr*T7'TkT^'"iYT rw\ ^ £TRENCH T 36
ELEV. (MSL.) 212 DATE COMPLETED 7/14/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, dry to humid, brown, Silty, fine to medium
SAND
-1-inch thick asphalt layer at 1.5 feet
-Becomes medium dense and tan at 3 feet
-Becomes humid to moist and gray brown at 5 feet
TOPSOEL?
f -v Medium dense moist brown Silty fine to r •
\ medium SAND /
Stiff to very stiff, moist, olive mottled with gray,
fine Sandy CLAY
TERRACE DEPOSITS ?
\ Very dense, moist, dark red, Silty, fine to medium /
\ SAND, lightly cemented /
TRENCH TERMINATED AT 16 1/2 FEET
z /•%O LlI .
£^3
S^slQ.O^W
-
-
^it /^r"1 ,
Wo«» ^
^ ^L^
Q
^
fy
co?i
^3 "^p
^~ ^Du
Figure A-45, Log of Trench T 36 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST
H ... DISTURBED OR BAG SAMPLE E ... CHUNK SAMPLE
... DRIVE SAMPLE (UNDISTURBED)
... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06037-32-02
DEPTH
IN
FEET
U
- 2 -
- 4 -
- 6 -
- 8 -
- 10 -
SAMPLE
NO.
T37-1 '
CDo
o
I—H
\.[\\ i-\-.' M1 1 -1
•:}i{
if|
;{{:}
-:V-'"
•!'i !
ceLU
<T
a
o(Y
CD
SOIL
CLASS
(USCS)
SM
SM
SM
TRENCH 1 37
ELEV. (MSL.) 205 DATE COMPLETED 7/14/98
EQUIPMENT JDEERE 510D BACKHOE
MATERIAL DESCRIPTION
UNDOCUMENTED FILL
Loose, dry, light tan, Silty, fine to medium SAND
Medium dense to dense, gray mottled with orange,
Silty, fine to medium SAND
-Becomes yellow-brown at 5.5 feet
TERRACE DEPOSITS
Very dense, moist, red mottled with gray, Silty,
— \ fine to medium SAND contact dipping — 3 inches r~
\ in 24 inches from south to north /
TRENCH TERMINATED AT 11 FEET
SQJ^ii CJ i *
«£ \
UJ^O
UJ^CQQ_ Lt"w'
|ul
LU,J
•
tt^Q
~
^lj
w|
Eo(_>
Figure A-46, Log of Trench T 37 PAP
SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL
H ... DISTURBED OR BAG SAMPLE
C... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED)
B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
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APPENDIX B
LABORATORY TESTING
Laboratory tests were performed in general accordance with the test methods of the American
Society for Testing and Materials (ASTM) or other suggested procedures. Selected, relatively
undisturbed drive samples were tested for their in-place dry density, moisture content, and shear
strength characteristics. The maximum dry density and optimum moisture content and Expansion
Index of selected bulk samples were determined in accordance with ASTM Test Procedure
D 1557-91. Portions of the bulk samples were then remolded to selected densities and subjected to
drained direct shear testing.
The results of our laboratory tests are presented in tabular and graphical forms hereinafter. The
in-place dry density and moisture characteristics are presented on the exploratory borings.
TABLE B-l
SUMMARY OF LABORATORY MAXIMUM DRY DENSITY
AND OPTIMUM MOISTURE CONTENT TEST RESULTS
ASTM D 1557-91
Sample
No.
B3-6
B5-2
T15-3
Description
Light brown, Silty, fine SAND
Orange, Silty, fine SAND with trace clay
Olive, Silty, fine SAND
Maximum Dry
Density (pcf)
116.0
130.0
113.0
Optimum Moisture
Content (% dry wt.)
13.0
9.4
14.4
TABLE B-ll
SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS
Sample
No.
B3-6
B5-4
Moisture Content
Before Test (%)
10.1
9.2
After Test (%)
26.7
17.5
Dry
Density (pcf)
108.4
113.8
Expansion
Index
0
1
Project No. 06037-32-03 -B-l-September2, 1998
TABLE B-lll
SUMMARY OF DIRECT SHEAR TEST RESULTS
Sample No.
B3-6*
B3-9
B5-3*
T15-3*
Dry Density
(pcf)
104.5
113.2
117.1
101.4
Moisture Content
(%)
13.0
15.8
9.3
14.6
Unit Cohesion
(psf)
410
500**
530
710
Angle of Shear
Resistance (degrees)
36
48
36
34
*Soil sample remolded to approximately 90 percent of maximum dry density at near optimum
moisture content.
**Cohesion adjusted from 1000 psf to 500 psf due to cementation of the sample.
Project No. 06037-32-03 -B-2-September2, 1998
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APPENDIX C
RECOMMENDED GRADING SPECIFICATIONS
for
POINSETTIA AGRICULTURAL PROPERTY
CARLSBAD, CALIFORNIA
PROJECT NO. 06037-32-03
RECOMMENDED GRADING SPECIFICATIONS
1. GENERAL
1.1. These Recommended Grading Specifications shall be used in conjunction with the
Geotechnical Report for the project prepared by Geocon Incorporated. The recom-
mendations contained in the text of the Geotechnical Report are a part of the earthwork
and grading specifications and shall supersede the provisions contained hereinafter in the
case of conflict.
1.2. Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be
employed for the purpose of observing earthwork procedures and testing the fills for
substantial conformance with the recommendations of the Geotechnical Report and these
specifications. It will be necessary that the Consultant provide adequate testing and
observation services so that he may determine that, in his opinion, the work was performed
in substantial conformance with these specifications. It shall be the responsibility of the
Contractor to assist the Consultant and keep him apprised of work schedules and changes
so that personnel may be scheduled accordingly.
1.3. It shall be the sole responsibility of the Contractor to provide adequate equipment and
methods to accomplish the work in accordance with applicable grading codes or agency
ordinances, these specifications and the approved grading plans. If, in the opinion of the
Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture
condition, inadequate compaction, adverse weather, and so forth, result in a quality of
work not in conformance with these specifications, the Consultant will be empowered to
reject the work and recommend to the Owner that construction be stopped until the
unacceptable conditions are corrected.
2. DEFINITIONS
2.1. Owner shall refer to the owner of the property or the entity on whose behalf the grading
work is being performed and who has contracted with the Contractor to have grading
performed.
2.2. Contractor shall refer to the Contractor performing the site grading work.
2.3. Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer
or consulting firm responsible for preparation of the grading plans, surveying and
verifying as-graded topography.
GI rev. 9/96
2.4. Consultant shall refer to the soil engineering and engineering geology consulting firm
retained to provide geotechnical services for the project.
2.5. Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner,
who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be
responsible for having qualified representatives on-site to observe and test the Contractor's
work for conformance with these specifications.
2.6. Engineering Geologist shall refer to a California licensed Engineering Geologist retained
by the Owner to provide geologic observations and recommendations during the site
grading.
2.7. Geotechnical Report shall refer to a soil report (including all addendums) which may
include a geologic reconnaissance or geologic investigation that was prepared specifically
for the development of the project for which these Recommended Grading Specifications
are intended to apply.
3. MATERIALS
3.1. Materials for compacted fill shall consist of any soil excavated from the cut areas or
imported to the site that, in the opinion of the Consultant, is suitable for use in construction
of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills,
as defined below.
3.1.1. Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches
in maximum dimension and containing at least 40 percent by weight of material
smaller than 3/4 inch in size.
3.1.2. Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4
feet in maximum dimension and containing a sufficient matrix of soil fill to allow
for proper compaction of soil fill around the rock fragments or hard lumps as
specified in Paragraph 6.2. Oversize rock is defined as material greater than 12
inches.
3.1.3. Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in
maximum dimension and containing little or no fines. Fines are defined as material
smaller than 3/4 inch in maximum dimension. The quantity of fines shall be less
than approximately 20 percent of the rock fill quantity.
GI rev. 9/96
3.2. Material of a perishable, spongy, or otherwise unsuitable nature as determined by the
Consultant shall not be used in fills.
3.3. Materials used for fill, either imported or on-site, shall not contain hazardous materials as
defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9
and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall
not be responsible for the identification or analysis of the potential presence of hazardous
materials. However, if observations, odors or soil discoloration cause Consultant to
suspect the presence of hazardous materials, the Consultant may request from the Owner
the termination of grading operations within the affected area. Prior to resuming grading
operations, the Owner shall provide a written report to the Consultant indicating that the
suspected materials are not hazardous as defined by applicable laws and regulations.
3.4. The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of
properly compacted soil fill materials approved by the Consultant. Rock fill may extend to
the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a
soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes.
This procedure may be utilized, provided it is acceptable to the governing agency, Owner
and Consultant.
3.5. Representative samples of soil materials to be used for fill shall be tested in the laboratory
by the Consultant to determine the maximum density, optimum moisture content, and,
where appropriate, shear strength, expansion, and gradation characteristics of the soil.
3.6. During grading, soil or groundwater conditions other than those identified in the
Geotechnical Report may be encountered by the Contractor. The Consultant shall be
notified immediately to evaluate the significance of the unanticipated condition
4. CLEARING AND PREPARING AREAS TO BE FILLED
4.1. Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of
complete removal above the ground surface of trees, stumps, brush, vegetation, man-made
structures and similar debris. Grubbing shall consist of removal of stumps, roots, buried
logs and other unsuitable material and shall be performed in areas to be graded. Roots and
other projections exceeding 1-1/2 inches in diameter shall be removed to a depth of 3 feet
below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to
provide suitable fill materials.
GI rev. 9/96
4.2. Any asphalt pavement material removed during clearing operations should be properly
disposed at an approved off-site facility. Concrete fragments which are free of reinforcing
steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3
of this document.
4.3. After clearing and grubbing of organic matter or other unsuitable material, loose or porous
soils shall be removed to the depth recommended in the Geotechnical Report. The depth
of removal and compaction shall be observed and approved by a representative of the
Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of
6 inches and until the surface is free from uneven features that would tend to prevent
uniform compaction by the equipment to be used.
4.4. Where the slope ratio of the original ground is steeper than 6:1 (horizontalrvertical), or
where recommended by the Consultant, the original ground should be benched in
accordance with the following illustration.
TYPICAL BENCHING DETAIL
FINISH GRADE
FINISH SLOPE SURFACE
EXISTING GROUND
REMOVE AS RECOMMENDED
BY SOIL ENGINEER ' \
SLOPE TO BE SUCH THAT
SLOUGHING OR SLIDING
DOES NOT OCCUR
NOTE I
NO SCALE
DETAIL NOTES:(1) Key width "B" should be a minimum of 10 feet wide, or sufficiently wide
to permit complete coverage with the compaction equipment used. The
base of the key should be graded horizontal, or inclined slightly into the
natural slope.
(2) The outside of the bottom key should be below the topsoil or unsuitable
surficial material and at least 2 feet into dense formational material.
Where hard rock is exposed in the bottom of the key, the depth and
configuration of the key may be modified as approved by the Consultant.
GI rev. 9/96
4.5. After areas to receive fill have been cleared, plowed or scarified, the surface should be
disced or bladed by the Contractor until it is uniform and free from large clods. The area
should then be moisture conditioned to achieve the proper moisture content, and
compacted as recommended in Section 6.0 of these specifications.
5. COMPACTION EQUIPMENT
5.1. Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-
steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other
types of acceptable compaction equipment. Equipment shall be of such a design that it
will be capable of compacting the soil or soil-rock fill to the specified relative compaction
at the specified moisture content.
5.2. Compaction of rock fills shall be performed in accordance with Section 6.3.
6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL
6.1. Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance
with the following recommendations:
6.1.1. Soil fill shall be placed by the Contractor in layers that, when compacted, should
generally not exceed 8 inches. Each layer shall be spread evenly and shall be
thoroughly mixed during spreading to obtain uniformity of material and moisture in
each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock
materials greater than 12 inches in maximum dimension shall be placed in
accordance with Section 6.2 or 6.3 of these specifications.
6.1.2. In general, the soil fill shall be compacted at a moisture content at or above the
optimum moisture content as determined by ASTM Dl557-91.
6.1.3. When the moisture content of soil fill is below that specified by the Consultant,
water shall be added by the Contractor until the moisture content is in the range
specified.
6.1.4. When the moisture content of the soil fill is above the range specified by the
Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by
the Contractor by blading/mixing, or other satisfactory methods until the moisture
content is within the range specified.
GI rev. 9/96
6.1.5. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly
compacted by the Contractor to a relative compaction of at least 90 percent.
Relative compaction is defined as the ratio (expressed in percent) of the in-place dry
density of the compacted fill to the maximum laboratory dry density as determined
in accordance with ASTM Dl557-91. Compaction shall be continuous over the
entire area, and compaction equipment shall make sufficient passes so that the
specified minimum relative compaction has been achieved throughout the entire fill.
6.1.6. Soils having an Expansion Index of greater than 50 may be used in fills if placed at
least 3 feet below finish pad grade and should be compacted at a moisture content
generally 2 to 4 percent greater than the optimum moisture content for the material.
6.1.7. Properly compacted soil fill shall extend to the design surface of fill slopes. To
achieve proper compaction, it i? recommended that fill slopes be over-built by at
least 3 feet and then cut to the design grade. This procedure is considered preferable
to track-walking of slopes, as described in the following paragraph.
6.1.8. As an alternative to over-building of slopes, slope faces may be back-rolled with a
heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height
intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or
similar equipment, such that a dozer track covers all slope surfaces at least twice.
6.2. Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in
accordance with the following recommendations:
6.2.1. Rocks larger than 12 inches but less than 4 feet in maximum dimension may be
incorporated into the compacted so/7 fill, but shall be limited to the area measured 15
feet minimum horizontally from the slope face and 5 feet below finish grade or 3
feet below the deepest utility, whichever is deeper.
6.2.2. Rocks or rock fragments up to 4 feet in maximum dimension may either be
individually placed or placed in windrows. Under certain conditions, rocks or rock
fragments up to 10 feet in maximum dimension may be placed using similar
methods. The acceptability of placing rock materials greater than 4 feet in
maximum dimension shall be evaluated during grading as specific cases arise and
shall be approved by the Consultant prior to placement.
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6.2.3. For individual placement, sufficient space shall be provided between rocks to allow
for passage of compaction equipment.
6.2.4. For windrow placement, the rocks should be placed in trenches excavated in
properly compacted soil fill. Trenches should be approximately 5 feet wide and 4
feet deep in maximum dimension. The voids around and beneath rocks should be
filled with approved granular soil having a Sand Equivalent of 30 or greater and
should be compacted by flooding. Windrows may also be placed utilizing an "open-
face" method in lieu of the trench procedure, however, this method should first be
approved by the Consultant.
6.2.5. Windrows should generally be parallel to each other and may be placed either
parallel to or perpendicular to the face of the slope depending on the site geometry.
The minimum horizontal spacing for windrows shall be 12 feet center-to-center with
a 5-foot stagger or offset from lower courses to next overlying course. The
minimum vertical spacing between windrow courses shall be 2 feet from the top of a
lower windrow to the bottom of the next higher windrow.
6.2.6. All rock placement, fill placement and flooding of approved granular soil in the
windrows must be continuously observed by the Consultant or his representative.
6.3. Rock fills, as defined in Section 3.1.3., shall be placed by the Contractor in accordance
with the following recommendations:
6.3.1. The base of the rock fill shall be placed on a sloping surface (minimum slope of 2
percent, maximum slope of 5 percent). The surface shall slope toward suitable
subdrainage outlet facilities. The rock fills shall be provided with subdrains during
construction so that a hydrostatic pressure buildup does not develop. The subdrains
shall be permanently connected to controlled drainage facilities to control post-
construction infiltration of water.
6.3.2. Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock
trucks traversing previously placed lifts and dumping at the edge of the currently
placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the
rock. The rock fill shall be watered heavily during placement. Watering shall
consist of water trucks traversing in front of the current rock lift face and spraying
water continuously during rock placement. Compaction equipment with compactive
energy comparable to or greater than that of a 20-ton steel vibratory roller or other
compaction equipment providing suitable energy to achieve the required compaction
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or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of
passes to be made will be determined as described in Paragraph 6.3.3. Once a rock
fill lift has been covered with soil fill, no additional rock fill lifts will be permitted
over the soil fill.
6.3.3. Plate bearing tests, in accordance with ASTM Dl 196-64, may be performed in both
the compacted soil fill and in the rock fill to aid in determining the number of passes
of the compaction equipment to be performed. If performed, a minimum of three
plate bearing tests shall be performed in the properly compacted soil fill (minimum
relative compaction of 90 percent). Plate bearing tests shall then be performed on
areas of rock fill having two passes, four passes and six passes of the compaction
equipment, respectively. The number of passes required for the rock fill shall be
determined by comparing the results of the plate bearing tests for the soil fill and the
rock fill and by evaluating the deflection variation with number of passes. The
required number of passes of the compaction equipment will be performed as
necessary until the plate bearing deflections are equal to or less than that determined
for the properly compacted soil fill. In no case will the required number of passes be
less than two.
6.3.4. A representative of the Consultant shall be present during rock fill operations to
verify that the minimum number of "passes" have been obtained, that water is being
properly applied and that specified procedures are being followed. The actual
number of plate bearing tests will be determined by the Consultant during grading.
In general, at least one test should be performed for each approximately 5,000 to
10,000 cubic yards of rock fill placed.
6.3.5. Test pits shall be excavated by the Contractor so that the Consultant can state that, in
his opinion, sufficient water is present and that voids between large rocks are
properly filled with smaller rock material. In-place density testing will not be
required in the rock fills.
6.3.6. To reduce the potential for "piping" of fines into the rock fill from overlying soil fill
material, a 2-foot layer of graded filter material shall be placed above the uppermost
lift of rock fill. The need to place graded filter material below the rock should be
determined by the Consultant prior to commencing grading. The gradation of the
graded filter material will be determined at the time the rock fill is being excavated.
Materials typical of the rock fill should be submitted to the Consultant in a timely
manner, to allow design of the graded filter prior to the commencement of rock fill
placement.
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6.3.7. All rock fill placement shall be continuously observed during placement by
representatives of the Consultant.
7. OBSERVATION AND TESTING
7.1. The Consultant shall be the Owners representative to observe and perform tests during
clearing, grubbing, filling and compaction operations. In general, no more than 2 feet in
vertical elevation of soil or soil-rock fill shall be placed without at least one field density
test being performed within that interval. In addition, a minimum of one field density test
shall be performed for every 2,000 cubic yards of soil or soil-rock fill placed and
compacted.
7.2. The Consultant shall perform random field density tests of the compacted soil or soil-rock
fill to provide a basis for expressing an opinion as to whether the fill material is compacted
as specified. Density tests shall be performed in the compacted materials below any
disturbed surface. When these tests indicate that the density of any layer of fill or portion
thereof is below that specified, the particular layer or areas represented by the test shall be
reworked until the specified density has been achieved.
7.3. During placement of rock fill, the Consultant shall verify that the minimum number of
passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant shall
request the excavation of observation pits and may perform plate bearing tests on the
placed rock fills. The observation pits will be excavated to provide a basis for expressing
an opinion as to whether the rock fill is properly seated and sufficient moisture has been
applied to the material. If performed, plate bearing tests will be performed randomly on
the surface of the most-recently placed lift. Plate bearing tests will be performed to
provide a basis for expressing an opinion as to whether the rock fill is adequately seated.
The maximum deflection in the rock fill determined in Section 6.3.3 shall be less than the
maximum deflection of the properly compacted soil fill. When any of the above criteria
indicate that a layer of rock fill or any portion thereof is below that specified, the affected
layer or area shall be reworked until the rock fill has been adequately seated and sufficient
moisture applied.
7.4. A settlement monitoring program designed by the Consultant may be conducted in areas
of rock fill placement. The specific design of the monitoring program shall be as
recommended in the Conclusions and Recommendations section of the project
Geotechnical Report or in the final report of testing and observation services performed
during grading.
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7.5. The Consultant shall observe the placement of subdrains, to verify that the drainage
devices have been placed and constructed in substantial conformance with project
specifications.
7.6. Testing procedures shall conform to the following Standards as appropriate:
7.6.1. Soil and Soil-Rock Fills:
7.6.1.1. Field Density Test, ASTM D1556-82, Density of Soil In-Place By the
Sand-Cone Method.
7.6.1.2. Field Density Test, Nuclear Method, ASTM D2922-81, Density of Soil and
Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth).
7.6.1.3. Laboratory Compaction Test, ASTM D1557-91, Moisture-Density Relations of
Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop.
7.6.1.4. Expansion Index Test, Uniform Building Code Standard 29-2, Expansion Index
Test.
7.6.2. Rock Fills
7.6.2.1. Field Plate Bearing Test, ASTM Dl 196-64 (Reapproved 1977) Standard
Method for Nonrepresentative Static Plate Load Tests of Soils and Flexible
Pavement Components, For Use in Evaluation and Design of Airport and
Highway Pavements.
8. PROTECTION OF WORK
8.1. During construction, the Contractor shall properly grade all excavated surfaces to provide
positive drainage and prevent ponding of water. Drainage of surface water shall be
controlled to avoid damage to adjoining properties or to finished work on the site. The
Contractor shall take remedial measures to prevent erosion of freshly graded areas until
such time as permanent drainage and erosion control features have been installed. Areas
subjected to erosion or sedimentation shall be properly prepared in accordance with the
Specifications prior to placing additional fill or structures.
8.2. After completion of grading as observed and tested by the Consultant, no further
excavation or filling shall be conducted except in conjunction with the services of the
Consultant.
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9. CERTIFICATIONS AND FINAL REPORTS
9.1. Upon completion of the work, Contractor shall furnish Owner a certification by the Civil
Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically
of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5
foot horizontally of the positions shown on the grading plans. After installation of a
section of subdrain, the project Civil Engineer should survey its location and prepare an
as-built plan of the subdrain location. The project Civil Engineer should verify the proper
outlet for the subdrains and the Contractor should ensure that the drain system is free of
obstructions.
9.2. The Owner is responsible for furnishing a final as-graded soil and geologic report
satisfactory to the appropriate governing or accepting agencies. The as-graded report
should be prepared and signed by a California licensed Civil Engineer experienced in
geotechnical engineering and by a California Certified Engineering Geologist, indicating
that the geotechnical aspects of the grading were performed in substantial conformance
with the Specifications or approved changes to the Specifications.
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